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Home My WebLink About9 PELICAN HILL CR - CALCSDA-HL.BEIgG.RESIDENCE TE LACE DE SIGN 9 PELICAN MILL, LOT PELICAN HIL-L, NE WP 35 O�� COAST CALIFORNIA 1 � • JULY- 9th � 2009 34167 Structure/ Consu/tarts �'acific Coast //N, <949) 496- �'' Suite q . 8633 • (949) 496 a Point, CA 9262� 8694 fax Patio cover loads Stucco 1/2" Plywood Framing Misc. Patio Cover Dead Load Patio cover live Load Heater Load PROJECT: Dahlberg RES. DESIGNED BY: R.A JOB N0: 0811-01 CHECKED BY; 11,50 psf 1.50 psf 2.90 psf 0.10 psf 16.00 psf 10.00 psf 300 Ibs DATE: June 30, 2009. DATE: We dock Line 1 You can changes this area Title; using ther"Setfings" menu item Dsgnr; Job # and then using the "Printing & Project Desc,: Title Block" selection, Project Notes Tnlo Q1-1, i :__ Patio Cover Wlnd Load V : Basic Wind Speed per Sect 6.5` 4 & Figure 1 Roof Slope Angle Occupancy per Table 1-1 Importance Factor per Sect, 6,5.5, & Table 6-1 Exposure Category per 6.5,6.3, .4 & .5 Mean Roof height Lambda : per Figure 6.2, Pg 40 Effective Wind Area of Component & Cladding Roof pitch for cladding pressure User specified minimum design pressure Topographic Factor Kzt per6.5.7.2 85.0 mph 20 degrees 11 All Buildings and other structures except those listed as Category I, III, and IV 1.00 Exposure C 11.0 ft 1.21 10.0 ft^2 0 to 7 degrees 10.0 psf 1.48 IBC 2006 & ASCE 7.05 Horizontal Pressures . , 5 _� " Minimum Additional Load Case per 6.4.2.1.1=10 PSF on entire Zone, A = vertical plane Zone; B = 28.56 sf -10.00 psf Zone: C = P 19.04 psf Vertical Pressures , , , Zone: D = -10.00 psf Zone: E = Zone: F = -24.79 psf -17.24 sf Zone: G = P -17.24 psf Overhangs ... Zone: H = -13.11 psf Zone Eoh 34 67 psf P Zone: Goh = ,w3 mpon�nt & Giq- 160. 1 n �Jrr � pressrar`�s -27.12 psf Design Wind Pressure -Lambda * Kzt * Importance * Ps30 Per ASCE 7-05 6,4.2.1 Minimum Additional Load Case per 6.4.2.1.1 10 PSF on entire vertical plane Eq 6-1 Roof Zone 1 ; Positive 10.000 psf Negative : -23.351 psf Roof Zone 2 : Positive: Negative: 10.000 psf -39.158 psf Roof Zone 3 : Positive Negative: 10.000 psf -58,917 psf Wall Zone 4 : Positive Negative : 23.351 psf -25.327 psf Wall Zone 5 : Positive Negative: 23,351 psf -31.255 psf Roof Overhang Zone 2; Roof Overhang Zone 3: psf -411.410 .866 psf n e NOCK Une 1 You can changes this area using M)'Settings" menu itern and then using the "Printing & Title Block" selection. Title : Dsgnr; Project Desc.: Project Notes Job 1t Occupancy Category of Building or Other Structure Occupancy Importance Factor "II" : All Buildings and other structures except those listed as Category I, III, and IV �r IBC 2006 & ASCE 7.05 ACSE 7-05, Page 3, Table 1-I Ground;Motioti U&ing US"GS Datab'a§e values 1 ACSE7-05, Page 116, Table 11.5-1 N Max Ground Motions, 5"7o Damping . ASCE 7-05 9.4.1,1 SS = 1.645 g, 0.2 sec response Longitude = 117.864 deg West S 1 - 0,5899 9,1,0 sec response Latitude = 33.640 deg North Location : NEWPORT BEACH, CA 92658 Site, C�assr Stte�Gaeff 'ait� hest'=`r,Cate�'aiy# ��.:; . Site Cra�►Suatferfa & Fv Fa (using straight-line interpolation from table values) F� _ 0.00 ASCE 7.n(7gbTeZ1,71ab1& 10.8-2 Maximum Considered Eadquake Acceleration S = Fa * Ss - 0.00 MS * S Mt = Fv S1 - 0.000 = 0,000 ASCE 7-05 Table 11, 4-3 Design Spectral Acceleration SDS- S MS* 2/3 - 01000 S DI = S M9* 2/3 = 0,000 ASCE 7-05 Table 11.4-4 Seismic Design Category = A ( SDI is most severe) ASCE 7-05 Table 11.6-1 —°" from 12 8 '"' � .T, Calculated for Allowable Stress Desi n Load Combinations Cs = 0.1000 1.1r g ASCE 7-05 Section 12.8.3 Vertical Distribution of Seismic Forces W (see Sum Wi below) = 0,00 k 'k " ; hx exponent based on Ta = Seismic Base Shear V = Cs * W = 0,00 k 1.00 Table of building Weights by Floor Level... Level # WI: Weight Hi : Height Wi Hi ( * ) k " Cvx Fx=Cvx * V Sum Story Shear Sum Story Moment Sum Wi = 0 00 k Sum Wi * Hi = 0.00 k-ft Total Base Shear = 0.00 k " Base Moment = ead Path Conhectnn..Selsmlcs� i�'Ct a<�rA�4�0,0 k-ft Connections used to form a continuous path of the load resisting system should be capable of transmitting the seismic force " Fp " indiced by the parts being connected, Ai See full text of ASCE 7 05 section 11, 7.3 for all details, Concrete & MasoM Wall Anchorage: Seismic Desi�n Cate o ; " A " per ACSE 7.05 11.7.5 Connections used to form a continuous path of the load resisting system should be capable of transmitting the seismic force " Fp " indiced by the parts being connected BUT NOT LESS THAN 280 Ibs/lin, f , See full text of ASCE section 11.7 for all details, Load D Dead Load ................... 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Qe 'nic Load .:........I .................. 0.000 0.000 0.000 0,000 0.000 0.000 0.000 0.000 E=p*Qe +0.20*SDS*p..........` E=P*Qe +0.20*SIDS *D = t = P We +u.zu ° Sus • U = E=p*Qe +0.20*SDS*D = E=p*Qe +0,20*SIDS *D = E=p*Qe +0.20*SDS*D = E=p*Qe +0.20*SDS*D = E=p*Qe +0.20*SIDS *D = ASCE 7-05 12.4.2,3 E H & V Load Effect ............................................... 0.000 0.000 0.000 0.000 0,000 0,000 0,000 0.000 PROTECT: EVANS RES. DESIGNED By: R.A. JOB NO: 0802-06 .� CHECKED BY: Cantilevered lateral su ort s stem Using cantilever columns su Pports for lateral forces Per ASCE 7-05 section 15.4 Table value for cantilevered elements per ASCE 7-05 = 1.25 Cs = 0. 8 _ 0.8(0.5899) 15.4-2 125 1.0 Total Weight of the roof = 16 psf ( Total Lateral Load = 4ft.) (155 ft.) = 9,920 lbs Lateral Load 0 378 X 9920 = 3749 Per each column = 3749/4 = 950 lbs UseHSS S uare 5 x 5��4„ k SHEET NO.: DATE: August 27, 2008 if I �j I I i melto E?n t c2aied Patio I'ramin MEMBER: RB-1 MEMBER INFO: MAX LENGTH "L" = 8'-V PROJECT: Dahlberg RES. DESIGNED BY: R.A. JOB NO: 0811-01 CHECKED BY: LOAD INFO: WDL = 16 psf (2.67)'+(300 lbs/8)/2 = 62 plf WLL = 20 psf (0.67)' =14 plf MEMBER: RB-2 MEMBER INFO: MAX LENGTH "L" = 15'-0" LOAD INFO: WDL = 16 psf (2.67)' = 43 plf WLL = 20 psf (0,67)' = 14 plf P (Reaction from RB-1) PDL = 270 lbs PLL = 60 lbs X = 7'-0" & 8'-0" MEMBER: RB_3 MEMBER INFO: MAX LENGTH "L" = 15'-0" LOAD INFO: Wi DL =16 psf (2.67)' = 43 plf Wl LL = 20 psf (0.67)' = 14 plf W2 wind = 24.79 (8.0)' = 200 plf USE: 1 3/" X 14" LVL USE: 1 %" X 14" LVL USE: 13/" X 14" LVL SHEET NO.: DATE: JUNE 30, 2009 DATE: X t� d Delta tR SHEET NO.: EngineffSift, PROJECT: Dahlberg RES. DESIGNED BY: R.A. DATE: JUNE 30, 2009 JOB NO: 0811-01 CHECKED BY: DATE: MEMBER: RB-4 MEMBER INFO: MAX LENGTH "L" = 18'-0" "RCL" = "LCL" = 10'-0" LOAD INFO: WDL =16 psf (2.67)' = 43 plf WLL = 20 psf (0.67)' = 14 plf P (Reaction from RB-2) PDL = 630 lbs PLL = 170 lbs X = 0' & 17'-0" & 18'-0" & 38'-0" MEMBER: RB-5 MEMBER INFO: MAX LENGTH "L" = 18'-0" "RCL" = "LCL" = 10'-0" LOAD INFO: WDL = 16 psf (2.67)' = 43 plf WLL = 20 psf (0.67)' =14 