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08-0008 (RER) Revision 1 Structural Calcsf STRUCTURAL CALCULATIONS _ P a g c � 1 �i A CUSTOM ADDITION MRA MRS. CARL 5/1/08 CITY O2:S BUILDING A9'P FOR CO DATE 6 G STRUCTURAL C A CUSTOM ADDITION FOR: MR. & MRS. CARL 55-720 PEBLE BEACH *4049046 - , LA QUINTA, CALIFORNIA CHARLES D. GARLAND, LICENSE NO. 11991 EXF"1 I&VIsolod STRUCTURAL CALCULATIONS P a g c 12 " A CUSTOM ADDITION ri MRAMRS. CARL 5/1/08 r ■ LOAD .................................................. Page 3 ■ BEAM Page 4 ................................................... ■ COLUMN Page 6 .............................................. ■ LATERAL ANALYSIS......... ....... Page 7 ■ SEISMIC ZONE ............................. Page 9 ■ SHEAR WALL REQUIREMENTS... Page 10 ■ FOUNDATION .............................. Page 11 STRUCTURAL CALCULATIONS P a g e 13 A CUSTOM ADDITION - ro MRA MRS. CARL 5/1/08 LOADS : FLAT ROOF EXTERIOR WALLS PSF PSF TAR / GRAVEL 4 WOOD STUDS = 2 PLYWOOD = 2 1/2" GYP BD. _ 2 RAFTERS = 2 7/8" STUCCO = 10 ` INSULATION = 1 INSULATION= 1 CEILING = 6 D.L = 15 D.L.= 15 PSF L. L = 20 TOTAL LOAD = 35 PSF �� y STRUCTURAL CALCULATIONS Page 14 A CUSTOM ADDITION J MR.& MRS. CARL 5/1/08 LATERAL FORCE ANALYSIS WIND: 80 mph Exposure C P = Ce Cq qs Iw Ce = 1.06 O'-15' Cq = 1.30 qs = 16.4 Iw = 1.00 P= 22.60 PSF WIND LOAD= 225.992 # ft SEISMIC ZONE:4 SOIL PROFILE TYPE ASSUMED: SD SEISMIC SOURSE TYPE: A DISTANCE TO SEISMIC SOURCE: 10KM Na = 1.0 1= 1.0 Nv = 1.2 Ca = 0.44 Z = 0.4 R = 5.5 Cv = 0.8 V = 2.5Ca IW/R = 0.20 W (30 - 5) V= Cv I W/ R T= 0.18 W (30-4) V = 0.11 Ca I W= 0.05 W (30-6) V = 0.8 Z Nv I W/R = 0.07 W (30-7) ') V- 0.20 W r1 s STRUCTURAL CALCULATIONS P a g c 15- A sh A CUSTOM ADDITION MR.& MRS. CARL silios UNIFORM BUILDING CODE 1997 MAPS OF KNOWN ACTIVE FAULT NEAR SOURCE ZONE IN CALIFORNIA Contours of closest horizontal distance to known seismic sources 11 S STRUCTURAL CALCULATIONS P a c 16 A CUSTOM ADDITION J MRA MRS. CARL 5/1/08 SEISMIC (CONTINUED) D.L. ROOF 15 psi EXT. WALLS 15 psi SEISMIC, V,= 0.20 WALL HT = 15 ft DIAPH=32X18 TRANSVERSEL LONGITUDINAL WORST 32 FT WORST 18 FT ROOF= 480 ROOF= 270 2 Walls = 225 2 Walls= 225 705 495 X 0.2 X 0.2 141 # ft (MAX) 99 # ft (MAX) SEISMIC =141 PLF STRUCTURAL CALCULATIONS P a g c A CUSTOM ADDITION MRA MRS. CARL 5/1/08 72f57 )�3� C©o�� - 20YO 2- 1 02,10 6 ?6 .