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Unknown Permit Number (RER) Structural Calcs0 Client: 1 Project: r Address: O Job: Date: RICHARD D02ON CONSTRUCTION (760) 564-7240 y1 NICNOLSON REMODEL CITY OF LA QUINTA 48751 San Isidro BUILDING & SAFETY DEPT. La Quinta FOR OR CONSTRUCTION 99-166 DATE By________` Revised 24 S a tember 1999 h lnle,,l�� ouii.eee STRUCTURAL AND CIVIL ENGINEERING p DENISE R. POELTLER, INC. 73.661 Highway 111 • Suite G • Palm Desert, California -,,92260 TEL. (760) 779-0405 • FAX (760) 779-1317 rry ti BY ORP DATE JOB NIGI±OI.So►J q ' 73661 Highway 111 • Suite G CKD DATE ►751 �✓b�tJ 151 IBRO PG Palm Desert, California 92260 )760) 779-0405 • FAX (760)779-1317 REV, 9 29 Aq _--'-0Li10 OF PREPARED FOR: U= r LSI U, (NO 0)�_5yam 831-�?0� ho6 LI�o 5YI2 U G"(U z U L GbtiGU �,6.'i I o fJs ac'_�. GoNr I,E 5/ 13 PL-rW,O _., 141 6D 1 I4j .I2 P5� Gvt'I.s'o•. Roa.F l,o� �. L : PAF. t (-YPbD- _.._ _ .__.._.-_...._._._....2,.Z_ U NO.33446 M Exp. 6-3 2 _ Il ISG, rle.044, 2, o ci t,ivF, F .' 2o) Irof IZ PsP 73.661 Highway 111 • Suite G BY �. PP DATE 9141 JOB N (GpoLSn # 13 --L6-4, 2 Palm Desert, Califomia 92260 CKD DATE PG - (760) 779-0405 0 FAX (760) 779-1317 OF PREPARED FOR: ' 21440- 7-To0 _ W aw, na'reofL.- t 5olts INFO -- IJo i Li \/'c -t Lie s �rz. W IWP P= Ge Cj9s Z 17.4 1'S� ��Izr�IIG ' I t'IPo.R��-N � ��TaR - STa�►J.t7t�t�.D owU_F�tJ<;-!'- .. _ _ _ _ - . _ i . = 3.0 -Ca, Icloop; 5._P,s — r �>3 i Sladden Engineering neeri n 9 9 ., . 6782 Stanton Ave., Suite E, Buena Park, CA 90621 (562) 864-4121 (714) 523-0952 Fax (714) 523-1369 , 1 39-725 Garand Ln., Suite G, Palm Desert, CA 92211 (760) 772-3893 Fax (760) 772-3895 1 ' September 17; 1999 Project No. 522-9164.- 99-09-134 22-9164.99-09-134 Mr. Richard Dodson P. O. Box 171 La Quinta, California 92253 1 Project: 48-751 San Ysidro , La Quinta Country Club La Quinta, California 1 Subject: 1997 Uniform Building Code Seismic Design Criteria As requested, this memo was prepared to provide 1997 Uniform Building Code seismic design 1 criteria for use in the design of the proposed single family residence. The recently adopted 1997 Uniform Building Code contains substantial revisions and additions to the earthquake engineering section summarized in Chapter 16. New concepts included within the 1997 UBC that will 1 be relevant to the .design and construction of the proposed residential structures are summarized below. , 1 The project site is located within Seismic Zone 4 as indicated on'Figure 16-2, the corresponding Seismic Zone Factor is 0.40 in accordance with Table 16-I. The closest and most prominent fault to the project site is the San Andreas fault that is located approximately 11, kilometers ' northeast of the project site. The San Andreas fault is designated as Seismic Source Type A in accordance with Table 16-U. 1 Based upon the soils conditions observed during the field'explorations performed in conjunction with the production of the above previous Soils Engineering report, it is our opinion that Soil Profile .Type Sp (which is described as Stiff Soil Profile within Table 16-J) is the most appropriate soil profile type for this project. The remaining seismic design criteria can be determined utilizing the information. summarized above and the applicable tables within the 1997 UBC. The various seismic design factors are 1 summarized on the following page: September 17, 1999 Project No.. 522-9164 99-09-134 Near -Source Acceleration Factor - Ne = 1.0 (Table 16-S) Near -Source Velocity Factor N,, = 1.2 (Table 16=T) Seismic Coefficient - Ce = 0.44N8 :. (Table 16-0)' Seismic Coefficient C,.= 0.64N,, (Table 16-R) If you have questions regarding this letter, please contact the undersigned. Respectfully submitted, SLADDEN ENGINEERING oQ�OFESS/Q� _ Brett L. Ander on m No. C 45389 Principal Engineer Exp. 9-30-2002 Letter/pc srglF Cv%%OF C Copies: 2/Mr. Richard Dodson 1/The Flying Buttress Slodden Engineering. f � irc� buffed BY i.P DATE�q JOB 000t;,00 u 99 - lCoo 73.661 Highway 111 • Suite G CKD DATE PG _� G Palm Desert, California 92260 (760) 779-0405 0 FAX (760) 779-1317 OF PREPARED FOR: P� G• Z FZlfil. IDS$ I L I T`( ! ►��D U N GY�rNGI' , �"to R , ,O p = 2 - 2O or i t No121N .-SOUTH D11��GT�o{J i i I0 .. Q, � 23.5 �: I : ►�:8�oa" " ) J i AS _ : 4 00 ! e'4.. 01 0.20 l I i /0=1.0 .2,<D 450 0 r ! i i t 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Na Roof Rafter[ 97 UBC (91 NOS)1 StruCalc 4.06 /?>8 By: Denise R. Poeltler, THE FLYING BUTTRESS on: 08-16-1999 Project: DODSON - Location: R - 1 PATIO RAFTERS Summary: 1.50 IN x 9.25 IN x 14.0 FT (Actual 14.003 FT) 0@1 24.00 O.C. / #1 - DOUGLAS FIR -LARCH - Dry Use Section Adequate By: 7.7% Controlling Factor: Section Modulus / Depth Required 8.91 In Deflections: ' Dead Load: OLD= 0.13 IN Live Load: LLD= 0.10 -IN= U1390 Total Load: TLD= 0.24 IN = U604 ' Rafter End Loads and Reactions: Upper Live Load: LOADS: 120 PLF RXNS: 240 LB Upper Dead Load: 152 PLF 303 LB Upper Total Load: 272 PLF 543 LB Lower Live Load: 163 PLF 327 LB Lower Dead Load: 212 PLF 425 LB ' Lower Total Load: 376 PLF 751 LB Upper Equiv. Tributary Width: UTWeq= 6.001 FT Lower Equiv. Tributary Width: LTWeq= 8.168 FT ' Rafter Data: Interior Span: L= 12.0 FT Cantilever Span: CS1= 2.0 FT Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 240 Rafter Spacing: SPC= 24.00 IN O.C. Rafter Loads: Roof Live Load: LL= 20 PSF Roof Dead Load: DL= 26 PSF Rafter Pitch: RP= 0.25 :12 Rafter Unbraced Lenqth: Lu= 6.0 FT Roof Duration Factor: Cd= 0.90 Slope Adjusted Spans And Loads: Interior Span: - Ladi= 12.0 FT Cantilever Span: CS1adi= 2.0 FT ' Rafter Live Load: wL= 40 PLF Roof Loaded Area: RLA= 24 SF Roof Live Load Method: 1 Rafter Dead Load: wD= 52 PLF ' Rafter Total Load: WT= 92 PLF Properties For: #1- DOUGLAS FIR -LARCH Bendinq Stress: Fb= 1000 PSI Shear Stress: Fv= 95 PSI Modulus of Elasticity: E= 1700000 PSI ' Stress Perpendicular to Grain: Fc_perp= 625 PSI Adjusted Properties Fb' (Tension): Fb'= 970 PSI Adjustment Factors: Cd=0.90 CI=0.85 Cf=1.10 Cr=1.15 ' Fv': Fd= 86 PSI Adjustment Factors: Cd=0.90 Design Requirements: ' Maximum Moment(Interior Span): At Location(From Upper Support): Mcent= X= 1605. 