plf P (Reaction from RB-3) PDL = 190 lbs PLL = 60 lbs PWW =270 lbs X = 0' & 38'-0" Wwind = 24.79 psf (8.25)' = 204 plf USE: 5 1/4" X 14" LVL USE: 51/" X 14" LVL 'p p , Title Block Line 1 Title: Job # t You can jhanges this area Dsgnr: using the "Settings" menu item Project Desc.: and then using the "Printing & Title Block" selection, Project Notes: Printed: 5 JUL 2009,12:28PM Description : RB-1 Material Properties calculations per IBC 2006, CBc 2007, 2006 NDs Analysis Method: Allowable Stress Design Load Combination 2OO6IBC &ASCE7-05 Fb - Tension 2,600.0 psi E; Modulus of Elasticity Fb -Compr 26OO.0psi Ebend-xx 1,9OO,Oksi Wood Species ; !Level Truss Joist Fc - Prll Fc - Perp 2:510.0 psi 750,0 psi Eminbend - xx 1,9OO.Oksi Wood Grade ; MicroLam LVL 1.9 E Fv 285.0 psi Ft Beam Bracing : Beam is Fully Braced against lateral -torsion buckling ........................._- 1,555.0 psi Density 32.210pcf ................................................................... ............................................................. ... Applied, toads` Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load ; D = 0,0620, L = 0,0140 k/ft, Tributary Width =1.0 ft Maximum Bending Stress Ratio Section used for this span 1.75x14 fb : Actual = 136.83psi FB : Allowable _ 2,6OO.00ps! Load Combination +D+L+H Location of maximum on span = 4,000ft Span #where maximum occurs = Span # 1 Maximum Deflection Max Downward L+Lr+S Deflection _ 0.002 in Max Upward L+Lr+S Deflection = 0.000 in Live Load Deflection Ratio = 56122 Max Downward Total Deflection 0.010 In Max Upward Total Deflection 0,000 In Total Deflection Ratio = 9643 Maximum Shear Stress Ratio = 0.050 : 1 Section used for this span 1.75x14 fv : Actual _ 14.17 psi Fv : Allowable = 285.00 psi Load Combination +D+L+H Location of maximum on span - 0.000 ft Span # where maximum occurs = Span # 1 Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V C d Mactual fb-design Fb-allow Vactual fv-design Fv-allow +p Length = 8.0 ft +D+L+H 1 0,044 0,041 1,000 0.54 113.32 2,600.00 0.19 11.73 285.00 Length = 8.0 ft +D+Lr+H 1 0.053 0.050 1.000 0.65 136.83 2,600.00 0.23 14.17 285.00 Length = 8.0 it +D+0.750Lr+0,750L+H 1 0.044 0,041 1.000 0,54 113.32 2,600.00 0.19 11.73 285.00 Length = 8.0 ft 1 0,050 0.048 1.000 0.62 130.95 2,600.00 0.22 13.56 285,00 Overall N%axlmtlm Defle��Igrjs � Urifa�tarad,;taa�s � '� ' Load Combination Span Max. "-" De(I Location In Span Load Combination Max, "+° Defl Location in Span D+L+Lr 1 0,0100 4.040 0.0000 0,000 Title Block Line 1 Title: Dsgnr: Project Desc,: Job # You can changes this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Support 2, (D+L+Lr) 0.326 k Project Notes: Title Block Line 1 Title: Job # You can, changes this area Dsgnr; using the "Settings" menu item Project Desc.: and then using the "Printing & Title Block" selection. Project Notes Printed: 5 JUL 2009,12:49PNI Description ; R13-2 Material Properties Analysis Method: Allowable Stress Design Calculations per IBC 2006, CBC 2007, 2005 NDS Load Combination 2006 IBC & ASCE 7-05 Fb - Tension Fb -Compr 2600.0 psi 2:600.0psi E; Modulus of Elasticity Ebend-xx Wood Species ; iLevel Truss Joist Fc -Prll Fc - Perp 2,510.0psi 750.0 psi 1,900.Oksi Eminbend -xx 1,900.Oksi Wood Grade ; MicroLam LVL 1.9 E Fv 285.0 psi Beam Bracing Ft Beam ... is Fully Braced against lateral -torsion buckling ................... . 1,555.0_psi Density 32.210pcf Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load : D = 0,0430, L = 0,0140 k/ft, Tributary Width =1.0 ft Point Load ; D = 0,270, L = 0,060 k (0) TO ft Point Load ; D = 0,270, L = 0.060 k (p? 8.0 ft DS1GCtMMA' } .,.n................................................................................... 4aximum Bending Stress Ratio _ 0.328 1 Maximum Shear Stress Ratio 9 Section used for this span 1.75x14 Section used for this span 0.156 : 1 fb : Actual FB : Allowable 853.77psi fv : Actual 1.75x14 44.59 psi Load Combination 2,600.00psi Fv :Allowable = 285.00 psi Location of maximum on span = +D+L+H 7,500ft Load Combination Location of maximum on span +D+L+H = Span # where maximum occurs = Span # 1 Span # where maximum occurs 13.875 ft = Span # 1 Maximum Deflection Max Downward L+Lr+S Deflection 0.040 in Max Upward L+Lr+S Deflection 0,000 in Live Load Deflection Ratio 4462 Max Downward Total Deflection = 0.200 in Max Upward Total Deflection = 0.000 in Total Deflection Ratio = 900 Load Combination Segment Length Max Stress Ratios Span # M Summary of Moment Values Summary of Shear Values +p V C d Mactual fb-design Fb-allow Vactual fv-design Fv-allow Length =15.0 ft +D+L+H 1 0,263 0.124 1.000 3.25 682.95 2,600.00 0.58 35.45 285.00 Length =15.0 ft +D+Lr+H 1 0.328 0.156 1.000 4.07 853.77 2,600.00 0,73 44,59 285,00 Length =15.0 ft +D+0,750Lr+0,750L+H 1 0.263 0.124 1,000 3.25 682.95 2,600.00 0,58 35,45 285.00 Length 15,0 ft 1 0.312 0148 1 000 Overail Max mum�0066tq s ' nfae ored,l oads? s ` 3.86 811,06 2,600.00 0.69 42.31 285.00 Load Combination , Span Max, " ' Dell Location in Span Loatl Combination "+" D+1.+Lr 1 Max. Defl Location in Span 0,1999 7.575 0.0000 0,000 Title Block Line 1 Title: Job # You can,changes this area Dsgnr: using the "Settings" menu item Project Desc.: and then using the "Printing & Title Block" selection. Project Notes Printed, 5 JUL 2009,12:49PM Description : R13-2 Maximum V�rticai Rea airs' 1lr factored' '� V IXEMRR Support notation: Far left is #1 Support & Load Combination Support Reaction Support 1, (D+L+Lr) 0.799 k Support 2, (D+L+Lr) 0.799 k Title Block Line 1 You cars changes this area Title: Job # using the "Settings" menu item Dsgnr; and then using the "Printing & Project Desc.: Title Block" selection. Project Notes : T Description : R6-3 Material Properties Analysis Method: Allowable Stress Design Load Combination 2006 IBC & ASCE 7-05 Fb - Tension Fb - Compr Wood Species : !Level Truss Joist Fc - Prll Wood Grade ; Microl-am LVL 1.9 E Fv Perp Ft Fv Beam Bracing : Beam is Fully Braced against lateral -torsion buckling ........... ........ .... .... ............_...._....-............................. .................. ................................ .............. ........................ ._ Calculations per IBC 2006, CBC 2007, 2006 NDS 2,600.0 psi 2,600.0psi E: Modulus of Elasticity 2,510.0psi Ebend-xx 1,900.Oksi Eminbend -xx 1,900.Oks! 750.0 psi 285.0 psi 1,555.0psi Density 32.210pcf Beam self weight calculated and added to loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load: D = 0.0430, L = 0,0140 k/ft, Tributary Width =1.0 ft Varymq Uniform Load W(S E) 0 0 >0 20 k/ft, Extent 0.0 --» 8.0 ft, DESIGN SlMMaR Tributary Width =1.0 ft Maximum Bending Stress Ratio Section used for this span= 0.0971 Maximum Shear Stress Ratio � ` : Actual 1,75x14 Section used for this span 0.098 ' 1 F :Allowable = 252.41 psi p fv : Actual 1.75x14 Load Combination - 2,600,00psi Fv : Allowable 2.7.91 psi Location of maximum on span - +D+W+H Load Combination __ 285.00 psi Span # where maximum occurs - 4.440ft Location of maximum on span - +D+W+H Maximum Deflection Span # 1 Span # where maximum occurs = 6.840 ft Max Downward.L+Lr+S Deflection Span # 1 Max Upward L+Lr+S Deflection 0.002 in Live Load Deflection Ratio _- 0.022 in Max Downward Total Deflection = 56122 Max Upward Total Deflection _ 0.012 in Total Deflection Ratio 0.000 in 7847 ��Maxinur>i FoYcgs &;Stresses for Land Carnainatton ............ ................ .......... ................................................................................. Load Combination Max Stress Ratios Segment Length Span # M V C Summary of Moment Values Mactual fb-design Summary of Shear Values +D Length = 8.0 ft d Fb-allow Vactual fv-design Fv-allow 1 +D+L+H Length = 8.0 ft 0.031 0.030 1.000 0.39 81.41 2,600.00 . 014 8.43 285.00 1 .+D+Lr+H Length = 8.0 ft 0.040 0.038 1.000 0.50 104.92 2,600.00 0.18 10.86 285.00 +D+0.750Lr+0.750L+H 1 0.031 0.030 1.000 0.39 81.41 2,600.00 Length = 8.0 ft 1 +D+W+}t 0.038 0.036 1.000 0.47 0.14 8.43 285.00 Length = 8.0 ft 1 0.097 99.05 2,600.00 0.17 10.26 285.00 +D+0.750Lr+0.750L+0.750W+H 0.098 1.000 1.20 252.41 2,600.00 Length = 8.0 ft +D+0.750L+0.750S+0.750W+H 1 0,087 0.087 1,000 1.08 226.92 0.46 27.91 285.00 Length = 8.0 ft 1 0,087 2,600.00 0.41 24.86 285.00 0.087 1.000 1.08 226.92 2,600.00 0.41 24.86 285.00 Title Block Line 1 Title You can changes this area Ds nr: Job # using the "Settings" menu item Project Desc,: and then using the "Printing & Title Block" selection. Project Notes Title Block Line 6 5 JUL 2009,12:28PM Description : R13-3 Load Combination Max Stress Ratios Summary of Moment Values Segment Length Span # M Summary of Shear Values V +0.60D+W+}� C d Mactual fb-design Fb-allow Vactual fv-design Fv-allow Length 8.0 ft 1 0.085 0.086 1,000 1.05 220.28 2,600.00 0,40 24,54 285.00 'Overal Maxir>�u r� bifi tlons�lJnfact�red l,aac(sg g,, Load Combination Span Max. "-" Dell Location ln'Span Load Combination Max. "+° Defl Location in Span W Only 1 0 0122 4,160 �,�:+' bk A Mp/gD,'SSai. l"- Oo0oO.0000 vU torUax�mmfcec1os Support notation:Farleftis#1 Support & Load Combination Support Reaction Support 1, (W Only) 0,267 k Support 2, (W Only) 0.533 k Title Block Line 1 Title : Job # You card changes this area Dsgnr: Project Desc,: f` using the "Settings" menu item Pro ) ,,. and then using the "Printing & Project Notes Title Block" selection, Description ; R13-4 Material Properties Analysis Method: Allowable Stress Design Fb - Tension Load Combination 2006 IBC & ASCE 7-05 Fb - Compr Fc - Prll Wood Species ; il-evel Truss Joist Fc - Perp Wood Grade : Microl-am LVL 1.9 E Fv Ft Beam Bracing ; Beam is Fully Braced against lateral -torsion buckling Printed, 5 JUL 2009,12!57PM Calculations per IBC 2006, CBC 2007, 2005 NDS 2600.0 psi E: Modulus of Elasticity 2:600.0psi Ebend-xx 1,900,Oksi 2,510.0 psi Eminbend - xx 1,900,Oksi 750.0 psi 285.0 psi 1,555.0 psi Density 32.210 pcf ...................... .............. ...._............,.............._..._.............................. ............ ........... ....... ...... ...................................... ........ ....... ..... .......... .................... ....._................... .......... ....... .......... _.... ....................... ................................ ...... _...... .......................... ......_........ ................................. ...... .... ........... .... ........... ............. ............ ........................................ iD(0.63) L(0.17) D 0.062 L 0.014 D(0'q ) 17b.014) p 0.043 L 0.014 0(0.63) L(0,17) gg_.,.,.-..,.:. 5.25x14,0, Span = 10.0 ft 5.25x14.0, Span = 18.0 ft 5.25x14.0, Span = 10.0 ft ... .............................................................................................................................................................................................................................................................................................. , Applied.„C,ads ...,,x . �.+ _..... Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load : D = 0,0620, L = 0.0140 k/ft, Tributary Width =1.0 ft Point Load ; D = 0.630, L = 0.170 k (d) 0.0 ft Load for Span Number 2 Uniform Load : D = 0.0620, L = 0.0140 k/ft, Tributary Width =1.0 ft Point Load : D = 0,630, L = 0.170 k (, 7,0 ft Point Load : D = 0,630, L = 0,170 k (5) 8.0 ft Load for Span Number 3 Uniform Load : D = 0,0430, L = 0.0140 k/ft, Tributary Width =1.0 ft Point Load : D = 0.630, L = 0,170 k (a)10.0 ft Maximum Bending Stress Ratio = 0,3401 Maximum Shear Stress Ratio = 0.123 : 1 Section used for this span 5.25x14.0 Section used for this span 5.25x14.0 fb : Actual = 883.17 psi fv : Actual = 36.19 psi FB : Allowable _ 2,600.00 psi Fv : Allowable = 285.00 psi . Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 10.000ft Location of maximum on span = 10.000 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward L+Lr+S Deflection = 0.146 in Max Upward L+Lr+S Deflection = -0.030 in Live Load Deflection Ratio = 1646 Max Downward Total Deflection _ 0.710 in Max Upward Total Deflection -0.141 in Total Deflection Ratio = �........... ........................... .. .................... 338 Load Combination Segment Length Span # Max Stress Ratios M V C d Summary of Moment Values Mactual lb -design Fb-allow Summary of Shear Values Vactual fv-design Fv-allow +D Length = %0 ft 1 0,275 0.101 1.000 -10.22 715.24 2,600.00 1.41 28.87 285.00 Length =18,0 ft 2 0,275 0.101 1,000 -10.22 715.24 2,600.00 1.40 28.87 285.00 Length =10.0 ft 3 0.275 0,101 1.000 -10.22 715.24 2,600.00 1.16 28.87 285.00 +D+L+H Length =10.0 ft 1 0.340 0.123 1.000 -12.62 883.17 2,600.00 1.72 35.19 285.00 Title Block Line 1 You Gan changes this area using the "Settings" menu item and then using the "Printing & Title Block" selection, Description : RB-4 Load Combination Segment Length Length =18.0 ft Length =10.0 ft +D+Lr+H Length =10,0 ft Length =18.0 ft Length =10.0 ft +D+0,750Lr+0.750L+H Length =10.0 ft Length =18.0 ft Length =10.0 ft Title : Dsgnr: Project Desc.; Project Notes Max Stress Ratios Summary of Moment Values Span # M V C d Mactual fb-design Fb-allow 2 3 0.340 0.123 1,000 -12.62 883.17 2,600.00 0,340 0.123 1,000 -12.62 883.17 2,600,00 1 2 0,275 01101 1.000 -10.22 715.24 2,600.00 3 0,275 0.101 1,000 -10.22 715.24 2,600,00 0:275 0.101 1.000 -10.22 715.24 2,600.00 1 2 0,324 0.118 1,000 -12.02 841.19 2,600,00 3 0.324 0,118 1.000 -12.02 841.19 2,600.00 0.324 0.118 1.000 -12.02 841.19 2,600.00 Job # Printed: 5 JUL 2009,12:57PM Summary of Shear Values Vactual fv-design Fv-allow 1.71 35,19 285,00 1.45 35.19 285.00 1.41 28.87 285.00 1.40 28.87 285.00 1.16 28.87 285.00 1.65 33.61 285.00 1.64 33.61 285.00 1.38 33,61 285.00 Load Combination urt& Span Max ?