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0212-121 (BLCK) Structural CalcsIt SI KI C M DESIGN AND CITY OF LA QUINT CALCULATIONS' BUILDING & SAFETY DEF APPROVED FOR CONSTRUCTION DArEMOV v nolo A MILE FAMILY RESK)BICE for. D G H CONSTRU ON s -m asmtfovvm La QUINTA, CAuFORm A � Cu i i��►\moi � . � �~y DESIGNER FELIPE FREGOSO ASSOCIATES 52-M AVENIDA VILLA LA QUINT& CALIFORNIA OF s C0101-- STRUCTURAL 1--\�l STRUCTURAL DESIGNER: CHARLES D. GARLMD, ARCHITECT 744354 VELIE WAY, SUITE 5 PALM DESERT, CA 92260 PHONE: 760/340-3528/FACSIMILE: 760/340-3728 CONFORMING TO 1997 UBC' 1 Charles D. Garland, Architect 35-325 Date Palm Dr., Suite 151-J DATE: 5/18/00 Cathedral City, CA 92234 PAGE: 2 Structural Calculations For: DGH - 2000-1 LOADING: SLOPED ROOF ( 4:12 MIN ) FLAT ROOF: FLOOR: TILE ROOFING... 8.5 PSF - - BUILT UP/UNDERLAYM'T... 2.5 5.0 PSF - PLYWOOD DIAPHRAGM ... 2.8 2.8 3.4 PSF FRAMING ... 3.2 3.2 3.6 INSULATION/CEILING... 2.5 2.5 2.5 MISCELLANEOUS... 0.5 0.5 0.5 OTHER... TOTAL DEAD LOAD (DL) 20.0 PSF 14.0 PSF 10.0 PSF LIVE LOAD (LL) 16/14/12 PSF 20/16/12 PSF 40.0 PSF SPECIAL LOADS EXTER'R SOFFITS (PLASTER) 10.0 PSF 10.0 PSF - SNOW LOAD N/A N/A - STORAGE - - - BALCONY - - - SEISMIC FACTORS: ZONE 4 - ASSUME STRUCTURAL WOOD PANEL SYSTEM ASSUME SIMPLIFIED BASE SHEAR METHOD ASSUME: SOIL PROFILE OF - SD w/Ca = .44 x Na SEISMIC SOURCE TYPE: °A" @ 10 kms d:5 15 km A Na = 1.0 & Nv = 1.0 WHERE d = 13 KM (SEE MAP @ pg OF THE CALCS) V = 3.0 (Ca) (I) (W) = 3.0 (.44) (1.0) (1) (W) = .24 W R ( 5.5 WIND FACTORS: 80 mph @ EXPOSURE "C" w/ h 20 ft. Juno) P = (Ce)(Cq)(Qs)(1) = P=(1.3 ) (1.13) (16.4) (1.0 )= P = 24.0 psf OTHER FACTORS: ' STORY DRIFT: TO BE DERIVED SOIL BEARING PRESSURE: 1,000 PSF (UNO) PER 1997 UBC Charles D. Garland, Architect 35-325 Date Palm Dr., Suite 151-J ' Cathedral City, CA 92234 I Structural Calculations For: MATERIALS AND ALLOWABLE VALUES: DATE: 3/5/01 PAGE: 3 DGH CONSTRUCTION I WOOD (DOUGLAS FIRILARCH — VISUALLY GRADED) ADJUSTMENT FACTORS APPLY IS ZE/USE Fb Fv Fc E #2 2X RAFTERS/JOISTS 950 PSI 95 PSI 1.6X10^6PSI #1 4X BEAMS/HEADERS 1100 PSI 95 PSI 1.7X10"6 PSI #1 6 X BEAMS/HEADERS 1350 PSI 85 PSI 1.6X10"6 PSI #1 8 X BEAMS/HEADERS 1350 PSI 85 PSI 1.6 X 10 ^6 PSI #1 4 X POST 1450 PSI 1.7 X 10 ^6 PSI 1.6X10"6 PSI ' WOOD (ENGINEERED/MANUFACTURED PRODUCTS) ADJUSTMENT FACTORS APPLY GLULAMINATED LUMBER 2400 PSI 165 PSI -- 1.6 X 10 ^6 PSI MICROLAMINATED LUMBER 2600 PSI 265 PSI _ 1.9X 10 " 6 PSI PARALAMINATED LUMBER 2900 PSI 290 PSI 2.0 X 10"6 PSI CONCRETE 2500 PSI, 28 DAY STRENGTH PORTLAND CEMENT CONCRETE ASTM C33 STANDARD WEIGHT AGGREGATES ASTM A615, A616 AND A617 DEFORMED REINFORCING BARS ASTM WEILDED WIRE FABRIC SLAB REINFORCMENT STRUCTURAL STEEL ASTM A36 STRUCTURAL STEEL SHAPES ASTM A -325-N BOLTING ASTM E70XX WEILING ELECTROS Fy = 36.0 KSI Fb=.66XFy=24 KSI Fa = TO BE DERIVED Ft=.4XFy=14.4 KSI E=29X10"6PSI t PER 1997 UBC -- ' #1 6 X POST — — 1000 PSI CONCRETE 2500 PSI, 28 DAY STRENGTH PORTLAND CEMENT CONCRETE ASTM C33 STANDARD WEIGHT AGGREGATES ASTM A615, A616 AND A617 DEFORMED REINFORCING BARS ASTM WEILDED WIRE FABRIC SLAB REINFORCMENT STRUCTURAL STEEL ASTM A36 STRUCTURAL STEEL SHAPES ASTM A -325-N BOLTING ASTM E70XX WEILING ELECTROS Fy = 36.0 KSI Fb=.66XFy=24 KSI Fa = TO BE DERIVED