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DAWSON RESIDENCE STRUCTURAL CALCULATION
DAWSON RESIDENCE STRUCTURAL CALCULATIONS October 6, 2003 PLAN REVIEW APPROVAL �offsoa FEB 0 3 2005 �W B• C 9� �9��c� UP1HARt PEiERSEN POWERSASSOCIATM C58872 KM. z Ep Prepared by: Matthew Clarke M Clarke Engineering 1505 Ridgebrook way Chico, CA- 95928 Phone: 530-8931-3444 Client: Mr. Charles Dawson 11761 Meridian Road Chico, CA 95926 ;.1 jAV0899A ipt- 10 h 'M 118 e.) xt, 0 File Dawson C - .,. .` r .- • f n i tI�J21 o.tnS� J1ta�7lI�4i�-a�,"�p1J.'.��.!�e,i�ii>Ty'sf. P{•<s,:�,.-Rl,.I:Iri,i e•Ir l�yj �I- xii�S• ; �I5' 2Iti�(It t1N,.�1 I I 6l�Rwr1 f+�'�+•Yt. v;��f�„�l�fitY�� ��,�j rI I�r ��F^ �[�a",'._ ,. rade ade'..tB.9�°yi�v�e*�4�'I„?0��`a��, •ma. .F-Ak:�.L'Ss'as. .VWAnalysis �b�'���' I`� _ "�.�.” ,r .1�.��L.I n IC�i:;F '!F.,x t..a r .. �_s ��' ,crs��.���.:ti�,.a�-Jr..S43M--±'Y'.Jit..�-1 ii- f."_i�•'kr7`i�z-'...�-((1ff�s����5ik����"".��a�"�I. 'sr�� S%.i•—:n.:'.�..y;.�ti,,.� �r.?-. s L�`'`a- . y`S�`-''��• 9.{?•t .'-� ���• „F�.-a,�r.)"-'r�+.�.•^..;%�-. }'� K_ s.- .''�_` , -s�I��,Z%4 '?�7231i x'"tc�P��;t���.��zvT�-.d y4':,'.�;. , •4�Isat"#�tFr'.��..•� l ili x+��;'ys�u : .'�'-'M�- ,i,nNr d.?3fk�f��;'�; �w����y���,�.,��i��S�t� i.t�i ' 5, . l�+�� ".?7b^vS,.d �.�,•.. "€��. y+.0r,s.+.w,��•-"!aas��S-'S�i�/r � ��:.".� t.Yv - F ��.�"t7�t�i.•.�e'�4���:�y `"•.�' ^-��';r5 ' Ii i�tri -2ry.�'-.,,� '�'. ..,�yfI�ct:mi ,`>u,i.I: ,�.y•f ,•?� -r1rr�'—:•��•�}✓.. .� �@��QtAr,n.3-hava—]l�. ty,I'� �q�`�f•r-'s"��•a'.�— .,'` t-'iZs3`3 a}th(r' 1/sit a,9ok.+r dA ;y.a�• -- e_)r) Date 9/14/200312 .:��^''�tI•.413 I t �jr 5F ,,�O•> M ��•-»�ri�->r�z'-u;�F� .� %rr�'j1t1 `E�i'4'f'�� a,� � ,I1t'e{-��r4 .�.fy.. :I1��'.. _ �� 'r���''._'��eyrr y d y_� 1y• I r, .-'- '- —•'. q •_ _ , . .,aCondition: dl=De Y $. s iry�4i ince Garage, Structure Model Reside. iIiiIiI " • DAWSON RESIDENCE - GARAGE PAGE �. TABLE OF CONTENTS DEAD LOADS 2 MASS DISTRIBUTION 3 SEISMIC/WIND ANALYSIS (STATIC) 4 SEISMIC ANALYSIS (DYNAMIC) 6 TRUSS "B" PRELIMINARY DESIGN 10 TRUSS "A" PRELIMINARY DESIGN 17 TRUSS "A" 3X 25 PORCH AREA 35 GRAPHIC 35 GEOMETRY DATA 37 ANALYSIS RESULTS - MAX FORCES 41 WOOD DESIGN 43 CRITICAL PORCH RAFTER 44 CRITICAL PORCH HEADER 45 CRITICAL PORCH POST 46 CRITICAL PORCH PERLIN 47 SPREAD FOOTING 48 X -BRACING 51 HEADERS 53 GRAPHIC 53 GEOMETRY DATA 54 LOAD DATA 57 ANALYSIS RESULTS - MAX FORCES 60 ANALYSIS RESULTS - DEFLECTIONS 66 WOOD DESIGN 68 CRITICAL HEADER 71 WOOD POST 72 GRAPHIC 72 GEOMETRY DATA 73 ANALYSIS RESULTS - MAX FORCES 77 WOOD DESIGN 80 CRITICAL POST 82 STEEL POST 83 GRAPHIC 83 GEOMETRY DATA 84 ANALYSIS RESULTS - MAX FORCES 86 STEEL DESIGN 88 CRITICAL STEEL POST 89 GRADE BEAM 94 GRAPHIC 94 GEOMETRY DATA 95 ANALYSIS RESULTS - MAX FORCES 102 CONCRETE DESIGN - MEMBER 122 105 - CONCRETE DESIGN - MEMBERS 126,125,124 109 CONCRETE DESIGN - MEMBERS 127,128,129 117 CONCRETE DESIGN - MEMBERS 133,134,135 125 SOIL PRESSURES 133 ROOF DIAPHRAGM 146 GRAPHIC 146 GEOMETRY DATA 147 LOAD DATA 149 ANALYSIS RESULTS - MAX FORCES 150 DIAPHRAGM DESIGN 151 CONNECTIONS 152 BASE PLATE 152 SHEAR TAB 155 PLATE SPLICE 157 PLATE W/ CHORD FORCE 159 HEADER W/ DL+ CHORD FORCE 160 DETAILS 161 TRUSS TYPE "A" & "B" 161 FOUNDATION PLAN 162 TYPICAL SECTION 165 SHEAR TAB 166 BASE PLATE 167 PLATE SPLICE 168 • 0 • GARAGE DEAD LOADS UNIT WEIGHT AREA W (PSF) (SF) (LBS) TRUSS AREA W/ ROLL ROOFING (2:12 PITCH) AC ROLL ROOFING 2.0 2.0 SLOPE CORRECTION 2.0 X 1468 2976 TRUSS AREA "A" SOFFIT 5/8" GYPSUM WALLBOARD 3.0 INSULATION 1.0 4.0 X 1468 5872 TRUSS AREA "B" SOFFIT INSULATION 1.0 X 346 346 TRUSS AREA W/ CLAY TILE (3:12 PITCH) CLAY TILE ROOF 14.0 SLOPE CORRECTION 14.4 X 346 4993 PORCH AREA W/ CLAY TILE (3:12 PITCH) CLAY TILE ROOF 14.0 SLOPE CORRECTION 14.4 X 230 3319 STRAW BALE WALLS STRAW BALE (46"x23"x15' MAX DENSITY 11 LB/CF) 21.1 1" STUCCO EXTERIOR 10.0 3/4" PLASTER INTERIOR 11.0 MISC. 1.0 (50% TRIBUTARY TO ROOF FOR SEISMIC ANALYSIS) 43.1 1129 48660 EXTERIOR WALLS ABOVE ELEV. 10.083 FT 1" STUCCO 10.0 X 1269 12690 FRAMING & PLYWOOD WEIGHT(FROM RAM ANALYSIS) 20184 DISTRIBUTE OVER HEADER LENGTH = 112 LF NOTE THIS IS FOR SEISMIC ONLY, RAM INCLUDES SELF WEIGHT IN GRAVITY LOAD ANALYSIS TOTAL 1 99041 NOTE: MISC. DL NOT ADDED TO ROOF DUE TO LARGE ASSUMED TILE WEIGHT OF 14 PSF TILE WEIGHT COULD BE AS LOW AS 9 PSF Structural Calculations by: M Clarke Engineering 1505 Ridgebrook Way Chico, CA 95928 Dawson Garage 11761 Meridian Road Chico, CA 95926 WE MASS DISTRIBUTION DESCRIPTION PORCH (RECTANGLE) FRAMING CLAY TILE PORCH (TRIANGLE) FRAMING CLAY TILE ROOF (TRUSS "A", CLAY TILE AREA) FRAMING CLAY TILE 1" EXTERIOR STUCCO (10 PSF X H=4.63' X L=52') 1/2 PLYWOOD INSULATION ROOF (TRUSS "A", AC ROLL ROOF) FRAMING AC ROLL ROOFING 1/2" PLYWOOD INSULATION 5/8" GYPSUM WALLBOARD ROOF (TRUSS "B" AREA) FRAMING 1/2" PLYWOOD 1" EXTERIOR STUCCO (10 PSF X H=4.63' X L=64) EXTERIOR WOOD_ SIDING (1.5 PSF X H=5.10' X L=61.17') INSULATION CLAY TILE STRAW BALE WALLS (5.04' TRIBUTARY HEIGHT) 1" EXT. STUCCO 3/4" INTERIOR PLASTER WIDE STRAW (11 PCF MAX DENSITY) SUMMARY W X -COOK Z-COOR AREA UNIT W W W'X W -Z DX (CG) (FT) (FT) (FT^2) (PSF) (LB) (LB -FT) (LB -FT) (FT) 17.0035 -35.9037 220 7.2 14.4 21.6 4752 80801 -170614.38 16.32 18.5312 -50.9593 42 7.2 14.4 2 f-6-- 907.2 16812 -46230.277 14.80 21.0868 -48.2875 144 S 14.4 16.72 1.5 1 38.62 5561.28 117270 -268540.31 12.24 36.3785 -48.9037 1468 5 2 1.5 1 3 12.5 18350 667545 -897382.9 3.05 36.3785 -48.9037 202 5.5 1.5 14.67 2.32 1 14.4 39.39 7956.78 289456 -389115.98 3.05 36.5868 -48.9037 320 10 10 55.5 99 24160 883937 -1181513.4 3.26 TOTAL W- 61687.26 SUM W'X 2055820 SUM W'Z -2953397 ' X -CG 33.326493 Z -CG -47.87694 SUM W'X^: 2799698.1 SUM W'Z^: 744000.04 JY 3543698.1 DZ(CG) W'DX^2 W'DZ^2 (FT) 11.97 1266123 681239 3.08 198587 8619 0.41 833136 937 1.03 170926 19345 1.03 74115. 8388 1.03 256811 25470 0 r L J • SEISMIC ANALYSIS, 1997 UBC CRZ-2.2 ; structural system-coefficient;tor-cantilevered-column building Z:= 0.3 ; seismic zone factor, zone 3 C� := 0.54 ; seismic coefficient, soil type SD, Z=0.3 Ca := 0.36 ; seismic coefficient, soil type SD, Z=0.3 hn := 10.083 ; story height Ct := 0.02 ; numerical coefficient for calculating structure period, T . I := 1.0 ; seismic importance factor W:= 61.687 -kip . ; weight of building, tributary to roof diaphragm Calculate estimated structure period: 3 T:= Ct•hn 4 T = 0.113 Calculate base shear: CV -1 VI :_ —•W VI = 133.796kip R•T 2.5•Ca•1 V2 :_ R W V2 = 25.236 kip V3 := 0.11•Ca•1•W V3 =2.443 kip 2.5•Ca•1. = 0.409 ; seismic coefficient R V:= V2 Calculate Lateral Design Force E: EV := 0 -kip ; vertical component is zero for allowable stress design Ab := 1986 ; ground floor area including projections Velement:= 6.05 -kip ; shear in most heavily loaded element Velement 20 rmax �= p:= 2 – V rmax Ab p=0.128 use p=1.0 • 0 P := 1.0 E:= p•V + Ev Reduce base shear per Section 1631.5.4, Item No. 1: E:= 0.9•E E = 22.7 kip ; base shear used for dynamic analysis WIND ANALYSIS qs:= 14.5-psf ;mind-stagnation,pressure-, 75mphip CO -15:= 1.06 ; combined height, exposure and gust factor, 0-15' high C15-16:= 1.13 ; combined height, exposure and gust factor, 15-16' high Pressure Coefficients, Method 2 Cq_v := 1.3 ; vertical projection Cq-h := 0.7 ; horizonatal projection i Building Dimensions: h1 := 10.083. ft ; height to roof level h2 := 5.917 -ft ; maximum height of roof above roof level L:= 52 -ft ; building length Caluate lateral wind force, tributary to roof diaphragm: (h,Fwind:= 2 + h2 •L•gs•Cq_v + (h1 + h2 - 15•ft)•L•Cq_v-(C15_16 - CO_15)-qs Fwind = 10.81 kip ; seismic controls, save parapet truss B (designed for wind loading) M RAM Advanse File C:\Program Files\Ram\RamAdvanseEng\Data\Dawson Garage Grade Beam.AVW • Units Date 918/ 9/8/2003 8:51:45 PM Seismic analysis Modal analysis MASSES: Node Mass X Mass Y Mass Z MMLXX MMl.yy MMLZZ [Lb] [Lb] [Lb] [Lb-ft2] [Lb-ft2] [Lb"ft2] 117 61687.00 . 0.00 61687.00 0.00 3543698.00 0.00 ---------------------------------------------------------------------------------------------------------------------------- MODE FREQUENCIES MODE W T [Lb/ft'Sec2] [RAD/SEC] [SEC] 1 11.11 0.56545 2 11.78 0.53347 3 43.88 0.14321 MASS PARTICIPATION PERCENTAGE TOTAL: 100.00 0.00 100.00 0.00 100.00 0.00 TOTAL MASS DOF Total mass SPECTRUM [Lb/ft'Sec2] Modal participation TY 0.00 TZ MODE Part.X Part.Y Part.Z Rot.X Rot.Y Rot.Z 0.45000 1 99.83 0.00 0.16 0.00 0.01 0.00 2 0.17 0.00 99.72 0.00 0.11 0.00 0.45 3 0.01 0.00 0.11 0.00 99.88 0.00 TOTAL: 100.00 0.00 100.00 0.00 100.00 0.00 TOTAL MASS DOF Total mass SPECTRUM [Lb/ft'Sec2] -------------------------------------- TX 1918.59 TY 0.00 TZ 1918.59 RX 0.00 RY 110216.20 RZ 0.00 (.9 SEISMIC RESPONSE SPECTRUM T[Sec] alg 0.00000 0.36 0.12000' 0.90 0.30000 0.90 0.45000 0.90 0.60000 0.90 0.75000 0.72 0.90000 0.60 • 1.05000 0.51 1.20000 0.45 1.35000 0.40 1.50000 0.36 1.65000 0.33 1.80000 0.30 1.95000 0.28 (.9 • 2.10000 0.26 2.25000 0.24 2.40000 0.23 2.55000 0.21 2.70000 0.20 2.85000 0.19 3.00000 0.18 3.15000 0.17 ------------------------------- Acel aIg 1.00 0.801E ' . .. 0.60 Q.. _. a 0.40 0.20 0 0 1.00 2.00 3.00 4.00 5.00 T[Sec] Rot.Z [phiRot] 0.00 0 Condition = eqx=Seismic X Dir Scale Factor = 0.41 Damping factor ------------------------------------------------------------------------------------------------------- = 0.00 COMPUTED SPECTRAL VALUES MODE W T a/g [RAD/SEC] [SEC] [ft/Sec2] ----------------------------------------------------------------------------------- 1 11.11 0.56545 11.86 11.78 0.53347 11.86 •2 3 43.88 0.14321 11.86 Condition = eqz=Seismic Z Dir Scale Factor = 0.41 Damping factor = 0.00 COMPUTED SPECTRAL VALUES MODE W T a/g [RAD/SEC] [SEC) [ft/Sec2] --------------------------------------------------------------------------------- 1 11.11 0.56545 11.86 2 11.78 0.53347 11.86 3 43.88 0.14321 11.86 MODAL SHAPES Normalized displacements to Phi'M'Phi=1 Modal shapes : 1 -------- ---------------------- W=11.11 [RAD/SEC] W=11.11 PERIOD = 0.56545 [SEC] DISPLACEMENTS Node Trans.X Trans.Y Trans.Z Rot.X Rot.Y [phi] [phi] [phi] [phiRot] [phiRot] ------------------------------------------------------------------------------------------------------- 117 0.02 0.00 0.00 0.00 0.00 Modalshapes:2 Rot.Z [phiRot] 0.00 0 IN = 11.78 [RAD/SEC] DISPLACEMENTS Node Trans.X ----------------- (Ph'] 117 0.00 Modal shapes : 3 --------------------------- IN = 43.88 [RAD/SEC] DISPLACEMENTS Node Trans.X [phi] ------------------------------ 117 0.00 PERIOD =0.53347 [SEC]. Trans.Y Trans.Z Rot.X Rot.Y Rot.Z [phi) [phi] [phiRot] [phiRot] [phiRot] -- ------------------------- 0.00 0.02 0.00 0.00 0.00 PERIOD= 0.14321 [SEC] Trans.Y Trans.Z [phi] [phi] ------------------------------ 0.00 0.00 BASE REACTIONS ShearfKipl Condition: eqx=Seismic X Dir Mode Shear KPI In Z Mode In X In Z ------------------------------------------------------------ 1 -22.70 -0.92 2 -0.04 0.93 3 0.00 -0.01 -------------------------------------------------------------- Modal comb. -22.70 1.30 --- Condition: eqz=Seismic Z Dir ShearfKipl • Mode In XZ -- -- --- -- 1 0.91 - - 0.04 2 0.92 -22.70 3 -0.01 -0.03 --------------------------------------------------------------- Modal comb. 1.29 -22.70 Condition: c11=dl+0.7143egx Modal comb. -22.70 1.30 Condition : c12=dl+0.7143egz ShearfKipl Myy Mode In X In Z 1 -16.21 -0.66 2 -0.03 0.66 3 0.00 -0.01 Modal comb. -22.70 1.30 Condition : c12=dl+0.7143egz Modal comb. 1.29 -22.70 Condition : c22=1.2dl+1.Oegx • Shear [Kip] Mode In X In Z 1 -22.70 -0.92 2 -0.04 0.93 3 0.00 -0.01 Modal comb. -22.70 1.30 Rot.X Rot.Y Rot.Z [phiRot] [phiRot] [phiRot] 0.00 0.00 0.00 Moment [KiD'ft Mxx ShearfKipl Myy Mode In X In Z 1 -0.65 -0.03 2 0.65 -16.22 3 -0.01 -0.02 Modal comb. 1.29 -22.70 Condition : c22=1.2dl+1.Oegx • Shear [Kip] Mode In X In Z 1 -22.70 -0.92 2 -0.04 0.93 3 0.00 -0.01 Modal comb. -22.70 1.30 Rot.X Rot.Y Rot.Z [phiRot] [phiRot] [phiRot] 0.00 0.00 0.00 Moment [KiD'ft Mxx Mzz Myy -9.20 228.89 1115.45 9.34 0.38 -28.81 -0.07 0.02 1.92 13.10 228.89 1115.82 -229.02 -13.04 708.32 Moment [Kip'ftl Myy Mxx Mzz Myy -0.37 9.17 44.67 -229.02 -9.28 706.87 -0.26 0.07 7.05 -229.02 -13.04 708.32 13.10 228.89 1115.82 Moment [KiD'ft Mxx Moment [Kip'ftl Myy Mxx Mzz Myy -6.57 163.50 796.77 6.67 0.27 -20.58 -0.05 0.01 1.37 13.10 228.89 1115.82 Moment [KiD'ft Mxx Mzz Myy -0.26 6.55 31.91 -163.59 -6.63 504.92 -0.19 0.05 5.03 -229.02 -13.04 708.32 13.10 228.89 1115.82 C46 Moment [Kip'ftl Mxx Mzz Myy -9.20 228.89 1115.45 9.34 0.38 -28.81 -0.07 0.02 1.92 13.10 228.89 1115.82 C46 Condition: c23=1.2d1+1.Oegz Shear [Kip] • Mode In X -- Z 1 -0.91 -0.04 2 0.92 -22.70 3 -0.01 -0.03 Modal comb. 1.29 -22.70 Condition : c30=0.9dl+0.714egz Modal comb. 11.29 -22.70 Condition : c31=0.9dl-0.714egz ShearfKipl Myy Mode In X In Z 1 -0.65 -0.03 2 0.65 -16.21 3 -0.01 -0.02 Modal comb. 11.29 -22.70 Condition : c31=0.9dl-0.714egz -229.02 -13.04 708.32 Moment fKio'ft Mxx --------------------------------------------------------------- Moment IKip•ftl Myy Mxx ------------------------------------------------------------ Mzz Myy -0.37 9.17 44.67 -229.02 -9.28 706.87 -0.26 0.07 7.05 -229.02 -13.04 708.32 Moment fKio'ft Mxx --------------------------------------------------------------- Mzz Myy -0.26 6.54 31.89 -163.52 -6.62 504.71 -0.19 0.05 5.03 ------------------------------------------------------------ -229.02 -13.04 708.32 Condition : c33=0.9dl-0.714egx Shear [Kip] Shear fKipl Mode In X Moment IKip'ftl ------------------------------------------------------------ 1 16.20 Mode In X In Z Mxx Mzz Myy 0.01 1 0.65 0.03 0.26 -6.54 -31.89 2 -0.65 16.21 163.52 6.62 -504.71 3 0.01 0.02 0.19 -0.05 -5.03 ------------------------------------------------------------------------------------------------------------------------------------- Modal comb. ----------------------------------------------------------------------------------------------------------------------------------- 1.29 -22.70 -229.02 -13.04 708.32 Condition : c32=0.9dl+0.714egx Shear [Kip] Moment IKip`ftl Mode In X In Z Mxx Mu Myy • 1 -16.20 -0.66 -6.57 163.43 796.43 2 -0.03 0.66 6.67 0.27 -20.57 3 0.00 -0.01 -0.05 0.01 1.37 ------------------------------------------------------------------------------------------------------------------------------ Modal comb. -22.70 1.30 13.10 228.89 1115.82 Condition : c33=0.9dl-0.714egx Modal comb. . -22.70 1.30 • Moment IKio*ft Mxx Shear [Kip] Myy Mode In X In Z ------------------------------------------------------------ 1 16.20 0.66 2 0.03 -0.66 3 0.00 0.01 Modal comb. . -22.70 1.30 • Moment IKio*ft Mxx Mzz Myy -------------------------------------------------------------- 6.57 -163.43 -796.43 -6.67 -0.27 20.57 0.05 -0.01 -1.37 13.10 228.89 1115.82 9 RAM Advanse -ile Truss B.AVW A nalysis (1st order) .ondition: dl=Dead load Date: 9/13/2003 11:46:14 PM Y • X z 0 0 12 M2 N3 Truss "B" (Preliminary Design) Member & Node Numbers Shown Val 0-1-111 RAM Advanse File C:\Program Files\Ram\RamAdvanseEng\Data\Truss B.AVW Units Lb -ft Date 9/13/2003 11:46:58 PM GLOSSARY Cm22 Cm33 d0 DJX DJY DJZ DKX DKY DKZ dL Ig factor K22 K33 L22 L33 Lb RX RY RZ TO TX TY TZ Nodes Node -------------- 1 2 3 4 5 6 7 Restraints Node 3 7 41 Geometry data Coefficient about axis 2 applied to bending term in interaction equation (H1) Coefficient about axis 3 applied to bending term in interaction equation (1-11) Tapered member section depth at J end of member Rigid offset distance measured from J node in axis X Rigid offset distance measured from J node in axis Y Rigid offset distance measured from J node in axis Z Rigid offset distance measured from K node in axis X Rigid offset distance measured from K node in axis Y Rigid offset distance measured from K node in axis Z Tapered member section depth at K end of member Inertia reduction factor (Effective Inertia/Gross Inertia) for reinforced concrete members Effective length factor about axis 2 Effective length factor about axis 3 a : Member length for calculation of axial capacity Member length for calculation of axial capacity Unbraced length between lateral supports to resist lateral torsional bucking Rotation about X Rotation about Y Rotation about Z 1 = Tension only member 0 = Normal member Translation in X Translation in Y Translation in Z X Y Z Floor [ft] IN IN 1 52.4409 14.4298 -75.9041 0 52.4409 15.1792 -72.8948 0 52.4409 10.0833 -72.8948 0 52.4409 10.0833 -74.7578 0 52.4409 14.7163 -74.7578 0 52.4409 12.3998 -74.7578 0 52.4409 10.0833 -73.8263 0 TX TY TZ RX RY RZ ----------------------------------------------------------------------- 1 1 0 0 1 1 1 1 1 0 1 1 Members Beam NJ NK Description Section •---------------------------------------------------------------------------------------- 1 4 5 S4S 2x4 2 2 3 S4S 2x4 3 3 4 S4S 20 4 3 6 S4S 2x4 5 1 5 S4S 2x4 6 5 2 S4S 2x4 Material d0 dL Ig factor •---------------------------------------------------------------------- [in] [in] •1-22 Dimension Lumber\DFi 0 0 0 Dimension Lumber\DFi 0 0 0 Dimension Lumber\DFi 0 0 0 Dimension Lumber\DFi 0 0 0 Dimension Lumber\DFi 0 0 0 Dimension Lumber\DFi 0 0 0 Orientation of local axes LB K33 K22 CM33 CM22 L33 •1-22 [ft] Beam Rotation Axes23 NX [ft] NY 0 NZ 1 0 0 0 [Deg] 2 0 1 1 0 0 0 0.01 3 0 1 1 90 0 0 0 0 0 0 0 1 0 0 0 2 -90 0 0 0 2.1 0 0 0 0.01 6 --------- —--------------------- 0 ---- —------------------------------------------------------------------------ 1 3 -90 0 0 ------------------------------------------- 0 0.01 0 0 Hinges Node -J Node -K Beam TO M33 M22 V3 V2 M33 M22 V3 V2 TOR AXL •-----------------0-------------------------------------0------------0---------- 1 0 1 1 0 0 1-------------------------0-------------------------0------------0 1 1 0 0 0 0 2 0 1 0 0 0 1 0 0 0 0 0 3 0 1 1 0 0 1 1 0 0 0 0 4 0 1 0 0 0 1 0 0 0 0 0 6 0. 0 0 0 0 1 0 0 0 0 0 Design data Beam LB K33 K22 CM33 CM22 L33 •1-22 [ft] IN [ft] 1 0 1 1 0 0 0 0.01 2 0 1 1 0 0 0 0.01 3 0 1 1 0 0 0.01 0 4 0 1 1 0 0 0 0 5 0 2.1 2.1 0 0 0 0.01 6 --------- —--------------------- 0 ---- —------------------------------------------------------------------------ 1 1 0 0 ------------------------------------------- 0 0.01 .0 12 RAM RAM Advanse File C:\Program Files\Ram\RamAdvanseEng\Data\Truss B.AVW •Units Lb -ft Date 9/13/2003 11:48:50 PM Analysis Results Reactions ra, Z Fz-� Direction of positive forces and moments Forces [Lbl Moments [Lb'ftl Node FX FY FZ MX . MY MZ Condition c11=dl+llr - 3 0.00000 -151.16979 0.00000 0.00000 0.00000 0.00000 7 0.00000 400.15214 0.00000 0.00000 0.00000 0.00000 --------------- -------------------------------------- sUM 0.00000 ------------------------- 248.98235 ------------------------------ 0.00000 --------------------------------------------------------- 0.00000 0.00000 0.00000 c12=DL+WPOS ` •Condition 3 0.00000 158.38643 0.00000 0.00000 0.00000 0.00000 7 0.00000 -35.79436 -48.73911 0.00000 0.00000 0.00000 ------------ sUM 0.00000 122.59207 -48.73911 0.00000 0.00000 0.00000 Condition c13=d1 3 0.00000 -101.79349 0.00000 0.00000 0.00000 0.00000 7 0.00000- 270.52804 0.00000 0.00000 0.00000 0.00000 ---------------------------------------------------------------------------------------------------------------------------------------------------------------------- sUM 0.00000 168.73455 0.00000 0.00000 0.00000 0.00000 Condition c14=dl+wneg 3 0.00000 -305.19065 0.00000 0.00000 0.00000 0.00000 7 0.00000 427.78272 48.73911 0.00000 0.00000 0.00000 -------------------------------------------------------------------------------------------------------------------------------------------------------------- sum 0.00000 122.59207 48.73911 0.00000 0.00000 0.00000 Condition SELF=SELF 3 0.00000 -1.73932 0.00000 0.00000 0.00000 0.00000 7 0.00000 22.99350 0.00000 0.00000 0.00000 0.00000 - sum 0.00000 21.25417 0.00000 0.00000 0.00000 0.00000 Maximum forces at members • �3 Condition : c11=dl+llr Axial Shear V2 Shear V3 Torsion M22 M33 [Lb] [Lb] [Lb] [Lb-ft] [Lb-ft] [Lb-ft) •MEMBER1 Max -190.35 0.00 0.00 0.00 0.00 0.00 Min -197.71 0.00 0.00 0.00 0.00 0.00 MEMBER Max -38.62 0.00 0.00 0.00 0.00 0.00 Min -44.76 0.00 0.00 0.00 0.00 0.00 MEMBER3 Max 0.00 0.00 199.84 0.00 185.27 0.00 Min 0.00 0.00 -200.08 0.00 0.00 0.00 MEMBER4 Max 1.39 1.12 0.00 0.00 0.00 0.83 Min -1.39 -1.12 0.00 0.00 0.00 0.00 MEMBERS Max 13.65 54.61 0.00 0.00 0.00 0.00 Min 0.00 0.00 0.00 0.00 0.00 -32.26 MEMBER6 Max 6.85 27.59 0.00 0.00 0.00 8.22 Min -15.21 -61.20 0.00 0.00 0.00 -32.26 Condition: c12=DL+WPOS Axial Shear V2 Shear V3 Torsion M22 M33 [Lb] [Lb] ------------------------------------------------------------------------------ [Lb] [Lb-ft] [Lb-ft] [Lb-ft] ---------------- MEMBERI ------------------------------------- Max 22.77 42.37 0.00 0.00 0.00 98.15 Min -80.53 -42.37 0.00 0.00 0.00 0.00 MEMBER Max -24.84 6.37 0.00 0.00 0.00 8.11 Min -30.97 -6.37 0.00 0.00 0.00 0.00 •MEMBER3 Max 91.11 0.00 20.26 0.00 0.00 0.00 Min 42.37 0.00 -20.26 0.00 -17.77 0.00 MEMBER4 Max -133.82 1.12 0.00 0.00 0.00 0.83 Min -136.61 -1.12 0.00 0.00 0.00 0.00 MEMBER5 Max 1.98 7.90 0.00 0.00 0.00 0.00 Min 0.00 0.00 0.00 0.00 0.00 -4.67 MEMBER6 Max 44.65 3.99 0.00 0.00 0.00 1.19 Min 41.46 -8.86 0.00 0.00 0.00 -4.67 Condition : c13=d1 Axial Shear V2 Shear V3 Torsion M22 M33 [Lb] [Lb] [Lb] [Lb-ft] [Lb-ft] [Lb-ft] MEMBER1 Max -125.54 0.00 0.00 0.00 0.00 0.00 Min -132.90 0.00 0.00 0.00 0.00 0.00 MEMBER Max -23.19 0.00 0.00 0.00 0.00 0.00 Min -29.32 0.00 0.00 0.00 0.00 0.00 MEMBER3 Max 0.00 0.00 _ 135.03 0.00 124.90 0.00 Min 0.00 0.00 -135.26 0.00 0.00 0.00 MEMBER4 • Max 1.39 1.12 0.00 0.00 0.00 0.83 Paget 14 Min -1.39 -1.12 0.00 0.00 0.00 0.00 MEMBEF5 [Lb] [Lb] [Lb] [Lb -ft] Max 6.24` 24.96 0.00 0.00 0.00 0.00 Min 0.00 0.00 0.00 0.00 0.00 -14.74 0.00 0.00 0.00 0.00 Min -211.53 •MEMBEFti Max 3.13 12.61 0.00 0.00 0.00 3.75 Min -6.95 -27.97 0.00 0.00 0.00 -14.74 Condition: c14=dl+wneg Axial Shear V2 Shear V3 Torsion M22 M33 [Lb] [Lb] [Lb] [Lb -ft] [Lb -ft] [Lb -ft] MEMBEFI Max -98.80 42.37 0.00 0.00 0.00 0.00 Min -211.53 -42.37 0.00 0.00 0.00 -98.15 MEMBER Max -3.79 6.37 0.00 0.00 0.00 0.00 Min -9.92 -6.37 0.00 0.00 0.00 -8.11 MEMBEF3 Max 42.37 0.00 213.66 0.00 198.14 0.00 Min -91.11. 0.00 -213.89 0.00 0.00 0.00 MEMBER Max 136.61 1.12 0.00 0.00 0.00 0.83 Min 133.82 -1.12 0.00 0.00 0.00 0.00 • MEMBEF5 Max 1.98` 7.90 0.00 0.00 0.00 0.00 Min 0.00 0.00 0.00 0.00 0.00 -4.67 MEMBEF6 Max -42.67 3.99 0.00 0.00 0.00 1.19 Min -45.86 -8.86 0.00 0.00 0.00 -4.67 • Condition :SELF=SELF Axial Shear V2 Shear V3 Torsion M22 M33 [Lb] [Lb] [Lb] [Lb -ft] [Lb -ft] [Lb -ft] MEMBEFI Max -3.01 0.00 0.00 0.00 0.00 0.00 Min -10.38 0.00 0.00 0.00 0.00 0.00 MEMBER Max -0.72 0.00 0.00 0.00 0.00 0.00 Min -6.85 0.00 0.00 0.00 0.00 0.00 MEMBEF3 Max - 0.00 0.00 11.38 0.00 10.19 0.00 Min 0.00 0.00 -11.50 0.00 0.00 0.00 MEMBEF4 Max 1.39 1.12 0.00 0.00 0.00 0.83 Min -1.39 -1.12 •0.00 0.00 0.00 0.00 MEMBERS Max 0.34 1.38 0.00 0.00 0.00 0.00 Min 0.00 0.00 0.00 0.00 0.00 -0.81 MEMBEF6 Max 0.17 0.70 0.00 0.00 0.00 0.21 Min -0.38 -1.55 0.00 0.00 0.00 -0.81 Page3 IRAMI RAM Advanse File C:IProgram Files\Ram\RamAdvanseEng\Data\Truss B.AVw •Units Lb -ft Date 9/13/2003 11:50:28 PM Wood Design Design Summary A. S D Design Code Note.- Only wood members descriptions are printed. Note.- Only graphically selected elements will be printed CODE CHECK MAXIMUM STRESS RATIOS MaxRatio = Maximum stress ratio Controls = Controlling forces (Axial -Bending, Shear -Torsion) B. Stat. = Station where maxRatio occurs Report type : Brief - All Load conditions to be included in design c11=dl+llr c12=DL+WPOS c13=dl c14=dl+wneg Description Section Member Case Controls f F f/F Status [psi] [psi] -------------------------------------------------- S4S 2x4 ---------------------------------------- 1 -- c11 @Oft ------- Axial-Bending37.66 ----------- ------ ---------- --- 1440.85 ---- --------- 0.03 -------- OK c12 @ 2.3165 ft Axial -Bending -- -- 0.17 OK 913 @ 0 ft Axial -Bending 25.31 1200.90 0.02 OK c14 @ 2.3165 ft Axial -Bending -- - 0.17 OK 2 c11 @ 5.0959 ft Axial -Bending 8.52 1288.28 0.01 OK c12 @ 2.54795 ft Axial -Bending - - 0.01 OK c13 @ 5.0959 ft Axial -Bending 5.58 1111.17 0.01 OK c14 @ 2.54795 ft Axial -Bending -- -- 0.01 OK ---------------------------------------------------------------------------------------------------------------------- 3 c11 @ 0.9315 ft Axial -Bending - 0.82 OK c12 @ 0.9315 ft Axial -Bending - - 0.07 OK c13 @ 0.9315 ft Axial -Bending - -- 0.77 OK c14 @ 0.9315 ft Axial -Bending - - 0.69 OK 4 c11 @ 2.9727 ft Shear -Torsion 0.32 118.75 0.00 OK c12 @ 0 ft Axial -Bending 26.02 830.30 0.03 OK c13 @ 2.9727 ft Shear -Torsion 0.32 85.50 0.00 OK c14 @ 1.48635 ft Axial -Bending -- -- 0.02 OK 5 c11 @ 1.18156 ft Shear -Torsion 15.60 118.75 0.13 OK• c12 @ 1.18156 ft ' Shear -Torsion 2.26 152.00 0.01 OK c13 @ 1.18156 ft Shear -Torsion 7.13 85.50 0.08 OK c14 @ 1.18156 ft Shear -Torsion 2.26 152.00 0.01 OK ------------------------------------------------------------------------------------------------------------------ 6 c11 @ 0 ft Shear -Torsion 17.49 118.75 0.15 OK c12 @ Oft Shear -Torsion 2.53 152.00 0.02 OK c13 @ Oft Shear -Torsion 7.99 85.50 0.09 OK • c14 @ Oft - Shear -Torsion 2.53 152.00 0.02 OK Pagel RAM Advar File :Truss A.A Analysis (1st order) Date: 9/13/2003 11:58:02 PM- Condition: dl=Dea . d - Y Z X i M 12 M14 M2 M6 M4 M9 �I 15 iW3z M 13 17 M8 rL Truss"A" Preliminary Design Final Design by Truss Fabricator �IRAMI RAM Advanse File C:\Program Files\Ram\RamAdvanseEng\Data\Truss A.AVW Units Lb -ft Date 9/13/2003 11:58:31 PM Geometry data GLOSSARY X Cm22 : Coefficient about axis 2 applied to bending term in interaction equation (1-11) Cm33 : Coefficient about axis 3 applied to bending term in interaction equation (H1) d0 : Tapered member section depth at J end of member DJX : Rigid offset distance measured from J node in axis X DJY : Rigid offset distance measured from J node in axis Y DJZ : Rigid offset distance measured from J node in axis Z DKX : Rigid offset distance measured from K node in axis X DKY : Rigid offset distance measured from K node in axis Y DKZ : Rigid offset distance measured from K node in axis Z dL : Tapered member section depth at K end of member Ig factor : Inertia reduction factor (Effective Inertia/Gross Inertia) for reinforced concrete members K22 : Effective length factor about axis 2 K33 : Effective length factor about axis 3 L22 : Member length for calculation of axial capacity L33 : Member length for calculation of axial capacity Lb : Unbraced length between lateral supports to resist lateral torsional bucking RX : Rotation about X RY : Rotation about Y RZ : Rotation about Z TO : 1 = Tension only member 0 = Normal member TX : Translation in X 0 : Translation, in Y •TY TZ :Translation in Z Nodes Node X Y Z Floor IN [ft] (fti ---------------------------------------------------------------------------------------------------------- 1 8.90719 50.1052 0 0 2 5.95343 49.3668 0 0 3 8.90719 45.0064 0 0 4 23.8272 45.0064 0 0 5 23.8272 47.6186 0 0 6 16.3672 48.8619 0 0 7 16.3672 45.0064 0 0 8 31.2872 46.3752 0 0 9 31.2872 45.0064 0 0 10 7.04368 45.0064 0 0 11 7.04368 49.6394 0 0 12 39.4812 45.0096 0 0 13 7.04368 47.3229 0 0 14 7.97543 45.0064 0. 0 15 37.8978 45.0096 0 0 Restraints 0, Pagel Node TX TY TZ RX RY RZ 14 1 1 1 1 1 0 15 -----------------------1-----------1 --- - 1 1 0 –------- -- – Members Design data 0, Page2 19 Beam NJ NK Description Section Material d0 dL Ig factor [in) [in) 1 1 2 Top Chord S4S 2x6 --------------------------------- Dimension Lumber\DFi 0 0 0 2 1 3 Struts S4S 2x6 Dimension Lumber\DFi 0 0 0 3 4 5 Struts S4S 2x6 Dimension Lumber\DFi 0 0 0 4 6 7 Struts S4S 2x6 Dimension Lumber\DFi 0 0 0 5 10 13 Struts S4S 2x6 Dimension Lumber\DFi 0 0 0 6 1 7 Brace S4S 2x6 Dimension Lumber\DFi 0 0 0 7 10 4 Bottom Chord S4S 2x6 Dimension Lumber\DFi 0 0 0 8 4 12 Bottom Chord S4S 2x6 Dimension Lumber\DFi 0 0 0 9 6 4 Brace S4S 2x6 Dimension Lumber\DFi 0 0 0 10 5 9 Brace S4S 2x6 Dimension Lumber\DFi 0 0 0 11 8 9 Struts S4S 2x6 Dimension Lumber\DFi 0 0 0 12 1 5 Top Chord S4S 2x6 Dimension Lumber\DFi 0 0 0 13 5 12 Top Chord S4S 2x6 Dimension Lumber\DFi 0 0 0 14 13 11 Struts S4S 2x6 Dimension Lumber\DFi 0 0 0 15 ----------------------- 13 —-------------- 3 ------------------------------ Brace –--------------------------- S4S 2x6 ---- –----------------------------------------------------------------------- Dimension Lumber\DFi 0 0 --------------- 0 Hinges • Node -J Node -K Beam TO M33 M22 V3 V2 M33 M22 V3 V2 TOR AXL --------------------------------------------------------------------------------------------------------------------------------------------------------- 1 0 1 0 0 0 0 0 0 0 0 0 2 0 1 0 0 0 1 0 0 0 0 0 3 0 1 0 0 0 1 0 0 0 0 0 4 0 1 0 0 0 1 0 0 0 0 0 5 0 1 0 0 0 0 0 0 0 0 0 6 0 1 0 0 0 1 0 0 0 0 0 7 0 1 0 0 0 1 0 0 0 0 0 8 .0 1 0 0 0 1 0 0 0 0 0 9 0 1 0 0 0 1. 0 0 0 0 0 .10 0 1 0 0 0 1 0 0 0 0 0 11 0 1 0 0 0 1 0 0 0 0 0 12 0 1 0 0 0 1 0 0 0 0 0 13 0 1 0 0 0 1 0 0 0 0 0 14 0 0 0 0 0, 1 0 0 0 0 0 15 0 1 1 0 0 1 1 0 0 0 0 Design data 0, Page2 19 Beam LB K33 K22 C M33 [ft] 1 0 1 1 0 0 1 1 0 3 :102 0 1 1 0 4 0 1 1 0 5 0 1 1 0 6 0 1 1 0 7 0 1 1 0 8 0 1 1 0 9 0 1 1 0 10 0 1 1 0 11 0 1 1 0 12 0 1 1 0 13 0 1 1 0 14 0 1 1 0 15 0 1 1 0 r� CM22 Page3 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 L33 L22 [ft] Ift] ----------------------- 0 0.01 0 0 .0 0 0 0 2.32 0.01 9.04 9.04 7.46 0.01 7.46 0.01 0 0 0 0 0 0 7.56 0.01 8.31 • 0.01 2.32 0.01 0 0 7 <) �M RAM Advanse File C:\Program Files\Ram\RamAdvanseEng\Data\Truss A.AVW •Units Lb -ft Date 9/13/2003 11:59:29 PM Load data GLOSSARY FY FZ MX Comb : Indicates if load condition is a load combination (1= load combination. 0 = load case) [Lb] Load conditions [Lb] [Lb -ft] Condition Description Comb. Category dl Dead load 0 DL Ilr Roof LL • . 0 LLr wind WIND 0 WIND Load on nodes Condition Node FX FY FZ MX MY MZ [Lb] [Lb] [Lb] [Lb -ft] [Lb -ft] [Lb -ft] [Lb/ft2] 71 0 0 0 0 •11 wind 1 366 0 0 0 0 0 Distributed force on members -4 0 0 0 0 vt vz dl az Condition Member Dirt Vail (Lb/ft] wind 14 X 0 Va12 Dist1 % Dist2 % [Lb/ft] IN [ft] ------------------------------------------------------ 0 0 0 100 1 Pressure and temperature Condition Member Pressure Pressure Pressure Tempi Temp 2 Temp 3 [Lb/ft2] [Lb/ft2] [Lb/ft2] [F] [F/ft] [F/ft] dl 1 0 -15.9 0 0 0 0 7 0 -4 0 0 0 0 S 0 • -4 0 0 0 0 12 0 -3.5 0 0 0 0 13 0 -3.5 0 0 0 0 Pagel 21 lir 1 12 13 wind 1 • 2 12 13 0 -20 0 0 0 0 0 -20 0 0 0 0 0 -20 0 0 0 0 0 11.5 0 0 0 0 20 0 0 0 0 0 0 11.5 0 0 0 0 0 11.5 0 0 0 0 Self weight multipliers for load conditions Page2 Self weiqht multiplier Comb. MuItX MultY Mult2 ----------------------------------------------- 0 0 -1 0 0 0 0 0 0 0 -1 0 - 2Z Condition Description dl Dead load Ilr Roof LL wind WIND Seism Condition a/g Ang. Damp. .[Deg] [%] dl 0 0 0 Ilr 0 0 0 wind 0 0 0 ---------------------------------------------------------------------- Page2 Self weiqht multiplier Comb. MuItX MultY Mult2 ----------------------------------------------- 0 0 -1 0 0 0 0 0 0 0 -1 0 - 2Z WRAM Advanse File C:\Program Files\Ram\RamAdvanseEng\Data\Truss A.AVW Units Lb -ft Date 9/14/2003 12:01:22 AM Wood Design Design Summary AS D Design Code Note.- Only wood members descriptions are printed. Note.- Only graphically selected elements will be printed CODE CHECK MAXIMUM STRESS RATIOS MaxRatio = Maximum stress ratio Controls = Controlling forces (Axial -Bending, Shear -Torsion) B. Stat. = Station where maxRatio occurs Report type : Brief - All Load conditions to be included in design cl l =d1 cl2=dl+llr cl 3=dl+wind Description Section Member Case Controls f F f/F Status [psi] [psi] Bottom Chord S4S 2x6 7 cl1 @ 1.25876 ft Shear -Torsion 37.95 85.50 0.44 OK • c12 @ 1.25876 ft Shear -Torsion 83.84 118.75 0.71 OK cl3 @ 0.839175 ft Shear -Torsion 25.06 152.00 0.16 OK ------------------------------------------------------------------------------------------------------------------ 8 cl 1 @ 14.0886 ft Axial -Bending 0.48 OK cl2.@ 14.0886 ft Axial -Bending -- - 1.00 OK cl3 @ 14.0886 ft Axial -Bending - - 0.09 OK Brace 6 cl 1 @ 4.51801 ft Axial -Bending - 0.09 OK cl2 @ 4.51801 ft Axial -Bending -- 0.15 OK c13 @ 4.51801 ft Axial -Bending - 0.04 OK --------------------------------------------------------------------------------------------------------------------- 9 cl 1 @ 4.1987 ft Axial -Bending -, - 0.07 OK c12 @ 4.1987 ft Axial -Bending - - 0.11 OK cl3 @ 4.1987 ft Axial -Bending -- 0.04 OK 10 c11 @ 3.95206 ft Axial -Bending -- -- 0.04 OK cl2 @ 3.95206 ft Axial -Bending 0.06 OK cl3 @ 3.95206 ft Axial -Bending -- 0.02 OK. 15 cl 1 @ 1.4865 ft Axial -Bending -- -- 0.01 OK cl2 @ 1.4865 ft Axial -Bending - 0.03 OK cl3 @ 0 ft Shear -Torsion 0.64 152.00 0.00 OK Struts 2 cl 1 @ 5.09883 ft Axial -Bending 28.32 292.20 0.10 OK c12 @ 5.09883 ft Axial -Bending 75.05 296.55 0.25 OK c13 @ 5.09883 ft Axial -Bending 11.92 298.88 0.04 OK ----------------------------------------------------- 3 -- c11 @Oft - ----------------------------------------------------------------- Axial -Bending 9.76 895.64 0.01 OK c12 @ Oft Axial -Bending 34.74 986.81 0.04 OK • cl3 @ 2.61216 ft Axial -Bending 0.00 OK 4 cl 1 @ 3.85549 ft Axial -Bending 21.28. 488.25 0.04 OK Pagel 2� • Top Chord • •\ 0 Page2 I 0.14 OK 0.00 OK 0.07 OK 0.16 OK. 0.01 OK --------------- 0.00 OK 0.02 OK 0.01 OK ------------------ 0.07 OK 0.16 OK 0.01 OK 0.06 OK 0.09 OK 0.01 OK 0.07 OK 0.28 OK 0.04 OK 0.10 OK 0.31 OK 0.05 OK 2LI 02 @ 3.85549 ft ' Axial -Bending 70.81 503.55 c13 @ 3.85549 ft Axial -Bending 1.40 511.50 -------------------------------------------------------------------------------- 5 c11 @ 2.31647 ft Axial -Bending -- c12 @ 2.31647 ft Axial -Bending -- c13 @ 2.31647 ft Axial -Bending 11 c11 @ 1.36883 ft Axial -Bending 6.77 1357.67 02 @ 1.36883 ft Axial -Bending 36.08 1798.81 c13 @ 0 ft Axial -Bending --------------------------------------------------------------------------------------------- 14 c11 @ 0 ft Axial -Bending c12 @ 0 ft Axial -Bending c13 @ 0 ft Axial -Bending 1 c11 @ 1.8268 ft Shear -Torsion 4.73 85.50 c12 @ 1.8268 ft Shear -Torsion 10.19 118.75 03 @ 1.8268 ft Shear -Torsion 2.00 152.00 12 c11 @ 15.1258 ft Axial -Bending 83.40 1135.77 02 @ 7.5629 ft Axial -Bending c13 @ 7.5629 ft Axial -Bending --------------------------------------------------------------------------------------- 13 c11 @ 15.8699 ft Axial -Bending 100.59 1048.25 c12 @ 11.9024 ft Axial -Bending - c13 @ 7.93496 ft Axial -Bending - Page2 I 0.14 OK 0.00 OK 0.07 OK 0.16 OK. 0.01 OK --------------- 0.00 OK 0.02 OK 0.01 OK ------------------ 0.07 OK 0.16 OK 0.01 OK 0.06 OK 0.09 OK 0.01 OK 0.07 OK 0.28 OK 0.04 OK 0.10 OK 0.31 OK 0.05 OK 2LI RAM Advanse -ile : 3x Truss A.AVW :ondition: dl=Dead load Y C� Analysis (1 st order) Date: 9/13/2003 11:53:44 PM Truss "A" 3x a Supports Truss "B" • Preliminary Design Final Design by Truss Fabricator Z5 ' IRAM RAM Advanse File C:\Program Files\Ram\RamAdvanseEng\Data\3x Truss A.AVW Units Lb -ft Date 9/13/2003 11:55:33 PM Load data GLOSSARY Comb : Indicates if load condition is a load combination (1= load combination. 0 = load case) Load conditions Condition . Description Comb. ` Category dl Dead load 0 DL Ilr Roof LL 0 LLr wind WIND 0 WIND Load on nodes Condition Node FX FY FZ MX MY MZ [Lb] [Lb] [Lb] [Lb -ft] [Lb -ft] [Lb -ft] dl 1 0 -48.3 0 0 0 0 3 • 0 -48.3 0 0 0 0 13 0 -48.3 0 0 0 0 14 0 -48.3 0 0 0 0 15 0 -48.3 0 0 0 0 16 0 -48.3 0 0 0 0 17 0 -48.3 0 0 0 0 18 0 -48.3 0 0' 0 0 19 0 -48.3 0 0 0 0 20 0 -48.3 0 0 0 0 21 0 -48.3 0 0 0 0 22 0 -48.3 0 0 0 0 23 0 -48.3 0 0 0 0 24 0 -48.3 0 0 0 0 25 0 -48.3 0 0 0 0 26. 0 -48.3 0 0 0 0 27 0 -48.3 0 0 0 0 28 0 -48.3 0 0 0 0 29 0 -48.3 0 0 0 0 30 0 -48.3 0 0 . 0 0 31 0 -48.3 0 0 0 0 32 0 -48.3 0 0 0 0 33 0. -48.3 0 0 0 0 34 0 -48.3 0 0 0 0 35 0 -48.3 0 0 0 0 36 0 -48.3 0 0 .0 0 37 0 -48.3 0 0 0 0 38 0 -48.3 0 0 0 0 39 0 -48.3 0 0 0 0 40 0 -48.3 0 0 0 0 41 • 0 -48.3 0 0 0 0 42 0 -48.3 0 0 0 0 43 0 -48.3 0 0 0 0 Pagel 21(l • Page2 Z7 44 0 -48.3 0 0 0 0 45 0 -48.3 0 0 0 0 46. 0 -48.3 0 0 0 0 47 0. -48.3 0 0 0 0 48 0 -48.3 0 0 ", 0 0 • 49 0 -48.3 0 0 0 0 50 0 -48.3 .0 0 0 0 51 0 -48.3 0 0 0 0 52 0 -48.3 0 0 0 0 53 0 -48.3 0 0 0 0 54 0 -48.3 0 0 0 0 55 0 -48.3 0 0 0 0 56 0 -48.3 0 0 0 0 lir 1 0 -7.7178 0 0 0 0 3 0 -7.7178 0 0 0 0 13 0 -7.7178 0 0 0 0 14 0 -7.7178 0 0 0 0 15 0 -7.7178 0 0 0 0 16 0 -7.7178 0 0 0 0 17 0 -7.7178 0 0 0 0 18 0 -7.7178 0 0 0 0 19 0 -7.7178 0 0 0 0 20 0 -7.7178 0 0 0 0 21 0 -7.7178 0 0 0 0 22 0 -7.7178 0 0 0 0 23 0 -7.7178 0 0 0 0 24 0 -7.7178 0 0 0 0 25 0 -7.7178 0 0 0 0 26 0 -7.7178 .0 0 0 0 27 0 -7.7178 0 0 0 0 28 0 -7.7178 0 0 0 0 29 0 -7.7178 0 0 0 0 30 0 -7.7178 0 0 0 0 • 31 32 0 0 -7.7178 -7:7178 0 0 0 0 0 0 0 0 33 0 -7.7178 0 0 0 0 34 0 -7.7178 0 0 0 0 35 0 -7.7178 0 0 0 0 36 0 -7.7178 0 0 0 0 37 0 -7.7178 0 0 0 0 38 0 -7.7178 0 0 0 0 39 0 -7.7178 0 0 0 0 40 0 -7.7178 0 0 0 0 41 0 -7.7178 0 0 0 0 42 0 -7.7178 0 0 0 0 43 0 -7.7178 0 0 0 0 44 0. -7.7178 0 0 0 0 45 0 -7.7178 0 0 0 0 46 0 -7.7178 0 0 0 0 47 0 -7.7178 0 0 0 0 48 0 -7.7178 0 0 0 0 49 0 -7.7178 0 0 0 0 50 0 -7.7178 0 0 0 0 51 0 -7.7178 0 0 0 0 52 0 -7.7178 0 0 0 0 53 0 -7.7178 0 0 0 0 54 0 -7.7178 0 0 0 0 55 0 -7.7178 0 0 0 0 56 0 -7.7178 0 0 0 0 wind 1 0 -49.15 0 0 0 0 • Page2 Z7 3 0 -49.15 0 0 0 0 13 0 -49.15 0 0 0 0 14 0 -49.15 0 0 0 0 15 0 -49.15 0 0 0 0 16 0 -49.15 0 0 0 0 17 • 0 -49.15 0 0 0 0 18 0 -49.15 0 0 0 0 19 0 -49.15 0 0 0 0 20 0 -49.15 0 0 0 0 21 0 -49.15 0 0 0 0 22 0 -49.15 0 0 0 0 23 0 -49.15 0 0 0 0 24 0 -49.15 0 0 0 0 25 0 -49.15 0 0 0 0 26 0 -49.15 0 0 0 0 27 0 -49.15 0 0 0 0 28 0 -49.15 0 0 0 0 29 0 -49.15 0 0 0 0 30 0 -49.15 0 0 0 0 31 0 -49.15 0 0 0 0 32 0 -49.15 0 0 0 0 33 0 49.15 0 0 0 0 34 0 -49.15 0 0 0 0 35 0 -49.15 0 0 0 0 36 0 -49.15 0 0 0 0 37 0 -49.15 0 0 0 0 38 0 -49.15 0 0 0 0 39 0 -49.15 0 0 0 0 40 0 -49.15 0 0 0 0 41 0 -49.15 0 0 0. 