5.907 FT -LB FT Moment At Cantilever: Mcant= 184 FT -LB Maximum Shear: Vmax= 567 LB Shear At Peak: ' Vpeak= 543 LB Required Cantilever Depth: D(cant)= •3.02 IN Comparisons With Required Sections: Section Modulus: Sreq= 19.9 IN3 S= 21.3 IN3 Area: Areq= 10.0 IN2 A= 13.8 IN2 Moment of Inertia: Ireq= 39.3 IN4 1= 98.9 IN4 1 �j•38 Roof Beam[ 97 UBC (91 NDS)1 StruCalc 4.06 ' By: Denise R. Poeltler, THE FLYING BUTTRESS on: 08-04-1999 Proiect: DODSON - Location: GIRDER TRUSS #1 GARAGE Summary: 5.125 IN x 24.00 IN x 31.0 FT / 24F -V4 - VISUALLY GRADED WESTERN SPS - Dry Use Section Adequate By: 76.8% Controlling Factor: Section Modulus / Depth Required 19.36 In Deflections: ' Dead Load: DLD= 0.51 IN Live Load: LLD= 0.30 IN = U1235 Total Load: TLD= 0.81 IN = U458 Reactions (Each End): ' Live Load: RL= 2387 LB Dead Load: RD= 4058 LB Total Load: RT= 6445 LB Bearing Length Regd.: BL= 1.93 IN Camber Regd.: C= 0.77 IN ' Beam Data: Span: L= 31.0 FT Maximum Unbraced Span: Lu= 2.0 FT Pitch Of Roof: RP= 4.00 :12 ' Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U '240 Camber Adjustment Factor: CAF= 1.5 X DLD Beam Loading: ' Live Load: LL= 14 PSF Roof Loaded Area: RLA= 341 SF Roof Live Load Method: 1 Side One: Roof Dead Load: DI -1 = 20 PSF v Roof Rafter Tributary Width: TW1= 8.0 FT v ' Side Two: Roof Dead Load: DL2= 20 PSF ✓ Roof Rafter Tributary Width: TW2= 3.0 FT ✓ Roof Duration Factor: Cd= 1.00 ' Slope Adiusted Lengths and Loads: Adiusted Beam Length: ' Ladi= 31.0 FT Beam Live Load W/ Slope Red'n: wL= 154 PLF Beam Self Weight: BSW= 30 PLF Beam Total Dead Load: - wD= 262 PLF Total Maximum Load: WT= 416 PLF ' Controlling Total Design Load: wTcont= 416 PLF Properties For: 24F -V4- VISUALLY GRADED WESTERN SPS Bending Stress: Fb= 2400 PSI ' Shear Stress: Modulus of Elasticity: Fv= Ex= 1800000 190 PSI PSI Ey= 1600000 PSI Stress Perpendicular to Grain: Fc.Lperp= 650 PSI Adjusted Properties: Fb' (Tension): Fb'= 2154 PSI ' Adjustment Factors: Cd=1.00 CI=0.99 Cv=0.90, FV:� Fv'= 190 "PSI Adjustment Factors: Cd=1.00 Design Requirements: Maximum Moment: M= 49948 FT -LB Shear (ad from beam end): V _ 5613 LB Comparisons With Required Sections: Section Modulus: Sreq= 278.3 IN3 S= 492.0 IN3 Area: Areq= 44.4 IN2 A= 123.0 IN2 Moment of Inertia: Ireq= 3096.8 IN4 ' 1= 5904.0 IN4 Roof Beam( 97 UBC (91 NDS) ) StruCalc 4.06 By: Denise R. Poeltler, THE FLYING BUTTRESS on: 08-041999 Project: DODSON - Location: GIRDER TRUSS #2 LIVING ROOM Summary: 5.125 IN x 18.00 IN x 20.0 FT / 24F-V4 - VISUALLY GRADED WESTERN SPS - Dry Use Section Adequate By: 27.5% Controlling Factor: Section Modulus / Depth Required 15.94 In Deflections: ' Dead Load: DLD= 0.41 IN Live Load: LLD= 0.26 IN = U918 Total Load: TLD= 0.67 IN = U357 Reactions (Each End): Live Load: RL= 3255 LB Dead Load: RD= 5126 LB Total Load: RT= 8381 LB Bearing Length Reqd.: BL= 2.52 IN Camber Regd.: C= 0.62 IN ' Beam Data: Span: L= 20.0 FT Maximum Unbraced Span: Lu= 2.0 FT Pitch Of Roof: RP= 4.00 :12 Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 240 Camber Adjustment Factor: _ CAF= 1.5 X DLD Beam Loading: Live Load: LL= 14 PSF Roof Loaded Area: RLA= 465 SF Roof Live Load Method: 1 Side One: Roof Dead Load: DLI= 20 PSF Roof Rafter Tributary Width: TW1= 19.25 FT Side Two: Roof Dead Load: DL2= 20 PSF- Roof Rafter Tributary Width: TW2= 4.0 FT v Roof Duration Factor: Cd= 1.00 ' Slope Adjusted Lengths and Loads: Adjusted Beam Length: Ladj= 20.0 FT Beam Live Load W/ Slope Red'n: wL= 326 PLF Beam Self Weight: BSW= 22 PLF Beam Total Dead Load: wD= 513 PLF Total Maximum Load: wT= 838 PLF Controlling Total Design Load: wTcont= 838 PLF Properties For: 24F-V4 VISUALLY GRADED WESTERN SPS Bending Stress: Fb= 2400 PSI Shear Stress: Modulus of Elasticity: Fv= Ex= 1800000 190 PSI PSI Ey= 1600000 PSI Stress Perpendicular to Grain: Fc�erp= 650 PSI Adjusted Properties: Fb' (Tension): Fb'= 2316 PSI ' Adjustment Factors: Cd=1.00 CI=1.00 Cv=0.96 F�: Fv'= 190 PSI Adjustment Factors: Cd=1.00 Design Requirements: ' Maximum Moment: M= 41904 FT-LB Shear Ncb- d from beam end): V= 7124 LB Comparisons With Required Sections: - Section Modulus: Sreq= 217.2 1N3 ' S= 276.7 IN3 Area: Areq= 56.3 IN2 A= 92.2 IN2 Moment of Inertia: Ireq= 1676.2 IN4 ' l= 2490.7 IN4 1 - 4 1 Roof Beam[ 97 UBC (91 NDS)1 StruCalc 4.06 By: Denise R. Poeltler, THE FLYING BUTTRESS on: 08-04-1999 t Project: DODSON - Location: B - 1 GARAGE (GLB)' Summary: 5.125 IN x 12.00 IN x 17.0 FT / 24F -V4 - VISUALLY GRADED WESTERN SPS - Dry Use Section Adequate By: 270.5% Controlling Factor: Moment of Inertia / Depth Required 7.76 In Deflections: ' Dead Load: DLD= 0.16 Live Load: LLD= 0.07 Total Load: TLD= 0.23 Reactions (Each End): _ ' Live Load: RL= 408 Dead Load: RD= 971 Total Load: RT= 1379 Bearinq Lenqth Reqd.: BL= 0.41 Camber Reqd.: C= 0.24 Beam Data: Span: L= 17.0 Maximum Unbraced Span: Lu= 2.0 Pitch Of Roof: RP= 4.00 ' Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 240 Camber Adjustment Factor: CAF= 1.5 Beam Loadinq: Live Load: LL= 16 Roof Loaded Area: RLA= 51 Roof Live Load Method: 1 Side One: Roof Dead Load: DL1= 20 Roof Rafter Tributary Width: TW1= 1.5 ' Side Two: Roof Dead Load: DL2= 20 Roof Rafter Tributary Width: TW2= 1.5 Roof Duration Factor: Cd= 0.90 ' Wall Load: Slope Adjusted Lenqths and Loads: WALL= 36 Adjusted Beam Length: Ladi= 17.0 Beam Live Load W/ Slope Red'n: wL= 48 Beam Self Weiqht: BSW= 15 Beam Total Dead Load: wD= 114 ' Total Maximum Load: WT= 162 Controllinq Total Desiqn Load: wTcont= 162 Properties For: 24F -V4- VISUALLY GRADED WESTERN SPS Bendinq Stress: Fb= 2400 ' Shear Stress: Fv= 190 Modulus of Elasticity: Ex= 1800000 Ey= 1600000 Stress Perpendicular to Grain: Fc_perp= 650 Adjusted Properties: Fb' (Tension): Fb'= 2154 Adjustment Factors: Cd --0.90 CI=1.00 Fd: FV= 171 Adjustment Factors: Cd=0.90 Design Requirements: Maximum Moment: M= 5859 Shear (0 d from beam end): V= 1216 Comparisons With Required Sections: ' Section Modulus: Sreq= 32.7 S= 123:0 Area: Areq= 10.7 A= 61.5 Moment of Inertia: Ireq= 199.3 ' 1= 738.0 x5b IN IN = U3004 IN = U889 LB LB LB IN IN FT FT :12 X DLD PSF $F PSF FT PSF FT „ PLF FT PLF PLF PLF PLF PLF PSI PSI PSI PSI PSI PSI PSI FT -LB LB IN3 IN3 IN2 IN2 IN4 IN4 l 1 a Roof Beamj' 97 UBC (91 NDS)1 StruCalc 4.06 1 By: Denise R. Poeltler, THE FLYING BUTTRESS on: 08-04-1999 Project: DODSON - Location: B - 1 GARAGE (DFL) Summary: 5.50 IN x 11.50 IN x 17.0 FT / #1 - DOUGLAS FIR -LARCH - Dry Use Section Adequate By: 108.6% Controlling Factor: Section