Ft=.4XFy=14.4 KSI E=29X10"6PSI t PER 1997 UBC t ' Charles D. Garland, Architect 35-325 Date Palm Dr., Suite 151-J DATE: 5/18/00 Cathedral City, CA 92234 Structural Calculations For: DISH — 2000-1 PAGE: �- Roof Beam< 97 UBC (91 NDS) I StruCalc 4.06 BY Charles D. Garland, Architect, Charles D. Garland, Architect on: 05-19-2000 Proiec t DGH2O001 - Location: H1 Summary, - 5.50 IN x 9.50 IN x 16.5 FT / #1 - DOUGLAS FIR-LARCH - Dry Use Section Adequate By. 50.7% Controlling Factor: Section Nodulus / Depth Required 7.74 In Deflections: ' Dead Load: DLD= 0.43 IN Live Load: LLD= 0.11 IN = U1866 Total Load: TLD= 0.53 IN = L/371 Reactions (Each End): ' - Live Load: R L= 330 LB Dead Load: RD= 1332 LB Total Load: RT= 1662 LB Bearing Length Regd.: BL= 0.48 IN Beam Data ' Span. L= 16.5 FT Nla)dmum Unbraced Span: L.u= 16.5 FT Pitch Of Roof: RP= 4.00 :12 Live Load Deflect. Criteria U 240 Total Load Deflect. Criteria: L/ 160 ' Beam Loadinq: Live Load: LL= 16 PSF Roof Loaded Area: RLA= 41 SF Roof Live load Method: 1 Side One: Roof Dead Load: DL1= 20 PSF Roof Rafter Tributary Width: TW1= 1.5 FT ' Side Two: Roof Dead Load: DI-2= 20 PSF Roof Rafter Tributary Width: TW2= 1.0 FT Roof Duration Factor. s Cd= 1.15 Wall Load: Slope Adjusted Lengths and Loads: WALL= 96 PLF ' AdWsted Beam 16.5 FT Beam Live Load W/ Slope Slope Red'n: *C-- 40 PLF Beam Self Weight: BSW= 13 PLF Beare Total Dead Load: TOW Mwdmvm Load: WD= WT= 161 201 PLF PLF ' Controllinq Total Desiqn Load: wTcant-- 161 PLF ' Properties For. #1- DOUGLAS FIR-LARCH i Bendinq Stress: Fb= 1350 PSI Shear Stress: Fv= 85 PSI Modulus of Elasticity. E= 1600000 PSI ' Stress Perpendicular to Grin: Fc, perp= 625 PSI Adjusted Properties: FV (Tension): Fb'= 1200 PSI Adjustment Factors: Cd=0.90 C".99 Cf--1.00 FV: FV= 77 PSI ' Adjustment Factors: Cd=0.90 Design Requirements: Mwdmum Moment: M= 5493 FT-$ Shear ((& d from beam end): V= 1204 LB Comparisons With Required Sections: ' Section Modulus: Sreo= 55.0 IN3 S= 82.7 IN3 Area: Areo= 23.7 IN2 A= 52.2 IN2 Moment of Inertia: Inas 190.9 IN4 I= 392.9 I144 F� Charles D. Garland, Architect ' 35-325 Date Palm Dr., Suite 151-J Cathedral City, CA 92234 Structural Calculations For: ' DATE: 5/18/00 DGH - 2000-1 Roof Beams 97 UBC (91 NDS) I StruCa(c 4.06 By. Charles D. Garland, Architect. Charles D. Garland, Architect on: 05-19-2000 Project: DGH2OM1. - Location: H2 Summary. 5.50 IN x 7.50 IN x 5.5 FT / #1 - DOUGLAS FIR -LARCH - Dry Use Section Adequate By. 44.8°,6 Controlling Factor. Area / Depth Required 5.61 In Defleo�: Dead Load: Live Load: Total Load: Reactions (Each End): Live Load: Dead Load: Total Load: Bearing Length Regd.: Beam Data Span: Mwdm m Unbraced Span: Pitch Of Roos: Live Load Deflect Criteria: Total Load Defect. Cry Beam Loading: Live Load: Roof Loaded Area: Rod Live Load Method: 1 Side One: Rod Dead Load: Roof Ratter Tnbutary Width: Side Two. Rod Dead Load: Rod Rafter Tnbutary Width: Rod Duration Factor. Wall Load: Slope Adjusted Lenqths and Loads: Adµrsted Beam Length: Beam Live Load W/ Slope Red'n: Beam Self Weght Beare Total Dead Load: Total Mwdmum Load: Controlling Total Design Load: Properties For. #1- DOUGLAS FIR -LARCH Bending Stress: Shear Stress: Modulus d EL -66W Stress Perpendicular to Grain: Adjusted Properties: Fb' (Tension): Adjustment Factors: Cd=1.15 Cl=1.00 Cf --1.00 FV: Adiustment Factors: Cd=1.15 Design Requirements: Maximum Mornert. Shear Mb d from beam end): Comparisons With Required Sections: Section Modulus: Area Mornent of Inertia PAGE: IF DLD= 0.03 IN LLD= 0.02 IN = L/2817 TLD= 0.06 IN = Ui 135 RL= 968 LB RD= 1435 LB RT= 2403 LB BL= 0.70 IN L= 5.5 FT Lu= 5.5 FT RP= 4.00 :12 U 240 U 180 LL= 16 PSF RLA= 121 SF DL1= , 20 PSF TW1= 20.0 FT DI -2= 20 PSF TW2= 2.0 FT Cd= 1.15 WALL= 48 PLF LadF 5.5 FT wL= 352 PLF BSW= 10 PLF WD= 522 PLF WT= 874 PLF wTcont= 874 PLF c Fb= 1200 PSI Fv= 85 PSI E= 1600000 PSI Fc_perp= 625 PSI Fb'= 1375 PSI Fv'= 98 PSI W 3304 FT-.$ W 1857 LB Srea= 28.9 IN3 S= 51.5 lN3 Arm= 28.5 IN2 A= 41.2 IN2 Irea,= 30.7 IN4 1= 193.3 IN4 7 Charles D. Garland, Architect 35-325 Date Palm Dr., Suite 151-J Cathedral City, CA 92234 Structural Calculations For: DATE: 5/18/00 DGH — 2000-1 4 Roof Beamf 97 UBC (91 NDS)1 StruC.t 4.06 By. Charles D. Garland, Architect, Charles D. Garland, Architect on: 05-19-2000 Praia t DGH2O001 - Location: H3 Summary. 5.50 IN x 7.50 IN x 6.5 FT / #1 - DOUGLAS FIR -LARCH - Dry Use Section Adequate By. 96.3% Controlling Factor. Area / Depth Required 5.12 In DefleCd9nS: Dead Load: Live Load: Total Load: Reactions (Each End): Live Load: Dead Load: Tata) Load: Bearing Length Reqd.: Beers Data Span: Maximum Unbraced Span: Pitch Of Roof: Live Load Deflect. Criteria Total Load Deflect. Criteria Beam Loadingr Live Load: Roof Loaded Area Roof Live Load Method: 1 Side One: Roof Dead Load: Roof Rafter Tributary Width: Side Two: Roof Dead Load: Roof Rafter Tributary Waft: Roof Duration Factor: Wall Load: Slope Adjusted Lengths and Loads: Adjusted Beam Length: Beam Live Load W/ Slope Red'n: Beam Self Weight Beare Total Dead Load: Total Maximum load: Contra inq Total Design Load: Properties For. #1- DOUGLAS FIR -LARCH Bending Stress: Shear Stress: Modulus of Elasticity: Stress Perpendicular to Grain: Adjusted Properties: Fb' (Tension): Adjustment Factors: Cd=1.15 CI -1.00 Cf=1.00 FV: Adiustment Factors: Cd=1.15 Design Requirements: RAadmum Moment: Shear (00 d from beam end): Comparisons With Required Sections: Section a 7 Modulys. Are Moment of Inertia 0 PAGE: ( 0 ..DLD= 0.04 IN LLD= 0.03 IN = L/3004 TLD= 0.07 IN = L/1152 RL= 650 LB RD= 1045 LB RT= 1695 LB BL= 0.49 IN L= 6.5 FT Lu-- 6.5 FT RP= 4.00 :12 L/ 240 L/ 180 LL= 16 PSF RLA= 81 SF DLI= 20 PSF TW1= 10.5 FT DL2= 20 PSF TW2= 2.0 FT Cd= 1.15 WALL-- 48 PLF Lai= 6.5 FT wL= 200 PLF BSW= 10 PLF wD= 322 PLF WT= 522 PLF wTcont= 522 PLF Fb= 1200 PSI Fv= . 85 PSI E= 1600000 PSI Fc_perp= 625 PSI FU= 1375 PSI FV= 98 PSI I& 2754 FT -1-8 V-- 1369 LB Srec= 24.1 IN3 S= 51.5 I[W Area= 21.1 IN2 A= 41.2 IN2 Ireq= 30.3 IN4 I= 193.3 IN4 Charles D. Garland, Architect 35-325 Date Palm Dr., Suite 151-J Cathedral City, CA 92234 Structural Calculations For: �N�A ¢�D5z5 C�1 D•�> To 0 ea -NEO - Fo e -PCN &=,3 DATE: 5/18/00 PAGE: I DOH - 2000-9 LoNDIt-IG/wr CoNdf .• .=TprtP�1 LPA T� Co/�P�, Es510 N ;� %�JVSTM�N'CS C�•x - K� �. 510,000 (Le/4)2 .Kct. e ..:.