0 42 0 -49.15 0 0 0 0 43 0 -49.15 0 0 0 0 44 0 -49.15 0 0 0 0 45 0 -49.15 0 0 0 0 46 0 -49.15 0 0 0 0 47 0 -49.15 0 0 0 0 48 0 -49.15 0 0 0 0 49 0 -49.15 0 0 0 0 50 0 -49.15 0 0 0 0 51 0 -49.15 0 0 0 0 52 0 -49.15 0 0 0 0 53 0 -49.15 0 0 0 0 54 0 -49.15 0 0 0 0 55 0 -49.15 0 0 0 0 56 0 -49.15 0 0 0 0 Distributed force on members �TflTfffll V2 v �J-� a l a2 0' Page3 Condition Member Dirt wind 45 X ------------------------------------------------------------------------------------------------------------------=------------------ Pressure and temperature Vail [Lb/ft] 0 Va12 [Lb/ft] 0 Dist1 [ft] 0 % 0 Dist2 % (ft] 100 1 Condition Member Pressure Pressure Pressure Tempi Temp 2 Temp 3 [Lb/ft2] [Lb/ft2] [Lb/ft2] [F] [F/ft] [F/ft] ------------------------------------------------------------------------------------------------------------------------------------------------------------- dl 1 0 -15.9 0 0 0 0 7 0 -3.5 0 0 0 0 8 0 -3.5 0 0 0 0 9 0 -4 0 0 0 0 10 0 -4 0 0 0 0 14 0 -4 0 0 0 0 15 0 -3.5 0 0 0 0 16 0 -4 0 0 0 0 17 0 -3.5 0 0 0 0 18 0 -4 0 0 0 0 19 0 -3.5 0 0 0 0 20 0 -4 0 0 0 0 21 0 -3.5 0 0 0 0 22 0 -4 0 0 0 0 23 0 -3.5 0 0 0 0 24 0 -4 0 0 0 0 25 0 -3.5 0 0 0 0 26 0 -4 0 0 0 0 27 0 -3.5 0 0 0 0 28 0 -4 0 0 0 0 29 03 0 0 0 0 30 0 -44 0 0 0 0 31 0 -3.5 0 0 0 0 32 0 -4 0 0 0 0 33 0 -3.5 0 0 0 0 34 0 -4 0 0 0 0 35 0 -3.5 0 0 0 0 36 0 -4 0 0 0 0 37 0 -3.5 0 0 0 0 38 0 -4 0 0 0 0 39 0 -3.5 0 0 0 0 40 0 -4 0 0 0 0 41 0 -3.5 0 0 0 0 42 0 -4 0 0 0 0 43 0 -15.9 0 0 0 0 44 0 -3.5 0 0 0 0 46 0 -4 0 0 0 0 Or 1 0 -20 0 0 0 0 7 0 -20 0 0 0 0 8 0 -20 0 0 0 0 15 0 -20 0 0 0 0 17 0 -20 0 0 0 0 19 0 -20 0 0 0 0 21 0 -20 0 0 0 0 23 0 -20 0 0 0 0 25 0 -20 0 0 0 0 27 0 -20 0 0 0 0' 29 0 -20 0 0 0 0 31 0 -20 0 0 0 0 • 33 0 -20 0 0 0 0 Page4 35 0 -20 0 0 0 0 37 0 -20 0 0 0 0 39 0 -20 0 0 0 0 41 0 -20 0 0 0 0 43 0 -20 0 0 0 0 44 • 0 -20 0 0 0 0 wind 1 0 11.5 0 0 0 0 7 0 11.5 0 0 0 0 8 0 11.5 0 0 0 0 15 0 11.5 0 0 0 0 17 0 11.5 0 0 0 0 19 0 11.5 0 0 0 0 21 0 11.5 0 0 0 0 23 0 11.5 0 0 0 0 25 0 11.5 0 0 0 0 27 0 11.5 0 0 .0 0 29 0 11.5 0 0 0 0 31 0 11.5 0 0 0 .0 33 0 11.5 0 0 0 0 35 0 11.5 0 0 0 0 37 0 11.5 0 0 0 0 39 0 11.5 0 0 0 0 41 0 11.5 0 0 0 0 43 0 11.5 0 0 0 0 44 0 11.5 0 0 0 0 Self weight multipliers for load conditions Seism Condition a/g Ang. Damp. [Deg] [%] dl 0 0 0 Ilr 0 0 0 wind 0 0 0 r� Pages Self weight multiplier Comb. MuItX MultY MUM 0 0 -1 0 0 0 0 0 0 0 -1 0 Condition Description • - -------------------------------- ------ dl Dead load Ilr Roof LL wind WIND Seism Condition a/g Ang. Damp. [Deg] [%] dl 0 0 0 Ilr 0 0 0 wind 0 0 0 r� Pages Self weight multiplier Comb. MuItX MultY MUM 0 0 -1 0 0 0 0 0 0 0 -1 0 IRAMI RAM Advanse File C:\Program Files\Ram\RamAdvanseEng\Data\3x Truss A.AVW •Units Lb -ft Date 9/13/2003 11:54:19 PM Wood Design Design Summary AS D Design Code Note.- Only wood members descriptions are printed. Note.- Only graphically selected elements will be printed CODECHECK MAXIMUM STRESS RATIOS MaxRatio =Maximum stress ratio . Controls = Controlling forces (Axial -Bending, Shear -Torsion) B. Stat. = Station where maxRatio occurs Report type : Brief - All Load conditions to be included in design c11=dl c12=dl+llr c13=dl+wind Description Section Member Case Controls f F f/F Status [psi] [psi] Bottom Chord NPLY 3-2x6 9 ------------------------------------------------------------------------------------------------------------- c11 @ 1.86351 ft Axial -Bending 0.08 OK ' • c12 @ 1.86351 ft Axial -Bending =_ 0.10 OK c13 @ 1.86351 ft Axial -Bending - 0.08 OK 10 c11 @ 7.75215 ft • Axial -Bending -- 0.63 OK c12 @ 7.52074 ft Axial -Bending - 0.67 OK c13 @ 4.97526 ft Axial -Bending - - 0.63 OK ------------------------------------------------------------------------------------------------------------- 14 c1.1 @ 1.33333 ft Axial -Bending - 0.20 OK c12 @ 1.33333 ft Axial -Bending - 0.19 OK c13 @ 1.33333 ft Axial -Bending 0.21 OK ------------------------------------------------------------------------------------------------------------------ 16 c11 @ oft Axial -Bending 0.20 OK c12 @ Oft Axial -Bending 0.19 . OK c13 @ Oft Axial -Bending -- 0.21 OK 18 c11 @ oft Axial -Bending - - 0.17 OK c12 @ 0 ft Axial -Bending -- - 0.16 OK c13 @ 0 ft Axial -Bending -- - 0.17 OK 20 c11 @ 1.33333 ft . Shear -Torsion 10.58 85.50 • 0.12 OK c12 @ 1.33333 ft Shear -Torsion 12.37 118.75 0.10 OK c13 @ 1.33333 ft Shear -Torsion 19.62 152.00 0.13 OK 22 c11 @ 0.8 ft Axial -Bending -- -- 0.38 OK c12 @ 0.8 ft Axial -Bending -- 0.34 OK c13 @ 0.8 ft Axial -Bending -- 0.39 OK • 24 c11 @ 0 ft c12 @ 0 ft Axial -Bending Axial -Bending - 0.31 0.29 OK OK c13 @ 0 ft Axial -Bending =_ _= 0.31 OK 26 c11 @ 1.33333 ft Axial -Bending - 0.28 OK Pagel �L ,* Paget 3 Z- c12 @ 1.33333 ft Axial -Bending - 0.26 OK ----------------------------------------------------------------------------------------------------------------- c13 @ 1.33333 ft Axial-Bending 0.29 OK 28 c11 @ 1.33333 ft Axial -Bending - 0.31 OK ' • c12 @ 1.33333 ft Axial -Bending 0.29 OK ----------------------------------------------------------------------------------------------------------------------_. c13 @ 1.33333 ft -. Axial -Bending _ = 0.32 OK 30 c11 @ 0 ft Axial -Bending - 0.31 OK c12 @ 0 ft Axial -Bending - 0.29 OK c13 @ 0 ft Axial -Bending - - 0.32 OK 32 c11 @ 0 ft Axial -Bending --------------------------------- - 0.29 OK 02 @ 0 ft Axial -Bending -- 0.27 OK ---------------------------------------------------------------------------------------------------------------------- c13 @ 0 ft Axial -Bending -- 0.29 OK 34 c11 @ oft Axial -Bending - 0:22 OK c12 @ 0 ft Axial -Bending - - 0.21 OK c13 @ 0 ft Axial -Bending 0.22 OK 36 c11 @ 0 ft Axial -Bending ----------------- -- 0.53 OK c12 @ 0 ft Axial -Bending -- 0.51 OK c13 @ 0 ft Axial -Bending - 0.53 OK 38 c11 @ 1.33333 ft Axial -Bending - 0.62 OK c12 @ 1.33333 ft Axial -Bending -- - 0.65 OK ------------------------------------------------------------------------------------------------------------------------ c13 @ 1.33333 ft Axial -Bending - 0.60 OK 40 c11 @ 1.33333 ft Axial -Bending - 0.85 OK 02 @ 1.33333 ft Axial -Bending -- 0.87 OK c13 @ 1.33333 ft Axial -Bending - - 0.83 OK 42 c11 @ 0.496264 ft Axial -Bending - 0.95 OK c12 @ 0.496264 ft Axial -Bending - 0.96 OK • c13 @ 0.496264 ft Axial -Bending - 0.93 OK 46 c11 @ 1.33333 ft - Axial -Bending ----------------------------------------------------------- - 0.19 OK c12 @ 1.33333 ft Axial -Bending - 0.18 OK c13 @ 1.33333 ft Axial -Bending - -- 0.19 OK Brace 6 c11 @ 4.51801 ft Axial -Bending ------------- 0.22 OK c12 @ 4.51801 ft Axial -Bending -- 0.21 OK c13 @ 4.51801 ft Axial -Bending 0.22 OK ------------------------------------------------------------------------------------------------------------------------ 11 c11 @ 4.1987 ft Axial -Bending -- 0.17 OK c12 @ 4.1987 ft Axial -Bending -- - 0.16 OK c13 @ 4.1987 ft Axial -Bending - 0.17 OK 12 c11 @ 3.95206 ft Axial -Bending - 0.13 OK c12 @ 3.95206 ft Axial -Bending - - 0.12 OK c13 @ 3.95206 ft Axial -Bending 0.13 OK 47 c11 @ 1.4865 ft Axial -Bending 0.12 OK c12 @ 1.4865 ft Axial -Bending - 0.11 OK c13 @ 1.4865 ft Axial -Bending - . -- 0.12 OK Struts 2 c11 @ 5.09883 ft Axial -Bending 50.21 1175.45 0.04 OK c12 @ 5.09883 ft Axial -Bending 70.55 1509.88 0.05 OK c13 @ 5.09883 ft Axial -Bending 87.45 1768.39 0.05 OK ---------------------------------------------------------------------------------------------------------------------- 3 c11 @ 0 ft Axial -Bending 25.34 1312.54 0.02 OK ,* Paget 3 Z- • Page3 _�3 c12 @ Oft Axial -Bending 37.90 1800.56 0.02 OK ---------------------------------------------------------------------------------------------------------------------- c13 @ Oft Axial -Bending 43.04 2274.39 0.02 OK 4 c11 @ 3.85549 ft Axial -Bending 46.42 1260.79 0.04 OK c12 @ 3.85549 ft Axial -Bending 68.81 1692.18 0.04 OK • ------------------------------------------------------------------------------------------------------------------------- c13 @ 3.85549 ft Axial -Bending 79.15 2083.35 0.04 OK 5 c11 @ 2.31647 ft Axial -Bending 0.73 OK c12 @ 2.31647 ft Axial -Bending - - 0.71 OK c13 @ 2.31647 ft Axial -Bending - 0.73 OK 13 c11 @ 1.36883 ft Axial -Bending 14.53 1340.27 ----------- ------------ 0.01 OK c12 @ 1.36883 ft Axial -Bending 25.76 .1856.08 0.01 OK c13 @ 1.36883 ft Axial -Bending 22.42 2368.75 0.01 OK ------------------------------------------------------------------------------------------------------------------- 45 c11 @ Oft Axial -Bending - 0.73 OK c12 @ 0 ft Axial -Bending - - 0.71 OK c13 @ 0 ft Axial -Bending - 0.72 OK Toa Chord 1 c11 @ 1.92086 ft Shear -Torsion 1.99 ----------------------------- 85.50 0.02 OK c12 @ 1.92086 ft Shear -Torsion 3.95 118.75 0.03 OK c13 @ 1.92086 ft Axial -Bending 39.49 2358.31 0.02 OK 7 c11 @ 1.35172 ft Axial -Bending 118.74 1067.55 0.11 OK c12 @ 1.35172 ft Axial -Bending -- 0.13 OK c13 @ 1.35172 ft Axial -Bending 209.33 1441.23 0.15 OK ------------------------------------------------------------------------------------------------------------------------- 8 c11 @ 10.557 ft Axial -Bending -- 0.33 OK c12 @ 10.557 ft Axial -Bending -- - 0.39 OK c13 @ 10.557 ft Axial -Bending -- 0.40 OK ------------------------------------------------------------------------------------------------------------------------- 15 c11 @ Oft Axial -Bending - 0.14 OK c12 @ 0 ft Axial -Bending -- 0.17 OK ------------------------------------------------------------------------------------------------------------------------ • c13 @ 1.35172 ft Axial -Bending 210.64 1441.23 0.15 OK 17 c11 @ Oft Axial -Bending -- - 0.13 OK c12 @ 0 ft Axial -Bending -- 0.15 OK c13 @ 1.35172 ft Axial -Bending 211.29 1441.23 0.15 OK ------------------------------------------------------------=--------------------------------------------------------- 19 c11 @ 1.35172 ft Axial -Bending 120.40 1067.55 0.11 OK c12 @ 1.35172 ft Shear -Torsion 15.99 118.75 0.13 OK c13 @ 1.35172 ft Axial -Bending 211.95 1441.23 0.15 OK ---------------------------------------------------------------------------------------------------------------------- 21 c11 @ 0.811035 ft Axial -Bending -- 0.21 OK c12 @ 0.811035 ft Axial -Bending - 0.28 OK c13 @ 1.35172 ft Axial -Bending 349.13 1441.23 0.24 OK 23 c11 @ 1.35172 ft Axial -Bending 198.34 1067.55 0.19 OK c12 @ 1.35172 ft Axial -Bending 272.62 1295.43 0.21 OK c13 @ 1.35172 ft Axial -Bending . 349.78 1441.23 0.24 OK -------------------------------------------------------------------------------------------------------------------- 25 c11 @ 1.35172 ft Axial -Bending 198.76 1067.55 0.19 OK c12 @ 1.35172 ft Axial -Bending 273.32 1295.43 0.21 OK c13 @ 1.35172 ft Axial -Bending 350.44 1441.23 0.24 OK 27 c11 @ 1.35172 ft Axial -Bending 199.17 1067.55 0.19 OK c12 @ 1.35172 ft Axial -Bending - 0.22 OK c13 @ 1.35172 ft Axial -Bending 351.09 1441.23 0.24 OK 29 c11 @ 1.35172 ft Axial -Bending 199.58 1067.55 0.19 OK • Page3 _�3 C Page4 3 q c12 @ Oft . Axial -Bending 0.22 OK 03 @ 1.35172 ft Axial -Bending 351.75 1441.23 0.24 OK --------------------------------------------------------------------------------------------------------------------- 31 c11 @ 1.35172 ft Axial -Bending 200.00 1067.55 0.19 OK c12 @ 1.35172 ft Axial -Bending 275.42 1295.43 0.21 OK • c13 @ 1.35172 ft Axial -Bending 352.40 1441.23 0.24 OK ---------------------------------- 33 c11 @ 0.256828 ft ----------------------------------------------------------------------------------- Axial -Bending 200.34 1067.55 0.19 OK c12 @ 0.256828 ft Axial -Bending 275.86 1295.43 0.21 OK c13 @ 0.256828 ft Axial -Bending 353.05 1441.23 0.24 OK 35 c11 @ 1.35173 ft Axial -Bending 0.34 OK c12 @ 1.35173 ft Axial -Bending - -- 0.42. OK c13 @ 1.35173 ft Axial -Bending 0.41 OK ----------------------------------------------------------------------------------------------------------------- 37 c11 @ Oft Axial -Bending -- 0.35 OK c12 @ 0 ft Axial -Bending - 0.42 OK c13 @ 0 ft Axial -Bending -- 0.41 OK ----------------------------------------------------------------------------------------------------------- 39 c11 @ Oft Axial -Bending - 0.30 OK c12 @ 0 ft Axial -Bending -- 0.37 OK c13 @ 0 ft Axial -Bending - - 0.36 OK 41 c11 @ 1.25777 ft Axial -Bending 261.16 1067.55 0.24 OK c12 @ 1.25777 ft Axial -Bending .361.11 . 1295.43 0.28 OK c13 @ 1.25777 ft Axial -Bending 459.39 1441.23 0.32 OK ---------------=------------------------------------------------------------------------------------------------------ 43 c11 @ 0 ft Shear -Torsion 1.73 85.50 0.02 OK c12 @ 0 ft Shear -Torsion 3.44 118.75 0.03 OK c13 @ 0 ft Shear -Torsion 1.13 152.00 0.01 OK ------------------=---------------------------------------------------------------------------------------------------- 44 c11 @ 1.35172 ft Axial -Bending - -- 0.14 OK c12 @ 1.35172 ft Axial -Bending - 0.17 OK • c13 @ 1.35172 ft Axial -Bending 209.98 1441.23 0.15 OK C Page4 3 q RAM'Advanse i File, : DawsoA Garage Grade Beam.AVW Analysis (1st order) i Conditiori: dl=Dead load Date: 9/13/2003 10:40:01 PM • i Z y% w�waa,,,,•'Y. �m ux" a' r• �cx�/ i$a�`` rY $, ; T • - �a L � � � � �r�-e�e�„a•,�r ,o��� �' •+tm+, s�x',r�� T`- 'xa it��kazr � 'yv "'+�`_ ey. vYv„��a-;A � . M. a - . ^� ��� 3SP`�M�—�k`'R%•s"��� �•..• - .:.�'�+•.°�+lr,�,.� �°uyRs��S�a �1'd��--_-� "`�`°°*-r�y?y _ .. 'S ?�• �. ... r '�' � .aav a ' ^4�Sd -, �� �-♦t•/%icy .�� , ^ .,� ��-• Nuv�€drPY 3;%k.'3`pyn�-i+�tsi�T.atFy��"�.•�'""M-��Tr '''"S' _ I ' py �'�<•'y�`x._�� 'x �/.FIS � - r Porch Area Layout - s `Memo-6r•Nw,m—bees Shown' _ RAM Advanse File : Dawson Garage Grade Beam.AVW Condition: dl=Dead load • Analysis (1st order) Date: 9/13/2003 10:38:20 PM 1" k� Porch Area Layout Member Numbers Shown W, • N File Units Date RAM Advanse C:\Program Files\Ram\RamAdvanseEng\Data\Porch Only.AVW Lb -ft 9/1/2003 12:16:37 PM Geometry data GLOSSARY Cm22 : Coefficient about axis 2 applied to bending term in interaction equation (H1) Cm33 : Coefficient about axis 3 applied to bending term in interaction equation (H1) d0 : Tapered member section depth at J end of member DJX : Rigid offset distance measured from J node in axis X DJY : Rigid offset distance measured from J node in axis Y DJZ : Rigid offset distance measured from J node in axis Z DKX : Rigid offset distance measured from K node in axis X DKY : Rigid offset distance measured from K node in axis Y DKZ : Rigid offset distance measured from K node in axis Z dL : Tapered member section depth at K end of member Ig factor : Inertia reduction factor (Effective Inertia/Gross Inertia) for reinforced concrete members K22 : Effective length factor about axis 2 K33 : Effective length factor about axis 3 L22 : Member length for calculation of axial capacity L33 : Member length for calculation of axial capacity Lb : Unbraced length between lateral supports to resist lateral torsional bucking RX : Rotation about X RY : Rotation about Y RZ : Rotation about Z TO : 1 = Tension only member 0 = Normal member TX : Translation in X TY : Translation in Y TZ : Translation in Z Nodes Node X Y Z Floor [ft] [ft] [ft] 1 20.7326 10.0833 -------------------------------- -35.9037 0 2 13.9201 7.83333 -23.9037 0 3 13.9201 7.83333 -35.9037 0 4 13.9201 7.83333 -47.9036 0 5 12.4201 7.33792 -23.9037 0 6 12.4201 7.33792 -29.9037 0 7 12.4201 7.33792 -35.9037 0 8 12.4201 7.33792 -41.9036 0 9 12.4201 7.33792 -47.9036 0 10 20.7326 10.0833 -41.9036 0 11 13.6076 7.73012 -23.9037 0 12 14.7951 8.12232 -23.9037, 0 13 15.9826 8.51452 -23.9037 0 14 17.1701 8.90673 -23.9037 0 15 18.3576 9.29893 -23.9037 0 16 19.5451 9.69113 -23.9036 0 17 13.6076 7.73012 -29.9037 0 18 14.7951 8.12232 -29.9037 0 19 15.9826 8.51452 -29.9037 0 20 17.1701 8.90673 -29.9037 0 21 18.3576 9.29893 -29.9037 0 22 19.5451 9.69113 -29.9036 0 23 13.6076 7.73011 -35.9037 0 24 14.7951 8.12231 -35.9037 0 25 15.9826 8.51451 -35.9037 0 26 17.1701 8.90671 -35.9036 0 27 18.3576 9.2989 -35.9036 0 19.5451 9.6911 -35.9036 0 •28 29 13.6076 7.73011 -41.9036 0 30 14.7951 8.12231 -41.9036 0 31 15.9826 8.51451 -41.9036 0 32 17.1701 8.90671 -41.9036 0 33 18.3576 9.2989 -41.9036 0 34 19.5451 9.6911 -41.9036 0 3 `7 Restraints Node TX TY TZ RX RY RZ 1 35 19.5451 9.6911 -55.5612 0 0 36 18.3576 9.2989 -54.285 0 1 37 17.1701 8.90671 -53.0087 0 1 38 15.9826 8.51451 -51.7324 0 •40 39 14.7951 13.6076 8.12231 7.73011 -50.4561 0 -49.1799 0 1 41 13.9201 0 -23.9037 0 1 42 13.9201 0 -35.9037 0 43 43 13.9201 0 -47.9036 0 1 44 20.7326 10.0833 -54.7162 0 1 45 20.7326 10.0833 -47.9037 0 1 46 20.7326 10.0833 -29.9037 0 0 47 20.7326 10.0833 -23.9037 0 Restraints Node TX TY TZ RX RY RZ 1 1 1 1 0 0 0 10 1 1 1 0 0 0 35 1 1 1 1 1 1 41 1 1 1 1 1 1 42 1 1 1 1 1 1 43 1 1 1 1 1 1 44 1 1 1 0 0 0 45 1 1 1 0 0 0 46 1 1 1 0 0 0 47 1 1 1 0 0 0 Members • Beam NJ NK Description Section Material d0 dL Ig factor [in] [in] w 1 4 44 Porch Header FSL 8x10 Timber-beams\DFir-L- 0 0 2 4 3 Porch Header FSL 8x10 Timber-beams\DFir-L- 0 0 3 47 5 Porch Rafter FSL 4x6 Dimension Lumber\DFi 0 0 4 46 6 Porch Rafter FSL 4x6 Dimension Lumber\DFi 0 0 5 1 7 Porch Rafter FSL 4x6 Dimension Lumber\DFi 0 0 6 10 8 Porch Rafter FSL 4x6 Dimension Lumber\DFi 0 0 7 45 9 Porch Rafter FSL 4x6 Dimension Lumber\DFi 0 0 8 9 8 Perlin FSL 2.5x4 Dimension Lumber\DFi 0 0 9 29 40 Perlin FSL 2.5x4 Dimension Lumber\DFi 0 0 10 30 39 Perlin FSL 2.5x4 Dimension Lumber\DFi 0 0 11 31 38 Perlin FSL 2.5x4 Dimension lumber\DFi 0 0 12 32 37 Perlin FSL 2.5x4 Dimension Lumber\DFi 0 0 13 33 36 Perlin FSL 2.5x4 Dimension Lumber\DFi 0 0 14 34 35 Perlin FSL 2.5x4 Dimension Lumber\DFi 0 0 15 7 8 Perlin FSL 2.5x4 Dimension Lumber\DFi 0 0 16 23 29 Perlin FSL 2.5x4 Dimension Lumber\DFi 0 0 17 24 30 Perlin FSL 2.5x4 Dimension Lumber\DFi 0 0 18 25 31 Perlin FSL 2.5x4 Dimension Lumber\DFi 0 0 19 26 32 Perlin FSL 2.5x4 Dimension Lumber\DFi 0 0 20 27 33 Perlin FSL 2.5x4 Dimension Lumber\DFi 0 0 21 28 34 Perlin FSL 2.5x4 Dimension Lumber\DFi 0 0 22 6 7 Perlin FSL 2.5x4 Dimension Lumber\DFi 0 0 23 . 17 23 Perlin FSL 2.5x4 Dimension Lumber\DFi 0 0 24 18 24 Perlin FSL 2.5x4 Dimension Lumber\DFi 0 0 25 19 25 Perlin FSL 2.5x4 Dimension Lumber\DFi 0 0 26 20 26 Perlin FSL 2.5x4 Dimension Lumber\DFi 0 0 27 21 27 Perlin. FSL 2.5x4 Dimension Lumber\DFi 0 0 28 22 28 Perlin FSL 2.5x4 Dimension Lumber\DFi 0 0 29 5 6 Perlin FSL 2.5x4 Dimension Lumber\DFi 0 0 30 31 11 12 17 18 Perlin Perlin FSL 2.5x4 FSL 2.5x4 Dimension Lumber\DFi Dimension Lumber\DFi 0 0 0 0 32 13 19 Perlin FSL 2.5x4 Dimension Lumber\DFi 0 0 33 20 14 Perlin FSL 2.5x4 Dimension Lumber\DFi 0 0 34 15 21 Perlin FSL 2.5x4 Dimension Lumber\DFi 0 0 35 16 22 Perlin FSL 2.5x4 Dimension Lumber\DFi 0 0 36 4 43 Porch Post POST 12 Timber-columns\DFir- 0 0 w Hinges 37 3 42 Porch Post Node -J POST 12 Timber-columns\DFir- 0 0 Node -K 38 41 2 Porch Post POST 12 Timber-columns\DFir- 0 0 TO 39 3 2. Porch Header FSL 8x10 Timber-beams\DFir-L- 0 0 • Orientation local TOR AXL 1 0 1 of axes 0 1 1 0 0 Beam Rotation Axes23 NX NY NZ 1 0 0 [Deg] 1 0 0 1 0 8 - --- ------------------------------------------------------------ 0 3 8.3125 2.74538 0 1 9 0 3 8.3125 2.74538 0 4 10 0 3 8.3125 2.74538 0 0 11 0 3 8.3125 2.74538 0 1 12 0 3 8.3125 2.74538 0 1 13 0 3 8.3125 2.74538 0 ' 0 14 0 3 8.3125 2.74538 0 15 0 3 8.3125 2.74538. 0 1 16 0 3 8.3125 2.74538 0 0 17 0 3 8.3125 2.74538 0 0 18 0 3 8.3125 2.74538 0 1 0 19 0 3 8.3125 2.74538 0 0 20 0 3 8.3125 2.74538 0 1 21 0 3 8.3125 2.74538 0 11 22 0 3 8.3125 2.74538 0 0 23 0 3 8.3125 2.74538 0 1 24 0 3 8.3125 2.74538 0 1 25 0 3 8.3125 2.74538 0 0 26 0 3 8.3125 2.74538 0 27 0 3 8.3125 2.74538 0 1 28 0 3 .8.3125 2.74538 0 0 29 0 3 8.3125 2.74538 0 0 30 0 3 8.3125 2.74538 0 1 0 31 0 3 8.3125 2.74538 0 0 32 0 3 8.3125 2.74538 0 1 33 0 3 8.3125 2.74538 0 18 0 0 3 8.3125 2.74538 0 •34 35 0 3 8.3125 2.74538 , 0 Hinges ?I 0 0 0 Node -J Node -K Beam TO M33 M22 V3 V2 M33 M22. V3 V2 TOR AXL 1 0 1 1 0 0 1 1 0 0 1 0 2 0 1 1 0 0 1 1 0 0 1 0 3 0 1 1 0 0 1 1 0 0 1 0 4 0 1 1 0 0 1 1 0 0 1 0 5 0 1 1 0 0 1 1 0 0 1 0 6 0 1 1 0 0 1 1 0 0 1 0 7 0 1 1 0 0 1 1 0 0 1 0 8 0 1 1 0 0 1 1 0 0 1 0 9 0 1 1 0 0 1 1 0 0 1 0 10 0 1 1 0 0 1 1 0 0 1 0 11 0 1 1 0 0 1 1 0 0 1 0 12 0 1 1 0 0 1 1 0 0 1 0 13 0 1 1 0 0 1 1 0 0 1 0 14 0 1 1 0 0 1 1 0 0 1 0 15 0 1 1 0 0 1 1 0 0 1 0 16 0 1 1 0 0 1 1 0 0 1 0 17 0 1 1 0 0 1 1 0 0 1 0 18 0 1 1 0 0 1 1 0 0 1 0 19 0 1 1 0 0 1 1 0 0 1 0 20 0 1 1 0 0 1 1 0 0 1 0 21 0 1 1 0 0 1 1 0 0 1 0 22 0 1 1 0 0 1 1 0 0 1 0 23 0 1 1 0 0 1 1 0 0 1 0 24 0 1 1 0 0 1 1 0 0 1 0 25 0 1 1 0 0 1 1 0 0 1 0 26 0 1 1 0 0 1 1 0 0 1 0 27 0 1 1 0 0 1 1 0 0 1 0 ?I 0 0 0 28 0 1 1 0 0 1 1 0 0 1 0 29 0 1 1 0 0 1 1 0 0 1 0 30 0 1 1 0 0 1 1 0 0 1 0 31 0 1 1 0 0 1 1 0 0 1 0 32 0 1 1 0 0 1 1 0 0 1 0 0 0 1 1 0 0 1 1 0 0 1 0 •33 34 0 1 1 0 0 1 1 0 0 1 0 35 0 1 1 0 0 1 1 0 0 1 0 36 0 1 1 0 0 0 1 0 0 1 0 37 0 1 1 0 0 0 1 0 0 1 0 38 0 0 0 0 0 1 0 0 0 1 0 39 0 1 1 0 0 1 1 0 0 1 0 • Design data Beam LB K33 K22 CM33 CM22 L33 L22 IN [ft] eft] 3 0 0 0 0 0 0 0.01 4 0 0 0 0 0 0 0.01 5 0 0 0 0 0 0 0.01 6 0 0 0 0 0 0 0.01 7 0 0 - 0 0 0 0 0.01 36 0 0.8 0.8 0 0 0 0 37 0 0.8 0.8 0 0 0. 0 38 0 0.8 0.8 0 0 0 0 Lio RAM RAM Advanse File C:\Program Files\Ram\RamAdvanseEng\Data\Porch Onl,,AVW •Units Lb -ft Date 9/1/2003 11:39:39 AM Analysis Results Maximum forces at members Condition : c1=1.Odl+1.011r Axial Shear V2 Shear V3 Torsion M22 M33 [Lb] [Lb] [Lb] [Lb -ft] [Lb -ft) [Lb -ft] ----------------------------------------------------------------------------------------------------------------------------------- MEMBER 1 Max 210.98 495.88 50.37 0.00 154.52 1328.59 Min -175.46 -417.36 -93.83 0.00 0.00 0.00 MEMBER 2 Max -14.69 730.78 284.23 0.00 0.00 3799.27 Min -36.20 -720.13 -261.32 0.00 -967.77 0.00 MEMBER 3 Max 12.58 413.43 5.14 0.00 4.07 676.80 Min -253.13 -334.67 -4.23 0.00 -2.82 -111.18 MEMBER 4 Max 545.08 806.89 1.94 0.00 4.01 1323.41 Min -4.88 -652.60 -6.60 0.00 -7.00 -218.19 MEMBERS Max 41.12 805.78 8.34 0.00 4.57 1323.72 Min -457.61 -653.74 -4.65 0.00 -4.61 -218.80 MEMBER 6 Max 524.16 761.21 2.69 0.00 5.61 1232.25 Min 18.67 -603.72 -27.17 0.00 -20.06 -218.08 MEMBER 7 Max 56.78 651.54 14.21 0.00 13.57 1217.39 -316.45 -644.40 -36.06 0.00 -14.03 -115.56 •Min MEMBER 8 Max 1.86 74.43 6.86 0.00 0.00 0.00 Min -2.81 -74.75 -7.14 0.00 -4.36 -112.56 MEMBER 9 Max -0.79 133.62 27.48 0.00 13.78 180.99 Min -15.80 -127.44 -15.44 0.00 -3.89 -28.63 MEMBER 10 Max 30.81 153.43 31.01 0.00 26.27 163.05 Min -2.35 -122.76 -12.61 0.00 -7.44 -93.21 MEMBER 11 Max 30.75 151.94 35.32 0.00 30.27 171.90 Min -3.55 -125.48 -17.88 0.00 -12.82 -70.47 MEMBER 12 Max 32.29 136.80 32.23 0.00 21.25 169.21 Min -4.05 -125.34 -25.05 0.00 -14.70 -87.57 MEMBER 13 Max 20.26 139.17 33.74 0.00 22.57 152.71 Min -3.20 -117.63- -28.37 0.00 -16.51 -98.41 MEMBER 14 Max 1.39 149.48 29.99 0.00 22.07 139.14 Min -127.00 -144.17 -33.01 0.00 -17.61 -152.51 MEMBER 15 Max 4.96 74.22 7.95 0.00 0.00 112.54 Min 0.82 -73.88 -9.18 0.00 -5.32 0.00 MEMBER 16 Max 6.52 132.64 10.09 0.00 0.00 198.16 Min 1.29 -132.30 -8.34 0.00 -6.97 0.00 MEMBER 17 Max 14.30 136.93 15.27 0.00 0.00 206.94 Min -3.33 -136.91 -11.10 0.00 -10.46 0.00 MEMBER 18 Max 27.72 141.19 19.48 0.00 0.00 213.34 14.35 -139.63 -17.33 0.00 -15.49 0.00 •Min MEMBER 19 Max 20.82 139.63 20.87 0.00 0.00 213.66 Min 13.49 -140.56 -21.52 0.00 -19.15 0.00 MEMBER 20 Max 13.42 137.44 20.36 0.00 0.00 208.23 Min 0.33 -137.78 -24.53 0.00 -20.53 0.00 y1 n. • MEMBER 21 Max -3.53 142.99 23.12 0.00 0.00 220.06 Min -9.35 -142.17 -28.26 0.00 -17.69 0.00 MEMBER 22 6.17 73.41 10. 0.00 0.00 112.42 Min -2.67 -73.40 -12.8181 0.00 -10.32 0.00 •Max MEMBER 23 Max -0.11 129.92 22.03 0.00 8.34 199.78 Min -4.82 -136.24 -18.74 0.00 -14.28 0.00 MEMBER 24 Max 16.89 136.67 24.26 0.00 2.85 207.11 Min -3.33 -139.43 -21.05 0.00 -18.98 0.00 MEMBER 25 Max 23.21 140.51 27.12 0.00 0.00 211.33 Min 6.35 -141.53 -22.72 0.00 -25.41 0.00 MEMBER 26 Max 17.76 139.39 25.52 0.00 0.00 210.38 Min 6.47 -141.65 -24.32 0.00 -29.53 0.00 MEMBER 27 Max 13.09 138.29 28.40 0.00 0.00 208.11 Min 1.48 -139.98 -26.73 0.00 -32.62 0.00 ' MEMBER 28 Max 0.73 140.02 32.10 0.00 0.00 214.28 Min -4.80 -142.82 -35.84 0.00 -34.10 0.00 MEMBER 29 Max 7.00 74.39 18.76 0.00 4.32 109.99 Min 2.25 -72.59 -16.84 0.00 -17.92 0.00 MEMBER 30 Max 4.27 137.21 37.63 0.00 27.75 206.11 Min -2.18 -137.30 -30.33 0.00 -30.39 0.00 MEMBER 31 Max 16.31 140.21 38.96 0.00 20.24 207.45 Min 4.63 -137.74 -33.54 0.00 -37.12 0.00 MEMBER 32 Max 18.86 141.60 39.87 0.00 10.15 207.60 Min 4.78 -137.79 -37.16 0.00 -45.68 0.00 MEMBER 33 Max 10.02 141.44 39.90 0.00 4.75 0.00 Min -1.19 -137.55 -41.66 0.00 -52.67 -206.88 MEMBER 34 Max 9.60 140.20 43.58 0.00 3.08 206.15 Min -7.49 -137.31 -42.50 0.00 -59.71 0.00 MEMBER 35 Max -5.36 137.19 45.31 0.00 0.00 205.78 Min -5.36 -137.19 -45.31 0.00 -67.96 0.00 MEMBER 39 Max -1.05 723.54 316.68 0.00 0.00 3951.71 Min -9.20 -760.34 -209.30 0.00 -988.67 0.00 MEMBER 36 Max -2176.60 -3.95 -1.64 0.00 0.00 30.97 Min -2373.30 -3.95 -1.64 0.00 -12.88 0.00 MEMBER 37 Max -2824.62 -6.37 -1.48 0.00 0.00 49.88 Min -3021.32 -6.37 -1.48 0.00 -11.60 0.00 MEMBER 38 Max -1439.74 -3.50 1.45 0.00 0.00 0.00 Min -1636.44 -3.50 1.45 .0.00 -11.38 -27.40 n. • RAM RAM Advanse File C:\Program Files\Ram\RamAdvanseEng\Data\Porch Only.AVW •Units Lb -ft Date 9/1/2003 11:28:36 AM Wood Design Design Summary AS D Design Code Note.- Only wood members descriptions are printed. Note. -.Only graphically selected elements will be printed CODE CHECK Q MAXIMUM STRESS RATIOS MaxRatio = Maximum stress ratio Controls = Controlling forces (Axial -Bending, Shear -Torsion) B. Stat. = Station where maxRatio occurs Report type : Brief - All Load conditions to be included in design c1=1.Odl+1.011r Description Section tuber ------------------------------ Case ----- Controls - --------------------------------- f F ------------------------- f/F Status j ------------------------------------------------ --- ---- ------------------------------------------------------------------------------------------------------------------------------- Perlin FSL 2.5x4 8 c1 @ 2.91429 ft Axial -Bending -- 0.13 OK 9 c1 @ 3.05604 ft Axial -Bending -- -- 0.20 OK 10 c1 @ 5.98678 ft Shear -Torsion 23.01 118.75 0.19 OK 11 c1 @ 2.62102 ft Axial -Bending -- -- 0.21 OK 12 c1 @ 2.63015 ft Axial -Bending -- -- 0.20 OK • 13 14 c1 @ 5.94306 ft c1 @ 5.9597 ft Shear -Torsion Axial -Bending 23.50 118.75 0.20 0.25 OK OK 15 c1 @ 3.06662 ft Axial -Bending 0.13 OK 16 c1 @ 2.99996 ft Axial -Bending -- 0.21 OK 17 c1 @ 2.7333 ft Axial -Bending -- -- 0.23 OK 18 c1 @ 2.93331 ft Axial -Bending -- -- 0.25 OK 19 c1 @ 3.13331 ft Axial -Bending 0.26 OK 20 c1 @ 2.93332 ft Axial -Bending -- 0.25 OK 21 c1 @ 2.93333 ft Axial -Bending -- 0.26 OK 22. c1 @ 2.6 ft Axial -Bending -- 0.13 OK 23 c1 @ 2.6 ft Axial -Bending 0.23 OK 24 c1 @ 2.79999 ft Axial -Bending 0.25 OK 25 c1 @ 2.93332 ft Axial -Bending -- -- 0.27 OK 26 c1 @ 2.99999 ft Axial -Bending -- 0.27 OK 27 c1 @ 3.13332 ft Axial -Bending -- -- 0.27 OK 28 c1 @ 3.26665 ft Axial -Bending -- - -- 0.28 OK 29 c1 @ 2.73333 ft Axial -Bending -- 0.14 OK 30 c1 @ 2.7 ft Axial -Bending -- 0.26 OK 31 c1 @ 2.8 ft Axial -Bending -- -- 0.27 OK 32 c1 @ 2.88 ft Axial -Bending -- 0.29 OK 33 c1 @ 3.15 ft Axial -Bending -- 0.30 OK 34 c1 @ 3 ft Axial -Bending - - 0.32 OK 35 c1 @ 3 ft Axial -Bending -- 0.33 OK Porch Header FSL 8x10 1 c1 @ 4.78193 ft Axial -Bending, -- 0.12 OK 2 c1 @ 5.99995 ft Axial -Bending. - 0.41 OK 39 c1 @ 6 ft Axial -Bending -- 0.43 OK Porch Post POST 12 36 c1 @ 7.83333 ft Axial -Bending 20.98 859.05 0.02 OK 37' c1 @ 7.83333 ft Axial -Bending 26.71 859.05 0.03 OK 38 c1 @ 0 ft Axial -Bending 14.47 859.05 0.02 OK Porch Rafter FSL 4x6 3 c1 @ 3.72051 ft Axial -Bending - 0.24 OK 4 c1 @ 3.72051 ft Axial -Bending -- - 0.47 OK 5 c1 @ 3.7205 ft Axial -Bending 0.46 OK 6 c1 @ 3.72051 ft Axial -Bending -- -- 0.45 OK • 7c1-- --------------- 3.82993- - Axial -Bending --------------------------- 0.42 ------- OK q? q1 DESCRIPTION: Member 4 - Porch Rafter ----------------------------------------------------------------------------------------------------------------------------------------------------------- -_•r x • d r� Section FSL 4x6 Material Dimension Lumber\DFir-L_No2 d = 6.00 [in) Species Douglas Fir -Larch b = 4.00 [in] Grade No.2 (Lumber) A = 24.00 [int] Service Conditions 133 = 72.00 [in4] Temperature t<=100f 122 = 32.00 [in4] Moisture cond. Dry S33 = 24.00 [in3] Wood Unincised S22 = 16.00 [in3] Repetitive member No DESIGN PARAMETERS Plane 1-2 Plane 1-3 ----------------------------------------------------------------------------------------------------------------- Physical length, L [ft] 8.75 -- Maximum suggested length, Lmax [ft] 30.00 Effective length (bending), Le [ft) 1.77 -- Unbraced length (bending), Lu [ft) 1.33 -- Unsupported length (comp.) L33, L22 [ft) 8.75 0.01 Effective Length Factor, K 1.00 1.00 Lateral bracing Yes Yes Euler buckling coef. (bending), Kbe 0.44 -- Slenderness ratio (bending), Rb 2.82 -- Min. sup. length (bearing) ----------------------------------------------------------------------------------------------------------------- [in] 0.32 -- ADJUSTMENT FACTORS Considering the governing station • Parameter [Lblin2] Case CD Ct CM CFICv Cfu CrICH Ci CLICpICN E = 1.60E+06 • 1.00 1.00 1.00 Fb33 = 900.000 c1 @ 3.72051 ft 1.25 1.00 1.00 1.30 1.00 1.00 1.00 Fb22 = 900.000 c1 @ 7.11273 ft 1.25 1.00 1.00 1.30 1.05 1.00 1.00 Fv = 95.000 c1 @ 7.11273 ft 1.25 1.00 1.00 1.00 1.00 1.00 Ft • = 575.000 c1 @ 0 ft 1.25 1.00 1.00 1.30 1.00 Fc = 1350.000 lir @ 7.22216 ft 1.25 1.00 1.00 1.10 1.00 0.63 Fcp = 625.000 1.00 1.00 1.00 CODE Checks Description f F f/F Case Axial Shear V2 M33 Shear V3 M22 Torsion [Lb/int] [Lb/in2] [Kip) [Kip] [Kip'ft) [Kip] [Kip"ft] [Kip'ft] ----------------- - Shear -2 50.466 118.750 0.42 c1 @ 7.11273 ft 0.23 0.81 -0.28 -0.01 -0.01 0.00 Bending 3-3 668.617 1462.500 0.46 cl @ 3.72051 ft 0.34 -0.06 1.34 0.00 0.00 0.00 Overall capacity ratio: 0.47 (Axial -Bending) Status OK q1 r� qs DESCRIPTION: Member 39 - Porch Header -------------------------------------------------------------------------------------------------------------------------------------------------------- Ir Section :' FSL 8x10 Material Timber-beams\DFir-L-N_No2 d = 10.00 [in] Species Douglas Fir-Larch (North) b = 8.00 [in] Grade No.2 (Lumber) A = 80.00 [in2] Service Conditions 133 = 666.67 [in4] Temperature t-1001' 122 = 426.67 [in4] Moisture cond. Dry S33 = 133.33 [in3] Wood Unincised S22 = 106.67 [in3] Repetitive member No DESIGN PARAMETERS Plane 1-2 Plane 1-3 Physical length, L [ft] 12.00 Maximum suggested length, Lmax IN 30.00 -- Effective length (bending), Le IN 22.08 - Unbraced length (bending), Lu [ft] 12.00 Unsupported length (comp.) L33, L22 [ft] 12.00 12.00 Effective Length Factor, K 1.00 1.00 Lateral bracing Yes Yes Euler buckling coef. (bending), Kbe 0.44 Slenderness ratio (bending), Rb 6.43 Min. sup. length (bearing) ----------------------------------------------------------------------------------------------------------------- [in] 0.15 - ADJUSTMENT FACTORS Considering the governing station • Parameter [Lb/in2] Case-----------------------CD------------ Ct CM------CFJCv--------Cfu------CrICH ------------ Ci -------CLICPICN- E ------ = 1 30E+06 - ---------- 1.00 1.00 1.00 1.00 Fb33 = 875.000 cl @ 6 ft 1.25 1.00 1.00 1.00 1.00 1.00 1.00 Fb22 = 875.000 cl @ 6 ft 1.25 1.00 1.00 1.00 1.00 1.00 1.00 Fv = 85.000 cl @ Oft 1.25 1.00 1.00 1.00 1.00 1.00 Ft = 425.000 cl @ 7.125 ft 1.25 1.00 1.00 1.00 1.00 Fc = 600.000 cl @ 0 ft 1.25 .1.00 1.00 1.00 1.00 0.83 Fcp = 625.000 1.00 1.00 1.00 CODE Checks Description f F f/F Case Axial Shear V2 M33 Shear V3 M22 Torsion [Lb/in2] [Lb/in2] [Kip] [Kip] [Kip"ft] [Kip] [Kip'ft] [Kip'ft] --------------------------------------------------------------------------------------------------------------------------------------------- Shear-2 14.256 106.250 0.13 cl @ 0 ft -0.01 -0.76 0.00 -0.05 0.00 0.00 Shear-3 5.938 106.250 0.06 cl @ 6 ft -0.01 0.55 3.95 0.32 -0.99 0.00 Bending 3-3 355.654 1089.076 0.33 cl @ 6 ft -0.01 0.55 3.95 0.32 -0.99 0.00 Bending 2-2 111.226 1093.750 0.10 cl @ 6 ft -0.01 0.55 3.95 0.32 -0.99 0.00 Biaxial -- 0.43 cl @ 6 ft -0.01 0.55 3.95 0.32 -0.99 0.00 -------------------------------------------- Overall capacity ratio: 0.43 (Axial-Bending) Status OK r� qs DESCRIPTION: Member 37 - Porch Post --------------------------------------------------------------------------------------------------------------------------------------------------------------- 1i C Section POST 12 Material Timber-columns\DFir-L-N No2 d = 12.00 [in] Species Douglas Fir -Larch (North) Grade No.2 (Lumber) A = 113.10 [int] Service Conditions 133 = 1017.88 [in4] Temperature 1-100f 122 = 1017.88 [in4] Moisture cond. Dry S33 = 169.65 [in3] Wood Unincised S22 = 169.65 [in3] Repetitive member No ----------------------------------------------------------------------------------------------------------------------------------------------=---------- DESIGN PARAMETERS Plane 1-2 Plane 1-3 ---------------------------------------------------------------------------------------------------------------- Physical length, L IN 7.83 - Maximum suggested length, Lmax IN 30.00 Effective length (bending), Le IN 15.43 - Unbraced length (bending), Lu IN 7.83 Unsupported length (comp.) L33, L22 [ft] 7.83 7.83 Effective Length Factor, K 0.80 0.80 Lateral bracing Yes Yes Euler buckling coef. (bending), Kbe 0.44 - Slenderness ratio (bending), Rb 4.17 - ------------------------------------------------------------------------------------------------------------------ ADJUSTMENT FACTORS Considering the governing station Parameter [Lb/in2] Case CD Ct CM CFJCv Cfu Cr[CH Ci CLjCpjCN •- - - --- - --- --- - - -- - - - - --- - - - -- ---- - ------------------------------------------------ E = 1.30E+06 1.00 1.00 1.00 Fb33 = 725.000 c1 @ 7.83333 ft 1.25 1.00 1.00 1.00 1.00 1.00 1.00 Fb22 = 725.000 c1 @ 7.83333 ft 1.25 1.00 1.00 1.00 1.00 1.00 1.00 Fv = 85.000 c1 @ 0 ft 1.25 1.00 1.00 1.00 1.00 1.00 Ft = 475.000 dl @ 0 ft 0.90 1.00 1.00 1.00 1.00 Fc = 700.000 c1 @ 7.83333 It 1.25 1.00 1.00 1.00 1.00 0.98 Fcp = 625.000 1.00 1.00 1.00 CODE Checks Description f F f/F Case Axial Shear V2 M33 Shear V3 M22 Torsion [Lb/in2] [Lb/in2] [Kip] [Kip] [Kip'ft] [Kip] [Kip'ft] [Kip'ft] --------------------------------------------------------------------------------------------------------- Axial (comp.) 26.714 859.051 0.03 c1 @ 7.83333 ft -3.02 -0.01 0.05 0.00 • -0.01 0.00 ------------------------------------------------------ - ------ - - --------------- - ---------- - - - - - ------- - -- - -- - ----------- - ------- Overall - -- Overall capacity ratio: less than 0.05 (Axial -Bending) Status OK q& • "f -7 DESCRIPTION: Member 35 - Perlin -------------------------------------------------------------------------------------------------------------------------------------------------------- Section FSL 2.5x4 Material Dimension Lumber\DFir-L_No2 d = 4.00 [in] Species Douglas Fir -Larch b = 2.50 [in] Grade No.2 (Lumber) A = 10.00 [int] Service Conditions 133 = 13.33 [in4] Temperature t<=100f 122 = 5.21 [in4] Moisture cond. Dry S33 = 6.67 [in3] Wood Unincised S22 = 4.17 [in3] Repetitive member No DESIGN PARAMETERS Plane 1-2 Plane 1-3 Physical length, L [ft] 6.00 Maximum suggested length, Lmax [ft] 20.00 Effective length (bending), Le [ft] 11.04 Unbraced length (bending), Lu [ft] 6.00 - Unsupported length (comp.) L33, L22 [ft] 6.00 6.00 Effective Length Factor, K 1.00 1.00 Lateral bracing Yes Yes Euler buckling coef. (bending), Kbe 0.44 - Slenderness ratio (bending), Rb 9.21 - Min. sup. length (bearing) -------------------------------------------------------------------------------------------------------------------- [in] 0.09 ADJUSTMENTFACTORS Considering the governing station • Parameter [Lb/int] CaseCD Ct CM CFJCv Cfu Cr[CH Ci CL[Cp[CN E = 160E+06 - - 1.00 1.00 1.00 Fb33 = 900.000 cl @ 3 ft 1.25 1.00 1.00 1.50 1.00 1.00 0.99 Fb22 = 900.000 cl @ 3 ft 1.25 1.00 1.00 1.50. 1.10 1.00 1.00 Fv = 95.000 cl @ 6 ft 1.25 1.00 1.00 1.00 1.00 1.00 Ft = 575.000 dl @ 0 ft 0.90 1.00 1.00 1.50 1.00 Fc = 1350.000 cl @ 6 ft 1.25 1.00 1.00 1.15 1.00 0.28 Fcp = 625.000 1.00 1.00 1.00 CODE Checks Description f F f/F Case Axial Shear V2 M33 Shear V3 M22 Torsion [Lb/int] [Lb/in2] [Kip] ----------- [Kip] [Kip'ft] - - ---- - -------- - ------------------ - [Kip] - --- - ----------- [Kip'ft] - - - ------------ [Kip'ft] --- --------------------------------------------------------------------------------------- Shear -2 20.578 118.750 Shear-2 ------ - 0.17 c1 @ 6 ft -0.01 0.14 0.00 0.05 0.00 0.00 Shear -3 6.796 118.750 0.06 cl @ 6 ft -0.01 0.14 0.00 0.05 0.00 0.00 Bending 3-3 370.403 1666.502 0.22 ' cl @ 3 ft -0.01 0.00 0.21 0.00 -0.07 0.00 Bending 2-2 195.734 1856.250 0.11 cl @ 3 ft -0.01 0.00 0.21 0.00 -0.07 0.00 Biaxial 0.33 cl @ 3 ft -0.01 0.00 0.21 0.00 -0.07 0.00 ---------------------------------- Overall capacity ratio: 0.33 (Axial -Bending) Status OK • "f -7 RAM RAM Advanse File C:\Program Files\Ram\RamAdvanseEng\Data\Dawson Garage Grade Beam.AVW •Units Lb -ft Date 9/12/2003 2:46:27 PM • r �J Design Results Reinforced Concrete Footings GENERAL INFORMATION: Design code ACI -318-99 Load conditions included in the design: n37c21 +1.2n37DL+1.6n37LLR n62c21 +1.2n62DL+1.6n62LLR n63c21 +1.2n63DL+1.6n63LLR Nodes where the footings are located 37, 62, 63 Materials Column length I Concrete, fc 3.00 [Kip/in2] Concrete type Normal Modulus of elasticity 2100.00 [Kip/in2] Unit weight 150.00 [Lb/ft3] Soil 1.33 [ft] Modulus of subgrade reaction 200000.20 [Lb/ft3] Soil unit weight 100.00 [Lb/ft3] Geometry 1.00 [ft] Footing type Centered b Steel, fy Epoxy coated hf RESULTS: Status h of footing < Ld.