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Home My WebLink AboutComfort Station - BLD Engineering / Geo-tech Reports - 7/13/2005 Sand Hill BUILD 1 t4, RECEIVED Oft 131005 426 W. CEDA1t ,6fi. STRUCTURAL DESIGN CALCULATIONS FOR PERMIT SUBMITTAL N L. Gh'O oF Q' o z A�j ��CIST 44�� f�NAL �'` EXPIRES 3/15/2006 July 8, 2005 Sand Hill Design Criteria 2003 IBC Seismic analysis Wind analysis Ss= 1.62 85mph Wind Speed S,= 0.56 Exposure C Seismic Design Category= D Method 1 1 = 1 R= 5.0 Live Loads Roof 25 Dead Loads Roof Exterior walls Standing Seam Metal Roof 2 psf 8"CMU 80 psf 1/2"CDX plywood 1.5 psf R-19 Batt 0.6 psf Roof framing &trusses @ 24"oc 3 psf 1/2 GWB Ceiling 2.2 psf Mech/Elec misc. 0.5 psf 9.8 psf faIXI 80.0 psf Soil bearing pressure =1500 psf Sand Hill Comfort Station Wind Analysis Using Simplified Design Procedure Method 1 for V= 85 mph Exp C Ps= X*I*Ps30 Horizontal Pressures Vertical Pressures A= 1.21 Ps30 14.4 -4.8 9.6 -2.7 psf -13.8 -9 -9.6 -6.9 I= 1 zone I A B C D E F G H h= 15 Ps= 17.4 -5.8 11.6 -3.3 psf -16.7 -10.9 -11.6 -8.3 Least Horizontal Dimension= 28 ft a= 3 ft Use a= 3 ft J4EF1 ?,y 7,s1 13v, V�/ ." �r� `ek.0 i Title: Job# Dsgnr: Date: 4:46PM, 6 JUL 05 Description Scope: Rev. 580000 User.KW-M2858,Ver5.8.0,1-Dec-2003 Multi-Story Seismic Forces Page 1 (c)1983-2003 ENERCALC Engineering Software '7 sand hill.ecw.Calculations Description USE Simplified Analysis per attach spreadsheet General Information Calculations are designed to 1994 UBC Requirements Seismic Zone _ Importance Factor 0.00yb S:Site Response Factor 0.00 C:Coefficient 2.750 Rw:Coefficient 0.00 Final Seismic Factor Hn to Top Level 0.00 ft Z I C/Rw 0.0000 Ct:Construction Type Factor 0.000 Building period 0.000 sec Ft:Top Force 0.000 k Building Seismic Forces Weight Height Wi*Hi Ft Fx Lateral Story Shear Story Moment Level Wi Hi Force @ Level Force k ft k-ft k k k k k-ft 1 0.00 0.00 0.0 0.000 0.000 Total Base Shear 0.000 k Base Overturning Moment 0.000 k-ft Diaphragm Forces Weight Lateral Force Summation of Summation of Min Req'd Calculated Max Req'd Diaphragm Lateral Forces Level Wpx @ this Level Above Level Weights Force @ Level Force @ Level Force @ Level Force:Fpx k k k k k k k k 1 0.00 0.00 0.00 0.000 0.000 0.000 0.000 0.000 IBC 2003 Simplified Analysis Procedure Sand Hill Comfort Station V= 1.2Sps W R 0.259 W Where: Ss 1.62 Ct= 0.02 S,= 0.56 Hn= 15 Fa(from table 9.4.1.2.4a)= 1.00 x= 0.75 Fv(from table 9.4.1.2.4b)= 1.54 Seismic Design Category= D Sms=Fa"Ss= 1.62 (from tables 9.4.2.1a &9.4.2.1b) SM, =Fv'S, = 0.86 Sos=2/3 SMs= 1.08 Spy =2/3 SM,= 0.57 R= 5 Ta= 0.152 I= 1 Total W= 73 k Total W= 47.403 psf Length N-S= 28 ft Length E-W= 55 ft Therefore: V= 12.29 ksf E= p Qe+.2Sds'DL or= p Qe-0.2Sds p= 2-(20/rmax*SQRT(Ax)) Ax R max 23.65 p= 0.9807 1540 0.5 Therefore: EN-S= 344.0 plf EE_W= 675.8 plf IBC-Simplified Analysis as of 2:07 PM 7/4/2005 L 14. O 01 HOSE BIBS THRESHOLD, 3 TYP. r—— HANDWASHIN+SINK UM NT. REFER,FOIO AN L AN I FREEZER,FOIO O \ O CONCESSION � E ° O� _ 3COMPARTMENT !