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04-4512 (SFD) Revision 1 Structural CalcsSTRUCTURAL CALCULATIONS FOR THE KELLY-DOMER DEVELOPMENT A CUSTOM HOUSE DESIGNER: CLIENT: DESIGNED BY: T.L. AT THE TRADITION, LOT # 10 LA QUINTA, CA. 92253 JOB # 4227 5/18/2004 R-di,vt -fN/04 KRISTI HANSON ARCHITECTS, INC. KRISTI HANSON ARCHITECTS, INC. CITY OF LA QUINTA BUILDING & SAFETY DEPT. APPROVED FOR CONSTRUCTION DATE8 0 BY -�-27• or— LC& ZEYAD FAQIR P.E. oQROFESS/pNg\ M. Fgp/y 22 No.57958 Exp. 06-30-0 �qTF C I VI - OF CALF R F STRUCTURAL CONSULTANTS, INC. 44100 MONTEREY AVE., SUITE 201-C, PALM DESERT, CA. 92260 PHONE (760) 836-1000 FAX (760) 836-0856 t -1-2 27 T DESIGN CRITERIA ROOF LOAD AT 4 TO 12 SLOPE ROOF LOAD AT 1/4 TO 12 SLOPE TILE ROOF = 14.00 psf BUILT-UP ROOF= 6.00 psf PLYWOOD = 2.50 psf PLYWOOD = 2.50 psf TRUSSES = 3.00 psf TRUSSES = 3.00 psf DRYWALL = 2.50 psf DRYWALL = 2.50 psf INSULATION = 1.00 psf INSULATION = 1.00 psf MISCELLANEOUS =1.00 psf MISCELLANEOUS =5.00 psf DEAD LOAD = 24.00 psf DEAD LOAD = 20.00 psf LIVE LOAD = 16.00 psf LIVE LOAD = 20.00 psf TOTAL = 40.00 psf TOTAL = 40.00 psf ROOF LOAD AT 2.25 TO 12 SLOPE TILE ROOF = 14.00 psf PLYWOOD = 2.00 psf RAFTERS= 3.00 psf MISCELLANEOUS =1.00 psf DEAD LOAD = 20.00 psf LIVE LOAD = 20.00 psf TOTAL = 40.00 psf EXTERIOR WALLS = 15.00 psf INTERIOR WALLS = 10.00 psf SEISMIC ZONE 4 FAULT TYPE A Na = 1.0 APPROXIMATELY 10+ km TO FAULT p SOIL PROFILE Sd SEISMIC COEFFICIENT Ca = 0.44Na 1 STRUCTURAL SYSTEM R = 4.5 SEISMIC FACTOR = (2.5 x 0.44 x 1.00 x 1.00)/(1.4 x 4.5) 0.175W SEE CALCULATIONS FOR p FACTOR WIND EXPOSURE C WIND SPEED 70 MPH MAXIMUM HEIGHT 15 ft WIND FACTOR 17.36 psf MAXB/1UM HEIGHT 20 ft WIND FACTOR 18.51 psf MAXIMUM HEIGHT 25 ft WIND FACTOR 19.49 psf SOIL BEARING PRESSURE 1500 psf (per soils report) 1997 UNIFORM BUILDING CODE/2001 CALIFORNIA BUILDING CODE i a 6 COMPANY PROJECT � 2 f R.F. Structural Consultants, Inc. Kelly Domer Development .0-Wood1 � o r V� 44-100 Monterey Ave. Suite 201-C (Lot #10 Traditions) b/ V i Palm Desert, CA 92260 Beam #1 - Ridge Beam @ Guest May 15, 2004 11:59:12 House Design Check Calculation Sheet Sizer 2002a I LOADS: ( lbs, psf, or pif ) Load Type Distribution Magnitude Location [ft] Pattern Shear 1152 Total Start End Start End Load? Loadl Dead Full Area 24.00 (9.00)* Bearing: No Load2 Live Full Area 16.00 (9.00)* L/360 No x'1'rloutary wiatn (rt) I MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : 6 16' Dead 1848 Value 1848 Live 1152 Shear 1152 Total 3000 85 3000 Bending(+) fb = 1188 Fb' = Bearing: fb/Fb' = 0.88 Live Defl'n 0.19 = Length 1.0 L/360 1.0 Timber -soft, D.Fir-L, No. 1, 6x12" Self Weight of 15.02 plf automatically included in loads; Lateral support: top= full, bottom= at supports; Load combinations: ICC -IBC; SECTION vs. DESIGN CODE NDS -1997: ( stress=psi, and in ) Criterion Anal sis Value Desi n Value Anal sis/Desi n Shear fv @d = 63 FV' = 85 fv/Fv' = 0.74 Bending(+) fb = 1188 Fb' = 1350 fb/Fb' = 0.88 Live Defl'n 0.19 = <L/999 0.53 = L/360 0.36 Total Defl'n 0.65 = L/296 0.80 = L/240 0.81 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 1350 1.00 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 FIV, = 85 1.00 1.00 1.00 2 Fcp'= 625 1.00 1.00 - E' = 1.6 million 1.00 1.00 2 Bending(+): LC# 2 = D+L, M = 12001 lbs -ft Shear : LC# 2 = D+L, V = 3000, V@d = 2641 lbs Deflection: LC# 2 = D+L EI=1115.29e06 lb-in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. t Q Design Check Calculation Sheet Sizer 2002a LOADS: ( Ibs, psf, or plf ) Load COMPANY R.F. Structural Consultants, Inc. PROJECT Ll Kelly Domer Development _. WoodWork 44-100 Monterey Ave. Suite 201-C (Lot #10 Traditions) Total Palm Desert, CA 92260 Beam #2 - Int. Sliding Doors @ Start End May 12, 2004 10:48:50 Guest Suite Design Check Calculation Sheet Sizer 2002a LOADS: ( Ibs, psf, or plf ) Load Type Distribution Magnitude Location [ft] Pattern Total 2873 1317 Start End Start End Load? Loadl Dead Point 2550 2.25 No Load2 Live Point 1550 2.25 No MAXIMUM REi :,TIONS (Ibs) and BEARING LENGTHS (in) : ,,, . ;y:^.: v'i:�>:'r ' v .. _�(, .;ri:r...::� %':�t'ir � T,� : :v:l.x �:�•�' I .�... e.......r. a .. ,, o.:....a..........n... ?:......:.n.. .. .. ... ..: Vit:; •. y:=. .. V... u,.. ,...Y. /::.�.,ia ...Y.....x.... ... 1.. u 1...:::.. x .:: . x�. x :::.... x .':Y:'.'p�:�:::( �.e e: %�`i:u:l.• .lam n - `t .+t v i... 4 ,... ... !:v:,n :... a•Yt+.: �::i�:=2'� > 1'ij,:lY,v'.•.:::::i(Av^.�:+n �,� �fvS"'�h:Liv::i:':'n /:'i:ivl�� t. ,i: �:.. ., ..... .4.: •..f .. ...:. .... .......r. _,....f:.. r... ,:...:.>: :. r.. _, r, .�;.�..n. .,..r-'; .,.._r: S.:�.:¢ :::t.r. ��lj::. �::.3t `,,:'�:: �.S; i:: ,�l�f::�+��i::i::%::X: �: f.i�'.:::i.::l�:S�:%. _. .. .., ..,.. .......r.. _,.. ! r 0' T-3" Dead 1804 836 Live 1069 481 Total 2873 1317 Fv' = 85 fv/Fv' = 0.97 Bearing: fb = 933 Length 1.0 1.0 Timber -soft, D.Fir-L, No. 1, 6x"e- /z Self Weight of 12.41 pif automatically included in loads; Lateral support: top= full, bottom= at supports; Load combinations: ICC -IBC; SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and in) Criterion Analysis Value Design Value Analysis/Design Shear fv @d = 82 Fv' = 85 fv/Fv' = 0.97 Bending(+) fb = 933 Fb' = 1350 fb/Fb' = 0.69 Live Defl'n 0.03 = <L/999 0.24 = L/360 0.11 Total Defl'n 0.10 = L/896 0.36 = L/240 0.27 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= .1350 1.00 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 85 1.00 1.00 1.00 2 Fcp'= 625 1.00 1.00 - E' = 1.6 million 1.00 1.00 2 Bending(+): LC# 2 = D+L, M = 6435 lbs -ft Shear : LC# 2 = D+L, V = 2873, V@d = 2863 lbs Deflection: LC# 2 = D+L EI= 628.73e06 lb-in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. COMPANY PROJECT `7 -� -;L7 9 R.F. Structural Consultants, Inc. Kelly Domer Development 44-100 Monterey Ave. Suite 201-C (Lot #10 Traditions) WoodWorks' Palm Desert, CA 92260 Beam #3 - Rear Ext. Door @Guest May 12, 2004 10:47:56 Suite Design Check Calculation Sheet Sizer 2002a I LOADS: ( lbs, psf, or plf ) Load Type Distribution Magnitude Location '[ft] Pattern Shear 214 Total Start End Start End Load? Load3 Dead Full Area 15.00 (5.00)* 1200 No Load2 Dead Point 1275 2.00 No Load4 Live Point 775 2.00 No "I'rl Ducary Width (tt) MAXIMUM REE TIONS (Ibs) and BEARING LENGTHS (in) : -. .... v.. ...... -.. ...�'.... .F. .::. ... ,,.r:...,. ... J. r...... ...,,....: .:, ....:::�::. :fit: :Z cx.. ..1.$.3... •..., , • .....,.. :..: x:; ,: T. �. ...... ..... ........•.:.... ....v .... .. �i .; .:: a->Yi��G� SJ i .. .• a .... .5. ., .. a .. .... ..:- ..:. .. ..1...:��; >.::}... .... :la>._. �_ .:. ::.:i 5 I 0' T-3" Dead 1231 Value 659 Live 561 Shear 214 Total 1792 85 873 Bearing: fb = 794 Fb' = 1200 fb/Fb' = 0.66 Live Defl'n 0.03 = Length 1.0 L/360 1.0 Timber -soft, D.Fir=L, No. 1, 6x8" Self Weight of 9.8 plf automatically included in loads; Lateral support: top= full, bottom= at supports; Load combinations: ICC -IBC; SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and in) Criterion Analysis Value Design Value Anal sis/Desi n Shear fv @d = 63 Fv' = 85 fv/Fv' = 0.74 Bending(+) fb = 794 Fb' = 1200 fb/Fb' = 0.66 Live Defl'n 0.03 = <L/999 0.24 = L/360 0.11 Total Defl'n 0.11 = L/761 0.36 = L/240 0.31 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 1200 1.00 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 85 1.00 1.00 1.00 2 Fcp'= 625 1.00 1.00 - E' = 1.6 million 1.00 1.00 2 Bending(+): LC# 2 = D+L, M = 3411 lbs -ft Shear : LC# 2 = D+L, V = 1792, V@d = 1739 lbs Deflection: LC# 2 = D+L EI= 309.37e06 lb -int Total Deflection = 1.50(Dead Load -Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. C i COMPANY PROJECT L/ 722 R.F. Structural Consultants, Inc. Kelly Domer Developmentr 44-100 Monterey Ave. Suite 201-C (Lot #10 Traditions)WoodWok Palm Desert, CA 92260 Beam #4 - Front Ext. Door @ Guest May 12, 2004 10:52:43 Suite Design Check Calculation Sheet Sizer 2002a LOADS: ( lbs, psf, or plf ) Load Type Distribution Magnitude Location (ft] Pattern Shear 371 Total Start End Start End Load? Loadl Dead Full Area 15.00 (5.00)* 1200 No Load2 Dead Point 1275 2.75 No Load3 Live Point 775 2.75 No Tributary wiatn (tt) r Dead 909 Value 854 Live 404 Shear 371 Total 1313 85 1224 Bearing: fb = 766 Fb' = 1200 fb/Fb' = 0.64 Live Defl'n 0.02 = Length 1.0 L/360 1.0 Timber -soft, D.Fir-L, No. 1, 6x8" Self Weight of 9.8 pif automatically included in loads; Lateral support: top= full, bottom= at supports; Load combinations: ICC -IBC; SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and in) Criterion Analysis Value Design Value Analysis/Design Shear fv @d = 46 Fv' = 85 fv/Fv' = 0.54 Bending(+) fb = 766 Fb' = 1200 fb/Fb' = 0.64 Live Defl'n 0.02 = <L/999 0.19 = L/360 0.09 Total Defl'n 0.07 = L/994 0.29 = L/240 0.24 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 1200 1.00 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 85 1.00 1.00 1.00 2 Fcp'= 625 1.00 1.00 - E' = 1.6 million 1.00 1.00 2 Bending(+): LC# 2 = D+L, M = 3291 lbs -ft Shear LC# 2 = D+L, V = 1313, V@d = 1260 lbs Deflection: LC# 2 = D+L EI= 309.37e06 lb-in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D=dead L=1iv? S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. �.: COMPANY PROJECT y i2� R.F. Structural Consultants, Inc. Kelly Domer DevelopmentWoodWorks"'.. 44-100 Monterey Ave. Suite 201-C (Lot #10 Traditions) Palm Desert, CA 92260 Beam #5 - Bathroom @ Guest s'J:'f5vggc t;)k i?'?iUli e:ftlP.:h May 12, 2004 13:09:34 House Design Check Calculation Sheet Sizer 2002a LOADS: ( lbs, psf, or plf ) Load Type Distribution Magnitude Location [ft] Pattern Total 1338 1338 Start End Start End Load? Loadl Dead Full Area 24.00 (5.00)* 1.0 No Load2 Live Full Area 16.00 (5.00)* L/360 No Load3 Dead Full Area 15.00 (3.00)* L/240 No -1 riourary iviarn arc] MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : 0' 10'-6" Dead 918 918 Live 420 420 Total 1338 1338 Fv' = 85 fv/Fv' = 0.50 Bearing: fb = 817 Length 1.0 1.0 Timber -soft, D.Fir-L, No. 1, 6x8" Self Weight of 9.8 plf automatically included in loads; Lateral support: top= full, bottom= at supports; Load combinations: ICC -IBC; SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and in) Criterion Analysis Value Design Value Analysis/Design Shear fv @d = 43 Fv' = 85 fv/Fv' = 0.50 Bending(+) fb = 817 Fb' = 1200 fb/Fb' = 0.68 Live Defl'n 0.07 = <L/999 0.35 = L/360 0.20 Total Defl'n 0.30 = L/416 0.52 = L/240 0.58 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 1200 1.00 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 85 1.00 1.00 1.00 2 Fcp'= 625 1.00 1.00 - E' = 1.6 million 1.00 1.00 2 Bending(+): LC# 2 = D+L, M = 3511 lbs -ft Shear LC# 2 = D+L, V = 1338, V@d = 1178 lbs Deflection: LC# 2 = D+L EI= 309.37e06 lb -int Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow w=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. ti a COMPANY PROJECT jR, R.F. Structural Consultants, Inc. Kelly Domer Development �44-100 Monterey Ave. Suite 201-C (Lot #10 Traditions) Palm Desert, CA 92260 Beam #6 - Typ. Garage Door hdr woodWork r;.v May 12, 2004 13:11:09 Design Check Calculation Sheet Sizer 2002a LOADS: ( lbs, psf, or plf ) Load Type Distribution Magnitude Location [ft) Pattern Shear 999 Total Start End Start End Load? Loadl Dead Full Area 24.00(13.50)* Bearing: No Load2 Live Full Area 16.00(13.50)* L/360 No Load4 Dead Full Area 15.00 (5.00)* L/240 No -1-ributary Wicitn (tt) MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : 0' 9'-3" Dead 1903 Value 1903 Live 999 Shear 999 Total 2902 85 2902 Bending(+) fb = 973 Fb' = Bearing: fb/Fb' = 0.72 Live Defl'n 0.06 = Length 1.0 L/360 1.0 Timber -soft, D.Fir-L, No. 1, 6x10" Self Weight of 12.41 pif automatically included in loads; Lateral support: top= full, bottom= at supports; Load combinations: ICC -IBC; SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and in) Criterion Analysis Value Desi n Value Anal sis/Desi n Shear fv @d = 69 Fv' = 85 fv/Fv' = 0.81 Bending(+) fb = 973 Fb' = 1350 fb/Fb' = 0.72 Live Defl'n 0.06 = <L/999 0.31 = L/360 0.18 Total