` 4$D,Ooo . . Le/ fto �"- A US 1,46t I it 5 • C 2 c • 2c+� . `� �� 14 4 al C ' 480 + + O -/4Z (+ 48Gz 2 ` 8 0 ox �N, F � ►o o� 3�s 14 1 Charles D. Garland, Architect ' 35-325 Date Palm Dr., Suite 151-J Cathedra[ City, CA 92234 ' Structural Calculations For. DATE: - PAGE: Q DGH - 20004 C� MAX ALLOWABLE LOAD (LBS) OF WOOD POSTS AT VARIOUS UNBRACED HTS. (Ud 60) (Appling formulas at page of these calculations) 0.7 7A to 9.0 t0A 11.0 U& :'13A 14.0 16A 160 WA 18A 19.0 20.0 2/A 220140 72-U6 8.061 4 738 .7 730 5 878 3010 731 409 2 059 3,235 1741 738 2.2X8 10 888 0 814 7,748 0,238 5,115 4 - 3,808 4X4 4X6 0.421 15.5N9 0,211 14,476 7,406 11,838 4.151 9.473 4,078 7,823 4,180 8,652 3,637 6,658 3,038 4.770 2,892 4,135 4X8 20,550 14,051 15,341 12.487 10.312 8,638 7.327 8,288 5,451 6X4 15.584 14.475 11.838 9.473 7,823 6.5M - 6,658 4.770 4.135 6X6 28An 24,841 23.014 20,888 18,908 18,884 15.081 13,421 11,884 10.734 9.850 8,709 7,882 7.178 6,664 0.004 6X8 35,063 33,874 31,9414 2&M 25,781 23,024 20,538 18.302 18,342 14,037 13.159 11.87 10.782 9.789 5,037 5.188 8X4 20.550 19.081 15.341 12.487 10.312 8.8MI 8.8M 7,327 6,2841 5.451 8X6 35.963 33.874 31,984 28.421 25,78i 23.o241 20.638 18,302 le,342 14.837 13.159 11.877 10.762 9.788 8.937 Al 8X8 48.1571 45,981 43,6121 40,817 37,984 35,158 32,988 24,788 17,388 25,148 23.134 21,314 19 074 Charles D. Garland, Architect 35-325 Date Palm Dr., Suite 151-J DATE: 5/18/00 PAGE: Cathedral City, CA 92234 q Structural. Calculations For: DGH - 2000-1 Cdumnf 97 UBC (91 NDS)1 StruCalc 4.06 By. Charles D. Garland, Architect, Charles D. Garland. Architect on: 05-19-2000 Protect: DGH2O001.- location: cH1 Summary. (2) 1.50 x 5.50 x 7.0 FT Stud - DOUGLAS FIR -LARCH - Dry Use Section Adequate %r 61.696 • Laminations to be nailed together per National Design SpeaFcations for Wood Construction Section 15.3.3.1 Base Reactions: Live: RL= 330 LB Dead: RD= 1364 LB Total: RT= 1694 LB A>aal Loads: Live Loads: PL= 330 LB Dead Loads: PD= 1332 LB Total Loads: PT= 1662 LB Column Data Length: L= 7.0 FT Column End Condition: Ke= 1.0 Mwdmum Unb ;, - P Length (X A)is): L -r- 7.0 FT Maodmum Unbraced Length (Y Axis): Ly= 7.0 FT Eccentricity (X A)is): ex= 0.00 IN Eccentricity (Y A)is): ey= 0.00 IN Column Design Stresses: Compressive Stress: Fc-- 825 PSI Modulus of Elasticity. E= 1400000 PSI Bending Stress (X A)ds): Fbx= 675 PSI Bending Stress (Y A)is): Fby= 675 PSI Adjusted Properties: FbX: Fb><= 675 PSI Adjustment Factors: Cd=1.00 Cf --1.00 776 PSI Adiustrnent Factors: Cd=1.00 Cf --1.00 Cfu=1.15 Fc'(parallel): Fd_parl= 252 PSI Adlustrnerd Factors: Cd=1.00 Cp=0.32 Controlling Direction: (Y A)ds) Compressive Stress: fc= 101 PSI Allowable Compressive Stress: Fc'= 262 PSI Column Properties: Column Section (X A)is): dx= 5.50 IN Column Section (Y A)is): dy= 3.00 IN Area: A= 16.50 IN2 Section Modulus (X A)ds): Sx= 15.1 IN3 Section Modulus (Y A)is): Sy= 8.3 IN3 Length Depth Ratio: Lex/dx= 15.3 Column Bending Calcula>aons: Lp-y/dy= 28.0 Combined Stress Factor: CSF= 0.38 Charles D. Garland, Architect ' 35-325 Date Palm Dr., Suite 151-J Cathedral City, CA 92234 Structural Calculations For. DATE: 5/18/00 PAGE: C(� DISH — 2000-1 Column( 97 UBC (91 NDS)1 StruCalc 4.06 By. Charles D. Garland, Architect, Charles D. Garland, Architect on: 05-19.2000 Project: DGH2O001 - Location: CH2 Summary. ( 2 ) 1.50 x 5.50 x 8.0 FT Stud - DOUGLAS FIR -LARCH - Dry Use Section Adequate By. 31.8% • Laminations to be nailed