\J—O.,5UJ / 490 PLSG - ,E- UOQ STRUCTURAL CALCULATIONS P at, g A CUSTOM ADDITION �5/1/08 r MRA MRS. CARL COLUMN DESIGN ' STEEL Column= STRUCTURAL TUBING A36 FY= 36 KSI L1= 14.0 SQUARE E= 29000 KSI 5 X. 5 1/2" 1020 AREA 8.36 R= 2.2 I n4 27.00 Ca= 0.44 S in3 10.80 14 00 R= 2.2 Ca= 0.44 ROOF V = 2.5Ca IW/R = 0.50 TOTAL LOAD = 2040 # LATERAL LOAD= 1020 # ~ CANTILEVEF,LCOLUMN - CONCENTRATED LOAD AT FREE END Q M max= PL 171360 # in max = PL^3 2.059 in 3E1 7= 0.7 X2.2 X2.059= 3.17. r� OK a = 0.025 x L= 4.2 in ' ASD 0.66 FY > M/S 23760 > 15867 OK STRUCTURAL CALCULATIONS j> a g, C,19 V A CUSTOM ADDITION MRA MRS. CARL 5/1/08 COLUMN DESIGN STEEL Column = STRUCTURAL TUBING A36 FY= 36 KSI L1= 14.0 SQUARE E= 29000 KSI 5 X 5 1/2" 580 AREA 8.36 R= 2.2 I n4 27.00 Ca= 0.44 S in3 10.80 1400 R= 2.2 Ca= 0.44 ROOF, V = 2.5Ca IW/R = 0.50 TOTAL LOAD = 1160 # LATERAL LOAD= 580 # CANTILEVE6 COLUMN - CONCENTRATED LOAD AT FREE END Q M max= PL 97440 # in max = PL^3 1.171 in Q 3E OK 7= 0.7X2.2X1.171= 1.80 = 0.025 x L= 4.2 in PATIO ASD 0.66 FY > M/S 23760 > 9022.2 OK ' STRUCTURAL CALCULATIONS. v A CUSTOM ADDITION MRA MRS. CARL P a g c 110 t ` 5/1/08 Multi -Loaded Beam( 2000 International Building Code (97 NDS) ) Ver: 7.01 .02 By: CHARLES GARLAND. GLS GROUP on: 12-19-2007: 11:23:03 AM ' Project: MR CARL - Location: B.1 Summary: 5.125 IN x 22.5 IN x 35.0 FT / 24F -V4 - Visuallv Graded Western Species - Dry Use Section Adequate By: 29.0% Controlling Factor: Moment of Inertia / Depth Required 20.67 In Center Span Deflections: Dead Load: DLD-Center= 0.80 IN Live Load: LLD -Center-. 0.56 IN = U751 Total Load: TLD -Center= 1.36 IN = U309 Camber Required: C= 1.20 IN Center Span Left End Reactions (Support A): Live Load: LL-Rxn-A= 2537 LB Dead Load: DL-Rxn-A= 3622 LB Total Load: TL-Rxn-A= 6160 LB Bearing Length Required (Beam only, support capacity not checked): BL -A= 1.85 IN Center Span Right End Reactions (Support B): Live Load: LL-Rxn-B= 2537 LB Dead Load: DL-Rxn-B= 3622 LB Total Load: TL-Rxn-B= 6160 LB Bearing Length Required (Beam only, support capacity not checked): BL -B= 1.85 IN Beam Data: Center Span Length: L2= 35.0 FT Center Span Unbraced Length -Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length -Bottom of Beam: Lu2-Bottom= 35.0 FT Live Load Duration Factor: Cd= 1.00 Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: L/ 240 Center Span Loading: Uniform Load: Live Load: wL-2= 145 PLF Dead Load: wD-2= 182 PLF Beam Self Weight: BSW= 25 PLF Total Load: wT-2= Properties For: 24F -V4- Visually Graded Western Species 352 PLF Bending Stress: Fb= 2400 PSI Shear Stress: Fv= 190 PSI Modulus of Elasticitv: E= 1800000 PSI Stress Perpendicular to Grain: Fc perp= 650 PSI Bending Stress of Comp. Face