Modulus / Depth Required 7.96 In Deflections: 1 Dead Load: DLD= 0.19 IN Live Load: LLD= 0.08 IN = U2522 Total Load: TLD= 0.27 IN = U745 Reactions (Each End): Live Load: RL= 408 LB Dead Load: RD= 974 LB Total Load: RT= 1382 LB Bearing Length Regd.: BL= 0.40 IN Beam Data: 1 Span: L= 17.0 FT Maximum Unbraced Span: Lu= 2.0 FT Pitch Of Roof: RP= 4.00 :12 Live Load Deflect. Criteria: U 360 1 Total Load Deflect. Criteria: U 240 Beam Loading: Live Load: LL= 16 PSF Roof Loaded Area: RLA= 51 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: DL2= 20 PSF Roof Rafter Tributary Width: TW2= 1.5 FT 1 Roof Duration Factor: Cd= 0.90 Wall Load: WALL= 36 PLF Slope Adjusted Lengths and Loads: 1 Adjusted Beam Length: Beam Live Load W/ Slope Red'n: Ladi= wL= 17.0 48 FT PLF Beam Self Weight: BSW= 15 PLF Beam Total Dead Load: wD= 115 PLF Total Maximum Load: WT= 163 PLF Controlling Total Design Load: wTcont= 163 PLF 1 Properties For: #1- DOUGLAS FIR -LARCH Bending Stress: Fb= 1350 PSI Shear Stress: Fv= - 85 PSI Modulus of Elasticity: E= 1600000 PSI 1 Stress Perpendicular to Grain: Fc_perp= 625 PSI Adjusted Properties: Fb' (Tension): Fb'= 1213 PSI Adjustment Factors: Cd=0.90 CI=1.00 Cf=1.00 FV: Fd= 77 PSI Adjustment Factors: Cd=0.90 Design Requirements' Mabmum Moment: M= 5875 FT -LB Shear ((d_1 d from beam end): V= 1226 LB 1 Comparisons With Required Sections: Section Modulus: Sreq= 58.2 IN3 S= 121.2 IN3 Area: Areq= 24.1 IN2 A= 63.2 IN2 1 Moment of Inertia: Ireq= 224.8 IN4 1= 697.0 IN4 i 1 l�� 1 Roof Beam( 97 UBC (91 NDS) ) StruCalc 4.06 BY: Denise R. Poeltler, THE FLYING BUTTRESS on: 08-041999 Project: DODSON - Location: B - 2 GARAGE Summary: 5.50 IN x 13.50 IN x 17.0 FT / #1 - DOUGLAS FIR -LARCH - Dry Use Section Adequate By: 107.8% Controlling Factor: Section Modulus / Depth Required 9.37 In Deflections: Dead Load: DLD= 0.14 Live Load: LLD= 0.09 Total Load: TLD= 0.23 Reactions (Each End): Live Load: RL= 748 Dead Load: RD= 1139 Total Load:. RT= 1887 Bearing Length Regd.: BL= 0.55 Beam Data: Span: L= 17.0 Maximum Unbraced Span: Lu= 2.0 Pito Of Roof: RP= 4.00 Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 240 Beam Loading: Live Load: LL= 16 Roof Loaded Area: RLA= 94 Roof Live Load Method: 1 Side One: Roof Dead Load: DL1= 20 Roof Rafter Tributary Width: TW1= 4.0 Side Two: Roof Dead Load: DL2= 20 Roof Rafter Tributary Width: TW2= 1.5 Roof Duration Factor: Cd= 0.90 Slope Adjusted Lengths and Loads: Adjusted Beam Length: Ladi= 17.0 Beam Live Load W/ Slope Red'n: wL= 88 Beam Self Weight: BSW= 18 Beam Total Dead Load: wD= 134 Total Ma)amum Load: WT= 222 Controlling Total Design Load: wTcont= 222 Properties For: #1- DOUGLAS FIR -LARCH Bending Stress: Fb= 1350 Shear Stress: Fv= 85 Modulus of Elasticity: E= 1600000 Stress Perpendicular to Grain: Fc_perp= 625 Adjusted Properties: Fb' (Tension): Fb'= 1197 Adjustment Factors: Cd=0.90 CI=1.00 Cf=0.99 FV: FV'= 1 77 Adjustment Factors: Cd=0.90 Design Requirements: Maximum Moment: M= 8020 Shear ((ca d from beam end): V= 1637 Comparisons With Required Sections: Section Modulus: Sreq= 80.5 S= 167.0 Area: Areq= 32.2 F A= 74.2 Moment of Inertia: Ireq= 306.8 1= 1127.6 IN IN = U2226 IN = U882 LB LB LB IN FT FT :12 v PSF SF PSF FT PSF v FT FT PLF PLF PLF PLF PLF PSI PSI PSI PSI PSI PSI FT -LB LB IN3 IN3 IN2 IN2 IN4 IN4 1 III to Roof Beam( 97 UBC (91 NDS) 1 StruCalc 4.06 By: Denise R. Poeltler, THE FLYING BUTTRESS on: 08-041999 Proiect: DODSON - Location: B - 3 GARAGE Summary: 5.50 IN x 11.50 IN x 8.5 FT / #1 - DOUGLAS FIR -LARCH - Dry Use Section Adequate By: 440.9% Controlling Factor: Area / Depth Required 4.20 In Deflections: Dead Load: DLD=" 0.01 IN Live Load: LLD= 0.01 IN = U17296 Total Load: TLD= 0.02 IN = U5347 Reactions (Each End): Live Load: RL= 238 LB Dead Load: RD= 532 LB Total Load: RT= 770 LB Bearing Length Reqd.: BL= 0.22 IN Beam Data: Span: L= 8.5 FT ✓ Maximum Unbraced Span: Lu= 2.0 FT Pitch Of Roof: RP= 4.00 :12 Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 240 Beam Loading: Live Load: LL= 16 PSF Roof Loaded Area: RLA= 30 SF Roof Live Load Method: 1 Side One: Roof Dead Load: DLI= 20 PSF Roof Rafter Tributary Width: TW1= 2.0 FT v Side Two: Roof Dead Load: DL2= 20 PSF v Roof Rafter Tributary Width: TW2= 1.5 FT Roof Duration Factor: Cd= 0.90 Wall Load: WALL= 36 PLF Slope Adiusted Lengths and Loads: Adjusted Beam Length: Ladi= 8.5 FT 'Beam Live Load W/ Slope Red'n: wL= 56 PLF Beam Self Weight: BSW= 15 PLF Beam Total Dead Load: wD= 125 PLF Total Maximum Load: WT= 181 PLF Controlling Total Design Load: wTcont= 181 PLF Properties For: #1- DOUGLAS FIR -LARCH Bending Stress: Fb= 1350 PSI Shear Stress: Fv= 85 PSI Modulus of Elasticity: E= 1600000 PSI Stress Perpendicular to Grain: Fc_perp= 625 PSI Adjusted Properties: Fb' (Tension): Fb'= 1213 PSI Adjustment Factors: Cd --0.90 CI=1.00 Cf=1.00 FV: Fv = 77 PSI Adjustment Factors: Cd=0.90 Design Requirements: Maximum Moment: M= 1636 FT -LB Shear (0, d from beam end): V= 596 LB Comparisons With Required Sections: Section Modulus: Sreq= 16.2 IN3 S= 121.2 IN3 Area: Areq= 11.7 I N2 A= 63.2 IN2 Moment of Inertia: Ireq= 31.3 IN4 1= 697.0 IN4 Roof Beam[ 97 UBC (91 NDS) ) StruCalc 4.06 ys6 By: Denise R. Poeltler, THE FLYING BUTTRESS on: 08-04-1999 ' Proiect: DODSON - Location: B - 4 GARAGE Summary: 5.50 IN x 7.50 IN x 8.5 FT / #1 - DOUGLAS FIR -LARCH - Dry Use Section Adequate By: 164.1% Controlling Factor: Section Modulus / Depth Required 4.61 In Deflections: ' Dead Load: DLD= 0.05 IN Live Load: LLD= 0.02 IN = U4198 Total Load: TLD= 0.07 IN = U1382 Reactions (Each End): Live Load: RL= 272 LB Dead Load: RD= 554 LB Total Load: RT= 826 LB Bearing Length Regd.: BL= 0.24 IN Beam Data: ' Span: L= 8.5 FT Maximum Unbraced Span: Lu= 2.0 FT Pitch Of Roof: RP= 4.00 : 12 ✓ Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 240 Beam Loading: Live Load: LL= 16 PSF Roof Loaded Area: RLA= 34 SF Roof Live Load Method: 1 ' Side One: Roof Dead Load: DL1= 20 PSF Roof Rafter Tributary Width: TW1= 2.0 FT Side Two: Roof Dead Load: DL2= 20 PSF Roof Rafter Tributary Width: TW2= 2.0 FT ' Roof Duration Factor: Cd= 0.90 Wall Load: WALL= 36 PLF Slope Adiusted Lengths and Loads: Adjusted Beam Length: Ladi= 8.5 FT ' Beam Live Load W/ Slope Red'n: wL= 64 PLF Beam Self Weight: BSW= 10 PLF Beam Total. Dead Load: wD= 130 PLF Total Maximum Load: WT= 194 PLF Controlling