^ OMEN'S' D HANDWASHING SINK I� 001 o I I 3 X MEW �B OOS O JOIN ro I 2 A3.0 L ° \I HWH b X CON ROL L X COILING DOOR JOIN DRINKIN JOINT ENCLOSUREASOVE FOUNT FOOD PREP SII0 GRILLE/OVEN,FOIO Y Y O r 1 I NPE I HOODABOVE O BAT COLUMN Q II S MABOVE — o 1 - - - - - - - — — — _ -Z, f3kry- zd § - - - -1 4/ I� �'J•� r-0 Cv �FAVEABOVE A,01 y Tom• ! ($d A3.0 I_T- GROSS STRUCTURAL ENGINEERS G�i c.1 �✓,OyL- w'�'" = �i0y r�i� ,�� c /6(5' =� S�,(� r` Z rA� �3vi�Z��rG w? � 05 SHEET TITLE SCALE DATE PROJECT DESIGNED BY ��y 1 CLIENT CHECKED SHEET 207 1/2 First Avenue South Suite 250 Seattle,Washington, 98104 Ph.(206)623-0769 Fax (206)623-9081 Title: Job# Dsgnr: Date: 4:46PM, 6 JUL 05 Description Scope �Re 580004 :KW-0602858,Ver5.8.0,1-Dec-2003 General Timber Beam Page 1 83-2003 ENERCALC Engineering Software sand hill.ecw.Calculations Description GLulam Beam General Information Code Ref: 1997/2001 NDS,2000/2003 IBC, 2003 NFPA 5000. Base allowables are use defined Section Name 5.125x12 Center Span 15.00 ft . . . . .Lu 0.00 ft Beam Width 5.125 in Left Cantilever ft . . . . .Lu 0.00 ft Beam Depth 12.000 in Right Cantilever ft . . . . .Lu 0.00 ft Member Type GluLam Douglas Fir,24F-V4 Fb Base Allow 2,400.0 psi Load Dur.Factor 1.150 Fv Allow 240.0 psi Beam End Fixity Pin-Pin Fc Allow 650.0 psi E 1,800.0 ksi Full Length Uniform Loads Center DL o 140.00#/ft LL 350.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft =STT� Beam Design OK . Span= 15.00ft, Beam Width=5.125in x Depth= 12.in, Ends are Pin-Pin Max Stress Ratio 0.487 - 1 Maximum Moment 13.8 k-ft Maximum Shear* 1.5 4.8 k Allowable 28.3 k-ft Allowable 17.0 k Max. Positive Moment 13.78 k-ft at 7.500 ft Shear: @ Left 3.67 k Max. Negative Moment 0.00 k-ft at 0.000 ft @ Right 3.67 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.180in Max. M allow 28.29 Reactions... @ Right 0.000 in fb 1,344.51 psi fv 78.16 psi Left DL 1.05 k Max 3.67 k Fb 2,760.00 psi Fv 276.00 psi Right DL 1.05 k Max 3.67 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load� � � Total Load Deflection 0.120 in 0.420 in Deflection 0.000 in 0.000 in ...Location 7.500 ft 7.500 ft ...Length/Deft 0.0 0.0 ...Length/Dell 1,499.5 428.42 Right Cantilever... Camber(using 1.5*D.L.Defl)... Deflection 0.000 in 0.000 in @ Center 0.180 in ...Length/Defl 0.0 0.0 @ Left 0.000 in @ Right 0.000 in Stress Calcs Bending Analysis Ck 20.711 Le 0.000 ft Sxx 123.000 in3 Area 61.500 in2 Cv 1.000 Rb 0.000 Cl 3674.999 Max Moment Sxx Req'd Allowable fb @ Center 13.78 k-ft 59.92 in3 2,760.00 psi @ Left Support 0.00 k-ft 0.00 in3 2,760.00 psi @ Right Support 0.00 k-ft 0.00 in3 2,760.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 4.81 k 4.81 k Area Required 17.416 in2 17.416 in2 Fv:Allowable 276.00 psi 276.00 psi Bearing @ Supports Max. Left Reaction 3.67 k Bearing Length Req'd 1.103 in Max. Right Reaction 3.67 k Bearing Length Req'd 1.103 in Title: Job# Dsgnr: Date: 4:46PM, 6 JUL 05 Description Scope Rev: 580004 User KW-0602858,Ver5.8.0,1-°ec-2003 General Timber Beam Page 2 (c)1983 2003 ENERCALC Engineering Software sand hill.ecw.Calculations Description GLulam Beam Query Values M,V,&D @ Specified Locations Moment