together per National Design Specifications for Wood Constriction Section 15.3.3.1 Base Reactions: Live: RL= 968 LB Dead: RD= 1472 LB Total: RT= 2440 LB Axial Loads: Live Loads: PL= 968 LB Dead Loads: PD= 1435 LB Total Loads: PT= 2403 LB Column Data: Length: L= 8.0 FT CaNam End Condition: Ke= 1.0 Maximum Unbraced Length (X Axis): Lx= 8.0 FT Maximum Ur&aoed Length (Y Axis): Ly= 8.0 FT Eccentricity (X Axis): ex= 0.00 IN Eccentricity (Y Axis): ey= 0.00 IN Column Design Stresses: Compressive Stress: Fc= 825 PSI Modulus of Elasticity E= 1400000 PSI Bending Stress (X Axis): Fbx= 675 PSI Bendinq Stress (Y Axis): Fby= 675 PSI Adjusted Properties: FbX: Fbof= 675 PSI Adjustment Factors: Cd=1.00 Cf --1.00 Fby: Fby= 776 PSI Adiustrnent Factors: Cd=1.00 Cf --1.00 Cfu--1.15 Fc'(paralld): FC_part= 214 PSI Adjustment Factors: Cd --1.00 Cp=0.26 Controlling Direction: (Y Axis) Compressive Stress: fc;= 146 PSI Allowable Compressive Stress: Fc-- 214 PSI Column Properties: Column Section (X Axis): dr— 5.50 IN Column Section (Y Axis): dw 3.00 IN Area A= 16.50 IN2 Section Modulus (X A)is): Sx= 15.1 IN3 Section Modulus (Y Axis): Sv= 8.3 IN3 Length Depth Ratio: Le)ddx= 17.5 Column Bending Calc Ley/dy= 32.0 uWons: Confined Stress Factor. CSF= 0.68 Charles D. Garland, Architect ' 35-325 Date Palm Dr., Suite 151-J Cathedral City, CA 92234 Structural Calculations For: DATE: 5/18/00 DISH — 2000-1 Cdumn( 97 UBC (91 NDS) l StruCalc 4.06 By. Charles D. Garland, Architect, Charles D. Garland, Architect on: 05-19-2000 Protect: DGH2O001. - L.UCBUM: 1,H3 Summary: (2) 1.50 x 5.50 x 8.0 FT Stud- DOUGLAS FIR -LARCH -Dry Use Section Adequate BY. 51.9% • Laminations to be nailed together per National Design Specifications for Wood Construction Section 15.3.3.1 Base Paac ftm: Live: RL= Dead: RD= Total: RT= Axial Loads: Live Loads: PL= Dead Loads: PD -- Total Loads: PT= Column Data Lenath: L= Column End Condition: Ke= MaDdmum Unbraced Lenqth (X A)is): Lx= Ma)dmum Unbraced Length (Y A)is): Lr - Eccentricity (X A)is): ex-_ Eccentricity (Y A)is): ey= Column Design Stresses: Compressive Stress: Fc7-- Modulus of ElasticR�r. E= Bendinq Stress (X A)is): Fbx= Bendinq Stress (Y A)is): Fb)r- Adjusted Properties: Fb)f: Fb)e= Adjustment Factors: Cd=1.00 Cf=1.00 Fby: Aclk stment Factors: Cd=1.60 Cf=1.00 Chr-1.15 Fby= Fc'(parallel): Fp'-pw Adjustment Factors: Cd=1.00 Cp=0.26 Controlling Direction: ! Compressive Suess: fc-- Allowable Compressive stress: Fc'= Column Properties: Column Section (X A)ds): dx= Column Section (Y A)is): dv= Area: A= Section Modulus (X A)is): Sx= Section Modulus (Y A)is): Sv-- Length Depth Ratio Le ddx= Column Bending Calculations: LeY(CN__ Combined Stress Factor. CSF= PAGE: 1, I 650 LB 1082 LB 1732 LB 650 LB 1045 LB 1695 LB 8.0 FT 1.0 8.0 FT 8.0 FT 0.00 IN 0.00 IN 825 PSI 1400000 PSI 675 PSI 675 PSI 675 PSI 776 PSI 214 PSI (Y A)is) 103 PSI 214 PSI 5.50 IN 3.00 IN 16.50 IN2 15.1 IN3 8.3 IN3 17.5 32.0 0.48 PAGE: 1, I 650 LB 1082 LB 1732 LB 650 LB 1045 LB 1695 LB 8.0 FT 1.0 8.0 FT 8.0 FT 0.00 IN 0.00 IN 825 PSI 1400000 PSI 675 PSI 675 PSI 675 PSI 776 PSI 214 PSI (Y A)is) 103 PSI 214 PSI 5.50 IN 3.00 IN 16.50 IN2 15.1 IN3 8.3 IN3 17.5 32.0 0.48 Charles D. Garland, Architect ' 35-325 Date Palm Dr., Suite 151-J DATE: 5/18/00 Cathedral