(comp) dowels Soil.Foundation interaction 50.00 [Kip/in2] No 10.63 [in] 10.63 [in] 3.06 [ft2] 4.08 [ft3] B Length L 1.75 [ft] Column length I Width B 1.75 [ft] Column width b Height hf 1.33 [ft] Base area (BxQ Depth of the base (Df) 1.00 [ft] Footing volume (BxLxhf) Rebar Clear cover 3.00 [in] Maximum Rho/Rho balanced ratio 0.75 Reinforcement // to B (zz) 3-#4@7" Reinforcement // to L (xx) 3-#4@7" Min rebar ratio 0.00200 Forces (at the geometric center of the footing) Node -Condition Axial Mxx Mzz Vx Wz [Lb] [Lb -ft) [Lb -ft] [Lb] [Lb] ----------------------- n37c21 1789.04 0.00 0.00 0.00 0.00 n62c21 4529.25 0.00 0.00 0.00 0.00 n63c21 2837.03 0.00 0.00 0.00 0.00 RESULTS: Status h of footing < Ld.(comp) dowels Soil.Foundation interaction 50.00 [Kip/in2] No 10.63 [in] 10.63 [in] 3.06 [ft2] 4.08 [ft3] • Controlling condition n62c21 Node -Condition qmean qmax Amax Area in compression Provided reinforcement: [Kip/ft2] [Kip/ft2] [in] [ft2] M n37c21 0.78 0.78 - - ---- - --- 0.047 ---------------------------------------- 3.06 100 n62c21 1.68 1.68 0.101 3.06 100 n63c21 1.13 1.13 0.068 3.06 100 Bending Factor 0.9 Provided reinforcement: Reinforcement // to B Muxx 0.59 [in2] Development length 6.00 [in] with hooks Reinforcement // to L 0.59 [in2] Development length 6.00 [in] with hooks Bending zz [Lb -ft] [in2] - ---- ------------- Controlling condition n62c21 n37c21 Node -Condition Muzz �*Mnzz Asreq Asreq/Asprov M/(�*Mn) ------------------------------------------------------------------------------------------------------------------------------------------ [Lb -ft] [Lb -ft] [in2] n62c21 n37c21 95.14 32805.63 0.54 0.909 0.003 n62c21 240.87 32805.63 0.54 0.909 0.007 n63c21 150.87 32805.63 0.54 0.909 0.005 Bending xx Controlling condition n62c21 Node -Condition Muxx �*Mnxx Asreq. Asreq/Asprov M/(�*Mn) ------------------------- ------------------------------------------------------------ [Lb -ft) [Lb -ft] [in2] - ---- ------------- ---------------------------------- ----- n37c21 95.14 32805.63 0.51 0.873 0.003 n62c21 240.87 32805.63 0.51 0.873 0.007 n63c21 150.87 32805.63 0:51 0.873 0.005 Shear Factor 0.85 Shear area (plane zz) 1.86 [ft2] Shear area (plane xx) 1.79 [ft2] Perimeter of critical section (bo) 3.50 [ft] Punching shear area 3.65 [ft2] Controlling condition n62c21 zz Plane xx Plane Punching shear Node -Condition Vu Vc Vu/(�*Vn) Vu Vc Vu/(�*Vn) Vu Vc Vu/(�*Vn) [Lb] [Lb] [Lb] [Lb] [Lb] [Lb] n37c21 0.00 29330.47 0.000 0.00 28180.25 0.000 0.00 115021.40 0.000 n62c21 0.00 29330.47 0.000 0.00 28180.25 0.000 0.00 115021.40 0.000 n63c21 0.00 29330.47 0.000 0.00 28180.25 0.000 0.00 115021.40 0.000 Notes * The soil under the footings are considered elastic and homogeneous. The variation of the soil pressures are considered linear. * The bending reinforcement considrers the minimum reinforcement ratio given by the Code in Section 15.4.42, which specifies a concentration of the reinforcement in a central area for rectangular footings. This topic is not considered by the program. The design bending moment is calculated at the critical sections located at the support faces • Only rectangular footings with uniform sections and rectangular columns are considered. * The nominal shear strength is calculated in critical sections located at a distance d from the support face • * The punching shear strength is calculated in a perimetral section located at a distance d/2 from the support faces • Shear reinforcement and tension loads are not considered. * Values shown in red are not in compliance with a provision of the code 1 �� *gprom = Mean compression pressure on soil. *gmax = Maximum compression pressure on soil. To be compared with the allowable bearing capacity of the soil. •*Amax = maximum total settlement (considering an elastic soil modeled by the subgrade reaction modulus). * Mn = Nominal moment strength. * Mu/(�*Mn) = Strength ratio. Additionally, a graph is shown that illustrates the different ratios of Mu/(�*Mn) for each direction of the reinforcement. If a bar is shown in red the ratio is greater than one. * Vn = Shear or punching shear nominal force. (For the case of footings, Vn=Vc). * Vu/(�*Vn) = Shear or punching shear strength ratio. • �J So ZAM Advanse He : Dawson Garage Grade Beam.AVW :ondition: eqp=Seismic Porch Y i Z Analysis (1st order) Date: 9/15/2003 9:35:54 PM Porch X -Bracing N$M RAM Advanse ,File C:\Program Files\Ram\RamAdvanseEng\Data\Dawson Garage Grade Beam.AVW Units Lb -ft Date 9/15/2003 9:40:08 PM Analysis Results Translations Maximum forces at members Rotations [Rad] Translations [in] RX ------------------------------------------------------------------ Node TX TY TZ Condition eqp=Seismic Porch -0.00042 0.00164 66 0.00902 -0.00052 0.20116 70 0.02061 -0.00019 0.20048 67 0.03811 -0.00006 0.19950 69 0.05582 -0.00039 0.19908 68 0.07530 -0.00031 0.19803 Maximum forces at members Pagel SZ- Rotations [Rad] RX ------------------------------------------------------------------ RY RZ -0.00044 0.00167 0.00003 -0.00042 0.00164 0.00001 -0.00035 0.00149 0.00001 -0.00034 0.00144 0.00001 -0.00029 0.00130 0.00002 Pagel SZ- Condition: eqp=Seismic Porch Axial Shear V2 Shear V3 Torsion M22 M33 [Lb] ------ ------------------------- [Lb] [Lb] ------- ---------------------------------------------------------------------- [Lb -ft] [Lb -ft] [Lb -ft) -------- --------- ---- MEMBER141 3.25 0.00 0.60 0.00 0.00 0.00 •Max Min -24.45 -0.10 -0.01 0.00 -0.03 -0.01 MEMBER138 Max 275.26 0.12 0.27 0.00 0.00 0.01 Min 50.89 0.00 0.00 0.00 -0.02 0.00 MEMBER139 Max 2.32 0.12 0.37 0.00 0.02 0.00 Min -4.81 0.00 0.00 0.00 0.00 -0.01 MEMBER140 ~ Max ` 337.38 ,j 0.00 0.41 0.00 0.02 0.01 Min -38:43 -0.17 -0.01 0.00 0.00 0.00 Pagel SZ- RAM Advanse =ile :Dawson Garage Grade Beam.AVW Analysis (1st order) :ondition: dl=Dead load Date: 9/13/2003 10:19:56 PM • . • u' M 68 M 67 M 66 M 65 M 64 M 63 M 62 M 121 M39 MV41 M 42 IM 43 M 45 M 46 M 47 M 49 M 52 M 51 50 Header Layout Member Numbers Shown 53 AM RAM Advanse File C:\Program Files\Ram\RamAdvanseEng\Data\Dawson Garage Grade Beam.AVW Units Lb -ft Date 9/13/2003 10:17:30 PM Geometry data GLOSSARY X Cm22 : Coefficient about axis 2 applied to bending term in interaction equation (1-11) Cm33 : Coefficient about axis 3 applied to bending term in interaction equation (1-11) d0 : Tapered member section depth at J end of member DJX : Rigid offset distance measured from J node in axis X DJY : Rigid offset distance measured from J node in axis Y DJZ : Rigid offset distance measured from J node in axis Z DKX : Rigid offset distance measured from K node in axis X DKY : Rigid offset distance measured from K node in axis Y DKZ : Rigid offset distance measured from K node in axis Z dL : Tapered member section depth at K end of member Ig factor : Inertia reduction factor (Effective Inertia/Gross Inertia) for reinforced concrete members K22 : Effective length factor about axis 2 K33 : Effective length factor about axis 3 L22 : Member length for calculation of axial capacity L33 : Member length for calculation of axial capacity Lb : Unbraced length between lateral supports to resist lateral torsional bucking RX : Rotation about X RY : Rotation about Y RZ : Rotation about Z TO : 1 = Tension only member 0 = Normal member TX : Translation in X TY : Translation in Y TZ : Translation in Z • Nodes Node X Y Z floor (ft] (ft] (ft] --------------------------------------------------------------- 2 21.5868 10.0833 -23.9037 1 3 26.4409 10.0833 -23.9037 1 4 30.7326 10.0833 -23.9037 1 5 38.4409 10.0833 -23.9037 1 6 48.7326 10.0833 -23.9037 1 7 51.5868 10.0833 -31.0912 1 8 51.5868 10.0833 -37.0912 1 9 51.5868 10.0833 -43.0912 1 10 51.5868 10.0833 -49.1044 1 11 51.5868 10.0833 -55.1044 1 12 51.5868 10.0833 -61.1044 1 13 51.5868 10.0833 -67.1044 1 14 51.5868 10.0833 -72.7162 1 15 51.5868 10.0833 -73.9037 1 16 48.7326 10.0833 -73.9037 1 17 38.4409 10.0833 -73.9037 1 18 34.7326 10.0833 -73.9037 1 19 24.4409 10.0833 -73.9037 1 20 21.5868 10.0833 -73.9037 1 21 21.5868 10.0833 -72.7162 1 22 21.5868 10.0833 -69.0495 1 23 21.5868 10.0833 -66.0912 1 24 21.5868 10.0833 -63.7162 1 25 21.5868 10.0833 -59.4245 1 26 21.5868 10.0833 -55.5703 1 27 21.5868 10.0833 -51.737 1 28 21.5868 10.0833 -47.9037 1 21.5868 10.0833. -41.987 1 •29 30 21.5868 10.0833 -37.6953 1 31 21.5868 10.0833 -35.9037 1 32 21.5868 10.0833 -29.9037 1 33 21.5868 10.0833 -26.9453 1 34 21.5868 10.0833 -25.0912 1 64 51.5868 10.0833 -25.0912 1 65 51.5868 10.0833 -23.9037 1 • Springs 55- Node -------------------------------------------------------------------------------------------------------------------------- 28 31 32 ----------------------------------------------- Members TX [Lb/ft] 0 0 0 TY [Lb/ft] 400896 400896 400896 ---------------------------------------------------------------------------- TZ RX RY [Lb/ft] [Lb'ft/Rad] [Lb'f /Rad] 0 0 0 0 0 0 0 0 0 RZ [Lb"ft/Rad] 133632 133632 133632 Beam NJ NK Description Section Material d0 dL Ig factor . -- ------------------------------------------------------------------------------------------------------------------------ [in] [in] 39 16 17 Header S4S 4x6 and 2x4 Dimension Lumber\DFi 0 0 0 40 15 16 Header S4S 4x6 and 2x4 Dimension Lumber\DFi 0 0 0 41 15 14 Header S4S 4x6 and 2x4 Dimension Lumber\DFi 0 0 0 42 14 13 Header S4S 4x6 and 2x4 Dimension Lumber\DFi 0 0 0 43 13 12 Header S4S 4x6 and 2x4 Dimension Lumber\DFi 0 0 0 44 12 11 Header S4S 4x6 and 2x4 Dimension Lumber\DFi 0. 0 0 45 11 10 Header S4S 4x6 and 2x4 Dimension Lumber\DFi 0 0 0 46 10 9 Header S4S 4x6 and 2x4 Dimension Lumber\DFi 0 0 0 47 9 8 Header S4S 4x6 and 2x4 Dimension Lumber\DFi 0 0 0 48 8 7 Header S4S 4x6 and 2x4 Dimension Lumber\DFi 0 0 0 49 7 64 Header S4S 4x6 and 2x4 Dimension Lumber\DFi 0 0 0 50 64 65 Header S4S 4x6 and 2x4 Dimension Lumber\DFi 0 0 0 51 65 6 Header S4S 4x6 and 2x4 Dimension Lumber\DFi 0 0 0 52 6 5 Header S4S 4x6 and 2x4 Dimension Lumber\DFi 0 0 0 53 54 4 3 3 2 Header Header S4S 4x6 and 2x4 S4S 4x6 and 2x4 Dimension Lumber\DFi Dimension Lumber\DFi 0 0 0 0 0 0 55 2 34 Header S4S 4x6 and 2x4 Dimension Lumber\DFi 0 0 0 56 34 33 Header S4S 4x6 and 2x4 Dimension Lumber\DFi 0 0 0 57 33 32 Header S4S 4x6 and 2x4 Dimension Lumber\DFi 0 0 0 58 32 31 Header S4S 4x6 and 2x4 Dimension Lumber\DFi 0 0 0 59 31 30 Header S4S 4x6 and 2x4 Dimension Lumber\DFi 0 0 0 60 30 29 Header S4S 4x6 and 2x4 Dimension Lumber\DFi 0 0 0 61 29 28 Header S4S 4x6 and 2x4 Dimension Lumber\DFi 0 0 0 62 28 27 Header S4S 4x6 and 2x4 Dimension Lumber\DFi 0 0 0 63 27 26 Header S4S 4x6 and 2x4 Dimension Lumber\DFi 0 0 0 64 26 25 Header S4S 4x6 and 2x4 Dimension Lumber\DFi 0 0 0 65 25 24 Header 84S 4x6 and 2x4 Dimension Lumber\DFi 0 0 0 66 24 23 Header S4S 4x6 and 2x4 Dimension Lumber\DFi 0 0 0 67 23 22 Header S4S 4x6 and 2x4 Dimension Lumber\DFi 0 0 0 68 22 21 Header S4S 4x6 and 2x4 Dimension Lumber\DFi 0 0 0 69 21 20 Header S4S 4x6 and 2x4 Dimension Lumber\DFi 0 0 0 70 20 19 Header S4S 4x6 and 2x4 Dimension Lumber\DFi 0 0 0 71 19 18 Header S4S 4x6 and 2x4 Dimension Lumber\DFi 0 0 0 120 5 4 Header S4S 4x6 and 2x4 Dimension Lumber\DFi 0 0 0 121 17 18 Header S4S 4x6 and 2x4 Dimension Lumber\DFi 0 0 0 Hinges Node -J Node -K Beam TO M33 M22 V3 V2 M33 M22 V3 V2 TOR AXL 39 0 1 0 0 0 1 0 0 - --- ------------------ 0 1 0 40 0 1 0 •0 0 1 0 0 0 1 0 41 0 1 0 0 0 1 0 0 0 1 0 42 0 1 0 0 0 1 0 0 0 1 0 43 0 1 0 0 0 1 0 0 0 1 0 44 0 1 0 0 0 1 0 0 0 1 0 45 0 1 0 0 0 1 0 0 0 1 0 46 0 1 0 0 0 1 0 0 0 1 0 47 0 1 0 0 0 1 0 0 0 1 0 55- 48 49 50 51 0 0 0 0 1 1 1 1 0 0 0 0 0 0 0 0 0 0 0 0 1 1 1 1 0 . 0 0 0 0 0 0 0 0 1 0 1 0 1 0 1 52 •0 53 54 55 0 0 0 1 1 1 1 0 0 0 0 0 0 0 0 0 0 0 0 1 1 1 1 0 0 0 0 0 0 0 0 0 1 0 1 0 1 0 1 56 57 58 59 60 0 0 0 0 0 1 1 1 1 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 1 1 1 1 0 0 0 0 0 0 0 0 0 0 0 1 0 1 0 1 0 1 0 1 61 62 63 64 65 0 0 0 0 0 1 1 1 1 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 t 1 1 1 1 0 0 0 0 0 0 0 0 0 0 0 1 0 1 0 1 0 1 0 1 66 67 68 69 0• 0 0 0 1 1 1 1 0 0 0 0 0 0 0 0 0 0 0 0 1 1 1 1 0 0 0 0 0 0 0 0 0 1 0 1 0 1 0 1 70 71 120 121 0 0 0 0 1 1 1 1 0 0 0 0 0 0 0 0 0 0 0 0 1 1 1 1 0 0 0 0 0 0 0 0 0 1 0 1 0 1 0 1 • • Se RAM RAM Advanse File C:\Program File s\Ram\RamAdvanseEng\Data\Dawson Garage Grade Beam.AVW Units Lb -ft Date 9/13/2003 10:24:28 PM Load data GLOSSARY Comb : Indicates if load condition is a load combination (1= load combination. 0 = load case) Load conditions Condition Description Comb. Category dl Dead load Ilr Roof LL 20psf Distributed force on members rtT r2 Edt� d2 • Condition Member Dirt dl 39 Y • 40 41 42 43 44 45 46 47 .48 49 50 51 52 53 54 55 56 57 Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y. Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y 0 DL 0 LLr Vail Va12 Distl % Dist2 % [Lb/ft] [Lb/ft] [ft] IN -106.5 -106.5 0 0 100 1 -10.0344 -10.0344 0 0 100 1 -106.5 -106.5 0 0 100 1 -10.0344 -10.0344 0 0 100 1 -77.32 -77.32 0 0 100 1 0 0 0 0 100 1 -77.32 -77.32 0 0 100 1 -112.5 -112.5 0 0 100 1 -77.32 -77.32 0 0 100 1 -112.5 -112.5 0 0 100 1 -77.32 -77.32 0 0 100 1 -112.5 -112.5 0 0 100 1 -77.32 -77.32 0 0 100 1 -112.5 -112.5 0 0 100 1 -77.32 -77.32 0 0 100 1 -112.5 -112.5 0 0 100 - 1 -77.32 -77.32 0 0 100 1 -112.5 -112.5 0 0 100 1 -77.32 -77.32 0 0 100 1 -112.5 -112.5 0 0 100 1 -77.32 -77.32 0 0 100 1 -112.5 -112.5 0 0 100 1 -77.32 -77.32 0 0 . 100 1 0 0 0 0 100 1. -106.5 -106.5 0 0 100 1 -10.0344 -10.0344 0 0 100 1 -106.5 -106.5 0 0 100 1 -10.0344 -10.0344 0 0 100 1 -106.5 -106.5 0 0 100 1 -10.0344 -10.0344 0 0 100 1 -106.5 -106.5 0 0 100 1 -10.0344 -10.0344 0 0 100 1 -195.625 -195.625 0 0 100 1 0 0 0 0 100 1 -195.625 -195.625 0 0 100 1 -112.5 -112.5 0 0 100 1 -195.625 -195.625 0 0 100 1 157 5-'r; Y -112.5 -112.5 0 0 100 1 58 Y -195.625 -195.625 0 0 100 1 Y -112.5 -112.5 0 0 100 1 59 Y -195.625 -195.625 0 0 100 1 Y -112.5 -112.5 0 0 100 1 • 60 Y -195.625 -195.625 0 0 100 1 Y -112.5 -112.5 0 0 100 1 61 Y -195.625 -195.625 0 0 100 1 Y -112.5 -112.5 0 0 100 1 62 Y -195.625 -195.625 0 0 100 1 Y -112.5 -112.5 0 0 100 1 63 Y -195.625 -195.625 0 0 100 1 Y -112.5 -112.5 0 0 100 1 64 Y -195.625 -195.625 0 0 100 1 Y -112.5 -112.5 0 0 100 1 65 Y -195.625 -195.625 0 0 100 1 Y -112.5 -112.5 0 0 100 1 66 Y -195.625 -195.625 0 0 100 1 Y -112.5 -112.5 0 0 100 1 67 Y -195.625 -195.625 0 0 100 1 Y -112.5 -112.5 0 0 100 1 68 Y -195.625 -195.625 0 0 100 1 Y -112.5 -112.5 0 0 100 1 69 Y -195.625 -195.625 0 0 100 1 Y 0 0 0 0 100 1 70 Y -106.5 -106.5 0 0 100 1 Y -10.0344 -10.0344 0 0 100 1 .71 Y -106.5 -106.5 0 0 100 1 Y -10.0344 -10.0344 0 0 100 1 120 Y -106.5- -106.5 0 0 100 1 Y -10.0344 -10.0344 0 0 100 1 121 Y -106.5 -106.5 0 0 100 1 Y -10.0344 -10.0344 0 0 100 1 Ilr 39 Y -36.44 -36.44 0 0 100 1 Y -10.0344 -10.0344 0 0 100 1 40 Y -36.44 -36.44 0 0 100 1 Y -10.0344 -10.0344 0 0 100 1 41 Y -30.3 -30.3 0 0 100 1 42 Y -30.3 -30.3 0 0 100 1 • Y -300 -300 0 0 100 1 43 Y -30.3 -30.3 0 0 100 1 Y -300 -300 0 0 100 1 44 Y -30.3 -30.3 0 0 100 1 Y -300 -300 0 0 100 1 45 Y -30.3' -30.3 0 0 100 1 Y -300 -300 0 0 100 1 46 Y -30.3 -30.3 0 0 100 1 47 Y -30.3 -30.3 0 0 100 1 Y -300 -300 0 0 100 1 48 Y -30.3 -30.3 0 0 100 1 Y -300 -300 0 0 100 1 49 Y -30.3 -30.3 0 0 100 1 Y -300 -300 0 0 100 1 50 Y -30.3 -30.3 0 0 100 1 51 Y -36.44 -36.44 0 0 100 1 Y -10.0344 -10.0344 0 0 100 1 52 Y -36.44 -36.44 0 0 100 1 Y -10.0344 -10.0344 0 0 100 1 53 Y -36.44 -36.44 0 0 100 1 Y -10.0344 -10.0344 0 0 100 1 54 Y -36.44 -36.44 0 0 100 1 Y -10.0344 -10.0344 0 0 100 1 55 Y -40.25 -40.25 0 0 100 1 56 Y -40.25 -40.25 0 0 100 1 Y -300 -300 0 0 100 1 57 Y -40.25 -40.25 0 0 100 1 Y -300 -300 0 0 100 1 58 Y -40.25 -40.25 0 0 100 1 Y -300 -300 0 0 100 1 59 Y -40.25 -40.25 0 0 100 1 Y -300 -300 0 0 100 1 60 Y -40.25 -40.25 0 0 100 1 • Y -300 -300 0 0 100 1 61 Y -40.25 -40.25 0 0 100 1 Y -300 -300 0 0 100 1 62 Y -40.25 -40.25 0 0 100 1 Y -300 -300 0 0 100 1 63 Y -40.25 -40.25 0 0 100 1 5-'r; • 9 C. S -I Y -300 -300 0 0 100 1 64 Y -40.25 -40.25 0 0 100 1 Y -300 -300 0 0 100 1 65 Y -40.25 -40.25 0 0 100 1 Y 66 Y -300 -40.25 -300 -40.25 0 0 0 0 100 100 1 1 Y -300 -300 0 0 100 1 67 Y -40.25 -40.25 0 0 100 1 Y -300 -300 0 0 100 1 68 Y -40.25 -40.25 0 0 100 1 Y -300 -300 0 0 100 1 69 Y -40.25 -40.25 0 0 100 1 70 Y -36.44 -36.44 0 0 100 1 Y -10.0344 -10.0344 0 0 100 1 71 Y -36.44 -36.44 0 0 100 1 Y -10.0344 -10.0344 0 0 100 1 120 Y -36.44 -36.44 0 0 100 1 Y -10.0344 -10.0344 0 0 100 1 121. Y -36.44 -36.44 0 0 100 1 Y -10.0344 -10.0344 0 0 100 1 Self weight multipliers for load conditions Self weight multiplier Condition Description Comb. MUM MultY MultZ ---------------------------------------------------------------------------------------------------------------------------- dl Dead load 0 0 -1 0 Ilr Roof LL 20psf 0 0 0 0 • 9 C. S -I RaM RAM Advanse File C:\Program Files\Ram\RamAdvanseEng\Data\Dawson Garage Grade Beam.AVW •Units Lb -ft Date 9/6/2003 8:42:07 PM Analysis Results Maximum forces at members Condition : dl=Dead load Axial Shear V2 Shear V3 Torsion M22 M33 ----------------------------------- [Lb] [Lb] ----------------------------------------------------------------------- [Lb] [Lb -ft) [Lb -ft) [Lb -ft] MEMBER 39 Max • 0.00 628.56 0.00 0.00 0.00 1617.23 Min 0.00 -628.56 0.00 0.00 0.00 0.00 MEMBER 40 Max 0.12 262.36 0.00 0.00 0.01 270.18 Min -0.19 -309.65 -0.01 0.00 -0.01 0.00 MEMBER 41 Max 0.00 49.24 0.00 0.00 0.00 14.62 Min 0.00 -49.24 0.00 0.00 0.00 0.00 MEMBER 42 Max 0.00 548.37 0.00 0.00• 0.00 769.34 Min 0.00 -548.37 0.00 0.00 0.00 0.00 MEMBER 43 Max 0.00 586.30 0.00 0.00 0.00 879.46 Min 0.00 -586.30 0.00 0.00 0.00 0.00 MEMBER 44 Max 0.38 761.31 0.85 0.00 0.63 1057.36 Min -1.17 -642.88 -0.03 0.00 -0.40 0.00 MEMBER 45 Max 0.00 586.30 0.00 0.00 0.00 879.46 Min MEMBER 46 • 0.00 -586.30 0.00 0.00 0.00 0.00 Max 0.41 780.67 2.41 0.00 1.20 1001.85 Min -2.04 -626.10 -0.02 0.00 -0.97 0.00 MEMBER 47 Max 0.00 586.30 0.00 0.00 0.00 879.46 Min 0.00 -586.30 0.00 0.00 0.00 0.00 MEMBER 48 Max 0.00 586.30 0.00 0.00 0.00 879.46 Min 0.00 -586.30 0.00 0.00 0.00 0.00 MEMBER 49 Max 0.00 586.30 0.00 0.00 0.00 879.46 Min 0.00 -586.30 0.00 0.00 0.00 0.00 MEMBER 50 Max 0.00 49.24 0.00 0.00 0.00 14.62 Min 0.00 -49.24 0.00 0.00 0.00 0.00 MEMBER 51 Max 0.10 174.32 0.14 0.00 0.06 124.38 Min -0.16 -174.32 -0.04 0.00 -0.08 0.00 MEMBER 52 Max 0.00 628.56 0.00 0.00 0.00 1617.23 Min 0.00 -628.56 0.00 0.00 0.00 0.00 MEMBER 53 Max 0.00 262.11 0.00 0.00 0.00 281.22 Min 0.00 -262.11 0.00 0.00 0.00 0.00 MEMBER 54 Max 0.18 468.07 0.01 0.00 0.18 496.16 Min -0.58 -348.24 -0.44 0.00 -0.25 0.00 MEMBER 55 Max 0.00 119.49 0.00 0.00 0.00 35.47 Min 0.00 -119.49 0.00 0.00 0.00 0.00 MEMBER 56 Max 0.00 290.85 0.00 0.00 0.00 134.82 0.00 -290.85 0.00 0.00 0.00 0.00 •Min MEMBER 57 Max 0.00 464.08 0.00 0.00 0.00 343.24 Min 0.00 -464.08 0.00 0.00 0.00 0.00 MEMBER 58 Max 0.00 941.22 0.00 0.00 0.00 1411.83 Min 0.00 -941.22 0.00 0.00 0.00 0.00 CS MEMBER 59 Max 0.00 281.05 0.00 0.00 0.00 125.88 Min 0.00 -281.05 0.00 0.00 0.00 0.00 1 MEMBER 60 Max 0.00 673.24 0.00 0.00 0.00 722.34 Min 0.00 -673.24 0.00 0.00 0.00 0.00 MEMBER 61 Max 0.37 1010.51 0.05 0.00 0.32 1627.19 Min -0.66 -1077.37 -0.31 0.00 -0.31 0.00 MEMBER 62 Max 0.00 601.33 0.00 0.00 0.00 576.27 Min 0.00 -601.33 0.00 0.00 0.00 0.00 MEMBER 63 Max 0.00 601.33 0.00 0.00 0.00 576.27 Min 0.00 -601.33 0.00 0.00 0.00 0.00 MEMBER 64 Max 0.23 664.71 0.13 0.00 1.20 704.14 Min -0.65 -776.09 -2.40 0.00 -1.11 0.00 MEMBER 65 Max 0.00 673.24 0.00 0.00 0.00 722.34 Min 0.00 -673.24 0.00 0.00 0.00 0.00 MEMBER 66 Max 0.00 372.57 0.00 0.00 0.00 221.21 Min 0.00 -372.57 0.00 0.00 0.00 0.00 MEMBER 67 Max 0.00 464.07 0.00 0.00 0.00 343.21 Min 0.00 -464:07 0.00 0.00 0.00 0.00 MEMBER 68 Max 0.00 575.20 0.00 0.00 0.00 527.27 Min 0.00 -575.20 0.00 0.00 0.00 0.00 MEMBER 69 Max 0.00 119.49 0.00 0.00 0.00 35.47 Min 0.00 -119.49 0.00 0.00 0.00 0.00 MEMBER 70 Max 0.09 262.37 0.01 0.00 0.00 270.19 Min -0.14 -309.64 0.00 0.00 0.00 0.00 MEMBER 71 Max 0.00 628.56 0.00 0.00 0.00 1617.23 0.00 -628.56 0.00 0.00 0.00 0.00 •Min MEMBER 120 Max 0.00 470.78 0.00 0.00 0.00 907.24 Min 0.00 -470.78 0.00 0.00 0.00 0.00 MEMBER 121 Max 0.00 226.48 0.00 0.00 0.00 209.97 Min 0.00 -226.48 0.00 0.00 0.00 0.00 Condition : c10=dl+llr Axial Shear V2 Shear V3 Torsion M22 M33 [Lb] [Lb] [Lb] [Lb -ft] [Lb -ft] [Lb -ft] MEMBER 39 - --------------------------------------------------------------- Max 0.00 867.71 0.00 0.00 0.00 2232.54 Min 0.00 -867.71 0.00. 0.00 0.00 0.00 MEMBER 40 Max 0.12 328.68 0.04 0.00 0.08 315.61 Min -0.19 -375.97 -0.14 0.00 -0.06 0.00 MEMBER 41 Max 0.00 67.23 0.00 0.00 0.00 19.96 Min 0.00 -67.23 0.00 0.00 0.00 0.00 MEMBER 42 Max 0.00 1475.16 0.00 0.00 0.00 2069.57 Min 0.00 -1475.16 0.00 0.00 0.00 0.00 MEMBER 43 Max 0.00 1577.20 0.00 0.00 0.00 2365.81 Min 0.00 -1577.20 0.00 0.00 0.00 0.00 MEMBER 44 Max 0.91 1752.22 0.85 0.00 0.62 2535.50 Min -2.83 -1633.77 -0.03 0.00 -0.40 0.00 MEMBER 45 Max 0.00 1577.20 0.00 0.00 0.00 2365.81 0.00 -1577.20 0.00 0.00 0.00 0.00 •Min MEMBER 46 Max 1.00 1773.76 2.41 0.00 1.21 2491.98 Min" -5.00 -1619.17 -0.02 0.00 -0.97 0.00 MEMBER 47 Max 0.00 1577.20 0.00 0.00 0.00 2365.81 Min 0.00 -1577.20 0.00 0.00 0.00 0.00 MEMBER 48 Max 0.00 1577.20 0.00 0.00 0.00 2365.81 Min 0.00 -1577.20 0.00 0.00 0.00 0.00 MEMBER 49 Max 0.00 1577.20 0.00 0.00 0.00 2365.81 Min 0.00 -1577.20 0.00 0.00 0.00 0.00 MEMBER50 Max 0.00 67.23 0.00 0.00 0.00 19.96 Min 0.00 -67.23 0.00 0.00 0.00 0.00 MEMBER 51 Max 0.10 240.64 0.27 0.00 0.12 171.71 Min -0.16 -240.64 -0.08 0.00 -0.15 0.00 MEMBER 52 Max 0.00 867.71 0.00 0.00 0.00 2232.54 Min 0.00 -867.71 0.00 0.00 0.00 0.00 MEMBER 53 Max 0.00 361.84 0.00 0.00 0.00 388.22 Min 0.00 -361.84 0.00 0.00 0.00 0.00 MEMBER 54 Max 0.21 580.87 0.03 0.00 0.36 629.91 Min -0.68 -461.03 -0.89 0.00 -0.50 0.00 MEMBER 55 Max 0.00 143.38 0.00 0.00 0.00 42.57 Min 0.00 -143.38 0.00 0.00 0.00 0.00 MEMBER 56 Max 0.00 606.28 0.00 0.00 0.00 281.03 Min - 0.00 -606.28 0.00 0.00 0.00 0.00 MEMBER 57 Max 0.00 967.38 0.00 0.00 0.00 715.48 Min 0.00 -967.38 0.00 0.00 0.00 0.00 MEMBER 58 Max 0.00 1961.97 0.00 0.00 0.00 2942.96 Min 0.00 -1961.97 0.00 0.00 0.00 0.00 . MEMBER 59 Max 0.00 585.84 0.00 .0.00 0.00 262.40 Min 0.00 -585.84 0.00 0.00 0.00 0.00 MEMBER 60 Max 0.00 1403.36 0.00 0.00 0.00 1505.70 0.00 -1403.36 0.00 0.00 0.00 0.00 •Min MEMBER 61 Max 0.72 2017.10 0.05 0.00 0.32 3105.49 Min -1.31 -2083.94 -0.31 0.00 -0.31 0.00 MEMBER 62 Max 0.00 1253.47 0.00 0.00 0.00 1201.23 Min 0.00 -1253.47 0.00 0.00 0.00 0.00 MEMBER 63 Max 0.00 1253.47 0.00 0.00 0.00 1201.23 Min 0.00 -1253.47 0.00 0.00 0.00 0.00 MEMBER 64 Max 0.44 1320.42 0.13 0.00. 1.20 1330.21 Min -1.24 -1431.76 -2.41 0.00 -1.12 0.00 MEMBER 65 Max 0.00 1403.36 0.00 0.00 0.00 1505.70 Min 0.00 -1403.36 0.00 0.00 0.00 MEMBER 66 Max 0.00 776.61 0.00 0.00 0.00 461.11 Min 0.00 -776.61 0.00 0.00 0.00 0.00 MEMBER 67 Max 0.00 967.35 0.00 0.00 0.00 715.43 Min 0.00 -967.35 0.00 0.00 0.00 0.00 MEMBER 68 Max 0.00 1198.99 0.00 0.00 0.00 1099.09 Min 0.00 -1198.99 0.00 0.00 0.00 0.00 MEMBER 69 Max 0.00 143.38. 0.00 0.00 0.00 42.57 Min 0.00 -143.38 0.00 0.00 0.00 0.00 MEMBER 70 Max 0.10 328.69 0.13 0.00 0.06 315.62 Min -0.15 -375.97 -0.04 0.00 -0.08 0.00 MEMBER 71 Max 0.00 867.71 0.00 0.00 0.00 2232.54 0.00 -867.71 0.00 0.00 0.00 0.00 •Min MEMBER 120 Max 0.00 649.90 0.00 0.00 0.00 1252.42 Min 0.00 -649.90 0.00 0.00 0.00 0.00 MEMBER 121 Max 0.00 312.66 0.00 0.00 0.00 289.86 Min 0.00 -312.66 0.00 0.00 0.00 0.00 Condition-: c11=dl+0.7143egx Axial Shear V2 [Lb] [Lb] •Min MEMBER 50 Max Min MEMBER 51 Max Min MEMBER 52 Max Min MEMBER 53 Max Min MEMBER 54 Max Min MEMBER 55 Max Min MEMBER 56 Max Min MEMBER 57 Max Min MEMBER 58 Max Min MEMBER 59 Max Min MEMBER 60 Max • Min MEMBER 61 Max Min MEMBER 62 Max Min Shear V3 Torsion M22 M33 [Lb] [Lb -ft] [Lb -ft] [Lb -ft] 0.00 =------------------ MEMBER 39 0.00 Max 0.00 Min 0.00 MEMBER 40 0.00 Max 0.00 Min 0.44 MEMBER 41 24.03 Max 44.18 Min -0.29 MEMBER 42 -78.54 Max -34.28 Min 0.00 MEMBER 43 0.00 Max 0.00 Min 0.00 MEMBER 44 0.00 Max 0.00 Min 0.00 MEMBER 45 0.00 Max 0.00 Min 0.00 MEMBER 46 0.00 Max 0.00 Min 0.00 MEMBER 47 0.00 Max 0.00 Min 0.00 MEMBER 48 0.00 Max 0.00 Min 0.38 MEMBER 49 0.86 Max •Min MEMBER 50 Max Min MEMBER 51 Max Min MEMBER 52 Max Min MEMBER 53 Max Min MEMBER 54 Max Min MEMBER 55 Max Min MEMBER 56 Max Min MEMBER 57 Max Min MEMBER 58 Max Min MEMBER 59 Max Min MEMBER 60 Max • Min MEMBER 61 Max Min MEMBER 62 Max Min Shear V3 Torsion M22 M33 [Lb] [Lb -ft] [Lb -ft] [Lb -ft] 0.00 628.56 0.00 0.00 0.00 1617.23 0.00 -628.56 0.00 0.00 0.00 0.00 0.44 262.36 24.03 0.00 44.18 270.18 -0.29 -309.65 -78.54 0.00 -34.28 0.00 0.00 49.24 0.00 0.00 0.00 14.62 0.00 -49.24 0.00 0.00 0.00 0.00 0.00 548.37 0.00 0.00 0.00 769.34 0.00 -548.37 0.00 0.00 0.00 0.00 0.00 586.30 0.00 0.00 0.00 879.46 0.00 -586.30 0.00 0.00 0.00 0.00 0.38 761.31 0.86 0.00 0.63 1057.36 -1.16 -642.88 -0.03 0.00 -0.40 0.00 0.00 586.30 0.00. 0.00 0.00 879.46 0.00 -586.30 0.00 0.00 0.00 0.00 0.41 780.67 2.41 0.00 1.20 1001.86 -2.06 -626.10 -0.02 0.00 -0.97 0.00 0.00 586.30 0.00 0.00 0.00 879.46 0.00 -586.30 0.00 0.00 0.00 0.00 0.00 586.30 0.00 0.00 0.00 879.46 0.00 -586.30 0.00 0.00 0.00 0.00 0.00 586.30 0.00 0.00 0.00 879.46 0.00 -586.30 0.00 0.00 0.00 0.00 0.00 49.24 0.00 0.00 0.00 14.62 0.00 -49.24. 0.00 0.00 0.00 0.00 0.46 174.32 9.79 0.00 18.01 124.38 -0.30 -174.32 -32.01 0.00 -13.97 0.00 0.00 628.56 0.00 0.00 0.00 1617.23 0.00 -628.56 0.00 0.00 0.00 0.00 0.00 262.11 0.00• 0.00 0.00 281.22 0.00 -262.11 0.00 0.00 0.00 0.00 0.32 468.07 93.20 0.00 52.43 496.16 -1.06 -348.24 -3.04 0.00 -38.06 0.00 0.00 119.49 0.00 0.00 0.00 35.47 0.00 -119.49 0.00 0.00 0.00 0.00 0.00 290.85 0.00 0.00 0.00 134.82 0.00 -290.85 0.00 0.00 0.00 0.00 0.00 464.08 0.00 0.00 0.00 343.24 -0.00 -464.08 0.00 0.00 0.00 0.00 0.00 941.22 0.00 0.00 0.00 1411.83 0.00 -941.22 0.00 0.00 0.00 0.00 0.00 281.05 0.00 0.00 0.00 125.88 0.00 -281.05 0.00 0.00 0.00 0.00 0.00 673.24 0.00 0.00 0.00 722.34 0.00 -673.24 0.00 0.00 0.00 0.00 0.36 1010.51 0.05 .0.00 0.32 1627.19 -0.65 -1077.37 -0.31 0.00 -0.31 0.00 0.00 601.33 0.00 0.00 0.00 576.27 0.00 -601.33 0.00 0.00 0.00 0.00 63 &I MEMBER 63 Max 0.00 601.33 0.00 0.00 0.00 576.27 Min 0.00 -601.33 0.00 0.00 0.00 0.00 MEMBER 64 Max 0.24 664.71 0.13 0.00 1.20 704.14 -0.69 -776.09 -2.40 0.00 -1.11 0.00 •Min MEMBER 65 Max 0.00 673.24 0.00 0.00 0.00 722.34 Min 0.00 -673.24 0.00 0.00 0.00 0.00 MEMBER 66 Max 0.00 372.57 0.00 0.00 0.00 221.21 Min 0.00 -372.57 0.00 0.00 0.00 0.00 MEMBER 67 Max 0.00 464.07 0.00 0.00 0.00 343.21 Min 0.00 -464.07 0.00 0.00 0.00 0.00 MEMBER 68 Max '0.00 575.20 0.00 0.00 0.00 527.27 Min 0.00 -575.20 0.00 0.00 0.00 0.00 MEMBER 69 Max 0.00 119.49 0.00 0.00 0.00 35.47 Min 0.00 -119.49 0.00 0.00 0.00 0.00 MEMBER 70 Max 0.48 262.37 78.53 0.00 34.27 270.19 Min -0.73 -309.64 -24.03 0.00 -44.17 0.00 MEMBER 71 Max 0.00 628.56 0.00 0.00 0.00 1617.23 Min 0.00 -628.56 0.00 0.00 0.00 0.00 MEMBER 120 Max 0.00 470.77 0.00 0.00 0.00 907.20 Min 0.00 -470.79 0.00 0.00 0.00 0.00 MEMBER 121 Max 0.00 226.47 0.00 0.00 0.00 209.94 Min 0.00 -226.50 0.00 0.00 0.00 0.00 Condition : c12=dl+0.7143egz Axial ' Shear V2 Shear V3 Torsion M22 M33 [Lb] [Lb] [Lb] [Lb -ft) [Lb -ft] [Lb -ft] ------------------------------------------------------------------------------------------------------------------------------------ MEMBER 39 Max 0.00 628.56 0.00 0.00 0.00 1617.23 Min 0.00 -628.56 0.00 0.00 0.00 0.00 MEMBER 40 Max 0.24 262.36 458.51 0.00 200.13 270.18 Min -0.38 -309.65 -140.28 0.00 -257.90 0.00 MEMBER 41 Max 0.00 49.24 0.00 0.00 0.00 14.62 Min 0.00 -49.24 0.00 0.00 0.00 0.00 MEMBER 42 Max 0.00 548.37 0.00 0.00 0.00 769.34 Min 0.00 -548.37 0.00 0.00 0.00 0.00 MEMBER 43 Max 0.00 586.30 0.00 0.00 0.00 879.46 Min 0.00 -586.30 0.00 0.00 0.00 0.00 MEMBER 44 Max 0.35 761.31 0.85 0.00 0.63 1057.35 Min -1.09 -642.88 -0.03 0.00 -0.40 0.00 MEMBER 45 Max 0.00 586.30 0.00 0.00 0.00 879.46 Min 0.00 -586.30 0.00 0.00 0.00 0.00 MEMBER 46 Max 0.39 780.67 2.41 0.00 1.20 1001.87 Min -1.93 -626.11 -0.02 0.00 -0.97 0.00 MEMBER 47 Max 0.00 586.30 0.00 0.00 0.00 879.46 Min 0.00 -586.30 0.00 0.00 0.00 0.00 MEMBER 48 Max 0.00 586.30 0.00 0.00 0.00 879.46 Min 0.00 -586.30 0.00 0.00 0.00 0.00 MEMBER 49 Max 0.00 586.30 0.00 0.00 0.00 879.46 0.00 -586.30 0.00 0.00 0.00 0.00 •Min MEMBER 50 Max 0.00 49.24 0.00 0.00 0.00 14.62 Min 0.00 -49.24 0.00 0.00 0.00 0.00 MEMBER 51 Max 0.18 174.32 188.48 0.00 82.27 124.38 Min -0.12 -174.32 -57.66 0.00 -106.02 0.00 &I MEMBER 52 Max 0.00 628.56 0.00 0.00 0.00 1617.23 Min 0.00 -628.56 0.00 0.00 0.00 0.00 MEMBER 53 Max 0.00 262.11 0.00 0.00 0.00 281.22 0.00 -262.11 0.00 0.00 0.00 0.00 •Min MEMBER 54 Max 0.15 468.07 17.83 0.00 223.39 496.16 Min -0.50 -348.24 -547.10 0.00 -307.75 0.00 MEMBER 55 Max 0.00 119.49 0.00 0.00 0.00 35.47 Min 0.00 -119.49 0.00 0.00 0.00 0.00 MEMBER 56 Max 0.00 290.85 0.00 0.00 0.00 134.82 Min 0.00 -290.85 0.00 0.00 0.00 0.00 MEMBER 57 Max 0.00 464.08 0.00 0.00 0.00 343.24 Min 0.00 -464.08 0.00 0.00 0.00 0.00 MEMBER 58 Max 0.00 941.22 0.00 '0.00 0.00 1411.83 Min 0.00 -941.22 0.00 0.00 0.00 0.00 MEMBER 59 Max 0.00 281.05 0.00 0.00 0.00 125.88 Min 0.00 -281.05 0.00 0.00 0.00 0.00 MEMBER 60 Max 0.00 673.24 0.00 0.00 0.00 722.34 Min 0.00 -673.24 0.00 0.00 0.00 0.00 MEMBER 61 Max 0.32 1010.51 0.05 0.00 0.32 1627.19 Min -0.58 -1077.37 -0.31 0.00 -0.31 0.00 MEMBER 62 Max 0.00 601.33 0.00 0.00 0.00 576.27 Min 0.00 -601.33 0.00 0.00 0.00 0.00 MEMBER 63 Max 0.00 601.33 0.00 0.00 0.00 576.27 Min 0.00 -601.33 0.00 0.00 0.00 0.00 MEMBER 64 Max 0.15 664.71 0.13 0.00 1.20 704.14 Min MEMBER 65 -0.42 -776.09 -2.40 0.00 -1.11 0.00 Max 0.00 673.24 0.00 0.00 0.00 722.34 Min 0.00 -673.24 0.00 0.00 0.00 0.00 MEMBER 66 Max 0.00 372.57 0.00 0.00 0.00 221.21 Min 0.00 -372.57 0.00 0.00 0.00 0.00 MEMBER 67 Max 0.00 464.07 0.00 0.00 0.00 343.21 Min 0.00 -464.07 0.00 0.00 0.00 0.00 MEMBER 68 Max 0.00 575.20 0.00 0.00 0.00 527.27 Min 0.00 -575.20 0.00 0.00 0.00 0.00 MEMBER 69 Max 0.00 119.49 0.00 0.00 0.00 35.47 Min 0.00 -119.49 0.00 0.00 0.00 0.00 MEMBER 70 Max 0.22 262.37 140.30 0.00 257.90 270.19 Min -0.34 -309.64 -458.48 0.00 -200.10 0.00 MEMBER 71 Max 0.00 628.56 0.00 0.00 0.00 1617.23 Min 0.00 -628.56 0.00 0.00 0.00 0.00 MEMBER 120 Max 0.00 470.78 0.00 0.00 0.00 907.23 Min 0.00 -470.78 0.00 0.00 0.00 0.00 MEMBER 121 Max 0.00 226.49 0.00 0.00 0.00 209.97 Min 0.00 -226.48 0.00 0.00 0.00 0.00 • �M RAM Advanse File C:\Program Files\Ram\RamAdvanseEng\Data\Dawson Garage Grade Beam.AVW Units Lb -ft Date 9/13/2003 10:15:45 PM Analysis Results Maximum relative deflections CONDITION IIr=Roof LL 20psf Member ---------------------------------------------------------------------------------------------------------------- Defl/L(2) @(%) Defl/L(3) @(%) 39 0.00060 50.00000 0.00000 50.00000 40 0.00001 50.00000 0.00000 37.50000 41 0.00000 50.00000 0.00000 50.00000 42 0.00070 50.00000 0.00000 37.50000 43 0.00086 50.00000 0.00000 50.00000 44 0.00086 50.00000 0.00000 75.00000 45 0.00086 50.00000 0.00000 50.00000 46 0.00008 50.00000 0.00000 75.00000 47 0.00086 50.00000 0.00000 37.50000 48 0.00086 50.00000 0.00000 50.00000 49 0.00086 50.00000 0.00000 50.00000 50 0.00000 50.00000 0.00000 50.00000 51 0.00001 50.00000 0.00000 37.50000 52 0.00060 50.00000 0.00000 50.00000 53 0.00005 50.00000 0.00000 50.00000 54 0.00006 50.00000 0.00000 75.00000 55 0.00000 50.00000 0.00000 50.00000 56 0.00003 50.00000 0.00000 25.00000 57 0.00011 50.00000 0.00000 50.00000 58 0.00088 50.00000 0.00000 . 50.00000 59 0.00003 50.00000 0.00000 37.50000 60 0.00033 50.00000 0.00000 37.50000 61 0.00085 50.00000 0.00000 37.50000 62 0.00024 50.00000 0.00000 50.00000 63 0.00024 50.00000 0.00000 62.50000 64 0.00024 50.00000 0.00000 37.50000 65 0.00033 50.00000 0.00000 37.50000 66 0.00006 50.00000 0.00000 50.00000 67 0.00011 50.00000 0.00000 62.50000 68 0.00021 50.00000 0.00000 25.00000 69 0.00000 50.00000 0.00000 37.50000 70 0.00001 50.00000 0.00000 37.50000 71 0.00060 50.00000 0.00000 37.50000 120 0.00025 50.00000 0.00000 62.50000 121 --------------------------------------------------------------------------------------------------------------- 0.00003 50.00000 0.00000 50.00000 CONDITION c10=dl+IIr Member Defl/L(2) @(%) Defl/L(3) @(%) 39 0.00217 50.00000 0.00000 37.50000 40 0.00008 50.00000 0.00000 37.50000 41 0.00000 50.00000 0.00000 50.00000 42 0.00112 50.00000 0.00000 37.50000 43 0.00136 50.00000 0.00000 50.00000 44 0.00173 50.00000 0.00000 75.00000 45 0.00136 50.00000 0.00000 50.00000 46 0.00092 50.00000 0.00000 75.00000 47 0.00136 50.00000 0.00000 37.50000 48 0.00136 50.00000 0.00000 50.00000 49 0.00136 50.00000 0.00000 62.50000 50 0.00000 50.00000 0.00000 50.00000 51 0.00005 50.00000 0.00000 37.50000 0.00217 50.00000 0.00000 37.50000 •52 53 0.00016 50.00000 0.00000 37.50000 54 0.00030 50.00000 0.00000 75.00000 55 0.00001 .50.00000 0.00000 50.00000 56 0.00006 50.00000 0.00000 25.00000 57 0.00022 50.00000 0.00000 50.00000 58 0.00169 50.00000 0.00000 50.00000 61G 59 0.00006 50.00000 0.00000 37.50000 60 0.00063 50.00000 0.00000 37.50000 61 0.00202 50.00000 0.00000 37.50000 62 0.00046 50.00000 0.00000 37.50000 63 0.00046 50.00000 0.00000 62.50000 0.00058 50.00000 0.00000 25.00000 •64 65 0.00063 50.00000 0.00000 37.50000 66 0.00012 50.00000 0.00000 12.50000 67 0.00022 50.00000 0.00000 25.00000 68 0.00040 50.00000 0.00000 50.00000 69 0.00001 50.00000 0.00000 50.00000 70 0.00008 50.00000 0.00000 37.50000 71 0.00217 50.00000 0.00000 37.50000 120 0.00097 50.00000 0.00000 87.50000 121 0.00011 50.00000 0.00000 50.00000 C, • 69 -7 910 RAM RAM Advanse File C:\Program Files\Ram\RamAdvanseEng\Data\Dawson Garage Grade Beam.AVW •Units Lb -ft Date 9/6/2003 8:38:53 PM Wood Design Design Summary . A S D Design Code Note.- Only wood members descriptions are printed. Note.- Only graphically selected elements will be printed CODE CHECK MAXIMUM STRESS RATIOS MaxRatio = Maximum stress ratio Controls = Controlling forces (Axial -Bending, Shear -Torsion) B. Stat. = Station where maxRatio occurs Report type : Brief - All Load conditions to be included in design dl=Dead load c10=dl+llr c11=dl+0.7143egx c12=dl+0.7143egz Description Section Member Case Controls f - - ------------------------- F --------- f/--F Status - - - --------------------------------------------------- [psi] [psi] ... Header S4S 4x6 and 65 - ----------------------------------------------------- c10 @ 0 It Shear -Torsion -- -- -- - - - 85.92 -------------------------------------------- 118.75 0.72 OK C11 @ 0 ft Shear -Torsion 41.22 152.00. 0.27 OK c12 @ 0 ft Shear -Torsion 41.22 152.00 0.27 OK dl @ 0 ft Shear -Torsion 41.22 85.50 0.48 OK 39 c10 @ 5.14583 ft Axial -Bending 0.70 OK c11 @ 5.14583 ft Axial -Bending - 0.39 OK C12 @ 5.14583 ft Axial -Bending -0.39 OK dl @ 5.14583 ft Axial -Bending -- 0.70 OK 40 c10 @ 0 ft Shear -Torsion 23.02 118.75 0.19 OK C11 @ 0 ft Shear -Torsion 18.96 152.00 0.12 OK c12 @ 0 ft Shear -Torsion 28.07 152.00 0.18 OK dl @ 0 ft Shear -Torsion 18.96 85.50 0.22 OK 41 c10 @ 1.1875 ft Shear -Torsion 4.12 118.75 0.03 OK C11 @ oft Shear -Torsion 3.01 152.00 0.02 OK c12 @ 1.1875 ft Shear -Torsion 3.01 152.00 0.02 OK dl @ 1.1875 ft Shear -Torsion 3.01 85.50 0.04 OK 42 c10 @ 0 ft Shear -Torsion 90.32 118.75 0.76 OK C11 @ 0 ft Shear -Torsion 33.57 152.00 0.22 OK c12 @ 0 ft Shear -Torsion 33.57 152.00 0.22 OK _dl @ 0 ft Shear -Torsion 33.57 85.50 0.39 OK 43 c10 @ 6 ft Shear -Torsion 96.56 118.75 0.81 OK C11 @ oft Shear -Torsion 35.90 152.00 0.24 OK c12 @ 0 ft Shear -Torsion 35.90 152.00 0.24 OK dl @ 0 ft Shear -Torsion 35.90 85.50 0.42 OK 44 c10 @ 6 ft Shear -Torsion 107.28 118.75 0.90 OK c11 @ 6 ft Shear -Torsion 46.61 152.00 0.31 OK c12 @ 6 ft Shear -Torsion 46.61 152.00 0.31 OK dl @ 6 ft Shear -Torsion 46.61 85.50 0.55 OK 45 c10 @ 0 ft Shear -Torsion 96.56 118.75 0.81 OK C11 @ 0 ft Shear -Torsion 35.90 152.00 0.24 OK c12 @ 0 ft Shear -Torsion 35.90 152.00 0.24 OK dl @ 0 ft Shear -Torsion 35.90 85.50 0.42 OK 46 c10 @ 6.0132 ft Shear -Torsion 108.60 118.75 0.91 OK c11 @ 6.0132 ft Shear -Torsion 47.80 152.00 0.31 OK c12 @ 6.0132 ft Shear -Torsion 47.80 152.00 0.31 OK dl @ 6.0132 ft Shear -Torsion 47.80 85.50 0.56 OK 47 c10 @ 6 ft Shear -Torsion 96.56 118.75 0.81 OK • c11 @ 6 ft Shear -Torsion 35.90 152.00 0.24 OK c12 @ 6 ft Shear -Torsion 35.90 152.00 0.24 OK dl @ 6 ft Shear -Torsion 35.90 85.50 0.42 OK 48 c10 @ 0 ft Shear -Torsion 96,56 118.75 0.81 OK C11 @ 0 ft Shear -Torsion 35.90 152.00 0.24 OK 0 c12 @ Oft Shear -Torsion 35.90 152.00 0.24 OK dl @ 0 ft Shear -Torsion 35.90 85.50 0.42 OK 49 c10 @ 0 ft Shear -Torsion 96.56 118.75 0.81 OK C11 @ 0 ft Shear -Torsion 35.90 152.00 0.24 OK c12 @ Oft Shear -Torsion 35.90 152.00 0.24 OK • dl @ Oft Shear -Torsion 35.90 85.50 0.42 6K. 50 c10 @ Oft Shear -Torsion 4.12 118.75 0.03 OK C11 @ Oft Shear -Torsion 3.01 152.00 0.02 OK c12@ 1.1875 ft , Shear -Torsion 3.01 152.00 0.02 OK dl @ 0 ft Shear -Torsion 3.01 85.50 0.04 OK 51 c10 @ 2.85416 ft Shear -Torsion 14.73 118.75 0.12 OK c11 @ 2.85416 ft Shear -Torsion 10.67 152.00 0.07 OK c12 @ 0 ft Shear -Torsion 11.54 152.00 0.08 OK dl @ 2.85416 ft Shear -Torsion 10.67 85.50 0.12 OK 52 c10 @ 5.14583 ft Axial -Bending -- 0.70 OK c11 @ 5.14583 ft Axial -Bending -- 0.39 OK c12 @ 5.14583 ft Axial -Bending -- 0.39 OK dl @ 5.14583 ft Axial -Bending 0.70 OK 53 c10 @ 0 ft Shear -Torsion 22.15 118.75 0.19 OK C11 @ Oft Shear -Torsion 16.05 152.00 0.11 OK 02 @ 0 ft Shear -Torsion 16.05 152.00 0.11 OK dl @ 0 ft Shear -Torsion 16.05 85.50 0.19 OK 54 c10 @ 4.85417 ft Shear -Torsion 35.56 118.75 0.30 OK c11 @ 4.85417 ft Shear -Torsion 28.66 152.00 0.19 OK c12 @ 3.88333 ft Shear -Torsion 33.50 152.00 0.22 OK dl @ 4.85417 ft Shear -Torsion 28.66 85.50 0.34 OK 55 c10 @ 1.1875 ft Shear -Torsion 8.78 118.75 0.07 OK c11 @ 1.1875 ft Shear -Torsion 7.32 152.00 0.05 OK c12 @ 0 ft Shear -Torsion 7.32 152.00 0.05 OK dl @ 0 ft Shear -Torsion 7.32 185.50 0.09 OK 56 c10 @ 1.8541 ft Shear -Torsion 37.12 118.75 0.31 OK c11 @ 1.8541 ft Shear -Torsion 17.81 152.00 0.12 OK c12 @ 1.8541 ft Shear -Torsion 17.81 152.00 0.12 OK dl @ 1.8541 ft Shear -Torsion 17.81 85.50 0.21 OK 57 c10 @ 2.9584 ft Shear -Torsion 59.23 118.75 0.50 OK c11 @ 2.9584 ft Shear -Torsion 28.41 152.00 0.19 OK c12 @ 2.9584 ft Shear -Torsion 28.41 152.00 0.19 OK dl @ 2.9584 ft Shear -Torsion 28.41 85.50 0.33 OK 58 c10 @ 6 ft c11 @ 6 ft Shear -Torsion Shear -Torsion 120.12 57.63 118.75 152.00 1.01 0.38 N.G. OK 02 @ 6 ft Shear -Torsion 57.63 152.00 0.38 OK dl @ 6 ft Shear -Torsion 57.63 85.50 0.67 OK 59 c10 @ 1.7916 ft Shear -Torsion 35.87 118.75 0.30 OK c11 @ 1.7916 ft Shear -Torsion 17.21 152.00 0.11 OK c12 @ 1.7916 ft Shear -Torsion 17.21 152.00 0.11 OK dl @ 1.7916 ft Shear -Torsion 17.21 85.50 0.20 OK 60 c10 @ 0 ft Shear -Torsion 85.92 118.75 0.72 OK c11 @ 0 ft Shear -Torsion 41.22 152.00 0.27 OK c12 @ 0 ft Shear -Torsion 41.22 152.00 0.27 OK dl @ 0 ft Shear -Torsion 41.22 85.50 0.48 'OK 61 c10 @ 0 ft Shear -Torsion 127.59 118.75 1.07 N. G. - �h c11 @ 0 ft Shear -Torsion 65.96 152.00 0.43 OK c12 @ 0 ft Shear -Torsion 65.96 152.00 0.43 OK dl @ 0 ff Shear -Torsion 65.96 85.50 0.77 OK 62 c10 @ 3.8333 ft Shear -Torsion 76.74 118.75 0.65 OK C11 @ 0 ft Shear -Torsion 36.82 152.00 0.24 OK c12 @ 0 ft Shear -Torsion . 