Shear Deflection @ Center Span Location= 0.00 ft 0.00 k-ft 3.67 k 0.0000 in @ Right Cant.Location= 0.00 ft 0.00 k-ft 0.00 k 0.0000 in @ Left Cant.Location= 0.00 ft 0.00 k-ft 0.00 k 0.0000 in Title: Job# Dsgnr: Date: 4:46PM, 6 JUL 05 Description Scope Rev: 580004 _ User:KW-0602858,Very-80.1-Dec-2003 General Timber Beam Page 1 (c)1983-2003 ENERCALC Engineering Software sand hill.ecw.Calculations Description GL Header at Bat Columns General Information Code Ref: 1997/2001 NDS, 2000/2003 IBC,2003 NFPA 5000. Base allowables are user defined Section Name 5.125x12 Center Span 15.00 ft . . . . .Lu 0.00 ft Beam Width 5.125 in Left Cantilever ft . . . . .Lu 0.00 ft Beam Depth 12.000 in Right Cantilever ft . . . . .Lu 0.00 ft Member Type GluLam Douglas Fir,24F-V4 Fb Base Allow 2,400.0 psi Load Dur. Factor 1.330 Fv Allow 240.0 psi Beam End Fixity Pin-Pin Fc Allow 650.0 psi E 1,800.0 ksi Full Length Uniform Loads Center DL 140.00#/ft LL 350.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Summary Beam Design OK Span= 15.00ft, Beam Width=5.125in x Depth= 12.in, Ends are Pin-Pin Max Stress Ratio 0.421 : 1 Maximum Moment 13.8 k-ft Maximum Shear* 1.5 4.8 k Allowable 32.7 k-ft Allowable 19.6 k Max. Positive Moment 13.78 k-ft at 7.500 ft Shear: @ Left 3.67 k Max. Negative Moment 0.00 k-ft at 0.000 ft @ Right 3.67 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.180 in Max. M allow 32.72 Reactions... @ Right 0.000 in fb 1,344.51 psi fv 78.16 psi Left DL 1.05 k Max 3.67k Fb 3,192.00 psi Fv 319.20 psi Right DL 1.05 k Max 3.67 k Deflections Center Span �� Dead Load �; � Total Load.�'�� Left Cant ever... ✓Dead Load r�-�• Total � -�Load Deflection -0.120 in -0.420 in Deflection 0.000 in 0.000 in ...Location 7.500 ft 7.500 ft ...Length/Deft 0.0 0.0 ...Length/Dell 1,499.5 428.42 Right Cantilever... Camber(using 1.5 D.L.Defl)... Deflection 0.000 in 0.000 in @ Center 0.180 in ...Length/Deft 0.0 0.0 @ Left 0.000 in @ Right 0.000 in Stress Calcs Bending Analysis Ck 19.259 Le 0.000 ft Sxx 123.000 in3 Area 61.500 in2 Cv 1.000 Rb 0.000 Cl 3674.999 Max Moment Sxx Req'd Allowable fb @ Center 13.78 k-ft 51.81 in3 3,192.00 psi @ Left Support 0.00 k-ft 0.00 in3 3,192.00 psi @ Right Support 0.00 k-ft 0.00 in3 3,192.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 4.81 k 4.81 k Area Required 15.059 in2 15.059 in2 Fv:Allowable 319.20 psi 319.20 psi Bearing @ Supports Max. Left Reaction 3.67 k Bearing Length Req'd 1.103 in Max. Right Reaction 3.67 k Bearing Length Req'd 1.103 in Title: Job# Dsgnr: Date: 4:46PM, 6 JUL 05 Description Scope Rev: 580004 User:KW-0602858,Ver5.8.0.1-Dec-2003 General Timber Beam Page 2 (c)1983-2003 ENERCALC Engineering Software sand hill.ecw:Calculations ° Description GL Header at Bat Columns s Query Values M,V,&D @ Specified Locatlons Moment Shear Deflection @ Center Span Location= 0.00 ft 0.00 k-ft 3.67 k 0.0000 in @ Right Cant.Location= 0.00 ft 0.00 k-ft 0.00 k 0.0000 in @ Left Cant.Location= 0.00 ft 0.00 k-ft 0.00 k 0.0000 in Title: Job# Dsgnr: Date: 4:46PM, 6 JUL 05 Description Scope - --- Rev: 580002 - User:KW-0602858 Ver58.0,1 Dec-2003 Mason �a�� Design Page 1 (c)1983-2003 ENERCALC Engineering Software sand hill ecw..Calculations - -:•.