City, CA 92234 Structural Calculations For: DGH - 2000-1 Square Footing Design r 97 UBC (91 NDS) I StruCalc 4.06 By. Charles D. Garland, Architect, Charles D. Garland, Architect on: 05-19-2000 Proiect DGH2O001 -. Location: F1 Summary: Size: 1.5 FT x 1.5 FT x 12.00 IN Reinforcement: #4 BARS @ 6.00 IN O.C. E/W Or (3) #4 BARS E/W Footing Loads: Uwe Load: Deed Load: Total Load: Ultimate factored bad: Footing Properties: Allowable soil bearing pressure: Effective soil bearing pressure: Concrete compressive strength: Reinforcinq steel yield strength; Concrete reinforcement cover: Selected Size: Length: Width: Area Ultimate bearing pressure - Column Base Dimensions: Length: Width: Footing Size Selection: Required footing area: Minimum footinq size required: Footing depth based on shear stresses: Selected footing depth: Effective steel depth: Punching Stress Calculations: Critical perimeter. Punching shw Punchinq stag stress: Allavable punching shear stress: - Beam shear stress calculations: _. Beam shear. Beam shear stress: Allowable beam shear stress: Bending Requirements: Factored moment Concrete cornpressive block depth: Minimum Steel Requirements: Steel required based on moment Minimum code required reinforcement Controlling reinforcino steel: Selected reinforcement k PAGE: / •� PL= 650 LB PD= 1082 LB PT= 1732 LB Pu-- 2620 LB Qs= 1000 PSF Qe= 850 PSF Fc-- 2000 PSI Fv= 40000 PSI C= 3.00 IN L= 1.5 FT W= 1.5 FT A= 22.5 SF Qu= 1164 PSF 1= 5.50 IN vw= 3.00 IN Area= 204 SF Lreq= 1.43 FT D= 12.00 IN d= 8.25 IN Bo= 50.00 IN Vu1= 1369 LB vu1= 4 PSI vc1= 179 PSI Vu2= 0 LB vu2= 0 PSI vc2= 89 PSI MU-- 4093 IN -LB a= 0.02 IN As(1)= 0.01 IN21FT As(2)= 029 1N2/FT As req&= 029 IN21FT #4 BARS @ 6.00 IN. O.C. As= 0.39 IN2/FT '1 Charles D. Garland, Architect ' 35-325 Date Palm Dr., Suite 151-J Cathedral City,. CA 92234 Structural Calculations For. DATE: 5/18/00 DGH — 2000-1 Square Footinq Design f 97 USC (91 NDS)1 StruCalc 4.06 By. Charles D. Gartand, Architect, Charles D. Garland, Architect on: 05-19-2000 Proiect DGH2O001 - Location: F2 Summary. Size: 2.0 FT x 2.0 FT x 12.00 IN Reinforcement: #4 BARS @ 6.00 IN O.C. E/W Or (4) 04 BARS ENV Footing Loads: Live Load: Dead Load: Total Load; Ultimate factored load: Footing Properties: AllaAeble Sal beannq pressure: Effective sal bearing pressure: Concrete compressive strength: Reinforcing steel yield strength: C ncrete reinforcement cover. Selected Sae: Length: WK the Area- Ultimate rmUltimate bearing pressure: Column Base Dimensions: Length: Width: Footing Sae Selection: Required footing area Minimum footing sae required: Footing depth based on shear stresses: Selected footing depth: Effective steel depth: Punching Stress Calculations: Critical perimeter Punching sheer. Punching shear stress: Allowable punching shear stress: Beam shear stress calculations: Beam shear. Beam shear stress: Allowable beam shear stress: Bending Requirements: Factored moment: Concrete compressive block depth: Minimum Steel Requirements: Steel required based on moment: Minimum code required reinforcement Controlling reinforcing steel: Selected reinforcement: f PAGE: l PL= 965 LB PD= 1472 LB PT= 2440 LB Pu-- 3706 LB Qs= 1000 PSF Qe= 850 PSF FC-- 2000 PSI Fr— 40000 PSI O= 3.00 IN L= 2.0 