36.82 152.00 0.24 OK dl @ 0 ft Shear -Torsion 36.82 85.50 0.43 OK 63 c10 @ 0 ft Shear -Torsion 76.74 118.75 0.65 OK c11 @ 3.8333 ft Shear -Torsion 36.82 152.00 0.24 OK c12 @ 3.8333 ft Shear -Torsion 36.82 152.00 0.24 OK dl @ 3.8333 ft Shear -Torsion 36.82 85.50 0.43 OK 64 c10 @ 0 ft Shear -Torsion 87.66 118.75 0.74 OK C11 @ Oft Shear -Torsion 47.52 152.00 0.31 OK c12 @ 0 ft Shear -Torsion 47.52 152.00 0.31 OK dl @ 0 ft Shear -Torsion 47.52 85.50 0.56 OK 66 c10 @ 0 ft Shear -Torsion 47.55 118.75 0.40 OK c11 @ 0 ft Shear -Torsion 22.81 152.00 0.15 OK c12 @ 0 ft Shear -Torsion 22.81 152.00 0.15 OK dl @ 0 ft Shear -Torsion 22.81 85.50 0.27 OK 67 c10 @ 0 ft Shear -Torsion 59.23 118.75 0.50 OK c11 @ 0 ft Shear -Torsion 28.41 152.00 0.19 OK • c12 @ 0 ft Shear -Torsion 28.41 152.00 0.19 OK dl @ 0 ft Shear -Torsion 28.41 85.50 0.33 OK 68 c10 @ 0 ft Shear -Torsion 73.41 118.75 0.62 OK c11 @ 0 ft Shear -Torsion 35.22 152.00 0.23 OK c12 @ 0 ft Shear -Torsion 35.22 152.00 0.23 OK dl @ 0 ft Shear -Torsion 35.22 85.50 0.41 OK 69 c10 @ 0 ft Shear -Torsion 8.78 118.75 0.07 OK C11 @ 0 ft Shear -Torsion 7.32 152.00 0.05 OK c12 @ Oft Shear -Torsion 7.32 152.00 0.05 OK dl @ 0 ft Shear -Torsion 7.32 85.50 0.09 OK 70 c10 @ Oft Shear -Torsion 23.02 118.75 0.19 OK c11 @ 0 ft Shear -Torsion 18.96 152.00 0.12 OK • 02 @ 0 ft Shear -Torsion 28.07 152.00 0.18 OK dl @ Oft Shear -Torsion 18.96 85.50 0.22 OK 71 c10 @ 5.14583 ft Axial -Bending 0.70 OK c11 @ 5.14583 ft Axial -Bending 0.39 OK c12 @ 5.14583 It Axial -Bending -- -- 0.39 OK dl @ 5.14583 ft Axial -Bending -- 0.70 OK 120 c10 @ 3.85417 ft Axial -Bending -- 0.39 OK c11 @ 3.85417 ft Axial -Bending 0.22 OK c12 @ 3.85417 ft Axial -Bending 0.22 OK dl @ 3.85417 ft Axial -Bending 0.39 OK 121 c10 @ 3.70833 ft Shear -Torsion 19.14 118.75 0.16 OK C11 @ 0 ft Shear -Torsion 13.87 152.00 0.09 OK C12 @ 3.70833 ft Shear -Torsion 13.87 152.00 0.09 OK dl @ 3.70833 ft Shear -Torsion 13.87 85.50 0.16 OK • • -7o • Report type : Detailed for all load conditions Load conditions to be included in design dl=Dead load c10=dl+llr MEMBER : 61 (� ----------------------- ----------------------- ` .. it001'/ DESCRIPTION: Member 61 - Header ---------------------------------------------------------------------------------------------------------LoOPT- - DESIGN PARAMETERS Physical length, L Maximum suggested length, Lmax Effective length (bending), Le Unbraced length (bending), Lu Unsupported length (comp.) L33, L22 Effective Length Factor, K Lateral bracing Euler buckling coef. (bending), Kbe Slenderness ratio (bending), Rb Min. sup. length (bearing) ADJUSTMENT FACTORS b station d r. .Y Case Section S4S 06 and 2x4 d = 7.00 [in] b = 3.50 [in] A = 24.50 [in2] 133 = 100.04 [in4] 122 = 25.01 [in4] S33 = 28.58 [in3] S22 = 14.29 [in3] DESIGN PARAMETERS Physical length, L Maximum suggested length, Lmax Effective length (bending), Le Unbraced length (bending), Lu Unsupported length (comp.) L33, L22 Effective Length Factor, K Lateral bracing Euler buckling coef. (bending), Kbe Slenderness ratio (bending), Rb Min. sup. length (bearing) ADJUSTMENT FACTORS Considering the governing station Parameter [Lb/in2] Case ------------------------------------------------------- E = 1.60E+06 Shear -2 Fb33 = 900.000 c10 @ 2.95835 ft Fb22 = 900.000 dl @ 0 ft Fv = 95.000 00 @ 0 ft Ft = 575.000 c10 @ 2.36668 ft Fc = 1350.000 cl0 @ 0 ft Fcp = 625.000 1.00 CODE Checks Description f F Douglas Fir -Larch [Lb/in2] [Lb/in2] Shear -2 127.588 118.750 Bending 3-3 1303.760 1350.000 Overall capacity ratio Status Material Dimension Lumber\DFir-L_No2 Species Douglas Fir -Larch Grade No.2 (Lumber) Service Conditions 30.00 Temperature t<=100f Moisture cond. Dry Wood - Unincised Repetitive member No CD •------------------------------------------------------------------------------------------------------------------ Plane 1-2 Plane 1-3 --------------------------------------------------------- IN 5.92 Ci IN 30.00 1.00 [ft] 2.75 [ft] 1.33 - [ft] 5.92 5.92 1.00 1.00 1.00 0.90 No No 1.20 0.44 1.00 4.34 -- [in] 0.95 -- CD •------------------------------------------------------------------------------------------------------------------ Ct CM CF[Cv Cfu CrICH Ci CL]Cp]CN 1.00 1.00 1.00 1.25 1.00 1.00 1.20 1.00 1.00 1.00 0.90 1.00 1.00 1.20 1.05 1.00 1.00 1.25 1.00 1.00 1.00 1.00 1.00 1.25 1.00 1.00 1.20 1.00 1.25 1.00 1.00 1.05 1.00 0.54 1.00 1.00 1.00 f/F Case Axial Shear V2 [Kip] [Kip] 1.07 c10 @ 0 ft 0.00 -2.08 0.97 c10 @ 2.95835 ft 0.00 0.08 -------------------------------------------------------- 1.07 ----------------------------------_----------------- 1.07 (Shear -Torsion) O K. N.G. M33 Shear V3 [Kip"ft] [Kip] 0.00 0.00 3.11 0.00 M22 Torsion [Kip'ft] [Kip'ft] ------------------------ 0.00 0.00 0.00 0.00 RAM Adar File : DawsonGrade Beam.AVW • Analysis (1st order) • Condition: dl=Dea,*d Date: 9/13/2003 11:04:51 PIVI - --- ------- z ;Y ,,M,,13MM 36\M 35 33 M 32 M 31 M 30 M 29 M 28 - /M 27M 26xM 25 ,M/21423 X \M M 22 ,,M 6 ,M 5 M4 _M7 " 9 X110 I'm 11 /M 12 IM 13 \M 14 \M 15 . .... . .... -M 21 M 20 'M 19 ,M 16 KW718 Post Layout Member Numbers Shown . ... ......... . M\1 RAM Advanse File C:\Program Files\Ram\RamAdvanseEng\Data\Dawson Garage Grade Beam.AVW Lb -ft •Units Date 9/6/2003 8:57:26 PM Floor Geometry data GLOSSARY [ft] Cm22 : Coefficient about axis 2 applied to bending term in interaction equation (1-11) Cm33 : Coefficient about axis 3 applied to bending term in interaction equation (1-11) d0 : Tapered member section depth at J end of member DJX : Rigid offset distance measured from J node in axis X DJY : Rigid offset distance measured from J node in axis Y DJZ : Rigid offset distance measured from J node in axis Z DKX : Rigid offset distance measured from K node in axis X DKY : Rigid offset distance measured from K node in axis Y DKZ : Rigid offset distance measured from K node in axis Z dL : Tapered member section depth at K end of member Ig factor : Inertia reduction factor (Effective Inertia/Gross Inertia) for reinforced concrete members K22 : Effective length factor about axis 2 K33 : Effective length factor about axis 3 L22 : Member length for calculation of axial capacity L33 : Member length for calculation of axial capacity Lb : Unbraced length between lateral supports to resist lateral torsional bucking RX : Rotation about X RY : Rotation about Y RZ : Rotation about Z TO : 1 = Tension only member 0 = Normal member TX : Translation in X TY : Translation in Y TZ : Translation in Z • Nodes �3 Node X Y Z Floor [ft] [ft] [ft] -------------------------------------------------------------------------------------------------------------- 2 21.5868 10.0833 -23.9037 1 3 26.4409 10.0833 -23.9037 1 4 30.7326 10.0833 -23.9037 1 5 38.4409 10.0833 -23.9037 1 6 48.7326 10.0833 -23.9037 1 7 51.5868 10.0833 -31.0912. 1 8 51.5868 10.0833 -37.0912 1 9 51.5868 10.0833 -43.0912 1 10 51.5868 10.0833 -49.1044 1 11 51.5868 10.0833 -55:1044 1 12 51.5868 10.0833 -61.1044 1 13 51.5868 10.0833 -67.1044 1 14 51.5868 10.0833 -72.7162 1 15 51.5868 10.0833 -73.9037 1 16 48.7326 10.0833 -73.9037 1 17 38.4409 10.0833 -73.9037 1 18 34.7326 10.0833 -73.9037 1 19 24.4409 10.0833 -73.9037 1 20 21.5868 10.0833 -73.9037 1 21 21.5868 10.0833 -72.7162 1 22 21.5868 10.0833 -69.0495 1 23 21.5868 10.0833 -66.0912 1 24 21.5868 10.0833 -63.7162 1 25 21.5868 10.0833 -59.4245 1 26 21.5868 10.0833 -55.5703 1 27 21.5868 10.0833 -51.737 1 28 21.5868 10.0833 -47.9037 1 29 30 21.5868 21.5868 10.0833 10.0833 -41.987 -37.6953 1 1 31 21.5868 10.0833 -35.9037 1 32 21.5868 10.0833 -29.9037 1 33 21.5868 10.0833 -26.9453 1 34 21.5868 10.0833 -25.0912 1 38 26.4409 0 -23.9037 0 �3 Members 71 39 38.4409 0 -23.9037 0 40 51.5868 0 -25.0912 0 41 51.5868 0 -31.0912 0 42 51.5868 0 -37.0912 0 51.5868 0 -43.0912 0 44 51.5868 0 -49.1044 0 _ •43 45 51.5868 0 -55.1044 0 46 51.5868 0 -61.1044 0 47 51.5868 0 -67.1044 0 48 51.5868 0 -72.7162 0 49 38.4409 0 -73.9037 0 50 24.4409 0 -73.9037 0 51 21.5868 0 -72.7162 0 52 21.5868 0 -69.0495 0 53 21.5868 0 -66.0912 0 54 21.5868 0 -63.7162 0 55 21.5868 0 -59.4245 0 56 21.5868 0 -55.5703 0 57 21.5868 0 -51.737 0 58 21.5868 0 -41.987 0 59 21.5868 0 -37.6953 0 60 21.5868 0 -26.9453 0 61 21.5868 0 -25.0912 0 64 51.5868 10.0833 -25.0912 1 65 51.5868 10.0833 -23.9037 1 121 34.7326 0 -73.9037 0 122 21.5868 0 -73.9037 0 123 21.5868 0 -47.9037 0 124 21.5868 0 -35.9037 0 125 21.5868 0 -29.9037 0 126 21.5868 0 -23.9037 0 127 51.5868 0 -73.9037 0 128 51.5868 0 -23.9037 0 129 48.7326 0 -23.9037 0 130 48.7326 0 -73.9037 0 131 --------------------------------------------------------------------------------------------------------------- 30.7326 0 -23.9037 0 • Restraints Node TX TY TZ RX RY RZ --------------------------------------------------------------------------------------- 59 1 0 1 0 0 0 122 1 0 1 0 0 0 126 1 0 1 0 0 0 127 1 0 1 0 0 0 128 1 0 1 0 0 0 131 1 0 1 0 0 0 Springs Node TX TY TZ RX RY RZ [Lb/ft] [Lb/ft] [Lb/ft] [Lb*ft/Rad] [Lb*ft/Rad] [Lb*ft/Rad] ----------------------------------------------------- 28 0 400896 - 0 0 0 133632 31 '0 400896 0 0 0 133632 32 0 400896 0 0 0 133632 50 0 400896 0 133632 0 0 122 0 801792 0 267264 0 267264 123 0 400896 0 0 0 133632 124 0 400896 0 0 0 133632 125 0 400896 0 0 0 133632 126 0 801792 0 267264 0 267264 127 0 801792 0 267264 0 267264 128 0 801792 0 267264 0 267264 . Members 71 Beam NJ NK Description Section Material d0 dL Ig factor ------------------------------------------------------------------------------------------------------------------ [in] [in) 4 5 39 Post S4S 44 Dimension Lumber\DFi. 0 0 0 4 131 Post S4S 44 Dimension Lumber\DFi 0 0 0 6 - •5 3 38 Post S4S 44 Dimension Lumber\DFi 0 0 0 7 6 129 Post S4S 44 Dimension Lumber\DFi 0 0 0 8 65 128 Post S4S 44 Dimension Lumber\DFi 0 0 0 9 64 40 Post S4S 44 Dimension Lumber\DFi 0 0 0 10 7 41 Post S4S 44 Dimension Lumber\DFi 0 0 0 11 8 42 Post S4S 44 Dimension Lumber\DFi 0 0 0 12 9 43 Post S4S 4x4 Dimension Lumber\DFi 0. 0 0 13 10 44 Post S4S 44 Dimension Lumber\DFi 0 0 0 14 11 45 Post S4S 4x4 Dimension Lumber\DFi 0 0 0 15 12 46 Post S4S 4x4 Dimension Lumber\DFi 0 0 0 16 13 47 Post S4S 44 Dimension Lumber\DFi 0 0 0 17 48 14 Post S4S 4x4 Dimension Lumber\DFi 0 0 0 18 127 15 Post S4S 4x4 Dimension Lumber\DFi 0 0 0 19 16 130 Post S4S 4x4 Dimension Lumber\DFi 0 0 0 20 17 49 Post S4S 4x4 Dimension Lumber\DFi 0 0 0 21 18 121 Post S4S 4x4 Dimension Lumber\DFi 0 0 0 22 19 50 Post S4S 4x4 Dimension Lumber\DFi 0 0 0 23 20 122 Post S4S 4x4 Dimension Lumber\DFi 0 0 0 24 21 51 Post S4S 4x4 Dimension Lumber\DFi 0 0 0 25 22 52 Post S4S 4x4 Dimension Lumber\DFi 0 0 0 26 23 53 Post S4S 4x4 Dimension Lumber\DFi 0 0 0 27 24 54 Post S4S 4x4 Dimension Lumber\DFi 0 0 0 28 25 55 Post S4S 4x4 Dimension Lumber\DFi 0 0 0 29 26 56 Post S4S 4x4 Dimension Lumber\DFi 0 0 0 30 27 57 Post S4S 4x4 Dimension Lumber\DFi 0 0 0 31 28 123 Post S4S 4x4 Dimension Lumber\DFi 0 0 0 32 29 58 Post S4S 4x4 Dimension Lumber\DFi 0 0 0 33 30 59 Post S4S 4x4 Dimension Lumber\DFi 0 0 0 34 31 124 Post S4S 44 Dimension Lumber\DFi 0 0 0 35 32 125 Post S4S 4x4 Dimension Lumber\DFi 0 0 0 36 33 60 Post S4S 4x4 Dimension Lumber\DFi 0 0 0 37 34 61 Post S4S 4x4 Dimension Lumber\DFi 0 0 0 38 ------------------------------------------------------------------------------------------ 2 126 Post S4S 44 Dimension Lumber\DFi ------------------------------------------------------- 0 0 0 Hinges Node -J Node -K Beam TO M33 M22 V3 V2 M33 M22 V3 V2 TOR AXL 4 0 1 1 0 0 1 1 0. 0 0 0 5 0 1 1 0 0 1 1 0 0 0 0 6 0 1 1 0 0 1 1 0 0 0 0 7 0 1 1 0 0 1 1 0 0 0 0 8 0 1 1' 0 0 1 1 0 0 0 0 9 0 1 1 0 0 1 1 0 0 0 0 10 0 1 1 0 0 1 1 0 0 0 0 11 0 1 1 0 0 1 1 0 0 0 0 12 0 1 1 0 0 1 1 0 0 0 0 13' 0 1 1 0 0 1 1 0 0 0 0 14 0 1 1 0 0 1 1 0 0 0 0 15 0 1 1 0 0 1 1 0 0 0 0 16 0 1 1 0 0 1 1 0 0 0 0 17 0 1 1 0 0 1 1 0 0 0 0 18 0 1_ 1 0 0 1 1 0 0 0 0 19 0 1 1 0 0 1 1 0 0 0 0 20 0 1 1 0 0 1. 1 0 0 0 0 21 0 1 1 0 0 1 1 0 0 0 0 22 0 1 1 0 0 1 1 0 0 0 0 23 0 1 1. 0 0 1 1 0 0 0 0 24 0 1 1 0 0 1 1 0' 0 0 0 25 0 1 1 0 0 1 1 0 0 0 0 26 0 1 1 0 0 1 1 0 0 0 0 27 0 1 1 0 0 1 1 0 0 0 0 28 0 1 1 0 0 1 1 0 0 0 0 29 0 1 1 0 0 1 1 0 0 0 0 30 0 1 1 0 0 1 1 0 0 0 0. 31 0 1 1 0 0 1 1 0 0 0 0 32 0. 1 1 0 0 1 1 0 0 0 0 -75- 33 34 35 36 37 38 --------------------- Design data Beam 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 • 28 29 30 31 32 33 34 35 36 37 38 • 0 1 1 0 0 1 1 0 0 0 0 0 1 1 0 0 1 1 0 0 0 0 0 1 1 0 0 1 1 0 0 0 0 0 1 1 0 0 1 1 0 0 0 0 0 1 1 0' 0 1 1 0 0 0 0 0 1 1 0 0 1 1 0 0 0 0 LB K33 K22 CM33 CM22 L33 Ift] [ft] 0 1 1 -------------- --------------- 0 ---------------- 0 - 0 1 1 0 0- 0 0 1 1 0 0 0 0 1 1 0 0 0 0 1 1 0 0 0 0 1 1 0 0 0 0 1 1 0 0 0 0 1 1 0 0 0 0 1 1 0 0 0 0 1 1 0 0 0 0 1 1 0 0 0 0 1 1 0 0 0 0 1 1 0 0 0 0 1 1 0 0 0 0 1 1 0 0 0 0 1 1 0 0 0 0 1 1 0 0 0 0 1 1 0 0 0 0 1 1 0 0 0 0 1 1 0 0 0 0 1 1 0 0 0 0 1 1 0 0 0 0 1 1 0 0 0 0 1 1 0 0 0 0 1 1 0 0 0 0 1 1 0 0 0 0 1 1 0 0 0 0 1 1 0 0 0 0 1 1 0 0 0 0 1 1 0 0 0 0 1 1 0 0 0 0 1 1 0 0 0 0 1 1 0 0 0 0 1 1 0 0 0 0 1 1 0 0 0 L22 Ift] s 76 MM RAM Advanse File C:\Program Files\Ram\RamAdvanseEng\Data\Dawson Garage Grade Beam.AVW • Units Lb -ft � Date 9/6/2003 9:00:49 PM Analysis Results Maximum forces at members Condition: dl=Dead load • Axial Shear V2 Shear V3 Torsion M22 M33 [Lb] ----------------------------------------------- [Lb] . [Lb] [Lb -ft) [Lb -ft] [Lb -ft] MEMBER 4 ---------------------------------------- Max -1099.34 0.00 0.00 0.01 0.00 0.00 Min -1127.65 0.00 0.00 0.01 0.00 0.00 MEMBER 5 Max -732.89 0.00 0.00 0.01 0.00 0.00 Min -761.20 0.00 0.00 0.01 0.00 0.00 MEMBER 6 Max -610.35 0.00 0.00 0.01 0.00 0.00 Min -638.65 0.00 0.00 0.01 0.00 0.00 MEMBER 7 Max -802.88 0.00 0.00 0.01 0.00 0.00 Min -831.18 0.00 0.00 0.01 0.00 0.00 MEMBER 8 Max -223.56 0.00 0.00 0.01 0.00 0.00 Min -251.87 0.00 0.00 0.01 0.00 0.00 MEMBER 9. Max -794.26 0.00 0.00 0.01 0.00 0.00 Min -822.57 0.00 0.00 0.01 0.00 0.00 MEMBER 10 Max -1172.61 0.00 0.00 0.01 0.00 0.00 _1200.91 0.00 0.00 0.01 0.00 0.00 •Min MEMBER 11 Max -1172.61 0.00 0.00 0.01 0.00 0.00 Min -1200.91 0.00 0.00 0.01 0.00 0.00 MEMBER 12 Max -1366.97 0.00 0.00 0.01 0.00 0.00 Min -1395.28 0.00 0.00 0.01 0.00 0.00 MEMBER 13 Max -1212.41 0.00 0.00 0.01 0.00 0.00 Min -1240.71 0.00 0.00 0.01 0.00 0.00 MEMBER 14 Max -1347.61 0.00 0.00 0.01 0.00 0.00 Min -1375.92 0.00 0.00 0.01 0.00 0.00 MEMBER 15 Max -1229.18 0.00 0.00 0.01 0.00 0.00 Min -1257.49 0.00 0.00 0.01 0.00 0.00 MEMBER 16 Max -1134.67 0.00 0.00 0.01 0.00 0.00 Min -1162.98 0.00 0.00 0.01 0.00 0.00 MEMBER 17 Max -756.33 0.00 0.00 0.01 0.00 0.00 Min -784.64 0.00 0.00 0.01 0.00 0.00 MEMBER 18 Max -358.89 0.00 0.00 0.01 0.00 0.00 Min -387.20 0.00 0.00 0.01 0.00 0.00 MEMBER 19 Max -890.92 0.00 0.00 0.01 0.00 0.00 Min -919.23 0.00 0.00 0.01 0.00 0.00 MEMBER 20 Max -855.04 0.00 0.00 0.01 0.00 0.00 Min -883.35 0.00 0.00 0.01 0.00 0.00 MEMBER 21 Max -855.04 0.00 0.00 0.01 0.00 0.00 -883.35 0.00 0.00 0.01 0.00 0.00 •Min MEMBER 22 Max -890.92 0.00 0.00 0.01 0.00 0.00 Min -919.23 0.00 0.00 0.01 0.00 0.00 MEMBER 23 Max -429.13 0.00 0.00 0.01 0.00 0.00 Min -457.44 0.00 0.00 0.01 0.00 0.00 -77 MEMBER 24 Max -853.40 0.00 0.00 0.01 0.00 0.00 Min -881.71 0.00 0.00 0.01 0.00 0.00 MEMBER 25 Max -1039.26 0.00 0.00 0.01 0.00 0.00 Min -1067.57 0.00 0.00 0.01 0.00 0.00 MEMBER 26 Max -836.63 0.00 0.00 0.01 0.00 0.00 Min -864.94 0.00 0.00 0.01 0.00 0.00 MEMBER 27 Max -1045.81 0.00 0.00 0.01 0.00 0.00 Min -1074.11 0.00 0.00 0.01 0.00 0.00 MEMBER 28 Max -1337.95 0.00 0.00 0.01 0.00 0.00. Min -1366.25 0.00 0.00 0.01 0.00 0.00 MEMBER 29 Max -1662.88 0.00 0.00 0.01 0.00 0.00 Min -1691.19 0.00 0.00 0.01 0.00 0.00 MEMBER 30 Max -1202.66 0.00 0.00 0.01 0.00 0.00 Min -1230.97 0.00 0.00 0.01 0.00 0.00 MEMBER 31 Max -929.15 0.00 0.00 0.01 0.00 0.00 Min -957.45 0.00 0.00 0.01 0.00 0.00 MEMBER 32 Max -2040.91 0.00 0.00 0.01 0.00 0.00 Min -2069.21 0.00 0.00 0.01 0.00 0.00 MEMBER 33 Max -954.29 0.00 0.00 0.01 0.00 0.00 Min -982.59 0.00 0.00 0.01 0.00 0.00 MEMBER 34 Max -565.38 0.00 0.00 0.01 0.00 0.00 Min -593.68 0.00 0.00 0.01 0.00 0.00 MEMBER 35 Max -810.70 0.00 0.00 0.01 0.00 0.00 Min -839.01 0.00 0.00 0.01 0.00 0.00 MEMBER 36 Max -754.94 0.00 0.00 0.01 0.00 0.00 -783.24 0.00 0.00 0.01 0.00 0.00 •Min MEMBER 37 Max -569.06 0.00 0.00 0.01 0.00 0.00 Min -597.36 0.00 0.00 0.01 0.00 0.00 MEMBER 38 Max -750.17 0.00 0.00 0.01 0:00 0.00 Min ------------------------------------------------------------------------------------------------------------------------------ -778.47 0.00 0.00 0.01 0.00 0.00 Condition : c10=dl+llr Axial Shear V2 Shear V3 Torsion M22 M33 [Lb] [Lb] [Lb] [Lb -ft] [Lb -ft] [Lb -ft] MEMBER 4 Max -1517.61 0.00 0.00 0.01 0.00 0.00 Min -1545.92 0.00 0.00 0.01 0.00 0.00 MEMBER 5 Max -1011.74 0.00 0.00 0.01 0.00 0.00 Min -1040.05 0.00 0.00 0.01 0.00 0.00 MEMBER 6 Max -822.87 0.00 0.00 0.01 0.00 0.00 Min -851.18 0.00 0.00 0.01 0.00 0.00 MEMBER 7 Max -1108.35 0.00 0.00 0.01 0.00 0.00 Min -1136.65 0.00 0.00 0.01 0.00 0.00 MEMBER 8 Max -307.87 0.00 0.00 0.01 0.00 0.00 Min -336.18 0.00 0.00 0.01 0.00 0.00 MEMBER 9 Max -1953.67 0.00 0.00 0.01 0.00 0.00 Min -1981.98 0.00 0.00 0.01 0.00 0.00 MEMBER 10 Max -3154.41 0.00 0.00 0.01 0.00 0.00 -3182.71 0.00 0.00 0.01 0.00 0.00 •Min MEMBER 11 Max -3154.41 0.00 0.00 0.01 0.00 0.00 Min -3182.71 0.00 0.00 0.01 0.00 0.00 MEMBER 12 Max -3350.96 0.00 0.00 0.01 0.00 0.00 Min -3379.27 0.00 0.00 0.01 0.00 0.00 7S MEMBER 13 Max -3196.38 0.00 0.00 0.01 0.00 0.00 Min -3224.68 0.00 0.00 0.01 0.00 0.00 MEMBER 14 Max -3329.42 0.00 0.00 0.01 0.00 0.00 Min -3357.73 0.00 0.00 0.01 0.00 0.00 MEMBER 15 Max -3210.97 0.00 0.00 0.01 0.00 0.00 Min -3239.28 0.00 0.00 0.01 0.00 0.00 MEMBER 16 Max -3052.36 0.00 0.00 0.01 0.00 0.00 Min -3080.67 0.00 0.00 0.01 0.00 0.00 MEMBER 17 Max -1851.63 0.00 0.00 0.01 0.00 0.00 Min -1879.93 0.00 0.00 0.01 0.00 0.00 MEMBER 18 Max -443.20 0.00 0.00 0.01 0.00 0.00 Min -471.51 0.00 0.00 0.01 0.00 0.00 MEMBER 19 Max -1196.39 0.00 0.00 0.01 0.00 0.00 Min -1224.70 0.00 0.00 0.01 0.00 0.00 MEMBER 20 Max -1180.36 0.00 0.00 0.01 0.00 0.00 Min -1208.67 0.00 0.00 0.01 0.00 0.00 MEMBER 21 Max -1180.36 0.00 0.00 0.01 0.00 0.00 Min -1208.67 0.00 0.00 0.01 0.00 0.00 MEMBER 22 Max -1196.40 0.00 0.00 0.01 0.00 0.00 Min -1224.70 0.00 0.00 0.01 0.00 0..00 MEMBER 23 Max -519.35 0.00 0.00 0.01 0.00 0.00 Min -547.66 0.00 0.00 0.01 0.00 0.00 MEMBER 24 Max -1651.61 0.00 0.00 0.01 0.00 0.00 Min -1679.92 0.00 0.00 0.01 0.00 0.00 MEMBER 25 Max -2166.34 0.00 0.00 0.01 0.00 0.00 -2194.65 0.00 0.00 0.01 0.00 0.00 •Min MEMBER 26 Max -1743.96 0.00 0.00 0.01 0.00 0.00 Min -1772.27 0.00 0.00 0.01 0.00 0.00 MEMBER 27 Max -2179.98 0.00 0.00 0.01 0.00 0.00 Min -2208.28 0.00 0.00 0.01 0.00 0.00 MEMBER 28 Max -2723.78 0.00 0.00_ 0.01 0.00 0.00 Min- -2752.09 0.00 0.00 0.01 0.00 0.00 MEMBER 29 Max -3226.81 0.00 0.00 0.01 0.00 0.00 Min -3255.11 0.00 0.00 0.01 0.00 0.00 MEMBER 30 Max -2506.94 0.00 0.00 0.01 0.00 0.00 Min -2535.25 0.00 0.00 0.01 0.00 0.00 MEMBER 31 Max -2383.05 0.00 0.00 0.01 0.00 0.00 Min -2411.36 0.00 0.00 0.01 0.00 0.00 MEMBER 32 Max -4115.21 0.00 0.00 0.01 0.00 0.00 Min -4143.51 0.00 0.00 0.01 0.00 0.00 MEMBER 33 Max -1989.21 0.00 0.00 0.01 0.00 0.00 Min -2017.52 0.00 0.00 0.01 0.00 0.00 MEMBER 34 Max -1685.79 0.00 0.00 0.01 0.00 0.00 Min -1714.10 0.00 0.00 0.01 0.00 0.00 MEMBER 35 Max -2189.32 0.00 0.00 0.01 0.00 0.00 Min -2217.63 0.00 0.00 0.01 0.00 0.00 MEMBER 36 Max -1573.66 0.00 0.00 0.01 0.00 0.00 -1601.97 0.00 0.00 0.01 0.00 0.00 •Min MEMBER 37 Max -1058.90 0.00 0.00 0.01 0.00 0.00 Min -1087.21 0.00 0.00 0.01 0.00 0.00 MEMBER 38 Max -1073.88 0.00 0.00 0.01 0.00 0.00 Min -1102.19 0.00 0.00 0.01 0.00 0.00 RAM RAM Advanse File C:1Program Files\Ram\RamAdvanseEng\Data\Dawson Garage Grade Beam.AVW • Units Date 9/6/ 9!6/2003 8:58:55 PM Wood Design Design Summary AS D Design Code Note.- Only wood members descriptions are printed. Note.- Only graphically selected elements will be printed CODE CHECK MAXIMUM STRESS RATIOS MaxRatio = Maximum stress ratio Controls = Controlling forces (Axial -Bending, Shear -Torsion) B. Stat. = Station where maxRatio occurs Report type : Brief - All Load conditions to be included in design dl=Dead load c10=dl+llr Description Section Member Case Controls f F f/F Status ----------------------- --------------------- ---------------- -------------- ----------------------------------------------------- [psi] [psi] Post S4S 4x4 4 c10 @ 10.0833 ft Axial -Bending ------------------------------------------ 126.20 382.80 -------------------- 0.33 OK dl @ 10.0833 ft Axial -Bending 92.05 374.23 0.25 OK -----------------------------------------------------------------------------------------------------=---------------- 5 c10 @ 10.0833 ft Axial -Bending 84.90 382.80 0.22 OK . dl @ 10.0833 ft Axial -Bending 62.14 374.23 0.17 OK • 6 c10 @ 10.0833 ft Axial -Bending 69.48 382.80 0.18 - OK dl @ 10.0833 ft Axial -Bending 52.14 374.23 0.14 OK 7 c10 @ 10.0833 ft ------------------------------------------------------------------- Axial -Bending 92.79 382.80 0.24 OK dl @ 10.0833 ft Axial -Bending 67.85 374.23 0.18 OK 8 ------------------ c10 @ 10.0833 ft ------------------------------------------------------------------------------- Axial -Bending 27.44 382.80 0.07 OK dl @ 10.0833 ft Axial -Bending 20.56 374.23 0.05 OK ----------------------------------------------------------------------------------------------------------------- 9 c10 @ 10.0833 ft Axial -Bending 161.79 382.80 0.42 OK dl @ 10.0833 ft Axial -Bending 67.15 374.23 0.18 OK 10 c10 @ 10.0833 ft ----------------------- - Axial -Bending --- - -- - ------------------ 259.81 - - ------- 382.80 - - - ---------- 0.68 OK dl @ 10.0833 ft Axial -Bending 98.03 374.23 0.26 . OK 11 1 -------------- ---------------------------------------------------------------------------------------- c10 @ 10.0833 ft - - ------------- - - ---- Axial -Bending - --------------------------------------------- 259.81 382.80 - 0.68 - -------- OK dl @ 10.0833 ft Axial -Bending 98.03 374.23 0.26 OK 12 c10 @ 10.0833 ft ----------------------------------------------------------------------------- Axial -Bending 275.86 382.80 0.72 OK dl @ 10.0833 ft Axial -Bending 113.90 374.23 0.30 OK 13 c10 @ 10.0833 ft --------------------------------------------------------------- Axial -Bending 263.24 382.80 0.69 OK dl @ 10.0833 ft Axial -Bending 101.28 374.23 0.27 OK ------------------------------------------------------------------------------------------------------------------- 14 c10 @ 10.0833 ft Axial -Bending 274.10 382.80 0.72 OK dl @ 10.0833 ft Axial -Bending 112.32 374.23 0.30 OK ----------- 15 --------------------------- c10 @ 10.0833 ft ------------ ---------------- Axial -Bending ---------------------------------------- 264.43 382.80 0.69 - --- OK dl @ 10.0833 ft Axial -Bending 102.65 374.23 0.27 OK 16 c10 @ 10.0833 ft ----------------------------------- Axial -Bending - -------- 251.48 -------------------------------- 382.80 0.66 OK dl @ 10.0833 ft Axial -Bending 94.94 374.23 0.25 OK --------------------------------------•--------- 17 -- c10 0 ft - ------------------------------------------------------------ Axial -Bending 153.46 382.80 0.40 OK dl @ 0 ft Axial -Bending 64.05 374.23 0.17 OK 18 c10 @ 0 ft ---------------------- Axial -Bending 38.49 ------------------------------ 382.80 0.10 OK dl @ 0 ft Axial -Bending 31.61 374.23 0.08 OK 19 c10 @ 10.0833 ft Axial -Bending 99.98 382.80 0.26 OK ------------------------------------------------------------------------------------------------------------------ dl @ 10.0833 ft Axial -Bending 75.04 374.23 0.20 OK 20 c10 @ 10.0833 ft Axial -Bending 98.67 382.80 OK • - dl @ 10.0833 ft Axial -Bending 72.11 374.23 .0.26 0.19 OK 21 ----------------------- c10 @ 10.0833 ft Axial -Bending - ---------------------------------------------- 98.67 . 382.80 0.26 OK dl @ 10.0833 ft Axial -Bending 72.11 374.23 0.19 OK 22 - ----------------------------------------------------------------------------------- c10 @ 10.0833 ft Axial -Bending ' 99.98 382.80 0.26 OK dl @ 10.0833 ft Axial -Bending 75.04 374.23 0.20 OK 23 - ----------------------------------------------------------------------------------------------- c10.@ 10.0833 ft Axial -Bending 44.71 382.80 0.12 OK dl @ 10.0833 ft Axial -Bending 37.34 374.23 0.10 OK 24 ---------------------------------------------------------------------- c10 @ 10.0833 ft Axial -Bending 137.14 ------------------------ 382.80 0.36 OK ------------------------------------------------------------------------------------------------------------------- dl @ 10.0833 ft Axial -Bending 71.98 374.23 0.19 OK 25 c10 @ 10.0833 ft Axial -Bending 179.16 382.80 0.47 OK -------------------------------------------------------------------------------------------------------------------- dl @ 10.0833 ft Axial -Bending 87.15 374.23 0.23 OK 26 c10 @ 10.0833 ft Axial -Bending 144.68 382.80 0.38 OK dl @ 10.0833 ft Axial -Bending 70.61 374.23 0.19 OK 27 --------------------------------------------------------------------------------------------- c10 @ 10.0833 ft Axial -Bending 180.27 382.80 0.47 OK dl @ 10.0833 ft Axial -Bending 87.68 374.23 0.23 OK 28 ---------------------------------------------------------------------------------------------- c10 @ 10.0833 ft Axial -Bending 224.66 382.80 0.59 OK dl @ 10.0833 ft Axial -Bending 111.53 374.23 0.30 OK --------------- 29 . ---------------------------------------------------------------------------------------------------- c10 @ 10.0833 ft Axial -Bending 265.72 382.80 0.69 OK ----------------------------------------------------------------------------------------•-------------------------- dl @ 10.0833 ft . Axial -Bending 138.06 .374.23 0.37 OK 30 c10 @ 10.0833 ft Axial -Bending 206.96 382.80 0.54 . OK dl @ 10.0833 ft Axial -Bending 100.49 374.23 0.27 OK -------------------------------------------------------------------------------------------------------------------- 31 c10 @ 10.0833 ft Axial -Bending 196.85 382.80 0.51 OK - dl @ 10.0833 ft--Axial-Bending 78.16 374.23 0.21 OK •-------------------------------------------------------------- 32 c10 @ 10.0833 ft Axial -Bending 338.25 382.80 0.88 OK dl @ 10.0833 ft Axial -Bending 168.92 374.23 0.45 OK 33 ----------------------------- c10 @ 10.0833 ft --------------------------------------------------------------- Axial -Bending 164.70 • 382.80 0.43 OK dl @ 10.0833 ft Axial -Bending 80.21 374.23 0.21 OK 34 --------------------------------------------------------------------------------------------- c10 @ 10.0833 ft Axial -Bending 139.93 382.80 0.37 OK dl @ 10.0833 ft Axial -Bending 48.46 374.23 0.13 OK ----------------------------------------------------------------------------------------------------------------------- 35 c10 @ 10.0833 ft Axial -Bending 181.03 382.80 0.47 OK dl @ 10.0833 ft Axial -Bending 68.49 374.23 0.18 OK 36 --------------------------------------- c10 @ 10.0833 ft ------ ---------------------------------------------------- Axial -Bending 130.77 � 382.80 --- 0.34 ------ OK dl @ 10.0833 ft Axial -Bending 63.94 374.23 0.17 OK 37 -------------------------------------------------------------------- c10 @ 10.0833 ft Axial -Bending 88.75 --- 382.80 - - - 0.23 • -- -- OK dl @ 10.0833 ft Axial -Bending 48.76 374.23 0.13 OK 38 - - -- c10 @ 10.0833 ft - --- - - --------------- Axial -Bending -- 89.97 --------- ------ 382.80 --------------- 0.24 OK dl @ 10.0833 ft Axial -Bending 63.55 374.23 0.17 OK • 91 Report type : Detailed for all load conditions Load conditions to be included in design dl=Dead load c10=dl+llr i MEMBER: 32 C DESCRIPTION: Member 32 - Post _ELECTS-=. DESIGN PARAMETERS Physical length, L ;b,; Maximum suggested length, Lmax Section S4S 44 [ft] d = 3.50 [in] b = 3.50 [in] A = 12.25 [in2] 133 = 12.51 [in4] 122 = 12.51 [in4] S33 = 7.15 [in3] S22 = 7.15 [in3] DESIGN PARAMETERS Physical length, L [ft] Maximum suggested length, Lmax [ft] Effective length (bending), Le [ft] Unbraced length (bending), Lu Ift] Unsupported length (comp.) L33, L22 [ft] Effective Length Factor, K Dry Lateral bracing Unincised Euler buckling coef. (bending), Kbe No Slenderness ratio (bending), Rb 1.00 ADJUSTMENT FACTORS - Considering the governing station 1.00 1.00 Parameter [Lb/in2] Case CD ------------------------------------------------------------------- E = 1.60E+06 1.00 Fb33 = 900.000 dl @ Oft 0.90 Fb22 = 900.000 c10 @ 0 ft 1.25 Fv = 95.000 dl @ 0 ft 0.90 Ft = 575.000 dl @ Oft 0.90 Fc = 1350.000 c10 @ 10.0833 ft 1.25 Fcp = 625.000 1.00 CODE Checks Material Dimension Lumber\DFir-L_No2 Species Douglas Fir -Larch Grade No.2 (Lumber) Service Conditions - Temperature t<=100f Moisture cond. Dry Wood Unincised Repetitive member No Plane 1-2 Plane 1-3 --------------------------------- 10.08 Cfu CrICH 20.00 CLICpICN 18.55 - 10.08 -- 10.08 10.08 1.00 1.00 Yes Yes 0.44 1.00 7.98 - Ct CM CFICv Cfu CrICH Ci CLICpICN 1.00 1.00 1.00 -- 1.00 1.00 1.50 1.00 1.00 1.00 1.00 1.00 1.50 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.50 1.00 1.00 1.00 1.15 1.00 0.20 1.00 1.00 1.00 Description f F f/F Case Axial Shear V2 [Lb/in2] [Lb/in2] [Kip] [Kip] ----------------------------------------------------- Axial (comp.) 338.246 382.802 0.88 c10 @ 10.0833 ft -4.14 0.00 ----------------------------- Overall capacity ratio: 0.88 (Axial -Bending) Status OK M33 Shear V3 M22 Torsion [Kip'ft] [Kip] [Kip'ft] [Kip'ft] 0.00 0.00 0.00 0.00 (92, KAIVI Aavar- File aoam.AvW Am (I storder) | Date: nnasnou11:uo:*oPm dl=Dea Y X ^ ' K�11�� � `-�.'--~ ! . . ��^,( �- ' �---~' '~' _-'^ - ` . 114 � ... ........ -~ � M 1 1� i --- � l .. ~- -, kw GTLPoo Layout Member Numbers Shown � M 111 -- ` \ \ \� 12 � '- \ -------�-\ ----- Y/7�jq ^ ' K�11�� � `-�.'--~ ! . . ��^,( �- ' �---~' '~' _-'^ - ` . 114 � ... ........ -~ � M 1 1� i --- � l .. ~- -, kw GTLPoo Layout Member Numbers Shown � ` \ \ \� ^ ' K�11�� � `-�.'--~ ! . . ��^,( �- ' �---~' '~' _-'^ - ` . 114 � ... ........ -~ � M 1 1� i --- � l .. ~- -, kw GTLPoo Layout Member Numbers Shown 1AM RAM Advanse File C:\Program Files\Ram\RamAdvanseEng\Data\Dawson Garage Grade Beam.AVW •Units Lb -ft Date 9/8/2003 8:50:41 PM GLOSSARY Cm22 Cm33 d0 DJX DJY DJZ DKX DKY DKZ dL Ig factor K22 K33 L22 L33 Lb RX RY RZ TO TX TY TZ Nodes Node 101 102 103 104 105 106 107 108 109 110 111 112 113 114 115 116 Restraints Node ------------------ 103 107 401 ------------------ Members Geometry data Coefficient about axis 2 applied to bending term in interaction equation (1-11) Coefficient about axis 3 applied to bending term in interaction equation (H1) Tapered member section depth at J end of member Rigid offset distance measured from J node in axis X Rigid offset distance measured from J node in axis Y Rigid offset distance measured from J node in axis Z Rigid offset distance measured from K node in axis X Rigid offset distance measured from K node in axis Y Rigid offset distance measured from K node in axis Z Tapered member section depth at K end of member Inertia reduction factor (Effective Inertia/Gross Inertia) for reinforced concrete members Effective length factor about axis 2' Effective length factor about axis 3 Member length for calculation of axial capacity Member length for calculation of axial capacity Unbraced length between lateral supports to resist lateral torsional bucking Rotation about X Rotation about Y Rotation about Z 1 = Tension only member 0 = Normal member Translation in X Translation in Y Translation in Z X TY Y Z Floor ift] ----------------------------------------------------------------------- 1 ift] ift] 0 22.7118 0 0 -23.9037 0 21.5868 0 0 -44.0912 0 21.5868 0 -56.5704 0 22.7118 0 -73.9037 0 50.4618 0 -73.9037 0 51.5868 0 -44.0912 0 51.5868 0 -56.5704 0 50.4618 0 -23.9037 0 22.7118 10.0833 -23.9037 1 21.5868 10.0833 -44.0912 1 21.5868 10.0833 -56.5704 1 22.7118 10.0833 -73.9037 1 50.4618 10.0833 -73.9037 1 51.5868 10.0833 -44.0912 1 51.5868 10.0833 -56.5704 1 50.4618 10.0833 -23.9037 1 TX TY TZ RX RY RZ ----------------------------------------------------------------------- 1 0 1 0 0 0 1 0 1 0 0 0 4 i is Design data Beam 110 111 112 113 114 115 116 117 LB Beam NJ NK CM33 Description L33 L22 [ft) Section Material 1111 d0 dL Ig factor 0 -------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- 0 0 0 1.91014 1.91014 0 0 0 0 0 1.91014 1.91014 [in] [in) 0 0 110 101 109 1.91014 STL Post 0 0 0 W 12x19 1.91014 1.91014 0 SteeIW50 0 0 0 0 • 111 112 104 112 103 111 0 STL Post STL Post 0 1.91014 1.91014 W 12x19 W 12x19 0 0 0 SteeIVW50 Stee11A50 1.91014 0 0 0 0 0 0 0 113 102 110 STL Post W 12x19 SteeIW50 0 0 0 114 116 108 STL Post W 12x19 SteeIW50 0 0 0 115 106 114 STL Post W 12x19 Steel\A50 0 0 0 116 107 115 STL Post W 12x19 Steel\A50 0 0 0 117 -------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- 105 113 STL Post W 12x19 SteeIVW50 0 0 0 Orientation of local axes Beam Rotation Axes23 NX NY NZ [Deg] 112 90 0 0 0 0 113 90 0 0 0 0 115 90 0 0 0 0 116 90 0 0 0 0 Hinges Node -J Node -K Beam TO M33 M22 V3 V2 M33 M22 V3 V2 TOR AXL ---------------------------------------------------------------------------------------------------------------------------------------------------------- 110 0 0 1 0 0 1 1 0 0 0 1 111 0 0 1 0 0 1 1 0 0 0 1 112 0 0 1 0 0 1 1 0 0 0 1 •114 113 0 0 0 1 1 1 0 0 0 0 1 0 1 1 0 0 0 0 0 0 1 1 115' 0 0 1 0 0 1 1 0 0. 0 1 116 0. 0 1 0 0 1 1 0 0 0 1 117 0 0 1 0 0 1 1 0 0 0 .1 i is Design data Beam 110 111 112 113 114 115 116 117 LB K33 K22 CM33 CM22 L33 L22 [ft) [ft] 1111 •--------- 0 - 1.91014 1.91014 0 .0 0 0 0 1.91014 1.91014 0 0 0 0 0 1.91014 1.91014 0 0 0 0 0 1.91014 1.91014 0 0 0 0 0 1.91014 1.91014 0 0 0 0 0 1.91014 1.91014 0 0 0 0 0 1.91014 1.91014 0 0 0 0 0 1.91014 1.91014 0 0 0 0 RAM RAM Advanse File C:\Program Files\Ram\RamAdvanseEng\Data\Dawson Garage Grade Beam.AVW •Units : Lb -ft Date 9/8/2003 8:49:37 PM Analysis Results Maximum forces at members Condition: c20=1.4dl Axial Shear V2 Shear V3 Torsion M22 M33 [Lb] [Lb] [Lb] [Lb -ft] [Lb -ft] [Lb -ft) --------------------------------------------- -- -- - -- - ----------------- - MEMBER 110 Max 264.62 -4.74 0.00 0.00 0.00 0.00 Min 0.00 -4.74 0.00 0.00 0.00 -47.76 MEMBER 111 Max 264.62 -4.87 0.00 0.00 0.00 0.00 Min 0.00 -4.87 0.00 0.00 0.00 -49.10 MEMBER 112 Max 264.62 11.54 0.00 0.00 0.00 116.35 Min 0.00 11.54 0.00 0.00 0.00 0.00 MEMBER 113 Max 264.62 -10.74 0.00 0.00 0.00 0.00 Min 0.00 -10.74 0.00 0.00 0.00 -108.27 MEMBER 114 Max 0.00 5.23 0.00 0.00 0.00 0.00 Min -264.62 5.23 0.00 0.00 0.00 -52.75 MEMBER 115 Max 264.62 -0.18 0.00 0.00 0.00 0.00 Min 0.00 -0.18 0.00 0.00 0.00 -1.83 MEMBER 116 Max 264.62 -0.67 0.00 0.00 0.00 0.00 Min 0.00 -0.67 0.00 0.00 0.00 -6.73 MEMBER 117 Max 264.62 4.35 0.00 0.00 0.00 43.87 Min -------------------------------------------------------------------------------------------------------------------------------- 0.00 4.35 0.00 0.00 0.00 0.00 Condition : c21=1.2dl+1.6llr Axial Shear V2 Shear V3 Torsion M22 M33 [Lb] [Lb] [Lb] (Lb -ft] [Lb -ft] [Lb -ft] -------------------------------------------------------------------------------------------------------------------------------- MEMBER 110 Max 226.81 -60.08 0.00 0.00 0.00 0.00 Min 0.00 -60.08 0.00 0.00 0.00 -605.77 MEMBER 111 Max 226.81 -52.95 0.00 0.00 0.00 0.00 Min 0.00 -52.95 0.00 0.00 0.00 -533.95 MEMBER 112 Max 226.81 16.62 0.00 0.00 0.00 167.54 Min 0.00 16.62 0.00 0.00 0.00 0.00 MEMBER 113 Max 226.81 -19.75 0.00 0.00 0.00 0.00 Min 0.00 -19.75 0.00 0.00 0.00 -199.13 MEMBER 114 Max 0.00 58.20 0.00 0.00 0.00 0.00 Min -226.81 58.20 0.00 0.00 0.00 -586.89 MEMBER 115 Max 226.81 -0.50 0.00 0.00 0.00 0.00 Min 0.00 -0.50 0.00 0.00 0.00 -5.01 MEMBER 116 Max 226.81 3.58 0.00 0.00 0.00 36.10 Min 0.00 3.58 0.00 0.00 0.00 0.00 MEMBER 117 Max 226.81 54.80 0.00 0.00 0.00 552.53 • Min 0.00 54.80- - -- 0.