Defl'n 0.22 = L/508 0.46 = L/240 0.47 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 1350 1.00 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 85 1.00 1.00 1.00 2 Fcp'= 625 1.00 1.00 - E' = 1.6 million 1.00 1.00 2 Bending(+): LC# 2 = D+L, M = 6710 lbs -ft Shear : LC# 2 = D+L, V = 2902, V@d = 2405 lbs Deflection: LC# 2 = D+L EI= 628.73e06 lb -int Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow w=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. rl COMPANY PROJECT 1-% -, 2-�;q R.F. Structural Consultants, Inc. Kelly Domer Development ^� 44-100 Monterey Ave. Suite 201-C (Lot #10 Traditions) T .awoodWorks Palm Desert, CA 92260 Beam #7 -Between Garage end May 12, 2004 13:18:30 Entry Gate Design Check Calculation Sheet Sizer 2002a LOADS: ( lbs, psf, or plf ) Load Type Distribution Magnitude Location [ft] Pattern Shear 989 Total Start End Start End Load? Loadl Dead Full Area 24.00(11.50)* Bearing: No Load2 Live Full Area 16.00(11.50)* L/360 No Load9 Dead Full Area 15.00 (5.00)* L/240 No x1'rinutary WICItn (tt) MAXIMUM REACTIONS Ubsl and BEARING LENGTHS (in) : 0' 10'-9" Dead 1967 Value 1967 Live 989 Shear 989 Total 2956 85 2956 Bending(+) fb = 786 Fb' = Bearing: fb/Fb' = 0.58 Live Defl'n 0.05 = Length 1.0 L/360 1.0 Timber -soft, D.Fir-L, No. 1, 6x12" Self Weight of 15.02 plf automatically included in loads; Lateral support: top= full, bottom= at supports; Load combinations: ICC -IBC; SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and in) Criterion Analysis Value Design Value Analysis/Design Shear fv @d = 58 Fv' = 85 fv/Fv' = 0.68 Bending(+) fb = 786 Fb' = 1350 fb/Fb' = 0.58 Live Defl'n 0.05 = <L/999 0.36 = L/360 0.14 Total Defl'n 0.20 = L/653 0.54 = L/240 0.37 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 1350 1.00 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 85 1.00 1.00 1.00 2 Fcp'= 625 1.00 1.00 - E' = 1.6 million 1.00 1.00 2 Bending(+): LC# 2 = D+L, M = 7945 lbs -ft Shear : LC# 2 = D+L, V = 2956, V@d = 2429 lbs Deflection: LC# 2 = D+L EI=1115.29e06 lb -int ` Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's arelisted in the Analysis output) I DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. COMPANY PROJECT LI i �$. R.F. Structural Consultants, Inc. Kelly Domer Development P✓' /� �'° ➢/ c 44-100 Monterey Ave. Suite 201-C (Lot #10 Traditions)'WoodGJ %! ®/ 1 k Palm Desert, CA 92260 Beam #8 - Entry gate s34ttirax�rs�H.v-c c+ursr�ro.v May 12, 2004 13:20:51 Design Check Calculation Sheet Sizer 2002a I LOADS: ( lbs, psf, or plf ) Load Type Distribution Magnitude Location [ft] Pattern Shear 405 Total Start End Start End Load? Loadl Dead Full Area 24.00 (6.00)* Bearing: No Load2 Live Full Area 20.00 (6.00)* L/360 No Load4 Dead Full Area 15.00(10.00)* L/240 No -Trioutary width (tt) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : 01 6'-9° Dead 1016 Value 1016 Live 405 Shear 405 Total 1421 85 1421 Bending(+) fb = 1038 Fb' = Bearing: fb/Fb' = 0.87 Live Defl'n 0.05 = Le ng th 1.0 L/360 1.0 Timber -soft, D.Fir-L, No. 1, 6x6" Self Weight of 7.19 plf automatically included in loads; Lateral support: top= full, bottom= at supports; Load combinations: ICC -IBC; SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and in) Criterion Analysis Value Design Value Anal sis/Desi n Shear fv @d = 61 Fv' = 85 fv/Fv' = 0.72 Bending(+) fb = 1038 Fb' = 1200 fb/Fb' = 0.87 Live Defl'n 0.05 = <L/999 0.22 = L/360 0.20 Total Defl'n 0.22 = L/370 0.34 = L/240 0.65 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 1200 1.00 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 85 1.00 1.00 1.00 2 Fcp'= 625 1.00 1.00 - E' = 1.6 million 1.00 1.00 2 Bending(+): LC# 2 = D+L, M = 2399 lbs -ft Shear : LC# 2 = D+L, V = 1421, V@d = 1228 lbs Deflection: LC# 2 = D+L EI= 122.01e06 lb -int Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. z COMPANY PROJECT y a R.F. Structural Consultants, Inc. Kelly Domer Development r Wood-Works 44-100 Monterey Ave. Suite 201-C (Lot #10 Traditions) Palm Desert, CA 92260 Beam #9 - Garage to Courtyard May 12, 2004 13:23:07 Door Design Check Calculation Sheet Sizer 2002a LOADS: ( lbs, psf, or plf ) Load Type Distribution Magnitude Location [ft] Pattern fv @d = 36 fb = 353 0.01 = <L/999 0.02 = <L/999 406 Total Start End Start End Load? Loadl Dead Full Area 29.00(12.50)* Bearing: No Load2 Live Full Area 20.00(12.50)* 1.00 No Load4 Dead Full Area 15.00 (4.00)*, No —irioucary wiazn (rr) I MAXIMUM 0' 3'-3' Dead 597 Desi n Value 597 Live 406 fv @d = 36 fb = 353 0.01 = <L/999 0.02 = <L/999 406 Total 1003 1.00 1.000 1003 Fv' = 85 1.00 1.00 1.00 2 Bearing: 1.00 1.00 - Length 1.0 1.00 1.0 Timber -soft, D.Fir-L, No. 1, 6x6" Self Weight of 7.19 plf automatically included in loads; Lateral support: top= full, bottom= at supports; Load combinations: ICC -IBC; SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and in) Criterion Analysis Value Desi n Value Anal sis/Desi n FACTORS:.F CD Shear, Bending(+) Live Defl'n Total Defl'n fv @d = 36 fb = 353 0.01 = <L/999 0.02 = <L/999 Fv' = 85 Fb' = 1200 0.11 = L/360 0.16 = L/240 fv/Fv' = 0.42 fb/Fb' = 0.29 0.05 0.10 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 85 1.00 1.00 1.00 2 ADDITIONAL DATA: FACTORS:.F CD CM Ct CL CF CV ' Cfu Cr LC# Fb'+= 1200 1.00' 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 85 1.00 1.00 1.00 2 Fcp'= 625 1.00 1.00 - E' = 1.6 million 1.00 1.00 2 Bending (+l; LC# 2 = D+L, M = 815 lbs -ft Shear LC# 2 = D+L, V = .1003, V@d = 720 lbs Deflection: LC# 2 = D+L EI= 122.01e06 lb-in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. COMPANY PROJECT y22 R.F. Structural Consultants, Inc. Kelly Domer Development 44-100 Monterey Ave. Suite 201-C (Lot #10 Traditions) WoodWorks" Palm Desert, CA 92260 Beam #10 - High hdr at rear great May 17, 2004 09:02:08 room Design Check Calculation Sheet Sizer 2002a I LOADS: ( lbs, psf, or plf ) Load Type Distribution Magnitude Location [ft] Pattern Shear 1708 Total Start End Start End Load? Load4 Dead Full Area 15.00 (3.00)* Bearing: No Load2 Dead Point 6375 1.50 No Load3 Live Point 3700 1.50 No "rrioutary wiatn (rt) MAXIMUM REACTION, 0' 3'-3" Dead 3527 Value 3036 Live 1992 Shear 1708 Total 5519 190 4744 Bending(+) fb = 1047 Fb' = Bearing: fb/Fb' = 0.44 Live Defl'n 0.01 = Length 1.7 L/360 1.4 Glu lam -Sim pie, VG West.DF, 24F -V4, 5-118x10-112" L.�/57A/t/0A/2V Self Weight of 12.78 plf automatically included in loads; C�✓�� Lateral support: top= full, bottom= at supports; Load combinations: ICC -IBC; SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and in) Criterion Anal sis Value Design Value Anal sis/Desi n Shear fv @d = 152 Fv' = 190 fv/Fv' = 0.80 Bending(+) fb = 1047 Fb' = 2400 fb/Fb' = 0.44 Live Defl'n 0.01 = <L/999 0.11 = L/360 0.05 Total Defl'n 0.02 = <L/999 0.16 = L/240 0.11 FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 2400 1.00 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 190 1.00 1.00 1.00 2 Fcp'= 650 1.00 1.00 - E' = 1.8 million 1.00 1.00 2 Bending(+): LC# 2 = D+L, M = 8213 lbs -ft Shear : LC# 2 = D+L, V = 5519, V@d = 5468 lbs Deflection: LC# 2 = D+L EI= 889.9le06 lb -int Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) COMPANY PROJECT �02'� � R.F. Structural Consultants, Inc. Kelly Domer Development / a 44-100 Monterey Ave. Suite 201-C (Lot #10 Traditions) I I Palm Desert, CA 92260 Beam #11 - Shower Window @ ' WoodWqrks� yMay 12, 2004 13:31:33 Bathroom 2 Design Check Calculation Sheet Sizer 2002a I LOADS: ( lbs, psf, or plf ) Load Type Distribution Magnitude Location (ft] Pattern Total 840 I Start End Start End Load? Loadl Dead Full Area 24.00(12.00)* 1.0 No Load2 Live Full Area 16.00(12.00)* L/360 No Load4 Dead Full Area 15.00 (2.00)* L/240 No Frripuzary w1acn (ir) I MAXIMUM Dead 528 528 Live 312 312 Total 840 840 Bearing: 85 fv/Fv' = 0.35 Bending(+) fb = 296 Length 1.0 1.0 Timber -soft, D.Fir-L, No. 1, 6x6" Self Weight of 7.19 plf automatically included in loads; Lateral support: top= full, bottom= at supports; Load combinations: ICC -IBC; SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and in) Criterion Analysis Value Design Value Analysis/Design Shear fv @d = 30 Fv' = 85 fv/Fv' = 0.35 Bending(+) fb = 296 Fb' = 1200 fb/Fb' = 0.25 Live Defl'n 0.00 = <L/999 0.11 = L/360 0.04 Total Defl'n 0.01 = <L/999 0.16 = L/240 0.09 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 1200 1.00, 1.00 1.00A 1.000 1.00 1.000 1.00 1.00 2 Fv' = 85 1.00 1.00 1.00 2 Fcp'= 625 1.00 1.00 - E' = 1.6 million 1.00 1.00 2 Bending(+): LC# 2 = D+L, M = 683 lbs -ft Shear : LC# 2 = D+L, V = 840, V@d = 603 lbs Deflection: LC# 2 = D+L EI= 122.01e06 lb -int Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) L. LDESIGN NOTES: . Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 77 �-z COMPANY PROJECT 1_` ;;?2 . ` R.F. Structural Consultants, Inc. Kelly Domer Development W 44-100 Monterey Ave. Suite 201-C (Lot #10 Traditions) Woodorks"` Palm Desert, CA 92260 Beam #12 - Bedroom 2 Ext. Door .i_W).-'t 'V [t)k,'W;vo f7E;;ltib' May 12, 2004 13:32:58 Design Check Calculation Sheet Sizer 2002a I LOADS: ( lbs, psf, or plf ) Load Type Distribution Magnitude Location [ft] Pattern Shear 600 Total Start End Start End Load? Load1 Dead Full Area 24.00(12.00)* Bearing: No Load2 Live Full Area 16.00(12.00)* L/360 No Load4 Dead Full Area 15.00 (2.00)* L/240 No xrriourary wiazn (rr) MAXIMUM REi :.TIONS (lbs) and BEARING LENGTHS (in) : .........:.<::,::':.:t.civ.a::i�:::,.:rt'.a.:;�•:••:.li<..ry.:.::.:.:.....t�.x,::. :!.:!••"<.:x :�: ':.t'. ('u.:ix::n - '. 4,t.: .. ... ._ .. it .. ... .. 5 ,. ,.. .. .... .... . . .. . K. .. ,... .:.. ... �... ...:.:.. .. .....� .. ..... , .. ..:... .. . ... t., .. ...,, ..... ... ,:J. -.r .. 5.. 5,.r'. . <::z'.in ; l ,>`'):.i: , ) I 0' 6'-3" Dead 1024 Value 1024 Live 600 Shear 600 Total 1624 85 1624 Bending(+) fb = 591 Fb' = Bearing: fb/Fb' = 0.49 Live Defl'n 0.02 = Length 1.0 L/360 1.0 Timber -soft, D.Fir-L, No. 1, 6x8" Self Weight of 9.8 plf automatically included in loads; Lateral support: top= full, bottom= at supports; Load combinations: ICC -IBC; SECTION Vs. DESIGN CODE NDS -1997: (stress=psi, and in) Criterion Analysis Value Design Value Analysis/Design Shear fv @d = 47 Fv' = 85 fv/Fv' = 0.56 Bending(+) fb = 591 Fb' = 1200 fb/Fb' = 0.49 Live Defl'n 0.02 = <L/999 0.21 = L/360 0.10 Total Defl'n 0.08 = L/988 0.31 = L/240 0.24 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 1200 1.00 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 85 1.00 1.00 1.00 2 Fcp'= 625 1.00 1.00 - E' = 1.6 million 1.00 1.00 2 Bending(+): LC# 2.= D+L, M = 2538 lbs -ft Shear : LC# 2 = D+L, V = 1624, V@d = 1299 lbs Deflection: LC# 2 = D+L EI= 309.37e06 lb -int Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. COMPANY PROJECT I_/;z2_7 R.F. Structural Consultants, Inc. Kelly Domer Development WoodWork' C44-100 Monterey Ave. Suite 201-C (Lot #10 Traditions) 1-3J Palm Desert, CA 92260 Beam #13 - Master Bathroom ixDHWnae,AM, W :449),reya;x May 12, 2004 13:42:27 Skylight Design Check Calculation Sheet Sizer 2002a I LOADS: ( lbs, psf, or plf ) Load Type Distribution Magnitude Location [ft] Pattern Shear 192 Total Start End Start End Load? _ La-id1 Dead Full Area 20.00 (3.50)* Bearing,, No Load2 Live Full Area 20.00 (3.50)* L/360 No Load4 Dead Full Area 15.00 (2.00)* L/240 No rrioucary wiarn kiz) MAXIMUM REi 0' 5'-6" Dead 286 Value 286 Live 192 Shear 192 Total 479 95 479 Bending(+) fb = 250 Fb' = Bearing,, fb/Fb' = 0.28 Live Defl'n 0.01 = Length 1.0 L/360 1.0 Lumber -soft, D.Fir-L, No.2, 2x12" Self Weight of 4.01 plf automatically included in loads; Lateral support: top= full, bottom= at supports; Load combinations: ICC -IBC; SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and in) Criterion Analysis Value Design Value Analysis/Design Shear fv @d = 28 Fv' = 95 fv/Fv' = 0.30 Bending(+) fb = 250 Fb' = 900 fb/Fb' = 0.28 Live Defl'n 0.01 = <L/999 0.18 = L/360 0.03 Total Defl'n 0.02 = <L/999 0.28 = L/240 0.06 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 900 1.00 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 95 1.00 1.00 1.00 2 Fcp'= 625 1.00 1.00 - E' = 1.6 million 1.00 1.00 2 Bending(+): LC# 2 = D+L, M = 658 lbs -ft Shear LC# 2 = D+L, V = 479, V@d = 315 lbs Deflection: LC# 2 = D+L EI= 284.76e06 lb-in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) L SIGN NOTES: Please verify that the default deflection limits are appropriate for your application. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. COMPANY PROJECT ya -.)7 �. R.F. Structural Consultants, Inc. Kelly Domer Development p ° 44-100 Monterey Ave. Suite 201-C (Lot #10 Traditions) 'Woodi ### Palm Desert, CA 92260 Beam #14 - Master Bathroom o;,"�°"`""'''L"""ry"'` May 12, 2004 13:51:03 Skylight Design Check Calculation Sheet Sizer 2002a I LOADS: ( lbs, psf, or plf ) Load Type Distribution Magnitude Start End Location [ft] Start End Pattern Load? Loadl Dead Full Area 20.00 (1.00)* 95 No Load2 Live Full Area 20.00 (1.00)* 1.0 No Load5 Dead Point 300 6.25 No Load6 Live Point 200 6.25 No Load7 Dead Point 300 9.25 No LoadB Live Point 200 9.25 No 'Tributary Width (tt) MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : 0' 15'-9" Dead..494 Analysis 484 Live 361 354 Total 855 839 Fv' = 95 fv/Fv' = 0.76ji/2. Bearing: fb = 1727 Length 1.0 1.0 Lumber -soft, D.Fir-L, No.2, u- (,. SA5 Self Weight of 4.01 plf automatically included in loads; Lateral support: top= full, bottom= at supports; Load combinations: ICC -IBC; This secti S the design check WARNING: This section violates the following design Bending Deflection SECTION vs. DESIGN CODE NDS -1997: ( stress=psi, and in ) Criterion Analysis Value Design Value Analysis/Design Shear fv @d = 72 Fv' = 95 fv/Fv' = 0.76ji/2. Bending(+) fb = 1727 Fb' = 900 fb/Fb' = 1.92/2 Live Defl'n 0.28 = L/663 0.53 = L/360 0.54/2 Total Defl'n 0.88 = L/214 0.79 = L/240 1.12f 7i W ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF Cv Cfu Cr LC# Fb'+= 900 1.00 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 95 1.00 1.00 1.00 2 Fcp'= 625 1.00 1.00 - E' = 1.6 million 1.00 1.00 2 Bending(+): LC# 2 = D+L, M = 4553 lbs -ft Shear : LC# 2 = D+L, V = 855, V@d = 81.3 lbs Deflection: LC# 2 = D+L EI= 284.76e06 lb-in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. ,.5 COMPANY PROJECT /- ;a? b- R.F. Structural Consultants, Inc. Kelly Domer Development 1 WoodWorks"" 44-100 Monterey Ave. Suite 201-C (Lot #10 Traditions) 1-5 Palm Desert, CA 92260 Beam #15 - Bedroom 3 Door to .ii3fftvggp iom.lyvvo i4 fG.4 May 12, 2004 13:57:35 Courtyard Design Check Calculation Sheet Sizer 2002a LOADS: ( lbs, psf, or plf ) Load Type Distribution Magnitude Location [ft] Pattern Shear 522 Total Start End Start End Load? Loadl Dead Full Area 24.00 (9.00)* Bearing: No Load2 Live Full Area 16.00 (9.00)* L/360 No Load3 Dead Full Area 15.00 (2.00)* L/240 No -irioucary wiaun fru) I MAXIMUM REQ TIONS (Ibs) and BEARING LENGTHS (in) : �'2t �: Y'::.. n�:�,.`%"� -„�::f:�i"<::v:.i�f::t.�;'.'..:i'<:.i�^}':✓�'��:,�:'';vM1, n:%:Y:�:}::. i'.i:u l�':. <::.+.ro....r,';-r:-.a. <:ors:.,:.:_.;::v.:.::.:::..... ......:..>.,...Y. •....r,... - - f , o Y ... f L 0' T-3" Dead 927 Value 927 Live 522 Shear 522 Total 1449 85 1449 Bending(+) fb = 611 Fb' = Bearing: fb/Fb' = 0.51 Live Defl'n 0.03 = Length 1.0 L/360 1.0 Timber -soft, D.Fir-L, No. 1, 6x8" Self Weight of 9.8 plf automatically included in loads; Lateral support: top= full, bottom= at supports; Load combinations: ICC -IBC; SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and in) Criterion Analysis Value Desi n Value Analysis/Design Shear fv @d = 44 Fv' = 85 fv/Fv' = 0.51 Bending(+) fb = 611 Fb' = 1200 fb/Fb' = 0.51 Live Defl'n 0.03 = <L/999 0.24 = L/360 0.12 Total Defl'n 0.11 = L/820 0.36 = L/240 0.29 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 1200 1.00 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 85 1.00 1.00 1.00 2 Fcp'= 625 1.00 1.00 - E' = 1.6 million 1.00 1.00 2 Bending(+): LC# 2 = D+L, M = 2627 lbs -ft Shear : LC# 2 = D+L, V = 1449, V@d = 1199 lbs Deflection: LC# 2 = D+L EI= 309.37e06 lb-in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC:'s are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. COMPANY PROJECT $ x, R.F. Structural Consultants, Inc. Kelly Domer Development /� IY° V 44-100 Monterey Ave. Suite 201-C (Lot #10 Traditions) YY i d® Palm Desert, CA 92260 Beam #16- Master Bedroom to e'31;T:v,t?i'!.a)�:,fl•Gi.�Ui,kY'f<;,4 May 12, 2004 14:01:50 Hallway Design Check Calculation Sheet Sizer 2002a I LOADS: ( lbs, psf, or plf ) Load Type Distribution Magnitude Location [ft] Pattern Shear 273 Total Start End Start End Load? Loadl Dead Full Area 24.00 (6.50)* Bearing: No Load2 Live Full Area 16.00 (6.50)* L/360 No Load3 Dead Full Area 15.00 (2.00)* L/240 No x'rributary Width ttt) MAXIMUM REE :,TIONS (lbs) and BEARING LENGTHS (in) : ;. ..o:.t',+,...:. •:�•.�'i.!::...�.�;.: �:�+:.:::n:.::µ,..sz,..,;•,::...C.t..,"i�:i'..:.::•ia'r :moi::::.. y. ,:�i':�iJ:!.:. ' �i�t::!'� 'ra 1 0' 5'-3" Dead 507 Value 507 Live 273 Shear 273 Total 780 85 780 Bending(+) fb = 443 Fb' = Bearing: fb/Fb' = 0.37 Live Defl'n 0.01 = Length 1.0 L/360 1.0 Timber -soft, D.Fir-L, No. 1, 6x6" Self Weight of 7.19 plf automatically included in loads; Lateral support: top= full, bottom= at supports; Load combinations: ICC -IBC; SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and in) Criterion Analysis Value Design Value Analysis/Design Shear fv @d = 32 Fv' = 85 fv/Fv' = 0.38 Bending(+) fb = 443 Fb' = 1200 fb/Fb' = 0.37 Live Defl'n 0.01 = <L/999 0.17 = L/360 0.08 Total Defl'n 0.06 = <L/999 0.26 = L/240 0.21 ADDITIONAL DATA: FACTOR': F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 1200 1.00 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 85 1.00 1.00 1.00 2 Fcp'= 625 1.00 1.00 - E' = 1.6 million 1.00 1.00 2 Bending(+): LC# 2 = D+L, M = 1024 lbs -ft Shear : LC# 2 = D+L, V = 780, V@d = 644 lbs Deflection: LC# 2 = D+L EI= 122.01e06 lb-in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. COMPANY PROJECT R.F. Structural Consultants, Inc. Kelly Domer Developmen / WoodWorks" 44-100 Monterey Ave. Suite 201-C (Lot #10 Traditions) Palm Desert, CA 92260 Beam #17 - Master Bedroom ..it4: `fSYRNi'Lt)N, IV.;f.tD %sk,3IG,Y May 12, 2004 14:27:19 Window @ Left Elevation Design Check Calculation Sheet Sizer 2002a I LOADS: ( lbs, psf, or plf ) Load Type Distribution Magnitude Location [ft] Pattern Shear 785 Total Start End Start End Load? ILoad1 Dead Point 2750 1.50 No Load2 Live Point 1700 1.50 No Load3 Dead Full Area 15.00 (2.00)* L/240 No xrributary Width (tt) I MAXIMUM R 0' 3'-3" Dead 1,550 Value 1338 Live 915 Shear 785 Total 2465 85 2123 Bearing: fb = 529 Fb' = 1350 fb/Fb' = 0.39 Live Defl'n 0.00 = Length 1.0 L/360 1.0 Timber -soft, D.Fir-L, No. 1, 6x10" Self Weight of 12.41 plf automatically included in loads; Lateral support: top= full, bottom= at supports; Load combinations: ICC -IBC; SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and in) Criterion Analysis Value Design Value Analysis/Design Shear fv @d = 70 Fv' = 85 fv/Fv' = 0.82 Bending(+) fb = 529 Fb' = 1350 fb/Fb' = 0.39 Live Defl'n 0.00 = <L/999 0.11 = L/360 0.03 Total Defl'n 0.01 = <L/999 0.16 = L/240 0.07 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 1350 1.00 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 85 1.00 1.00 1.00 2 Fcp'= 625 1.00 1.00 - E' = 1.6 million 1.00 1.00 2 Bending(+): LCH 2 = D+L, M = 3650 lbs -ft Shear : LC# 2 = D+L, V = 2465, V@d = 2431 lbs Deflection: LC# 2 = D+L EI= 628.73e06 lb-in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. COMPANY PROJECT �. f� R.F. Structural Consultants, Inc. Kelly Domer Development WoodWork-s 44-100 Monterey Ave. Suite 201-C (Lot #10 Traditions) Palm Desert, CA 92260 Beam #18 - Ridge @ Master syssr:�R,:r;>x.v-�au,�>io.r May 12, 2004 14:10:53 Bedroom Design Check Calculation Sheet Sizer 2002a LOADS: ( lbs, psf, or plf ) Load Type Distribution Magnitude Location [ft] Pattern fv @d = 67 fb = 1135 0.18 = <L/999 0.60 = L/399 1680 Total Start . End Start End Load? Loadl Dead Full Area 24,00(10.50)* Fcp'= 650 No Load2 Live Full Area 16.00(10.50)* 1.00 No •Tri Durary wiarn tLLJ MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : 0' 20' Dead 2721 Design Value 2721 Live 1680 fv @d = 67 fb = 1135 0.18 = <L/999 0.60 = L/399 1680 Total 4401 1.00 1.000 1.00 0.973 4401 Bearing: 1.00 1.00 2 Fcp'= 650 1.00 1.00 - Length 1.3 1.00 1.3 Glulam-Simple, VG West.DF, 24F -V4,5 -118x16-112" 3 1e C LCR, Self Weight of 20.09 plf automatically included in loads; Lateral support: top= full, bottom= at supports; Load combinations: ICC -IBC; SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and in) Criterion Analysis Value Design Value Analysis/Design FACTORS: F CD - Shear Bending(+) Live Defl'n Total Defl'n fv @d = 67 fb = 1135 0.18 = <L/999 0.60 = L/399 Fv' = 190 Fb' = 2336 0.67 = L/360 1.00 = L/240 fv/Fv' = 0.35 fb/Fb' = 0.49 0.26 0.60 1.00 1.00 1.000 1.00 0.973 1.00 1.00 2 Fv' = 190 1.00 1.00 1.00 2 ADDITIONAL DATA: FACTORS: F CD - CM Ct CL CF CV Cfu Cr LC# Fb'+= 2400 ' 1.00 1.00 1.00 1.000 1.00 0.973 1.00 1.00 2 Fv' = 190 1.00 1.00 1.00 2 Fcp'= 650 1.00 1.00 - E' = 1.8 million 1.00 1.00 2 Bending(+): LC# 2 = D+L, M = 22004 lbs -ft Shear LC# 2 = D+L, V = 4401, V@d = 3796 lbs Deflection: LC# 2 = D+L EI=3453.27e06 lb-in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. GLULAM: The loading coefficient KL used in the calculation of Cv is assumed to be unity for all cases. This is conservative except where point loads occur at 113 points of a span (NDS Table 5.3.2). 3. GLULAM: bxd = actual breadth x actual depth. 4. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 5. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). COMPANY PROJECT L/7?' WoodWorks q. R.F. Structural Consultants, Inc. Kelly Domer Development �A&44-100 Monterey Ave. Suite 201-C (Lot #10 Traditions) Palm Desert, CA 92260 Beam #19 - Rear wall of Master ;u: rsY.v cec>u.x� i u,x'sro.v May 12, 2004 14:34:10 Bedroom Design Check Calculation Sheet Sizer 2002a LOADS: ( lbs, psf, or plf ) Load Type Distribution Magnitude Location [ft] Pattern Shear 864 Total Start End Start End Load? Loadl Dead Full Area 24.00 (9.00)* Bearing: No Load2 Live Full Area 16.00 (9.00)* L/360 No Load3 Dead Full Area 15.00 (2.00)* L/240 No --rrinutary wiatn (rr) MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : 0' 12' Dead 1550 Value 1550 Live 864 Shear 864 Total 2414 85 2414 Bending(+) fb = 1051 Fb' = Bearing: fb/Fb' = 0.78 Live Defl'n 0.11 = Length 1.0 L/360 1.0 Timber -soft, D.Fir-L, No. 1, 6x10" Self Weight of 12.41 ptf automatically included in loads; Lateral support: top= full, bottom= at supports; Load combinations: ICC -IBC; SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and in) Criterion Analysis Value Desi n Value Analysis/Design Shear fv @d = 60 Fv' = 85 fv/Fv' = 0.71 Bending(+) fb = 1051 Fb' = 1350 fb/Fb' = 0.78 Live Defl'n 0.11 = <L/999 0.40 = L/360 0.27 Total Defl'n 0.39 = L/365 0.60 = L/240 0.66 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 1350 1.00 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 85 1.00 1.00 1.00 2 Fcp'= 625 1.00 1.00 - E' = 1.6 million 1.00 1.00 2 Bending(+): LC# 2 = D+L, M = 7243 lbs -ft Shear : LC# 2 = D+L, V = 2414, V@d = 2096 lbs Deflection: LC# 2 = D+L EI= 628.73e06 lb-in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. COMPANY PROJECT '22 WoodWorks ,b, R.F. Structural Consultants, Inc. Kelly Domer Developmentm�, 44-100 Monterey Ave. Suite 201-C .