-" Defl Location in Span Load Combination Max. "+" Deft Location in Span D+L+Lr 1 0.7100 0.000 D+L+Lr 2 0.0000 3 0,6915 0.000 D+L+Lr 0.0000 -0.1414 0.000 9.797 m F x Maxi ,um ,1/e teal Reactions„ U faGpred F' S 10.000 Support notation ;Far left is #1 0.0000 9.797 ppo Load Combination Support 1, (D+L+Lr) Support2, (D+L+Lr) Support3, (D+L+Lr) Support 4, (D+L+Lr) Support Reaction k 3,542 k 2.980 k k Title Block Line 1 r You capr changes this area using the "Settings" menu item and then using the "Printing & Title Block" selection, Description : R13-5 Material Properties Analysis Method 1 Allowable StrD Title : Job # Dsgnr: Project Desc,: Project Notes ess esign Load Combination 2006 IBC & ASCE 7-05 Fb - Tension Fb - Compr Fc - Prll Wood Species ; iLevel Truss Joist Fc - Perp Wood Grade ; Microl-am LVL 1.9 E Fv Beam Bracing Beam is Fully Braced against lateral -torsion Ft buckling 19) Printed: 5 JUL 2009. 3:56PM Calculations per IBC 2006, CBC 2007, 2005 NDS 2,600.0 psi E: Modulus of Elasticity 2600.0psi Ebend-xx 1,900.Oksi 2:510.0 psi Eminbend - xx 1,900.O ksi 760.0 psi 285.0 psi 1,555.0psi Density 32.210pcf " _11. " , -F... - .- it b.ZbX14.0, Span = 10.0 ft Service loads entered. Load Factors will be agolied for -a . iatinnc Beam self weight calculated and added to loads Loads on all spans.,, Partial Length Uniform Load : W = 0.2040 k/ft, Extent = 8,250 -->> 29.750 ft, Tributary Width =1.0 ft Varying Uniform Load ; W(S,E) = 0,2040->0.2040 k/ft, Extent = 0.0 -->> 8.250 ft Varying Uniform Load ; W(S,E) = 0,2040-4.0 k/ft, Extent = 29.750 -->> 38.0 ft Load for Span Number 1 Uniform Load : D = 0.0620, L = 0,0140 k/ft, Tributary Width =1.0 ft Point Load ; D = 0.190, L = 0.060, W = 0.270 k an, 0,0 ft Load for Span Number 2 Uniform Load : D = 0,0620, L = 0.0140 k/ft, Tributary Width =1.0 ft Load for Span Number 3 Uniform Load : D = 0.0430, L = 0.0140 k/ft, Tributary Width =1.0 ft Point Load ; D = 0.190, L = 0.060, W = 0,270 k @ 10.0 ft aximum Bending Stress Ratio = Section used for this span fb : Actual = FB : Allowable = Load Combination Location of maximum on span = Span # where maximum occurs = Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Live Load Deflection Ratio Max Downward Total Deflection Max Upward Total Deflection Total Deflection Ratio Load Combination Segment Length +D Length =10.0 ft Length =18.0 ft Length =10.0 ft 0.340 1 Maximum Shear Stress Ratio = 0.163 : 1 5.25x14.0 Section used for this span 5.25x14.0 883.11 psi fv : Actual = 46.39 psi 2,600.00psi Fv : Allowable = 285.00 psi +D+W+H 10,000ft Load Combination Location of maximum on span = +D+W+H 10,000 ft Span # 1 Span # where maximum occurs = Span # 1 = 0.092 in - -0.026 in - 2622 - 0.446 in _ -0.112 in = 538 Stress Span # M V C 1 0.157 0.063 1.000 2 0,157 0.063 1,000 3 0.157 0.063 1.000 Summary of Moment Values Mactual fb-design Fb-allow -5.82 407.37 2,600.00 -5.82 407.37 2,600.00 -5.82 407.37 2,600.00 Summary of Shear Vactual fv-design Fv-allow 0.89 18.06 285.00 0.72 18.06 285.00 0.72 18.06 285.00 Title Block Line 1 You camchanges this area Title ; Job # Dsgnr: using the "Settings" menu item Project Desc•: and then using the "Printing & ' Title Block" selection. Project Notes Noted: 5 JUL 2009. Description ; RB-5 + Load Combination Max Stress Ratios Summary of Moment Values Segment Length Span # M V C d Mactual fb-design Fb-allow Summary of Shear Values +D+L+Ii Vactual fv-design Fv-allow Length =10.0 ft Length =18.0 ft 1 2 0.192 0.192 0.077 1.000 -7.12 498.33 2,600.00 1.07 21.82 Length =10.0 ft 3 0.192 0.077 0.077 1.000 1.000 -7.12 498.33 2,600.00 0.90 21.82 285.00 285.00 +D+Lr+H -7.12 498.33 2,600.00 0.90 21.82 285.00 Length =10.0 ft Length =18.0 ft 1 2 0.157 0.157 0.063 1.000 -5.82 407.37 2,600.00 0.89 18.06 Length =10.0 ft 3 0.157 0.063 0.063 1.000 1.000 -5.82 407.37 2,600.00 0.72 18.06 285.00 285.00 +D+0.750Lr+0.750L+H -5.82 407.37 2,600.00 0.72 18.Ot 285.00 Length =10.0 ft Length =18.0 ft 1 2 0.183 0.183 0.073 1,000 -6.80 475.59 2,600.00 1.02 20.88 Length =10.0 ft 3 0.183 0.073 0.073 1.000 1.000 -6.80 475.59 2,600.00 0.85 20.88 285.00 285.00 +D+W+H -6.80 475.59 2,600.00 0.85 20.88 285.00 Length =10.0 ft Length =18.0 ft 1 2 0.340 0.340 0.163 0.163 1.000 1.000 -12.62 883.11 2,600.00 2.27 46.39 285.00 Length =10.0 ft +D+O.750Lr+0.750L+0.750W+H 3 0.340 0.163 1.000 -12.62 -12.62 883.11 883.11 2,600.00 2,600.00 2.27 1.95 1.95 46,39 285.00 Length =10.0 ft Length =18.0 ft 1 2 0.320 0.140 1.000 -11.90 832.40 2,600.00 1.95 46.39 285.00 Length =10.0 ft 3 0.320 0.320 0.140 0.140 1,000 1.000 -11.90 832.40 2,600.00 1.9 39.89 39.89 285.00 285.00 +D+0.750L+0.750S+0.750W+H -11.90 832.40 2,600.00 1.78 39.89 285.00 Length =10.0 ft Length =18.0 ft 1 2 0.320 0.140 1.000 -11.90 832.40 2,600.00 1.995 Length =10.0 ft 3 0,320 0.320 0.140 0.140 1.000 1.000 -11.90 832.40 2,600.00 1 39.89 3 285.00 285.00 +0.60D+W+}I -11.90 832.40 60000 2,. 1.78 399.89 .89 285.00 Length =10.0 ft Length =18.0 ft 1 2 0.277 0.277 0.144 1.000 -10.29 720.16 2,600.00 2.01 40.92 Length 10.0 ft 3 0,277 0.144 0144 1.000 1,000 -10.29 720.16 2,600.00 2.01 40.92 285.00 285.00 a v,t Qverall lwaxmum Def�t:cions �rCJnactdred;aads, -10.29 720.16 2,600.00 1.67 40.92 285.00 Load Combination Span Max. "-" Defl Location in Span Load Combination D+L+Lr 1 0.4458 Max, +Defl Location in Span D+L+Lr 2 3 0.0000 0.000 0.000 D+L+Lr 0.0000 -0.1116 0.000 0.4037 10.000 8.886 Mazfmu►n Verttca(Reactfons ' Unfactoredy Support notation : Far left is #1 0.0000 8.886 Support & Load Combination Support 1, () Support 2, (W Only) Support 3, (W Only) Support 4, () support Reaction 3.305 k 3.305 k k Title Block Line 1 Title : Job # L You can changes this area Dsgnr: using the "Settings" menu item Project Desc.: and then using the "Printing & ,� Title Block" selection, Project Notes Pdnled: 14 JUL 2009. 9:32AM Description : Cant. Column Gener�l:nformaton .' Code Ref: 2006 IBC, RISC Manual 13th Edition Steel Section Name: HSS5X5X114 Overall Column Height 10.0 ft Analysis Method: 2006 IBC & ASCE 7-05 Top & Bottom Fixity Top Free, Bottom Fixed Steel Stress Grade Fy : Steel Yield 36.0 ksi Brace condition for deflection (buckling) along columns E: Elastic Bending Modulus 29,000.0 ksi X-X (width) axis : Fully braced against buckling along X-X Axis Load Combination : Allowable Stress Y-Y (depth) axis ;Fully braced against buckling along Y-Y Axis ,Applle Coal x' Service loads entered, Load Factors will be applied for calculations. Column self weight included: 155.84 Ibs * Dead Load Factor AXIAL LOADS , , , Axial Load at 10.0 ft, D=1,730, LR = 0,330 k BENDING LOADS ... Lat. Point Load at 10.0 ft creating Mx-x, E = 0,950 k D SIGN, 5f1MM FJ' , ; f Bending & Shear Check Results PASS Max, Axial+gentling Stress Ratio = 0.4966 ;1 Maximum SERVICE Load Reactions.. Load Combination +D+0.70E+H Top along X-X 0.0 k Location of max.above base At maximum location values are ... 