- 0.00 '0.00 0.00 Condition : c22=1.2dl+1.Oegx Axial Shear V2 Shear V3 Torsion M22 M33 [Lb] [Lb] [Lb] [Lb*ft] [Lb -ft] [Lb -ft] • MEMBER 110 Max 226.81 -5876.37 0.00 0.17 0.00 0.00 Min 0.00 -5876.37 0.00 0.17 0.00 -59253.38 MEMBER 111 Max 226.81 -5482.46 0.00 0.17 0.00 0.00 Min 0.00 -5482.46 0.00 0.17 0.00 -55281.50 MEMBER 112 Max 226.81 466.96 0.00 0.17 0.00 4708.51 Min 0.00 466.96 0.00 0.17 0.00 0.00 MEMBER 113 Max 226.81 420.01 0.00 0.17 0.00 4235.14 Min 0.00 420.01 0.00 0.17 0.00 0.00 MEMBER 114 Max 0.00 -5866.49 0.00 0.17 0.00 59153.75 Min -226.81 -5866.49 0.00 0.17 0.00 0.00 MEMBER 115 Max 226.81 -241.92 0.00 0.17 0.00 0.00 Min 0.00 -241.92 0.00 0.17 0.00 -2439.32 MEMBER 116 Max 226.81 -228.83 0.00 0.17 0.00 0.00 Min 0.00 -228.83 0.00 0.17 0.00 -2307.32 MEMBER 117 Max 226.81 -5470.29 0.00 0.17 0.00 0.00 Min 0.00 -5470.29 0.00 0.17 0.00 -55158.79 Condition : c23=1.2dl+1.Oegz Axial Shear V2 Shear V3 Torsion M22 M33 ---------------------------------------------------------------------------------------------------------------------------------- [Lb) [Lb) [Lb] [Lb -ft] [Lb -ft] [Lb -ft] MEMBER 110 Max 226.81 -400.65 0.00 0.48 0.00 0.00 Min 0.00 -400.65 0.00 0.48 0.00 -4039.85 MEMBER 111 Max 226.81 796.87 0.00 0.48 0.00 8035.13 Min 0.00 796.87 0.00 0.48 0.00 0.00 MEMBER 112 Max 226.81 6059.70 0.00 0.48 0.00 61101.94 • Min MEMBER 113 0.00 6059.70 0.00 0.48 0.00 0.00 Max 226.81 6054.67 0.00 . 0.48 0.00 61051.22 Min 0.00 6054.67 0.00 0.48 0.00 0.00 MEMBER 114 Max 0.00 -411.51 0.00 0.48 0.00 4149.37 Min -226.81 -411.51 0.00 0.48 0.00 0:00 MEMBER 115 Max 226.81 5291.07 0.00 0.48 0.00 53351.58 Min 0.00 5291.07 0.00 0.48 .0.00 0.00 MEMBER 116 Max 226.81 5294.51 0.00 0.48 0.00 53386.30 Min 0.00 5294.51 0.00 0.48 0.00 0.00 MEMBER 117 1 Max 226.81 838.81 0.00 0.48 0.00 '8457.99 Min 0.00 838.81 0.00 0.48 0.00 0.00 • RAM RAM Advanse File C:\Program Files\Ram\RamAdvanseEng\Data\Dawson Garage Grade Beam.AVW •Units Lb -ft Date 9/8/2003 8:47:50 PM Steel Code Check AISC Design Summary Design code L R F D S I RESS RATIO PER MEMBER AND PER LOAD CONDITION Rel.f = Bending stress ratio Rel.v = Shear stress ratio Stat.b = Station where max. B. Ratio occurs Stat.v = Station where max. S. Ratio occurs NOTE.- Non -steel members are not printed below Load conditions to be included in design c20=1.4dl c21=1.2dl+1.61lr c22=1.2dl+1.Oegx c23=1.2dl+1.Oegz Member -------------------------------------------------------------------------------------------------------------------------------------------------------- Condition B.Ratio Stat.b[ft] S.Ratio Stat.v[ft] Design status 110 c20 0.00 10.08 0.00 0.00 OK 110 c21 0.01 0.00 0.00 0.00 OK 110 c22 0.83 0.00 0.08 0.00 OK 110 c23 0.06 0.00 0.01 0.00 OK 111 il c20 ----------------------------------- 0.00 - -- -------------------------------------------------------------------------------------- 10.08 ----------------------- 0.00 ------------- 0.00 - -- - -------------------- OK 111 c21 0.01 0.00 0.00 0.00 OK 111 c22 0.78 0.00 0.07 0.00 OK ill .01 -----------c23-------------------------0.11----------------00----------------------------------------- ------------------------ 112 c20 0.00 0.00 0.00 ---------OK 0.00 OK 112 c21 0.00 0.00 0.00 0.00 OK 112 c22 0.07 0.00 0.01 0.00 OK 112 c23 0.86 0.00 0.08 0.00 OK 113 c20 0.00 ----------------------------------------------------------------------------------- 0.00 0.00 0.00 OK 113 c21 0.00 0.00 0.00 0.00 OK 113 c22 0.06 0.00 0.01 0.00 OK 113 c23 0.86 0.00 0.08 0.00 OK 114 c20 0.02 -- ------------------------------------------------------------------------- 10.08 0.00 0.00 OK 114 c21 0.02 10.08 0.00 0.00 OK 114 c22 0.84 10.08 0.08 0.00 OK 114 c23 0.07 10.08 0.01 0.00 OK 115 c20 0.00 10.08 0.00 ---- ----------------------------------------- 0.00 OK 115 c21 0.00 10.08 0.00 0.00 OK 115 c22 0.03 0.00 0.00 0.00 OK 115 c23 0.75 0.00 0.07 0.00 OK 116 c20 0.00 10.08 0.00 0.00 - ------------------ OK 116 c21 0.00 10.08 0.00 0.00 OK 116 c22 ` 0.03 0.00 0.00 0.00 OK 116 c23 0.75 0.00 0.07 0.00 -OK ------------------------------------------------------------------------------------------------------------------------------------------------------ 117 c20 0.00 10.08 0.00 0.00 OK 117 c21 0.01 0.00 0.00 0.00 OK 117 c22 0.78 0.00 0.07 0.00 OK 117 c23 0.12 0.00 0.01 0.00 OK MRAM Advanse File C:\Program Files\Ram\RamAdvanseEng\Data\Dawson Garage Grade Beam.AVW •Units Lb -ft Date 9/13/2003 9:33:09 PM Steel Code Check AISC design of elements Design code L R F D Note.- Only currently selected steel members are printed. AISI elements are not printed GLOSSARY Ae : Effective area at a uniform Fy stress. Ae = area"QaAxial Analysis : Type of analysis: 1=First order 2=Second order (P -delta) area : Full unreduced cross-sectional area (without considering local buckling) Cb22 : Bending coefficient dependent upon moment gradient (F1.3) Cb33 : Bending coefficient dependent upon moment gradient (F1.3) CW : Warping constant of the cross-section E : Modulus of elasticity (steel) egH1_1 : Combined axial and bending Interaction value (1-11-1) Fcr : Critical compressive stress in columns (Sec- E2 and Appendix A -E3) Fe : Critical elastic flexural -torsional buckling stress (LRFD Appendix E3 5.3) fun : Maximum normal stress, caused by normal and torsional forces fuv : Maximum shear force caused by shear forces and torsional moment Fy : Yield stress Fyksi : Yield stress of steel, in Ksi Deg : Steel shear modulus 122p : Moment of Inertia about axis 2 (principal axes) 133p : Moment of Inertia about axis 3 (principal axes) j22p : Bending constant for moments about axis 2 j33p : Bending constant for moments about axis 3 •J K33p,K22p : Saint-Venant torsion constant : Effective length factor about principal axes KIr22 : Geometric slenderness about principal axis 2 KIr33 : Geometric slenderness about principal axis 3 KlrAll : Largest allowable slenderness ratio for the element KlrMax : The larger of the KIr22 and KIr33 values L33 : Member length for calculation of axial capacity L22 : Member length for calculation of axial capacity lam22 : Width -length ratio of the compressed elements for bending 22 moment lam33 : Width -length ratio of the compressed elements for bending 33 moment IamAxial : Width -thickness ratio of the elements of the section (135)(More slender element) IamE : Slenderness parameter for columns (Eq. E2-4) IamEFe : Slenderness parameter for columns with flexural -torsional buckling (Eq. A -E34) IamEmax : The larger of LamE and LamEFe lam022 : Limiting Length -with ratio for plastic design (M22 acts alone) (65.2) IamP33 : Limiting Length -with ratio for plastic design (M33 acts alone) (65.2) IamPaxial : Limiting Length -width ratio for plastic design (Pu acts alone) (65.2) lamR22 : Limit IambdaR ratio (slender section limit) for M22 (65) IamR33 : Limit IambdaR ratio (slender section limit) for M22 (135) IamRaxial : IambdaR ratio for axial stress (65) Lb : Unbraced length between lateral. supports to resist lateral torsional bucking Lp22 : Limit unbraced length for plastic design (Eq. F1-4) Lp33 : Limit unbraced length for plastic design (Eq. F1-4) Lr22 : Limit unbraced length for lateral -torsional buckling (given for Mr) (Sec. Fla) Lr33 : Limit unbraced length for lateral -torsional buckling (given for Mr) (Sec. F2a) max2 : Distance from centroid to top fiber in axis 2 positive max3 : Distance from centroid to far right fiber in axis 3 positive Mcr22 : Critical elastic moment for flexure about axis 3 (Sec. F2b Eq. F1-12) Mcr33 : Critical elastic moment for flexure about axis 3 (Sec. F2b Eq. F1-12) min2 : Distance from centroid to bottom fiber in axis 2 negative min3 : Distance from centroid to left fiber in axis 3 negative Mn22 : Nominal bending moment about axis 2 Mn22 : Nominal bending moment about axis 2 Mn33 : The smaller of nominal bending moments MnLatT and MnLoc (F1) •MnLatT22 : Nominal bending moment limited by lateral -torsional buckling (Sec. 172) MnLatT33 : Nominal bending moment limited by lateral -torsional buckling (Sec. F2) MnLoc22 : Nominal bending moment limited by local buckling (Appendix B5 and Appendix F1) MnLoc33 : Nominal bending moment limited by local buckling (Appendix B5 and Appendix F1) Mp22 : Plastic bending moment Mp=Z'Fy — 1.5My (Sec. F1) Mp33 : Plastic bending moment Mp=Z'Fy — 1.5My (Sec. F1) Mr22 : Limit lateral -torsional buckling bending moment (Eq. F1-7) Mr33 : Limit lateral -torsional buckling bending moment (Eq. F1-7) Mu/(phiB'Mn) : Bending moment ratio Mu22 : Design factored bending moment about axis 3 (A4.1) Mu33 : Design factored bending moment about axis 3 (A4.1) d t yr a Yf:; : Reduction factor for axial force •phiAxial phiB : Reduction factor for bending moments phiC : Reduction factor for elements in compression phiT : Reduction factor for tension force phiV : Reduction factor for shear forces Pn : Nominal axial force of element (E2-1) Pu : Axial force. (+) means tension, (-) means compression Pu/(phiAxial'Pn) : Axial forces ratio Qa22 : Qa factor for bending moment about axis 2 (Appendix B5.2) Qa33 : Qa factor for bending moment about axis 3 (Appendix B5.2) QaAxial : Effective section reduction factor Qa (Appendix 135.3b) Qmod2p : Shear modulus Shear stress=Shear force ' Qmod Qmod3p : Shear modulus Shear stress=Shear force ' Qmod Qs22 : Qs reduction factor for bending moment about axis 2 (Appendix B5.2) Qs33 : Qs reduction factor for bending moment about axis 3 (Appendix B5.2) QsAxial : Stress reduction factor Qs in unstiffened elements (Appendix B5.3a) r0 : Polar radius of gyration about shear center B.Ratio : Controlling interaction value for bending and axial stress. Shear ratio : Controlling interaction value for shear and torsional forces rolled : Yes=web and flange are connected continuously. No=welded Se22 : Elastic section modulus of the effective section for bending about axis 2 Se33 : Elastic section modulus of the effective section for bending about axis 3 Sf22 : Elastic section modulus of the full section for bending about axis 2 Sf33 : Elastic section modulus of the full section for bending about axis 3 Tn : Maximum nominal torsion for : Actual torsional moment on member Tormod : Torsional modulus: Torsional stress = torsional moment ` Tormod Tu/(0.90'Tn) : Torsional moment ratio Tu : Real torsion (factored) Vn2 : Nominal shear force of section Vn3 : Nominal shear force of section Vu/(phiV"Vn) : Shear forces ratio Vu2 : Design shear force (factored) Vu3 : Design shear force (factored) xccp : Distance in axis 3 (principal axis) from centroid to shear center yccp : Distance in axis 2 (principal axis) from centroid to shear center Z22p : Plastic bending moment about axis 2. Mp22 = Z22p'Fy Z33p : Plastic bending moment about axis 3. Mp33 = Z33p'Fy -------------------------------------------------------------------------------------------------------- MEMBER 113 DESCRIPTION: STL Post Section : W 12x19 Material : SteelW50 d t yr a Yf:; Results d = 12.16 [In] (Depth) bf = 4.01 [In) (Width) tw = 0.24 [In) (Web thickness) ff = 0.35 [In] (Flange thickness) k = 0.81 [In) (Distance k) k1 = 0.50 [In] (Distance k1) CONDITION: c22=1.2dl+1.Oegx Design status: OK CONSTANT VALUES: Data Results Analysis = 1 r0 = 4.897 [in] area = 5.579 [in2] E = 29000000.000 [Lb/in2] Z33p = 130.042 [in4) Deg = 11153846.000 [Lb/in2] 122p = 3.760 [in4] Fyksi = 50.000 [ksi] J33p = 0.000 [in) Fy = 50000.000 [Lb/in2] J22p = 0.000 [in) Lb = 121.000 [in] J = 0.166 [in4] K33p = 1.910 Cw = 130.666 [in6) K22p = 1.910 max2 = 6.080 [in) L33 = 121.000 [in] min2 = =6.080 [in] L22 = 121.000 [in) 96 max3 = 2.003 [in] Cb33 = 1.667 min3 = -2.003 [in] C1522 = 1.000 xccp = 0.000 [in] Qmod2p = 0.350 [1/in2] yccp = 0.000 [in] Qmod3p = 0.711 [1/in2] •Z22p Z33p = 24.749 [in3] 2.807 [in3] torMod = rolled 2.114 [1/in3] Yes KlrAll 10000.000 KlrMax 0.000 Klr33 = 47.872 phiT = 0.900 Klr22 = 281.529 phiC = 0.850 IamE = 0.000 lamAXial = 0.000 IamEFe = 0.000 IamPaxial = 0.000 IamEmax = 0.000 IamRaxial = 0.000 Sf33 = 21.388 [in3] phiB = 0.900 Sf22 = 1.878 [in3] phiV = 0.900 Pu = 113.407 [Lb] Fcr = 50000.000 [Lb/in2] Pn = 278942.500 [Lb] phiAxial = 0.900 Ae = 5.579 [in2] QaAxial = 1.000 Fe = 0.000 [Lb/in2] QsAxial = ----------------------------------------------------- 1.000 RESULTS IN STATIONS Station 0% 25% 50% 756/6 100% Mu33 4514.482 -------------------------------------------------------------------------------- 3385.862 2257.241 1128.621 0.000 Mcr33 47398.476 47398.476 47398.476 47398.476 47398.476 Mp33 103120.370 103120.370 103120.370 103120.370 103120.370 Mr33 71294.872 71294.872 71294.872 71294.872 71294:872 Lp33 3.103 3.103 3.103 3.103 3.103 Lr33 7.860 7.860 7.860 7.860 7.860 MnLatT33 78997.460 78997.460 78997.460 78997.460 78997.460 M n Loc33 103120.370 103120.370 103120.370 103120.370 103120.370 Mn33 78997.460 78997.460 78997.460 78997.460 78997.460 Qs33 1.000 1.000 1.000 1.000 1.000. Qa33 1.000 1.000 1.000 1.000 1.000 lam33 5.721 5.721 5.721 5.721 5.721 IamP33 9.192 9.192 9.192 9.192 9.192 IamR33 22.294 22.294 22.294 22.294 22.294 Se33 0.012 0.012 0.012 0.012 0.012 Vn2 85728.000 85728.000 85728.000 85728.000 85728.000 Mu22 0.000 0.000 0.000 0.000 0.000 Mcr22 0.000 0.000 0.000 0.000 0.000 Mp22 11695.852 11695.852 11695.852 11695.852 11695.852 Mr22 6259.048 6259.048 6259.048 6259.048 6259.048 Lp22 0.000 0.000 0.000 0.000 0.000 Lr22 0.000 0.000 0.000 0.000 0.000 ` M nLatT22 11695.852 11695.852 11695.852 11695.852 11695.852 M n Loc22 11695.852 11695.852 11695.852 11695.852 11695.852 Mn22 11695.852 11695.852 11695.852 11695.852 11695.852 Qs22 1.000 1.000 1.000 1.000 1.000 Qa22 1.000 1.000 1.000 1.000 1.000 lam22) 5.721 5.721 5.721 5.721 5.721 IamP22) 9.192 9.192 9.192 9.192 9.192 IamR22 22.294 22.294 22.294 22.294 22.294 Se22 0.001 0.001 0.001 0.001 0.001 Vn3 42195.831 42195.831 42195.831 42195.831 42195.831 fun 354232.560 267138.030 180043.510 92948.987 5854.464 fuv 23089.263 23089.263 23089.263 23089.263 23089.263 Pu 0.000 56.703 113.407 170.110 226.814 Pn 278942.500 278942.500 278942.500 278942.500 278942.500 Pu/(phiAxial'Pn) 0.000 0.000 0.000 0.001 0.001 Mu33/(phiB'Mn33) 0.063 0.048 0.032 0.016 0.000 Mu22/(phiB'Mn22) 0.000 0.000 0.000 0.000 0.000 egH1_1 0.063 0.048 0.032 0.016 0.000 B.Ratio 0.063 0.048 0.032 0.016 0.001 Max Bend. ratio = 0.063 Vu2 447.717 447.717 447.717 447.7.17 447.717 Vu2/(phiV'Vn2) 0.006 0.006 0.006 0.006 0.006 Vu3 0.000 0.000 0.000 0.000 0.000 Vu3/(phiV'Vn3) 0.000 0.000 0.000 0.000 0.000 Tu 0.145 0.145 0.145 0.145 0.145 Tn 1182.613 1182.613 1182.613 1182.613 1182.613 Tu/(0.9'Tn) 0.000 0.000 0.000 0.000 0.000 Shear ratio 0.006 0.006 0.006 0.006 0.006 Max shear ratio= 0.006 CONDITION: c23=1.2dl+1.Oeaz Design status: OK CONSTANT VALUES: Data - ----------------------7--------------- Analysis = 1 Results ------ ----------------------------------- r0 = 4.897 m ------- area = 5.579 [in2] E = 29000000.000 [Lb/in2] 133p = 130.042 [in4] Deg = 11153846.000 [Lb/in2] 122p = 3.760 [in4) Fyksi = 50.000_[ksi] J33p = 0.000 [in] Fy = 50000.000 [Lb/in2) J22p = 0.000 [in] Lb = 121.000 [in] J = 0.166 [in4] K33p = 1.910 Cw = 130.666 [in6] K22p = 1.910 max2 = 6.080 [in) L33 = 121.000 [in) mint = -6.080 [in) L22 = 121.000 [in] max3 = 2.003 [in) Cb33 = 1.667 min3 = -2.003 [in) Cb22 = 1.000 xccp = 0.000 [in] Qmod2p = 0.350 [1/in2] yccp = 0.000 [in] Qmod3p = 0.711 [1/in2] Z33p = 24.749 [in3) torMod = 2.114 [1/in3] Z22p = 2.807 [in3] rolled = Yes KlrAll = 10000.000 KlrMax = 0.000 KIM = 47.872 phiT = ' 0.900 Klr22 = 281.529 phiC = 0.850 IamE = 0.000 IamAxial = 0.000 IamEFe = 0.000 IamPaxial = 0.000 IamEmax = 0.000 IamRaxial = 0.000 Sf33 = 21.388 [in3] phiB = 0.900 Sf22 = 1.878 [in3] phiV = 0.900 Pu = 113.407 [Lb] Fcr = 50000.000 [Lb/in2] Pn = 278942.500 [Lb] phiAxial = 0.900 Ae = 5.579 [in2] QaAxial = 1.000 Fe = 0.000 [Lb/in2] QsAxial = 1.000 RESULTS IN STATIONS Station 0% 25% 50% 75% 100% ------------------------------------------------------------------------------------------------------------------------------------------ Mu33 61068.933 45801.700 30534.467 15267.233 0.000 Mcr33 47398.476 47398.476 47398.476 47398.476 47398.476 Mp33 103120.370 103120.370 103120.370 103120.370 103120.370 Mr33 71294.872 71294.872 71294.872 71294.872 71294.872 Lp33 3.103 3.103 3.103 3.103 3.103 Lr33 7.860 7.860 7.860 7.860 7.860 MnLatT33 78997.460 78997.460 78997.460 78997.460 78997.460 MnLoc33 103120.370 103120.370 103120.370 103120.370 103120.370 Mn33 78997.460 78997.460 78997.460 78997.460 78997.460 Qs33 1.000 1.000 1.000 1.000 1.000 Qa33 1.000 1.000 1.000 1.000 1.000 lam33 5.721 5.721 5.721 5.721 5.721 IamP33 9.192 9.192 9.192 9.192 9.192 IamR33 22.294 22.294 22.294 22.294 22.294 Se33 0.012 0.012 0.012 0.012 0.012 Vn2 85728.000 85728.000 85728.000 85728.000 85728.000 Mu22 0.000 0.000 0.000 0.000 0.000 Mcr22 0.000 0.000 0.000 0.000 0.000 Mp22 11695.852 11695.852 11695.852 11695.852 11695.852 Mr22 6259.048 6259.048 6259.048 6259.048 6259.048 Lp22 0.000 0.000 0.000 0.000 0.000 Lr22 0.000 0.000 0.000 0.000 0.000 MnLatT22 11695.852 11695.852 11695.852 11695.852 11695.852 M n Loc22 11695.852 11695.852 11695.852 11695.8 52 11695.8 52 Mn22 11695.852 11695.852, 11695.852 11695.852 11695.852 Qs22 1.000 1.000 1.000 1.000 1.000 Qa22 1.000 1.000 1.000 1.000 1.000 lam22) 5.721 5.721 5.721 5.721 5.721 IamP22) 9.192 9.192 9.192 9.192 9.192 IamR22 22.294 22.294 22.294 22.294 22.294 Se22 0.001 0.001 0.001 0.001 0.001 Vn3 42195.831 42195.831 42195.831 42195.831 42195.831 4791823.900 3595331.500 2398839.200 1202346.800 5854.464 •fun fuv 306819.010 306819.010 306819.010 306819.010 306819.010 Pu 0.000 56.703 113.407 170.110 226.814 Pn 278942.500 278942.500 278942.500 278942.500 278942.500 Pu/(phiAxial'Pn) 0.000 0.000 0.000 0.001 0.001 Mu33/(phiB'Mn33) 0.859 0.644 0.429 0.215 0.000 Mu22/(phiB'Mn22) 0.000 0.000 0.000 0.000 0.000 �I-1 •ice P(PPL."� Y e �01- ujiZ�- C-vlam` 5 rI egH1_1 0.859 0.644 0.430 0.215 0.000 B.Ratio 0.859 0.644 0.430 0.215 0.001 Max Bend. ratio = 0.859 Vu2 6056.423 6056.423 6056.423 6056.423 6056.423 Vu2/(phiV'Vn2) Vu3 0.078 0.000 0.078 0.000 0.078 0.000 0.078 0.000 0.078 0.000 Vu3/(phiV'Vn3) 0.000 0.000 0.000 0.000 0.000 Tu 0.445 0.445 0.445 0.445 0.445 Tn 1182.613 1182.613 1182.613 1182.613 1182.613 Tu/(0.9'Tn) 0.000 0.000 0.000 0.000 0.000 Shear ratio 0.079 0.079 0.079 0.079 0.079 Max shear ratio= 0.079 �I-1 •ice P(PPL."� Y e �01- ujiZ�- C-vlam` 5 rI RAM Advanse File : Dawson Garage Grade Beam.AVW Condition: dl=Dead load • C� X M 136 1 Analysis (1st order) Date: 9/13/2003 10:12:37 PM M 1.24 M 132 M 123 IM 134 �M 137 M127 M128 M129 M130 M M 122 131 Grade Beam Layout Member Numbers Shown Soil Spring Nodes at 12 o/c 1�q �M RAM Advanse •Units File C:\Program Files\Ram\RamAdvanseEng\Data\Dawson Garage Grade Beam.AVW Lb -ft Y Date 9/9/2003 8:38:15 PM Geometry data [ft) IN GLOSSARY 38 26.4409 Cm22 : Coefficient about axis 2 applied to bending term in interaction equation (1-11) 0 Cm33 : Coefficient about axis 3 applied to bending term in interaction equation (1-11) 38.4409 d0 : Tapered member section depth at J end of member 0 DJX : Rigid offset distance measured from J node in axis X 51.5868 DJY : Rigid offset distance measured from J node in axis Y 0 DJZ : Rigid offset distance measured from J node in axis Z 51.5868 DKX : Rigid offset distance measured from K node in axis X 0 DKY : Rigid offset distance measured from K node in axis Y 51.5868 DKZ : Rigid offset distance measured from K node in axis Z 0 dL : Tapered member section depth at K end of member 51.5868 Ig factor : Inertia reduction factor (Effective Inertia/Gross Inertia) for reinforced concrete members 0 K22 : Effective length factor about axis 2 51.5868 K33 : Effective length factor about axis 3 0 L22 : Member length for calculation of axial capacity 51.5868 L33 : Member length for calculation of axial capacity 0 Lb : Unbraced length between lateral supports to resist lateral torsional bucking 51.5868 RX : Rotation about X 0 RY : Rotation about Y 51.5868 RZ : Rotation about Z 0 TO : 1 = Tension only member. 0 = Normal member 51.5868 TX : Translation in X 0 TY : Translation in Y 38.4409 TZ : Translation in Z 0 Nodes Node X Y Z Floor [ft) [ft) IN 38 26.4409 0 -23.9037 0 39 38.4409 0 -23.9037 0 40 51.5868 0 -25.0912 0 41 51.5868 0. -31.0912 0 42 51.5868 0 -37.0912 0 43 51.5868 0 -43.0912 0 44 51.5868 0 -49.1044 0 45 51.5868 0 -55.1044 0 46 51.5868 0 -61.1044 0 47 51.5868 0 -67.1044 0 48 51.5868 0 -72.7162 0 49 38.4409 0 -73.9037 0 50 24.4409 0 -73.9037 0 51 21.5868 0 -72.7162 0 52 21.5868 0 -69.0495 0 53 21.5868 0 -66.0912 0 54 21.5868 0 -63.7162 0 55 21.5868 0 -59.4245 0 56 21.5868 0 -55.5703 0 57 21.5868 0 -51.737 0 58 21.5868 0 -41.987 0 59 21.5868 0 -37.6953 0 60 21.5868 0 -26.9453 0 61 21.5868 0 -25.0912 • 0 101 22.7118 0 -23.9037 0 102 21.5868 0 -44.0912 0 103 21.5868 0 -56.5704 0 22.7118 0 -73.9037 0 •104 105 50.4618 0 -73.9037 0 106 51.5868 0 -44.0912 0 107 51.5868 0 -56.5704 0 108 50.4618 0 -23.9037 0 120 36.5868 0 -73.9037 0 121 34.7326 0 -73.9037 0 122 21.5868 0 -73.9037 0 123 21.5868 0 -47.9037 0 124 21.5868 0 -35.9037 0 125 21.5868 0 -29.9037 0 21.5868 0 -23.9037 0 0121, 127 51.5868 0 -73.9037 0. 128 51.5868 0 -23.9037 0 129 48.7326 0 -23.9037 0 130 48.7326 0 -73.9037 0 131 30.7326 0 -23.9037 0 132 36.5868 0 -23.9037 0 133 50.5868 0 -23.9037 0 134 49.5868 0 -23.9037 0 135 48.5868 0 -23.9037 0 136 47.5868 0 -23.9037 0 137 46.5868 0 -23.9037 0 138 45.5868 0 -23.9037 0 139 44.5868 0 -23.9037 0 140 43.5868 0 -23.9037 0 141 42.5868 0 -23.9037 0 142 41.5868 0 -23.9037 0 143 40.5868 0 -23.9037 0 144 39.5868 0 -23.9037 0 145 38.5868 0 -23.9037 0 146 37.5868 0 -23.9037 0 147 35.5868 0 -23.9037 0 148 34.5868 0 -23.9037 0 149 33.5868 0 -23.9037 0 150 32.5868 0 -23.9037 0 151 31.5868 0 -23.9037 0 152 30.5868 0 -23.9037 0 153 29.5868 0 -23.9037 0 154 28.5868 0 -23.9037 0 155 27.5868 0 -23.9037 0 156 26.5868 0 -23.9037 0 157 25.5868 0 -23.9037 0 158 24.5868 0 -23.9037 0 159 23.5868 0 -23.9037 0 160 22.5868 0 -23.9037 0 161 21.5868 0 -24.9037 0 162 21.5868 0 -25.9037 0 163 21.5868 0 -26.9037 0 164 21.5868 0 -27.9037 0 165 21.5868 0 -28.9037 0 166 21.5868 0 -30.9037 0 167 21.5868 0 -31.9037 0 168 21.5868 0 -32.9037 0 169 21.5868 0 -33.9037 0 170 21.5868 0 -34.9037 0 171 21.5868 0 -36.9037 0 172 21.5868 0 -37.9037 0 173 21.5868 0 -38.9037 0 174 21.5868 0 -39.9037 0 175 21.5868 0 -40.9037 0 176 21.5868 0 -41.9037 0 177 21.5868 0 -42.9037 0 178 21.5868 0 -43.9037 0 179 21.5868 0 -44.9037 0 180 21.5868 0 -45.9037 0 181 21.5868 0 -46.9037 0 182 21.5868 0 -48.9037 0 183 21.5868 0 -49.9037 0 184 21.5868 0 -50.9037 0 185 21.5868 0 -51.9037 0 186 21.5868 0 -52.9037 0 187 21.5868 0 -53.9037 0 188 21.5868 0 -54.9037 0 189 21.5868 0 -55.9037 0 190 21.5868 0 -56.9037 0 191 21.5868 0 -57.9037 0 192 21.5868 0 -58.9037 0 21.5868 0 -59.9037 0 •193 194 21.5868 0 -60.9037 0 195 21.5868 0 -61.9037 0 196 21.5868 0 -62.9037 0 197 21.5868 0 -63.9037 0 198 21.5868 0 -64.9037 0 199 21.5868 0 -65.9037 0 t 200 21.5868 0 -66.9037 0 201 21.5868 0 -67.9037 0 202 21.5868 0 -68.9037 0 203 21.5868 0 -69.9037 0 21.5868 • 0 -70.9037 0 •204 205 21.5868 0 -71.9037 0 206 21.5868 0 -72.9037 0 207 50.5868 0 -73.9037 0 208 49.5868 0 -73.9037 0 209 48.5868 0 -73.9037 0 210 47.5868 0 -73.9037 0 211 46.5868 0 -73.9037 0 212 45.5868 0 -73.9037 0 213 44.5868 0 -73.9037 0 214 43.5868 0 -73.9037 0 215 42.5868 0 -73.9037 0 216 41.5868 0 -73.9037 0 217 40.5868 0 -73.9037 0 218 39.5868 0 -73.9037 0 219 38.5868 0 -73.9037 0 220 37.5868 0 -73.9037 0 221 36.5868 0 -73.9037 0 222 35.5868 0 -73.9037 0 223 34.5868 0 -73.9037 0 224 33.5868 0 -73.9037 0 225 32.5868 0 -73.9037 0 226 31.5868 0 -73.9037 0 227 30.5868 0 -73.9037 0 228 29.5868 0 -73.9037 0 229 28.5868 0 -73.9037 0 230 27.5868 0 -73.9037 0 231 26.5868 0 -73.9037 0 232 25.5868 0 -73.9037 0 233 24.5868 0 -73.9037 0 234 23.5868 0 -73.9037 0 235 22.5868 0 -73.9037 0 236 51.5868 0 -72.9037 0 237 51.5868 0 -71.9037 0 238 51.5868 0 -70.9037 0 239 0 51.5868 0 -69.9037 0 240 51.5868 0 -68.9037 0 241 51.5868 0 -67.9037 0 242 51.5868 0 -66.9037 0 243 51.5868 0 -65.9037 0 244 51.5868 0 -64.9037 0 245 51.5868 0 -63.9037 0 246 51.5868 0 -62.9037 0 247 51.5868 0 -61.9037' 0 248 51.5868 0 -60.9037 0 249 51.5868 0 -59.9037 0 250 51.5868 0 -58.9037 0 251 51.5868 0 -57.9037 0 252 51.5868 0 -56.9037 0 253 51.5868 0 -55.9037 0 254 51.5868 0 -54.9037 0 255 51.5868 0 -53.9037 0 256 51.5868 0 -52.9037 0 257 51.5868 0 -51.9037 0 258 51.5868 0 -50.9037. 0 259 51.5868 0 -49.9037 0 260 51.5868 0 -48.9037 0 261 51.5868 0 -47.9037 0 262 51.5868 0 -46.9037 0 263 51.5868 0 -45.9037 0 264 51.5868 0 -44.9037 0 265 51.5868 0 -43.9037 0 -266 51.5868 0 -42.9037 0 267 51.5868 0 -41.9037 0 268 51.5868 0 -40.9037 0 269 51.5868 0 -39.9037 0 270 51.5868 0 -38.9037 0 51.5868 0 -37.9037 0 •271 272 51.5868 0 -36.9037 0 273 51.5868 0 -35.9037 0 274 51.5868 0 -34.9037 0 275 51.5868 0 -33.9037 0 276 51.5868 0 -32.9037 0 277 51.5868 0 -31.9037. 0 '97 278 51.5868 0 -30.9037 0 279 51.5868 0 -29.9037 0 280 51.5868 0 -28.9037 0 281 51.5868 0 -27.9037 0 51.5868 0 -26.9037 0 •282 283 51.5868 0 -25.9037 0 284 ------------------------------------------------------------------------------------------------------------ 51.5868 0 -24.9037 0 Restraints Node TX TY TZ RX RY RZ --------------------------------------------------------------------------------------------- 59 1 0 1 0 0 0 103 1 0 1 0 0 0 107 1 0 1 0 0 0 122 1 0 1 0 0 0 126 1 0 1 0 0 0 127 1 0 1 0 0 0 128 1 0 1 0 0 0 131 1 0 1 0 0 0 142 1 0 1 0 0 0 180 1 0 0 0 0 0 198 1 0 0 0 0 0 214 1 0 0 0 0 0 226 1 0 0 0 0 0 240 1 0 0 0 0 0 264 1 0 0 0 0 0 276 --------------------------------------------------------------------------------------------- 1 0 0 0 0 0 Springs r -s We, • Node TX TY TZ RX RY RZ [Lb/ft] [Lb/ft] [Lb/ft] [Lb'ft/Rad] [Lb'ft/Rad] [Lb'f /Rad] --------------------------------------------------------------------------------------------------------------------------------- 50 0 400896 0 133632 0 0 122 0' 400896 0 133632 0 133632 123 0 400896 0 0 0 133632 124 0 400896 0 0 0 133632 125 0 400896 0 0 0 133632 126 0 400896 0 133632 0 133632 127 0 400896 0 133632 0 133632 128 0 400896 0 133632 0 133632 132 0 400896 0 133632 0 0 133 0 400896 0 133632 0 0 134 0 400896 0 133632 0 0 135 0 400896 0 133632 0 0 136 0 400896 0 133632 0 0 137 0 400896 0 133632 0 0 138 0 400896 0 133632 0 0 139 0 400896 0 133632 0 0 140 0 400896 0 133632 0 0 141 0 400896 0 133632 0 0 142 0 400896 0 133632 0 0 143 0 400896 0 133632 0 0 144 0 400896 0 133632 0 0 145 0 400896 0 133632 0 0 146 0 400896 0 133632 0 0 147 0 400896 0 133632 0 0 148 0 400896 0 133632 0 0 149 0 400896 0 133632 0 0 150 0 400896 0 133632 0 0 151 0 400896 0 133632 0 0 l 152 0 400896 0 133632 0 0 0 400896 0 133632 0 0 •153 154 0 400896 0 133632 0 0 155 0 400896 0 133632 0 0 156 0 400896 0 133632 0 0 157 0 400896 0 133632 0 0 158 0 400896 0 133632 0 0 159 0 400896 0 133632 0 0 I � ii 11 160 0 400896 0 133632 0 0 161 0 400896 0 0 0 133632 162 0 400896 0 0 0 133632 .163 0 400896 0 0 0 133632 •165 164 0 0 400896 400896 0 0 0 0 0 0 133632 133632 166 0 400896 0 0 0 133632 167 0 400896 0 0 0 133632 168 0 400896 0 0 0 133632 169 0 400896 0 0 0 133632 170 0 400896 0 0 0 133632 171 0 400896 0 0 0 133632 172 0 400896 0 0 0 133632 173 0 400896 0 0 0 133632 174 0 400896 0 0 0 133632 175 0 400896 0 0 0 133632 176 0 400896 0 0 0 133632- 177 0 400896 0 0 0 133632 178 0 400896 0 0 0 133632 179 0 400896 0 0 0 133632 180 0 400896 0 0 0 133632 181 0 400896 0 0 0 133632 182 0 400896 0 0 0 133632 183 0 400896 0 133632 0 133632 184 0 400896 0 0 0 133632 185 0 400896 0 0 0 133632 186 0 400896 0 0 0 133632 187 0 400896 0 0 0 133632 188 0 400896 0 0 0 133632 189 0 400896 0 0 0 133632 190 0 400896 0 0 0 133632 191 0 400896 0 0 0 133632 192 0 400896 0 0 0 133632 193 0 400896 0 0 0 133632 194 0 400896 0 0 0 133632 195 0 400896 0 0 0 133632 196 0 400896 0 0 0 133632 197 0 400896 0 0 0 133632 0 400896 0 0 0 133632 •198 199 0 400896 0 0 0 133632 200 0 400896 0 0 0 133632 201 0 400896 0 0 0 133632 202 0 400896 0 0 0 133632 203 0 400896 0 0 0 133632 204 0 400896 0 0 0 133632 205 0 400896 0 0 0 133632 206 0 400896 0 0 0 133632 207 0 400896 0 133632 0 0 208 0 400896 0 133632 0 0 209 0 400896 0 133632 0 0 210 0 400896 0 133632 0 0 2.11 0 400896 0 133632 0 0 212 0 400896 0 133632 0 0 213 0 400896 0 133632 0 0 214 0 400896 0 133632 0 0 215 0 400896 0 133632 0 0 216 0 400896 0 133632 0 0 217 0 400896 0 133632 0 0 218 0 400896 0 133632 0 0 219 0 400896 0 133632 0 0 220 0 400896 0 133632 . 0 0 221 0 400896 0 133632 0 0 222 0 400896 0 133632 0 0 223 0 400896 0 133632 0 0 224 0 400896 0 133632 0 0 225 0 400896 0 .133632 0 0 226 0 400896 0 133632 0 0 227 0 400896 0 133632 0 0 228 0 400896 0 133632 0 0 229 0 400896 0 133632 0 0 230 0 400896 0 133632 0 0 0 400896 0 133632 0 0 •231 232 0 400896 0 133632 0 0 233 0 400896 0 133632 0 0 234 0 400896 0 133632 0 0 235 0 400896 0 133632 0 0 236 0 400896 0 0 0 133632 237 0 400896 0 0 0 133632 11 Members 238 0 400896 0 0 0 133632 dL 239 0 400896 0 0 0 133632 240 0 400896 0 0 0 133632 Grade Beam 241 0 400896 0 0 0 133632 •242 243 0 0 400896 400896 0 0 0 0 0 0 133632 133632 244 0 400896 0 0 0 133632 0 245 0 400896 0 0 0 133632 RC\C 3-60 246 0 400896 0 0 0 133632 Grade Beam 247 0 400896 0 0 0 133632 38 248 0 400896 0 0 0 133632 249 0 400896 0 0 0 133632 0 250 0 400896 0 0 0 133632 RC\C 3-60 251 0 400896 0 0 0 133632 Grade Beam 252 0 400896 0 0 0 133632 129 253 0 400896 0 0 0 133632 254 0 400896 0 0 0 133632 0 255 0 400896 0 0 0 133632 RC\C 3-60 256 0 400896 0 0 0 133632 Grade Beam 257 0 400896 0 0 0 133632 122 53 258 0 400896 0 0 0 133632 259 0 400896 0 0 0 133632 0 260 0 400896 0 0 0 133632 261 0 400896 0 0 0 133632 262 0 400896 0 0 0 133632 263 0 400896 0 0 0 133632 264 0 400896 0 0 0 133632 265 0 400896 0 0 0 133632 266 0 400896 0 0 0 133632 267 0 400896 0 0 0 133632 268 0 400896 0 0 0 133632 269 0 400896 0 0 0 133632 270 0 400896 0 0 0 133632 271 0 400896 0 0 0 133632( 272 0 400896 0 0 0 133632 273 0 400896 0 0 0 133632 274 0 400896 0 0 0 133632 275 0 400896 0 0 0 133632 0 400896 0 0 0 133632 •276 277 0 400896 0 0 0 133632 278 0 400896 0 0 0 133632 279 0 400896 0 0 0 133632 280 0 400896 0 0 0 133632 281 0 400896 0 0 0 133632 282 0 400896 0 0 0 133632 283 0 400896 0 0 0 133632 284 0 400896 0 0 0 133632 Members Orientation of local axes 100 Beam NJ NK Description Section Material d0 dL Ig factor [in] [in] 122 128 127 Grade Beam RcBeam 24x18 RC\C 3-60 0 0 1 123 127 130 Grade Beam RcBeam 24x18 RC\C 3-60 0 0 1 124 49 121 Grade Beam RcBeam 24x18 RC\C 3-60 0 0 1 125 121 50 Grade Beam RcBeam 24x14 RC\C 3-60 0 0 1 126 50 122 Grade Beam RcBeam 2418 RC\C 3-60 0 0 1 127 38 126 Grade Beam RcBeam 2418 RC\C 3-60 0 0 1 128 38 131 Grade Beam RcBeam 24x14 RC\C 3-60 0 0 1 129 39 131 Grade Beam RcBeam 24x18 RC\C 3-60 0 0 1 130 39 129 Grade Beam RcBeam 2404 RC\C 3-60 0 0 1 131 129 128 Grade Beam RcBeam 2418 RC\C 3-60 0 0 1 132 130 49 Grade Beam RcBeam 2404 RC\C 3-60 0 0 1 133 52 53 Grade Beam RcBeam 2414 RC\C 3-60 0 0 1 134 125 60 Grade Beam RcBeam 2414 RC\C 3-60 0 0 1 135 136 122 53 52 125 Grade Beam Grade Beam RcBeam 2418 RcBeam 2418 RC\C 3-60 RC\C 3-60 0 0 0 0 1 1 137 60 126 Grade Beam RcBeam 2408 RC\C 3-60 0 0 1 Orientation of local axes 100 L 0 Lor Beam Rotation Axes23 NX NY NZ [Deg] •122 ------------------------------------------------------------------------------------------------------------ 0 2 0 1 0 123 0 2 0 1 0 124 0 2 0 1 0 125 0 . 2 0 1 0 126 0 2 0 1 0 127 ' 0 2 0 1 0 128 0 2 0 1 0 129 0 2 0 1 0 130 0 2 0 1 0 131 0 2 0 1 0 132 0 2 0 1 0 133 0 2 0 1 0 134 0 2 0 1 0 135 0 2 0 1 0 136 0 2 0 1 0 137• 0 2 0 1 0 L 0 Lor RAM RAM Advanse File C:\Program Files\Ram\RamAdvanseEng\Data\Dawson Garage Grade Beam.AVW •Units Lb -ft Date 9/9/2003 8:40:30 PM Analysis Results Maximum forces at members Condition: c20=1.4dl Axial Shear V2 Shear V3 Torsion M22 M33 [Lb] [Lb] [Lb] [Lb -ft) [Lb -ft) [Lb -ft] -------------------------------------------------------------------------------------------------------------------------------- MEMBER 122 Max 1.02 1377.86 0.01 77.98 0.02 723.19 Min -1.65 -918.37 0.00 -95.72 -0.02 -729.84 MEMBER 123 Max 50.49 944.09 0.00 -2.05 0.00 285.23 Min -6.81 -403.12 0.00 -2.29 0.00 -343.47 MEMBER 124 Max 0.00 936.27 0.00 -8.24 0.01 3219.69 Min 0.00 -968.60 0.00 -10.58 -0.01 2433.37 MEMBER 125 Max 0.00 1950.14 0.00 -11.24 0.02 2487.55 Min -5.90 -1112.93 0.00 -50.93 -0.01 -2616.15 MEMBER 126 Max 57.27 -270.26 0.00 -57.48 0.01 113.52 Min -5.90 -1511.20 0.00 -73.39 0.00 -1530.90 MEMBER 127 Max 48.72 629.62 0.01 -15.54 0.02 83.01 Min -5.93 -1318.15 0.01 -25.80 -0.01 -904.09 MEMBER 128 Max -5.93 1001.39 0.01 -8.04 0.01 -176.05 -5.93 -1160.37 0.01 -15.73 -0.01 -1200.46 •Min MEMBER 129 Max 0.00 901.45 0.00 -2.84 0.01 838.74 Min 0.00 -697.17 0.00 -8.04 -0.01 -573.10 MEMBER 130 Max 0.00 1469.18 0.00 2.33 0.02 838.74 Min -5.66 -1575.57 0.00 -2.61 -0.01 -2194.46 MEMBER 131 Max 54.95 321.13 0.00 3.47 0.01 534.13 Min -5.66 -774.34 0.00 2.33 0.00 -139.09 MEMBER 132 Max 0.00 1597.90 0.00 -2.29 0.01 2433.37 Min -6.81 -1975.73 0.00 -7.59 - -0.02 -2214.27 MEMBER 133 Max 0.00 1259.88 0.01 -42.91 0.01 1201.17 Min 0.00 -993.04 0.01 -61.80 -0.01 580.98 MEMBER 134 Max 0.00 411.17 0.01 50.41 0.02 -109.98 Min 0.00 -1175.02 0.01 39.35 0.00 -1218.15 MEMBER 135 Max 0.00 801.30 0.01 -62.28 0.01 1200.23 Min 0.00 -1136.83 0.01 -101.16 -0.03 -82.55 MEMBER 136 Max 1.99 1371.89 0.01 35.15 0.02 1894.85 Min -3.89 -1684.46 0.00 -42.51 -0.02 -1953.73 MEMBER 137 Max 0.00 899.51 0.01 73.68 0.01 312.83 Min ------------------------------------------------------------------------------------------------------------------------------------ 0.00 -874.26 0:01 50.27 -0.01 -110.05 Condition : c21=1.2dl+1.61lr Axial Shear V2 Shear V3 Torsion M22 M33 [Lb] [Lb] [Lb] [Lb -ft] [Lb -ft] [Lb-ft] ------------------------------------------------------------------------------------------------------ MEMBER 122 ----------------_- Max 0.25 2690.35 0.01 154.66 0.01 3147.44 Min -0.41 -1726.93 0.00 -172.75 -0.01 -960.85 MEMBER 123 Max 90.49 1396.88 0.00 68.48 0.00 231.09 Min -12.20 -190.63 0.00 50.53 0.00 -783.46 MEMBER 124 Max 0.00 789.41 Min 0.00 -8.14 0.00 2819.09 0.00 -843.34 0.00 -17.04 MEMBER 125 0.00 2159.53 Max 0.00 2021.98 Min 0.00 -17.64 0.01 2253.93 10.06 -1391.56 0.00 -121.69 MEMBER 126 -0.01 -3338.03 Max 97.58 -434.22 0.00 -138.44 Min -10.06 -1865.13 0.01 178.85 MEMBER 127 0.00 177.59 0.00 -1807.04 Max 92.40 577.80 0.01 65.39 Min -11.24 -1886.470.02 158.30 MEMBER 128 0.00 38.13 -0.01 -1793.81 Max -11.24 1086.83 0.01 37.70 Min -11.24 -1251.75 0.00 16.63 0.01 -931.16 MEMBER 129 -0.01 -2144.79 Max 0.00 994.04 0.00 16.63 Min 0.00 -690.22 0.01 544.34 MEMBER 130 0.00 2.62 -0.01 -1381.97 Max 0.00 1562.66 0.00 -2.47 Min -10.15 -1891.20 0.00 -48.92 544.34 MEMBER 131 0.01 3095.60 Max 98.54 117.76 0.00 -48.92 Min -10.15 -1242.57 0.00 484.64 MEMBER 132 0.00 -64.99 0.00 -609.17 Max 0.00 1907.75 0.00 50.53 Min -12.20 -2069.37 0.01 2159.53 MEMBER 133 0.00 7.57 0.01 -3121.34 Max 0.00 1917.18 0.01 -67.51 Min 0.00 -1407.81 0.01 0.01 3283.01 MEMBER 134 -96.78 -0.01 2229.36 Max 0.00 883.82 0.00 96.16 Min 0.01 1458.99 MEMBER 135 0.00 1297.31 0.00 75.25 0.00 335.89 Max 0.00 782.22 0.01 -98.10 Min 0.00 -1808.41 0.00 3282.97 MEMBER 136 0.00 159:36 -0.02 -200.15 Max 1.53 2426.92 0.01 67.27 Min -2.99 -3199.57 0.01 3274.23 - EMBER 137 0.00 -66.44 0.01 -2024.70 ax 0.00 1631.88 0.00 140.54 Min 0.00 -438.90 0.00 97.99 0.01 1458.87 - - -- -- - - - --------------0.0-- -0.01 -73.93 -------------------------------------------------------------------- Condition : c22=1.2dl+1.Oegx Axial Shear V2 Shear V3 Torsion M22 M33 [Lb) [Lb)[Lb-ftj [Lb -ft) [Lb -ft] -- --- MEMBER 122 ----------------- ----------- Max 101.34 3513.01 0.43 1455.77 0.81 1080.63 Min -163.94 -3242.03 0.15 -1554.62 -0.89 MEMBER 123 10969.76 Max 643.77 -4279.14 0.11 -343.60 0.09 338.07 Min -4775.76 -6502.90 0.09 -442.58 -0.21 -47444.44 MEMBER 124 Max 0.00 109.96 0.16 -131.38 Min 00 1522.78 0.30 3576.08 0. MEMBER 125 0.16 -134.37 -0.29 752.56 Max 0.00 854.11 0.28 -135.33 0.95 36258.97 Min -514.76 -7054.65 0.16 -394.69 -0.71 3390.51 MEMBER 126 Max 4994.88 -5382.02 0.18 -456.86 Min -514.76 -6964.92 0.14 -575.33 -0.07 0.34 47208.81 MEMBER 127 Max 5334.51 -5209.65 0.28 525.99 Min -649.03 -6707.65 0.23 329.60 -0.23 1.05 5 2156.27 MEMBER 128 6750.84 Max -649.03 6785.10 0.49 337.59 0.75 29873.07 Min -649.03 1803.50 0.34 200.77 -0.72 11172.89 MEMBER 129 Max - 0.00 -321.51 0.09 200.77 Min 000 -3395.67 0.09 150.50 -0.40 0.32 11 172.89 MBER 130 . 