Total Design Load: wTcont= 194 PLF ' Properties For: #1- DOUGLAS FIR -LARCH Bending Stress: Fb= 1200 PSI Shear Stress: Fv= 85 PSI ' Modulus of Elasticity: Stress Perpendicular to Grain: E= 1600000 Fc_perp= 625 PSI PSI Adjusted Properties: Fb' (Tension): Fb'= 1079 PSI Adjustment Factors: Cd=0.90 CI=1.00 Cf --1.00 FV: Fel= 77 PSI ' Adjustment Factors: Cd=0.90 Design Requirements: Maximum Moment: M= 1755 FT -LB Shear (0) d from beam end): V= 705 LB ' Comparisons With Required Sections: Section Modulus: Sreq= 19.6 IN3 S- 51.5 IN3 Area: Areq= 13.9 1 N A= 41.2 IN2 Moment of Inertia: Ireq= 33.6 IN4 1= 193.3 IN4 1 11 1 �jRoof Beam[ 97 UBC (91 NDS)) StruCalc 4.06 3g By: Denise R. Poeltler, THE FLYING BUTTRESS on: 08-041999 Project: DODSON - Location: B - 5 Summary: 5.50 IN x 5.50 IN x 3.0 FT / #1 - DOUGLAS FIR -LARCH - Dry Use Section Adequate By: 55.6% Controlling Factor: Area / Depth Required 3.97 In Deflections: Dead Load: DLD= 0.01 IN Live Load: LLD= 0.01 IN = U6148 Total Load: TLD= 0.01 IN = U2532 Reactions (Each End): Live Load: RL= 588 LB Dead Load: RD= 840 LB Total Load: RT= 1428 LB Bearing Length Regd.: BL= 0.42 IN Beam Data: Span: L= 3.0 FT Maximum Unbraced Span: Lu= 2.0 FT Pitch Of Roof: RP= 4.00 :12 Live Load Deflect. Criteria L/ 360 Total Load Deflect. Criteria: U 240 Beam Loading: Live Load: LL= 16 PSF Roof Loaded Area: RLA= 74 SF Roof Live Load Method: 1 Side One: Roof Dead Load: DL1= 20 PSF Roof Rafter Tributary Width: TW1= 8.0 FT Side Two: Roof Dead Load: DL2= 20 PSF v Roof Rafter Tributary Width: TW2= 16.5 FT v Roof Duration Factor. Cd= 0.90 Wall Load: WALL= 36 PLF v Slope Adjusted Lengths and Loads: Adjusted Beam Length: Ladi= 3.0 FT Beam Live Load W/ Slope Red'n: wL= 392 PLF Beam Self Weight: BSW= 7 PLF Beam Total Dead Load: wD= 560 PLF Total Maximum Load: WT= 952 PLF Controlling Total Design Load: wTcont= 952 PLF Properties For: #1- DOUGLAS FIR -LARCH Bending Stress: Fb= 1200 PSI Shear Stress: Fv= 85 PSI Modulus of Elasticity: E= 1600000 PSI Stress Perpendicular to Grain: Fc_erp= 625 PSI Adjusted Properties: Fb' (Tension): fb'= 1079 PSI Adjustment' Factors:.Cd=0.90 CI=1.00 Cf --1.00 FW': FV= 77 PSI Adjustment Factors: Cd=0.90 Design Requirements: Maximum Moment: M= 1071 FT -LB Shear MD. d from beam end): V= 992 LB Comparisons With Required Sections: Section Modulus: Sreq= 12.0 IN3 S= 27.7 IN3 Area: Areq= 19.5 IN2 A= 30.2 IN2 Moment of Inertia: Irecr 7.3 IN4 1= 76.2 IN4 i3 Roof Beam( 97 UBC (91 NDS)1 StruCalc 4.06 �e) By: Denise R. Poeltler, THE FLYING BUTTRESS on: 08-04-1999 ' Project: DODSON - Location: B - 6 Summary: 5.50 IN x 5.50 IN x 6.5 FT / #1 - DOUGLAS FIR -LARCH - Dry Use Section Adequate By: 40.5% Controlling Factor: Section Modulus / Depth Required 4.64 In Deflections: ' Dead Load: DLD= 0.09 IN Live Load: LLD= 0.02 IN = U3702 Total Load: TLD= 0.11 IN = U706 Reactions (Each End): ' Live Load: RL= 208 LB Dead Load: RD= 883 LB Total Load: RT= 1091 LB Bearing Length Regd.: BL= 0.32 IN Beam Data: ' Span: L= 6.5 FT Mabmum Unbraced Span: Lu= 6.5 FT ` Pitch Of Roof: RP= 4.00 :12 , Live Load Deflect. Criteria: U 360 ' Total Load Deflect. Criteria: U 240 Beam Loading: Live Load: LL= 16 PSF Roof Loaded Area: RLA= 26 SF ' Roof Live Load Method: 1 . Side One: Roof Dead Load: DL1= 20 PSF Roof Rafter Tributary Width: TW1= 2.0 FT Side Two: Roof Dead Load: DL2= 20 PSF Roof Rafter Tributary Width: TW2= 2.0 FT Roof Duration Factor: Cd= 0.90 Wall Load: WALL= 180 PLF Slope Adjusted Lengths and Loads: ' Adjusted Beam Length: Beam Live Load W/ Slope Red'n: Ladj= wL= 6.5 64 FT PLF Beam Self Weight: BSW= 7 PLF Beam Total Dead Load: wD= 272 PLF Total Mabmum Load: WT= 336 PLF Controlling Total Design Load: wTcont= 336 PLF ' Properties For: #1- DOUGLAS FIR -LARCH Bending Stress: Fb= 1200 PSI Shear Stress: Fv= 85 PSI Modulus of Elasticity: E= 1600000 PSI ' Stress Perpendicular to Grain: fc_perp= 625 PSI Adjusted Properties: Fb' (Tension): Fb'= 1078 PSI Adjustment Factors: Cd=0.90 C1=1.00 Cf=1.00, Fv': Fd= 77 PSI ' Adjustment Factors: Cd=0.90 Design Requirements: Maximum Moment: M= 1773 FT -LB Shear ((l, d from beam end): V= _ 937 LB ' Comparisons With Required Sections: Section Modulus: Sreq= 19.8 IN3 S= 27.7 IN3 Area: Areq= 18.4 IN2 A= 30.2 IN2 ' Moment of Inertia: Ireq= 26.0 IN4 1= 76.2 IN4 Roof Beaml 97 UBC (91 NDS)1 StruCalc 4.06 By: Denise R. Poeltler, THE FLYING BUTTRESS on: 08-041999 ' Project: DODSON - Location: B - 7 BEDROOM #3 Summary: 5.50 IN x 11.501N x 8.5 FT / #1 - DOUGLAS FIR -LARCH - Dry Use Section Adequate By: 20.8% Controlling Factor: Area / Depth Required 9.91 In ' Deflections: Dead Load: DLD= 0.05 IN Live Load: LLD= 0.03 IN = U2953 Total Load: TLD= 0.09 IN = U1193 Reactions (Each End): ' Live Load: RL= 1394 LB Dead Load: RD= 2055 LB Total Load: RT= 3449 LB Bearing Length Regd.: BL= 1.00 IN ' Beam Data: Span: L= 8.5 FT Maximum Unbraced Span: Lu= 2.0 FT Pitch Of Roof: RP= 4.00 :12 ' Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 240 Beam Loading: Live Load: LL= 16 PSF Roof Loaded Area: RLA= 174, SF ' Roof Live Load Method: 1 Side One: Roof Dead Load: DLI= 20 PSF Roof Rafter Tributary Width: TW1= 18.5 FT Side Two: Roof Dead Load: DL2= 20 PSF Roof Rafter Tributary Width: TW2= 2.0 FT ' Roof Duration Factor: Cd= 0.90 Wall Load: WALL= 36 PLF v Slope Adjusted Lengths and Loads: Adjusted Beam Length: Ladi= 8.5 FT ' Beam Live Load W/ Slope Red'n: wL= 328 PLF Beam Self Weight: BSW= 15 PLF Beam Total Dead Load: wD= 484 PLF Total Mapmum Load: WT= 812 PLF ' Controlling Total Design Load: wTcont= 812 PLF Properties For: #1- DOUGLAS FIR -LARCH Bending Stress: Fb= 1350 PSI Shear Stress: Fv= 85 PSI ' Modulus of Elasticity: E= 1600000 PSI Stress Perpendicular to Grain: Fc_perp= 625 PSI Adjusted Properties: Fb' (Tension): Fb'= 1213 PSI Adjustment Factors: Cd=0.90 CI=1.00 Cf --1.00 FV: FV= 77 PSI Adjustment Factors: Cd=0.90 Design Requirements: Maximum Moment: M= 7329 FT -LB Shear (p_ d from beam end): V= 2671 LB ' Comparisons With Required Sections: Section Modulus: Sreq= 72.6 IN3 S= 121.2 IN3 Area: Areq= 52.4 IN2 ' A= 63.2 IN2 Moment of Inertia: Ireq= 140.2 IN4 1= 697.0 IN4 1 Roof Beam( 97 UBC (91 NDS)1 StruCalc 4.06 / 3� By: Denise R. Poeltler, THE FLYING BUTTRESS on: 08-04-1999 ' Project: DODSON - Location: B - 8 BREAKFAST AREA Summary: 5.50 IN x 11.50 IN x 6.5 FT / #1 - DOUGLAS FIR -LARCH - Dry Use