0.0 ft Bottom along X-X 0.0 k Pu : Axial 1.886 k Top along Y-Y 0.0 k Bottom along Y-Y 0.950 k Pn / Omega: Allowable 92.695 k Mu-x : Applied 6.650 k-ft Maximum SERVICE Load Deflections ... Mn-x / Omega: Allowable 13.671 k-ft Along Y-Y -1.173 in at 10,Oft above base Mu-y : Applied 0.0 k t for load combination ; E Only Mn-y / Omega: Allowable 13.671 k-ft Along X-X 0.0 in at O.Oft above base for load combination PASS Maximum Shear Stress Ratio = 0.02417 :1 Load Combination +D+0.70E+H Location of max,above base 0.0 ft At maximum location values are ... Vu : Applied 0.6650 k Vn / Omega: Allowable 27.517 k Load Cominatlon itesuits Y � 4 Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Load Combination Stress Ratio Status Location Stress Ratio Status Location +D 0.020 PASS 0.00 ft 0.000 PASS 0.00 ft +D+L+H 0,020 PASS 0.00 ft 0.000 PASS 0.00 ft +D+Lr+H 0.024 PASS 0.00 ft 0,000 PASS 0.00 ft +D+0.750Lr+0.750L+H 0.023 PASS 0.00 ft 0.000 PASS 0.00 ft +D+0.70E+H 0.497 PASS 0.00 ft 0,024 PASS 0.00 ft +D+0.750Lr+0.750L+0.5250E+H 0.376 PASS 0.00 ft 0.018 PASS 0.00 ft +D+0.750L+0,750S+0,5250E+H 0.375 PASS 0.00 ft 0.018 PASS 0.00 ft +0.60D+0 70E+H 0.493 PASS 0.00 ft 0.024 PASS 0.00 ft Maximum React¢t15 Utlfactored, <New Note: Only non -zero reactions are listed. X-X Axis Reaction Y-Y Axis Reaction Load Combination @ Base @ Top @ Base @ Top D Only Lr Only E Only 0.950 Maxtfhur Deflect)ori� fQt load Combinatlans y UrlfaCtote'Ldads Load Combination Max. X-X Deflection Distance Max. Y-Y Deflection Distance D Only 0.0000 in 0.000 ft 0,000 in 0,000 ft Lr Only 0,0000 in 0.000 ft 0.000 in 0.000 ft E Only 0.0000 in 0.000 ft -1.161 in 9.933 ft Title Block Line 1 Title You can changes this area Dsgnr; Job # using the "Settings" menu item Project Desc.: and then using the "Printing & k Title Block" selection. Project Notes Description : Cant. Column . x Steel SectroriPrpertle' " sHSS5X5X1;%4 Depth =„ 5,000 in ;° i xx Web Thick = 0.000 In S xx Flange Width = 5.000 in R xx Flange Thick = 0.250 in Area = 4.300 (n"2 I yy Weight = 15.584 plf S yy R yy Ycg = 0.000 in 6.41 inA3 1.930 In 16.000 (n^4 6.410 inA3 = 1.930 in m J 9:32mi I Me blocK Line 1 You can changes this area + using the "Settings" menu item and then using the "Printing & Title Block" selection, I itle : Dsgnr: Project Desc.: Project Notes : Job iX Cant. Column (DL+LL) To confirm stress <15% per ASCE 7.05 Steel Section Name: Analysis Method: Steel Stress Grade Fy : Steel Yield E : Elastic Bending Modulus Load Combination : HSS5X5X1 /4 2006 IBC & ASCE 7-05 36.0 ksi 29,000.0 ksi Allowable Stress Column self weight included : 155.84 Ibs * Dead Load Factor AXIAL LOADS , . . Axial Load at 10.0 ft, D=1.730, LR = 0,330 k Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = Load Combination Location of max.above base At maximum location values are ... Pu : Axial Pn / Omega: Allowable Mu-x : Applied Mn-x / Omega: Allowable Mu-y : Applied Mn-y / Omega: Allowable PASS Maximum Shear Stress Ratio = Load Combination Location of max.above base At maximum location values are ... Vu : Applied Vn / Omega: Allowable +D +D+L+H +D+Lr+H +D+0,750Lr+0.750L+H Load Combination D Only Lr Only voae Ket : 2006 113C, RISC Manual 1 Overall Column Height 10.0 ft Top & Bottom Fixity Top Free, Bottom Fixed Brace condition for deflection (buckling) along columns : X-X (width) axis : Fully braced against buckling along X-X Axis Y-Y (depth) axis :Fully braced against buckling along Y-Y Axis Service loads entered. Load Factors will be applied for calculations. 0.02391 :1 Maximum SERVICE Load Reactions.. +D+Lr+H Top along X-X 0.0 k 0.0 ft Bottom along X-X 0.0 k 2.216 k Top along Y-Y Bottom along Y-Y 0.0 k 0.0 k 92.695 k 0.0 k-ft Maximum SERVICE Load Deflections ... 13.671 k-ft Along Y-Y 0.0 in at 0.0 k-ft for load combination : 13.671 k-ft Along X-X 0.0 in at for load combination ; 0.0 : 1 0.0 ft 0.0 k 0.0 k Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Stress Ratio Status Location Stress Ratio Statl,Q i +;- 0.020 PASS 0.00 ft 0.000 0.020 PASS 0.00 ft 0.000 0.024 PASS 0.00 ft 0.000 0.023 PASS 0.00 ft 0.000 X-X Axis Reaction @ Base @ Top Y-Y Axis Reaction @ Base @ Top Load Combination Max X X Deflection Distance Max. Y-Y Deflection Distance D Only 0,0000 in 0,000 ft Lr Only 0.000 in 0.000 ft D 0000 in 0.000 ft 0.000 in PASS PASS PASS PASS Notr?• nni 0.00 ft 0.00 ft 0.00 ft 0.00 ft O.Oft above base O.Oft above base non -zero reactions are listed. Title Block Line 1 Title: Job # You Carr changes this area Dsgnr: using the "Settings" menu item Project Desc,; and then using the "Printing & Project Notes Title Block" selection. Minted: l4 JUL 2009. 0:32AM Description : - Cant, Column (DL+LL) To confirm stress <15% per ASCE 7-05 �;�S4eel Sectron, Prg�erEtes ; Depth = 5,000 In I xx = 16,00 In^4 J = 25,800 in^4 Web Thick = 0.000 in S xx = 6,41 in^3 Flange Width - 5,000 in R xx = 1,930 in Flange Thick - 0.250 in Area - 4,300 inA2 l yy = 16,000 inA4 Weight = 15,584 plf S yy = 6,410 inA3 R yy = 1,930 in Ycg 0.000 in Company Delta Engineers Inc. Designer R.A, July 14, 2009 Job Number : 0811-01 sugar Column Base(12X12) Checked By: Geometry and Materials Length 12 .m Width 12.In Thickness 1. In Base Plate Fy 36, ksi Base Plate E 29000. ksi Bearing Fp 2.8 ksi Bearing Fc' 4. ksi Pedestal Length 0 in Pedestal Width 0 in Pedestal Heigh 0 in Analyze Base Plate as Flexible Fp Based on AISC J9 Criteria Base Plate: AISC ASD 9th AB Pullout: ACI 2005 AB Head: Square Seismic Reduction %: 25. X 12 in Column Shape HSS6X6X4 Column eX 0. in Column eZ 0. in Column to Edge Min (X) 0. in Column to Edge Min (Z) 0. in HSS Tube X-sides welded HSS Tube Z-sides welded Plain Base Plate Connection Vx Shear Lug NOT present Vz Shear Lug NOT present Coarse Solution Selected NW Concrete Concrete NOT Cracked ABs NOT Welded to Base Plate Loads P k Vx k Vz k N M DL LL EL Bolt X (in) Z (in) 1 4.6 4.6 2 4.6 -4.5 3 -4.5 4.5 4 -4.5 -4.6 Anchor Bolt Diameter 1. in Anchor Bolt Material A307 Anchor Bolt Fu 36. ksi Anchor Bolt Fy 36. ksi Anchor Bolt E 29000. ksi AB Projected Length 61n AB to AB Min Spacing 3 in AB to Stiffner Min Spacing 1.6 in AB to Column Min Spacing 1.6 in AB to Edge Min Spacing 1.5 in AB Row Min Spacing 3 in Priority is AB to Edge Spacing Include Threads for AB Design AB Fv, Ft based on AISC Criteria Total AB Length: 16. in NO Supp. Reinforcement Tension Pedestal Bar Fy: N.A. Shear Pedestal Bar Fy: N.A. 1.73 x k-ft Mz k-ft Reverse .33 No 95 N o 9.5 Yes Base Plate Stress and Bearing Result Base Plate Stress (ksi) Bearing Pressure (ksi) Descri on Load Sets All bl IBC 16-8 1 DL ma e 27, ASIF U.C. Allowable ABIF U.C. IBC 16-9 1 DL+1 LL 27. 