196.65 x 539.84 5771.58 0.19 369.59 1.00 196.61 Oi 0.00 2033.76 0.09 150.56 -0.62 -39657.61 MEMBER 131 Max 539.84 6838.21 0.21 474.97 0.50 6941.08 Min -5238.70 4772.61 0.19 369.59 -0.01 -50387.66 I n-2 MEMBER 132 Max 643.78 -2130.94 0.17 -131.24 0.73 752.59 Min 0.00 -5355.45 0.16 343.60 0.92 -37271.92 MEMBER 133 0.00 776.94 0.45 765.41 0.66 9583.98 aX in 0.00 -228.67 0.45 523.24 0.66 8627.56 MEMBER 134 Max 0.00 685.04 0.34 -608.19 .0.98 7939.59 Min 0.00 -226.99 0.34 -778.00 -0.01 7265.83 MEMBER 135 0.00 -539.39 0.45 1240.78 0.36 9584.29 Max Min 0.00 -4653.09 0.45 761.57 -1.27 -645.13 MEMBER 136 151.61 1899.14 0.45 526.07 1.01 8627.39 Max Min -295.74 -1683.06 0.19 -543.64 -0.82 -2848.83 MEMBER 137 0.00 4193.76 0.34 -768.89 0.58 7266.80 Max 0.00 1305.07 0.34 -1134.51 -0.39 -588.63 Min Condition : c23=1.2dl+1.Oegz Axial Shear V2 Shear V3 Torsion M22 M3 [Lb] [Lb] [Lb] [Lb -ft] [Lb -ft] [Lb -ft] --------------------------------------------------------------------------------- MEMBER 122 3272.55 1303.82 1.32 19.23 2.49 27207.43 Max Min -2022.97 -4546.20 0.34 -170.03 -2.74 -17619.11 MEMBER 123 788.75 1670.50 0.50 -24.85 0.30 7539.43 Max Min -106.51 636.58 0.49 -33.45 -0.64 -1382.05 MEMBER 124 0.00 910.10 0.49 15.57 0.95 2679.87 Max -722.65 0.49 10.02 -0.88 1835.54 Min 0.00 MEMBER 125 72.30 1801.53 0.49 86.34 2.90 1835.54 Max 0.00 -56.62 0.48 15.08 -2.18 -7196.74 Min MEMBER 126 72.30 650.08 0.50 128.27 0.71 375.80 Max •Min -701.50 -636.41 0.49 100.57 0.23 -7587.14 MEMBER 127 397.64 150.14 0.98 69.60 3.20 3439.50 Max Min -48.38 -1366.69 0.97 41.51 -1.11 -941.14 MEMBER 128 1247.87 0.98 41.95 2.16 1736.52 Max -48.38 -785.65 0.97 20.66 -2.02 515.55 Min -48.38 MEMBER 129 0.00 698.38 0.28 20:66 0.97 840.61 Max 0.00 -806.53 0.28 6.17 -1.20 -56.49 Min MEMBER 130 33.71 1333.58 0.59 9.98 3.16 840.61 Max 0.00 -841.56 0.28 -28.57 -1.93 -2962.54 Min MEMBER 131 33.71 784.19 0.59 -28.57 1.27 484.95 Max -153.44 0.59 -38.01 0.03 -3048.73 Min -327.09 MEMBER 132 0.00 2351.74 0.49 10.62 2:25 5771.23 Max -1570.70 0.49 -24.85 -2.83 -338.21 Min -106.28 MEMBER 133 0.00 1306.64 1.37 -130.86 2.01 5.61 Max 0.00 -37.68 1.37 -188.56 -2.04 -1562.78 Min MEMBER 134 0.00 248.95 1.04 -21.12 3.03 -595.19 Max 0.00 -1187.54 1.04 -25.98 -0.04 -1914.90 Min MEMBER 135 0.00 960.86 1.37 -188.56 1.09 384.49 Max 0.00 -615.63 1.37 -305.19 -3.89 -316.47 Min MEMBER 136 2052.26 6136.14 1.37 -12.31 3.09 26303.37 Max -335.26 0.42 -131.37 -2.56 -30158.25 Min -4004.22 MEMBER 137 0.00 923.77 1.04 -26.31 1.80 478.63 Max Min 0.00 - 596.60 1.04 36.73 -1.18 595.21 ----- ----- • --------- �°Y RAM RAM Advanse File Watenits9/10 C:\Program Files\Ram\RamAdvanseEng\Data\Dawson Garage Grade Beam.AVW 9!10/2003 7:47:32 PM Design Results Reinforced concrete beams GENERAL INFORMATION: Design code ACI -318-99 Load conditions included in the design: c20 1.4dl c21 1.2dl+1.61lr c22 1.2dl+1.Oegx c23 1.2dl+1.Oegz Moment frame Ordinary Materials Concrete, fc 3000.00 [Lb/in2] Steel, fy Concrete type Normal Epoxy coated Modulus of elasticity 3122.02 [Kip/in2] Unit weight 143.94 [Lb/ft3] DATA AND RESULTS Grade BM122 � Status N.G. Asprov < Asreq spc prov > spc lim is Geometry 60.00 [Kip/in2] No Axis Col position Bottom width Top width Dist x [in] [in] [ft] ------------------------------------------------------------------------------------------------------------------- A Center 24.00 0.00 0.00 B Center 24.00 0,00 150.00 -------------------------------------------------------------------------------------------------------------------------- b hf h h F; b ` Span Dist between axes Member No Section bw h b [ft] [in] [in] [in] ---A-B---- ------- –------------ 50.00 -------- - 122 0 -- 18.00 24.00 Rebar Clear cover 3.00 [in] Maximum ratio allowed between Rho / Rho balanced 0.75 Longitudinal reinforcement Group Quantity Diameter Pos Ref. Axis 1 Dist1 Ref. Axis 2 Dist2 Hook1 [ft) [ft] --------------------------------------------------------------------------------------------------------------------------------------------- • 1 4 #3 Top A -0.75 B 0.75 Yes 2 4 #3 Bot A -0.75 B 0.75 Yes hf [in] Hook2 Yes Yes 1)5— 0 Development and splice lengths Group Diameter Ld Ldh L Splice 1 L Splice 2 Total L [in) [in) [in) [in] [ft] 1 #3 21.36 6.00 21.36 21.36 52.33 2 #3 16.43 6.00 16.43 16.43 52.33 Transverse reinforcement Span Diameter No Spc @ Max Spc Legs Closed [in] [in] ----------- --=---------- ---------- ----------------------------------------------------- A-B #3 32 18.00 ----------------------------------------------------------------------------------------------------------------------------------------------- -------------------------- 7.14 ------------------------ 2 Yes Initial spacing of stirrups: Span Initial S Sin lim [in] [in] ----- ------------------------------------ ---------------- A-B 0.00 7.14 --------------------------------------------------------- • FLEXURE Span: A -B Member No: 122 Percentage of moment redistribution Support A = 0.00% Support B = 0.00% Balanced Rho p b: p btop = 2.14% p bbot = 2.14% Code specified max Rho: p maxtop = 4.001/6 p maxbot= 4.00% Limit spacing between bars for cracking control: sb lim = 7.50 [in) Bending moments Station Mu [Kip"ft] O'Mn [Kip'ft) Asreq [in2) Asprov [int) p (%) sb [in] Mul(i�'Mn) No. Dist neg pos neg pos top Bot top Bot top Bot top Bot -------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- 1 0% -0.07 0.54 -27.96 27.96 0.00 0.01 0.44 0.44 0.13 0.13 4.88 4.88 0.02 2 10%' -10.85 0.20 -27.96 27.96 0.23 0.00 0.44 0.44 0.13 0.13 4.88 4.88 0.39 3 20% -8.33 0.17 -27.96 27.96 0.17 0.00 0.44 0.44 0.13 0.13 4.88 4.88 0.30 4 30% -3.27 7.57 -27.96 27.96 0.07 0.16 0.44 0.44 0.13 0.13 4.88 4.88 0.27 5 40% -0.72 25.45 -27.96 27.96 0.01 0.53 0.44 0.44 0.13 0.13 4.88 4.88 0.91 6 50% -5.75 1.73 -27.96 27.96 0.12 0.04 0.44 0.44 0.13 0.13 4.88 4.88 0.21 7 60% -0.55 16.07 -27.96 27.96 0.01 0.34 0.44 0.44 0.13 0.13 4.88 4.88 0.57 8 70% -16.49 0.00 -27.96 27.96 0.34 0.00 0.44 0.44 0.13 0.13 4.88 4.88 0.59 9 80% -7.87 0.22 -27.96 27.96 0.16 0.00 0.44 0.44 0.13 0.13 4.88 4.88 0.28 10 90% -9.99 1.30 -27.96 27.96 0.21 0.03 0.44 0.44 0.13 0.13 4.88 4.88 0.36 11 100% -0.08 0.50 -27.96 27.96 0.00 0.01 0.44 0.44 0.13 0.13 4.88 4.88 0.02 0 Shear and Torsion Span: A-13 Member No: 122 J Station Stirrups Spc prov Spc lim Tu �*Tn At Vu Vs Vc O*Vn Vu/(O*Vn) No. Dist Diann VCT [in] [in] [Lb -ft] [Lb -ft] [int] [Lb] [Lb] [Lb] [Lb] -------------------------------------------7------------------------------------------------------------------------------------------------------------------------------------------- 1 0% #3 C 18.00 7.14 1554.62 10080.69 0.00 2910.73 10514.52 37543.09 40848.97 0.07 2 10% #3 C 18.00 7.14 959.42 10080.69 0.00 1061.04 10514.52 37543.09 40848.97 0.03 3 20% #3 C 18.00 7.14 519.85 10080.69 0.00 1321.14 10514.52 37543.09 40848.97 0.03 4 30% #3 C 18.00 7.14 302.01 10080.69 0.00 1983.63 10514.52 37543.09 40848.97 0.05 5 40% #3 C 18.00 7.14 126.45 10080.69 0.00 3760.15 10514.52 37543.09 40848.97 0.09 6 50% #3 C 18.00 7.14 19.23 10080.69 0.00 4546.20 10514.52 37543.09 40848.97 0.11 7 60% #3 C 18.00 7.14 110.67 10080.69 0.00 4867.04 10514.52 37543.09 40848.97 0.12 8 70% #3 18.00 7.14 278.58 10080.69 0.00 4053.66 10514.52 37543.09 40848.97 0.10 9 80% #3 C 18.00 7.14 484.36 10080.69 0.00 1508.94 10514.52 37543.09 40848.97 0.04 10 90% #3 C 18.00 7.14 897.46 10080.69 0.00 1070.81 10514.52 37543.09 40848.97 0.03 11 100% #3 C 18.00 7.14 1455.77 10080.69 0.00 2687.41 10514.52 37543.09 40848.97 0.07 * Notes * Only the design bending forces M33, shear forces V2 and torsion moments are considered in the design. The axial forces, bending moments M22 and shear forces V3 are not considered. Values shown in red are not in compliance with a provision of the code * The positive and negative flexural reinforcement includes the longitudinal reinforcement required to resist torsion. Refer to the note below on the VCT column to determine when torsion and compression bars are provided. The longitudinal reinforcement area considers the minimum area required by Code (10.5). * When the moments diagram increases in the same direction of the development length of the bars, the bars will not contribute to the member strength for a Code specified distance equal to max(12*db,d). If the section at which member flexural strength is being calculated is within the development length of a group of bars, the bars will contribute to the bending capacity an amount proportional to their actual length / their full development length. Asprov is the provided reinforcement, considering the reduction due to the development length as described previously. 1D-1 • ' Ld,Ldh = Development length of each bar. If the bar ends with a hook, it considers the Ldh length. ' Splice lengths shown are not reduced by the factor Asreq/Asprov. ' sb = Free distance between top or bottom bars corresponding to the layer closest to the extreme face of the beam (layer1). • sb lim = Maximum free distance between bars (Eq. 10-5 of the Code) to consider crack control. • The transverse reinforcement is ordered from left to right. ' Stirrups VCT = Flag that determines if stirrups are required to resist shear forces (V), torsion (T) or to confine the the longitudinal compression bars from buckling (C). ` Spa = stirrup spacing provided by the user. • Spa lim = spacing limits due to geometry. (11.5.4.1, 11.5.4.3, 21.3.3.2, 21.10.4.2) ' Closed = Flag that indicates if the stirrups are closed (yes) or open (no). • Mu/(�*Mn) = Critical strength ratio for the station. If the value is in red, it is larger than 1.0 Al• = Total additional longitudinal reinforcement required by torsion. • The program does not consider AC1318-99 section 12.11.3 whereby the bar diameter is limited according to the location of the bar cut-off. • C J RAM RAM Advanse ,File C:\Program Files\Ram\RamAdvanseEng\Data\Dawson Garage Grade Beam.AVW Units Date 9/10 9/10/2003 7:36:34 PM Design Results Reinforced concrete beams GENERAL INFORMATION: Design code ACI -318-99 Load conditions included in the design: c20 1.4dl c21 1.2dl+1.61lr c22 1.2dl+1.Oegx c23 1.2dl+1.Oegz Moment frame Ordinary Materials Concrete, fc 3000.00 [Lb/int] Steel, fy Concrete type Normal Epoxy coated Modulus of elasticity 3122.02 [Kip/in2] Unit weight 143.94 (Lb/ft3] DATA AND RESULTS Grade BM 126 125 124 132 123 Status N.G. Sa X 91ZJ?S EvIi spc prov > spc lim • Geometry Axis Col position Bottom width Top width Dist x [in] [in] [ft] --------------------------------------------------------------------------------------------------------------- A Center 24.00 0.00 0.00 B Center 0.00 0.00 2.85 C Center 0.00 0.00 13.15 D Center 0.00 0.00 16.85 E Center 0.00 0.00 27.15 F Center 24.00 0.00 30.00 IF b � hf hL h r b b Span Dist between axes Member No Section bw In b IN [in] (in] [in) ------ ---------------- ------- ------------------------ ----------------------------------------------------------------------------- A-B 2.85 123 0 -- 18.00 24.00 B -C 10.29 132 0 14.00 24.00 C -D 3.71. 124 0 -- 18.00 24.00 D -E 10.29 125 0 14.00 24.00 E -F 2.85 126 0 18.00 24.00 Rebar Clear cover 3.00 [in] • Maximum ratio allowed between Rho / Rho balanced 0.75 Longitudinal reinforcement Group Quantity Diameter Pos Ref. Axis 1 Dist'! Ref. Axis 2 Dist2 [ft] [ft] 60.00 [Kip/in2] No hf [in) Hook1 Hook2 I O`% FLEXURE 1 5 #4 Bot A -0.75 F 0.75 Yes Bot 2 5 #4 Top A -0.75 F 0.75 Yes • Code specified max Rho: 0.03 ------ 0.98 --------------------------------------------------- 0.98 0.29 Limit spacing between bars for cracking control: W P Bending moments {CY {D'r sE) {Fr 0.98 Station Mu [Kip*ft] �*Mn P(2) 0.05 No. Dist neg pos neg pos P(1) ' ---------------------------------------------------------------- 1 0% -0.15 1.62 -60.96 Development and splice lengths 0.98 2 10% -0.44 3.03 -60.96 Group Diameter Ld Ldh L Splice 1 L Splice 2 Total L 60.96 0.29 [in] [in] [in] [in] IN 0.98 1 #4 21.91 7.67 21.91 21.91 32.50 6 50% 7 60% 2 #4 28.48 7.67 28.48 28.48 32.50 42.57 Transverse reinforcement -60.96 60.96 0.98 9 80% -40.80 6.32 Span Diameter No Spc @ Max Spc Legs Closed 6.10 -60.85 60.85 [in] [in] -37.64 5.72 -51.02 -------------------------------------------------------------------------------------------------------------------------------------------- A-B #3 1 18.00 7.14 2 Yes 3.44 B -C #3 6 18.00 5.14 2 Yes 0.35 C -D #3 2 18.00 7.14 2 Yes D -E #3 6 18.00 5.14 2 Yes E -F #3 1 18.00 7.14 2 Yes • Initial spacing of stirrups: Span Initial S Sin lim [in] [in) A -B 2.12 7.14 B -C 7.75 5.14 C -D 4.25 7.14 D -E 7.75 5.14 E -F 2.12 7.14 FLEXURE Support A = 0.00% P btop = 2.14% p maxtop = 4.00% sb lim = 7.50 [in] Support B = 0.00% P bbot = 2.14% p maxbot= 4.00% Yes Yes Asreq [in2] Span: A -B Member No: 123 sb [in] Percentage of moment redistribution Bot top Bot Balanced Rho p b: Bot top Bot Code specified max Rho: 0.03 ------ 0.98 --------------------------------------------------- 0.98 0.29 Limit spacing between bars for cracking control: ------------------- 3.44 Bending moments 0.01 0.06 0.98 0.98 Station Mu [Kip*ft] �*Mn [Kip*ft] 0.05 No. Dist neg pos neg pos 0.29 ---------------------------------------------------------------- 1 0% -0.15 1.62 -60.96 60.96 0.98 2 10% -0.44 3.03 -60.96 60.96 0.09 3 20% -0.76 4.42. -60.96 60.96 0.29 4 30% -1.16 5.73 -60.96 60.96 0.98 5 40% -11.24 6.65 -60.96 60.96 • 6 50% 7 60% -35.56 44.16 7.01 6.93 -60.96 -60.96 60.96 60.96 0.29 8 70% 42.57 6.57 -60.96 60.96 0.98 9 80% -40.80 6.32 -60.96 60.96 0.70 10 90% -38.99 6.10 -60.85 60.85 0.29 11 100% -37.64 5.72 -51.02 51.02 Support A = 0.00% P btop = 2.14% p maxtop = 4.00% sb lim = 7.50 [in] Support B = 0.00% P bbot = 2.14% p maxbot= 4.00% Yes Yes Asreq [in2] Asprov [in2] p (%) sb [in] Mu/(�*Mn) top Bot top Bot top Bot top Bot ----------------------------- 0.00 0.03 ------ 0.98 --------------------------------------------------- 0.98 0.29 0.29 3.44 ------------------- 3.44 0.03 0.01 0.06 0.98 0.98 0.29 0.29 3.44 3.44 0.05 0.02 0.09 0.98 0.98 0.29 0.29 3.44 3.44 0.07 0.02 0.12 0.98 0.98 0.29 0.29 3.44 3.44 0.09 0.24 0.14 0.98 0.98 0.29 0.29 3.44 3.44 0.18 0.75 0.15 0.98 0.98 0.29 0.29 3.44 3.44 0.58 0.94 0.14 0.98 0.98 0.29 0.29 3.44 3.44 0.72 0.90 0.14 0.98 0.98 0.29 0.29 3.44 3.44 0.70 0.86 0.13 0.98 0.98 0.29 0.29 3.44 3.44 0.67 0.82 0.13 0.98 0.98 0.29 0.29 3.44 3.44 0.64 0.82 0.14 0.98 0.98 0.35 0.35 3.44 3.44 0.74 110 Span: B -C Member No: 132 Percentage of moment redistribution Percentage of moment redistribution Support A ='0.00% Support B'= 0.00% ' Balanced Rho p b: " Balanced Rho p b: p bbot = 2.14% p,btop = 2.14% p bbot = 2.,14% - p maxtop = 4.00% p maxbot= 4.00% Code specified max Rho: Limit spacing between bars for cracking control; p maxtop =-4.00% p maxbot= 4.00% Bendinq moments Limit spacing between bars for cracking control sb lim = 7.50 [in) Station Mu [Kip*ft] �*Mn [Kip*ft] Asreq [in2] Asprop [in2] p (%) sb Bending moments ' Mu/(�*Mn);. No. Dist neg pos neg - pos top Bot top Bot top , Bot top Bot ------------------------------------------------= - - -------------- ------ ------- --- `-------------------- ---= ---- - -- ' •' 1 0% 0.00 2.32. -51.02 51.02 0.00' 0.06 .0.98 0.98 0.35 0.35 . 3.44',•3.44 Station: ` Mu{Kip'ft] i$i*Mn [Kip*ft] "Asreq [in2] Asprov [int] p (%) 0.98 0.29 0.29- sb [in] Mu/(i$i*Mn) 'No. Dist neg pos neg pos top • Bot top Bot', : °,tep Bot top Bot 60.96: 1 0% =37.64 5.72 , -51.02 51.02 ` 0.82 0.14 0.98 0.98.. 0:35 0.35 3.44 . 3.44 0.74 , 2, 10% -31191 .3.88 0.05 -43.29. 43.29 0.82 0.11. 0.98 0.98 , 0.40 0.40 3.44 3.44 r 0.74: _ r 3' 20% -26.62 2.35 -43.29 4129 0.79 0.07 • 0.98 0.98. 0.40 0.40 3.44 '3.44 0.61 4. 30% : -21.64 1.16 ° -43.29 43.29. '0.64 0.03,, . 0.98 - 0:98 0.40- 0.40 3.44 3.44 0.50 5 ' '40% -17.13 ' , 0:32 ' -43.29 43.29 0.50- ` 0.01 0.98 D.98; 0.40 0.40 .3.44 3.44 . 0.40 6 50% -13.14 0.00 " -43.29 43.29 . 0.38 0.00 0.98 --0.98 , ' 0.40 0,40 3.44 3.44 :0.30 7 60% 9:66 0.00 -43.29. 43.29 L 0.28 ' `0.00 0.98 0.98 0.40 0.40 3.44 • ' 3.44 + 0.22 8 70%. - , -6.64 _ 0.00 '-43.29'`' 43.29 ' 0.19 0.00 0.98 0.98 0.40 0:40 - 3.44 3.44 0.15 9 80% 4.98 0.32 -43.29.• 43.29 0.11 0.01 0.98 0:98 '-'0.40 0.40 3.44 3:44 -.": 0.09. 10 90% , '• -1.56 1.11 -43.29 43.29 '. 0.04 0.03 0.98. 0.98" 9:40 +0.40 ` 3.44 3.44 . 0.04 11 100% 0.00 --- ---------------------- ---------------------------------- 2.32 -51.02 51.,02. --------------- 0.00 0.06 - -------------------- 0.98 - - - 6.98 ' - -------- --------------------------- 0.35 0.35 3.44 -- --- .3.44 = - 0.05' - --- - Span: C -D Member No: 124 Percentage of moment redistribution Support A=" 0.00% Support B =-0.00% ' Balanced Rho p b: p btop =,2.14% p bbot = 2.14% Code specified max Rho: p maxtop = 4.00% p maxbot= 4.00% Limit spacing between bars for cracking control; sb lim = 7.50:[inJ Bendinq moments Station Mu [Kip*ft] �*Mn [Kip*ft] Asreq [in2] Asprop [in2] p (%) sb [in]' ; ' Mu/(�*Mn);. No. Dist neg pos neg - pos top Bot top Bot top , Bot top Bot ------------------------------------------------= - - -------------- ------ ------- --- `-------------------- ---= ---- - -- ' •' 1 0% 0.00 2.32. -51.02 51.02 0.00' 0.06 .0.98 0.98 0.35 0.35 . 3.44',•3.44 0.05 2 10% 0.00 2.62 -60.96 60.96 ' 0.00 0.05 0.98 0.98 0.29 0.29- 3.44 3.44. ". 0.04 3 20%- 0.00 2.69 -60.96 60.96 " 0.00 0.06 .0.98 - 0.98 429 0'29 3.44 3.44 0.04 4 30% 0.00 2.92 ° -60.96 60.96: x'0.00' 0.06 0.98. ` 0:98 .. 0.29 10.29 3.44- ' 3.44 ' 0.05 5 40% 0.00 3.14 -60.96 60.96 0.00 - 0.07 0.98 0.98 ' ` 0.29 0.29 3.44 3.44 , 0.05 • - Vit- c _ _ _ .. ; Span 11 : E -F, Member No: 126 „r Percentage of moment redistribution ,Support A = 0.00% f Support B = 0.00% - Balanced Rho p b: *_ p'btop = 2.14% . F p bbot= 2.14% Code specified max Rho: p maxtop = 4.00% p' maxbot= 4.000/6 ^+ • Limit spacing between bars for cracking control: sb lim=.7.50 [in) ; Bending moments Station Mu [Kip*ft] , �*Mn [Kip*ft] Asreq [in2] Asprov [in2] p (%) sb [in] Mu/(�-Mn) ^ * d 6 50% • . 0.00 3.22 -60.96 60.96 0.00 0.07 0.98 0.98' , 0.29. 0.29 3.44 3.44 0.05 7 60% 0.00 3.16 -' -60.96 60.96 0:00': 0.07 0.98 0.98 0.29 0.29 3.44 3.44., 0.05. .05- 8- - 70% 0.00 3.09 -60.96. _ 60.96 0.00 0.06 0.98., 0.98" 0.29 0.29 3.44 3.44 0.05 9 80% ! 0'.00 3.17 -60.96 '-60.96 60.96 0.00 .0.07 0:98 0:98 + 0.•29 0.29 ; ' 3.44 3:44 � 0.05 10 . 90% 11 100°% 0.00 3.43 0.00 3.48 51.02 60.96 51.02 0.00 0.00 0.07' 0.09 '0.98 0.98 0.98 0.98 0.29 ' 0.36 0.29 O.35 . -3.44 3.44 3.44 3.44 '0.06 0.07 • -- -- Diagram Mu'- ------- ----------------------------- ` Phi*Mn q 3an'gC..Y \ Mu , . phi x Mn Span: D -E Member No: 125 Percentage of moment redistribution Support A = 0.00% . Support B =„0'.00% Balanced Rho p.b: • p btop = 2.14% " p bbot = 2`14% ' A Code specified max Rho: p_maxtop = 400% -p maxbot=.4.00% Limit spacing between bars for cracking control:. sb lim = 7.50 [in] Bending moments Station -Mu [Kip*ft] �'Mrr[Kip*ft] Asreq [int] Asprov [int] p (%) sb [in] MuO*Mn) No. •hist neg pos neg pos top Bot top . Bot top W Bot top Bot, ." -------------- -1 0% - ----------------------------------- 0.00 3.48 -51.02 --- --------- 51.02 --------- 0.00 ------------- 0.09 -- 0.98 -------- 0.98 ------- 0.35 ------ ' 0.35 ------ •3.44 " --- ^3.44 0.07 ' 2 10% 0.00 3.38 /-43.29 43.29 0.00 0.10 0.98 . ' 0.98 0.40'_ 0.40 3.44 ^ 3:44' 0.08 j • 3 20%-- -0.83 3.80 -43.29 .43'.29 0.02' 0.11.' 0.98 0.98 0.40 0.40' '3.44, 3.44 0.09 . 4 .' 30% -1.93 ' 4.91 -43.29 43.29, " ' 0.06 '` 0.14 0.98 0.98 '. 0:40 0.40. " 3.44. •' 3.44 ' - 0.11 4 " 5 40% -2.93 6.81 -43.29: 43.29 0.08 .0.20 0.98 0.98'" 0.40 .0.40 , 3.44 3.44 0.16 6 50% ` -3.85. 9.57 ., ' -43.29" : 43.29 , 0:11 0.28 0.98 0:98 ' 0.40 0.40 3.44 ' '3.44 0.22 +' 7 60% -4.70 13.26 • -43.29. 43.29 " 0.14 0.39- 0.98 0'98' 0.40 -0.40 .3.44 : 3,44 0:31 8 70% -5.49' .. 17.85 `. -43.29 43'.29 0.16 0.52 0.98 0.98 ° 0.40 0.40 3.44 3.44 - 0.41 9 80% -6.20 - 23.31 , y -43.29 43.29 0.18' . 0.69. 0.98 0:98 • 0.40 0.40, 3.44 3.44 0.54 ' 10 90% =6.79 29.51 '-43.29 43.29 -0.20 ' 0.82 0.98 - 0.98: 0.40 0.40 " . 3.44 3.44 0.68 Ill 100%.. -7.22 36.54 - =51.02 - _ 51.02 '0.18 0.82 0.98 ' 0.98.. 0.35 0.35 3.44 ----------------------------- 144 0.72' ' Span 11 : E -F, Member No: 126 „r Percentage of moment redistribution ,Support A = 0.00% f Support B = 0.00% - Balanced Rho p b: *_ p'btop = 2.14% . F p bbot= 2.14% Code specified max Rho: p maxtop = 4.00% p' maxbot= 4.000/6 ^+ • Limit spacing between bars for cracking control: sb lim=.7.50 [in) ; Bending moments Station Mu [Kip*ft] , �*Mn [Kip*ft] Asreq [in2] Asprov [in2] p (%) sb [in] Mu/(�-Mn) Span: B-.0 Member No: 132 �F Station Stirrups Spc prow Spc lim Tu �*Tn ' Al ; Vu Vs Vc �*Vn Vu/(�*Vn) No.., Dist Diam. VCT [in] [in] [Lb*ft] [Lb*ft] [in2] [Lb] [Lb]* [Lb] [Lb] - -- --- - -- ---------------------------------------------------- - - ----- - -- - - ---- - - --- - 1 0% #3 C 18.00 6.02 319.58 8247.84 0:00 5581.24 8857.82 31627.69 34412:68 0`16 No: Dist' neg pos ^ neg pos top Botr• top ;' Bot . top Bot top Bot, -. - r - ------ 1 0% -7.22, 36:54. -51.02 :51:02 0.18 0.82 0.98 0.98 0.35 0.35 3.44 -.-...3:44',- 0.72, 2 10% -7.24 38.21:' --60.85.- 60:85 0.15 0.81 0.98 0.98: 0.29' 0:29 3.44 3,44. 0.63. ` • 3 20% 4:38 40:06.1 4 30%. -7.50' � ' "41.92- , -60.96 -60.96 66.96 60.96 .= , 0:15 -0.85 0.16 0.89 0.98 0.98 0.98 '.- 0.98 0.29 0.29- � ' 3.44 '• •,0.29 0.29 3.44 3.44 ' , 3.44 _ 0.66 ` 0.69' 5 40% 7.49 43.82 '" 60.96 60.96 0.16 • 0.93 `' 0.98 0.98 0.29 0.29 3.44 3.44 0.72 6 50% --7.46 35.17 --60.96 60.96. 0.16 0.75 0.98' - 0.98 0.29 0.29 -3.44 3.44 0.58 „ 7 60% -7.40 10.24 -60.96 60.96 0:15 0.22 0.98 0.98. •. 0.29 0.29 .. 3.44 ; 3.44 0.17 8 .70%' -6.35 . _ 0,22 -60.96 60.96 0.13• 0.00 - 0.98 0.98 0.29 0.29 3.44 3.44 a10- ; 9 80% -4.62 '0.33 -60.96 60.96 0.10 0.01 •"0.98 0.98 0.29 0.29 3.44 3.44- ' • 0.08 • 10 .90% 2:99 , :, .' 0:35 60.96 60.96 • 0.06 ' - 0.01' 0.98 0.98' 0.29 0.29 3:44 3.44 0.05 11 100% -1:39 --- --- - - --- '0.34 - - -60.96 ---- ------------ 60.96. - - 0.03 0:01 - ------- ---- - 0.98 - -- - -- 0:98 - - --- 0.29 0.29 , 3.44-, -------------- ------ -- 3, 44- --_ - - 0.02 - ------ Diagram Mu - Phi*Mn . x ' ,`5 '�' .fit "'", �,• is •. A v, 1 Mu ❑ phi . Mn y Shear and Torsion • Span: A -B, Member No: 123 y Statiom. Stirrups Spc prov Spc lim Tu �*Tn Al, Vu Vs Vc �*Vn Vu/(�*Vn) No Dist Diam VCT [in] - [in] [Lb*ftl [Lb ft] [in2] [Lb] [Lb] [Lb] ---- [Lb] ------ �1 --- -- - -- --== 0% #3 C - -- 18.00 ------------ 7.14 -- - - '442.58 -------------------------------- 10080.69 0.00 -- . 5158.82 - - , 10514.52 37543.09 ------- ---- -- 40848.97 0.13 2 10% #3 C 18.00 7.14 , _ -442.58 442.58 10080.69 0.00 4907.48 10514.52 37543.09' 40848.97 0.12 - `3 20% #3 C . ,18.00 -7.14 436.56 10086.69 0.00. 4863.44 10514.52. 37543.09 40848.97 0.12 4. 30% #3 C 18:00 7,14 406:82_ 10086.69 0.00 5637:09 10514:52 37543.09. 40848.97 - 0.14 5 40% #3 C - 18.00. 7.14 - 389.12 10080.69 0.00 5999.06 -10514.52 37543.09 40848.97 0:15 6 50% #3 C 18.00 7.14 389.17 10080.69 0.00 5754,92. 10514.52 37543.69, 40848.97 0:14 ` 7 .60016 '#3 C 18.00 7.14 373.80 10080.69 .. 0.00 '',5807:04 10514.52 37543.09 40848.97 0.14. •' . . 8. 70% #3 C 18.00' 7.14 348.45 10080.69 0.00 6051.17,' 10514.52 37543.09 " 40848.97 '0.15 9 80% 43 • C . 18.00 , 7.14 343.60 10080.69' 0.00 ` 6097;81"• 10514.52 37543:09 • 40848.97 0.15. 10 90% #3 C 18.00 7.13 ' 343.33 , 10060.33 0.00 6092.07 10496.11 37477.37 40777.46 0.15 ; ' 11 100% -' #3' C 18.00. . 6.02 319.58: 8247:84 .0.00 5581.24 ; 8857.82 31627.69 ' 34412.68'• 0.16 Span: B-.0 Member No: 132 �F Station Stirrups Spc prow Spc lim Tu �*Tn ' Al ; Vu Vs Vc �*Vn Vu/(�*Vn) No.., Dist Diam. VCT [in] [in] [Lb*ft] [Lb*ft] [in2] [Lb] [Lb]* [Lb] [Lb] - -- --- - -- ---------------------------------------------------- - - ----- - -- - - ---- - - --- - 1 0% #3 C 18.00 6.02 319.58 8247.84 0:00 5581.24 8857.82 31627.69 34412:68 0`16 Span: D -E , Span: C=D Member No: 124- . ' Station Stirrups Spc prov= Station. - Stirrups Spc prov. Spc lim Vu Tu �*Tn Al Vu Vs Vc *Vn Vu0*Vn) [in] No..- Dist Diam VCT [in] [in]' [Lb*ft] [Lb*ft] [in2] [Lb] 11------------------------------------------------------------ 2 10% #3 C 18.00 5.14 277.29 _ #3 6822.29 -------------------------------------------------------------- 6.02 0.00 5382.82,'. 82 48.00. 7569:27" 27026.82 29406.68 0.18 " 3441.3.26 3 '' 20% #3 _ C, '' 18.00 ; 5.14 241.92 131.44 "' 6822.29 10080.69 0.00 5146.26 e 7569.27 27026.82 29406.68 0.18 3 4 ' 30% #3 C 18.00 5.14 212:59 0.00 6822.29 10514.52 0.00 4737.51 0.03 7569.27 27026.82 29406.68 0.16 18.00 5 ,,, % 40% #3 • C 18.00 5.14 188.60 37543:09 6822.29 0.03 0.00 4252.60 .� 7569.27 • 27026.82 29406.68 0.14 #3 6 7 50% 60% #3 #3 10514.52 18.00, 18.00 5.14 5.14 169.33 155.52 • 7569.27 6822.29 6822.29 50% 0.00 0.00 3767.17 3309.88 ' 7569.27 7569.27 27026.82 ,. 27026.82 29406.68 .29406.68 0.13 0'1.1 706.41 8 70% #3 C 18.00 5.14 145.00 .' #3 6822.29- 7.14 0.00 2936.82 10080.69 7569.27 27026.82 29406.68 0.10 - ' 40848.97 9 80% #3 C 18:00 5.14 137.56 132.08 6822.29 10080.69 0.00 .2670.52 10514.52 7569.27 21026.82 29406.68 •0.-09 9 -' 10 90% #3 C 18.00" 5.14 133.03. 0.00 6822:29' 10514.52 0.00 2524.82 '. 7569.27 _.27026.82 29406.68 '0.09 18.00 11 100% #3 `• 10080.69' 18.00 6.02 131.32 37543.09 8248.00. 0.02. 0.00 1906.13 100% 8857.97 31628.22 34413:26 0.06 Span: D -E , Span: C=D Member No: 124- Span: D -E Span: C=D Member No: 124- . ' Station Stirrups Spc prov= Station. - Stirrups Spc prov. Spc lim Vu Tu �*Tn Al Vu Vs Vc *Vn Vu0*Vn) [in] No..- Dist Diam VCT [in] [in]' [Lb*ft] [Lb*ft] [in2] [Lb] 11------------------------------------------------------------ [Lb] [Lb], [Lb] • 1 0% _ #3 •,18.00 -------------------------------------------------------------- 6.02 131.32 82 48.00. 0.00 1906.13 8857.97 31628.22 3441.3.26 0.06 6.02 2 10% #3 18.00 " 7.14 131.44 34413.26 10080.69 0.00 1119.10 10514.52 ' 37543.09 . 40848.97 0.03 .144:49 , 3 20% #3 18.00 7.14 131.40 0.04. 10080'.69 0.00 1188.59 10514.52 37543.09 40848.97 0.03 6822.29 4 30% #3,. 18.00 •7.14 131.38 30%. 10080.69 0.00 1291.26 10514.52 37543:09 40848.97 0.03 2087.01 5 40% ' #3 18.00 7.14 - 131.38 #3 10080.69 0.00 1032.71 10514.52 3754109 40848.97 0.03 • 7569.27 6 50% - #3 18:00 7.14 • 131.41 C 10080.69 0.00 706.41 10514.52 37543.09 40848.97 . 0:02 27026.82 7" 60% .' #3 18.00 7.14 131.41` 18.00 10080.69 0.00- 442.79 10514.52 , ' 37543.09' 40848.97 . 0.01 29406.68 , 8 70% #3 18.00 7.14 132.08 10080.69 0.00 • 678.77 10514.52 37543.09 40848.97 0.02 9 -' 80% #3 18.00 7.14. 134.37 10080.69 0.00 '673.96 10514.52 " 37543.09 , 40848.97 0.02 10 90% #3 18.00 7.14• 134.37 10080.69' 0.00 624.88 10514.52 37543.09 40848.97 0.02. 11 100% #3 "' 18:00 6.02 ----------------------------------------------- 137.21 8248.00 0.00 ---------------------- 866.19-. L_a ------------------------------------- 8857.97 31628:22 I --------------------- 34413.26 0.03 -- - Span: D -E Member No: 125 . ' Station Stirrups Spc prov= Spc lim Tu . �*Tn - At Vu Vs Vc �*Vn Vu/(�*Vn) No.- Dist Diam VCT [in] [in] [Lb*ft] [Lb -ft] [in2] [Lb] [Lb] ' ' [Lb] [Lb] y --------------- ------------------------------ ---------------- ----------------- --------------------------- 1- 0% #3 18.00 6.02 137.21 8248.00 0.00 866.19 8857.97 '31628.22 34413.26 0.03 • 2 10% #3 '. 18.00 5.14 .144:49 , 6822:29 0.00 1084.37 , ,7569.27 - .27026.82 ' 29406.68 0.04. 3 20% #3 C 18.00 5.14 155.30 6822.29 0.00 1480.35 .7569.27 27026:82 " 29406.68 0.05, 4 30%. #3 C _ 18.00 5.14 169.97 6822.29 0.00 2087.01 7569.27 -27026.82 29406.68 0:07 _- 5 40% #3 C 18.00 5.14 '188:84 6822.29, 0.00 - 2974.18 • 7569.27 27026.82 29406.68 0.10 6 -,-50%, #3 C 18.00 5.14 212.40 " • .6822.29 0:00 3939.12 ' 7569.27 27026.82 - 29406.68 0:13 7 60% - 43 C 18.00 5.14 238.88 6822:29 0.00 47,72.76 7569.27 ,' 27026.82 29406.68 0.16 Span: Span: E -F Member No: •126 1 ` " 8 70% #3 • C 18.00 5.14 270.43 6822.29 Station 0.00 5569.08 ,• 7569.27 Tu' 27.026.82 29406.68 0.19 9' 80% #3 C 18.00 No.. 5.14 307.70 VCT 6822.29 [in] ----------------- 0.00 6269.21 7569.27 , [Lb], 27026.82. 29406.68 0.21 ' . 10 90%, - #3 C 18.00 C 5.14 351.50 421.89 '6822.29 ------------- 0.00 0.00 6796.62 7569.27 ------ ------------- 34413'26 27026.82 29406.68 0.23 11 , .100% #3 C 18.00 ' 456.47 6.02, 421.89 6038.68 8248.00 37477.84, 0.00 6389:01 8857.97 3' l '3i628.22 %34413.26 0.19:-- --------------------------- 7.14 -'456.86 - - -- - - --------------------------- , 37543.09 ` 10514.52•-,37543.09 40848.97 0.15 -- --- - -- - - -------- - -- - - -- --- - - - ----------- - - ------------ ------------ 10080.69 Notes. •t ' Only the design bending forces M33, shear forces V2 and torsion moments are considered in the design. The axial forces ,; bending moments M22 and f` shear forces V3 are not considered: , r ' Values shown in red are not in 'compliance with a provision of the code ' * The positive and negative flexural reinforcement includes the longitudinal reinforcement required to resist torsion. Refer to the'note below on the VCT - column to determine when torsion and compression bars are provided. The longitudinal reinforcement area considers the minimum area required by ' Code (10.5).. * When the moments diagram increases in the same direction of the development length of the bars, the bars will'not contribute to the member strength .• for a Code specified distance equal to max(12'db,d). y ' If the.section at which member flexural strength is being calculated is within the development length of a group of bars, the bars -will contribute to'the- bending capacity an amount proportional to their actual length / their full development length'. ' Asprov is the provided reinforcement, considering the reduction due to the development length as described previously- ,. � .. ', _ • - Span: E -F Member No: •126 1 ` Station Stirrups Spc prov Spc lim Tu' �'Tn Al, Vu, Vs Vc ` �'Vn Vu/(�'Vn) No.. Dist Diam VCT [in] [in] ----------------- [Lb'ft] ---- ----- [Lb -ft) ------------- [int] , [Lb], [Lb] [Lb] [Lb) ' 1• "1, •0% #3 C 18.00 6.02 421.89 -------- 8248.00 ------------- 0.00 -------- 6389.01 --------- 8857.97 .; - ---- 31628.22- ------ ------------- 34413'26 - 0.19 2 1 OW #3 C 18.00 7.13 ' 456.47 10060.47 0.00 6038.68 ` 10496.24 37477.84, 40777.97 `0:15 3' l 20% ` • #3 .: - C 18.00, - 7.14 -'456.86 10080.69 0.00 6034.77: , 37543.09 ` 10514.52•-,37543.09 40848.97 0.15 4 - 30%0 • + #3., ` • C 18.00 7.14. 462.58 10080.69 0.00 - 6034.77 " 10514.52. - , 37543.09 ' _40848.97, 0.15.: ' 5 40% : #3' C 18.00 7.14 492.51 ` 10080:69 0.00 6034.77 10514.52 37543.09' 40848.97 0.15 ' .6 '56% #3 ' C 18:00 7:14 510.60 .10080.69 0.00. . 6034.77 10514.52 37543.09 40848.97 0.15 .7 1. •.-60%. #3'• C 18.00 7:14 '510.43 1.0080.69 0.00 6034.77 10514.52 37543.09 40848.97 0.15 8 .70% #3', " C, `18.00 7.14 531.88 10080.69 0.00' 5968.22 .10514.52 `: 37543.09 40848.97 0.15 • 9` 80%" #3 C - 18.00 7.14 568.02 10080.69 0:00 •5856.46 -10514;52 37543.09. 40848.97. '0.14 110 11 90%' 100%.#3 #3- C C 18.00 18.00 7.14 7 14 575.33 575.33 10080169 10080.69 0.00 0.00 5633.36 ' 5382.02 •10514.52 10514 52 37543.09. 37543 09 40848.97 40848.97 0:14 0.13 Notes. •t ' Only the design bending forces M33, shear forces V2 and torsion moments are considered in the design. The axial forces ,; bending moments M22 and f` shear forces V3 are not considered: , r ' Values shown in red are not in 'compliance with a provision of the code ' * The positive and negative flexural reinforcement includes the longitudinal reinforcement required to resist torsion. Refer to the'note below on the VCT - column to determine when torsion and compression bars are provided. The longitudinal reinforcement area considers the minimum area required by ' Code (10.5).. * When the moments diagram increases in the same direction of the development length of the bars, the bars will'not contribute to the member strength .• for a Code specified distance equal to max(12'db,d). y ' If the.section at which member flexural strength is being calculated is within the development length of a group of bars, the bars -will contribute to'the- bending capacity an amount proportional to their actual length / their full development length'. ' Asprov is the provided reinforcement, considering the reduction due to the development length as described previously- ,. � .. ', _ • - • • . Ld,Ldh = Development length of each bar. If the bar ends with a hook, it considers the Ldh length. ' Splice lengths shown are not reduced by the factor Asreq/Asprov. • sb = Free distance between top or bottom bars corresponding to the layer closest to the extreme face of the beam (layerl). • sb lim = Maximum free distance between bars (Eq. 10-5 of the Code) to consider crack control. • The transverse reinforcement is ordered from left to right. • Stirrups VCT = Flag that determines if stirrups are required to resist shear forces (V), torsion (T) or to confine the the longitudinal compression bars from buckling (C). • Spa = stirrup spacing provided by the user. • Spa lim = spacing limits due to geometry. (11.5.4.1, 11.5.4.3, 21.3.3.2, 21.10.4.2) ` Closed = Flag that indicates if the stirrups are closed (yes) or open (no). • Mu/(�*Mn) = Critical strength ratio for the station. If the value is in red, it is larger than 1.0 Al• = Total additional longitudinal reinforcement required by torsion. • The program does not consider ACI318-99 section 12.11.3 whereby the bar diameter is limited according to the location of the bar cut-off. e lM RAM Advanse File C:\Program Files\Ram\RamAdvanseEng\Data\Dawson Garage Grade Beam.AVW Units Lb -ft Date 9/10/2003 7:52:09 PM Design Results Reinforced concrete beams "max �hf l h - h I Span Dist between axes Member No Section bw h b hf [ft] [in] [in] [in] [in] --------------- -_____--------- --------------------------------- ---------------------- ------ ----------------- A -B 4.85 127 0 18.00 24.00 B -C 4.29 128 0 14.00 24.00 C -D 7.71 129 0 - 18.00 24.00 - D -E 10.29 130 0 14.00 24.00 E -F 2.85 131 0 18.00 24.00 - ------------------------------------------------------------------------------------------------------------------------------------------------ Rebar • Clear cover 3.00 [in] Maximum ratio allowed between Rho / Rho balanced 0.75 Longitudinal reinforcement Group Quantity Diameter Pos Ref. Axis 1 Dist1 Ref. Axis 2 Dist2 Hook1 Hook2 117 GENERAL INFORMATION: Design code ACI -318-99 Load conditions included in the design: c20 1.4d1 c21 1.2dl+1.61lr - c22 1.2dl+1.Oegx c23 1.2dl+1.Oegz Moment frame Ordinary Materials Concrete, fc 3000.00 [Lb/int] Steel, fy 60.00 [Kip/in2] Concrete type Normal Epoxy coated No Modulus of elasticity 3122.02 [Kip/in2] Unit weight 143.94 [Lb/ft3] DATA AND RESULTS Grade BM 127_128_129_130_131 Status N.G. -' d !e Asprov < Asreq spc prov > spc lim • Geometry Axis Col position Bottom width Top width Dist x [in] [in] [ft] --------------------------------------------------------------------------------- A Center 24.00 0.00 0.00 B Center 0.00 0.00 4.85 C Center 0.00 0.00 9.15 D Center 0.00 0.00 16.85 E Center 0.00. 0.00 .27.15 F Center 24.00 0.00 30.00 "max �hf l h - h I Span Dist between axes Member No Section bw h b hf [ft] [in] [in] [in] [in] --------------- -_____--------- --------------------------------- ---------------------- ------ ----------------- A -B 4.85 127 0 18.00 24.00 B -C 4.29 128 0 14.00 24.00 C -D 7.71 129 0 - 18.00 24.00 - D -E 10.29 130 0 14.00 24.00 E -F 2.85 131 0 18.00 24.00 - ------------------------------------------------------------------------------------------------------------------------------------------------ Rebar • Clear cover 3.00 [in] Maximum ratio allowed between Rho / Rho balanced 0.75 Longitudinal reinforcement Group Quantity Diameter Pos Ref. Axis 1 Dist1 Ref. Axis 2 Dist2 Hook1 Hook2 117 • r� Transverse reinforcement Span Diameter No Spc @ Initial S [ft] 1 5 ---------------------------------------------------------- #4 Bot A 0.25 2 ------------------------------------------------------------------------------------------------------ 5 #4 Top A 0.25 5 18.00 D -E #3 ;E} {F} E -F #3 1 P(2) ; 3.44 3.44 0.27 0.98 P(I) 0.29 0.29 Development and splice lengths 3.44 0.83 0.98 Group Diameter Ld Ldh L Splice 1 L Splice 2 0.98 0.98 [in] [in] [in] [in] 1 #4 21.91 7.67 21.91 21.91 2 #4 28.48 7.67 28.48 28.48 Transverse reinforcement Span Diameter No Spc @ Initial S Sin lim top [in] ------------------------------------------------------------------ A-B #3 2 18.00 B -C #3 2 18.00 C -D #3 5 18.00 D -E #3 6 18.00 E -F #3 1 18.00 Initial spacing of stirrups: sb [in] Span Initial S Sin lim top [in] [in] A -B 5.12 7.14 B -C 7.75 5.14 C -D 1.25 7.14 D -E 7.75 5.14 E -F 2.12 7.14 FLEXURE Span: A -B Member No: 127 Percentage of moment redistribution Balanced Rho p b: Code specified max Rho: Limit spacing between bars for cracking control: Bending moments Station Mu [Kip'ft] �*Mn [Kip"ft] No. Dist neg pos neg pos ----------------------------------------------------------- 1 0% -1.28 0.16 -60.96 60.96 2 10% -3.92 0.00 -60.96 60.96 3 20% -4.24 16.21 -60.96 60.96 4 30% -0.62 50.67 -60.96 60.96. • 5 40% -1.09 47.62 -60.96 60.96 6 50% -1.36 44.59 -60.96 60.96 7 60% -1.67 41.45 -60.96 60.96 8 70% -1.69 38.51 -60.96 60.96 9 80% -1.75 35.52 -60.96 60.96 10 90% -1.68 32.68 -60.96 60.96 11 100% -1.68 29.92 -51.02 51.02 Max Spc [in] 7.14 5.14 7.14 5.14 7.14 Support A = 0.00% P btop = 2.14% p maxtop = 4.00% sb lim = 7.50 [in] Asreq [in2] top Bot ---------------- 0.03 0.00 0.08 0.00 0.09 0.35 0.01 1.08 0.02 1.01 0.03 0.95 0.03 0.88 0.03 0.81 0.04 0.75 0.03 0.69 0.04 0.75 [ft] ----------------------- F -0.25 F -0.25 Total L [ft] 30.50 30.50 Legs Closed 2 Yes 2 Yes 2 Yes 2 Yes 2 Yes Yes Yes Support B = 0.00% P bbot = 2.14% p maxbot= 4.00% Yes Yes Asprov [in2] p N sb [in] - Mu/(�*Mn) top Bot top Bot top Bot 0.98 0.98 0.29 0.29 3.44 3.44 0.02 0.98 0.98 0.29 0.29 3.44 3.44 0.06 0.98 0.98 0.29 0.29 3.44 3.44 0.27 0.98 0.98 0.29 0.29 3.44 3.44 0.83 0.98 0.98 0.29 0.29 3.44 3.44 0.78 0.98 0.98 0.29 0.29 3.44 3.44 0.73 0.98 0.98 0.29 0.29 3.44 3.44 0.68 0.98 0.98 0.29 0.29 3.44 3.44 0.63 0.98 0.98 0.29 0.29 3.44 3.44 0.58 0.98 0.98 0.29 0.29 3.44 3.44 0.54 0.98 0.98 0.35 0.35 3.44 3.44 0.59 r�8 Span: C -D Member No: 129 ' ' Percentage of moment redistribution; Support A = 0.00%• Support B = 0.00% F , Balanced Rho p b: ' p.btop = 2.14% t ^ p bbot = 2.14% ' p maxtop = 4.00% Diagram Mu - Phi*Mn Limit spacing between bars .for cracking control: -' sb lim = 7.50 [in] ,. s{'�,,, Bending moments r�?u h, ��� s�� ''L•�i x$ #3:l .yy.2". �� �•;���``� .ks SF�SY� � � � �' 5'x,8 �p���o�.c � � 5,.�}�, � ^' r - . .. - •. - sb _°s. . R TIX ..app � • No Dist neg pos neg pos,,, .{3 top Bot top Bot- - -- -- -------- S"3 Bot Y.tfibYa'Y' S�}2 r - L + r • 0.22 2 10% . " -1.21 8.81 -60.96 ; '60.964 .-' - .. 0.98 ; 0:9,8 ' 0.29' 0.29 '3.44 3.44 '04i4 3 20% -1.27 7.01 -60.96 _ 60:96 = 0.03 0.15. 0.98 • :0.98 ',. 0.29 ° " 0'.29 3.44 ,' 3:44 0.11 - 4 30% -1.31 5.47 60.96 60.96 0,03 ' 0:11. 0.98 0.98 0.29 ' 0.29 3.44 3.44' 0.09 • �r V 6 . \ Mu O phi Mn _ Span: B -C Member No: 128 7 r Percentage of moment redistribution` Support A = 0.00% Support B = 0.00% - Balanced Rho p b: - t p`btop = 2.14% p bbot = 2.14% _ " Code specified max Rho: p maxtop = 4.00% p maxbot= 4.00% Limit spacing between bars for cracking control: sb lim = 7.50 [in] Bending moments Station Mu [Kip"ft] *Mn [Kip*ft] Asreq [int] Asprov [in2]. p (%) sb [in] Mul(�*Mn) No.