(Lot #10Traditions) �''°'°' Palm Desert, CA 92260 Beam #20 - Master Bedroom Trellis May 12, 2004 14:40:02 Design Check Calculation Sheet Sizer 2002a I LOADS: ( lbs, psf, or pif ) Load Type Distribution Magnitude Location [ft] Pattern fv @d = 1008 Total Start End Start End Load? Loadl Dead Full Area 24.00 (9.00)* Bearing: No Load2 Live Full Area 16.00 (9.00)* 0.24 No -rripucary wlarn krr) I MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : 01 14' Dead 1617 Design 1617 Live 1008 fv @d = 1008 Total 2625 fv/Fv' = 0.63 2625 fb = 909 Fb' = 1350 Bearing: Live Defl'n 0.11 = <L/999 Length 1.0 0.24 1.0 Timber -soft, D.Fir-L, No. 1, 6x12" Self Weight of 15.02 plf automatically included in loads; Lateral support: top= full, bottom= at supports; Load combinations: ICC -IBC; SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and in) Criterion Value Design Value Anal sis/Desi n -Analysis Shear fv @d = 54 Fv' = 85 fv/Fv' = 0.63 Bending(+) fb = 909 Fb' = 1350 fb/Fb' = 0.67 Live Defl'n 0.11 = <L/999 0.47 = L/360 0.24 Total Defl'n 0.38 = L/441 0.70 = L/240 0.54 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 1350 1.00 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 85 1.00 1.00 1.00 2 Fcp'= 625 1.00 1.00 - E' = 1.6 million 1.00 1.00 2 Bending(+): LC# 2 = D+L, M = 9188 lbs -ft Shear : LC# 2 = D+L, V = 2625, V@d = 2266 lbs Deflection: LC# 2 = D+L EI=1115.29e06 lb -int Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. ,sn Ks% COMPANY PROJECT j R.F. Structural Consultants, Inc. Kelly Domer Development 'Woodt � o r ks 44-100 Monterey Ave. Suite 201-C (Lot #10 Traditions) Y 1/ ddd!!! Palm Desert, CA 92260 Beam #21 - Nook to Outdoor Room May 12, 2004 15:20:54 y @ Sliding Door Design Check Calculation Sheet Sizer. 2002a I LOADS: ( lbs, psf, or plf ) Load Type Distribution Magnitude Location [ft] Pattern Shear 620 Total Start End Start End Load? Loadl Dead Full Area 24.00 (5.00)* 1350 No Load2 Live Full Area 16.00 (5.00)* L/360 No Lc Dead Full Area 15.00 (4.00)* L/240 No =rrioutary wiatn (tt) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : 0. 15'-6" Dead 1511 Value 1511 Live 620 Shear 620 Total 2131 85 2131 Bearing: fb = 818 Fb' = 1350 fb/Fb' = 0.61 Live Defl'n 0.09 = Length 1.0 L/360 1.0 Timber -soft, D.Fir-L, No. 1, 6x12" Self Weight of 15.02 plf automatically included in loads; Lateral support: top= full, bottom= at supports; Load combinations: ICC -IBC; SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and in) Criterion Analysis Value Design Value Analysis/Design Shear fv @d = 44 Fv' = 85 fv/Fv' = 0.52 Bending(+) fb = 818 Fb' = 1350 fb/Fb' = 0.61 Live Defl'n 0.09 = <L/999 0.52 = L/360 0.18 Total Defl'n 0.43 = L/428 0.77 = L/240 0.56 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 1350 1.00 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 85 1.00 1.00 1.00 2 Fcp'= 625 1.00 1.00 - E' = 1.6 million 1.00 1.00 2 Bending(+): LC# 2 = D+L, M = 8259 lbs -ft Shear : LC# 2 = D+L, V = 2131, V@d = 1868 lbs Deflection: LC# 2 = D+L EI=1115.29e06 lb-in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. COMPANY PROJECT L/31 I. I. Structural Consultants, Inc. Kelly Domer Development WoodWorks" 44-100 Monterey Ave. Suite 201-C (Lot #10 Traditions) Palm Desert, CA 92260 Beam #22 - Nook to Outdoor Room sa<tse ei;>x.v.-cr.evtrsi'v May 12, 2004 15:22:31 @ Sliding Door Design Check Calculation Sheet Sizer 2002a I LOADS: ( lbs, psf, or pif ) Load Type Distribution Magnitude Location [ft] Start End Start End Pattern Load? Load3 Dead Full Area 1 15.00 (4.00)* No 'Tributary Width (tt) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : 0' 15'-6" Dead 541 541 Live Shear fv @d = 18 Total 541 541 fb = 488 Fb' = 1080 fb/Fb' = 0.45 Bearing: negligible Len th 1.0 1.0 Timber -soft, D.Fir-L, No. 1, 6x8" Self Weight of 9.8 plf automatically included in loads; Lateral support: top= full, bottom= at supports; Load combinations: ICC -IBC; SECTION vs. DESIGN CODE NDS -1997: ( stress=psi, and in) Criterion Analysis Value Design Value Analysis/Design Shear fv @d = 18 FW' = 76 fv/Fv' = 0.24 Bending(+) fb = 488 Fb' = 1080 fb/Fb' = 0.45 Live Defl'n negligible Total Defl'n 0.44 = L/423 0.77 = 1;/240 0.57 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 1200 0.90 1.00 1.00 1.000 1.00 1.000 1.00 1.00 1 Fv' = 85 0.90 1.00 1.00 1 Fcp'= 625 1.00 1.00 - E' = 1.6 million 1.00 1.00 1 Bending(+): LC# 1 = D only, M = 2096 lbs -ft Shear : LC# 1 = D only, V = 541, V@d = 497 lbs Deflection: LC# 1 = D only EI= 309.37e06 lb-in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. COMPANY PROJECT f R.F. Structural Consultants, Inc. Kelly Domer Development ,�/� 44-100 Monterey Ave. Suite 201-C (Lot #10 Traditions) �! q r k Palm Desert, CA 92260 Beam #23 - Nook Exterior Door '""""``"" y ""° """" May 13, 2004 09:57:15 Design Check Calculation Sheet Sizer 2002a LOADS: ( lbs, psf, or plf ) Load I Load3 Type Distribution Magnitude Start End Location [ft] Start End Pattern Load? fv @d = 61 Dead Full Area 24.00 (2.00)* fb = 825 No Load2 Live Full Area 16.00 (2.00)* 0.24 = L/360 No Bending(+): LC# 2 = Load4 Dead Point 2400 3.50 No D+L EI=1115.29e06 lb-in2 Load5 Live Point 1425 3.50 No Load6 Dead Full Area 15.00 (8.00)* No 1. Please verify that the default deflection limits are appropriate for your application. *Tributary width (ft) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : f o: •.=ri ..... ,.. ,.. ,... , : ....... .a...... ,:.. ..,.. ....,.. ...n x. .,.. .. i .s ... .n' ,. r.. ...s. ,a... :.D,...,a. !.. : � s <:'L�::'si . J ':�tbU iiiS 0' T-3" Dead 1905 Design Value 1822 Live 853 fv @d = 61 804 Total 2758 fb = 825 2626 Bearing: 1.00 1.00 Live Defl'n 0.02 = <L/999 0.24 = L/360 0.08 Bending(+): LC# 2 = Total Defl'n Length 1.0 _ _ _- 1.0 Timber -soft, D.Fir-L, No. 1, 6x12" Self Weight of 15.02 plf automatically included in loads; Lateral support: top= full, bottom= at supports; Load combinations: ICC -IBC; SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and in) Criterion Analysis Value Design Value Anal sis/Desi n CM Ct CL CF CV Cfu Cr Shear fv @d = 61 Fv' = 85 fv/Fv' = 0.71 Bending(+) fb = 825 Fb' = 1350 fb/Fb' = 0.61 1.00 1.00 Live Defl'n 0.02 = <L/999 0.24 = L/360 0.08 Bending(+): LC# 2 = Total Defl'n 0.08 = <L/999 0.36 = L/240 0.22 ADDITIONAL DATA: FACTORS: F Co CM Ct CL CF CV Cfu Cr LC# Fb'+= 1350 1.00 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 85 1.00 1.00 1.00 2 Fcp'= 625 1.00 1.00 - E' = 1.6 million 1.00 1.00 2 Bending(+): LC# 2 = D+L, M = 8336 lbs -ft Shear : LC# 2 = D+L, V = 2758, V@d = 2552 lbs Deflection: LC# 2 = D+L EI=1115.29e06 lb-in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. `(D=dead L=live S=snow w=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. COMPANY PROJECT 5�,. R.F. Structural Consultants, Inc. Kelly Domer Development 44-100 Monterey Ave. Suite 201-C (Lot #10 Traditions) 2.0 �+ �! o r k Palm Desert, CA 92260 Beam #24 - Ridge Beam @ Nook srttiraaset>x.vezu; t�'it;.v May 12, 2004 15:30:47 Design Check Calculation Sheet Sizer 2002a LOADS: ( Ibs, psf, or plf ) Load Type Distribution Magnitude Location [ft] Pattern fv @d = 50 fb = 987 0.20 = <L/999 0.70 = L/378 1408 Total Start End Start End Load? Load3 Dead Full Area 24.00 (8.00)* Fcp'= 650 No Load2 Live Full Area 16.00 (8.00)* 1.0 No -1 riouvary W10Ln kILJ MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : a 22' Dead 2377 Design Value 2377 Live 1408 fv @d = 50 fb = 987 0.20 = <L/999 0.70 = L/378 1408 Total 3785 1.00 1.000 3785 Bearing: 1.00 1.00 2 Fcp'= 650 1.00 1.00 Length 1.0 1.00 1.0 Glulam-Simple, VG West.DF, 24F -V4,6 -314x15" Self Weight of 24.05 plf automatically included in loads; Lateral support: top= full, bottom= at supports; Load combinations: ICC -IBC; SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and in) Criterion Anal sis Value Design Value Analysis/Design FACTORS: F CD Shear Bending(+) Live Defl'n Total Defl'n fv @d = 50 fb = 987 0.20 = <L/999 0.70 = L/378 Fv' = 190 Fb' = 2273 0.73 = L/360 1.10 = L/240 fv/Fv' = 0.26 fb/Fb' = 0.43 0.27 0.63 1.00 1.00 1.000 1.00 0.947 1.00 1.00 2 Fv' = 190 1.00 1.00 1.00 2 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 2400 1.00 1.00 1.00 1.000 1.00 0.947 1.00 1.00 2 Fv' = 190 1.00 1.00 1.00 2 Fcp'= 650 1.00 1.00 - E' = 1.8 million 1.00 1.00 2 Bending(+): LC# 2 = D+L, M = 20815 lbs -ft Shear : LC# 2 - D+L, V = 3785, V@d = 3354 lbs Deflection: LC# 2 = D+L EI=3417.13e06 lb -int Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. GLULAM: The loading coefficient KL used in the calculation of Cv is assumed to be unity for all cases. This is conservative except where point loads occur at 1/3 points of a span (NDS Table 5.3.2). 3. GLULAM: bxd = actual breadth x actual depth. 4. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 5. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). COMPANY PROJECT q227 9 WoodWoS-_ R.F. Structural Consultants, Inc. Kelly Domer Development e,rK44-100 Monterey Ave. Suite 201-C (Lot #10 Traditions) 9 Palm Desert, CA 92260 Beam #25 - Kitchen Skylight s's•rsvwera i:,xit urst>i<,t May 13, 2004 10:03:20 Design Check Calculation Sheet Sizer 2002a LOADS: ( lbs, psf, or plf ) Load Type Distribution Magnitude Location [ft] Pattern Shear 240 Total Start End Start End Load? Loadl Dead Full Area 20.00 (9.00)* Bearing: No Load2 Live Full Area 20.00 (9.00)* L/360 No ='rrioutary w1oLn lit) MAXIMUM REi ,G I TUNS (ips) and 1:31:ZAKINU LtNU I MZ5 [in) : 0' 6' Dead 252 Value 252 Live 240 Shear 240 Total 492 95 492 Bending(+) fb = 280 Fb' = Bearing: fb/Fb' = 0.31 Live Defl'n 0.01 Length 1.0 L/360 1.0 Lumber -soft, D.Fir-L, No.2, 2x12" Self Weight of 4.01 plf automatically included in loads; Lateral support: top= full, bottom= at supports; Load combinations: ICC -IBC; SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and in) Criterion Analysis Value Design Value Anal sis/Desi n Shear fv @d = 30 Fv' = 95 fv/Fv' = 0.32 Bending(+) fb = 280 Fb' = 900 fb/Fb' = 0.31 Live Defl'n 0.01 = <L/999 0.20 = L/360 0.04 Total Defl'n 0.02 = <L/999 0.30 = L/240 0.07 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 900 1.00 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 95 1.00 1.00 1.00 2 Fcp'= 625 1.00 1.00 - E' = 1.6 million 1.00 1.00 2 Bending(+): LC# 2 = D+L, M = 738 lbs -ft Shear : LC# 2 - D+L, .V = 492, V@d = 338 lbs Deflection: LC# 2 = D+L EI= 284.76e06 lb -int Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. COMPANY PROJECT R.F. Structural Consultants, Inc. Kelly Domer Development 26 %` � J 44100 Monterey Ave. Suite 201-C (Lot #10 Traditions) O/ V bbbbkk Palm Desert, CA 92260 Beam #26 - Between Kitchen and s�rr,Y:ttc�:ca.ric:r.>urxsn.v May 13, 2004 10:07:32 Nook Design Check Calculation Sheet Sizer 2002a LOADS: ( lbs, psf, or plf ) Load Type Distribution Magnitude Start End Location [ft] Start End Pattern Load? Loadl Dead Full Area 24.00 (2.00)* Fv' = Fb' = 0.41 = 0.61 = No Load2 Live Full Area 20.00 (2.00)* Bearing: No Load3 Dead Full Area 15.00 (5.00)* 1.00 No Load4 Dead Point 2400 6.50 No Loads Live Point 1425 6.50 No T r1YJutary wiaLn tr LJ MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : 0' 12'-3" Dead 1969 Value 2116 Live 914 Ct CL 1001 Total 2883 Fv' = Fb' = 0.41 = 0.61 = 3117 fv/Fv' = 0.37 fb/Fb' = 0.61 0.21 0.56 1.00 1.00 2 Bearing: 1.00 1.00 - Length 1.0 1.00 1.0 Glulam-Simple, VG West.DF, 24F -V4, 5-118x12" W1 17AAJOAA-P Self Weight of 14.61 plf automatically included in loads; Lateral support: top= full, bottom= at supports; Load combinations: ICC -IBC; SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and in) Criterion Analysis Value Design Value Analysis/Design Ct CL Shear Bending(+) Live Defl'n Total Defl'n fv @d = fb = 0.09 = 0.34 = 70 1462 <L/999 L/428 Fv' = Fb' = 0.41 = 0.61 = 190 2400 L/360 L/240 fv/Fv' = 0.37 fb/Fb' = 0.61 0.21 0.56 1.00 1.00 2 Fcp'= 650 1.00 1.00 - E' = 1.8 million 1.00 1.00 2 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 2400 1.00 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 190 1.00 1.00 1.00 2 Fcp'= 650 1.00 1.00 - E' = 1.8 million 1.00 1.00 2 Bending(+): LC# 2 = D+L, M = 14990 lbs -ft Shear : LC# 2 = D+L, V = 3028, V@d = 2880 lbs Deflection: LC# 2 =.D+L EI=1328.38e06 lb-in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. GLULAM: The loading coefficient KL used in the calculation of Cv is assumed to be unity for all cases. This is conservative except where point loads occur at 1/3 points of a span (NDS Table 5.3.2). 3. GLULAM: bxd = actual breadth x actual depth. 4. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 5. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). COMPANY PROJECT Y'Z27 QU R.F. Structural Consultants, Inc. Kelly Domer Development WoodWorks" 44-100Monterey Ave. Suite 201-C (Lot #10 Traditions) 7_ Palm Desert, CA 92260 Beam #27 - Dining Room Ext. Door s'a: tsr�a� ee>rrtisLc utfe3ic;.v May 13, 2004 10:19:10 • ! Design Check Calculation Sheet I Sizer 2002a LOADS: ( lbs, psf, or pif ) Load Type Distribution Magnitude Location [ft] Pattern Total 1486 1486 Start End Start End Load? Load1 Dead Full Area 20.00 (8.50)* 1.0 No Load2 Live Full Area 20.00 (8.50)* 1.00 No Load3 Dead Full Area 15.00 (4.00)* No T'1'rinutary Width (Lt) MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : 0' T-3" Dead 869 869 Live 616 616 Total 1486 1486 Bearing: 1".00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 85 1.00 1.00 1.00 Length 1.0 1.0 Timber -soft, D.Fir-L, No. 1, 6x8" Self Weight of 9.8 plf automatically included in loads; Lateral support: top= full, bottom= at supports; Load combinations: ICC -IBC; I SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and in) Criterion Analysis Value Design Value Analysis/Design FACTORS: F CD Shear Bending(+) Live Defl'n Total Defl'n fv @d = 45 fb = 627 0.03 = <L/999 0.11 = L/817 Fv' = 85 Fb' = 1200 0.24 = L/360 0.36 = L/240 fv/Fv' = 0.53 fb/Fb' = 0.52 0.14 0.29 1.00 1".00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 85 1.00 1.00 1.00 2 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 1200 1.00 1.00 1".00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 85 1.00 1.00 1.00 2 Fcp'= 625 1.00 1.00 - E'. = 1.6 million 1.00 1.00 2 Bending (+): LC# 2 = D+L, M = 2692 lbs -ft Shear : LC# 2 = D+L, V = 1486, V@d = 1229 lbs Deflection: LC# 2 = D+L EI= 309.37e06 lb-in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. Design Check Calculation Sheet Sizer 2002a I LOADS: ( lbs, psf, or plf ) Load Type Distribution COMPANY R.F. Structural Consultants, Inc. PROJECT Kelly Domer Development VWo o d W° C1� � o 840 44-100 Monterey Ave. Suite 201-C (Lot #10 Traditions) Start End O J Loadl Palm Desert, CA 92260 Beam #28 - Ridge Bm @ Office 24.00 (7.00)* .111rf iYgRc 104.. 1VC-00 z*"vG"V No May 13, 2004 10:22:20 Live. Design Check Calculation Sheet Sizer 2002a I LOADS: ( lbs, psf, or plf ) Load Type Distribution Magnitude Location (ft)- Pattern Shear 840 Total StartEnd Start End Load? Loadl Dead Full Area 24.00 (7.00)* 1350 No Load2 Live. Full Area 16.00 (7.00)* L/360 No zrrioutary wiatn (rt) MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : 0' 15' Dead 1373 Value 1373 Live 840 Shear 840 Total 2213 85 2213 Bearing: fb = 821 Fb' = 1350 fb/Fb' = 0.61 Live Defl'n 0.11 = Length 1.0 L/360 1.0 Timber -soft, D.Fir-L, No. 1, 6x12" Self Weight of 15.02 plf automatically included in loads; Lateral support: top= full, bottom= at supports; Load combinations: ICC -IBC; SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and in) Criterion ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 1350 1.00 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 85 1.00 1.00 1.00 2 Fcp'= 625 1.00 1.00 - E' = 1.6 million 1.00 1.00 2 Bending(+): LC# 2 = D+L, M = 8298 lbs -ft Shear : LC# 2 = D+L, V = 2213, V@d = 1930 lbs Deflection: LC# 2 = D+L EI=1115.29e06 lb -int Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. Analysis Value Design Value Analysis/Design Shear fv @d = 46 Fv' = 85 fv/Fv' = 0.54 Bending(+) fb = 821 Fb' = 1350 fb/Fb' = 0.61 Live Defl'n 0.11 = <L/999 0.50 = L/360 0.23 Total Defl'n 0.39 = L/455 0.75 = L/240 0.53 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 1350 1.00 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 85 1.00 1.00 1.00 2 Fcp'= 625 1.00 1.00 - E' = 1.6 million 1.00 1.00 2 Bending(+): LC# 2 = D+L, M = 8298 lbs -ft Shear : LC# 2 = D+L, V = 2213, V@d = 1930 lbs Deflection: LC# 2 = D+L EI=1115.29e06 lb -int Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. Design Check Calculation Sheet Sizer 2002a LOADS: ( lbs, psf, or plf ) Load COMPANY R.F. Structural Consultants, Inc. PROJECT q?47 dpft- Kelly Domer Development ,�� en WoodWorks�Palm 44-100 Monterey Ave. Suite 201-C (Lot #10 Traditions) fv @d = 45 fb = 776 0.02 = <L/999 0.10 = L/892 Desert, CA 92260 Beam #29 - Office Ext. Door Start End May 13, 2004 10:25:32 Load? Design Check Calculation Sheet Sizer 2002a LOADS: ( lbs, psf, or plf ) Load Type Distribution Magnitude Location [ft] Pattern fv @d = 45 fb = 776 0.02 = <L/999 0.10 = L/892 411 Total Start End Start End Load? Loadl Dead Full Area 15.00 (8.00)* Fcp'= 625 No Load2 Dead Point 1400 3.75 No Load3 Live Point 850 3.75 No rrioutary Wiatn (rt) MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : 0` 7.-g„ Dead 1236 Design Value 1191 Live 439 fv @d = 45 fb = 776 0.02 = <L/999 0.10 = L/892 411 Total 1674 1.00 1.000 1.00 1.000 1602 Bearing: 1.00 1.00 2 Fcp'= 625 1.00 1.00 - Length 1.0 1.00 1.0 Timber -soft, D.Fir-L, No. 1, 6x10" Self Weight of 12.41 plf automatically included in loads; Lateral support: top= full, bottom= at supports; Load combinations: ICC -IBC; SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and in) Criterion Analysis Value Design Value Analysis/Design FACTORS: F CD Shear Bending(+) Live Defl'n Total Defl'n fv @d = 45 fb = 776 0.02 = <L/999 0.10 = L/892 Fv' = 85 Fb' = 1350 0.26 = L/360 0.39 = L/240 fv/Fv' = 0.53 fb/Fb' = 0.57 0.09 0.27 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 85 1.00 1.00 1.00 2 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 1350 1.00 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 85 1.00 1.00 1.00 2 Fcp'= 625 1.00 1.00 - E' = 1.6 million 1.00 1.00 2 Bending(+): LC# 2 = D+L, M = 5348 lbs -ft Shear : LC# 2 = D+L, V = 1674, V@d = 1570 lbs Deflection: LC# 2 = D+L EI= 628.73e06 lb-in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. COMPANY PROJECT 7 y R.F. Structural Consultants, Inc. Kelly Domer Development o �. 44100 Monterey Ave. Suite 201-C (Lot #10 Traditions) 'WoodWk 0' Palm Desert, CA 92260 Beam #30 - Between Office and s: tsvas e:;us5rtot c.•,' v N May 13, 2004 10:34:41 Entry, Design Check Calculation Sheet Sizer 2002a I LOADS: ( lbs, psf, or plf ) Load Type Distribution Magnitude Location [ft] Pattern fv @d = 61 fb = 793 0.04 = <L/999 0.14 = L/697 891 Total Start End Start End Load? Loadl Dead Full Area 29.00(13.50)* Fcp'= 625 No Load2 Live Full Area 16.00(13.50)* 1.00 No Load3 Dead Full Area 15.00 (6.00)* No rrriputary wiatn (rt) I MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : 0' 8'-3" Dead 1759 Design Value 1759 Live 891 fv @d = 61 fb = 793 0.04 = <L/999 0.14 = L/697 891 Total 2650 1.00 1.000 2650 Bearing: 1.00 1.00 2 Fcp'= 625 1.00 1.00 - Length 1.0 1.00 1.0 Timber -soft, D.Fir-L, No. 1, 6x10" Self Weight of 12.41 plf automatically included in loads; Lateral support: top= full, bottom= at supports; Load combinations: ICC -IBC; SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and in) Criterion Analysis Value Design Value Analysis/Design FACTORS: F CD Shear Bending(+) Live Defl'n Total Defl'n fv @d = 61 fb = 793 0.04 = <L/999 0.14 = L/697 Fv' = 85 Fb' = 1350 0.28 = L/360 0.41 = L/240 fv/Fv' = 0.72 fb/Fb' = 0.59 0.13 0.34 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 FV' = 85 1.00 1.00 1.00 2 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF. CV Cfu Cr LC# Fb'+= 1350 1.00 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 FV' = 85 1.00 1.00 1.00 2 Fcp'= 625 1.00 1.00 - E' = 1.6 million 1.00 1.00 2 Bending(+): LC# 2 = D+L, M = . 5466 lbs -ft Shear : LC# 2 = D+L, V = 2650, V@d = 2141 lbs Deflection: LC# 2 = D+L EI= 628.73e06 lb-in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending -members shall be laterally supported according to the provisions of NDS Clause 4.4.1. COMPANY PROJECT e`-/ 7.7 �. �, R.F. Structural Consultants, Inc. Kelly Domer Development `� `� �® �^!!k 44-100 Monterey Ave. Suite 201-C (Lot #10 Traditions) ✓ 1 V i Palm Desert, CA 92260 Beam #31 - Between Dining and ,D r"VAR;:r.: u.;rc+.us:rs(<;,v May 13, 2004 10:38:45 Great Room Design Check Calculation Sheet Sizer 2002a LOADS: ( lbs, psf, or pif ) Load Type Distribution Magnitude Location [ft] Pattern Total 3978 3978 Start End Start End Load? Loadl Dead Full Area 29.00(17.50)* 1.2 No Load2 Live Full Area 20.00(17.50)* 1.00 No Load3 Dead Full Area 15.00 (5.00)* No "Tributary Width (tt) MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : 0' 9,-3, Dead 2359 2359 Live 1619 1619 Total 3978 3978 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Bearing: 1.00 1.00 Length 1.2 1.2 Timber -soft, D.Fir-L, No. 1, 6x12" Self Weight of 15.02 plf automatically included in loads; Lateral support: top= full, bottom= at supports; Load combinations: ICC -IBC; SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and in) Criterion Anal sis Value Desi n. Value Analysis/Design FACTORS: F CD Shear Bending(+) Live Def1'n Total Defl'n fv @d = 75 fb = 910 0.05 = <L/999 0.16 = L/674 Fv' = 85 Fb' = 1350 0.31 = L/360 0.46 = L/240 fv/Fv' = 0.88 fb/Fb' = 0.67 0.17 0.36 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 85 1.00 1.00 1.00 2 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 1350 1.00 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 85 1.00 1.00 1.00 2 Fcp'= 625 1.00 1.00 - E' = 1.6 million 1.00 1.00 2 Bending(+): LC# 2 = D+L, M = 9198 lbs -ft Shear : LC# 2 = D+L, V = 3978, V@d = 3153 lbs Deflection: LC# 2 = D+L EI=1115.29e06 lb -int Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) I DESIGN NOTES: i 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. COMPANY PROJECT L/777 , R.F. Structural Consultants, Inc. Kelly Domer Development t 'Wood -Work -s" �� rC,�44-100 Monterey Ave. Suite 201-C (Lot #10 Traditions) .7 i/ V i J Palm Desert, CA 92260 Beam #32 - Between Kitchen and May 13, 2004 12:14:31 Great Room Design Check Calculation Sheet Sizer 2002a I LOADS: ( lbs, psf, or plf ) Load Type Distribution Magnitude Start End Location [ftj Start End Pattern Load? Load1 Dead Partial Area 24.00(17.50)* 0.00 5.00 No Load2 Live Partial Area 20.00(17.50)* 0.00 5.00 No Load3 Dead Point 525 5.00 No Load4 Live Point 475 5.00 No Load5 Dead Partial Area 24.00(12.00)* 5.00 11.00 No Load6 Live Partial Area 20.00(12.00)* 5.00 11.00 No Load? Dead Point 525 11.00 No Load8 Live Point 475 11.00 No Load9 Dead Partial Area 24.00(17.50)* 11.00 15.00 No LoadO Live Partial Area 20.00(17.50)* 11.00 15.00 No Loall Dead Full Area 15.00 (5.00)* No 1'1'ributary wiatn (tt) MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : 0' 15' Dead 3970 Value 3987 Live 2760 Shear 2780 Total 6730 190 6767 Bearing: fb = 1528 Fb' = 2400 fb/Fb' = 0.64 Live Defl'n 0.16 = Length 2.0 L/360 2.0 Glulam-Simple, VG West.DF, 24F -V4, 5-1!8x15" 4,✓l Self Weight of 18.26 pff automatically included in loads; eAlKe A0Z Lateral support: top= full, bottom= at supports; Load combinations: ICC -IBC; SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and in) Criterion Analysis Value Design Value Analysis/Design Shear fv @d = 110 Fv' = 190 fv/Fv' = 0.58 Bending(+) fb = 1528 Fb' = 2400 fb/Fb' = 0.64 Live Defl'n 0.16 = <L/999 0.50 = L/360 0.32 Total Defl'n 0.50 = L/356 0.75 = L/240 0.67 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 2400 1.00 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 190 1.00 1.00 1.00 2 Fcp'= 650 1.00 1.00 - E' = 1.8 million 1.00 1.00 2 Bending(+): LC# 2 = D+L, M = 24470 lbs -ft Shear : LC# 2 = D+L, V = 67.30, V@d = 5651 lbs Deflection: LC# 2 = D+L EI=2594.49eO6 lb -int Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) COMPANY PROJECT -q,. R.F. Structural Consultants, Inc. Kelly Domer Development m Wo r k� 44-100 Monterey Ave. Suite 201-C (Lot #10 Traditions) . Palm Desert, CA 92260 Beam #33 - Rear of Great Room @ sta rsvaacec>u.w�:.