-:s. �k..��.. Ta.:.7Nr>P a-_.w .. c: .. �. i ,a: - _. �, ..::.a. aT�' Description Masonry Bearing walls General Information Code Ref:ACI 530-02 Wall Height 8.00 ft Seismic Factor 0.3300 fm 1,500.0 psi Parapet Height 0.00 ft Calc of Ern=fm' 900.00 Fs 24,000.0 psi Duration Factor 1.330 Special Inspection Thickness 8.0 in Wall Wt Mult. 1.000 Solid Grouted Rebar Size 5 Normal Weight Block Rebar Spacing 24 in Equivalent Depth to Rebar 3.810 in @ Center Solid Thickness 7.600 in Loads Uniform Load Concentric Axial Load Wind Load 17.400 psf Dead Load 140.000#/ft Dead Load 0.000#/ft Live Load 350.000#/ft Live Load 0,000#/ft Load Eccentricity 0.000 in Roof Load Roof Load Design Values 4 E 1,350,000psi Rebar Area 0.155in2 np 0.07283 j 0.89476 n : Es/Em 21.481 Radius of Gyration 2.205 in k 0.31571 2/kj 7.08010 Wall Weight 84.000 psf Moment of Inertia 443.320 in4 Max Allow Axial Stress=0.25 fm(1-(h/140r)12)'Spinsp 338.73 psi Allow Masonry Bending Stress=0.33 fm"Spinsp= 495.00 psi Allow Steel Bending Stress= 24,000.00 psi Load Combination & Stress Details Summary Axial Bending Stresses Axial Moment Load Steel Masonry Compression Top of Wall in-# Ibs psi psi psi DL+LL 0.0 490.0 0.0 0.0 5.37 DL+LL+Wind 0.0 140.0 0.0 0.0 1.54 DL+LL+Seismic 0.0 140.0 0.0 0.0 1.54 Between Base&Top of Wall DL+LL 0.0 826.0 0.0 0.0 9.06 DL+LL+Wind 1,670.4 476.0 3,161.2 67.9 5.22 DL+LL+Seismic 2,661.1 476.0 5,036.2 108.2 5.22 Summary 8.00ft high wall with 0.00ft parapet, Normal Block w/8.00in wall w/#5 bars at 24.00ino.c. at center Max. Bending Compressive Stress . . . . . . . . . 113.38 OK Allowable . . . . . . . . . . . . . . . . . . . . 658.35 OK Max. Axial Only Compressive Stress . . . . . . . . . 9.06 psi Allowable . . . . . . . . . . 338.73 OK Max Steel Bending Stress . . . . . . . . . . . . . . 5,036.15 psi Allowable . . . . . . . . . . 31,920.00 OK Title: Job# Dsgnr: Data: 4:46PM, 6 JUL 05 Description Scope: Rev: 580002 User.KW-0602858,Ver 5.8.0,1-Der-2003 (c)1983-2003ENERCALCEngineeringSoftwe Masonry Wall Design Page 2 sand hilLecwCalculations Description Masonry Bearing walls Final Loads&Moments Wall Weight moment @ Mid Ht 336.00 Ibs Wind Moment @ Mid Ht 1,670.40 in-# Dead Load Moment @Top of Wall 0.00 in-# Seismic Moment @ Mid Ht 2,661.12 in-# Dead Load Moment @ Mid Ht 0.00 in-# Total Dead Load 140.00 Ibs Live Load Moment @Top of Wall 0.00 in-# Total Live Load 350.00 Ibs LiveLoad Moment @ Mid Ht 0.00 in-# Maximum Allow Moment for Applied Axial Load= 12,178.59 in-# Maximum Allow Axial Load for Applied Moment= 30,891.81 Ibs Title: Job# Dsgnr: Date: 4:46PM, 6 JUL 05 Description Scope : Code Ref:ACI 318-02, 1997 UBC,2003 IBC,2003 NFPA 5000 Rev: 580011 User KW-0602858,Ver5.8.0,1-Dec-2003 Restrained Retainin Wall Design Page 1(c)1983-2003 ENERCALC Engineering Software 9 g sand hilLecw:Calculations Description Bearing/Shearwall Ftg Criteria Soil Data Footing Strengths 8r Dimensions Retained Height = 1.50 ft Allow Soil Bearing - 1,500.0 psf fc = 3,000 psi Fy = 