- Dist neg pos neg pos , top Bot top Bot top: Bot top Bot ^ ------------------------------------------------------------------------------------------- 1 0610 -1.68 29.92 -51.02 51.02 0.04 0.75 0.98 .0.98 0.35 0.35 3.44 3.44 0.59 . 2 10% -1.79 27.32. -43.29 • 43.29. 0.05 0.80 0.98 0.98 '' "0.40 0.40 3.44: -3.44- " 0.63 s 3 20% -1.96 24.86 -43.29 43.29 0.06 0.73 0.98-. -0.98, 0.40 0.40 3.44 3.44' , 0.57 4 30% -2.11 22.48 -43.29 43.29 0.06 • 0.66 0.98 '0.98 -,0.40 0.40 3.44 3.44 0.52 ` - 5. 40% .-2.06. 20.45 • 43.29 43.29 0.06 0.60 0.98 0.98, 0.40 0.40 3.44 3.44. 0.47 ; . 6 '50% -2.14 ' " 18.28 -43.29 43.29 0.06' 0.54 0.98 0.98 0.40' -0.40 3:44 3.44 0.42 7 60% -1.91 16.69 -43.29 ' 43.29 0.06 0.49 0.98 0.98 - 0.40 0.40 - '3.44 3.44 '0.39 " 8 =' 70% -1.81' 14.97 9 80% -1:53 13.61 - -43.29 -43.29 43.29 43.29 0.05 0.44 0.04 0.40 0.98. 0.98 ` 0.98' "0.98 0.40 0'.40 0.40 0.40 3.44 3:44 3.44 3.'44" 0.35 0.31 10 90% -1.24 12.34, -43.29 43.29. 0.04 0.36 0.98 0.98'' 0.40 0.40 3.44 3.44 0.29 11 100% -1.05 11.09 -51.02 51.02 0.03 0.28. : 0.98 0.98 - 0.35 0:35 3.44 3.44 0.22 Span: C -D Member No: 129 ' ' Percentage of moment redistribution; Support A = 0.00%• Support B = 0.00% F , Span: C -D Member No: 129 ' ' Percentage of moment redistribution; Support A = 0.00%• Support B = 0.00% Balanced Rho p b: ' p.btop = 2.14% t ^ p bbot = 2.14% Code specified max Rho: p maxtop = 4.00% i 'p maxbot= 4.00% Limit spacing between bars .for cracking control: -' sb lim = 7.50 [in] ,. Bending moments _ Station 4 Mu [Kip*ft] �*Mn [Kip*ftJ - �" Asreq'[in2]' Asprov [int] . '` p (%) sb [in] Muf(�`Mn), • No Dist neg pos neg pos,,, top Bot top Bot top Bot- - -- -- -------- - - top Bot ------------------------ --------- - ---- -- ---------------------- 1.- 0%', =1:05 " 11.09 -51,012, ' 51.02 -------- 0.03' 0:28 - 0198 •,;0.98 ` 0.35 0.35. 3.44 3.44 0.22 2 10% . " -1.21 8.81 -60.96 ; '60.964 .-' 0.03 0.18 0.98 ; 0:9,8 ' 0.29' 0.29 '3.44 3.44 '04i4 3 20% -1.27 7.01 -60.96 _ 60:96 = 0.03 0.15. 0.98 • :0.98 ',. 0.29 ° " 0'.29 3.44 ,' 3:44 0.11 - 4 30% -1.31 5.47 60.96 60.96 0,03 ' 0:11. 0.98 0.98 0.29 ' 0.29 3.44 3.44' 0.09 Span: E -F Member No: 131 Percentage of moment redistribution Support A= 0:00% Support B _ 0.00% ` Balanced Rho p b: p MOP .= 2.14% " . p bbot = 2.14% `• . .Code specified max R6:-- p maxtop = 4.00% + p rnaxbot= 4.00%. Limit spacing between bars for cracking control sb lim - 7.50 [in] Bending moments " ' 17eO " 5 40% -1'30 "4.17 '-60.96 60.96. •0.03' 0.09 0.98 0.98 0;29 0.29 3.44'' 3.44, .0.07 6 . 50% ' -1.25 3.09 -60.96 60.96' 0.03 0'.06. 0.98 0.98. '0.29 0.29. 3.44 ' 3.44 0.05 7. 60% -0.97. 2.42 -.-60.96 60.96 0.02 0.05 "0.98 0.98 ' ': ±`0.29 - t0.29 3.44 , 3.44 0.04 8 70% .-0.65 1.82 -60.96 .60.96 0.01 ` 0.04• 0.98 ' ' 0.98 0.29 0.29 3.44 3.44 ' 0.03,- .03:9 9<-80%0 10 90"/0 -0.31 -0.03 1.27 0.72 --60.96 -60.96 "' 60960.01 60 96 , "r 0.00. 0.03 . 0.01 0.98 0.98 0,98 0.98. 0:29 �_ 0.29 t, 0:29 0.29 _3:44 3.44" 3.44 3.44 0.02r k 0.01. 11 100% -0.09 0.72 -51.02 51.02 0.00 0.02 0.98 0.98 0.35 -0.35, . 3.44 ,3.44 -10.01 r Diagram Mu -.Phi'Mn £ 5Of U. - Mu -F 0 phi Mn Span: D -E Member No: 130 ' Percentage of moment redistribution Support A = 0.00% SupportB = 0.00% Balanced Rho p b: p btop = 2.14% p bbot=.2:14% R Code specified max Rho: p maxtop = 4.00%- p maxbot= 4.00% 'Limit spacing between bars for cracking control: sb lim = 7.50 [in] , . Bending moments Station Mu [Kip*ft] �*Mn [Kip*ft] Asreq [in2] Asprov [int] 'p (%) : sb [in] Mu/(�*Mn) No.' Dist neg pos neg pos. top Bot top. ' Bot top '' - Bot top ., Bot -- ' ' -- - ----- - .1° 1 0% ------------------ 0.09 - 0.72 51.02 --------- 51 02 --------------- 0 00 -- 0.02 ------ 0.98 ------------------------------------- 0.98 --- .35 ----- 0.35 ------ ° 3.44 ----------------- 3:44 - • 2 10% 2.01 0.03 43.29 43 29 0.06 0.00 0.98. 0.98 .0:40 0 0:40 3.44 3:44. 10.01 0 05 3, 20% 4.38 0:00 43.29 43.29 0.13 0.00 0.98 098 .40 ' .6.40 3.44 3:44 0.10' 4 30% -7.06. ' , 0.00 -43.29 43.29- . 0.20 0:00 0.98 ' �< 0.98 0:40 0.40 3.44" ' 3.44. 0.16 5 40% -10.18. 0.00 -43.29 43.29' 0.30 0.00- '0.98 "` 0.98. 0.40-." 0.40 = • 3.44 _ 3.44 _0.24 T 6 50% -13.81 ' 0.00 43.29 43.29• 0.40 0.00 . „ 0.98 0.98 ,0,40 - .0.40 3.44 3.44' 0.32 7 60% -18.04 0.00 =43.29 43.29' 0.53- 0.00. 0.98 0.98 0:40 0.40 3.44 3.44 0.42. 8, . 70% -22.84 0.00 -43.29 43.29 - 0.67 0 ;00 w 0.98' a.98., 0.40 0.40 .3.44' 3.44. 0.53 - - ._9 80% -28.17' 0.00 " -43.29 4129 0.82 0.00 0.98 0.98 '. 0.40 0.40 3.44 3.44" .0.65, 10 90% _ -33.87 0.00 -43.29 .43.29 0.82:: 0.00' 0.98 0:98 0.40 0.40 3.44 3.44 0.78 _. 11 100%' ----------------------------------------- 40.03 0.16 51.02 ------------------------------------------------------------ 51.02 0.88 0.00 . ' 0.98: 0.98 , i -- ----- 0:35" ."0:35 ------; - ----- .. ------------ 3:44 3.44 _... -------------- 0.78 - ` _ - - Span: E -F Member No: 131 Percentage of moment redistribution Support A= 0:00% Support B _ 0.00% ` Balanced Rho p b: p MOP .= 2.14% " . p bbot = 2.14% `• . .Code specified max R6:-- p maxtop = 4.00% + p rnaxbot= 4.00%. Limit spacing between bars for cracking control sb lim - 7.50 [in] Bending moments " ' 17eO t#4vR� ✓ J r Shear and Torsion - ' Span: A -B Station.. Mu [Kip *ft) �*Mn [Kip"ft]- - Asreq [in2] Asprov'[ih2] p (%) sb [in] - Mu/(�*Mn)' y No. Dist neg neg pos" �*Tn . pos top Bot . `' top' Bot top Bot y top ' Bot VCT, .. [in] [Lb -ft], [Lb ft] [in2] [Lb]. _ ---------- ------- [Lb] _ t.. ------------------------------ • 0%. .. #3 ------------------------- "18.00 1 0% -40.03 0.16- -51.02. _ -51M .: 0.88 0.00 ----------------- _ 0.98 0.98 0.35 ' , 0.35 3.44 . ' 3.44 0.78' 2 10% 41';47•- 0."34 -60.85 60.85 0.88 0.01, 0.98 0.98 0.29 0.29 3.44 3.44' 0.68 _ 3 ` •� 20% 43.31 0.30 -60.96`. '60.96' 0.92 • 0.01 0.98 0,98 . ' 0.29 0.29 3.44 3.44, 0.71 4 30% -45.24 0.29 -60.96 60.96 0.96 0.01 - 0.98 0.98 :.`0.29 0.29 "3.44 - 3.44 0.74 ti 5'- 40% ; -46.92 0.41 -60.96 60.96 ' , . ,1.00 0.01 0.98 , 0.98 0.29 ' • 0'.29' ;3:44 3.44 0.77 6 50% -37.59 1.94 -60.96 60.96 0.80 0.04' . 0.98 0.98 ,-,.'0.29 0.29 3.44 ' . 3.44. 0.62 7 60% `: -11.26 .;5.63 -60.96 60.96 0.24 0.12 0.98 0.98 0.29' 0.29: 3.44-' " 3.44. 0.18 s 8 70% -0.44 6.26 -60.96 60:96. , " 0.01 0.13 0.98 0.98 +0.29, 0.29- _ 3.44 .' 3.44, 0:10: 9 i 80% _ -0.17 4.81 -60.96 60.96 0.00 '0.10 0.98 0.98' . 0:29. . ' 0.29 13.44 3.44 0.08 , a 10 90% -0.06 _" 3.28 -60.96 60.96. "' 0.00 , , 0.070.98 8248.00 0.98 ' `. 0.29 0.29 " 3.44 " 3.44. 0.05 .. ' 11 . 100% t- 0.00-. -1.73' -60.96 _ 60.96 - • 0.00 0.04 -0.98 . 0.98 0.29 0.29 • 3.44 3.44 < , 0.03 t#4vR� ✓ J r Shear and Torsion J r Shear and Torsion - ' Span: A -B `Member No:.127. t Shear and Torsion - ' Span: A -B `Member No:.127. t ` •' - Station ` Stirrups Spc prov Spc lim -`• Tu �*Tn Al Vu Vs n•, - Vc •�*Vn Vu/(�*Vn) No.' Dist Diann VCT, [in]. [in] [Lb -ft], [Lb ft] [in2] [Lb]. [Lb] ` [Lb] [Lb] _ 1 • 0%. .. #3 C. "18.00 7.14 525.99 .10080.69 0.00 `5209.65 ---------------------------- 10514.52, 37543.09 -------- 40848.97. - - 0.13 ` 2 10% #3 18.00 ' 7.14 525:99 10080.69 0.00 5637.10 10514.52 37543.09 40848.97 0.14 3 • 20% #3 .0 - 18.00 7.14 508.91 10080.69. 0.00. '5960.18 10514.52. `37543.09 40848.97 0.15 4 30% #3 C 18.00 7.14 471.34 '10080.69. 0.00: 6159.91 10514.52 `37543.09 40848.97 0.15 5 40% #3. C 18.00 -7.14 438.38 10080.69 0.00 6128.24 10514.52 37543.09 40848:97 0.15- 6. 6, 50% #3 C 18.00 7.14 418.61 10080.69 0.00 6280.19, 10514.52 37543.09 40848.97 " 0.15 ' 7' 60% #3 C ' 18.00 7.14 418.61 10080.69 0.00 6707.65 10514.52 37543.09 40848.97, 0:16 ' 8 70% '#3 C 18.00' 7.14 372.59 10080.69 0.00° 6038.08 10514.52 37543.09 '40848.97 0.15 - ' 9 -80% #3 C 18.00 7.14 361.85 10080.69 0.00 5894.80 10514.52 ' 37543.09' 46848.97 0.14 . ,10 .90% - #3 C 18.00 7.14 329.60 10080.69 0:00 5600.81 10514.52 37543.09 '40848.97 0.14 11 - '100% #3 C 18.00 6.02 309.41 8248.00 0.00 ; . 5562.95 '8857.97 31628.22 34413.26 0.16 Span: Span: C -D Member No: 129 Station Stirrups Spc prov 1 0% #3 C 18.00 6.02 309.41 8248.00. 0.00 5562.95, 8857.97 -Dist' 31628.22 VCT' 34413. 26 0.16 2 10% #3 C 18.00 [Lb] --------------------- 5.14 293.70 6822.29 0.00 5579;58 7569.27 C -27026.82 6.02 29406.68 0.19- 3 201% #3 c 18.00 ---- - --- 34412:68 5.14,. 289.43 6822.2 9 0.100 -5518.53 7.569.27 18.00 27026.82 200.77 29406.68 0.00 4 30% #3 -C 18.00- 0.05 5.14 262.63 ' 6822.29, 0.00 4573.11 7569.27 7.14 27026.82 10080.69 •�0.19 29406.68 0.16"." 5 40% #3• C 18.00 5.14 21U63 6822.25 0.00 4901.61 7569.27 176.46 27026.82 0.00 294061.68 0.17 6, 50% #3 C '18.00. 5 5.14 #3, 6822.29 0.00 3514.88 7569�27 110080.69 0.00 1492.68, 29406.68. 0..1,2 7 60% #3 C 18.00 .50% 5.14 237.1,3 �6822.29 0.00 3843.34 7569.27 0.00 12,7026.82 27026.82 10514.52 29406.68 0.13 8 70% #3 C 18.00 #3 5.14 225.36 -6822.29 0.00 3191.05 7569.27 -'1 27026.82 29406_68 0.11 .9 80% #3 c 18.00 C 5.14 216.65 6622.29 0.00 2765.42, 7569.27 10514.52 27026.82 37543.09 29406.68 0.09 10 90% 03 C 18.00 18.00 5.14 214.27 6822.29 '0.00 2630.27: 7569.27 27026.82 40848.97 29406.68 0.09" 11 --------- 100% - -- ----- #3 -------- c - ---- - 18.00, ---------------------------- 7.14 6.02 200.77, ---- ---------------------------------- 8247.84-. -------------------------- 0.00 1916.73 8857.82 ------------------------------------ -------------------------------------- 37543.09 31627.69 :0.02 34412.68 0.06 Span: C -D Member No: 129 Station Stirrups Spc prov Spc lim Tu �*Tn At Vu Vs V . c �*Vn Vu/(�*Vn) - No: - -Dist' Diam VCT' [in] .* [in] [Lb -ft] [Lb -ft] ------- [in2] [Lb]'. [Lb] [Lb] --------------------- [Lb] ------------------------------------- 1 0% #3 C --------------------------------------------------- 18.00 6.02 .200.77 8247.84 -------- 0.00 -----7 ------------------------ 1916.73 8857.82 31627.69 ---- - --- 34412:68 0.06, 2 10%'- #3 C 18.00 7.14 200.77 10680.69 0.00 2205.83.- 10514.52 37543.09 40848.97 0.05 3 20% #3 C. 18.00 7.14 187.52 10080.69 0.00 2515.50, 10514.52 37543.09 40848.97 -0.06 4 30% #3 C 18.00 7.14 176.46 100.810.69 0.00 1737.96 10514.52 37543.09 40848.97 0.04 5 40% #3, C 18.00 7.14 170.29 110080.69 0.00 1492.68, 10514.52 37543.09 40848.97 0.04 6' .50% #3 C 18.00 7.14 167.49 10080.69. 0.00 1751'.40 10514.52 31543.09 40848.97 0.04 7 60% #3 c 18.00 i 7.14, 160.48-' 10080.69 0.00 -'1 0514.52 37543.09 40848.97 0.03.' 70% #3 C 18.00 7.14 155.35 10080.69 0.00 .1205.08 782.60- 10514.52 37543.09 40848.97 0.02 _8 9 80% #3 C 18.00 7.14 152.25 10080.69 0:00 699.12 10514.52 37543.09 40848.97 0:02 " 10- 90% `#3, C 18.00 7.14 151.66 .10080.69 '0.00 792.13 10514.52 37543.09 40848.97 :0.02 11 ---------- 100% ------------------------------- #3 C 18.00 - ---------------------------- 6.02 .150.81 ------------------------------ - 8248.00 0.00 ----------- 1334.40 ----- - --------------------------------------------- 8857.97 31628.22 34413.26 - - -- - ------------ 0.04 - -- Diagram Vu = Phi'Vn l Vu - phi Vn (Span: D -E Member No: 130 Station - Stirrups Spc prov Spc lim -Tu �.Tn At Vu Vs Vc �*Vn Vul(�*Vn) No. 'Dist - Diam VCT • [in] (in) [Lb*ft] [Ub*ft] [in2] [Lb] [Lb]'. [Lb] [Lb] 1 ------------ 0% - -- -------------- #3 C 18.0.0'.. 6.02 ------------ 150.61 - - - - - -------- 8248.00 - - - 0.00 ----- -- - --- ---------- 1334.40 7 ----- 8857.97 ---- -- - -------------- .31628.22 - ------------------------- 34413.26 .0.04 2 10% #3 C 18.00 514' 153.43 -,i 6822.29 0 0 2034.08 7569:27 27026.82 2*9406.68 0.07 3 20% #3 -18.00 '5.14'. 159:83 , 6822.29 0.00 2295.34, 7569.27 2702&82 294W .68 '0.08 4 30% #3. 18.00. 5.14, 170.20 6822.29' 0.00, 2674.66 7569.27 27026.82 20406.68 0.09 5 40%'- #3 18.00,. 5.14 184.79 6822.29. 0.00" 60.09 27.026.82 29406.68 0.11 6 'S0% #3 18.00 5.14 203.97 '6822.29 0.00 371,1.21 75,69.27 27026.82 29406.68- 0.13 " 7 60% #3 18.00, 5.14 226:24• 6822.29 0.00 .. 4290.25 Station. 7569.27 Spc prov '27026.82 Tu�*Tn, ..29406.68 y At •0:15 Vs 8 70% #3 18.00. •Dist 5.14 - 253.31 - ; 6822.29 0:00 481-4.26 [in2] 7569.27 [Lb] 27026.82 '' [Lb] 29406.68 ' ''0.16 #3 9 80% #3. 18.00 8247.84 5.14 285.74 - 8857.82 6822.29 0.00 5207.73 2. 7569.27 #3 27026.82 18.00 29406.68 369.59 "'0.,18 0.00 10 90% #3 18.00 0.16 5.14 324.23 #3 6822.29 0.00: 5365.86 369.59 7569.27 0.00 27026.82 A 0514.52 29406.68 40848.97 0.18 '. ` 11 '100% #3 C 18.00 7.14 6.02 369.59 0.00 . 8247.84 0.00 5697.24 40848.97. 8857.82 5 31627.69 #3 • 3441268 18.00 0 i7 Notes - Only the design bending forces.M33, shear forces V2 and torsion moments are considered in the design. The axial forces, bending moments M22 and' shear forces V3 are not considered., `• " ' . *Values shown in red are not in compliance with a provision of the•code ' The positive and negative flexural reinforcement includes the longitudinal reinforcement required to resist torsion. Refer to the note below on the VCT column to determine when torsion and compression bars are provided: The -.longitudinal reinforcement area considers the minimum area required by Code (10.5). . • *'When the moments diagram increases.in the same direction "of the development length of the bars, the bars will not contribute to the member strength for a Code specified distance equal to max(12*db,d). * If the section at which member flexural strength is being calculated is within the development length of a group of bars, the bars will contribute to the bending capacity an amount proportional to their actual length / their full development length. , Span: E -F Member No: 131 Station. Stirrups Spc prov Spc lim Tu�*Tn, y At Vu Vs Vc *Vn Vu/(�"Vn) .- No. •Dist Diann VCT [in] [in] [Lb*ft] [Lb*ft] [in2] [Lb]` [Lb] [Lb] '' [Lb] 1 0% #3 C 18.00' '6.02 -369.59 8247.84 0.00 5697.24 - 8857.82 31627.69 34412.68 0.17 2. 10% #3 C 18.00 7.13 369.59 10060.33 0.00 6455.51 10496.11 37477.37 40777.46 0.16 3 20% #3 C 18.00' 7.14- 369.59 10080.69 0.00 6562.23 A 0514.52 37543.09 40848.97 0.16 ` 4 30% #3 C 18.00 7.14 375.10 `10080.69 0.00 . 6571.62 10514.52 .'37543.09 40848.97. 616 5 40% #3 • C 18.00 7.14 403:99 10080.69 ;` 0.00 , . 6200.18 10514.52 '37543.09 40848.97 0.15 6 50% #3 C 18.00 7.14 421.55 10080.69 0.00 " . 6092.15 , ,10514.52 37543.09 40848.97 0.15,- 7 60% #3 C - 18.00 7.14 421.64 10080.69 - 0.00 6390.52 10514.52 37543.09 40848.97 ' 0.16 8 70% #3 C 18.00 7.14 439.33 , /10080.69' 0.00 6077.02, 10514.52 37543.09 _ 40848.97 0:15 9 + 80% #3 ' C 18.00 7.14. 468.98_ 10080.69. 0.00 5347.91 10514.52 37543.09 40848.97 0:13 • 10 90% #3 C 18.00 7.14 474.97 10080.69 0.00 5400:95 10514.52 37543.09 40848.97 0.13 11-1 100% #3 18.00 7.14 , .. 474.97 10080.69: 0.00 5652.29 10514.52 37543.09 "40848.97 0,14 Notes - Only the design bending forces.M33, shear forces V2 and torsion moments are considered in the design. The axial forces, bending moments M22 and' shear forces V3 are not considered., `• " ' . *Values shown in red are not in compliance with a provision of the•code ' The positive and negative flexural reinforcement includes the longitudinal reinforcement required to resist torsion. Refer to the note below on the VCT column to determine when torsion and compression bars are provided: The -.longitudinal reinforcement area considers the minimum area required by Code (10.5). . • *'When the moments diagram increases.in the same direction "of the development length of the bars, the bars will not contribute to the member strength for a Code specified distance equal to max(12*db,d). * If the section at which member flexural strength is being calculated is within the development length of a group of bars, the bars will contribute to the bending capacity an amount proportional to their actual length / their full development length. , • M - Notes - Only the design bending forces.M33, shear forces V2 and torsion moments are considered in the design. The axial forces, bending moments M22 and' shear forces V3 are not considered., `• " ' . *Values shown in red are not in compliance with a provision of the•code ' The positive and negative flexural reinforcement includes the longitudinal reinforcement required to resist torsion. Refer to the note below on the VCT column to determine when torsion and compression bars are provided: The -.longitudinal reinforcement area considers the minimum area required by Code (10.5). . • *'When the moments diagram increases.in the same direction "of the development length of the bars, the bars will not contribute to the member strength for a Code specified distance equal to max(12*db,d). * If the section at which member flexural strength is being calculated is within the development length of a group of bars, the bars will contribute to the bending capacity an amount proportional to their actual length / their full development length. , • ' Asprov is the provided reinforcement, considering the reduction due to the development length as described previously. 0 Mu 't-INAn - ' Ld,Ldh = Development length of each bar. If the bar ends with a hook, it considers the Ldh length. ' Splice lengths shown are not reduced by the factor Asreq/Asprov. ' sb = Free distance between top or bottom bars corresponding to the layer closest to the extreme face of the beam (layerl ). ' sb lim = Maximum free distance between bars (Eq. 10-5 of the Code) to consider crack control. ' The transverse reinforcement is ordered from left to right. ' Stirrups VCT = Flag that determines if stirrups are required to resist shear forces (V), torsion (T) or to confine the the longitudinal compression bars from buckling (C). ' Spa = stirrup spacing provided by the user. ' Spa lim = spacing limits due to geometry. (11.5.4.1, 11.5.4.3, 21.3.3.2, 21.10.4.2) ' Closed = Flag that indicates if the stirrups are closed (yes) or open (no). . Mu/(�'Mn) = Critical strength ratio for the station. If the value is in red, it is larger than 1.0 ' Al = Total additional longitudinal reinforcement required by torsion. • ' The program does not consider AC1318-99 section 12.11.3 whereby the bar diameter is limited according to the location of the bar cut-off. • I Z RAM RAM Advanse WU ile C:1Program Files\Ram\RamAdvanseEng\Data\Dawson Garage Grade Beam.AVWate 9/109/10nits /2003 8:00:58 PM Design Results Reinforced concrete beams GENERAL INFORMATION: Design code ACI -318-99 Load conditions included in the design: c20 1.4dl c21 1.2dl+1.61lr c22 1.2dl+1.Oegx c23 1.2dl+1.Oegz Moment frame Ordinary Materials Concrete, fc 3000.00 [Lb/in2] Steel, fy 60.00 [Kip/in2] Concrete type Normal Epoxy coated No Modulus of elasticity 3122.02 [Kip/in2] Unit weight 143.94 [Lb/ft3] DATA AND RESULTS Grade BM 133-134-135-136-137 Status N.G. - spc prov > spc lim Geometry • Axis Col position Bottom width Top width Dist x [in] [in] [ft] ------------------------------------------------------------------------------------------- A Center 24.00 0.00 0.00 B Center 0.00 0.00 4.85 C Center 0.00 0.00 7.81 D Center 0.00 0.00 44.00 E Center 0.00 0.00 46.96 F Center, 24.00 0.00 50.00 b h" h' "T b Span Dist between axes Member No Section bw In b hf [ft] [in] [in] [in] [in] ----- ---- -------------- ------------------ --------------- --------- ----- ----- ------------------------- A-B 4.85 135 0 18.00 24.00 B -C 2.96 133 0 - 14.00 24.00 - C -D 36.19 136 0 - 18.00 24.00 D -E 2.96 134 0 14.00 24.00 - E -F 3.04 137 0 18.00 24.00 ------------------------------------------------------------------------------------------------------------------------------------------------- Rebar Clear cover 3.00 [in] • Maximum ratio allowed between Rho / Rho balanced 0.75 Longitudinal reinforcement Group Quantity Diameter Pos Ref. Axis 1 Dist1 Ref. Axis 2 Dist2 Hook1 Hook2 [ft] [ft] l ZS-� 1 ZCo { . ---------------------------------------------------------------------------------------------'---- 1 4 #4 Bot A -0.75 F 0.75 Yes Yes 2 4 #4 Top A -0.75 F 0.75 Yes Yes • (A, X13) (c. tiD} ?2 (F) P(2) P(1 Development and splice lengths Group . Diameter Ld Ldh L Splice 1 L Splice 2 Total L [in] [in] [in] [in] [ft] ------------------------------------------------------------------------ 1 #4 21.91 7.67 21.91 21.91 52.50 2 #4 28.48 7.67 28.48 28.48 52.50 Transverse reinforcement Span Diameter No Spc @ Max Spc Legs Closed [in] [in] ------- ---------------------------------------- A-B #3 --------------------------------------- 2 18.00 ----------------------------------------------------- 7.14 2 Yes -- B -C #3 1 18.00 5.14 2 Yes C -D #3 24 18.00 7.14. 2 Yes D -E #3 1 18.00 5.14 2 Yes E -F #3 1 18.00 7.14 2 Yes • Initial spacing of stirrups: Span Initial S Sin lim [in] [in] _-A-B --_------------ 5.13 7.14 B -C ; 8.75 5.14 C -D 1.13 7.14 D -E 8.75 5.14 E -F 3.24 7.14 FLEXURE Span: A -B Member No: 135 Percentage of moment redistribution Support A = 0.00% Support B = 0.00% Balanced Rho p b: p Mop = 2.14% p bbot = 2.14% Code specified max Rho: p maxtop = 4.00% p maxbot= 4.00% Limit spacing between bars for cracking control: sb lim = 7.50 [in] Bending moments Station Mu [Kip`ft] �*Mn [Kip'ft] Asreq [in2] Asprov [int] p M sb [in] Mu/(�*Mn) No. Dist neg pos neg pos top Bot top Bot top Bot top Bot ------------------------------ --- ------------------------------------------------------------------------------------------------------------------ 1 0% -0.65 0.14 -49.11 49.11 0.01 0.00 0.79 0.79 0.23 0.23 4.75 4.75 0.01 2 10% 0.00 1.50 -49.11 49.11 0.00 0.03 0.79 0.79 0.23 0.23 4.75 4.75 0.03 3 20% 0.00 3.42 -49.11 49.11 0.00 0.07 0.79 0.79 0.23 0.23 4.75 4.75 0.07 4 30% 0.00 4.90 -49.11 49.11 0.00 0.10 0.79 0.79 0.23 0.23 4.75 4.75 0.10 5 40% -0.08 5.93 -49.11 49.11 0.00 0.12 0.79 0.79 0.23 0.23 4.75 4.75 0.12 6 50% -0.14 6.83 -49.11 49.11 0.00 0.14 0.79 0.79 0.23 0.23 4.75 4.75 0.14 7 60% -0.32 7.55 -49.11 49.11 0.01 0.16 0.79 0.79 0.23. 0.23 4.75 4.75 0.15 • 8 70% -0.25 8.21 -49.11 49.11 0.01 0.17 0.79 0.79 0.23 0.23 4.75 4.75 0.17 9 80% -0.24 8.73 -49.11 49.11 0.00 0.18 0.79 0.79 0.23 0.23 4.75 4.75 0.18 10 90% -0.12 9.20 -49.11 49.11 0.00 0.19 0.79 0.79 0.23 0.23 4.75 4.75 0.19 11 100% -0.13 9.45 -41.15 41.15 0.00 0.24 0.79 0.79 0.28 0.28 4.75 4.75 0.23 1 ZCo Span: C -D Member No: 136 Percentage of moment.redistribution . Support A = 0.00% Support B =D.00% Balanced Rho p b: p btop�= 2.14% p bbot = 2,14%' ti - y :, p maxbot' 4.00%, Diagram Mu - Phi`Mn sb lim = 7.50 [in] " .. 4 'Bending moments. Station`.. Mu [Kp'ft] �'Mn [Kip'ft]' • _ Asprov [in2] p.(%) = .. .. •. ��.�. �� �•E�"��'Ld :'- C'k.'' "` � , rye, ter �; a •k �"'h4��M�C��� top Bot top ' Bot _ - ,top ' ' I `• • ---- ------------- - ------------------ 1 0% 1.66 8.53 -41 17 ;' 41.17 r '-- 4.75 ^-;4:75 Y}���� v�+.W�ii��".sYaE•"� r Mu ® phi* Mn ' Span: B -C Member No: 133 �ii� �'i,eY. ,."["Y� 0.16. - 0.11 - ; 4:75 4;75 0.16 - + - 0.79 _ '0'.79 .`• 0.23 0.23- 4..75 `"4.75 4.75 r 0.38' 4 30% 0:00 - 26.30 -49.11 49.11 Percentage of moment redistribution 0.79 "' 0.79 0:23` 0,23 =. 4.75, ` Support A = 0.00% Support,B = 0.00%' 0.00 •. 0.15 0.79# _ -`0.79' ..' 0.23 0:23 -4.75 4.75 0:15 Balanced Rho p b: p btop = 2.14% p bbot = 2.14% . Code specified max Rho: p maxtop = 4.00% p maxbot= 4.00% " . - Limit spacing between bars for cracking control: sb lim = 7.50 [in] Bending moments Station Mu [Kip"ft) �•Mn [Kip'ft] Asreq [in2] Asprov [in2] p (%) sb [in] Mu/(�"Mn) , No., Dist neg - pos neg pos top ". Bot top. Bot 1 --- top -------------- Bot top ' Bot ---- - - - --- - - - - 0% -0.13 - 9.45 - - -41.15 - - - - 41.15 ---------------------------------- 0.00 0.24 '0.79 0.79' ----- 0.28 0.28 4:75 4.75 0.23 2 10%0.27 9.43 -34.97 34.97 0.01 0.27 0.79 0.79 ' 0.32 0.32 .4.75 4'.75 •0.27 - v3 "20%' -0:44 9.34 -34.97 " 34.97 0.01 0.27 0.79 0.79 0:32 0.32 4:75 4.75' 0.27 4 30% -0.67 9.18 -34.97 34.97. 0.02 •0.27 0.79 0.79 0.32 0.32 4.75 4.75 0.26 5 40% ' : 0.93 8.99 34.97. 34.97 0:03 0.26 '0.79 •0.79 0.32 ''0:32 4.75' 4.75 0.26 6 50% -1:00 8.96 -34.97 34.97 "0.03 0.26 0.79 0.79 0.32 0.32 4.75 --4.75 0.26 ' 7' 60% -1.14 8.86 -34.97 34.97 0.03 0.26 . 0.79 0.79 0.32.- ,0-32-' 4.75 4.75 "., 0.25 8 70% -1.34 8.69 -34.97 34.97 0.04; ' 0.25 0.79 0.79 0.32 0.32 4.75 4.75' 0.25 ". • 9 - • 86% 1.40 - 8:68 , 8.68 -34.97 34.97, 34.97 0.04 0.25- -0.04 0.25 0:79'• 0.79' 0.79 0.79- 0.32 ,, 0.32. 0.32 '0.32 ' 4.75 4.75 4.75 4:75 0.25 0.25 f 10 90%- --1.45 11 100% -1.66 8.53 --------------------------------------------------- -34:97 -41.17 41.17 -------- 0.04 -0.22. 0.79 0.79 ' 0.28 0.28 • 4.75 4.75 Span: C -D Member No: 136 Percentage of moment.redistribution . Support A = 0.00% Support B =D.00% Balanced Rho p b: p btop�= 2.14% p bbot = 2,14%' ti - . Span: C -D Member No: 136 Percentage of moment.redistribution . Support A = 0.00% Support B =D.00% Balanced Rho p b: p btop�= 2.14% p bbot = 2,14%' ' - Code specified max Rho: p ma xtop = 4.00% p maxbot' 4.00%, Limit spacing between bars for cracking control: sb lim = 7.50 [in] " .. 4 'Bending moments. Station`.. Mu [Kp'ft] �'Mn [Kip'ft]' Asreq [in2] Asprov [in2] p.(%) = sb [in], Mu/(�'.Mn)•�", No. Dist neg " pos neg pos top .Bot ' top Bot top ' Bot _ - ,top Bot • ---- ------------- - ------------------ 1 0% 1.66 8.53 -41 17 ;' 41.17 -- ------------------------------=- 0,.04 , 0.22 -- 0.79 D.79 0.28 0; 28 '-- 4.75 ^-;4:75 - ------ 0.21 . _ 2 "10% -7.68 . 5.11 -49.11 49.11 0.16. - 0.11 0.79 0:79 0.23 0.23 ; 4:75 4;75 0.16 - " 3 20% -18:55 2.56 -49.11 49.11 ,.0.39. 0.05 0.79 _ '0'.79 .`• 0.23 0.23- 4..75 `"4.75 4.75 r 0.38' 4 30% 0:00 - 26.30 -49.11 49.11 0.00 0.55 ' 0.79 "' 0.79 0:23` 0,23 =. 4.75, ` 0.54-4' . .' 5 40% 0.00 7.15 -49.11 " 49:11 0.00 •. 0.15 0.79# _ -`0.79' ..' 0.23 0:23 -4.75 4.75 0:15 6 50% -12.06 0.00 -49.11 49.11' 0.25. 0.00. 0:79 0.79 s 0.23 0.23 4.75 4.75 0.25 , - 7 60%' .-30.17 .0.00 -49.11. 49.11- - 0.63 0.06 0.79 0.79 0.23 0.23, 4.75 4.75 0.61 " 8 70W 0.00 16.35 -49.11 49.1.1, 0.00 0.34 0.79 0.79 0.23 0.23 4.75 4.75 0.33, • 9 80% " 0.00 5.19 -49.11 49.11 0:00 .. 0,11 0.79 0.79 0.23 0.23' 4.75 " . 4.75" 0.11 , 10 90°% --1.91 -49.11 49.11" 0.04 0.11 0.79 0:79 ' ` 0:23 ' 0.23. • 4.75 • • 4:75 0.10 • .5.15 11 .100% -1.91 7.91 -49.05 49.05 0.04 0.16 0.79 0:79 0.23 0.23 .4 75 " 4.75 0.16 Diagram Mu - Phi*Mn - .. Mu phi x Mn 'Span: D -E Member.No: 134 Percentage of moment redistribution . Support A = 0.00% Support B = 6.000/6 12 • Balanced Rho p b: p btop.= 2.14% p bbot = 2.14% Code specified max Rho: p maxtop = 4.00% p maxbot= 4.00% • Limit spacing between bars for cracking control: sblim = 7,50 [in] ' Bending moments ..� Station Mu [Kip*ft]-_ �*Mn [Kip*.ft] Asreq [in2]` • Asprov [in2] p (%) sb [in] . Mu/(�'Mn) " - No. Dist neg . pos neg - _., -. pos top" - . Bot : 'top Bot top Bot • top _ Bot ---- ------------------ ----------------------- ---- --- -- ------ - - -- 1 0% -1.91 7.91 -49.05 49.05 ------------------ 0.04 0,16 6.79 ------------ ----- 0.79 0.23 0.23. 4.75 „ 4.75 0._16' ' 2 . . 10% -1.83 7.94 -36.50 36.50 0.05 0.22 0.79 0.79 0.31 0:31 4.75 4.75' 0.22 • 3 '20% ` -1.81 7.90" -34.97 34.97 0.05 0.23 0.79 -0.79 -0:32 0.32 •' 4.75 4.75" 0.23' 4 30% -1.85 7.80 " `-34:97 34.97 0.05. . 0.23 . •'.0.79 0.79 , ' 0.32 0.32 4.75 4.75 0.22 " 5' .40% -1.75 776 -34.97 34.97 0.05 ' 0.23 0.79 - • 0.79 0.32 0.32 4.75, 4.75. 0.22 6 50% -1.57 7.75 -34.97 34.97 _ 0.05 0.22 0.79, 0.79 0.32 .0.32 4.75 " 4.75 0.22 7: " 60%. -1.47 - 7.67 -34.97 34.97 - 0.04 0.22 " 0.79 0.79- 0.32. 0.32 4.75: . 4.75 0.22 .8 '70% -1.34 7.57 -34.97: ' 34_'97 -0.04 �`_ 0.22 0.79 0.79 0.32- 0.32 " 4.75". '' 4.75 0.22" " 9 n80% -1.03, 7.53 34.97 34.97 -0:03 0.22 0.79 0.79, 0.32 0.32 4.75 4.75 • 0.22 10 ": 90% 0.78 7.43 ° ` -34.97 34.97 - 0.02 ' =- 0.22 ` _ 0.79 D:79 ; '0:32 0.32 • 4.75 4.75' -0:21° 11 100%' -0.61 7.21 -47.41 47.41 x0.01 0.16 •0.79 0.79 0.24 0.24 4.75 4.75 0:15 Diagram,Mu - Phi*Mn \ Mu - O phi ` Mn - Span: E -F, Member No: 137 - Percentage of moment redistribution Support A 0.00% Support B = 0.00% Balanced Rho p b:;14% = 2:14% p bbot = 2.14% ". Codespecified max Rho: _ p maxfop = 4:00% p maxbot=-4.00% ' Limit spacing between bars for cracking control: sb lim =" 7.50 [in] Bending moments Station Mu Ki ft] O*Mn Ki ft Asreq [in2] 'As •rov m2 : -' % sb (in)- Mu/ Mn Span: . No. - Dist neg pos ' neg pos top Bot top Bot,- top Bot ` top Bot ------------- - --- -------------- - -- - -- - �� - 1 0% -0.61 7.21; 47.41 47.41 0.01, 0.16 0.79 0.79 0.24, 0.24*'4.75. ' 4.75 t 0:15 2 10% -0.33 6.82 -49:11 49:11 .0.01 0.14 0.79 0.79 0.23 0.23 4.75 4.75 0.14' • ' 3• 20%' 4 30% -0.05 -0.06." 6.36 5.79 -49.'11 149.11 49.11 ' . 49.11 ; 0.00 0.13 0.00- 0.12 0.79 , .0.79 0.79 ' 0.79= ""0.23 0.23. 4.75 0.23' 0.23 , 4.75 4.75 4.75 "0.13 . 0.,12 5'' 40% -0.04' 5.20 -49.11 49.11 0.00 ' `-'0.11 0.79 0.79- '0.23 0.23 4.75 - 4.75: 0.,1 1, " 6 50% 0.00 4.57 -49.11 49.11 0.00, 0.09 0.79 0.79 0.23 0.23 4.75' 4.75 0.09 7.60% . 0.00 3.76 -49.11 - 49.11 0.00 a 0.08 0.79 f 0.79. ` 10.23 0.23 4.75 4.75 -0.08 8 70% 0.00 2.86 -49.11 49.11 0.00 ' 0.06. .., .0.79, 0.79, 023 0.23 4.75 4.75 0.06: ' 9 80% 0:00 1.78 -49:11 ,.. 49.11 0.00 0.04: ' ' '0.79 0.79 0:23_ 0.23 ; 4.75 4:7.5 0.04' ' 10 90% -0.23 0.86 -49.11 49.11 0.00 0.02 0.79. 0.79 0.23 0.23, 4.75 4;75 0.02 . 11 100% -0.59 0.03 -49.11 49.11 .. 0.01 -0.00 0.79' '0.79 0.23 0.23 4.75 4.75 0.01 Diagram Mu - Phi*Mn a r Mu phi Shear and Torsion x Mn 4 Span: A -B Member No:. 135 • 'Station_ Stirrups . No, Dist Diam VCT $pc prow Spc'lim Tu �*Tn • [in] [in) [Lb*ft]' [Lb ft] Al [in2] Vu, [Lb] • Vs '•Vc. [Lb) [Lb]-- �*Vn [Lb] Vu/(�*Vn) . 1 0% #3 C 18.00 7.14 ' 1240.78•- 10080.69- 0.00 465264 '` 10514.52 " 37543.09 - 40848.97 - - - 0.11 2 10% -#3 18.00 .7.14 1240:78 10080.69 . 0.00 2282.59 10514.52 37543.09 40848.97 0.06 3 206/6 #3 18.00' 7.14 1197.85 10080.69. 0.00 2282.59 • 105.14.52 37543.09 40848.97. 0:06 '• 4 30% #3 18.00 7.14. 1103.53 • 10080.69 0.00 2208.08 - 10514.52 37543.09 ' 40848.97 0.05: 5 40% • #3 C 18.00 7.14 - . •1025.29 10080.69 0.00 •.2025.64, 10514.52 , $7543.09 40848.97 - 0:05 6 50% #3 C 18.00 7.14 978A2 10080.69' 0.00- -'1677.91 10514.52 37543.09 40848.97 ,.-0.04 7 60%' #3 C 18.00 7.14 978.42 10080.69. 0.00 .1250.46 10514.52 37543.09. ` 40848.97. 0.03 ' 8 70% • #3 C 18.00 •7.14 865:17 .10080.69 • 0.00'` '1230.76 10514.52 37543.09 40848.97 . - 0.03 9 80% #3 C 18.00 7.14 839:22 , .10080.69 0.00: ;988.68, 10514.52 37543.09 ^, 40848.97 0.02_- - 10 10 90% #3, C .18.00 7.14 761.57 - '10080.69 0.00 1265.56 10514.52 37543.09 ':40848.97 0.03 .11 100% #3 C 18.00 6.01, 763.73 8246.04 0:00 1085.54 -8856.19 31621.89 34406.37' 0.03 ---- -------------- ------------------ - ----- ----------------- -------------- ------ ---- ----- ------------------------------------ ------------- --------------- Span: B -C Member No::133 , Station Stirrups Spc"prov Spclim TO �''Tn- AI. Vu Vs Vc Vm Vu/(�Wn)' No. Dist Diam VCT [in]. [in] [Lb*ft] [Lb*ft] [in2] [Lb]. [Lb) [Lb) - [Lb]- - 1 06/0 #3 C 18.00 - 6.01 763.73 8246.04 0.00 1085.54 .8856.19 31621:89, 34406.37. ' 0.03 ' Span: C -D Member No: 136 f Span: D -E Station Stirrups Spc prov SpcAim ; Tu �'Tn Al' Vu Spc prov Vs Vc �*Vn Vu/(�'Vn) Vu No. Dist Diam VCT 'Dist, [in]' [in]- -- ' 2 10% #3 C 18.00 [Lb] 5.14 722.01 6822.29. 1 0.00 815.57 C 7569.27 • 27026.82 29406.68 0.03 --------------- 8250.22 3 20% #3 " . C 18. 100. -------------.-------------- 34421.04. 5.14. 669.08 6822.29 '. 0.00 742.99 18.00 " '7569.27. 7.14 27026.82. 29406.68 0.03 0.00 4 30% #3 C 18.00 0.06 5.14 ' 669.08 - 6822.29 .. 0.00 • 969.43 C ', 7569.27 222.62. 27026:82' 29406.68 A,03 4794:09 - 5 40% #3 C 18.00' • 5.14 660.16 6822.29 651:12 0.00 1076.09 7.14 7.14 .. .7569.27' 0.03 ' , '27026.82 29406.68 0.04 10514.52 10514.52 -6- 7 50% 60% ` 43 #3 .0 C 18.00 18.00 6 5.14 5.14 590.18' 590.18 6822.29 6822.29 18.00 0.00 0.00 363.51 589.95 19.70 7569.27 , 7569.27 ' 27026.82 27026.82 29406.68 29406.68 - 0.01 0:02 ; 413.38 8 70% #3 C 18.00 60% 5.14 590.18 6822.29 0.00 790.29. ' 7569.27 • 0.00 27026.82 29406.68 0:03 37543.09 9 80% #3 C 18.00 #3 5.14 545.79` 6822.29 ' 0.00 839.98 ` 7569.27 4642.87, ' 27026.82 29406:68 0.03 ' 10 90% #3 C 18.00 5.14 523.24 6822>29 0.00 839.98 ` 7569.27 3180.24 27026.82 29406.68 0.03 40848.97 11 ' 100% #3 C 18.00 C •6.02 524.48 8250.22 385.61 0.00 1208.50 • 8859.97 10514.52 31635.37 34421.04 0.04 ' Span: C -D Member No: 136 f Span: D -E Station Stirrups Spc prov SpcAim ; Tu �'Tn Al' Vu Spc prov Vs Vc �*Vn Vu/(�'Vn) Vu No. Dist Diam VCT 'Dist, [in]' [in]- -- [Lb -ft] --- -------------- (Lb -ft] -------- [in2] [Lb] [Lb] [Lb] [Lb] [Lb] 1 1 0%. #3 C 18.00 • 6.02 524.48 '-*782.03 --------------- 8250.22 ------- 0.00: --------------- 1208.50 - -------------- 8859.97 . --------------- 31635.37 -------------.-------------- 34421.04. 0.04 5:36 2 10% #3' C 18.00 30644.99 7.14 329.62 20% 10080.69 0.00 2547.74 , 10514.52 608.19 37543.09 40848.97" 0.06 7569:27 .-27026.82 3 .• 20% #3 C 18.00 C 7.14 222.62. 608.19 10080.69, 0.00 4794:09 - 10514.52'' 29406.68 37543.09 40848.97 0.12 • 4 5 30% 40% ` #3 #3 651:12 18.00, 18.00 0.00 = 7 "762.12 7.14 7.14 .. 125.88 50.86 0.03 ' . 10080.69 10080.69 0.00 0.00 6136.14,. 5674`.77'- 10514.52 10514.52 ' 37543.09 37543.09 40848.97 40848.970.14. 0.15 " 0.007 6 50% #3 0.02 :+ 18.00 60% 7.14 19.70 18.00 10080.69 0.00 5163.94 10514:52 ; 413.38 37543.09.• 40848.97, 0.13 7 60% #3 18.00 7.14 72.22 ' 10080.69' . • 0.00 4357:46 10514.52 37543.09 40848.97 0.11 8 70% #3 18.00 7.14 142.66 10080.69 0.00. 4642.87, 10514.52 37543.09 40848.97 0.11 9 80%. #3 • 18.00 7.14 + 236.28 10080.69. 0.00 3180.24 10514.52 37543.09 40848.97 0.08 10 90%"" #3 C 18.00 '.7:14. 385.61 'l 0080.69 -0.00 741.67 10514.52 37543.09. 40848.97 0.02 11 .100% #3 C 18.00 7.13 543.91 10066.87 0.00 782.03, 10502.03 37498.50 40800.45 0.02 S , f Span: D -E Member No: 134 Station `• Stirrups Spc prov Spc lim _- 'Tu Span: D -E Member No: 134 Station `• Stirrups Spc prov Spc lim _- 'Tu 'Tn Al .' Vu Vs > Vc ; o'Vn Vu/(O'Vn) No. 'Dist, Diam VCT [in] - [in] _ [Lb'ft]. = ' [Lb'ft] . [int] [Lb] [Lb] [Lb] ' ., [Lb] 1 0% #3 C -18.00 -------------------------------------- 7.13:. 543.91 - 1006.6.87 ------------------------------------------------- 0.00' '-*782.03 - 10502.03" 37498.50 - ----- 40800.45 0.02 2 10% #3 C 18.00, 5:36 601.20 7174.92 0.00 + ` • 493.70 7888:01 28164.91 30644.99 0:02 3 • 20% #3 C 18.00. 5.14 608.19 6822.29 0.00 •657.37 7569:27 .-27026.82 29406.68 0.02 4 309X. - #3 : C 18.00 5.14. 608.19 6822.29 0.00'- •883.82 '7569.27 , 27026.82 29406.68 '0.03 5 40% #3 C 18.00 5.14 - 651:12 6822.29 0.00 = 7 "762.12 7569.27 • � • 27026.82. 29406.68: 0.03 ' 6 50% #3 C 18.00 5.14' ' 685.63:" 6822.29. 0.007 ,',' 483.22 7569-.27 T 27026.82 29406.68 - 0.02 :+ 7 60% #3 C 18.00 5.14 685.63 •8822.29 ' 0.00 ; 413.38 7569.27 27026.82. 29406.68 0.01 is •_ - Span: - • Member,No: 137 • � : F. ` ,. Station Stirrups Spc ,j. Spc lim Tu �*Tn AI Vu Vs 'VC �*Vn Vu/(�*Vn) + 8 70% #3 C 18.00 5.14 705.67 6822.29 [Lb -ft], 0.00 597.05'„ [Lb] _7569.27' 27026.82 29406.68 0.02 9 80% #3 C 18.00 5.14 778.00 6822.29 ,,.6.90 0.00 727.08 9688.44 t 7569.27: 27026.82- 29406.68 0.02 '10 90% #3 C 18.00 .5.14 .778.00 6822.29 . C 0.00 727.08 7.14 7569:27 27026.82 29406.68 0.02- 11 100% #3 -C. 18.00 ' 6.90 872.72 9688.44 3 0.00 1164.03 C 10159.97 36277.14' 39471.54 0.03 , 10080.69 0.00 1677.95,' 10514.52 37543.09 40848.97 0.04 - 4 30% #3 C 18.00 Notes , Only the;desidn bending forces M33, shear forces V2 and torsion moments are considered in the design. The axial forces, bending moments M22 and shear forces V3 are not considered` . Values shown in red'are not in compliance with a. -provision of the code, The positive and negative flexural.reinforcement includes the longitudinal reinforcement required to resist torsion. Refer to the note below on the VCT column to.determine when torsion and compression bars are provided. The longitudinal reinforcement area considers the minimum area required by Code (10.5). " When the moments diagram increases in the'same direction of the development length of the bars, the bars will'not'contribute to the member strength .for a Code specified distance equal to max(12*db d). If the section at which member flexural. strength is being calculated is within the development)ength of a group of bars, the bars wills contribute to the bending capacity an amount proportional to their actual length / their full development length? 0. - Asprov is the provided reinforcement, considering the reduction due to the development length as described previously: Span: E -F Member,No: 137 . Station Stirrups Spc Prov Spc lim Tu �*Tn AI Vu Vs 'VC �*Vn Vu/(�*Vn) No Dist - - -Diam -= -------------------------- , VCT . [in] [in] [Lb -ft], [Lb'ft] [in2]. [Lb] [Lb] [Lb] ., [Lb] 1 •. 0% #3 C 18:00 ,,.6.90 872.72 9688.44 - 0.00 1164.03 •10159.97 36277.14 39471.54 0.03 2' 10% #3 . C 18.00 7.14 885.68• .10080.69 0.00 1438.99. 110514.52 37543.09 40848.97 0.04 3 20%: #3 C 18.00 7.14 898.00 , 10080.69 0.00 1677.95,' 10514.52 37543.09 40848.97 0.04 - 4 30% #3 C 18.00 7.14' 970.77 10080.69 0:00 1775.28 • , 10514.52 37543.09, 40848.97, 0.04 ' - 5 . 40% #3 C 18.00 7.14 1004.57 10080.69 - 0.00 1882.12 10514.52 37543.09 40848.97 _ .0.05 6 50% #3 C 18.00 7.14 1004.57 10080.69 0.00 1997.21 10514.52 37543.09 40848.97 0.05 7 60% #3 18.00., . 7.14. 1076.26.. 10080.69' 0.00. _2008;55,. 10514.52 37543.09 40848.97 0.05 8 70% #3 18.00 7.14 1134.51' 10080.69 0.00 2008.55'. 10514.52 37543.09 '40848.97• 0.05 9 80% #3 ' 18.00 7.14 1134.51 10080.69' 0.00 2008.55 . 10514.52 37543.09 ':40848.97 * 0.05 10 11 90% 100% #3. '#3 C G- •1.8.00 18.00 7.14 7.14. 11134,51. 1134.51 •' 10080'.69 10080.69 .' 