in Tension: Fb_cpr- , 1200 PSI Adjusted Properties Fb' (Tension): Fb'= 2142 PSI Adjustment Factors: Cd=1.00 Cv=0.89 Fv': Fv'= 190 PSI Adjustment Factors: Cd=1.00 Design Requirements: Controlling Moment: M= 53899 FT -LB 17.5 Ft from left support of span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s) 2 Controlling Shear: V= 5544 LB At a distance d from right support of span 2 (Center Span) Critical shear created by combining all dead loads and live loads on span(s) 2 Comparisons With Required Sections: Section Modulus (Moment): Sreq= 302.02 IN3 S= Area (Shear): Areq= 432.42 43.77 IN3 IN2 Moment of Inertia (Deflection): A= Ireq= 115.31 3772.36 IN2 IN4 1= 4864.75 IN4 r� STRUCTURAL CALCULATIONS Page t 11 A CUSTOM ADDITION MRA MRS. CARL 5/1/08 Multi -Loaded Beam( 2000 International Building Code (97 NDS) ) Ver: 7.01.02 By: CHARLES GARLAND, GLS GROUP on: 12-19-2007 Project: MR CARL - Location: B.1 Summary: 5.125 IN x 22.5 IN x 35.0 FT / 24F -V4 - Visually Graded Western Species - Dry Use Section Adequate By: 29.0% Controlling Factor: Moment of Inertia / Depth Required 20.67 In SHEAR, MOMENT, AND DEFLECTION DIAGRAMS I nail rnmhinn inn chmAin• r—t—oinn QI•ne./nA....,e..•m..a.,..•:..., n:..,..-......, 7000 3500 Shear (Ibs) 0 -3500 -7000 60000 30000 Moment (ft -Ib) 0 -30000 -60000 _2 -1 Deflection (in) 0 1 �--- 6160 lbs @ 0 ft ~-� i i i 3 i 3 I -6160 lbs @ 35 It 53899 ft -lbs @ 18 ft j I i j ! i i I i I 7t� i I I ----- 1.357 in@17.5ft I a Center Span = 35 ft j Controlling Load Cases: Shear: Critical shear created by combining all dead loads and live loads on span(s) 2 Moment: Critical moment created by combining all dead loads and live loads on span(s) 2 Deflection: Critical deflection created by combining all dead loads and live loads on span(s) 2 J STRUCTURAL CALCULATIONS P a g e t 12 A CUSTOM ADDITION MRAMRS. CARL silios DERIVE GRADE BEAM SSUME = 2500 Psi coNc E I S M I C 4 )IL PROFILE TYPE ASSUMED: SD OIL TYPE 4 FROM UBC TABLE 18-1-A) )IL BERING PRESSURE = 1500 PSF ALLOWABLE INCREASE 0.4 SOIL PRESSURE= 2100 PSF 4 DATAS: Lsw 3 FT Fy= 60 KSI Larm 3 FT Fc= 2500 PSI h= 42 IN d= 39 IN B= 36 IN AS= 0.8 4# 4 OVERTURNIG MOMENT: RESISTING DEAD LOAD: P: RooF+wALt_+GR. BEAM Mo= 11.28 KIP FT. ROOF= 5200 # P= 10045 Lb MU= 1.4*Mo WALL= 120 n PU=0.9*P MU= 15.79 KIP FT. GR. BEAM= 47254 PU= 9040.5 Lb - RESISTING MOMENT: Mr=0.9*P*U2 Mr— 13.56 K'P•FT > 11.28 Mo OK SOIL BEARING PRESSURE: e=Mo/P 1.123 FT gmax= 2*P / 3*B*eo < ALLOWABLE BEARING eo=U2-e 0.377 FT qmax= 5920.18 PSF PRESSURE 1000 PSF . FACTORED EARTH