>v scsi<,v May 13, 2004 10:47:26 Sliding Door Design Check Calculation Sheet Sizer 2002a LOADS: ( lbs, psf, or plf ) xrrioutary wiacn (rt; MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : 0' 19'-9" Dead =Loadl Distribution Magnitude Start End Location [ft] Pattern Start End Load? Live Shear Bending(+) Live Defl'n Total Defl'n Full Area 15.00 (9.00)* No xrrioutary wiacn (rt; MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : 0' 19'-9" Dead 1477 Design Value 1477 Live Shear Bending(+) Live Defl'n Total Defl'n fv @d = 32 fb = 712 negligible 0.58 = L/409 Fv' = 171 Fb' = 2160 0.99 = L/240 Total 1477 1.00 1.000 1.00 1.000 1477 Fv' = 190 0.90 1.00 1.00 1 Bearing: 1.00 1.00 - Le ng th 1.0 1.00 1.0 Glulam-Simple, VG West. DF, 24F -V4, 5-1/8x12" 1.j/STfA,,,JA9AA0 Self Weight of 14.61 plf automatically included in loads; C/4 I�► >�� Lateral support: top= full, bottom= at supports; Load combinations: ICC -IBC; SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and in) Criterion Analysis Value Design Value Analysis/Design FACTORS; F CD Shear Bending(+) Live Defl'n Total Defl'n fv @d = 32 fb = 712 negligible 0.58 = L/409 Fv' = 171 Fb' = 2160 0.99 = L/240 fv/Fv' = 0.19 fb/Fb' = 0.33 0.59 1.00 1.00 1.000 1.00 1.000 1.00 1.00 1 Fv' = 190 0.90 1.00 1.00 1 ADDITIONAL DATA: FACTORS; F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 2400 0.90 1.00 1.00 1.000 1.00 1.000 1.00 1.00 1 Fv' = 190 0.90 1.00 1.00 1 Fcp'= 650 1.00 1.00 - E' = 1.8 million 1.00 1.00 1 Bending(+): LC# 1 = D only, M = 7295 lbs -ft Shear : LC# 1 = D only, V = 1477, V@d = 1328 lbs Deflection: LC# 1 = D only EI=1328.38e06 lb -int Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D=d(aad L=live S=snow W --wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. GLULAM: The loading coefficient KL used in the calculation of Cv is assumed to be unity for all cases. This is conservative except where point loads occur at 1/3 points of a span (NDS Table 5.3.2). 3. GLULAM: bxd = actual breadth x actual depth. 4. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 5. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). Design Check Calculation Sheet Sizer 2002a LOADS: ( lbs, psf, or plf ) Load ,�. ® Distribution COMPANY R.F. Structural Consultants, Inc. 44-100 Monterey Ave. Suite 201-C PROJECT.. Kelly Domer Development (Lot #10 Traditions)Wood-Wrk Pattern Shear 690 Palm Desert, CA 92260 Beam #34 - Between Great Roo Start End Load? Loadl May 13, 2004 11:09:23 and Master Bathroom Design Check Calculation Sheet Sizer 2002a LOADS: ( lbs, psf, or plf ) Load Type Distribution Magnitude Location [ftj Pattern Shear 690 Total Start End Start End Load? Loadl Dead Full Area 15.00 (9.00)* 1200 No Load2 Dead Full Area 24.00(12.00)* L/360 No Load3 Live Full Area 20.00(12.00)* L/240 No 1'rlqutary WICIth (tt) MAXIMUM REi :TIONS (Ibs) and BEARING LENGTHS (in) : S -.. 'A -.t:.. :x:. ria: ��;... : '_'- _..i.i('^. :'. Ya^_`:.: t•:': •:: :, 4-�a a., :. , . ,.a.. .. a.... .. a ._..,. }. -.... r . _.... f:.,..:. a..�'-•::....:.:.. :. :.:T':; „J::i' ,.;i:` _ vj:<::<:i'v:� t<J:::: . x. a1 r,.. ,, »<G r...., ,.^^,...:,.>. .a, .^r ... .:. ....... .. ... .�.^(. a.. ,,. .c.-.. ,..,. x+. ^..>..•....:< �:\;c:h: `2til�..'�:::: ..r. ...... .... •.t...,. a<.. , >. .Y .. ..: ....... .. .... }... ... ...,r.. .1 ..... .... ..n. ::v.......tt:' V�>� Yel'ai: ,%Y' i a,. . .. ter. Y' - .:i•1`:.:,a:d:_. ..,..::,1:..:':..aA::...:::.....:...::':.s.:a::?:.;::.,ter..::••.: :'...:.�: , `::�:;f..: .. .. .. .. .. .. .. .. .. .. ..... ..... •.. .... .. x J .. .,..k... i. ..,..:. al. tis, X.'1:>' :`ti:' 'F:4��=LJ... : >e 01 61.91, Dead 1244 Value 1244 Live 690 Shear 690 Total 1934 + 1934 Bearing: fb = 647 Fb' = 1200 fb/Fb' = 0.54 Live Defl'n 0.02 = Length 1.0 L/360 1.0 Timber -soft, D.Fir-L, No. 1, 6x8" Self Weight of 9.8 plf automatically included in loads; Lateral support: top= full, bottom= at supports; Load combinations: ICC -IBC; SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and in) Criterion Analysis Value Design Value Analysis/Design Shear fv-@d = 55 Fv' = 85 fv/Fv' = 0.65 Bending(+) fb = 647 Fb' = 1200 fb/Fb' = 0.54 Live Defl'n 0.02 = <L/999 0.19 = L/360 0.10 Total Defl'n 0.07 = L/976 0.29 = L/240 0.25 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 1200 1.00 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 85 1.00 1.00 1.00 2 Fcp'= 625 1.00 1.00 - E' = 1.6 million 1.00 1.00 2 Bending(+): LC# 2 = D+L, M = 2781 lbs -ft Shear : LC# 2 = D+L, V = 1934, V@d = 1514 lbs Deflection: LC# 2 = D+L EI= 309.37e06 lb -int Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow V=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. COMPANY PROJECT 2 f - R.F. Structural Consultants, Inc. Kelly Domer Development 'Wood`� o r ks44-100 Monterey Ave. Suite 201 C (Lot #10 Traditions) Y 1/ 9 Palm Desert, CA 92260 Beam #35 - Entry Powder Room sa: r: s ac �c x. rrar i rb3n;.t May 13, 2004 11:19:42 Design Check Calculation Sheet Sizer 2002a LOADS: ( lbs, psf, or plf ) , Load Type Distribution Magnitude Location [ft] Pattern Shear 1122 Total Start End Start End Load? Loadl Dead Full Area 15.00 (9.00)* Bearing: No Load2 Dead Full Area 24.00(17.00)* L/360 No Load3 Live Full Area 16.00(17.00)* L/240 No 'Tributary Width (tt) MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : 0' 8'-3" Dead 2302 Value 2302 Live 1122 Shear 1122 Total 3424 85 3424 Bending(+) fb = 699 Fb' = Bearing: fb/Fb' = 0.52 Live Defl'n 0.03 Length 1.0 L/360 1.0 Timber -soft, D.Fir-L, No. 1, 6x12" Self Weight of 15.02 plf automatically included in loads; Lateral support: top= full, bottom= at supports; Load combinations: ICC -IBC; SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and in) Criterion Analysis Value Design Value Analysis/Design Shear fv @d = 62 Fv' = 85 fv/Fv' = 0.73 Bending(+) fb = 699 Fb' = 1350 fb/Fb' = 0.52 Live Defl'n 0.03 = <L/999 0.28 = L/360 0.09 Total Defl'n 0.10 = L/955 0.41 = L/240 0.25 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 1350 1.00 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 85 1.00 1.00 1.00 2 Fcp'= 625 1.00 1.00 - E' = 1.6 million 1.00 1.00 2 Bending(+): LC# 2 = D+L, M = 7062 lbs -ft Shear : LC# 2 = D+L, V = 3424, V@d = 2628 lbs Deflection: LC# 2 = D+L EI=1115.29e06 lb-in2 Total Deflection = 1.50(Dead Load -Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. COMPANY PROJECT 02 7 R.F. Structural Consultants, Inc. Kelly Domer Development � } ' 44-100 Monterey Ave. Suite 201-C (Lot #10 Traditions) -3 Palm Desert, CA 92260 Beam #36 - Kitchen Skylight WoodWorks"' May 13, 2004 11:41:17 Design Check Calculation Sheet Sizer 2002a I LOADS: ( lbs, psf, or pif ) Load Type Distribution Magnitude Start End Location [ft] Start End Pattern Load? Loadl Dead Full Area 20.00 (1.00)* 95 No Load3 Live Full Area 20.00 (1.00)* Bearing: No Load9 Dead Point 275 5.75 No Loads Live Point 250 5.75 No Load6 Dead Point 275 9.00 No Load? Live Point 250 9.00 No 'Tributary eWidtn (tt) MAXIMUM REACTIONS (ibs) and BEARING LENGTHS (in): 0' 17' Dead 515 Value 993 Live 953 Shear 387 Total 969 95 830 Bending(+) fb = 1983 Fb' = Bearing: fb/Fb' = 2.203 Live Defl'n 0.92 = Length 1.0 L/360 1.0 Lumber -soft, D.Fir-L, No.2, Self Weight of 4.01 plf automatically included in loads; Lateral support: top= full, bottom= at supports; Load combinations: ICC -IBC; This section S the design check WARNING: This section violates the following design cri a: Bending Deflection SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and in) Criterion Analysis Value Design Value Analysis/Desi n Shear fv @d = 82 EIV ' = 95 fv/Fv' = 0.87 Bending(+) fb = 1983 Fb' = 900 fb/Fb' = 2.203 Live Defl'n 0.92 = L/985 0.57 = L/360 0.79)3 Total Defl'n 1.13 = L/180 0.85 = L/290 1.33 FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= ' 900 1.00 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 95 1.00 1.00 1.00 2 Fcp'= 625 1.00 1.00 - E' = 1.6 million 1.00 1.00 2 Bending(+): LC# 2 = D+L, M = 5229 lbs -ft Shear : LC# 2 = D+L, V = 969, V@d = 927 lbs Deflection: LC# 2 = D+L EI= 289.76e06 lb -int Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction. CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. COMPANY PROJECT L/ 2 R.F. Structural Consultants, Inc. Kelly Domer Development'WoodWorksv� •A "' 44-100 Monterey Ave. Suite 201-C (Lot #10 Traditions) .J Palm Desert, CA 92260 Beam #37 - Ridge Beam @ Great May 13, 2004 11:48:29 Room Design Check Calculation Sheet Sizer 2002a LOADS: ( Ibs, psf, or pif ) Load Type Distribution Magnitude Location [ft] Pattern Total 10063 10063 Start End Start End Load? Loadl Dead Full Area 24.00(14.00)* 1.8 No Load2 Live Full Area 16.00(14.00)* 1.00 No -triou Cary wiar n (r L) MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : 0' 33' Dead 6367 6367 Live 3696 3696 Total 10063 10063 1.00 1.00 1.000 1.00 0.845 1.00 1.00 2 Bearing: 1.00 1.00 Length 1.8 1.8 Glulam-Simple, VG West.DF, 24F -V4, 8-314x24" \All 3/y J/ C14M 9 15/Z Self Weight of 49.88 plf automatically included in loads; Lateral support: top= full, bottom= at supports; Load combinations: ICC -IBC; SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and in) Criterion Analysis Value Design Value Analysis/Design FACTORS: F CD Shear Bending(+) Live Defl'n Total Defl'n fv @d = 63' fb = 1186 0.33 = <L/999 1.18 = L/335 F1r' = 190 Fb' = 2029 1.10 = L/360 1.65'= L/240 fv/Fv' = 0.33 fb/Fb' = 0.58 0.30 0.72 1.00 1.00 1.000 1.00 0.845 1.00 1.00 2 Fv' = 190 1.00 1.00 1.00 2 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 2400 1.00 1.00 1.00 1.000 1.00 0.845 1.00 1.00 2 Fv' = 190 1.00 1.00 1.00 2 Fcp'= 650 1.00 1.00 - E' = 1.8 million 1.00 1.00 2 Bending(+): LC# 2 = D+L, M = 83020 lbs -ft Shear : LC# 2 = D+L, V = 10063, V@d = 8843 lbs Deflection: LC# 2 = D+L EI=18143.71e06 lb -int Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. GLULAM: The loading coefficient KL used in the calculation of Cv is assumed to be unity for all cases. This is conservative except where point loads occur at 1/3 points of a span (NDS Table 5.3.2). 3. GLULAhA: bxd = actual breadth x actual depth. 4. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 5. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). COMPANY PROJECT 7 7—;?:y ,'. _ g `� R.F. Structural Consultants, Inc. Kelly Domer Development %� �� 1 p^ k $/'C. "-100 Monterey Ave. Suite 201-C (Lot #10 Traditions) 3 �! ®/ Palm Desert, CA 92260 Beam #38 - Rear of Outdoor Living ,nY:are:>x.k:ct irxyi ,r' May 13, 2004 11:54:15 Design Check Calculation Sheet Sizer 2002a LOADS: ( lbs, psf, or plf ) Load Type Distribution Magnitude Location [ft) Pattern fv @d = 56 fb = 829 0.09 = <L/999 0.25 = L/580 1260 Total Start End Start End Load? Loadl Dead Full Area 20.00(10.50)* Fcp'= 625 No Load2 Live. Full Area 20.00(10.50)* 1.00 No Load3 Dead Full Area 15.00 (2.00)* No F'rrioutary wiatn (rt) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : 0' 12' Dead 1530 Design Value 1530 Live 1260 fv @d = 56 fb = 829 0.09 = <L/999 0.25 = L/580 1260 Total 2790 1.00 1.000 2790 Bearing: 1.00 1.00 2 Fcp'= 625 1.00 1.00 - Length 1.0 1.00 1.0 Timber -soft, D.Fir-L, No. 1, 6x12" Self Weight of 15.02 plf automatically included in loads; Lateral support: top= full, bottom= at supports; Load combinations: ICC -IBC; SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and in) Criterion Analysis Value Design Value Analtsis/Design FACTORS: F CD Shear Bending(+) Live Defl'n Total Defl'n fv @d = 56 fb = 829 0.09 = <L/999 0.25 = L/580 Fv' = 85 Fb' = 1350 0.40 = L/360 0.60 = L/240 fv/Fv' = 0.65 fb/Fb' = 0.61 0.22 0.41, 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 85 1.00 1.00 1.00 2 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 1350 1.00 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 85 1.00 1.00 1.00 2 Fcp'= 625 1.00 1.00 - E' = 1.6 million 1.00 1.00 2 Bending(+): LC# 2 = D+L, M = 8370 lbs -ft Shear LC# 2 = D+L, V = 2790, V@d = 2344 lbs Deflection: LC# 2 = D+L EI=1115.29e06 lb-in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. COMPANY PROJECT 2; 7 ~ R.F. Structural Consultants, Inc. Kelly Domer Developme t � °44-100 Monterey Ave. Suite 201-C (Lot #10 Traditions) �. ! 