2.8 2.8 1. .014 IBC 16-12 a 1 DL+1 WL 27. 2.8 1. 1. .017 IBC 16-12 b IBC 16-13 a 1DL+.7EL 1DL+,75LL+.75WL 27. W 2.8 1. .014 287 IBC 16-13 b 1DL+.75LL+.525EL 27. 27. 2.8 2.8 1. 016 IBC 16-14 .6DL+.7EL 27. 2.8 1. .216 IBC 16-15 .6DL+.7EL 27. 1. .286 2.8 1. 1. 286 286 RISABase Version 2.0 [G:\PROJECTS\2008\0811-01 (Dahlberg)\Patio Cover\Square Column 07-08-09\sugar Column Base(1'y.rbs] I 1 Company Delta Engineers Inc. Designer R.A. Job Number 0811-01 July 14, 2009 sugar Column Base(12X12) Checked By: Bearing Contours 04 048 (ksi) .04 (ksi) (ksi) 0. Co.' [ 0. IDL IDL+ILL Allowable : 2.8 ksi Allowable : 2.8 ksi IDL+1 WL U.C.: ,014 U.C.:.017 Allowable : 2,8 ksi Z(803U,C, : ,014 .0466 ksi) -.,., (ksi) 04 0. 0 (ksi) 0. IDL+,7EL MAMMMOMIM Allowable : 2.8 ksi IDL+.75LL+.75WL IDL+.75LL+,525EL U.C. : ,287 Allowable : 2.8 ksi Allowable : 2.8 ksi U,C.:.016 U.C.:.216 on.802 .802 (ksi) (ksi) 0. 0. a 6DL+,7EL 6DL+.7EL Allowable : 2.8 ksi Allowable : 2.8 ksi U.C.:.286 U.C.:.286 Plate Stress Contour RISABase Version 2.0 [G:\PROJECTS\2008\0811-01 (Dahlberg)\Patio Cove r\Square Column 07-08-09\sugar Column Base (7� rbs] u Company Delta Engineers Inc. July 14, 2009 Designer R.A. Job Number : 0811-01* sugar Column Base(12X12) Checked By: Base Plate Stress Contours (contlnued) 7.723 (ksi) 0. .6DL+.7EL Allowable : 27. ksi U.C.:.286 Anchor Bolt Results .6DL+.7EL Allowable : 27. ksi U.C.:.286 7.723 (ksi) 0. Description Load Sets Rnit Tcne !L1 W- PA N IBC 16-8 1DL 1 0. 0. Z. n 0. rt K6, N.A. rV KSI N.A. Unit N.A. 2 3 0. 0. 0. 0. 0, 0. N.A. N.A. KA. N.A. N.A. N.A. 1 DL+1 LL 4 1 0. .002 0. 0. 0. 0. N.A, N.A. N.A. N.A. N.A. , A. 2 .002 0. 0. N.A. N.A. N,A. 416-9 3 .002 0. 0. N.A. N.A. N.A. 1 DL+1 WL 4 1 .002 0. 0. 0. 0. 0. N.A. N.A. N.A. N.A. N.A. N.A. 2 0. 0. 0. N.A. N.A. N.A. 3 0. 0. 0. N.A. N.A. N.A. IBC 16-12 b 1DL+.7EL 4 1 0. 0. 0. -.166 0. 0. N.A, N.A. N.A. N.A, N.A. N.A. 2 0. -.166 0. N.A. N.A. N.A. 3 4.647 -,166 0. N.A. N.A. N.A, IBC 16-13 a 1DL+.75LL+.75WL 4 1 4.647 .002 -.166 0. 0. 0. N.A. N.A. N,A. N.A. 2 002 0. 0. N.A. 3 .002 0. 0. N.A. IBC 16-13 b 1DL+.75LL+.525EL 4 1 .002 0. 0. -.125 0. 0. N.A. N,A. N.A. N.A. 2 0. -.125 0. N.A. N.A. N.A. 3 3.359 -.125 0. N.A. N.A. N.A. E16-14 .6DL+.7EL 4 1 '3.359 0. -.125 -.166 0. 0. N.A. N.A. N.A. N.A. N.A. N.A. 2 0. -.166 0. N.A. N,A. N.A. 3 4,774 -.166 0. N.A. N.A. N.A. IBC 16-15 ,6DL+.7EL 4 4 074 -.166 0; N.A. N.A. N.A. 2 0. -.166 0. N.A. N.A. N.A. 3 4.774 -.166 0. N.A. N.A. N.A. 4 4.774 -.166 0. N.A. N.A. I N.A. RISABase Version 2.0 [G:\PROJECTS\200810811-01 (Dahlberg)\Patio Cover\Square Column 07-08-09\sugar Column Base(1MW�rbs] A Company Delta Engineers Inc. Designer R.A. July 14, 2009 Job Number : 0811-01 sugar Column Base(12X12) load reversed Checked By: _Geornetry and Materials Length 12 In Width 12. in Thickness 1. In Base Plate Fy 36. ksi Base Plate E 29000.ksi Bearing Fp 2.8 ksi Bearing Fc' 4. ksi Pedestal Length 0 in Pedestal Width 0 in Pedestal Heigh 0 in Analyze Base Plate as Flexible Fp Based on AISC J9 Criteria Base Plate: AISC ASD 9th AB Pullout: ACI 2005 AB Head: Square Seismic Reduction %: 25.' Loads P M vN ILA DL LL EL X 12 in Column Shape HSS6X5X4 Column eX 0. in Column eZ 0. in Column to Edge Min (X) 0. in Column to Edge Min (Z) 0. in HSS Tube X-sides welded HSS Tube Z-sides welded Plain Base Plate Connection Vx Shear Lug NOT present Vz Shear Lug NOT present Coarse Solution Selected NW Concrete Concrete NOT Cracked ABs NOT Welded to Base Plate Bolt X (in) Z (in) 144.6 . 4.5 2 -4.6 34 -4.5 Anchor Bolt Diameter 1. in Anchor Bolt Material A307 Anchor Bolt Fu 36. ksi Anchor Bolt Fy 36. Icsl Anchor Bolt E 29000. ksi AB Projected Length 6 in AB to AB Min Spacing 3 in AB to Stiffner Min Spacing 1.5 in AB to Column Min Spacing 1.6 in AB to Edge Min Spacing 1.6 in AB Row Min Spacing 3 in Priority Is AB to Edge Spacing Include Threads for AB Design AB Fv, Ft based on RISC Criteria Total AB Length: 16. in NO Supp. Reinforcement Tension Pedestal Bar Fy: N.A. Shear Pedestal Bar Fy: N.A. 1.73 ivix K-R Mz k-ft Reverse .33 No 95 9.5 Yes e Rase Plate Stress and Rearing Result Description i marl co+� Base Plate Stress (ksi) Bearing Pressure (ksi) IBC 16-8 1DL t-MIUWauie H1 ir- U.G. Allo2w8able ABIF U.C. IBC 16-9 1DL+ILL 27. 1. .002 IBC 16-12 a 1DL+1WL 27. 1. .002 2.8 IBC 16-12 b 1DL+.7EL 27. 1, .002 2.8 2.8 IBC 16-13 a 1DL+.75LL+,75WL 1.204BC .282 I BC 16-13 b 1DL+.75LL+.525EL 27, I 204 2,8 16-14 6DL+.7EL 27. 1 29 2.827. 1 29 28 RISABase Version 2.0 [G:\PROJECTS\2008\0811-01 (Dahlberg)\Patio Cover\Square Column 07-08-09\sugar Column Base W (1p load reve ` �'ornpany Delta Engineers Inc. Designer R.A. July 14, 2009 Job Number : 0811.01 suqar Column Base(12X12) load reversed -r Checked By: -------------- Bearin Contours 04 .048 (ksi) 04 ,.: (ksi) 0. (ksi) 0• ! 0. IDL 1DL+1LL Allowable : 2.8 ksi Allowable : 2,8 ksi 1 DL+I WL U.C.:.014 U.C.: ,017 Allowable : 2,8 ksl 809 U,C.:.014 . 046 .617 (ksi) (ksi) 0. 4 (ksi) 0• 0. 1 DL+,7EL 1 DL+,75LL+.75WL Allowable : 2.8 ksi Allowable : 2,8 ksl IDL+.75LL+.525EL U.C.: ,289 Allowable : 2.8 ksi U.C. :.016 U.C. :.22 794 p 794 (ksi) (ksi) 0. 0. L _.,; .6DL+,7EL .6DL+,7EL Allowable : 2.8 ksi Allowable : 2.8 ksi U.C.: ,284 U.C.:.284 Base Plate Stress Contour 053 • -, .063 (ksi) .053 (ksi) .007 .005 "° (ksi) t .007 1DL 1DL+ILL Allowable : 27. ksi Allowable : 27. ksi 1 DL+I WL U.C.:.002 Allowable 27. ksi U.C.:.002 U.C. : ,002 um 7.613 06 (I(sl) .519 (ksi) 0. (ksi) .005 0 1DL+,7EL 1DL+.75LL+,75WL Allowable : 27. ksi Allowable :27. ks1 1DL+.75LL+,525EL U.C.:.282 Allowable ; 27. ksi U.C.:.002 U.C. :.204 l�.%rnvJLU l 6\2008\0811-01 (Dahlberg)\Patio Cover\Square Column 07-08-09\sugar Column Base( revel Company Delta Engineers Inc. Designer R.A. July 14, 2009 Job Number 0811-01 sugar Column l3ase(12X12) load reversed Checked By: Base Plato qfraze rnn#-- 7.83 7.83 (ks!) (ksi) 0. j 0. 6DL+.7EL .6DL+.7EL Allowable :27. ks! Allowable :27, ks! U.C. .29 U.C. :.29 RISABase Version 2.0 tu:\PROJECTS\2008\0811-01 (Uahlberg)\Patio Cover\Square Column 07-08-09\suqar Colu—m---n--B---a—s�e(T,%W; load revs I Company Delta Engineers Inc. Designer R.A. , July 14, 2009 Job Number : O811-01 Ecc. Column Base (Mx &Vz) Checked By; X Length 17. in Width 7. in Thickness 1. in Base Plate Fy 36, ksi Base Plate E 29000. ksi Bearing Fp 2.8 ksi Bearing Fc' 4. ksi Pedestal Length 0 in Pedestal Width 0 in Pedestal Heigh 0 In Analyze Base Plate as Flexible Fp Based on AISC J9 Criteria Base Plate: AISC ASD 9th AB Pullout: ACI 2006 AB Head: Square Seismic Reduction %: 25. 