PRESSURE: eu=MU/PU 1.747 ft qu_max= 2*p / 3*B*eo qu_p= qu_max- ( qu_max) (larm) ru} euo=U2-eu -0.25 ft qu_max= -8140 psf 3*euo qu_p= -41121 psf STRUCTURAL CALCULATIONS j.) a L e 113 A CUSTOM ADDITION ri MRAMRS. CARL 5/1/08 Mu= u *Larm^2 + (qu_max-qu_p) * larm^2 *IB Mu=-406.722kipft 2 6 Vu= qu p + qu max *(Larm)*B Vu= -221676 Ib. 2 REINFORCING STEEL: AS= 0.8 a= AS FY 0.62745 in 2#5 0.85 F'C*B Mn= 0.9*As*Fy*(d-a/2) Mn= 139.271 kip ft > -406.72 kip ft OK Vc= 0.85*2*B*d 500 Vc= 119.34 kip > -221.7 kip OK PROVIDE 36 IN WIIDE X 42 IN DEEP 3 FT LONG FOOTING WITH 4# 4 TOP AND BOTTOM CONT. FOUNDATION SOIL PRESSURE = 1000 PSF LOADING ROOF = 35 EXT. WALLS = 15 H-1 = 13 'ft FOOTING FOR POST 4x6 LOADING: W= 6160 Ib c AREA = 6.16 sf 36" SQ x12" THK FOOTING WI 4- # 4 EA.WAY STRUCTURAL CALCULATIONS a g c � lT - c A CUSTOM ADDITION- . MR.& MRS. CARL J STRUCTURAL CALCULATIONS A CUSTOM ADDITION FOR: CITY OF LA QUINTA MR. &MRS. CA eunnwo a s,,FEn, oma; AP-P. R oR ucEnD 55-720 PEBLE BEAC 1a$ LA QUINTA, CALIFORNIA CHARLES D. GARLAND, ARCHITECT 94 , I&- %7 LICENSE NO. 11991 EXP 10/31/09 �C-A- STA - d Awtuo AJ qO � 1 ,'93Q culus c)VoAggA MOffOURTMOO Rol STRUCTURAL CALCULATIONS 12 A CUSTOM ADDITION MRA MRS. CARL ■ LOAD ............................ Page 3 ■ BEAM ................................................... Page 4 ■ COLUMN .............................................. Page 6 ■ LATERAL ANALYSIS ................... Page 7 ■ SEISMIC ZONE .........................: Page 9 ■ SHEAR WALL REQUIREMENTS... Page 10 ■ FOUNDATION ........................... Page I1 STRUCTURAL CALCULATIONS. 13 1 - A CUSTOM ADDITION MRA MRS. CARL LOADS : FLAT ROOF TOTAL LOAD = 35 PSF EXTERIOR WALLS: PSF TAR / GRAVEL 4 PLYWOOD = 2 RAFTERS = 2 INSULATION = 1 CEILING = 6 D.L = 15 Ll = 20 TOTAL LOAD = 35 PSF EXTERIOR WALLS: D.L.= 15 PSF PSF WOOD STUDS = 2 1/2" GYP BD. = 2 7/8" STUCCO _ 10 INSULATION= 1 D.L.= 15 PSF s STRUCTURAL CALCULATIONS ► z L A CUSTOM ADDITION MRA MRS. CARL UNIFORM BUILDING CODE 1997 MAPS OF KNOWN ACTIVE FAULT NEAR SOURCE ZONE IN CALIFORNIA Contours of closest horizontal distance to known seismic sources 4513 t . . . - STRUCTURAL CALCULATIONS A CUSTOM ADDITION MRA MRS. CARL SEISMIC (CONTINUED) D.L. ROOF 15 psi EXT. WALLS 15 psi SEISMIC, V,= 0.20 WALL HT = 15 ft DIAPH=32X18 TRANSVERSEL LONGITUDINAL WORST 32 FT WORST 18 FT ROOF = 480 ROOF= 270 2 Walls = 225 2 Walls = 225 705 495 . X 0.2 X 0.2 141 # ft (MAX) 99 # ft (MAX) SEISMIC =141 PLF I STRUCTURAL CALCULATIONS �� a ► 4 A CUSTOM ADDITION 2/�3Jo8 ' MRA MRS. CARL LATERAL FORCE