60,000 psi Wall height above soil = 0.00 ft Equivalent Fluid Pressure Method Min.As% = 0.0014 Total Wall Height = 1.50ft Heel Active Pressure = 35.0 Toe Width - Toe Active Pressure = 0.0 - 0.42 ft Heel idth Top Support Height = 1.50 ft Passive Pressure = 250-0 Footingotal1 Width 1.500 Slope Behind Wall = 0.00: 1 Footing Thickness = 10.00 in FootingIlSoil Friction = 0.300 Height of Soil over Toe = 0.00 in Soil height to ignore Key Width = 0.00 in Soil Density = 110.00 pcf for passive pressure = 0.00 in Key Depth = 0.00 in Key Distance from Toe = 0.00 ft Wind on Stem = 0.0 psf Cover @ Top = 3.00 in @ Btm.= 3.00 in Surcharge LoadsUniform Lateral Load A lied to Stem PP Adjacent Footing Load ,it.r, Surcharge Over Heel = 0.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 Ibs »>NOT Used To Resist Sliding&Overturn .._Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in NOT Used for Sliding 8 Overturning Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem z 'A Footing Type Line Above/Below Soil Axial Dead Load = 780.0 Ibs at Back Base Abovee Wall = 0.0 ft Axial Live Load = 350.0 Ibsof Axial Load Eccentricity 0.0 in Design Summary [�qoncrete Stem Construction Total Bearing Load = 1,525 Ibs Thickness = 8.00 in Fy = 40,000psi ...resultant ecc. = 0.23 in Wall Weight = 96.7 pcf fc = 2,000 psi Soil Pressure @ Toe = 938 psf OK Stem is FIXED to top of footing Soil Pressure @ Heel = 1,095 psf OK Allowable = 1,500 psf Mmax Between Soil Pressure Less Than Allowable @ Top Support Top 8 Base @Base of Wall ACI Factored @ Toe = 1,378 psf -- - ACI Factored @ Heel = 1,608 psf Stem OK Stem OK Stem OK Design height =Footing Shear @Toe = 6.6 psi OK 1.50 ft 0.83 ft 0.00 ft Rebar Size = # 4 # 4 Footing Shear @ Heel = 2.2 psi OK # 4 Allowable 93.1 psi Rebar Spacing = 18.00 in 18.00 in 18.00 in = Rebar Placed at = Center Center Center Reaction at Top = 7.9 Ibs Rebar Depth 'd' = 4.00 in 4.00 in Reaction at Bottom = 87.4 lbs 4.00 in Design Data -- Sliding Stability Ratio = 6.23 OK fb/FB+fa/Fa = 0.000 0.004 0.009 Sliding Calcs Actual 0.0 ft-# 6.0 ft-# 13.4 ft-#Mu.... Lateral Sliding Force = 87.4 Ibs = less 100% Passive Force= - 86.8lbs Mn'Phi.....Allowable = 1,547-6 ft-# 1,547.6 ft-# 1,547.6ft-# less 100% Friction Force= - 457.5 Ibs Shear Force @ this height = 0.0 Ibs 53.6lbs Added Force Req'd = 0.0 Ibs OK Shear.....Actual = 0.00 psi 1.12 psi ....for 1.5: 1 Stability = 0.0 Ibs OK Shear.....Allowable = 76.03 psi 76.03 psi Footing Design Results Rebar Lap Required = 13.95 in 13.95 in t eel Rebar embedment into footing = 6.00 in Factored Pressure = 1,378 1,608 psf Other Acceptable Sizes 8r Spacings: Mu': Upward = 121 0 ft-# Toe: None Spec'd -or- Mu': Downward = 15 35 ft-# Heel:None Spec'd or- Actual 1-Way Shear = 6.60 2.17 psi Mu: Design = 106 35 ft# Key. or_ Allow 1-Way Shear = 93.11 93.11 psi Title: Job# Dsgnr: Date: 4:46PM, 6 JUL 05 Description Scope: Code Ref:ACI 318-02, 1997 UBC,2003 IBC,2003 NFPA 5000 Rev: 580011 -� -� Use[KW-03ENE,Ver5-Engineeingso Restrained Retaining Wall Design Page 2 (c)1983-2003 ENERCALC Engineering Software sand hill ecw:Calculatons