Section Adequate By: 36.1% Controlling Factor: Area / Depth Required 9.17 In Deflections: Dead Load: DLO= 0.02 IN Live Load: LLD= 0.02 IN = U5108 Total Load: TLD= 0.04 IN = U2095 Reactions (Each End): ' Live Load: RL= 1378 LB Dead Load: RD= 1983 LB Total Load: RT= 3361 LB Bearing Length Regd.: BLF 0.98 IN Beam Data: ' Span: L= 6.5 FT V Maximum Unbraced Span: Lu= 2.0 FT Pitch Of Roof: RP= 4.00 :12 Load Deflect. Criteria: U 360 'Live Total Load Deflect. Criteria: U 240 Beam Loadinq: Live Load: LL= 16 PSF Roof Loaded Area: RLA= 172. SF Roof Live Load Method: 1 ' Side One: Roof Dead Load: DLI= 20 PSF Roof Rafter Tributary Width: TW1= 24.5 FT Side.Two: Roof Dead Load: DL2= 20 PSF„ Roof Rafter Tributary Width: TW2= 2.0 FT ' Roof Duration Factor: Cd= 0.90 Wall Load: WALL= 36 PLF Slope Adjusted Lengths and Loads: Adjusted Beam Length: Ladi= 6.5 FT Beam Live Load W/ Slope Red'n: wL= 424 PLF Beam Self Weight: BSW= 15 PLF Beam Total Dead Load: wD= 610 PLF Total Maximum Load: WT = 1034. PLF Controlling Total Design Load: wTcont= 1034 PLF ' Properties For: #1- DOUGLAS FIR -LARCH Bending Stress: Fb= 1350 PSI Shear Stress Fv= 85 PSI ' Modulus of Elasticity: Stress Perpendicular to Grain: E= 1600000 Fc_jperp= 625 PSI PSI Adjusted Properties: Fb (Tension): F b'= 1213 PSI Adjustment Factors: Cd=0:90 CI=1.00 Cf=1.00 Fv': - FV= 77 PSI ' Adjustment Factors: Cd=0.90 Design Requirements: Maximum Moment: M= 5461 FT -LB Shear ((a) d from beam end): V= 2370 LB ' Comparisons With Required Sections: Section Modulus: Sreq= 54.1 IN3 S= 121.2 IN3 Area: Areq= 46.5 IN2 A= 63.2 IN2 ' Moment of Inertia: Ireq= 79.9 IN4 1= 697.0 IN4 1 I� Roof Beam( 97 UBC (91 NDS)1 StruCalc 4.06 /3g By: Denise R. Poeltler, THE FLYING BUTTRESS on: 08-041999 ' Project: DODSON - Location: B - 9 Summarv: 5.50 IN x 7.50 IN x 8.5 FT / #1 - DOUGLAS FIR -LARCH - Dry Use Section Adequate By: 131.3% Controlling Factor: Section Modulus /Depth Required 4.93 In ' Deflections: Dead Load: DLD= 0.06 IN Live Load: LLD= 0.02 IN = U4198 Total Load: TLD= 0.08 IN = U1211 ' Reactions (Each End): Live Load: RL= 272 LB Dead Load: RD= 671 LB Total Load: RT= 943 LB Bearing Length Reqd.: BL= 0.27 IN Beam Data: Span: L= 8.5 FT Maximum Unbraced Span: Lu= 2.0 FT Pitch Of Roof: RP= 4.00 :12 ' Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 240 Beam Loading: Live Load: LL= 16 PSF Roof Loaded Area: RLA= 34 SF ' Roof Live Load Method: 1 Side One: Roof Dead Load: DLI = 20 PSF Roof Rafter Tributary Width: TW1= 2.0 FT Side Two: Roof Dead Load: DL2= 16 PSF ' Roof Rafter Tributary Width: TW2= 2.0 FT Roof Duration Factor: Cd= 0.90 Wall Load: WALL= 72 PLF Slope Adjusted Lengths and Loads: Adjusted Beam Length: Ladi= 8.5 FT ' Beam Live Load W/ Slope Red'n: wL= 64 PLF Beam Self Weight: BSW= 10 PLF Beam Total Dead Load: WD= • 158 PLF Total Ma)amum Load: ' wT= 222 PLF ' Controlling Total Design Load: wTcont= 222 PLF Properties For: #1- DOUGLAS FIR -LARCH Bending Stress: Fb= 1200 PSI Shear Stress: Fv= 85 PSI Modulus of Elasticitv: - E= 1600000 PSI ' Stress Perpendicular to Grain: Fc_perp= 625 PSI Adjusted Properties: Fb' (Tension): Fb'= 1079 PSI Adjustment Factors: Cd=0.90 CI=1.00 Cf --1.00 ' Fv'; FJ= 77 PSI Adjustment Factors: Cd=0.90 Design Requirements: Maximum Moment: M= 2004 FT -LB ' Shear (R d from beam end): V= 804 LB Comparisons With Required Sections: Section Modulus: _ . Sreq= 22.3 IN3 S= 51.5 IN3 Area: Areq= 15.8 IN2 - A= 41.2 IN2 Moment of Inertia: Ireq 38.4 IN4 1= 193.3 IN4 1 17/38 Cantilever Roof Beam[ 97 UBC (91 NDS)1 StruCalc 4.06 By: Denise R. Poeltler, THE FLYING BUTTRESS on: 09-24-1999 Project: DODSON - Location: B - 10 PATIO CANTILEVER Summary: 5.125 IN x 18.00 IN x 30.5 FT / 24F -V8 - VISUALLY GRADED WESTERN SPS - Dry Use Section Adequate By: 40.6% Controlling Factor: Moment of Inertia / Depth Required 16.07 In Deflections: Cant Tip 1 Live Load: �2 ` ����-- � LLD1= 0.35 IN Cant Tip 1 Total Load: TLD1= 0.68 IN Interior Span Live Load: LLD= 0.08 IN = U2724 Interior Span Total Load: TLD= 0.11 IN = U2171 End Reactions: Left End Total Load Reactions: R1max= 8775 LB R1min= 0 LB Right End Total Load Reactions: R2max= 2603 LB R2min= 0 LB Dead Load Uplift F.S.: FS= 1.5 Bearing Lenqth Bearinq Lenqth Reqd.: BL1= 2.63 IN Bearing Length Reqd.: BL2= 0.78 IN Beam Data: Span: L= 19.0 FT Maximum Unbraced Span: Lu= 2.0 FT Pitch Of Roof: RP= 0.25 : 12 Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 240 Beam Loadinq: Live Load: LL= 16 PSF Dead Load: DL= 26 PSF Beam Self Weiqht: BSW= 22 PLF Roof Loaded Area: RLA= 244 SF Live Load Method: 1 Cantilever End One: End Span: CSI= 11.5 FT Tributary Width: TW1= 8.0 FT Interior Span: Tributary Width: TW= 8.0 FT Beam Uniform Loadinq Summary: End One: Dead Load: wD1= 230 PLF End One: Live Load: wL1= 128 PLF Interior Span: Dead Load: wD= 230 PLF Interior Span: Live Load: wL= 128 PLF Properties For: 24F -V8- VISUALLY GRADED WESTERN SPS Bendinq Stress: Fb= 2400 PSI Shear Stress: Fv= 190 PSI Modulus of Elasticity: Ex= 1800000 PSI Ev= 1600000 PSI Stress Perpendicular to Grain: Fc perp= 650 PSI Bendinq Stress of Comp. Face in Tension: Fb_cpr= 2400 PSI Adjusted Properties Fb' (Tension): Fb'= 2152 PSI Adjustment Factors: Cd=0.90 CI=1.00 Fb' (Compression Face in Tension [End 11): Fb'1= 2061 PSI Adjustment Factors: Cd=0.90 CI=0.97 Cv=0.97 FV: Fv'= 171 PSI Adjustment Factors: Cd=0.90 Design Requirements: Maximum Moment: M= -23704 FT -LB Over Left Support (End 1) Critical M created by combining all dead loads and w1 live loads. Maximum Shear: V= 4653 LB At Interior Span Edqe of Left Support (End 1) Critical V created by combining all dead loads and w and w1 live loads. Comparisons With Required Sections: Section Modulus: Sreq= 138.0 IN3 S= 276.7 IN3 Area: Areq= 40:9 IN2 A= 92.2 I N2 Moment of Inertia: Ireq= 1771.2 IN4 1= 2490.7 IN4 B - 10 PATIO CANTTt9V8k OVER-ALL LENGTH: 30.50 RCTS"AT:" 11.50 21.00 30.50 APPLIED LOADS (DOWN +) 357 UNIF LOAD #/LF REACTIONS (UP LEFT: 8483.4 KID: 512.02 RIGHT: '1893.0 USE 24F GLM 5.125X 18.0 A= 92.250 S= 276.750 I.= 2496.750 FV=165. E=1800,000. DF= .90 CRIT SHEAR 3842. AT 13.00. 1-.5*V/(A*FV*DF) .42' LFT CANT MAX MOM 23607. FT.LBS AT 11.50 FB=2294. M/(FB*S*DF)= ..50 DEFL= -.56 AT .00 L/240.=' .57 LFT SPAN MAX MOM = 23607. FT.LBS AT 11.50. FB=2294. M/(FB*S*DF)= .50 DEFL= .04 AT 15.08' L/360.