1 kPalm Desert, CA 92260 Beam #39 - Rear of Great Room 16 -WoodWo. May 17, 2004 09:05:48 Sliding Door Design Check Calculation Sheet Sizer 2002a LOADS: ( lbs, psf, or pif ) Load Type Distribution Magnitude Start End Location [ft] Start End Pattern Load? Load3 Dead Full Area 15.00 (9.00)* 1.00 1.000 No Load5 Dead Full Area 20.00 (8.00)* Fcp'= 650 No Load6 Live Full Area 20.00 (8.00)* 1.00 No Load4 Dead Point 3550 6.00 No Load? Live Point 2000 6.00 No Load8 Dead Point 3050 9.00 No Load9 Live Point 1725 9.00 No -TrIOUtary Width (It) MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : 0' 19'-9" Dead 7315 Design Value 5652 Live 3911 fv @d = 134 fb = 1799 0.17 = <L/999 0.63 = L/373 2974 Total 11227 1.00 1.000 8626 Bearing: 1.00 1.00 2 Fcp'= 650 1.00 1.00 - Length 3.4 1.00 2.6 Glulam-Simple, VG West.DF, 24F -V4,.5 -118x22-112" '-)/ /ia Self Weight of 27.39 pif automatically included in loads; Lateral support: top= full, bottom= at supports; Load combinations: ICC -IBC; SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and in) Criterion Analysis Value Design Value Anal sis/Desi n FACTORS: F CD Shear Bending(+) Live Defl'n Total Defl'n fv @d = 134 fb = 1799 0.17 = <L/999 0.63 = L/373 Fv' = 190 Fb' = 2268 0.66 = L/360 0.99 = L/240 fv/Fv' = 0.71 fb/Fb'.= 0.79 0.25 0.64 1.00 1.00 1.000 1.00 0.945 1.00 1.00 2 Fv' = 190 1.00 1.00 1.00 2 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 2400 1.00 1.00 1.00 1.000 1.00 0.945 1.00 1.00 2 Fv' = 190 1.00 1.00 1.00 2 Fcp'= 650 1.00 1.00 - E' = 1.8 million 1.00 1.00 2 Bending(+): LC# 2 = D+L, M = 64826 lbs -ft Shear : LC# 2 = D+L, V = 11227, V@d = 10322 lbs Deflection: LC# 2 = D+L EI=8756.40e06 lb-in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. GLULAM: The loading coefficient KL used in the calculation of Cv is assumed to be unity for all cases. This is conservative except where point loads occur at 1/3 points of a span (NDS Table 5.3.2). 3. GLULAM: bxd = actual breadth x actual depth. 4. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. Ij 5. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). ,y COMPANY PROJECT L/7-2-7 �f L R.F. Structural Consultants, Inc. Kelly Domer Development 44-100 Monterey Ave. Suite 201-C (Lot #10 Traditions) A Palm Desert, CA 92260 Beam #40 - Kitchen Window Woodwqrks� May 13, 2004 12:09:01 Design Check Calculation Sheet Sizer 2002a I LOADS: ( lbs, psf, or pif ) Load Type Distribution Magnitude Start End Location (ft) Start End Pattern Load? Load1 Dead Partial Area 20.00 (8.50)* 0.00 1.75 No Load2 Live Partial Area 20.00 (8.50)* 0.00 1.75 No Load3 Dead Point 525 1.75 No Load4 Live Point 475 1.75 No Load5 Dead Partial Area 20.00 (4.00)* 1.75 3.25 No Load6 Live. Partial Area 20.00 (4.00)* 1.75 3.25 No Load? Dead Full Area 15.00 (4.00)* No 'Trloutary wlgtn (IL) MAXIMUM 0' . 3'-3" Dead 597 Value 564 Live 464 -Analysis Shear 428 Total 1061 85 992 Bearing: fb = 534 Fb' = 1200 fb/Fb' = 0.44 Live Defl'n 0.01 Length 1.0 L/360 1.0 Timber -soft, D.Fir-L, No. 1; 6x6" Self Weight of 7.19 plf automatically included in loads; Lateral support: top= full, bottom= at supports; Load combinations: ICC -IBC; SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and in) Criterion Value Design Value Anal sis/Desi n -Analysis Shear fv @d = 44 Fv' = 85 fv/Fv' = 0.52 Bending(+) fb = 534 Fb' = 1200 fb/Fb' = 0.44 Live Defl'n 0.01 <L/999 0.11 = L/360 0.07 Total Defl'n 0.02 = <L/999 0.16 = L/240 0.13 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 1200 1.00 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 85 1.00 1.00 1.00 2 Fcp'= 625 1.00 1.00 - E' = 1.6 million 1.00 1.00 2 Bending (+): LC# 2 = D+L, M = 1233 lbs -ft Shear LC# 2 = D+L, V = 981, V@d = 883 lbs Deflection: LC# 2 = D+L EI= 122.O1eO6 lb-in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) LSawn N NOTES: e verify that the default deflection limits are appropriate for your application. lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. COMPANY PROJECT 4/2-2-4 R.F. Structural Consultants, Inc. Kelly Domer Development orWoodWk 44-100 Monterey Ave. Suite 201-C (Lot #10 Traditions) �� Palm Desert, CA 92260 Beam #41 - House Main Entrance ofP;va ais.r:.4vGtu,.t}itLv May 13, 2004 12:18:56 Design Check Calculation Sheet Sizer 2002a LOADS: ( lbs, psf, or plf ) F-d Type Distribution Magnitude Start End Location [ft] Start End Pattern Load? Loadl Dead Full Area 15.00 (8.00)* Fv' = 76 No 'TC11DUtary Width (tt) I MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : 0' 11'-6" Dead 746 Value 746 Live fv @d = 24 Fv' = 76 fv/Fv' = 0.32 Total 746 Fb' = 1080 746 Bearing: negligible 1.00 1 Total Defl'n 0.25 = L/557 0.58 = L/240 0.43 Length 1.0 1.00 1.0 Timber -soft, D.Fir-L, No. 1, 6x8" Self Weight of 9.8 plf automatically included in loads; Lateral support: top= full, bottom= at supports; Load combinations: ICC -IBC; SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and in) Criterion Analysis Value 'Design Value Analysis/Design Shear fv @d = 24 Fv' = 76 fv/Fv' = 0.32 Bending(+) fb = 499 Fb' = 1080 fb/Fb' = 0.46 Live Defl'n negligible 1.00 1 Total Defl'n 0.25 = L/557 0.58 = L/240 0.43 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 1200 0.90 1.00 1.00 1.000 1.00 1.000 1.00 1.00 1 Fv' = 85 0.90 1.00 1.00 1 Fcp'= 625 1.00 1.00 - E' = 1.6 million 1.00 1.00 1 Bending(+): LC# 1 = D only, M = 2146 lbs -ft Shear I: LC# 1 = D only, V = 746, V@d = 665 lbs Deflection: LC# 1 = D only EI= 309.37e06 lb-in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. r.. 5R; WoodWorks Type COMPANY R.F. Structural Consultants, Inc. 44100 Monterey Ave. Suite 201-C PROJECT V� Kelly Domer Development (Lot #10 Traditions) Location [ft] Pattern Shear - Palm Desert, CA 92260 Beam #42 - Bar Start End s�+rt.razrre>x s r. x ; rsie`" Load? May 13, 2004 12:22:44 Dead Full Area Design Check Calculation Sheet Sizer 2002a LOADS: ( lbs, psf, or plf ) Load Type Distribution Magnitude Location [ft] Pattern Shear - 390 Total Start End Start End Load? Loadl Dead Full Area 15.00 (9.00)* 1200 No Load2 Dead Full Area 24.00(12.00)* L/360 No Load3 Live Full Area 20.00(12.00)* L/240 No Tributary width (Lt) MAXIMUM Dead 699 Value 699 Live 390 Shear - 390 Total 1089 85 1089 Bearing: fb = 383 Fb' = 1200 fb/Fb' = 0.32 Live Defl'n 0.00 = Length 1.0 L/360 1.0 Timber -soft, D.Fir-L, No. 1, 6x6" Self Weight of 7.19 plf automatically included in loads; Lateral support: top= full, bottom= at supports; Load combinations: ICC -IBC; SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and in) Criterion Analysis Value Design Value Analysis/Design Shear - fv @d = 39 Fv' = 85 fv/Fv' = 0.46 Bending(+) fb = 383 Fb' = 1200 fb/Fb' = 0.32 Live Defl'n 0.00 = <L/999 0.11 = L/360 0.05 Total Defl'n 0.02 = <L/999 0.16 = L/240 0.11 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 1200 1.00 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 85 1.00 1.00 1.00 2 Fcp'= 625 1.00 1.00 - E' = 1.6 million 1.00 1.00 2 Bending(+): LC# 2 = D+L, M = 885 lbs -ft Shear : LC# 2 = D+L, V = 1089, V@d = 782 lbs Deflection: LC# 2 = D+L EI= 122.O1eO6 lb-in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W --wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. COMPANY / j j R.F. Structural Consultants, Inc. %� / /� !P t/k 44-100 Monterey Ave. Suite 201-C ®/ V o 9 Palm Desert, CA 92260 satr�a c:.ux.vc:uovtyi•x May 13, 2004 12:35:58 Design Check Calculation Sheet Sizer 2002a LOADS: ( lbs, psf, or plf ) Load Type Distribution Magnitude Location [ft] Pattern fv @d = 37 fb = 706 0.03 = <L/999 0.20 = L/463 186 Total Start End Start End Load? Load1 Dead Full Area 15.00 (6.00)* Fcp'= 625 No Load2 Dead Full Area 24.00 (3.00)* 1.00 No Load3 Live Full Area 16.00 (3.00)* No -1rioutary WICItn trt) MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : 0' PROJECT t 27-7 Kelly Domer Developme (Lot #10 Traditions) 1-13 Beam 943 - Between Master Bedroom and Great Room T-9" Dead 656 Desi n Value 656 Live 186 fv @d = 37 fb = 706 0.03 = <L/999 0.20 = L/463 186 Total 842 1.00 1.000 1.00 1.000 842 Bearing: 1.00 1.00 2 Fcp'= 625 1.00 1.00 - Length 1.0 1.00 1.0 Timber -soft, D.Fir-L, No. 1, 6x6" Self Weight of 7.19 plf automatically included in loads; Lateral support: top= full, bottom= at supports; Load combinations: ICC -IBC; SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and in) Criterion Analysis Value Desi n Value Analysis/Design FACTORS: F CD Shear Bending(+) Live Defl'n Total Defl'n fv @d = 37 fb = 706 0.03 = <L/999 0.20 = L/463 Fv' = 85 Fb' = 1200 0.26 = L/360 0.39 = L/240 fv/Fv' = 0.43 fb/Fb' = 0.59 0.12 0.52 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 85 1.00 1.00 1.00 2 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 1200 1.00 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 85 1.00 1.00 1.00 2 Fcp'= 625 1.00 1.00 - E' = 1.6 million 1.00 1.00 2 Bending(+): LC# 2 = D+L, M = 1631 lbs -ft Shear LC# 2 = D+L, V = 842, V@d = 742 lbs Deflection: LC# 2 = D+L EI= 122.01e06 lb -int Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 4 COMPANY PROJECT L-/;2 2-.7 R.F. Structural Consultants, Inc. Kelly Domer Development 44-100 Monterey Ave. Suite 201-C (Lot #10 Traditions) Q')'WoodWorks Palm Desert, CA 92260 Beam #44 - Between Master .aO.MVAREAtW.IWA orsrsi .v May 13, 2004 16:27:08 Bedroom and Great Room Design Check Calculation Sheet Sizer 2002a I LOADS: ( lbs, psf, or plf ) Load Type Distribution Magnitude Location [ft] Pattern Shear 708 Total Start End Start End Load? Load4Dead fb = Point. 2725 2.50 No Load5lLive 0.01 = Point 1700 2.50 No Load3 Dead Full Area 15.00 (6.00)* L/240 No i rinurary w1arn krL) I MAXIMUM RE< ,CTIONS (lbs) antl BEARING LF -N(31 HS (in): 0' 6' Dead 1905 Value 1450 Live 992 Shear 708 Total 2896 85 2159 Bearing: fb = 684 Fb' = 1350 fb/Fb' = 0.51 Live Defl'n 0.01 = Length 1.0 L/360 1.0 Timber -soft, D.Fir-L, No. 1, 6x12" Self Weight of 15.02 plf automatically included in loads; Lateral support: top= full, bottom= at supports; Load combinations: ICC -IBC; SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and in) Criterion Analysis Value Design Value Anal sis/Desi n Shear fv @d = 66 Fv' = 85 fv/Fv' = 0.78 Bending(+) fb = 684 Fb' = 1350 fb/Fb' = 0.51 Live Defl'n 0.01 = <L/999 0.20 = L/360 0.06 Total Defl'n 0.04 = <L/999 0.30 = L/240 0.14 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 1350 1.00 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 85 1.00 1.00 1.00 2 Fcp'= 625 1.00 1.00 - E' = 1.6 million 1.00 1.00 2 Bendinq(+): LC# 2 = D+L, M = 6913 lbs -ft Shear LC# 2 = D+L, V = 2896, V@d = 2796 lbs i Deflection: LC# 2 = D+L EI=1115.29e06 lb-in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) L GN NOTES: se verify that the default deflection limits are appropriate for your application. n lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. COMPANY -PROJECT �. R.F. Structural Consultants, Inc. Kelly Domer Development E)-Woodwo r 44-100 Monterey Ave. Suite 201-C (Lot #10 Traditions)ddd! Palm Desert, CA 92260 . Beam #45 - Rear Elevation of 1?i.Fi`3 May 14, 2004 10:23:58 Master Bedroom Design Check Calculation Sheet Sizer 2002a 1 LOADS: ( Ibs, psf, or pif ) Load Type Distribution Magnitude Location [ft] Pattern Shear 250 Total Start End Start End Load? Load3 Dead Full Area 24.00 (5.00)* 1200 No Load2 Live Full Area 16.00 (5.00)* L/360 No Load3 Dead Full Area 15.00 (2.00)* L/240 No 'Trloutary wicith (tt) 1 MAXIMUM REi :,TIONS (Ibs) and BEARING LENGTHS (in) : 0' 6'-3" Dead 491 Value 491 Live 250 Shear 250 Total 741 85 741 Bearing: fb = 501 Fb' = 1200 fb/Fb' = 0.42 Live Defl'n 0.02 = Length 1.0 L/360 1.0 Timber -soft, D.Fir-L, No. 1, 6x6" Self Weight of 7.19 plf automatically included in loads; Lateral support: top= full, bottom= at supports; Load combinations: ICC -IBC; SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and in) Criterion Anal sis Value Desi n Value Anal sis/Desi n Shear fv @d = 31 Fv' = 85 fv/Fv' = 0.37 Bending(+) fb = 501 Fb' = 1200 fb/Fb' = 0.42 Live Defl'n 0.02 = <L/999 0.21 = L/360 0.11 Total Defl'n 0.09 = L/844 0.31 = L/240 0.28 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 1200 1.00 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 85 1.00 1.00 1.00 2 Fcp'= 625 1.00 1.00 - E' = 1.6 million 1.00 1.00 2 Bending(+): LC# 2 = D+L, M = 1158 lbs -ft Shear : LC# 2 = D+L, V = 741, V@d = 632 lbs Deflection: LC# 2 = D+L EI= 122.01e06 lb-in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 4 IT ILIR in . L-3 l',, I is LATERAL ANALYSIS SECTION #1 LONGITUDINAL PLATE HEIGHT = 10.00 FT ROOF AVERAGE HEIGHT = 14.00 FT WIND FORCE (70 MPH) = 17.36 PSF WIND LOAD = 17.36 psf x (14.00 ft-10.00ft/2) = 156.24 PLF SEISMIC LOAD= 0.175 x ((24.00 x 30.00)+(15.00 x 2 x 5.00)+(10.00 x 2 x 5.00)) SEISMIC LOAD= 169.75 PLF SEISMIC GOVERNS = 169.75 PLF MAX. SHEAR = 169.75 plf x (34.00 ft)/(2 x 30.00 ft) = 96.19 PLF CHORD FORCE = 169.75 plf x (34.00 ft**2)/(8 x 30.00 ft) = 817.63 LBS USE (6) 16 D's PER TOP PLATE SPLICE. SECTION #2 LONGITUDINAL PLATE HEIGHT = 15.00 FT ROOF AVERAGE HEIGHT = 1.9.00 FT NAqND FORCE (70 MPH) = 18.51 PSF WIND LOAD = 18.51 psf x (19.00 ft -15.00ft/2) = 212.87 PLF SEISMIC LOAD= 0.175 x ((24.00 x 60.00)+(15.00 x 2 x 7.50)+(10.00 x 2 x 7.50)) SEISMIC LOAD= 317.63 PLF SEISMIC GOVERNS = 317.63 PLF MAX. SHEAR = 317.63 plf x (45.00 ft)/(2 x 60.00 ft) = 119.11 PLF CHORD FORCE = 317.63 plf x (45.00 ft**2)/(8 x 60.00 ft) = 1340.00 LBS USE (10) 16 D's PER TOP PLATE SPLICE. SECTION #3 LONGITUDINAL PLATE HEIGHT = 10.00 FT ROOF AVERAGE HEIGHT = 13.00 FT WIND FORCE (70 MPH) = 17.36 PSF WIND LOAD = 17.36 psf x (13.00ft-10.00ft/2) = 138.88 PLF SEISMIC LOAD= 0.175 x ((24.00 x 38.00)+(15.00 x 2 x 5.00)+(10.00 x 2 x 5.00)) SEISIVIIC LOAD= 203.35 PLF SEISMIIC GOVERNS = 203.35 PLF MAX. SHEAR = 203.35 plf x (21.00 ft)/(2 x 38.00 ft) = 56.19 PLF CHORD FORCE = 203.35 plf x (21.00 ft**2)/(8 x 38.00. ft) = 294.99 LBS USE (6) 16D'S PER TOP PLATE SPLICE. 