Description Bearing/Shearwall Ftg summary of Forces on Footing : Slab is NOT providin sliding, stem is FIXED at footing �. . Forces acting on footing for sliding&soil pressure.... Sliding Forces _ Load&Moment Summary For Footing:For Soil Pressure Calcs Stem Shear @ Top of Footing= -31.5 Ibs Moment @ Top of Footing Applied from Stem = -7.9 ft-# Heel Active Pressure = -55.9 Sliding Force = 87.4 Ibs Surcharge Over Heel = Ibs ft ft-# Axial Dead Load on Stem = 1,130.0 Ibs 0.75ft 847.5ft-# Net Moment Used For Soil Pressure Calculations Soil Over Toe = Ibs ft ft-# -29.4 ft-# Surcharge Over Toe = Ibs ft ft-# Stem Weight = 145.0lbs 0.75ft 108.8ft-# Soil Over Heel = 68.8lbs 1.29ft 88,8ft-# Footing Weight = 181.3lbs 0.75ft 135.9ft-# Total Vertical Force = 1,525.0 Ibs Base Moment = 1,173.1 ft-# Title: Job# Dsgnr: Date: 4:46PM, 6 JUL 05 Description Scope: Rev: 580002 User KW-0602858,Ver5.8.0.1-0ec-2003 Circular Concrete Column Page 1 (c)1983-2003 ENERCALC Engineering Software sand hill.ecwCalculations Description Bat colum plinth General Information Code Ref:ACI 318-02, 1997 UBC,2003 IBC,2003 NFPA 5000 Diameter 12.000 in fc 2,000.Opsi Total Height 1.000 ft Number of Bars 4 Fy 40,000.0 psi Unbraced Length 1.000 It Bar Size 5 Seismic Zone 3 Eff.Length Factor 1.000 Total Rebar Area 1.240 in2 LL&ST Loads Act Separate Column is BRACED Rebar Percent 1.096% Spiral Ties Used Bar Cover 1.500 in Loads Note: Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318-02 for concrete design. Factoring of entered loads to ultimate loads within this program is according to ACI 318-02 C.2 Dead Load Live Load Short Tenn Eccentricitv Axial Loads 1.100 k 2.600 k k in Summary Column is OK Column Diameter- 12.00in, with 4#5 Bars ACI C-1 ACI C-2 ACI C-3 Applied Pu:Max Factored 5.96 k 1.54 k 0.99 k Allowable Pn*Phi @ Design Ecc. 135.62 k 135.62 k 135.62 k M-critical 0.48 k-ft 0.12 k-ft 0.08 k-ft Combined Eccentricity 0.9600 in 0.9600 in 0.9600 in Magnification Factor 1.00 1.00 1.00 Design Eccentricity 0.9600 in 0.9600 in 0.9600 in Magnified Design Moment 0.48 k-ft 0.12 k-ft 0.08 k-ft Po*0.85 203.79 k 203.79 k 203.79 k P:Balanced 81.77 k 81.77 k 81.77 k Ecc:Balanced 4.8295 in 4.8295 in 4.8295 in Slenderness perACr 318-02 Section 10.12&10.13 Actual k Lu/r 4.000 Elastic Modulus 2,549.1 ksi Beta 0.850 ACI Eq.C-1 ACI Eq.C-2 ACI Eq.C-3 Neutral Axis Distance 11.0760 in 11.0760 in 11.0760 in Phi 0.7000 0.7000 0.7000 Max Limit kl/r 34.0000 34.0000 34.0000 Beta=M:sustained/M:max 0.2584 1.0000 1.0000 Cm 1.0000 1.0000 1.0000 El/1000 0.00 0.00 0.00 PC:pi^2 E I/(k Lu)^2 0.00 0.00 0.00 alpha:MaxPu/(.75 Pc) 0.0000 0.0000 0.0000 Delta 1.0000 1.0000 1.0000 Ecc:Ecc Loads+Moments 0.9600 0.9600 0.9600 in Design Ecc=Ecc*Delta 0.0000 0.0000 0.0000 in ACI Factors (per ACI 318-02,applied internally to entered loads) ACI C-1 &C-2 DL 1.400 ACI C-2 Group Factor 0.750 Add"I 1.4"Factor for Seismic 1.400 ACI C-1 &C-2 LL 1.700 ACI C-3 Dead Load Factor 0.900 Add"I"0.9"Factor for Seismic 0.900 ACI C-1 &C-2 ST 1.700 ACI C-3 Short Term Factor 1.300 ....seismic=ST*: 1.100 Spiral Tie Requirements per97 UBC 