= .32 RGT SPAN MAX MOM 5019., FT.LBS AT 25.20 FB=2294. M/(FB*8*DF)= .11 DEFL= -.02 AT 25.58 L/360..= .32 557 PL,( - 9.51 Roof Beam[ 97 UBC (91 'NDS)1 StruCalc 4.06 gj By: Denise R. Poeltler, THE FLYING BUTTRESS on: 08-04-1999 ' Project: DODSON - Location: B - 11' Summary: 5.50 IN x 13.50 IN x 7.5 FT / #1 - DOUGLAS FIR -LARCH - Dry Use Section Adequate By: 29.9% Controlling Factor: Area/ Depth Required 11.16 In Deflections: ' Dead Load: DLD= 0.02 IN Live Load: LLD= 0.02 IN = U4472 Total Load: TLD= 0.04 IN = U2055 Reactions (Each End): ' Live Load: RL= 1913 LB Dead Load: RD= 2251 LB Total Load: RT= 4163 LB Bearing Length Regd.: BL= 1.21 IN Beam Data: Span: L= 7.5 FT Ma)amum Unbraced Span: Lu= 2.0 FT Pitch Of Roof: RP= 0.25 :12 Live Load Deflect. Criteria: U .360 ' Total Load Deflect. Criteria: U 240 Beam Loading: Live Load: LL= 20 PSF Roof Loaded Area: RLA= 191 SF Roof Live Load Method: 1 ' Side One: Roof Dead Load: DL1= 20 PSF Roof Rafter Tributary Width: TW1= 19.5 FT v Side Two: Roof Dead Load: DL2= 26 PSF/ Roof Rafter Tributary Width: TW2= 6.0 FT v Roof Duration Factor: Cd= 0.90 Wall Load: WALL= 36 PLF V Slope Adjusted Lengths and Loads: ' Adjusted Beam Length: Beam Live Load W/ Slope Red'n: Ladi= wL= 7.5 510 FT PLF Beam Self Weight: BSW= 18 PLF Beam Total Dead Load: wD= 600 PLF Total Maximum Load: wT= 1110 PLF Controlling Total Design Load: wTcont= 1110 PLF Properties For: #1- DOUGLAS FIR -LARCH Bending Stress: Fb= 1350 PSI Shear Stress: _ Fv= 85 PSI ' Modulus of Elasticity: Stress Perpendicular to Grain: E= 1600000 Fc_perp= 625 PSI PSI Adjusted Properties: Fb' (Tension): Fb'= 1197 PSI Adjustment Factors: Cd=0.90 CI=1.00 Cf=0.99 Fv': Fv'= 77 PSI ' Adjustment Factors: Cd=0.90 Design Requirements: Maximum Moment: M= 7806 FT -LB Shear (04 d from beam end): V= 2914 LB ' Comparisons With Required Sections: Section Modulus: Sreq= 78.3 IN3 S= 167.0 IN3 Area: Areq= 57.2 IN2 A= 74.2 IN2 ' Moment of Inertia: ireq= 131:8 IN4 1= 1127.6 IN4 1 IN IN = U13014: IN = U20069 LB LB LB IN FT v FT 12 PSF SF PSF FT PSF FT PLF✓ FT PLF PLF PLF PLF PLF PSI PSI PSI PSI PSI PSI FT -LB LB I N3 IN3 IN2 IN2 IN4 IN4 Roof Beam[ 97 UBC (91 NDS)1 StruCalc 4.06 By: Denise R. Poeltler, THE FLYING BUTTRESS on: 08-04-1999 ' Project: DODSON - Location: B - 12 Summary: 5.50 IN x 5.50 IN x 2.5 FT / #1 - DOUGLAS FIR -LARCH - Dry Use Section Adequate By: 839.1% Controlling Factor: Area/ Depth Required 1.40 In Deflections: ' Dead Load: DLD= 0.00 Live Load: LLD= 0.00 Total Load: TLD=" 0.00 Reactions (Each End): ' Live Load: RL= -40 Dead Load: RD= 219 Total Load: RT= 259 Bearing Length Reqd.: BL= 0.08 Beam Data: ' Span: L= 2.5 Maximum Unbraced Span: Lu= 2.0 Pitch Of Roof: RP= 4.00 Live Load Deflect. Criteria U 360 ' Total Load Deflect. Criteria: U 240 Beam Loading: Live Load: LL= 16 ' .Roof Loaded Area: Roof Live Load Method: 1 RLA= 5 Side One: Roof Dead Load: DL1= 20 Roof Rafter Tributary Width: TW1= 2.0 Side Two: Roof Dead Load: DL2= 0 Roof Rafter Tributary Width: TW2= 0.0 ' Roof Duration Factor: Cd= 0.90 Wall Load: WALL= 126 Slope Adjusted Lengths and Loads: Adjusted Beam Length: Ladi= 2.5 ' Beam Live Load W/ Slope Red'n: wL= 32 Beam Self Weight: SSW= 7 Beam Total Dead Load: - wD= 176 Total Maximum Load: WT= 208 Controlling Total Design Load: wTcont= 208 Properties For: #1- DOUGLAS FIR -LARCH Bending Stress: Fb= 1200 Shear Stress: Fv= 85 Modulus of Elasticity: E= 1600000 Stress Perpendicular to Grain: Fc_perp= 625 Adjusted Properties: Fb' (Tension): Fb'= 1079 Adjustment Factors: Cd=0.90 CI=1.00 Cf=1.00 ' FV: FV'= 77 Adjustment Factors: Cd=0.90 Design Requirements: Maximum Moment: M= 162 Shear (0. d from beam end): V= 164 ' Comparisons With Required Sections: Section Modulus: Sreq= 1.9 S= 27.7 ' Area: Areq= A= 3.3 30.2 Moment of Inertia:Ireq= 1:0 1= 76.2 IN IN = U13014: IN = U20069 LB LB LB IN FT v FT 12 PSF SF PSF FT PSF FT PLF✓ FT PLF PLF PLF PLF PLF PSI PSI PSI PSI PSI PSI FT -LB LB I N3 IN3 IN2 IN2 IN4 IN4 Roof Beam( 97 UBC (91 NDS)1 StruCalc 4.06 By: Denise R. Poeltler, THE FLYING BUTTRESS on: 08-04-1999 ' Project: DODSON - Location: B - 13 Summary: 5.50 IN x 5.50 IN x 6.5 FT / #1 -DOUGLAS FIR -LARCH - Dry Use Section Adequate By: 127.2% Controlling Factor: Section Modulus / Depth Required 3.65 In ' Deflections: Dead Load: DLD= 0.06 IN Live Load: LLD=- 0.01 IN = U7405 Total Load: TLD= 0.07 IN = U1142 ' Reactions (Each End): Live Load: RL= 104 LB Dead Load: RD= 570 LB Total Load: RT= 674 LB Bearing Length Regd.: BL= 0.20 IN Beam Data: Span: L= 6.5 FT .Maximum Unbraced Span: Lu= 6.5 FT Pitch Of Roof: RP= 4.00 12 ' Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 240 Beam Loading: Live Load: LL= 16 PSF .Roof Loaded Area: RLA= 13 SF ' Roof Live Load Method: 1 Side One: Roof Dead Load: DLI= 20 PSF Roof Rafter Tributary Width: TW1= 2.0 FT — Side Two: Roof Dead Load: DL2= 0 PSF t Roof Rafter Tributary Width: TW2= 0.0 FT Roof Duration Factor: Cd= 0.90 Wall Load: WALL= 126 PLF Slope Adjusted Lengths and Loads: Adjusted Beam Length: Ladi= 6.5 FT ' Beam Live Load W/ Slope Red'n: wL= 32 PLF Beam Self Weight: BSW= 7 PLF Beam Total Dead Load: wD= 176 PLF Total Maximum Load: WT= 208 PLF ' Controlling Total Design Load: wTcont= 208 PLF Properties For: #1- DOUGLAS FIR -LARCH Bending Stress: ' Fb= 1200 PSI Shear Stress: Fv= 85 PSI Modulus of Elasticity: E= 1600000 PSI ' Stress Perpendicular to Grain: Fc_perp= 625 PSI Adjusted Properties: Fb' (Tension): Fb'= 1078 PSI Adjustment Factors: Cd=0.90 CI=1.00 Cf --1.00 FV: Fd= 77 PSI Adjustment Factors: Cd=0.90 Design Requirements: Maximum Moment: M= 1096 FT -LB Shear (0. d from beam end): V= 579 LB ' Comparisons With Required Sections: Section Modulus: Sreq= 12.3 IN3 S= 27.7 IN3 Area: Areq=, 11.4 IN2 A= 30.2 IN2 ' Moment of Inertia: Ireq= 16.1 IN4 1= 76.2 IN4 1 1 , Multi -Loaded Beamf 97 UBC (91 NDS)1 StruCalc 4.06 �8 ' By: Denise R. Poeltler, THE FLYING BUTTRESS on: 08-04-1999 Project: DODSON - Location: B - 14 Summary: 5.50 IN x 13.50 IN x 4.5 FT / #1 - DOUGLAS FIR -LARCH - Dry Use Section Adequate By: 109.9% Controlling Factor: Area / Depth Required 8.16 In ' Deflections: Dead Load: DLD= 0.01 IN Live Load: LLD= 0.00 IN = U13796 Total Load: TLD= 0.01 IN = U5244 ' End Reactions(Left Side): Live Load: RLI= 795 LB Dead Load: RDI= 1351 LB Total Load: RTI- 2146 LB End Reactions(Right Side): ' Live Load: RL2 = 2604 LB Dead Load: RD2= 4198 LB Total Load: RT2= 6802 LB Bearing Length Regd.