0.00 0 00 2855.96 '4193.35 10514.52 10514 52 37543.09 37543.09 •40848.97 4'0848.97 ' 0.07 0.10 Notes , Only the;desidn bending forces M33, shear forces V2 and torsion moments are considered in the design. The axial forces, bending moments M22 and shear forces V3 are not considered` . Values shown in red'are not in compliance with a. -provision of the code, The positive and negative flexural.reinforcement includes the longitudinal reinforcement required to resist torsion. Refer to the note below on the VCT column to.determine when torsion and compression bars are provided. The longitudinal reinforcement area considers the minimum area required by Code (10.5). " When the moments diagram increases in the'same direction of the development length of the bars, the bars will'not'contribute to the member strength .for a Code specified distance equal to max(12*db d). If the section at which member flexural. strength is being calculated is within the development)ength of a group of bars, the bars wills contribute to the bending capacity an amount proportional to their actual length / their full development length? 0. - Asprov is the provided reinforcement, considering the reduction due to the development length as described previously: ' E . Notes , Only the;desidn bending forces M33, shear forces V2 and torsion moments are considered in the design. The axial forces, bending moments M22 and shear forces V3 are not considered` . Values shown in red'are not in compliance with a. -provision of the code, The positive and negative flexural.reinforcement includes the longitudinal reinforcement required to resist torsion. Refer to the note below on the VCT column to.determine when torsion and compression bars are provided. The longitudinal reinforcement area considers the minimum area required by Code (10.5). " When the moments diagram increases in the'same direction of the development length of the bars, the bars will'not'contribute to the member strength .for a Code specified distance equal to max(12*db d). If the section at which member flexural. strength is being calculated is within the development)ength of a group of bars, the bars wills contribute to the bending capacity an amount proportional to their actual length / their full development length? 0. - Asprov is the provided reinforcement, considering the reduction due to the development length as described previously: • • Ld,Ldh = Development length of each bar. If the bar ends with a hook, it considers the Ldh length. ' Splice lengths shown are not reduced by the factor Asreq/Asprov. ' sb = Free distance between top or bottom bars corresponding to the layer closest to the extreme face of the beam (layer1). ' sb lim = Maximum free distance between bars (Eq. 10-5 of the Code) to consider crack control. • The transverse reinforcement is ordered from left to right. • Stirrups VCT = Flag that determines if stirrups are required to resist shear forces (V), torsion (T) or to confine the the longitudinal compression bars from buckling (C). • Spa = stirrup spacing provided by the user. • Spa lim = spacing limits due to geometry. (11.5.4.1, 11.5.4.3, 21.3.3.2, 21.10.4.2) • Closed = Flag that indicates if the stirrups are closed (yes) or open (no). ' Mu/(�*Mn) = Critical strength ratio for the station. If the value is in red, it is larger than 1.0 Al• = Total additional longitudinal reinforcement required by torsion. • * The program does not consider AC1318-99 section 12.11.3 whereby the bar diameter is limited according to the location of the bar cut-off. • 132 FOUNDATION ANALYSIS RESULTS • File CAProgram Files\Ram\RamAdvanseEng\Data\Dawson Garage Grade Beam.AVW Units Lb -ft Analysis Results 1 �� Load Combination Stress (psq Allowable Ratio Condition c10=dl+llr 723 1500 0.48 Condition c11=d1+0.7143egx 1715 2000 0.86 Condition c12=dl+0.7143egz 662 2000 0.33 Condition dl+/-0.7143eq 1663 2000 0.83 Forces [Lb] Moments [Lb'ft) Node FX FY FZ MX MZ B L FY/B'L 6'MB^2'L Sigma -1 Sigma -2 Condition c10=dl+llr 50 0 920 0 -12 0 0 0 0 2 1 460 0 460 460 59 0 0 -3 0 0 0 0 0 2 1 0 0 00 103 0 0 -4 0 0 0 0 0 2 1 0 0 0 0 107 0 0 7 0 0 0 0 0 2 1 0 0 0 0 122 -71 1042 0 =16 0 -14 0 0 2 1 521 0 521 521 123 0 1383 0 0 0 -2 0 0 2 1 692 0 692 692 124 0 1296 0 0 0 -3 0 0 2 1 .648 0 648 648 125 0 1215 0 0 0 .6 0 0 2 1 608 0 608 608 126 •66 1145 0 5 0 -13 0 0 2 1 573 0 573 573 127 66 1094 0 -6 0 13 0 13 2 1 547 77 624 470 128 71 1101 0 6 0 14 0 14 2 1 550 87 637 464 131 -8 0 0 0 0 0 0 0 2 1 0 0 0 0 132 0 821 0 2 0 0 0. 0 2 1 411 0 411 411 133 0 1057 0 5 0 0 0 0 2 1 528 ' 0 528 528 134 0 1013 0 5 0 0 0 0 2 1 507 0 507 507 135 0 969 0 4 0 0 0 0 2 1 485 0 485 485 136 0 926 0 4 0 0 0 0 2 1 463 0 463 463 137 0 886 0 3 0 0 0 0 2 1 443 0 443 443 138 0 853 0 3 0 .0 0 0 2 1 426 0 426 426 139 0 827 0 3 0 0 0 0 2 1 413 0 413 413 140 0 808 0 2 0 0 0 0 2 1 404 0 404 404 141 0 797 0 2 0 0 0 0 2 1 399 0 399 399 142 7 794 0 2 0 0 0 0 2 1 397 0 397 397 143 0 796 0 2 0 0 0 0 2 1 398 0 398 398 144 0 802 0 2 0 0 0 0 2 1 401 0 401 401 • 145 0 810 0 2 0 0 0 0 2 1 405 0 405 405 146 0 816 0 2 0 0 0 0 2 1 408 0 408 408 147 0 828 0 2 0 0 0 0 2 1 414 0 414 414 148 0 835 0 2 0 0 0 0 2 1 418 0 418 418 " 149 0 844 0 2 0 0 0 0 2 1 422 0 422 422 150 0 854 0 2 0 0 0 0 2 1 427 0 427 427 151 0 866 0- 2 0 0 0 0 2 1 433 0 433 433 152 0 879 0 2 0 0 0 0 2 1 439 0 439 439 153 0 893 0 2 0 0 0 0 2 1 447 0 447 447 154 0 912 0 2 0 0 0 0 2 1 456 0 456 456 155 0 936 0 3 0 0 0 0 2 1 468 0 468 468 156 0 965 0 3 0 0 0 0 2 1 483 0 483 483 157 0 997 0 3 0 0 0 0 2 1 499 0 499 499 158 0 1032 0 4 0 0 0 0 2 1 516 0 516 516 159 - 0 1068 0 4 0 0 0 0 2 1 534 0 534 534 160 0 1106 0 4 0 0 0 0 2--1 553 0 553 553 161 0 1160 0 0 0 -12 0 0 2 1 580 0 580 580 162 0 1173 0 0 0 -11 0 0 2 1 587 0 587 587 163 0 1186 0 0 0 -10 0 0 2 1. 593 0 593 593 164 0 1196 0 0 0 .8 0 0 2 1 598 0 598 598 165 0 1205 0 0 0 -7 0 0 2 1 603 0 603 603 166 0 1223 0 0 0 -5 0 0 2 1 611 0 611 611 167 0 1232. 0 0 0 -5 0 0 - 2 1 616 0 616 616 168 0 1244 0 0 0 -4 0 0 2 1 622 0 622 622 169 0 1259 0 0 0 4 0 0 2 1 630 0 630 630 170 0 1277 0 0 0 -3 0 0 2 1 638 0 638 638 171 0 1313 0 0 0 -3 0 0 2 1 656 0 656 656 172 0 1328 0 0 0 .3 0 0 2 1 664 0 664 664 173 0 1340 0 0 0 -2 0 0 2 1 670 0 670 670 174 0 1351 0 0 0 .2 0 0 2 t 676 0 676 676 175 0 1361 0 0 0 -2 0 0 2 1 681 0 681 681 176 0 1369 0 0 0 -2 0 0 2 1 684 0- 684 684 177 0 1369 0 0 0 -2 0 0 2 1 685 0 685 685 178 0 1368 0 0 0 -2 0 0 2 1 684 0 684 684 179 0 1368 0 0 0 -2 0 0 2 1 - 684 0 684 684 180 0 1370 0 0 0 -2 0 0 2 1 685 0 685 685 181 0 1376 0 0 0 •2 0 0 2 1 688 0 688 688 182 0 1390 0 0 0 -2 0 0 2 1 695 0 695 695 ' 183 0 1399 0 3 0 .2 0 0 2 1 699 0 699 699 184 0 1409 0 0 - 0 -2 0 0 2 1 704 0 704 704 185 0 1419 0 0 0 - -2 .0 0 2 1 710 0 710 710 186 0 1427 0 0 0 .2 0 0 2 1 714 0 714 714 187 0 1435 0 0 0 ---2 0 0 2 1 718 0 718 718 188 189 0 0 1442 1446 0 0 0 0 0 0 -2 •2 0 0 0 0 2 2 1 1 721 723 0 0 721 723 721 723 • 190 0 1446 0 0 0 -2 0 0 2 1 723 0 723 723 191 0 1444 0 0 0 -2 0 0 2 1 722 0 722 722 1 �� 193 • 192 194 0 0 0 1441 1434 1425 0 0 0 0 0 0 0 0 0 -3 •3 -3 0 0 0 0 0 0 2 2 2 1 1 1 720 717 712 0 0 0 720 717 712 720 717 712 195 196 197 0 0 0 1415 1404 -1391 0 0 0 0 0 0 0 0 0 -4 -4 -4 0 0 0 0 0 0 2 2 2 1 1 1 707 702 695 0 0 0 707 702 695 707 702 695 198 199 200 0 0 0 1374 1355 1330 0 0 0 0 0 0 0 0 0 -5 -5 -6 0 0 0 0 0 0 2 2 2 1 1 1 687 677 665 0 0 0 687 677 665 687 677 665 201 202 203 0 0 0 1300 1265 1224 0 0 0 0 0 0 0 0 0 -7 -9 -10 0 0 0 0 0 0 2 2 2 1 1 1 650 633 612 0 0 0 650 633 612 650 633 612 204 205 206 0 0 0 1181 1136 1090 0 0 0 0 0 0 0 0 0 -11 -12 -13 0 0 0 0 0 0 2 2 2 1 1 1 590 568 545 0 0 0 590 568 545 590 568 545 207 208 209 0 0 0 1055 1016 978 0 0 0 -6 -5 -5 0 0 0 0 0 0 0 0 0 0 0 0 2 2 2 1 1 1 527 508 489 0 0 0 527 508 489 527 508 489 210 211 212 0 0 0 940 906 879 0 0 0 •4 -4 -4 0 0 0 0 0 0 0 0 0 0 0 0 2 2 2 1 1 1 470 453 440 0 0 0 470 453 440 470 453 440 213 214 215 0 9 0 860 848 844 0 0 0 -3 -3 -3 0 0 0 0 0 0 0 0 0 0 0 0 2 2 2 1 1 1 430 424 422 0 0 0 430 424 422 430 424 422 216 217 218 0 0 0 847 853 862 0 0 0 -3 -3 -3 0 0 0 0 0 0 0 0 0 0 0 0 2 2 2 1 1 1 423 427 431 0 0 0 423 427 431 423 427 431 219 220 222 0 0 0 870 873 867 0. 0 0 -3 •3 -3 0 0 0 0 0 0 0 0 0 0 0 0 2 2 2 1 1 1 435 436 434 0 0 0 435 436 434 435 436 434 223 224 225- 0 0 0 859 846 831 0 0 0 -3 -4 4 0 0 0 0 0 0 0 0 0 0 0 0 2 2 2 1 1 1 430 423 416 0 0 0 430 423 416 430 423 416 226 227 228 -7 0 0 818 809 807 0 0 0 -5 •5 -6 0 0 0 0 0 0 0 0 0 0 0 0 2 2 2 1 1 1 409 405 403 0 0 0 409 405 403 409 405 403 229 230 231 0 0 0 812 825 847 0 0 0 -7 -8 -9 0 0 0 0 0 0 0 0 0 0 0 0 2 2 2 1 1 1 406 412 423 0 0 0 406 412 423 406 412 423 232 233 234 0 0 0 877 914 955 0 0 0 -10 -12 -13 0 0 0 0 0 0 0 0 0 0 0 0 2 2 2 1' 1 1 438 457 478 0 0 0 438 457 478 438 457 478 235 236 237 0 0 0 998 1113 1131 0 0 0 -14 0 0 0 0 0 0 12 10 0 0 0 0 12 10 2 2 2 1 1 1 499 556 565 0 69 62 499 626 627 499 487 503 239 • 238 240 241 0 0 0 0 1148 1166 1184 1202 0 0 0 0 0 0 0 0 0 0 0 0 9 8 8 7 0 0 0 0 9 8 8 7 2 2 2 2 1 1 1 1 574 583 592 601 56 50 45 41 630 633 637 642 518 533 547 560 242 243 0 0 1218 1228 0 0 0 0 0 0 6 6 0 0 6 6 2 2 1 1 609 614 37 33 646 647 572 581 244 245 246 0 0 0 1238 1248 1258 0 0 0 0 0 0 0 0 0 5 5 4 0 0 0 5 5 4 2 2 2 1 1 1 619 624 629 30 27 25 649 651 653 589 597 604 247 - 248 249 0 0 0 1267 1275 1277 0 0 0 0 0 0 0 0 0 4 3 3 0 0 0 4 3 -3 2 2 2 1 1 1 634 637 639 22 20 19 656 658 657 611 617 620 250 251 252 0 0 0 1280 1282 1286 0 0 0 0 0 0 0 0 0 3. 3 2 0 0 0 3 3 2 2 2 2 1 1 1 640 641 643 17 16 15 657 657 658 623 625 628 253 254 255 0 0 0 1290 1292 1291 0 0 0 0 0 0 0 0 0 2 2 2 0 0 0 2 2 2 2 2 2 1 1 1 645 646 645 14 13 12 659 659 658 631 633 633 256 257 258 0 0 0 1289 1288 1290 0 0 0 0 0 0 0 0 0 2- 2 2 0 0 0 2 2 2 ,. 2 2 2 1 1 1 644 644 645 12 11 11 656 656 656 633 633 634 259 260 261 0 0 0 1292 1293 1291 0 0 0 0 0 0 0 0 0 2 2 2 0 0 0 2 2 2 2 2 2 1 1 1 646• 646 645 11 11 11 657 657 656 635 635 634 262 ' 263 264 0 0 0 1289 1288 1289 0 0 0 0 0 0 0 0 0 2 2 2 0 0 0 2 2 2 2 2 2 1 1 1 644 644 . 644 11 12 12 656 656 657 633 632 632 265 266 267 0 0 0 1290 1291 1287 0 0 0 0 0 0 0 0 0 2 2 2 0 0 0 2 2 2 2 2 2- 1 1 1 645 645 643 13 14 15 658 659 658 632 _ 631 629 268 269 270 0 0 0 1282 1279 1277 0 0 0 0 0 0 0 0 0 3 3 3 0 0 0 3 3 -3 2 2 2 1 1 1 641 640 638 16 17 19 657 657 657 625 622 619 .271 - 272 273 0 0 0 1274 1270 1262 0 0 0 0 0 0 0 0 0 3 4 4 0 0 0 3 4 4 2 2 2 1 1 1 637 635 631 21 23 25 658 658 656 617 613 606 274 275 276 0 0 0 1253 1244 1235 0 0 0 0 0 0 0 0 0 5 5 6 0 0 0 5 5 6 2 2 2 1 1 1 626 622 618 27 30 34 654 652 651 599 592 584 277 278 279 0 0 0 1226 1215 1199 0 0 0- 0 0 0 0 0 0 6 7 8 0 0 0 6 7 8 2 2 - 2 1 1 1 613 607 599 37 41 a6 650 649 645 576 566 553 280 281 282 0 0 0 1181 1164 1148 0 0 0 0 0 0' 0 0 0 8 9 10 0 0 0 8 9 10 2 2 2 1 1 1 591 582 574 51 57 63 642 639 637 540 526 511 284 • 283 0 0 1133 1118 0 0 0 0 0 0 12 13 0 0 12 13 2 2 1 1 567 559 70 78 1 637 637 497 481 SUM 0 181880 0 -99 0 20 mc11=dH0.7143egx 50 0 831 0 -36 0 0 0 0 0 0 2 2 10 1 0 415 0 0 411 5 0 415 • 59 0 0 -212 0 0 0 0 0 2 -1 0 0 0 0 103 0 0 -432 0 0 0 / 0 0 2 1 0 0 0 0 107 0 0 309 0 0 0 0 0 2 1 0 0 0 0 122 -3573 -18 0 -51 0 108 0 108 2 1 -9 645 636 -654 123 0 1067 0 0 0 12 0 12 2 1 534 72 605 462 124 0 1004 0 0 0 25 0 25 2 1 502 150 652 352 125 0 739 0 0 0 46 0 46 2 1 369 274 643 95 126 -3816 70 0 44 0 102 0 102 2 1 35 610 645 -575 127 -3406 1816 0 41 0 121 0 121 2 1 908 727 1635 181 - 128 -3737 1878 72 -43 0 129 0 129 2 1 939 776 1715 163 131 -464 0 0 0 0 0 0 0 2 1 0 0 0 0 132 0 810 0 2 0 0 0 0 2 1 405 0 405 405 133 0 1491 0 -39 0 0 0 0 2 1 745 0 745 745 134 0 1122 0 -36 0 0 0 0 2 1 561 0 561 561 135 0 804 0 -32 0 0 0 0 2 1 402 0 402 402' 136 0 561 0 -28 0 0 0 0 2 1 280 0 280 280 137 0 398 0 -23 0 0 0 0 2 1. 199 0 199 199 138 0 302 0 -19 0 0 0 0 2 1 151 0 151 151 139 0 261 0 -16 0 0 0 0 2 1 130 0 130 130 140 0 263 0 -13 0 0 0 0 2 1 131 0 131 131 141 0 298 0 -10 0 0 0 0 2 1 149 0 149 149 142 -385 359 0 -7 0 0 0 0 2 1 180 0 180 180 143 0 438 0 -5 0 0 0 0 2 1 219 0 219 219 . 144 0 527 0 -3 0 0 0 0 2 1 264 0 264 264 145 0 622 0 0 0 0 0 0 2 1 311 0 311 311 146 0 717 0 1 0 0 0 0 2 1 358 0 358 358 147 0 901 0 4 0 0 0 0 2 1 451 0 451 451 148 0 991 0 5 0 0 0 0 2 1 495 0 495 495 149 0 1076 0 6 0 0 0 0 2 1 538 0 538 538 150 0 1158 0 8 0 0 0 0 2 1 579 0 579 579 151 0 1232 0 9 0 0 0 0 2 1 616 0 616 616 152 0 1297 0 11 0 0 0 0 2 1 648 0 648 648 153 0 1339 0 14 0 0 0 0 2 1 669 0 669 669 154 0 1347 0 18 0 0 0 0 2 1 674 0 674 674 155 0 1312 0 22 0 0 0 0 2 1 656 0 656 656 156 0 1222 0 26 0 0 0 0 2 1 611 0 611 611 157 0 1076 0 30 0 0 0 0 2- 1 538 0 538 538 158 0 890 0 33 0 0 0 0 2 1 445 0 445 445 159 0 658 0 36 0 0 0 0 2 1 329 0 329 329 160 0 374 0 40 0 0 0 0 2 1 187 0 187 187 161 0 206 0 0 0 92 0 92 2 1 103 553 656 -451 162 0 336 0 0 0 - 84 0 84 2 1 168 503 672 335 163 0 460 0 0 0 77 0 77 2 1 230 459 689 -229 164 0 571 0 0 0 65 0 65 2 1 286 _ 391 676 -105 165 0 664 0 0 0 55 - 0 55 2 1 332 329 661* 3 166 0 799 0 0 0 41 0 41 2 1 399 247 646 152 167 0 851 0 0 0 37 0 37 2 . 1 426 223 648 203 168 0 897 0 0 0 34 0 34 2 1 448 201 649 247 169 0 934 0 0 0 30 0 30 2 1 467 182 649 285 170 0 975 0 0 0 27 0 27 2 1 487 165 652 323 171 0 1028 0. 0 '0 23 0 23 2 1 514 136 650 378 172 0 1048 0 0 0 21 0 21 2 1 524 125 648 399 173 0 1062 0 0 0 19 0 19 2 1 531 114 645 417 174 0 1073 0 0 0 18 0 18 2 1 537 105 642 431 175 0 1080 0 0 0 16 - 0 16 2 1 540 97 637 443 176 0 1083 0 0 0 15 0 15 2 1 542 91 632 451 177 0 1080 0 0 0 14 0 14 2 1 540 85 625 455 178 0 1074 0 0 0 13 0 13 2 1 537 81 617 456 179 0 1067 0 0 0 13 0 13 2 1 533 77 611 456 180 0 1064 0 0 0 12 0 12 2 1 532 74 606 457 181 0 1064 0 0 0 12 0 12 2 1 532 73 604 459 182 0 1072 0 0 0 12 0 12 2 1 536 71 608 465 183 0 1080 0 3 0 12 0 12 2 1 540 72 612 468 184 0 1089 0 0 0 12 0 12 2 1 545 74 618 . 471 185 0 1099 0 0 0 13 0 13 2 1 550 76 626 474 186 0 1108 0 0 0 13 0 13 2 1 554 79 633 475 187 0 1115 0 0 0 14 0 14 2 1 558 64 641 474 188 0 1121 0 0 0 15 0 15 2 1 560 89 649 472 189 0 1123 0 0 0 16 0 16 2 1 561 95 656 466 190 0 1120 0 0 0 17 0 17 2 1 560 102 662- 457 191 0 1115 0 0 0 18 0 18 2 1 558 111 669 447 192 0 1110 0 0 0 20 0 20 2 1 555 121 676 434 193 0 1101 0 0 0 22 0 22 2 1 551 132 683 418 194 0 1089 0 0 0 24 0 24 2 1 545 145 690 400 195 0 1079 0 0 0 27 0 27 2 1 539 159 699 380 196 0 1037 0 0 0 29 0 29 2 1 518 176 694 343 197 0 - 1010 0 0 0 32 0 32 2 1 505 194 699 311 198 0 974 0 0 0 36 0 36 2 1 487 215 702 272 199 0 928 0 �0 0 40 0 40 2 1 464 238 702 226 200 0 868 0 0 0 47 0 47 2 1 434 281 715 153 201 0 787 0 0 0 56 0 56 2 - 1 393 334 728 59 202 0 684 0 0. 0 66 0 66 2 1 342 394 736 -52 203 0 561 0 0 0 73 0 73 2 1 281 437 717 -156 204 0 428 0 0 0 80 0 80 2 1 214 480 694 -266 205 0 286 0 0 0 88 0 '88 2 1 143 528 672 -385 206 0 137 0 0 0 97 0 97 2 1 68 583 652 -515 207 0 1454 0 37 0 0 0 0 2 1 727 0 727 727 208 0 1108 0 34 0 0 0 0 2 1 554 0 554 554 209 0 811 0 30 0 0 0 02 1 406 0 406 406 210 0 584 0 26 0 0 0 0 2 1 292 0 292 292 • 211 0 433 0 22 0 0 0 0 2 1 217 0 217 217 212 0 345 0 18 0 0 0 0 2 1 173 0 173 173 213 0 309 0 15 0 0 0 0 2 1 155 0 155 155 214459 314 0 12 0 0 0 0 2 1 157 0 157 157 215 0 0 352 0 10 0 0 0 0 2 1 176 0 176 176 216 • 0 413 0 7. 0 0 0 0 2 1 206 0 206 206. 217 0 490 0 5 0 0 0 0 2 1 245 0 245 245 218 0 578 0 3 0 0 0 0 2 1 289 0 289 289 219 0 669 0 1 0 0 0 0 2 1 335 0 335 335 220 0 759 0 0 0 0 0 0 2 1 379 0 379 379 222 0 929 0 -2 0 0 0 0 2 1 464 0 464 464 223 0 1007 0 -4 0 0 0 0 2 1 504 - 0 504 504 224 0 1078 0 -6 0 0 0 0 2 1 539 0 539 539 225 0 1141 0 -8 0 0 0 0 2 1 571 0 571 571 226 .368 1195 0 -10 0 0 0 0 2 1 597 0 597 597 227 0 1237 0 -13 0 0 0 0 2 1 619 0 619 619 228 0 1264 0 -16 0 0 0 0 2 1 632 0 632 632 229 0 1268 0 -19 0 0 0 0 2 1. 634 0 634 634 230 q 0 1242 0 -23 0 0 0 0 2 1 621 0 621 621 231 0 1175 0 -27 0 0 0 0 2 1 587 0 587 587 232 0 1054 0 -32 0 0 0 0 2 1 527 0 527 527 233 0 865 0 -37 0 0 0 0 2 1 432 0 432 432 234 0 608 0 -42 0 0 0 0 2 1 304 0 304 304 235 0 303 0 -46 0 0 0 0 2 1 152 0 152 152 236 0 1692 0 0 0 109 0 109 2 1 846 653 1499 193 237 0 1572 0 0 0 98 0 98 2 1 786 587 1372 199 238 0 1459 0 0 1 0 88 0 88 2 1 729 527 1257 202 239 0 1356 0 0 0 79 0 79 2 1 678 474 1152 204 240 0 1265 0 0 0 71 0 71 2 1 632 427 1059 206 241 0 1185 0 0 0 64 0 64 2 1 593 384 977 208 242 0 1117 0 0 0 58 0 58 2 1 558 346 904 212 243 0 1058 0 0 0 52 0 52 2 1 529 312 841 217 244 0 1010 0 0 0 47 0 47 2 1 505 282 787 223 245 0 973 0 0 0 43 0 43 2 1 486 255 741 231 246 0 951 0 0 0 39 0 39 2 1 476 231 707 245 247 0 917 0 0 0 35 0 35 2 1 458 210 668 249 248 0 903 0 0 0 32 0 32 2 1 451 191 642 260 249 0 892 0 0 0 29 0 29 2 1 446 174 621 272 250 0 886 0 0 0 27 0 27 2 1 443 160 603 283 251 0 884 0 0 0 "25 0 25 2 1 442 147 589 295 252 0 885 0 0 0 23 0 23 2 1 443 136 579 306 253 0 889 0 0 0 21 0 21 2 1 445 127 572 317 254 0 893 0 0 0 20 0 20 2 1 446 119 566 327 255 0 895 0 0 0 19 0 19 2 1 447 113 560 334 256 0 896 0 0 0 18 0 18 2 1 448 108 556 340 257 0 898 0 0 0 17 0 17 2 1 449 104 553 345 " 258 0 900 0 0 0 17 0 17 2 1 450 101 551 348 259 0 901 0 0 0 17 0 17 2 1 451 100 551 350 260 0 901 0 0 0 17 0 17 2 1 451 100 550 351 261 0 900 0 0 0 17 0 17 2 1 450 101 551 349 262 0 898 0 0 0 17 0 17 2 - 1 449 103 552 346 263 • 0 896 0 0 0 18 0 18 2 1 448 106 554 342 264 0 895 0 0 0 18 0 18 2 1 447 111 558 337 265 0 894 0 0 0 19 0 19 2 1 447 117 564 330 266 0 893 0 0 0 21 0 21 2 1 447 124 570 323 267 0 890 0 0 0 22 0 22 2 1 445 133 578 313 268 0 888 0 0 0 - 24 0 24 2 1 444 143 587 301 269 0 889 0 0 0 26 0 26 2 1 444 155 599 289 270 0 892 0 0 0 28 0 28 2 1 446 169 614 277 271 0 899 0 0 0 31 0 31 2 1 449 184 634 265 272 0 909 0 0 0 34 0 34 2 1 455 202 657 253 273 0 923 0 0 0 37 0 37 2 1 461 222 684 239 274 0 952 - 0 0 0 41 0 41 2 1 476 245 721 231 275 0 981 0 0 0 45 0 45 2 1 490 271 761 219 276 0 1021 0 0 0 50 0 50 2 1 510 300 810 210 277 0 1071 0 0 0 55 0 55 2 1 536 333 868 203 278 0 1133 0 0 . 0 61 0 61 2 1 566 369 935 198 279 0 1205 0 0 0 68 0 68 2 1 603 410 1012 193 280 0 1290 0 0 0 76 0 76 2 1 645 455 1100 190 281 0 1387 0 0 0 84 0 84 2 1 693 506 1199 187 282' 0 1496 0 0 0 94 0 94 2 1 748 563 1311 185 283 0 1617 0 0 0 104 0 104 2 1 808 626 1435 182 284 0 1745 0 0 0 116 0 116 2 1 873 697 1569 176 SUM -16208 147495 .262 -75 0 4308 ' m c12=d1+0.7143egz 0 0 2 1 0 0 0 0 50 0 840 0 8 0 0 0 0 2 1 420 0 420 420 59 0 0 -2861 0 0 0 0 0 2 1 0 0 0 0 103 0 0 -5789 0 0 0 0 0 2 1 0 0 0 0 107 0 0 -6117 0 0 0 0 0 2 1 0 0 0 0 122 496 1066 0 11 0 -28 0 0 2 1 533 0 533 533 123 0 1010 0 0 0 0 0 0 2 1 505 0 505 505 124 0, 1218 0 0 0 0 0 0 2 1 609 1 610 608 125 0 1006 0 0 0 1 0 1 2 1 503 5 508 498 126 -290 882 -1 6 0 2 0 2 2 1 441 13 454 428 127 569 813 0 4 0 -10 0 0 2 1 406 0 406 406 128 -229 979 -1444 4 0 15 0 15 2 1 489 90 579 399 131 .35 0 0 0 0 0 0 0 2 1 0 0 0 0 132 0 802 0 1 0 0 0 0 2 1 401 0 401 401 133 0 936 0 3 0 0 0 0 2 1 468 - 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0 0 2 1 396 0 396 396 276 277 0 0 751 700 0 0 0 0 0 0 44 -49 0 0 0 0 2 2 1 1 375 350 0 0 375 350 375 350 • 278 0 - 638 0 0 0 -54 0 0 2 1 319 0 319 319 279 0 563 0 0 0 -60 0 0 2 1 281 0 .281 281 280 0 477 0 0 0 -67 0 0 2 1 238 0 238 238 281 0 379 0 0 0 -75 0 0 2 1 190 0 190 190 282 0 271 0 0 0 -83 0 0 2 1 136 0 136 136 283 0 154 0 0 0 -92 0 0 2 1 77 0 77 77 284 0 30 0 0 0 -103 0 0 2 1 15 0 15 15 • RAM Adv� ` Analysis (1storder). 9/13/2003 11:37:49 PIVI _Conon�n/~ ____________-___-- _'_------___-__----��m�'---�----�--- Condition: -------�------------'---' � | 44 ` Flexible Diaphragm Analysis —� Member Numbers Shown RAM RAM Advanse File C:\Program Files\Ram\RamAdvanseEng\Data\Dawson Garage Diaphragm.AVW Wate nits Lb -ft 9/12/2003 9:35:19 PM GLOSSARY Cm22 Cm33 d0 DJX DJY DJZ DKX DKY DKZ dL Ig factor K22 K33 L22 L33 Lb RX RY RZ TO TX TY TZ •Nodes Node 1 2 3 4 5 6 7 8 Restraints Node 3 6 Members Geometry data Coefficient about axis 2 applied to bending term in interaction equation (1-11) Coefficient about axis 3 applied to bending term in interaction equation (1-11) Tapered member section depth at J end of member Rigid offset distance measured from J node in axis X Rigid offset distance measured from J node in axis Y Rigid offset distance measured from J node in axis Z Rigid offset distance measured from K node in axis X Rigid offset distance measured from K node in axis Y Rigid offset distance measured from K node in axis Z Tapered member section depth at K end of member Inertia reduction factor (Effective Inertia/Gross Inertia) for reinforced concrete members Effective length factor about axis 2 Effective length factor about axis 3 Member length for calculation of axial capacity Member length for calculation of axial capacity Unbraced length between lateral supports to resist lateral torsional bucking Rotation about X Rotation about Y Rotation about Z 1 = Tension only member 0 = Normal member Translation in X Translation in Y Translation in Z X Y Z Floor [ft] [ft] [ft] \S-22 --------------- S S 2x4 --o----------- o 0 0 0 0 1 . 0 0 0 2 0 0 0 3 0 0 0 51 0 0 0 52 0 0 0 53 0 0 0 54 0 TX TY TZ RX RY RZ 2 \S-22 --------------- S S 2x4 2 2 3 S4, 2 1 1 0 1 1 1 Beam NJ NK Description Section ---------------------------------------------------------------------------------- 1 1 2 \S-22 --------------- S S 2x4 2 2 3 S4, 2 3 3 4 S 4 S/2,x4 j�114 4 4 5 S 2 5 5 6 4S 2x Material d0 dL Ig factor [in] [in] ------------------------- Dime - Lumber i 0 0 0 Dimension L er�i 0 0 0 Dimension m r\DFi 0 0 0 Dimen§ Lumber i 0 0 0 Dim sion Lumber\DFi 0 0 0 6 7 *Hinges Beam 3 KI 6 7 7 8 Dimensio ber\DFi 0 0 0 Dimensio Lu ber\DFi 0 0 0 --------------------------------------------------------- Node -J Node -K TO M33 M22 V3 V2 M33 ' M22 V3 V2 TOR AXL 0 0 1 0 0 0 1 0 0 0 0 q F") e 111 C:'" RAM RAM Advanse ,,File C:\Program Files\Ram\RamAdvanseEng\Data\Dawson Garage Diaphragm.AVW Units Lb -ft Date 9/12/2003 9:37:01 PM Load data GLOSSARY Comb : Indicates if load condition is a load combination (1= load combination. 0 = load case) Load conditions Condition Description Comb. Category - ---- - -- --- -- -- -- -- -- - ---------------------------------------------------------------- dl -- - --- -- Dead load ---- y 5 v�L C CyG 1i.x= r-, x S ; ' 0 DL Distributed force on members vt v2 161- d 1 Q Condition Member Dirt Vail Va12 Dist1 % Dist2 % --- - -- - ---- [Lb/ft] -- -------------------------------------------------------------------------------------------- [Lb/ft] . [ft] [ft] O dl 1 X -541.046 -541.046 0 0 100 1 2 X -541.046 -541.046 0 0 100 1 -X -123.518 -123.518 0 0 100 0 3 X -541.046 -541.046 0 0 100 1 X -123.518 -123.518 0 0 100 0 4 X -47.3867 -47.3867 0 0 100 1 X -156.357 -156.357 0 0 100 0 X -123.518 -123.518 0 0 100 0 5 X -541.046 -541.046 0 0 100 1 X -123.518 -123.518 0 0 100 0 6 X -541.046 -541.046 0 0 100 1 X -123.518 -123.518 0 0 100 0 7 X -541.046 -541.046 0 0 100 1 Self weight multipliers for load conditions Self weight multiplier Condition Description J Comb. MultX MultY MultZ -------------------------------------------------------------- dl Dead load 0 0 0 0 Seism Condition a/g Ang. Damp. --------- - [Deg] ----------------------------------------------- dl 0 0 0 ----------------------------------------------------------------------- R M RAM Advanse File C:\Program Files\Ram\RamAdvanseEng\Data\Dawson Garage Diaphragm.AVW '•Units Lb -ft Date 9/12/2003 9:38:43 PM Analysis Results Maximum forces at members Condition: EQ Axial Shear V2 Shear 0 Torsion M22 M33 [Lb) [Lb] [Lb) (Lb -ft) [Lb -ft) [Lb -ft) MEMBER1 Max 0.00 0.00 0.00 0.00 0.00 0.00 Min 0.00 0.00 -541.05 0.00 -270.52 0.00 MEMBER 2 Max 0.00 0.00 -541.05 0.00 -270.52 0.00 Min 0.00 0.00 -1205.61 0.00 -1143.85 0.00 MEMBER 3 Max 0.00 0.00 8518.84 0.00 8186.55 0.00 Min 0.00 0.00 7854.27 0.00 0.00 0.00 MEMBER4 Max 0.00 0.00 7854.27 0.00 102437.80 0.00 Min 0.00 0.00 -7854.27 0.00 8186.55 0.00 MEMBER5 Max 0.00 0.00 -7854.27 0.00 8186.55 0.00 Min 0.00 0.00 -8518.84 0.00 ' 0.00 0.00 MEMBER 6 Max 0.00 0.00 1205.61 0.00 -270.52 0.00 Min 0.00 0.00 541.05 0.00 -1143.85 0.00 MEMBER 7 Max 0.00 0.00 541.05 0.00 0.00 0.00 Min ---------------------0.00-----------0.00---------------00 -------- 0.00 -270.52 ---------0-00 f"S -6 S7-1 0 0 1997 UNIFORM BUILDING CODE TABLE 23-11-H • TABLE 2341411—ALLOWABLE SHEAR IN POUNDS PER FOOT FOR HORIZONTAL WOOD STRUCTURAL PANEL DIAPHRAGMS WITH FRAMING OF DOUGLAS FIR:LVCH OR SOUTHERN PINE1 Ci r' BLOCKED HRAGMS UNBLOCKED DIAPHRAGMS Nall spacing (in.) at diaphragm boundaries (all cases), at continuous panel edges parallel to load (Cases 3 and 4) and at all panel edges (Cases 5 and 6) Nails spaced 6" (152 mm) max. at supported edges x 25.4 for mm ( PANEL GRADE COMMON NAIL SIZE MINIMUM NAIL PENETRATION iN FRAMING (inches)nches) MINIMUM NOMINAL PANEL THICKNESS MINIMUMga NOMINALng WIDTH OF FRAMINGx MEMBER (inches)6 Case 1 (No unblocked edges or continuous loins parallel to load) Ailother conNguratlons (Cases 2,3,4, 5 and 6 4 21122 22 (In.) at other panel edges 25.4 for mm 4 i 3 x 25.41or mm x 0.0146 for NFmm I i 6d )1/4 /lb 2 3 185 10 210 250 1 280 375 420 420 475 165 185 125 140 I` Structural 8d 11/, 3/s 2 3 270 300 360 400 530 600 600 675 2d0 265 )8U 200 1 10015; s s i_/3' 2 3 320 360 i 425 380 640 720 730 820 285 320 1 215 i 240 6d 11/( 5/14 2 3 170 190 225 250 335 380 380 4.3 150 i7(1 11U 125 t i i2 '/s 3 185 210 250 280 375 420 420 475 165 185 125 140 C -D. GC, { s/s 2240' 3 270 320 360 480 540 545 610 215 240 160 180 Slx.athing, and other grades covered in UBC 8d I 11/2 7/ 1t, ' 3 255 285 i 340 I 380 505 570 i 575 645 73() 255 190 1 Standard 2:3-2 or 23-3 I t s Is2 2 3 300 360 400 530 600 600 675 240 265 18 1Ud3 15/ 15/32 3 29U 325 385 430 575 650 fiSS 735 255 290 90 215 ' 19/"- 2 3 320 360 425 it •180 640 i 720 730 , 820 285 I 320 215 240 IThese values are for short -time loads due to wind or earthquake and mint be. reduced 25 percent for normal loading. space nails I-, inches (311 mm) on center dtong intermediate framing members. Allowable shear values for nails in framing members of other species set forth in Division 111. Part HI, shall be calculated for all other grades by multiplying the shear capacities for nails in Structure 1 by the following factors: 0.82 for species with specific gravity greater than or equal to 0.42 but less than 0.49, and 0.6.5 for species with a specific gravity less than 0.42. ZFraming at adjoining panel edges shall be 3 -inch (', 6 mm) nominal or v6der and nails shall be sta.-gered where nails are spaced'2 inches (51 nun) or 21/2 inches (64 inns) on center. 3Framin,., at adjoining panel edges shall be 3 -inch (76 mm) nominal or wider and nails shall he staggered where. 10d nails having penetration into framing of more than P/y inches (41 mm) are spaced 3 inches (76 min) or less on center. LOAD ->I t 0=11111 DIAPHRAGM BOUNDARY 7CKING IF USED / AOI= A CASE 5 LOAD • CONTINUOUS PANEL JOINTS FRAMING BLOCKING LOA[ CONTINUOUS PANEL JOINTS CONTINUOUS PANEL JOINTS 3AMING BLOCKING NOTE: Framing may be oriented in either direction for diaphragms, provided sheathing is properly designed for vertical loading. 4 el - 2 -287 • BASE PLATE MOMENT CONNECTION Material Properties fc:=3-ksi ;28 -day compressive strength of concrete fy := 50-ksi ; minimum yield stress of steel, A572, Grade 50 fb t := 90-ksi ; nominal tensile strength of A325 bolt fb v := 54-ksi ; nominal shear strength of A325 bolt Strength Reduction Factors: �b := 0.9 ; bending �b t = 0.75 ; bolt tension �b v = 0.60 ; bolt shear �e := 0.60 ;bearing on concrete Connection Geometry: • tp:= 1.25 -in ; plate thickness Ip := 18.0 -in ; plate length wp := 6.5 -in ; width of plate lc:= 24 -in ; concrete footing width db := 8 — in ; bolt diameter ebolt:= 1.875'in : distance from edge of plate to center of bolt row nt := 1 ; number of bolts in tension nv := 1 ; number of bolts in shear Loading from analysis: MU:= 733 -kip -in ; moment demand PU := 0 -kip ; axial demand VU := 6.06 -kip ; shear demand 0 Calculate maximum bolt tension: it. db2 TU := 4 .fb- t•�b-t•nt Tu = 53 kip Calculate moment capacity of connection: a := 2.663 • in Al := a•wp Al = 17.309in2 A2 := wp •(a + le - Ip)2 A2 = 183.18 int ,a ratio := if A2 - 2 ,r—,2) ratio= 2Al C:= �e•0.85•fe•Al -ratio C = 53 kip Tu + PU = 53 kip d:= I - ebolt - a 2 d = 14.793 in M �Mn := TU•d �Mn = 784 kip•in U �M n • = 0.935 ; ok Column Geometry, W12x19: d := 12.16 -in ; column depth bf:= 4.005 -in ; flange width tw:= 0.235 -in ; web thickness tf:= 0.35 -in ; f lang e thickness Calculate perimeter length of column: P:= 2•bf + 2•d - 2•tw Calculate the moment of inertia of the perimeter length: lflange:= 2 1�2 bf•(I •in)3 + bf•(1 •in)•I 2J2 + 2.[ 112•(bf - tw)•(] •in)3 + (bf - tw)•(]•in)•(2 - tf12 J lweb := 2 . (d - 2•tf)3.1-in I := lflange + lweb 0 • C, R Calculate the weld stress: fV := VU fV = 0.19 kip ; average shear stress P in fb := MUd 1 -in fb = 5.6 kP ; maximum bending stress 2•I in fr:= ffv2 + fb2 fr = 5.603 k�P ; resultant, stress in Design Perimeter Fillet Weld: FEXX 70-ksi 5 sfillet 1n 6 •i := 0.75 �Fw:= 0.6-0.707+FEXX'sfillet SFW = 6.96 kip in fr — = 0.805 ; ok SFW Check Plate Bending: i:= 1 ; 0 for weak axis bending, 1 for strong f:= (0.8 0.95) I.,:= minl 2 a ,ebolt) 2 WP tP MPlate TU'el �Mn 4 ..�b'fY Check Bolt Shear: TE -db 2 Ab. 4 VU —=0.238 ;ok �Vn �Vn := h v'fb v•Ab VqIII-) V el := P 2 - e + (l - fo i)•d MPlate = 1.019 ; ok �M n F] WoodWorksO Connections 2000 SOFTWARE FOR WOOD DESIGN awson Connections 97 Sep. 13, 2003 11:42:29 e Steel Side Plate Bolted in Splice Joint To Main Member Connection Data:, Main: Lumber -soft D.Fir-L No.2 dry seasoned 3.5 x 5.5" (4 x 6") Side Plate: ASTM A36 Grade A Steel 0.4375 x 5.5" Length of member overlap is 8.38". Temperature (T) : T <= 100 deg F Loads: Along main member: 4327 lbs ten minutes duration in tension. Connector Design: Fasteners: Bolt Diameter: 1/2" 1 rows of 3 bolts = 3 bolts Bolt spacing in row: 2" Design Results: - Load: P = 4327 lbs Connection Capacity: Z' = 4445 lbs Tension Capacity Net Area Tr = 20668.lbs Note: Steel design checks NOT included in design. • Suggested Design Only, Designer Must Ensure that the Design is Appropriate for Intended Use i �� MWoodWorks® Connections 2000 SOFTWARE FOR WOOD DESIGN dawson chord Connections 97 Sep. 13, 2003 11:44:32 We Wooden Side Member Nailed in Spliced Joint To Main Member Connection Data: Main: Lumber -soft D.Fir-L No.2 dry seasoned 3.5 x 5.5" (4 x 6") Side: Lumber -soft D.Fir-L No.2 dry seasoned 1.5 x 3.5" (2 x 4") Length of member overlap is 22.06". Temperature (T) : T <= 100 deg F Loads: Along main member: 3050 lbs ten minutes duration in tension. Connector Design: Fasteners: Nail Type: 16d Box Nail Nail Length: 3-1/2" Diameter: 0.135" 2 rows of 10 nails per'row = 20 nails in total. Spacing within rows: 2" Spacing between rows: 1.5" Design Results: Resultant Load: R = 3050 lbs at 0.0 degrees to main member Connection Capacity: Z' = 3300 lbs Note: Steel design checks NOT included in design. • Suggested Design Only, Designer Must Ensure that the Design is Appropriate for Intended Use G 0 WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN Plate WoodWorks® Sizer 2002a Sep. 13, 2003 09:35:02 PROJECT DESIGN CHECK - NDS -1997 Column DESIGN DATA: Type: Pinned base; Loadface = width(b); Material: Lumber Post Ke x Lb: 1.00 x 6.00= 6.00 [ft]; Ke x Ld: 1.00 x 6.00= 6.00 [ft]; Total length: 6.00 [ft] Load combinations: ICBO-UBC; --------------------------------------------------------------------------- --------------------------------------------------------------------------- LOADS: (force=lbs, pressure=psf, udl=plf, location=ft) >>Self -weight of members has NOT been included<< --------------------------------------------------------------------------- --------------------------------------------------------------------------- Load I Type I Distribution I Magnitude I Location I Pattern I I I Start End I Start End I Load - ----I--------I--------------I-----------------I-----------------I-------- Loadl Dead Axial -3050 (Eccentricity = 0.00 in) DESIGN SECTION: D.Fir-L, No.2, 2x9 This section PASSES the design code check. WARNING: this CUSTOM SIZE is not in the database. Refer to online help. WARNING: your custom section may be too thin to use the properties of this TIMBER database. Use a database containing LUMBER sizes instead. ###################################################,######################## --------------------------------------------------------------------------- --------------------------------------------------------------------------- SECTION vs. DESIGN CODE (stress=psi, deflection=in) --------------------------------------------------------------------------- --------------------------------------------------------------------------- Criterion I Analysis Value I Design Value I Analysis, /Design I --------------I---------------- I ---------------- I ------------------I Axial ft = 381 Ft' = 776 ft/Ft' = 0.99 --------------------------------------------------------------------------- --------------------------------------------------------------------------- FACTORS: F CD CM Ct-CL-----CF-----CV----Cfu-----Cr LC# ---------------------------------------------------- 575 t' = 575 0.90 1.00 1.00 1.50 (CP = 1.000) 1 E' = 1.6 million 1.00 1.00 0 Fg' = 2020 0.90 1.00 1 Custom duration factor for Wind load = 1.33 --------------------------------------------------------------------------- ADDITIONAL DATA --------------------------------------------------------------------------- --------------------------------------------------------------------------- Axial LC# 1 = D only, P = 3050 lbs Note: A_net = A gross for tension members. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) --------------------------------------------------------------------------- --------------------------------------------------------------------------- DESIGN NOTES: I . Please verify that the default deflection limits are appropriate for your application. 0 WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN Header Seismic WoodWorks® Sizer 2002a Sep. 12, 2003 23:00:40 M Clarke Engineering 1505 Ridgebrook Way Chico, CA 95928 I Dawson Residence I I DESIGN CHECK - NDS -1997 Column DESIGN DATA: --------------------------------------------------------------------------- --------------------------------------------------------------------------- Type: Pinned base; Loadface = width(b); Material: Lumber Post Ke x Lb: 1.00 x 1.33= 1.33 (ft]; Ke x Ld: 1.00 x 5.92= 5.92 (ft); Lateral support: top = Lb, bottom = Lb; Total length: 5.92' (ft] Load combinations: ICBO-UBC; --------------------------------------------------------------------------- --------------------------------------------------------------------------- LOADS: (force=lbs, pressure=psf, udl=plf, location=ft) »Self -weight of members has NOT been included<< --------------------------------------------------------------------------- --------------------------------------------------------------------------- Load I Type I Distribution I Magnitude I Location I Pattern I I I Start End I Start End I. Load -----I--------1-------------- I----------------- I ----------------- I-------- Load3 Wind Axial -3050 (Eccentricity = 0.00 in) Load9 Dead Full UDL 308.1 No --------------------------------------------------------------------------- --------------------------------------------------------------------------- MAXIMUM REACTIONS (lbs): --------------------------------------------------------------------------- I 5.92 ft I" ---------- ------------------- Dead. ( 912 912 Live 1 Total I 912 912 i######################################################################### ---------------------- SIGN SECTION: D.Fir-L, No.2, 9x6 This section PASSES the design code check. ########################################################################### SECTION vs DESIGN CODE (stress=psi, deflection=in) Criterion I Analysis Value I Design Value I Analysis/Design I ---------- ----I---------------- I ---------------- I ------------------I Shear fv @d = 60 Fv' = 85 fv/Fv' = 0.70 Bending(+) fb = 918 Fb' = 1053 fb/Fb' = 0.87 Axial ft = 158 Ft' = 997 ft/Ft' = 0.16 Combined (tension + side load bending) Eq.3.9-1 or 3.9-2 = 0.55 Live Defl'n negligible Total Defl'n 0.16 = L/931 0.39 = L/180 0.92 ---------------------------------------------------------- FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 900 0.90 1.00 1.00 1.000 1.30 1.000 1.00 1.00 1 Fv' = 95 0.90 1.00 1.00 1 Fcp'= 625 1.00 1.00 - Ft' = 575 1.33 1.00 1.00 1.30 (CP = 1.000) 2 E' = 1.6 million 1.00 1.00 1 Fg' = 2020 1.33 1.00 2 Custom duration factor for Wind load = 1.33 ADDITIONAL DATA Bending(+) LC# 1 = D only, M = 1350 lbs -ft Shear : LC# 1 = D only, V = 912, V@d = 771 lbs Deflection: LC# 1 = D only EI= 77.69e06 lb-in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. Axial LC# 2 = .67D+W, P = 3050 lbs Combined LC# 2 = .67D+W, CD= 1.33 Note: A net = A -gross for tension members. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) DESIGN NOTES: -------------------------------------------- 1. Please verify that the default deflection limits are appropriate for your application. f�� 12" 24" 367,. 3:12 PITCH - 4X HEADER SUPPORT, TYP PITCH 360" SPAN LENGTH TRUSS TYPE "A" 67" 33" ,DOUBLE 2X6 ROOF FRAMING 36" EXTEND AND STRAP IN TO ADJACENT BAY AS SHOWN ON PLAN • DOUBLE 2X6 FRAMING AROUND SOFFIT OPENING ATTIC ACCESS 12" 24" 3:12 PITC 67" LOADS: ---SUPPORTED BY TRUSS TYPE "A" ROOF: TYPE "A" TRUSS @ 16"O/C TBD IPSFI TYPE "B" TRUSS @16" OIC TBD I/2" PLYWOOD SHEETING 1.5 12" CLAY TILE ION 3:12 PITCH AREAS ONLY) 14.0 AC ROLL ROOFING ION 2:12 PITCH AREAS ONLY) 2.0 TRUSS TYPE B SOFFIT: INSULATION ONM WALLBOARD .0 • 0 No RIE AJI or4 SLA 13 • AJ T> CAP --r F z c s Non-, t f x q R >A RIE AJI or4 SLA 13 • AJ T> CAP --r F z c s Non-, t f x q 0 0 2A E 012. 4f &A' P IL L 0 xis A. o x%) LW \At vvM--, ra () X- eC)le— V- r 0 T Ts s V-1 -4N. -K - r"!, -> 4 E. LS N 0 (0.) 0 0 0 0 () X- eC)le— V- r 0 T Ts s V-1 -4N. -K - r"!, -> 4 E. LS N • w 0 v J 1� W V\ AC n y� �V Ji • w 0 v J 1� W V\ 0 0 Y4 --, L_ Z- � c AUL pr j:v-i (657 • 76 • _rW-13, A 0 F= xy m Y/Ull �Q„ &R n !S-0 e-,- -rL j�- 0 .. M E„H { G 7 041%1 • • v CIA I 19