1910.9.3 Spiral Tie Bar Size # 3 Min.Spiral Reinforcement Ratio 0.018 Gross Area of Column 113.10 in2 Core Area Within Spirals 63.62 in2 Max Spiral Tie Spacing 2.794 in Title: Job# Dsgnr: Date: 4:46PM, 6 JUL 05 Description Scope ev: 580000User:KW 0602858,Ver5.8.0,1-Dec-2003 Square Footing DesignPage 1 [(R c)1983-2003 ENERCALC Engineering Software sand hill ecw:Calculations Description Ftg At Bat Column General Information Code Ref:ACI 318-02, 1997 UBC,2003 IBC,2003 NFPA 5000 Dead Load 1.100 k Footing Dimension 2.000 ft Live Load 2.600 k Thickness 12.00 in Short Term Load 0.000 k #of Bars 3 Seismic Zone 3 Bar Size 4 Overburden Weight 0.000 psf Rebar Cover 3.250 Concrete Weight 145.00 pcf fc 2,000.0 psi LL&ST Loads Combine Fy 40,000.0 psi Load Duration Factor 1.330 Column Dimension 12.00 in Allowable Soil Bearing 1,500.00 psf Note: Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318-02 for concrete design. Factoring of entered loads to ultimate loads within this program is according to ACI 318-02 C.2 Reinfo rang Rebar Requirement Actual Rebar"d"depth used 8.500 in As to USE per foot of Width 0.259 in2 200/Fy 0.0050 Total As Req'd 0.518 in2 As Req'd by Analysis 0.0000 in2 Min Allow%Reinf 0.0014 Min. Reinf%to Req'd 0.0014 % s —Summary : .s Footing OKI 2.00ft square x 12.Oin thick with 3-#4 bars Max. Static Soil Pressure 1,070.00 psf Vu:Actual One-Way 0.00 psi Allow Static Soil Pressure 1,500.00 psf Vn*Phi:Allow One-Way 76.03 psi Max. Short Term Soil Pressure 1,070.00 psf Vu:Actual Two-Way 2.63 psi Allow Short Term Soil Pressure 1,995.00 psf Vn*Phi:Allow Two-Way 152.05 psi Mu :Actual 0.21 Alternate Rebar Selections... Mn*Phi: Capacity 7.38 3 #4's 2 #5's 2 #6's 1 #7's 1 #8's 1 #9's 1 #10's Title: Job# Dsgnr: Date: 4:46PM, 6 JUL 05 Description Scope Rev: 580004 - ------ -- - -- User:KW-03 ENE CALCVer En t Deing 03 So Masonry Pier Analysis & Design Page 1 (c)1983-2003 ENERCALC Engineering Software sand hilLecw:Calculations Description North Masonry Shear Walls ,_ General Information Code Ref:ACI 530-02, 1997 UBC,2003 IBC,2003 NFPA 5000 Total Lateral Force }�- 3 7.50 k Moduli Em=fm* 900.00 Seismic Zone 3 Moduli: Ev=Em* 0.40 Load Duration Factor 1.33 Shear Pier Data Pier#1 Pier#2 Pier#3 Pier Height 8.00 ft 8.00 ft 8.00 ft Pier Length 6.00 ft 16.00 It 13.00 ft Wall Thickness 8 in 8 in 8 in "j" : Depth Mult. 0.90 0.90 0.90 Pier Fixity Pin-Fix Pin-Fix Pin-Fix I'm 1,500 psi 1,500 psi 1,500 psi Fs 24,000 psi 24,000 psi 24,000 psi Sp Insp Yes No No Grout Spacing 8 in 8 in 8 in Analysis Data -� Pier#1 ate.. _.w_... Pier#2 Pier#3 Height/Length 1.3333 0.5000 0.6154 (H/L)^3 2.3704 0.1250 0.2330 Rel. DO 1.2483 0.1852 0.2573 Sum Rigidity 10,088.32 Rigidity=.001/Deft 801.099 5,400.000 3,887.221 %Force to Pier 0.08 0.54 0.39 Shear to Pier 0.596 k 4.015 k 2.890 k Relative Defl*10^5 0.00 in 0.00 in 0.00 in M/(V*Depth) 1.481 0.556 0.684 Em 1350,000.0 1350,000.0 1350,000.0 psi Ev 540,000.0 540,000.0 540,000.0 psi _a eu . Summary -- -- - Shear Reinforcin Pier#1 Pier#2 Pier#3 fv=V/(12*est jd) 1.81 psi 4.59 psi 4.06 psi Fv:w/o Reinf. 46.55 psi 29.57 psi 28.47 psi Fv:w/Reinf. 