FT W= 2.0 FT A= 4.0 SF Qu= 927 PSF 1= 5.50 IN w'= 3.00 IN Ares 2.87 SF Lreq= 1.69 FT D= 12.00 IN d= 825 IN Bo= 50.00 IN Vu1= 2711 LB w1= 8 PSI vc1= 179 PSI Vu2= 347 LB vu2= 2 PSI vc2= 89 PSI MU-- 8513 W -LB a= 0.03 IN As(1)= 0.01 IN2/FT As(2)= 029 RVJFT As reed= 0.29 INZFT #4 BARS @ 6.00 IN. O.C. As= 0.39 IN2/FT DATE: 5/18/00 DGH - 2000-1 PAGE: 14 COLM. NUMB. Charles D. Garland, Architect RE- LAT'D BEAM BEAM SIZE BEAM CAP 35-325 Date Palm Dr., Suite 151-J ' FOOTING SIZE REINFORCEMENT SIZE & NUMB. Cathedral City, CA 92234 ' H1 Structural Calculations For. 'COLUMN, BEAM AND FOOTING SCKIEDULE: F1 DATE: 5/18/00 DGH - 2000-1 PAGE: 14 COLM. NUMB. COLIPOST SIZE RE- LAT'D BEAM BEAM SIZE BEAM CAP COLUMN BASE FTING NUMB. FOOTING SIZE REINFORCEMENT SIZE & NUMB. CH7 (2)2:6 H1 6x10 #1 DF — — F1 1 `-6" SQ x 12" TEX PAD FTG. WBOTT. 18" BELOW F.F. 3 - #4 EA. WAY Q 3" CLEAR OF THE BOTT. CM2 (2)2x6 R2 6x8 #1 DF — _ 2'-6" SQ x 12" THK. PAD FTG. W1BOTT. la" BELOW F.F. 4 - #4 EA. WAY ® 3" CLEAR OF THE BOTT. CH3 (2)2x6 N8 6x8 #1 DF _ _ F1 1'4" SQ x 12" THK. PAD FTG. WBOTT. 18" BELOW F.F. 3 - #4 EA. WAY ®3" CLEAR OF THE BOTT. F1 0 0 1 0 io lei`GNP v l ��FO S JP�coEl S�g�J�,pN 0 xs� E� GFO Gp�uM �(JN 01 NG� j\ -J 0 EI -E]El 0 01 -EJ El 0 0 Charles D. Garland, Architect 35-325 Date Palm Dr., Suite 151- DATE: 5/18/00 PAGE: Cathedral City, CA 92234 1 Structural Calculations For: DGH - 2000-1 ROOF DIAPH. #3 21' x 14' 0 ` Q ROOF DIAPH. #2 40' x 28' \ 22 G ��ROOF DIAPH. #1 21'x 21' I CALCULATION NORTH ROOF DIAPH. LAYOUT PLAN 1/8' = 11-0' Charles D. Garland, Architect 35-325 Date Palm Dr., Suite 151-J Cathedral City, CA 92234 Structural Calculations For: DATE: 150 CIA PAGE: I LP-T4*/sP yAiC 1,;7 Ps'L 1) } 2� $iz� <<a +r 40 1� k 2C0 � 20 P1�( 2��+z(g/z�<«fT>� 2b=qd9 1 PIP�pH I4 � WG✓ 4U,Z( gn)( plT E/V� (zo 1 r Charles D. Garland, Architect ' 35-325 Date Palm Dr., Suite 151-J Cathedral City, CA 92234 Structural Cakuladons For. DATE: - /(8/0 a PAGE: t6 p (�' H vz�/ W WO/4044jv ���t��� 2� o kz� T- 2,COF pl �pH 2 k 441 i I � I Charles D. Garland, Architect 35-325 Date Palm Dr., Suite 151-J Cathedral City, CA 92234 Structural Calculations For. LOT vEG— Int`okP• ro-n-- L-Oc-p"-%onl 4\/P,YQr-1CATLOM of VpaR. Ca= o.4+ No,, —ryQr-- ' S DATE: �� 8 lQ (� PAGE: i pq ©lL o to �> ck IA OZ -1004 R -w ' � j� r nl 11 G � �-,ZAYu C -r P A7 ; 10 = �► = �� ru _7 _ o _7 V �. Ga• 3, 2 v� Charles D. Garland, Architect 35-325 Date Palm Dr., Suite 151-J Cathedral City, CA 92234 Structural Calculations For. . . ................ . 4. 41 DATE: PAGE: r2lb wAiOW ?, -"T 4, ��L3- 0 4J �r,���� ,� � r2f *N C rI 7 6 v 0 % ��h�V> - (1,���,2�v� =,211 f a Chary D. Garland Architect 35-325 Date Palm Dr., Suite 151-J Cathedral City, CA 92234 ' I Structural Calculations For. DATE: 1� /' j/ pv PAGE -2 �KmaL 'A'N Ay`f5 I s ' LOAYO PrvL 1�11�13- 1. LA -Z. LoAiO5 s� t e*A V, .. 21 X F � �---- '=.c3-(p 4(,124)_ ' .)N�(Mvo (wy� (a 4'F' C �- 1N l•K 0_ (ws) � ��- s� t e*A V, ROOF pt�p�-t 14� �pU l til. 0 vw�- 14 Charles D. Garland, Architect 35-325 'Date Dr., Suite 151-J DATE: S�p0 PAGE: 2g-- Cathedral City, CA 92234 Structural Calculations For. GjNEAR\ WALL_ CpNewTRUC-np hl �� �2`' �a�� J � VvAu. �J. �•�-� Eta a 1 r� cc,-t�Y zu 2�c ISTOAS 1N �"� �Ti�. � °1/32"-I�Pd05 Ort 5 d COnL�'�- / �L 5TV �S SILLS \\-N1 1%&eN EPrOS @ � D,C.. AAAA �. 