1 / .LI1 Column Shape HSS5X5X4 Column eX .75 in Column eZ 0. in Column to Edge Min (X) 0. in Column to Edge Min (Z) 0. in HSS Tube X-sides welded HSS Tube Z-sides welded Plain Base Plate Connection Vx Shear Lug NOT present Vz Shear Lug NOT present Coarse Solution Selected NW Concrete Concrete NOT Cracked ABs NOT Welded to Base Plate Bolt X in Z in 1 0. 5.6 2 I U. -5.6 Anchor Bolt Diameter 1. in Anchor Bolt Material A307 Anchor Bolt Fu 36. ksi Anchor Bolt Fy 36. ksi Anchor Bolt E 29000. ksi AB Projected Length 6 in AB to AB Min Spacing 3 in AB to Stiffner Min Spacing 1.6 In AB to Column Min Spacing 1.6 in AB to Edge Min Spacing 1.6 in AB Row Min Spacing 3 in Priority is AB to Edge Spacing Include Threads for AB Design AB Fv, Ft based on AISC Criteria Total AB Length: 16. in NO Supp. Reinforcement Tension Pedestal Bar Fy: N.A. Shear Pedestal Bar Fy: N.A. RISABase Version 2.0 [G:\PR0JECTS\2008\0811-01 (Dahlberg)\Patio Base . Cover\S uare Column 07-08-09\EccColumn B q (Mkl�V4. rbs] Company Delta Engineers Inc. July 14, 2009 Designer R.A. Job Number : 0811-01 Ecc. Column Base (Mx &Vz) Checked By: Bearing Contours 068 (ksi) .006 1DL Allowable : 2.8 ksi U.C. :.024 772 (ksi) 0. 1 DL+,7EL Allowable : 2.8 ksi U.C. :.276 706 (ksi) o. .6DL+.7EL Allowable : 2.8 ksi U.C. :.252 Base Plate Stress Contour 1 DL+1 LL Allowable :2.8 ksi U.C.:.028 1 DL+.75LL+.75WL Allowable :2.8 ksi U.C.:.027 .6DL+.7EL Allowable :2.8 ksi U.C. :.252 067 0(ksi) .000539014 1 DL 1 DL+1 LL Allowable : 27. ksi Allowable : 27. ksi U.C.:.002 U.C.:.003 13.65 (ksi) 0. 1 DL+.7EL 1 DL+.75LL+.75WL Allowable : 27. ksi Allowable : 27, ksi U.C.:.506 U.C.:.003 08 (ksi) .006 1 DL+1WL Allowable :2.8 ksi U.C. :.024 .077 (ksi) .005 1 DL+.75LL+.525EL Allowable :2.8 ksi U.C.:.23 706 (ksi) o. 068 (ksi) .006 .646 (ksi) 0. 08 (ksi) .067 (ksi) .000641832 .000639014 1DL+1WL Allowable : 27. ksi U.C. :.002 .077 9.825 (ksi) "' (ksi) .000616128 0. 1 DL+.75LL+.525EL Allowable : 27. ksi U.C.:.364 RISABase Version 2.0 [G:\PROJECTS\2008\0811-01 (Dahlberg)\Patio Cover\Square Column 07-08-09\Ecc. Column Base (M-**V2).rbs] C;orflpany Delta Engineers Inc. July 14, 2009 Designer R.A. Job Number : 0811-01 Ecc. Column Base (Mx &Vz) Checked By: Base Plate Stress Contours (continued) 14.07 (ksi) 14.07 (ksi) 0. 0. .6DL+.7EL .6DL+.7EL Allowable : 27. ksi Allowable : 27. ksi U.C.:.521 U.C. :.621 Anchor Bolt Results i7ARcrintinn I norl Co4e ❑nip -r... iin - %r., n.\ r_ rin IBC 16-8 1DL _. _" 1 _.._. .. 0. ... .. 0. .... �. 0. . �..,� N.A. . v '- N.A. vun N.A. 2 0. 0. 0, N,A. N,A. N.A. IBC 16-9 1 DL+1 LL 1 0. 0, 0. -N.A. - N.A. N.A. 2 0. 0. 0, N.A. N.A. N.A. IBC 16-12 a 1DL+1WL 1 0. 0. 0. N.A. N.A. N.A. 2 0. 0. 0. N.A. N.A. N.A. IBC 16-12 b 1DL+.7EL 1 8.283 .045 -,333 N,A. N.A. N.A. 2 0. -.045 -.333 N.A. N.A. N.A. IBC 16-13 a 1DL+,75LL+,75WL 1 0. 0. 0. N.A. N.A. N.A. 2 0. 0. 0. N.A. N.A, N,A, IBC 16-13 b 1 DL+.75LL+.525EL 1 5.938 . 334 -.249 N.A. N.A. N.A. 2 0. -.034 -.249 N.A. N.A. N.A. IBC 16-14 6DL+,7EL 1 8.56 .045 -. 333 N.A. N.A. N.A. 2 0. -.045 -.333 N.A, N.A. N.A. IBC 16-15 .6DL+,7EL 1 8.56I .045 -.333 1 N.A. N.A. N.A. 2 0. -.045 -.333 RISABase Version 2.0 [G:\PROJECTS\2008\0811-01 (Dahlberg)\Patio Cover\Square Column 07-08-09\Ecc. Column Base (WAV4.rbs) Company Designer Job Number Delta Engineers Inc. R.A. 0811-01 Ecc. Column Base (Mz &Vx).rbs Length Width 7n . In Thickness 1. in Base Plate Fy 36. ksi Base Plate E 29000. ksi Bearing Fp 2.8 ksi Bearing Fc' 4. ksi Pedestal Length 0 in Pedestal Width 0 in Pedestal Heigh 0 In Analyze Base Plate as Flexible Fp Based on AISC J9 Criteria Base Plate: AISC ASD 9th AB Pullout: ACI 2006 AB Head: Square Seismic Reduction %: 26. X 1I in Column Shape HSS5X5X4 Column eX .75 in Column eZ 0. In Column to Edge Min (X) 0. in Column to Edge Min (Z) 0. in MSS Tube X-sides welded HSS Tube Z-sides welded Plain Base Plate Connection Vx Shear Lug NOT present Vz Shear Lug NOT present Coarse Solution Selected NW Concrete Concrete NOT Cracked ABs NOT Welded to Base Plate July 14, 2009 Checked By: Bo�txn Z�n)1 2I U. 1 -5.6 Anchor Bolt Diameter 1. In Anchor Bolt Material A307 Anchor Bolt Fu 36. ksi Anchor Bolt Fy 36. ksi Anchor Bolt E 29000. ksi AB Projected Length 6 in AB to AB Min Spacing 3 In AB to Stiffner Min Spacing 1.5 in AB to Column Min Spacing 1.6 in AB to Edge Min Spacing 1.5 in AB Row Min Spacing 3 in Priority is AB to Edge Spacing Include Threads for AB Design AB Fv, Ft based on AISC Criteria Total AB'Length: 16. in NO Supp. Reinforcement Tension Pedestal Bar Fy: N.A. Shear Pedestal Bar Fy: N.A. I-.\rmuJtu 15�2008\0811-01 (Dahlberg)\Patio Cover\Square Column 07-08-09\Ecc. Column Base (Mh@)yA).rbs] Company Delta Engineers Inc. Designer R.A. July 14, 2009 Job Number : 0811.01 Ecc. Column Base (Mz &Vx).rbs Checked By; .069 M : .081 (ksi) .069 (ksi) (ksi) 0. 0. 0. IDL IDL+ILL Allowable : 2.8 ksi Allowable : 2.8 ksi 1 DL+I WL U.C.:.026 Allowable : 2.8 ksi U.C. :.029 U.C. :.026 4.828 (ksi) 3.627 F:.077 (ksi) 0. (ksi) .006 0 IDL+,7EL Allowable : 2.8 ksi U.C.: 1.724 4,824 (ksi) 0. .6DL+,7EL Allowable : 2.8 ksi U.C.: 1.723 07 (ksi) 0. IDL Allowable : 27. ksi U.C.:.003 13.391 (ksi) 0. 1 DL+.7EL Allowable : 27. ksi U.C. :.496 1 DL+.75LL+.75WL Allowable : 2.8 ksi U.C. :.027 .6DL+,7EL Allowable : 2.8 ksi U.C. :1.723 IDL+ILL Allowable : 27. ksi U.C.:.003 4.824 (ksi) 0. I DL+.75LL+.525EL Allowable : 2.8 ksi U.C.: 1.296 1 DL+1 WL Allowable :27.Icsi U.C. :.003 .077 (ksi) .000616128 1 DL+,75LL+,75WL 1 DL+,75LL+,525EL Allowable : 27. ksi Allowable : 27. ksi U.C. :.003 U.C. :.36 07 (ksi) 0. 9.732 (ksi) 0. RISABase Version 2.0 [G:\PROJECTS\2008\0811-01 (Dahlberg)\Patio Cover\Square Column 07-08-09\Ecc. Column Base (Mb'4,rbs] Company Delta Engineers Inc. Designer R.A. Job Number : 0811-01 Ecc. Column 13ase (Mz &Vx).rbs 13.708 13.708 (ksi) 0. (ksi) 60. .6DL+.7EL EL 7 , 6DL+ Allowable : 27. ksi Allowable : ksi U.C. :.508 U.C.:.508 R I S A 8 a s e VAr-q-7 9 n - . July 14, 2009 L-1 'X�-/O_UJu uu6\0811-01 (Dahlberg)1Patio Coverl5quare Column 07-08-091Ecc. Column Base (4x).rbs] Title Block Line 1 „ You pn changes this area using the "Settings" menu item and then using the "Printing & Title Block" selection, Description ; Combined Footing General Information fc : Concrete 28 day strength Fy : Rebar Yield 3 ksi Ec : Concrete Elastic Modulus 60 ksi Concrete Density 3122 ksi :Phi Values Flexure: 145 pcf Shear : Soil Information 0.9 0.85 Allowable Soil Bearing Increase Bearing By Footing Weight Soil Passive Sliding, Resistance 1.50 ksf No (Uses entry for 'Footing base depth below soil surface 15.0 f r0foru � f Coefficient of Soil/Concrete Friction 0,3 Dimensions & Reinforcing Distance Left of Column #1 = Between Columns 10 0 ft ft Distance Right of Column #2 = 1 .0 Total Footing Length = -- --� ft ft Footing Width - 1.50 Footing Thickness 1.50 ft Rebar Center to Concrete Ede 24.0 in Rebar Center to Concrete Edge @ Bottom = Applied Loads Applied @Left Column DL Axial Load Downward Moment (+CCW) = 1.730 Shear(+X) . Applied @ Right Column Axial Load Downward - Moment (+CCW) _ 1.730 Shear(+X) Overburden = Title: Dsgnr: Job # Project Desc,:` Project Notes ; 14 JUL 2009,12:52Ph1 "I-141bluesign Settings Calculate footing weight as dead load ? Calculate Pedestal weight as dead load ? Yes Min Steel % Bending Reinf (based on'd) Min Allow % Temp Reinf (based on thick) 0.0014 Min, Overturning Safety Factor 0.0018 Min, Sliding Safety Factor 1.5 : 1 1.5 , 1 Footing base depth below soil surface --- Increases based on footing ft Depth , . , , Allow, Pressure Increase per foot when base footing is below ksf Increases based on footing Width . , , when lengthy foot of greater ft is than Maximum Allowed Bearing Pressure (zolo Is no limit) sf ft 10 ksf Adjusted Allowable Soil Bearin (Allowable So118earing adjused for ksf footing welght and depth & width increases as specified by user,) Pedestal dimensions,., Col #1 Col #2 Sq, Dim. = 6.0 6,0 in Height = Bars left of col #1 Bottom Count Size # Actual As Req'd in Bars Top Bars 3.0 3 5 0,930 0.7776 in^2 Bars Btwn Cois 0.930 0.7776 in^2 Bottom Bars Top Bars 3 3 5 0,930 0,7776 in^2 3.0 in Bars Right of Col #2 5 0.930 0,7776 in^2 3 in Bottom Bars Top Bars 3 3 5 0.930 0.7776 in^ 2 5 0,930 0,7776 in^2 Lr L S 0,330 E H 2.70 9.50 k k ft 0.950 k 0.330 2,70 9.50 0.950 k k-ft k Title Block Line 1 YourcGr�,changes this area using the "Settings" menu item and then using the "Printing & Title Block" selection, Combined.Footing Title : Job # Dsgnr: Project Desc.: Project Notes Printed:14 JUL Ratio Item ............. Applied Capacity Governing Load Combination PAS ,2970 Soil Bearing .......................................... _.................. 0,4454 ksf ............... ............................ 1.............. .................................._............................................._,....... 1,50 ksf .... ....... ..... ...................... .......... ..............................._..................... 0,9D+E/1,4 PASS 25.387 Overturning 13,571 k-ft 344,54 k-ft 0,91D+E/1,4 PASS 7,956 Sliding 1,357 k 10.797 k 0.9D+E/1.4 PASS No Uplift Uplift 0.0 k 0.0 k No Uplift PASS 0.0780 1-way Shear - Col #1 PASS 0.0780 1-way Shear - Col #2 7.262 psi 93,113 psi +1.20D+0,50Lr+0.50L+1.60W 7,262psi 93,113psi +1,20D+0,50Lr-+0.50L+1,60W PASS 0,03315 2-way Punching - Col #1 6,174 psi 186.23 psi +1,20D+0,50Lr+0,50L+1,60W PASS 0,03315 2-way Punching - Col #2 6,174 psi 186.23 psi +1,20D+0,50Lr+0,50L+1,60W PASS No Bending Flexure - Left of Col #1 - Top 0.0 k-ft 0.0 k-ft N/A PASS 0.0760 Flexure - Left of Col #1 - Bottom 6.485 k-ft 85.341 k-ft +1.40D PASS 0,3070 Flexure - Between Cols - Top -26,203 k-ft 85.341 k-ft +0,90D+E+1.60H PASS 0,1930 Flexure - Between Cols - Bottom 16,469 k-ft 85.341 k-ft +1,20D+0,50Lr+0,50L+1.60W PASS 0.5343 Flexure - Right of Col #2 - Top -45,598 k-ft 85,341 k-ft +0,90D+E+1,60H PASS 0.2083 Flexure - Right of Col #2 - Bottom 17,773 k-ft 85.341 k-ft +1,20D+0.50Lr+0,50L+1,60W K Soil �e T rrg Load Combination.,. Total Bearing Eccentricity from Ftg CL Actual Soil Bearing Stress Actual / Allow @ Left Edge Right Edge @ Allowable Ratio +D 19.99 k +D+L+H 2O.65 k 0.000 in 0.000 in 0.35 ksf 0.36 ksf 0.35 ksf 1.50 ksf 0.36 ksf 0,234 +D+Lr+H 19.99 k +D+0,750Lr+0.750L+H 2O.49 k 0.000 in 0,000 in 0.35 ksf 1.50 ksf 0.35 ksf 1.50 ksf 0,242 0,234 +D+W+H 25.39 k +D+0.70E+H 0.000 in 0.36 ksf 0.45 ksf 0.36 ksf 1.50 ksf 0.45 ksf 1.50 ksf 0,240 0,297 19.99 k +D+0.750Lr+0.750L+0,750W+H 24.54 k 0.798 in 0.000 in 0.31 ksf 0.43 ksf 0.39 ksf 1.50 ksf 0.43 ksf 1,50 ksf 0.263 +D+0,750L+0.750S+0,750W+H 24,54 k +D+0.750Lr+0,750L+0.5250E+H 2O,49 k 0.000 in 0,584 in 0.43 ksf 0.43 ksf 1.50 ksf 0,287 0,287 +D+0,750L+0,750S+0,5250E+H 2O.49 k 0.584 in 0.33 ksf 0.33 ksf 0.39 ksf 1.50 ksf 0,39 ksf 1.50 ksf 0,262 0,262 +0,60D+W+H 17.39 k +0 60D+0 70E+H 11.99 k 0.000 in 1,331 in 0.31 ksf 0.31 ksf 1.50 ksf 0.203 Overturmrg Stability ME 0,17 ksf 0.25 ksf 1.50 ksf 0,170 Moments about Left Edge Load Combination... Overturning Resisting k-ft Moments about Right Edge k-ft Ratio D Overturning Resisting Ratio 0,00 D+L 0.00 0.00 0.00 999.000 999.000 0.00 0.00 0.00 999.000 0.66D+L+1.3W 0.00 D+L+E/1.4 0.00 999,000 0.00 0.00 0.00 999.000 999.000 13.57 0.66D+1,3W 0.00 395.06 0.00 29,110 999.000 2.71 405.92 0.00 149.550 0 9D+E/1 4 13 57 344.54 25.387 0.00 2.71 355,40 999.000 130,937 Load Combination... Sliding Force Resisting Force Sliding SafetyRatio D D+L 0.00 k 11.40 k 999 0,66D+L+1,3W 0,00 k 0.00 k 11.60 k 11.70 k 999 999 D+L+E/1,4 0,66D-t-1,3W 1.36 k 11,60 k 1,543684210526: 0.00 k 0 9D+E�1 4 X i 1.36 k Footing F ex� e Maxltnym Va)ttss �QI Loat CQ bitr 4 r ill 11.50 k 10,80 k 999 9559052631571 Load Combination... Mu Distance Tension from left Side Governed As Req'd by Actual As Phi*Mn - Mu / PhIMn +1,40D 6.561 +1,20D+0,50Lr+1.60L+1,60H 7.054 28.247 Bottom 28.247 Bottom 0.778 Min. Percent 0.930 85,341 0,778 Min, Percent 0.930 0.077 +1.20D+1,60Lr+0,50L 7,054 +1.20D+1,60Lr+0,50L+0,80W 11.922 28.247 Bottom 28.247 Bottom 85,341 0,778 Min, Percent 0,930 85.341 0.083 0,083 +1,20D+0,50L+1,60S+0,80W 11,922 +1.20D+0,50Lr+0,50L+1,60W 28.247 Bottom 0,778 Min, 0.778 Min, Percent 0.930 85,341 Percent 0,930 85,341 0,140 0,140 17.773 +1,20D450L+0.50S+1.60W 17.773 28,247 Bottom 28,247 Bottom 0.778 Min. 0.778 Min. Percent 0,930 85,341 Percent 0.208 0,930 85.341 0.208 Title Block Line 1 Title: Job # dots car, changes this area Dsgnr: - using the "Settings" menu item Project Desc,: and then using the "Printing & . F Title Block" selection. Project Notes 14 JUL 2009,12:52PM Description : • Combined Footing Footmlexure Maximum Values fror l,gadomb�noriv II Load Combination.,. Distance Tension Mu from left Side As Req'd Governed by Actual As Phi*Mn Mu 1 PhiMn +1,20D+0,50L+0,20S+E +0 90D+1 60W+1 60H -45,598 -45 598 37.873 Top 37 873 Top 0.778 0 778 Min, Percent Min Percent 0,930 85.341 0 930 85 341 0,534 ,,. , Otte Wadi Shear ` ' Shear 0.534 Load Combination... Phi Vn vu @ Col #1 vu @ Col#2 Phi Vn vu @Col #1 vu @ Col #2� +1,40D +1.20D+0,5OLr+1.60L+1.60H 93.11 psi 93.11 psi 2.66 psi 2.87 psi 2.66 psi 2,87 psi 186,23 psi 186.23 psi 2.59psi 2,68psi 2.59 psi +1.20D+1,60Lr+0,50L 93.11 psi 2.46 psi 2.46 psi 186.23 psi 2,36psi 2,68 psi 2,36psi +1,20D+1,6OLr+0.50L+0.80W 93,11 psi 4,86 psi 4.86 psi 186,23 psi 4.27psi 4.27 psi +1,20D+0,50L+1,60S-+0.80W 93.11 psi 4,86 psi 4.86 psi 186.23 psi 4,27psi 4.27psi +1,20D+0,50Lr+0,50L+1.60W 93.11 psi 7.26 psi 7.26 psi 186.23 psi 6,17psi 6.17 psi +1,20D+0,50L+0,50S+1,60W 93.11 psi 7.26 psi 7.26 psi 186.23 psi 6,17psi 6.17 psi +1,20D+0.50L+0,20S+E 93,11 psi 4.19 psi 4.19 psi 186.23 psi 2,36psi 2.36 psi +0.90D+1,60W+1,60H 93.11 psi 6.51 psi 6.51 psi 186,23 psi 5,47psi 5.47psi +0,90D+E+1,60H 93.11 psi 3.54 psi 3.54 psi 186.23 psi 1,66psi 1.66 psi