77.27 psi 44.36 psi 42.71 psi Horiz. Shear Av Req'd Not Req'd inA2/ft Not Req'd inA2/ft Not Req'd inA2/ft Bending Reinforcing... Moment @ End 4.76 k-ft 32.12 k-ft 23.12 k-ft "d"to tension As 5.40 ft 14.40 ft 11.70 ft Bending As Req'd 0.03 in2 0.07 02 0.06 in2 Title: Job# Dsgnr: Date: 4:46PM, 6 JUL 05 Description Scope Rev: 580004 --- ---- User.K-2003E 5$Ver5.8n leering o Masonry Pier Analysis & Design Page (c)1983-2003 ENERCALC Engineering Software sand hill.ecw..Calculations Description South Masonry Shear wall General Information Code Ref:ACI 530-02, 1997 UBC,2003 IBC,2003 NFPA 5000 Total Lateral Force 7.50 k Moduli: Em=fm* 900.00 Seismic Zone 3 Moduli: Ev=Em* 0.40 Load Duration Factor 1.33 Shear Pier Data Pier#1 Pier#2 Pier Height 8.00 ft 8.00 ft Pier Length 20.00ft 7.00 ft Wall Thickness 8 in 8 in "j": Depth Mult. 0.90 0.90 Pier Fixity Pin-Fix Pin-Fix fm 1,500psi 1,500 psi Fs 24,000psi 24,000 psi Sp Insp Yes No Grout Spacing 8 in 8 in Analysis Data Pier#1 Pier#2 Height/Length 0.4000 1.1429 (H/L)^3 0.0640 1.4927 Rel. Defl 0.1348 0.8703 Sum Rigidity 8,566.59 Rigidity=.001/Defl 7,417.582 1,149.007 %Force to Pier 0.87 0.13 Shear to Pier 6.494 k 1.006 k Relative Defl* 10^5 0.00 in 0.00 in M/(V*Depth) 0.444 1.270 Em 1350,000.0 1350,000.0 psi Ev 540,000.0 540,000.0 psi • u - - - Summary r Shear Reinforcing... Pier#1 Pier#2 fv=V/(12*est*jd) 5.93 psi 2.63 psi Fv:w/o Reinf. 61.05 psi 23.28 psi Fv:w/Reinf. 91.57 psi 38.63 psi Horiz. ShearAv Req'd Not Req'd in^2/ft Not Req'd in^2/ft Bending Reinforcing... Moment @ End 51.95 k-ft 8.05 k-ft "d"to tension As 18.00 ft 6.30 ft Bending As Req'd 0.09 in2 0.04 in2 Title: Job# Dsgnr: Date: 4:46PM, 6 JUL 05 Description Scope: Rev_ 580004 - - -- -- Uses 3-203ENE,Ver5.8.n LDecgSo Masonry Peer Analysis & Desi n Page (c)1983-2003 ENERCALC Engineering Software � sand hill ecw:Calculations .r.��i �.� a. .�_a .u- r. .�...z,.x,z ....<::_ .a::.,- . .:; ,• rs.av��vx.,--. -.. . a Description East Masonry Shearwall General Information Code Ref:ACI 530-02, 1997 UBC,2003 IBC,2003 NFPA 5000 Total Lateral Force 4.20 k Moduli: Em=fm* 900.00 Seismic Zone 3 Moduli: Ev=Em* 0.40 Load Duration Factor 1.33 Shear Pier Data Pier#1 Pier#2 Pier Height 8.00 ft 8.00 It Pier Length 8.00 ft 8.00 ft Wall Thickness 8 in 8 in "j" :Depth Mult. 0.90 0.90 Pier Fixity Pin-Fix Pin-Fix fin 1,500psi 1,500psi Fs 24,000 psi 24,000 psi Spfnsp Yes No Grout Spacing 8 in 8 in Analysis Data Pier#1 Pier#2 Height/Length 1.0000 1.0000 (H/L)"3 1.0000 1.0000 Rel. Deff 0.6481 0.6481 Sum Rigidity 3,085.71 Rigidity=.001/Deff 1,542.857 1,542.857 %Force to Pier 0.50 0.50 Shear to Pier 2.100 k 2.100 k Relative DO*10^5 0.00 in 0.00 in M/(V*Depth) 1.111 1.111 Em 1350,000.0 1350,000.0 psi Ev 540,000.0 540,000.0 psi Summary - - -- Shear Reinforcing... Pier#1 Pier#2 fv=V/(12*est*jd) 4.80 psi 4.80 psi Fv:w/o Reinf. 46.55 psi 23.28 psi Fv:w/Reinf. 77.27 psi 38.63 psi Horiz. Shear Av Req'd Not Req'd inA2/ft Not Req'd inA2/ft Bending Reinforcing... Moment @ End 16.80 k-ft 16.80 k-ft "d"to tension As 7.20 ft 7.20 ft Bending As Req'd 0.07 in2 0.07 in2