(Left) : BL1= 0.62 IN ' Bearing Length Regd.(Right): BL2= 1.98 IN Beam Data: Span: L= 4.5 FT Maximum Unbraced Span: Lu= 4.5 FT .Live Load Duration Factor: Cd= 1.00 Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U -240 Uniform Load: Live Load: wL= 32 PLF ' Dead Load: wD= 76 PLF Beam Self Weight: BSW= 18 PLF Total Load: WT= 126 PLF Concentrated Load P1: Live Load: PL1= 3255 LB ' Dead Load: PDI= 5126 LB Total Load: PTI = 8381 LB Location: X1= 3.5 FT Properties For: #1- DOUGLAS FIR-LAkCH ' Bending Stress: Fb= 1350 PSI Shear Stress: Fv-- 85 PSI Modulus of Elasticity: E= 1600000 PSI Stress Perpendicular to Grain: Fc_perp= 625 PSI Adjusted Properties: ' Fb' (Tension): Fb'= 1326 PSI Adjustment Factors: Cd=1.00 CI=0.99 Cf --0.99 FV: Fd= 85 PSI Adjustment Factors: Cd=1.00 ' Design Requirements: Maximum Moment: M= 6738 FT -LB 3.5 FT From Left Support Shear M. d from beam end): V= 2004 LB Comparisons With Required Sections: t Section Modulus: Sreq= 61.1 IM S= 167.0 IN3 Area: Areq= 35.4 IN2 Moment of Inertia: A= 74.2 IN2 Ireq= 51.7 IN4 1127.6 IN4 1 t _ IN IN = U2799 IN = U1001 LB LB LB IN FT FT :12 " PSF SF PSF FT PSF FT PLF v FT PLF PLF PLF PLF PLF PSI PSI PSI PSI PSI PSI FT -LB. LB IN3 IN3 IN2 IN2 IN4 IN4 Roof Beam( 97 UBC (91 NDS)1 StruCalc 4.06 By: Denise R. Poeltler, THE FLYING BUTTRESS on: 08-04-1999 ' Project: DODSON - Location: B - 15 Summary: 5.50 IN x7.50 IN x 8.5 FT / #1 - DOUGLAS FIR-LARCH - Dry Use Section Adequate By: 91.2% Controlling Factor: Section Modulus / Depth Required 5.42 In Deflections: ' Dead Load: DLD= 0.07 Live Load: LLD= 0.04 Total Load: TLD= 0.10 Reactions (Each End): ' Live Load: RL= 408 Dead Load: RD= 733 Total Load: RT= 1141 Bearing Length Regd.: BL= 0.33 Beam Data: Span: L= 8.5 Mabmum Unbraced Span: Lu= 2.0 Pitch Of Roof: RP= 4.00 Live Load Deflect. Criteria: L/ 360 ' Total Load Deflect. Criteria: L/ .240 Beam Loading: Live Load: - LL= 16 .Roof Loaded Area: RLA= 51 Roof Live Load Method: 1 t Side One: Roof Dead Load: DLI = 20 Roof Rafter Tributary Width: TW1= 4.0 Side Two: Roof Dead Load: DL2= 20 Roof Rafter Tributary Width: TW2= 2.0 ' Roof Duration Factor: Cd= 0.90 Wall Load: WALL= 36 Slope Adjusted Lengths and Loads: Adjusted Beam Length: Ladl= 8.5 ' Beam Live Load W/ Slope Red'n: wL= 96 Beam Self Weight: BSW= 10 Beam Total Dead Load: wD= 173 Total Mapmum Load: WT= 269 Controlling Total Design Load wTcont= 269 ' Properties For: #1- DOUGLAS FIR-LARCH Bending Stress: Fb= 1200 Shear Stress: Fv= 85 Modulus of Elasticity: E= 1600000 Stress Perpendicular to Grain: fc_perp= 625 Adjusted Properties: Fb' (Tension): Fb'= 1079 Adjustment Factors: Cd=0.90 CI=1.00 Cf--1.00 FV: Fd'= 77 ' Adjustment Factors: Cd=0.90 Design Requirements: Maximum Moment: M= 2425 Shear (0- d from beam end): V= 973 Comparisons With Required Sections: Section Modulus: Sreq= 27.0 S= 51.5 Area: Areq= 19.1 A= 41.2 ' Moment of Inertia: Ireq= 46.4 1= 193.3 1 IN IN = U2799 IN = U1001 LB LB LB IN FT FT :12 " PSF SF PSF FT PSF FT PLF v FT PLF PLF PLF PLF PLF PSI PSI PSI PSI PSI PSI FT -LB. LB IN3 IN3 IN2 IN2 IN4 IN4 Roof Beam( 97 UBC (91 NDS)1 StruCalc 4.06 ' By: Denise R. Poeltler, THE FLYING BUTTRESS on: 08-04-1999 Project: DODSON - Location: B - 16 ENTRY Summary: 5.50 IN x 5.50 IN x 6.5 FT / #1 - DOUGLAS FIR -LARCH - Dry Use Section Adequate By: 545.2% Controlling Factor: Section Modulus / Depth Required 2.31 In ' Deflections: Dead Load: DLD= 0.01 IN Live Load: LLD-- 0.01 IN = U7405 Total Load: TLD= 0.02 IN = U3242 Reactions (Each End): Live Load: RL= 104 LB Dead Load: RD= 134 LB Total Load: RT= 238 LB Bearing Length Reqd.: BL= 0.07 IN ' Beam Data: Span: L= 6.5 FT v Maximum Unbraced Span: Lu= 6.5 FT Pitch Of Roof: RP= 4.00 :12 ' Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 240 Beam Loading: Live Load: LL= 16 PSF .Roof Loaded Area: RLA= 13 SF Roof Live Load Method: 1 Side One: Roof Dead Load: DLI= 16 PSFv Roof Rafter Tributary Width: TW1= 2.0 FT Side Two: Roof Dead Load: DL2= 0 PSF ' Roof Rafter Tributary Width: - TW2= 0.0 FT Roof Duration Factor: Cd= 0.90 Slope Adjusted Lengths and Loads: Adjusted Beam Length: Ladi= 6.5 FT Beam Live Load W/ Slope Red'n: wL= 32 PLF ' Beam Self Weight: BSW= 7 PLF Beam Total Dead Load: wD= 41 PLF Total Maximum Load: WT= 73 PLF Controlling Total Design Load: wTcont= 73 PLF ' Properties For: #1- DOUGLAS FIR -LARCH Bending Stress: Fb= 1200 PSI Shear Stress: Fv— 85 PSI Modulus of Elasticity: E= 1600000 PSI ' Stress Perpendicular to Grain: Fc_perp= 625 PSI Adjusted Properties: Fb' (Tension): Fb'= 1078 PSI Adjustment Factors: Cd=0.90 CI=1.00 Cf --1.00 FV: FY= 77 PSI ' Adjustment Factors: Cd=0.90 Design Requirements: Maximum Moment: M= 386 FT -LB Shear ((a, d from beam end): V= 204 LB ' Comparisons With Required Sections: Section Modulus: Sreq= 4.3 IN3 S= 27.7 IN3 Area: Areq= 4.1 IN2 A= 30.2 IN2 ' Moment of Inertia: Ireq= 5.7 IN4 1= 76.2 IN4 Roof Beam( 97 UBC (91 NDS)1 StruCalc 4.06 ' By: Denise R. Poeltler, THE FLYING BUTTRESS on: 08-04-1999 Project: DODSON - Location: B - 17 ENTRY Summary: 5.50 IN x 11.501N x 8.5 FT / #1 - DOUGLAS FIR -LARCH - Dry Use Section Adequate By: 23.4% Controlling Factor: Area / Depth Required 9.73 In ' Deflections: Dead Load: DLD= 0.05 IN Live Load: LLD= 0.03 IN = U2989 Total Load: TLD= 0.08 IN = U1220 Reactions (Each End): Live Load: RL= 1377 LB Dead Load:, RD= 1997 LB Total Load: RT= 3374 LB Bearing Length Regd.: BL= 0.98 IN ' Beam Data: Span: L= 8.5 FT Ma)dmum Unbraced Span: Lu= 2.0 FT Pitch Of Roof: RP= 4.00 :12 v Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 240 Beam Loading: Live Load: LL= 16 PSF .Roof Loaded Area: RLA= 172 SF ' Roof Live Load Method: 1 Side One: Roof Dead Load: DL1= 20 PSF- Roof Rafter Tributary Width: TW1= 18,25 FT Side Two: Roof Dead Load: DL2= 16 PSF Roof Rafter Tributary Width: TW2= 2.0 FT Roof Duration Factor: Cd= 0.90 Wall Load: WALL= 36 PLF v Slope Adjusted Lengths and Loads: Adjusted Beam Length: Ladj= 8.5 FT ' Beam Live Load W/ Slope Red'n: wL= 324 PLF Beam Self Weight: BSW= 15 PLF Beam Total Dead Load: wD= 470 PLF Total Maximum Load: wT= 794 PLF Controlling Total Design Load: wTcont= 794 PLF Properties For: #1- DOUGLAS FIR -LARCH Bending Stress: Fb= 1350 PSI Shear Stress: Fv= 85 PSI Modulus of Elasticitv: E= 1600000 PSI ' Stress Perpendicular to Grain: _ Fc_perp= 625 PSI Adjusted