ANALYSIS WIND: 80 mph Exposure C P = Ce Cq qs Iw Ce = 1.06 O'-15' Cq = 1.30 qs = 16.4 Iw = 1.00 P= 22.60 PSF WIND LOAD= 225.992 # ft SEISMIC ZONE:4 SOIL PROFILE TYPE ASSUMED: SD SEISMIC SOURSE TYPE: A DISTANCE TO SEISMIC SOURCE: 10KM Na = 1.0 = 1.0 Nv = 1.2 �, a = 0.44 Z = 0.4 O/� • R = 5.5 Cv = 0.8 V = 2.5Ca IW/R = 0.20 W (30 - 5) w V=CvIW/RT 0.18W (30-4) V=0.11 C = 0.05 W (30-6) J V = 0. Nv I W/R = 0.07 W (30- V = 0.20 W STRUCTURAL CALCULATIONS Page 1 7� A CUSTOM ADDITION ,� .. 2/t�/off, MRA MRS. CARL COLUMN DESIGN STEEL Column = STRUCTURAL TUBING A36 FY= 36 KSI L1= 14.5 FT SQUARE E= 29000 KSI" 8 X 8 3/8" 1140 # AREA 11.10 n4 106.00 K.R. S in3 26.40 } 14.50 R= 2.2. . i; Ca= 0.44 1777, 7" ROOF `t / V = 2.5Ca IW/R = 0.50 1(Y TOTAL LOAD = LATERAL LOAD g�(i 4p1='` IS86 LATMRAL w^o PSK CANTILEVER COLUMN - CONCENTRATED LOAD AT FREE END M max= PL 198360 # in Q max = PL^3 0.651 in 3EI OK 0 = 0.005 x L= 0.87 in ASD 0.66 FY"> M/S 23760 > 7513.6 OK 4 STRUCTURAL CALCULATIONS f.> a C_1 8 A CUSTOM ADDITION MRA MRS. CARL Multi -Loaded Beamf 2000 International Buildinq Code (97 NDS) 1 Ver: 7.01.02 BY: CHARLES GARLAND. GLS GROUP on: 12-19-2007: 11:23:03 AM Project: MR CARL - Location: B.1 Summary: 5.125 IN x 22.5 IN x 35.0 FT ; 24F -V4 - Visually Graded Western Species - Dry Use Section Adequate By: 29.0% Controlling Factor: Moment of Inertia / Depth Required 20.67 In Center Span Deflections: DLO -Center= 0.80 IN Dead Load: Live Load: - LLD -Center- 0.56 IN = L1751 Total Load: TLD -Center- 1.36 IN = L1309 Camber Required: C= 1.20 IN Center Span Left End Reactions (Support A): Live Load: LL-Rxn-A= 2537 LB Dead Load: DL-Rxn-A= 3622 LB Total Load: TL-Rxn-A= 6160 LB Bearinq Length Required (Beam oniv. support capacity not checked):, BL -A= 1.85 IN - Center Span Right End Reactions (Support B): Live Load: LL-Rxn-B= 2537 LB Dead Load: DL-Rxn-B= 3622 LB Total Load: TL-Rxn-B= 6160 LB Bearing Length Required (Beam only, support capacity not checked): BL -B= 1.85 IN Beam Data: Center Span Lenqth: L2= 35.0 ' FT Center Span Unbraced Lenpth-Top of Beam: Lug -Top= 0.0 FT Center Span Unbraced Length -Bottom of Beam: Lug -Bottom= 35.0 FT Live Load Duration Factor: Cd= 1.00 Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: L/ 240 Center Span Loading: Uniform Load: Live Load: wL-2= 145 PLF Dead Load wD-2= 182 PLF Beam Self Weight: BSW= 25 PLF Total Load: wT-2= 352 PLF Properties For: 24F -V4- Visually Graded Western Species Bendinq Stress: Fb= 2400 PSI Shear Stress: Fv= 190 PSI Modulus of Elasticitv: E= 1800000 PSI