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Garland, Architect 35-325 Date Palm Dr., Suite 151-J ' Cathedral City, CA 92234 ' Structural Calculations For. I kft('vbfz Y'TC ^vuow L..` ^o = 17(f I bo /2 /4 v �M'glpr- /a 4 x I C L'OwA 0,r, w/Mt N DATE: r,—/� PAGE: -Z S pc� N zqqo/1 �- A — M rclo R 7' -rO B&O PW ( :5TMUT WC0;) .PO%CUS-) fL (MAS yPAGa 4) I bOOA 8v It • 2 C v\Af VAS 1 t4 c7 AV -0 G u 6MA,;� 'apg- 7V�x JZ" 4 -ONO N Z. IWLTs ME t- --5 I [,'L M & I, - Ji 1Z.0 r" f.^' ^575)6 ROMINAL— P-T(J•(= 51C,1.-5—) Ary�.o�/ �OA10 +1 v FrwvloR : rSTYW (-? w000 CMA -c Sp^C:1ga fL CMAV -opAuntjj) L o a U Ave,-, @ ►b0 LT5 PI -WL- SILL M1p51v✓1- ZT (Z.`� (`►'LOM PNIOS �i'LIC,f�'S (3)C I\tvA& PTPP �3iLL� C H�u�c P&L WAr.) 1N 4 ROM. SILL P�OYcrJ<< Mz' LOMU P.4U- JN4 ���� `�/3� 1720 "'1 S (I��/�5?-a 8 Y pp 2400 /2 s t �o� �'5&� z Z. �L �6413) i'.0 fu 3 a i is q y �Z"@l(ou 400 x L � I 1 r I I Charles D. Garland, Architect 35-325 Date Palm Dr., Suite 151-J Cathedral City, CA 92234 Structural Calculations For: WN,L LIN E p J �—> V AciPH No s C-0401 LW/ ArW = (p4bl /17- rf� w Lwd WNI.L Li�t� I. . >i pI1ipH No; CS 1��z�2cQ L) "'"' =252 _} Vte: VIP&H N of (..I ) V= o L V�1ALu L 1NC Or-) �v,, DATE: L too vlcE '-_ [4-112,.l rw\1 SZ�'(O a t UN VQ C45 - Charles D. Garland, Architect 35-325 Date Palm Dr., Suite 151-J Cathedral City, CA 92234 Structural Calculations For. �NA�.-L L1N F ��IAciPH No („moi Lw �q�4 4 Z 2 � �V rte. wNL1r' Z 4 2`L Ll� oo =-75 \4giN .L LINA V- DATE: tj'L s 1pc., • . PAGE: 2 . 0 4 V� -ZOO(4 t'ioV110C! .k0 i�/SSTG 72,0 l to .1745 w 7 -T-1(p�/`��?� = x-,41 1 v(��oVIpE; 1 VvPtt�� L SNC R�> a -r 1 2 2 I = 2b L l 5Co 4 .0 7C /2� _ o 1 N 1 1 s . Cum �' O yI o DATE: tj'L s 1pc., • . PAGE: 2 . 0 4 V� -ZOO(4 t'ioV110C! .k0 i�/SSTG 72,0 l to .1745 w 7 -T-1(p�/`��?� = x-,41 1 v(��oVIpE; 1 VvPtt�� L SNC R�> a -r 1 2 2 I = 2b L l 5Co 4 .0 7C /2� _ o 1 N 1 Charles D. Garland, Architect 35-325 Date Palm Dr. (Suite 151-J) Cathedral City, CA 92234 Structural Calculations For: DATE: b� N 2�FxY1 SHEAR WALL TABULATION PAGE: ezl�) DWALL LENGTH V WALL V DIAPH V (pit) WALL CONSTRUCTION TYPE & HOLDOWN REQUIREMENTS AB DM. & SPACING CON87RUCnON NOTES A 37' — G40 k n 12 1 t> &4b 1 14' 24,1 ? — — 7'F'Lll — —jZ1�i� o Tv 2-2yc 16'�--- B 6 ' — lSl'L 2cjZ ► D �rtNpc4j C� FAQ f ��� TV Z -2x ��j LO 1 C 16' — 2U G1 `j , D r-- 1/8 LOA y 1 D ,. g i — �c�(� 1 t> 8G�d 1 19.5'01 1►I-) X26 E 21' — �344 COu 1 D - c Io 94B 1 D GIDSA(?EA. 00 To4-)KjSSTv ro TO cok �o�3Z 1 G 10' 27b o— — aj't• 1-(G o (y E A fm 0 8'D$ - — — GjTI-IYJa @ EA C --N\7 2-2 X H Z -s`4 RO — Zollo �5� I D 2-Sjg 1 SW16t4o 1008 N`F (L MPt,PTii k�ol,z S SW 160-4 N� (00$ ItA fyL T -M. pi i -rp4 v, OI.ZS Charles D. Garland, Architect 35-325 Date Palm Dr., Suite 151-J Cathedral City, CA 92234 Structural Calculations For: LATE o �. AN,&,L�s (s ()IRaC4 for%ca-0� \/NAVO�A=P (Ut-4 91- T =N4JAO'= WALL, LIRA 13 rr, 4 l4- \NjNLt. Lt -Ne VatA pN � 2�1 �C� ��;.� - ���►� _ f �1 1'l/�rt4?L.T = \/\M 0 I� WP�LL LJNE: q \r f l '2A\,fz, �� r r DATE: S- ` �/00 PAGE: 2 i QGkh12�/ g LIV LA -`I 3;1- 6 (o 04, C1 UM.(0=7390'° loo ,11 = g�,'1,3 7 2-70-& e -('p8, I r n' 2 2 IC -A z VW 'S — to � 1st • °� = ' � s1$ _ v