Properties: Fb' (Tension): Fb'= 1213 PSI Adjustment Factors: Cd=0:90 CI=1.00 Cf=1.00 ' Fv': FY= 77 PSI Adjustment Factors: Cd=0.90 Design Requirements: Maximum Moment: M= 7169 FT -LB Shear (0- d from beam end): V= 2613 LB ' Comparisons With Required Sections: Section Modulus: Sreq= 71.0 IN3 S= 121.2 IN3 Are Area: q= 51.3 IN2 ' A= 63.2 IN2 Moment of Inertia: • Ireq= 137.2 IN4 1= 697.0 IN4 11 Roof Beam[ 97 UBC (91 NDS)1 StruCalc 4.06 �9j8 BY: Denise R. PoeMer, THE FLYING BUTTRESS on: 08-04-1999 Project: DODSON - Location: B - 18 DINING Summary: 5.50 IN x 11.501N x 6.5 FT / #1 - DOUGLAS FIR -LARCH - Dry Use Section Adequate By: 183.6% Controlling Factor: Area / Depth Required 5.32 In ' Deflections: Dead Load: DLD= 0.01 IN Live Load: - LLD= 0.01 IN = U11281 Total Load: TLD= 0.02 IN = U4364 Reactions (Each End): Live Load: RL= 624 LB Dead Load: RD= 989 LB Total Load: RT= 1613 LB Bearing Length Regd.: BL= 0.47 IN ' Beam Data: Span: L= 6:5 FT Maximum Unbraced Span: Lu= 2.0 FT Pitch Of Roof: - RP= 4.00 :12 Live Load Deflect. Criteria: U 360 ' Total Load Deflect. Criteria: U 240 Beam Loading: Live Load: LL= 16 PSF .Roof Loaded Area: RLA= 78 SF ' Roof Live Load Method: 1 Side One: Roof Dead Load: DL1= 20 PSF Roof Rafter Tributary Width: TW1= 10.0 FT Side Two: Roof Dead Load: DL2= 20 PSF Roof Rafter Tributary Width: TW2= 2.0 FT ' Roof Duration Factor: Cd= 0.90 Wall Load: WALL= 36 PLF v Slope Adjusted Lengths and Loads: Adjusted Beam Length: Ladi= 6.5 FT ' Beam Live Load W/ Slope Red'n: wL 192 PLF Beam Self Weight: BSW= 15 PLF Beam Total Dead Load: wD= 304 PLF Total Maximum Load: wT= 496 PLF ' Controlling Total Design Load: wTcont= 496 PLF Properties For: #1- DOUGLAS FIR -LARCH Bending Stress: Fb= 1350 PSI Shear Stress: Fv= 85 PSI Modulus of Elasticity: E= 1600000 PSI ' Stress Perpendicular to Grain: Fc_perp= 625 PSI Adjusted Properties: Fb' (Tension): Fb'= 1213 PSI Adjustment Factors: Cd=0.90 CI=1.00 Cf --1.00 ' Fv': Fv'= 77 PSI Adjustment Factors: Cd=0.90 Design Requirements: Maximum Moment: M= . 2621 FT -LB ' Shear (00- d from beam end): V= 1137 LB Comparisons With Required Sections: Section Modulus: Sreq= 26.0 IN3 S= 121.2 IN3 Area: Areq= 22.4 IN2 ' A= 63.2 IN2 Moment of Inertia: Ireq= 38.4 IN4 1= 697.0 IN4 • i `2 Roof Beaml 97 UBC (91 NDS)1 StruCalc 4.06 ' By: Denise R. Poeltler, THE FLYING BUTTRESS on: Project: DODSON -'Location: B - 19 ENTRY 08-04-1999 Summary: 5.50 IN x 7.50 IN x 7.0 FT / #1 - DOUGLAS FIR -LARCH - Dry Use Section Adequate By: 351.6% Controlling Factor: Area / Depth Required 3.47 In Deflections: ' Dead Load: DLD= 0.02 IN Live Load: LLD= 0.01 IN = U12026 Total Load: TLD= 0.03 IN = U2969 Reactions (Each End): ' Live Load: RL= 140 LB Dead Load: RD= 427 LB Total Load: RT= 567 LB Bearing Length Regd.: BL= 0.16 IN Beam Data: Span: , L= 7.0 FT Maximum Unbraced Span: Lu= 2.0 FT Pitch Of Roof: RP= 0.25 : 12 Live Load Deflect. Criteria: ` U 360 ' Total Load Deflect. Criteria: U 240 Beam Loading: Live Load: LL= 20 PSF Roof Loaded Area: RLA= 14 SF Roof Live Load Method: 1 Side One: Roof Dead Load: DL1= 20 PSF Roof Rafter Tributary Width: _ TW1= 2.0 FT Side Two: Roof Dead Load: DL2= 0 PSF Roof Rafter Tributary Width: TW2= 0.0 FT ' Roof Duration Factor: Cd= 0.90 v Wall Load: WALL= 72 PLF Slope Adjusted Lengths and Loads: Adjusted Beam Length: Ladi= 7.0 FT ' Beam Live Load W/ Slope Red'n: wL= 40 PLF Beam Self Weight: BSW= 10 PLF Beam Total Dead Load: wD= 122 PLF Total Mabmum Load: WT= 162 PLF Controlling Total Design Load: wTcont= 162 PLF Properties For: #1- DOUGLAS FIR -LARCH Bending Stress: Fb= 1200 PSI Shear Stress: Fv= 85 PSI Modulus of Elasticity: E= 1600000 PSI Stress Perpendicular to Grain: Fc_perp= 625 PSI Adjusted Properties: Fb' (Tension): Fb'= 1079 PSI Adjustment Factors: Cd=0.90 CI=1.00 Cf --1.000 F�: F�1= 77 PSI ' Adjustment Factors: Cd=0.90 Design Requirements: Maximum Moment:' M= 992 FT -LB Shear (0. d from beam end): V= 466 LB ' Comparisons With Required Sections: Section Modulus: Sreq= 11.1 IN3 S= 51.5 IN3 Area: Areq= 9.2 IN2 A= 41.2 IN2 ' Moment of Inertia: Ireq= 15.7 IN4 1= 193.3 IN4 1 1 11 Roof Beamf 97 UBC (91 NDS)1 StruCalc 4.06 Bv: Denise R. Poeltler, THE FLYING BUTTRESS on: 08-041999 Project: DODSON - Location: B - 20 ENTRY Summary: 5.50 IN x 7.50 IN x 7.0 FT / #1 -DOUGLAS FIR -LARCH - Dry Use Section Adequate By: 179.2% Controlling Factor: Area / Depth Required 4.41 In Deflections: Dead Load: DLD= 0.03 Live Load: LLD= 0.02 Total Load: TLD= 0.05 Reactions (Each End): Live Load: RL= 350 Dead Load: �. RD= 567 Total Load: RT= 917 Bearing Length Reqd.: BL= 0.27 Beam Data: Span: L= 7.0 Mabmum Unbraced Span: Lu= 2.0 Pitch Of Roof: RP= 0.25 Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 240 Beam Loading: Live Load: LL= 20 .Roof Loaded Area: RLA= 35 Roof Live Load Method: 1 Side One: Roof Dead Load: DLI = 16 Roof Rafter Tributary Width: TWI= 5.0 Side Two: Roof Dead Load: DL2= 0 Roof Rafter Tributary Width: TW2= 0.0 Roof Duration Factor: Cd= 0.90 Wall Load: WALL= 72 Slope Adjusted Lengths and Loads: Adjusted Beam Length: Ladi= 7.0 Beam Live Load W/ Slope Red'n: wL= 100 Beam Self Weight: BSW= 10 Beam Total Dead Load: wD= 162 Total Mabmum Load: WT= 262 Controlling Total Design Load: wTcont= 262 Properties For: #1- DOUGLAS FIR -LARCH Bending Stress: Fb= 1200 Shear Stress: Fv= 85 Modulus of Elasticity: E= 1600000 Stress Perpendicular to Grain: , Fc_perp=. 625 Adjusted Properties: Fb' (Tension): Fb'= 1079 Adjustment Factors: Cd=0.90 CI=1.00 Cf --1.00 FV: FV= 77 Adjustment Factors: Cd=0.90 Design Requirements: Mapmum Moment: a_' M= 1605 Shear ((c- d from beam end): V= 753 Comparisons With Required Sections: Section Modulus: Sreq= 17.9 S= 51.5 Area: Areq= 14.8 A= 41.2 Moment of Inertia: Ireq= 25.3 1= 193.3 7M5 IN IN = U4810 IN = U1836 LB LB LB IN FT FT :12 PSF SF PSF v FT PSF FT PLF FT PLF PLF PLF PLF PLF PSI PSI PSI PSI PSI PSI FT -LB LB IN3 IN3 IN2 IN2 IN4 IN4 POST MAX. 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SILL PLATE 12"O.C. 15/37' APA -RATED STRUCT.1 680 PLF (A) l0d @ 8" O.C. 5/8" @ 12" O.C. 4 PLYWD, EXPOSURE 1 OR -EXT., 6" O.C. 2 LAYERS REQUIRED (B) 10d @ 3X6 P.T. SILL PLATE P.I. = 32/16 12" O.C. 15/32" APA -RATED STRUCT.1 1020 PLF (A) l0d @ 4-1/2" 5/8" d @ 8" O.C. 5 PLYWD, EXPOSURE 1 OR EXT. 4" O.C. O.C. 2 LAYERS REQUIRED (B) l0d @ 3X6 P.T. SILL PLATE P.I. = 32/16 12" O.C.