Stress Perpendicular to Grain: Fc perp= 650 PSI Bendinq Stress of Comp. Face in Tension: Fb cpr- 1200 PSI Adjusted Properties Fb'= 2142 PSI Fb' (Tension): Adjustment Factors: Cd=1.00 Cv=0.89 Fv': Fv'= 190 PSI Adjustment Factors: Cd=1.00 Design Requirements: M= 53899 FT -LB Controllinq Moment: 17.5 Ft from left support of span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s) 2 Controllinq Shear: V= 5544 LB At a distance d from riqht support of span 2 (Center Span) Critical shear created by combining all dead loads and live loads on span(s) 2 Comparisons With Required Sections: Sreq= 302.02 IN3 Section Modulus (Moment): S= 432.42 IN3 Area (Shear): Areq= 43.77 IN2 A= 115.31 IN2 Moment of Inertia (Deflection): Ireq= 3772.36 IN4 1= 4864.75 IN4 t A STRUCTURAL CALCULATIONS a g c A CUSTOM ADDITION MRA MRS. CARL Multi -Loaded Beam[ 2000 International Building Code (97 NDS) I Ver: 7.01.02 By: CHARLES GARLAND, GLS GROUP on: 12-19-2007 Project: MR CARL - Location: B.1 Summary: 5.125 IN x 22 5 IN x 35.0 FT 24F -V4 - Visually Graded Western Species - Dry Use Section Adequate By: 29.0% Controlling, Factor Moment of Inertia / Depth Required 20.67 In SHEAR, MOMENT, AND DEFLECTION DIAGRAMS Load combination shown : Controlling Shear/Moment/Deflection Diagrams ........... . . ....... . ......... . ............. . .. . . . ................... . . ....... . ... ... ......... ..... ................... . ................... . ..... . . ............... 7000. 6160 lbs @ Oft 3500 'Shear (Ibs) 0 -3500 -7000 -6160 lbs @ 35 ft 60000 53899 ft -lbs @ 18 ft 30000 Moment (ft -lb) 0 -30000 -60000 -2 Deflection (in) 0 2.1 1.357 in @ 17.5 ft Center Span = 35 ft Controlling Load Cases: Shear: Critical shear created by combining all dead loads and live loads on span(s) 2 Moment: Critical moment created by combining all dead loads and live loads on span(s) 2 Deflection: Critical deflection created by combining all dead loads and live loads on span(s) 2 A STRUCTURAL CALCULATIONS I.) a 6, cI io A CUSTOM ADDITION MRA MRS. CARL ,t FOUNDATION - SOIL PRESSURE = 1000 PSF LOADING ROOF = 35 EXT. WALLS = 15 H-1 = 13 ft FOOTING FOR POST 4x6 LOADING W= 6160 Ib AREA = 6.16 sf r. 36" SQ x12" THK FOOTING WI 5- # 4 EAMAY �wC�K cotAol-TIoN: AflDlTlots To.. }CIT osyo � psi) = t4eo u ,Oloc,00 P� ki Charles D. Garland, Archhoct 35-325 Date Palm Dr., Suite 151-J DATE: ZAVoa PAGE: (� Cathedral City; CA 92234 Structural Calculations For. C E04 T OU N O'N) OJ T. s t uv -i Cov)c.# i SOP c.G IF PSS Lm'OLL+ C L127 Omot Zi - C2 -K 2 x 2 > X(I • cjb.) (Lo ��