97 vt LATERAL ANALYSIS SECTION #1 TRANSVERSE PLATE HEIGHT = 10.00 FT ROOF AVERAGE HEIGHT = 16.00 FT 1ATIND FORCE (70 MPH) = 18.51 PSF WIND LOAD = 18.51 psf x (16.00 ft -10.00ft/2) = 203.61 PLF SEISATIIC LOAD= 0.175 x ((24.00 x 34.00)+(15.00 x 2 x 5.00)+(10.00 x 2 x 5.00)) SEISMIC LOAD= 186.55 PLF WIND GOVERNS = 203.61 PLF MAX. SHEAR = 203.61 plf x (30.00 ft)/(2 x 34.00 ft) = 89.83 PLF CHORD FORCE = 203.61 plf x (30.00 ft**2)/(8 x 34.00 ft) = 673.71 LBS USE (6) 16 D's PER TOP PLATE SPLICE. SECTION #2 TRANSVERSE PLATE HEIGHT = 15.00 FT ROOF AVERAGE HEIGHT = 20.00 FT WIND FORCE (70 MPH) = 18.51 PSF WIND LOAD = 18.51 psf x (20.00 ft-15.00ft/2) = 231.38 PLF SEISMIIC LOAD= 0.175 x ((24.00 x 66.00)+(15.00 x 2 x 7.50)+(10.00 x 2 x 7.50)) SEISMIC LOAD= 342.83 PLF SEISIVIIC GOVERNS = 342.83 PLF MAX. SHEAR = 342.83 plf x (33.00 ft)/(2 x 66.00 ft) = 85.71 PLF CHORD FORCE = 342.83 plf x (33.00 ft**2)/(8 x 66.06 ft) = 707.09 LBS USE (6) 16 D's PER TOP PLATE SPLICE. SECTION #3 TRANSVERSE PLATE HEIGHT = 10.00 FT ROOF AVERAGE HEIGHT = 15.00 FT WIND FORCE (70 MPH) = 17.36 PSF 'WIND LOAD = 17.36 psf x (15.00ft-10.00ft/2) = 173.60 PLF SEISMIC LOAD= 0.175 x ((24.00 x 23.00)+(15.00 x 2 x 5.00)+(10.00 x l x 5.00)) SEISMIC LOAD= 131.60 PLF WIND GOVERNS = 173.60 PLF MAX. SHEAR = 173.60 plf x (37.00 ft)/(2 x 33.00 ft) = 97.32 PLF CHORD FORCE = 173.60 plf x (37.00 ft**2)/(8 x 33.00 ft) = 900.22 LBS USE (8) 16D'S PER TOP PLATE SPLICE. LATERAL ANALYSIS SHEAR WALL #1 GARAGE PORTALS TOTAL LOAD = 203.35 plf x (23.00 ft/2) = 2338.53 LBS USE SIMPSON GARAGE PORTAL, USE (2) SW 16 x 8. TOTAL CAPACITY = 2490.00 LBS MAX. DRAG LOAD = 1136.90 LBS. USE (10) 16D'S PER TOP PLATE SPLICE. USE (2) #5 BARS TOP AND BOTTOM 8 FT PAST SIMPSON WALL EACH WAY. SHEAR WALL #2 RIGHT ELEVATION AT GARAGE TOTAL LOAD = 203.35 plf x (21.00 ft/2) = 2135.18 LBS SHEAR WALL LENGTH = 8.00 FT SHEAR WALL = 2135.18 lbs/8.00 ft = 266.90 PLF USE SHEAR WALL TYPE 11 WITH 5/8" x 12" A.B. AT 32" O/C. MAX. DRAG LOAD = 1261.70 LBS. USE (10) 16D'S PER TOP PLATE SPLICE. MAX. UPLIFT LOAD = 1469.00 LBS USE SIMPSON EPAHD22 TO HOLD DOWN EACH END. SHEAR WALL #3 RIGHT ELEVATION AT BEDROOM 3 TOTAL LOAD = 169.75 plf x (34.00 ft/2) = 2885.75 LBS SHEAR WALL LENGTH = 11.50 FT SHEAR WALL = 2885.75 lbs/11.50 ft = 250.93 PLF USE SHEAR WALL TYPE 11 WITH 5/8" x 12" A.B. AT 32" O/C. MAX. DRAG LOAD = 989.40 LBS. USE (8) 16D'S PER TOP PLATE SPLICE. MAX. UPLIFT LOAD = 912.87 LBS j USE SIlVIPSON F PAHD22 TO HOLD DOWN EACH END, USE HTT22 AT CORNER. SHEAR WALL #4 LEFT ELEVATION AT BEDROOM 2 TOTAL LOAD = 169.75 plf x (34.00 ft/2) = 2885.75 LBS SHEAR WALL LENGTH = 7.00 FT SHEAR WALL = 2885.75 lbs/7.00 ft = 412.25 PLF USE SHEAR WALL TYPE 12 WITH 5/8" x 12" A.B. AT 12" O/C WITH 2x SILL. MAX. DRAG LOAD = 1082.1.6 LBS. USE (10) 16D'S PER TOP PLATE SPLICE. MAX. UPLIFT LOAD = 2863.25 LBS USE SIMPSON HPAHD22 TO HOLD DOWN EACH END, USE HTT22 AT CORNER. qp;�l 0 LATERAL ANALYSIS SHEAR WALL #5 LEFT ELEVATION AT MASTER CLOSETS TOTAL LOAD = 317.63 plf x (24.00 ft/2) x (28ft/60ft) = 1778.73 LBS SHEAR WALL LENGTH = 8.00 FT SHEAR WALL = 1778.73 lbs/8.00 ft = 222.34 PLF USE SHEAR WALL TYPE 12 WITH 5/8" x 12" A.B. AT 12" O/C WITH 2x SILL. MAX. DRAG LOAD = 797.36 LBS. USE (6) 16D'S PER TOP PLATE SPLICE. MAX. UPLIFT LOAD = 1384.57 LBS USE SIMPSON HPAHD22 TO HOLD DO'kNIN EACH END. SHEAR WALL #6 LEFT ELEVATION AT MASTER BEDROOM TOTAL LOAD = 317.63 plf x (24.00 ft/2) x (25ft/60ft) = 1588.15 LBS SHEAR WALL LENGTH = (9.00 - 4.00) = 5.00 FT. AROUND WINDOW SHEAR WALL = 1588.15 lbs/5.00 ft = 317.63 PLF USE SHEAR WALL TYPE 12 WITH 5/8" x 12" A.B. AT 12" O/C WITH 2x SILL. MAX. DRAG LOAD = 1210.02 LBS. USE (10) 16D'S PER TOP PLATE SPLICE. MAX. UPLIFT LOAD = 4096.82 LBS USE SIMPSON HTT22 TO HOLD DOWN EACH END. SHEAR WALL #7 WALL BETWEEN MASTER BEDROOM AND GREAT ROOM TOTAL LOAD = 317.63 plf x (66.00 ft/2) = 10481.79 LBS SHEAR WALL LENGTH = 8.00 + 10.75 = 18.75 FT SHEAR WALL = 10481.79 lbs/18.75 ft = 559.03 PLF USE SHEAR WALL TYPE 13 WITH 5/8" x 12" A.B. AT 8" O/C WITH 2x SILL. MAX. DRAG LOAD = 4367.41 LBS. USE (32) 16D'S PER TOP PLATE SPLICE. MAX. UPLIFT LOAD = 7537.45 LBS USE SIlVIPSON HDBA TO HOLD DOWN EACH END. SHEAR WALL #8 RIGHT ELEVATION AT NOOK TOTAL LOAD = 317.63 plf x (16.00 ft/2) x (22ft/60ft) = 931.71 LBS SHEAR WALL LENGTH = 8.00 FT SHEAR WALL = 931.71 lbs/8.00 ft = 116.46 PLF USE SHEAR WALL TYPE 11 WITH 5/8" x 12" A.B. AT 32" O/C. MAX. DRAG LOAD = 426.39 LBS. USE (6) 16D'S PER TOP PLATE SPLICE. MAX. UPLIFT LOAD = 859.29 LBS USE SPvlPSON HPAHD22 TO HOLD DOWN EACH END. LATERAL ANALYSIS SHEAR WALL #9 RIGHT ELEVATION AT KITCHEN/ DE\UNG/ OFFICE TOTAL LOAD = 317.63 plf x (44.00 ft/2)x(48ft/60ft) = 5590.29 LBS SHEAR WALL LENGTH = 8.00 + 8.00 = 16.00 FT SHEAR WALL = 5590.29 lbs/16.00 ft = 349.39 PLF USE SHEAR WALL TYPE 11 WITH 5/8" x 12" A.B. AT 32" O/C. MAX. DRAG LOAD = 1863.46 LBS. USE (14) 16D'S PER TOP PLATE SPLICE. MAX. UPLIFT LOAD = 3419.35 LBS USE SIMPSON BPAHD22 TO HOLD DOWN EACH END. SHEAR WALL #10 RIGHT ELEVATION AT GUEST HOUSE - TOTAL LOAD = 203.35 plf x (17.00 ft/2) = 1728.48 LBS SHEAR WALL LENGTH = 6.50 + 7.50 = 14.00 FT SHEAR WALL = 1729.48 lbs/14.00 ft = 123.46 PLF USE SHEAR WALL TYPE 10 WITH 5/8" x 12" A.B. AT 48" O/C. MAX. DRAG LOAD = 302.18 LBS. USE (6) 16D'S PER TOP PLATE SPLICE. MAX. UPLIFT LOAD = 597.60 LBS NO SIGNIFICANT UPLIFT, NO HOLDOWNS REQUIRED. SHEAR WALL #11 LEFT ELEVATION AT GUEST HOUSE TOTAL LOAD = 203.35 plf x (17.00 ft/2) = 1728.48 LBS SHEAR WALL LENGTH = 12.00 FT SHEAR WALL = 1728.48 lbs/12.00 ft = 144.04 PLF USE SHEAR WALL TYPE 10 WITH 5/8" x 12" A.B. AT 48" O/C. MAX. DRAG LOAD = 1091.67 LBS. USE (10) 16D'S PER TOP PLATE SPLICE. MAX. UPLIFT LOAD = 144.40 LBS NO SIGNIFICANT UPLIFT, NO HOLDOWNS REQUIRED. SHEAR WALL #12 STEEL COLUMNS AT REAR OUTDOOR PATIO TOTAL LOAD = 0.175 x ((20.00 x 28.00)+(15.00 x 2 x 5.50) = 126.88 PLF TOTAL LOAD 126.88 plf x (17.00 ft/2) = 1078.44 LBS CANTILEVER STEEL COLUMN: R = 2.2 TOTAL LOAD AT ALL COLUMNS = 1078.44 lbs x (4.5/2.2) = 2205.89 LBS NUMBER OF COLUMNS = 2 LOAD PER COLUMN = 2205.89 lbs/2 columns= 1103 LBS = 1.10 K SEE STEEL COLUMNS AND FLAG POLE FOOTING DESIGN To specify your title block on Title : .lob # L7 these five lines, use the SETTINGS Dsgnr: Date: 10:25AM, 17 MAY main menu selection, choose the Description Printing & Title Block tab, and ent Scope your title block information. Rey 550100 g User. KW -0604868, Ver 5.5.0.25 -Sep -2001 Steel Column Page 1 ((.)1983-2001 ENERCALC Engineering Software � Description SHEAR WALL #12- STEEL COLUMN AT REAR OUTDOOR PATIO General information Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements vSteel Section PUS Fy 36.00 ksi X -X Sidesway : Sway Allowed Duration Factor 1.330 Y -Y Sidesway : Sway Allowed Column Height 10.500 ft Elastic Modulus 29,000.00 ksi End Fixity Fix -Free X -X Unbraced 10.500 ft Kxx 2.000 Live & Short Term Loads Combined Y -Y Unbraced 10.500 ft Kyy 2.000 (Loads 0.00 ksi 0.00 ksi 0.00 ksi 0.00 ksi Axial Load... Dead Load 3.00 k Ecc. for X -X Axis Moments 0.000 in Live Load 2.50 k F'ex: DL+LL Ecc. for Y -Y Axis Moments 0.000 in Short Term Load k 0.85 Cb:x DL+LL Point lateral Loads... DL LL ST Height Along Y -Y (strong axis moments) 0.85 1.100 k 10.500 ft Along X -X ( y moments ) F'ex : DL+LL+ST k ft Column Design OK Section : P6XS, Height = 10.50ft, Axial Loads: DL = 3.00, LL = 2.50, ST = 0.00k, Ecc. = 0.000in Unbraced Lengths: X -X = 10.50ft, Y -Y = 10.50ft Combined Stress Ratios Dead Live DL + LL DL + ST + (LL if Chosen) AISC Formula H1 - 1 AISC Formula H1 - 2 AISC Formula H1 - 3 0.0324 0.0270 0.0594 0.4034 XX Axis : Fa calc'd per "I .5-1, K*L/r < Cc YY Axis : Fa cale'd per 1.5-1, K"L/r < Cc 23.76 ksi 23.76 ksi' stresses 31.60 ksi fb : xx Actual Allowable & Actual Stresses Dead Live DL + LL DL + Short Fa : Allowable 11.02 ksi 11.02 ksi 11.02 ksi 14.66 ksi fa : Actual 0.36 ksi 0.30 ksi 0.65 ksi 0.65 ksi Fb:xx : Allow [F3.1 ] 23.76 ksi 23.76 ksi' 23.76 ksi 31.60 ksi fb : xx Actual 0.00 ksi 0.00 ksi 0.00 ksi 11.34 ksi Fb:yy : Allow [F3.1 ] 23.76 ksi 23.76 ksi 23.76 ksi 31.60 ksi fb : yy Actual 0.00 ksi 0.00 ksi 0.00 ksi 0.00 ksi Analysis Values �rl.7" F'ex: DL+LL 11,338 psi Cm:x DL+LL 0.85 Cb:x DL+LL 1.75 F'ey: DL+LL 11,338 psi Cm:y DL+LL 0.85 Cb:y DL+LL 1.75 F'ex : DL+LL+ST 15,079 psi Cm:x DL+LL+ST 0.85 Cb:x DL+LL+ST 1.00 F'ey : DL+LL+ST 15,079 psi Cm:y DL+LL+ST 0.85 Cb:y DL+LL+ST 1.75 Max X -X Axis Deflection -0:624in at 10.500 ft Max Y -Y Axis Deflection 0.000in at 0.000 ft 1 To specify your title block on Title : these five lines, use the SETTINGS Dsgnr: main menu selection, choose the Description Printing & Title Block tab, and ent Scope your title block information. Rev. 50100 y User: KW -0604868, Ver 5..5,.0.25 -Sep -2001 Steel Column (c)1983-2001 ElJERCALC Engineering Software Description SHEAR WALL #12- STEEL COLUMN AT REAR OUTDOOR PATIO Job # l-` 7,;L7 Date: 10:25AM, 17 MAY 04�� Page 2 Section Properties P6XS }`¢: SY�%r:..:=:i':J:�{;a1i.'Sa'-_f"..rw"�'-��F'�'A'.e"`.r.Y'.�k:eti,tdi:.m_1�%�»=�:ii. ..v x).�tF-�.;::dXi-a+:�-.n:.:.a..._ siEd'i»SSsi'�diY='MT.:.w�'S4tt4i..+%-sem'...'X.i'rfi.+.aa+i.:ki'iu"3w�e-3�8>:nsusJ:=du'i�•i«::.. '..-Gi. aiJ'w^-,�eZ Diameter 6.63 in Weight 28.53 #!ft I -roc 40.50 in4 Area 8.40 in2 I-yy 40.50 in4 S-xx 12.226 in3 Thickness 0.432 in S-yy 12.226 in3 r-bc 2.196 in r-yy 2.196 in To specify your title block on Title : these five lines, use the SETTINGS Dsgnr: Applied Loads... Description main menu selection, choose the Point Load Printing & Title Block tab, and ent Scope your title block information. Pole is Rectangular Rev. 550100 User. KW -0604860. Ver 5.`,.0.25-Sep•2001 Pole Embedment in Soil (c)IM-2001 ENERCALC Engineering Software 30.000 in Distributed Load Description SHEAR WALL #12 - FOOTING General Information Allow Passive 300.00 pcf Applied Loads... Max Passive 1,500.00 psf Point Load Load duration factor 1.330 distance from base Pole is Rectangular Required Depth 4.396 ft Width 30.000 in Distributed Load No Surface Restraint Allowable 584.71 psf distance to top distance to bottom Job # "I v-2 Date: 10:27AM, 17 MAY 045 1,100.00 lbs 10.500 ft 0.00 #/ft 3.000 ff 0.000 ft 11,550.00 ft-# 1,100.00 lbs Page 1 Jurrinr�rrgr Moments @ Surface... Point load 11,550.00 ft-# Total Moment Distributed load 0.00 Total Lateral Without Surface Restraint... Required Depth 4.396 ft Press @ 113 Embed... Actual 598.50 psf Allowable 584.71 psf Job # "I v-2 Date: 10:27AM, 17 MAY 045 1,100.00 lbs 10.500 ft 0.00 #/ft 3.000 ff 0.000 ft 11,550.00 ft-# 1,100.00 lbs Page 1 LATERAL ANALYSIS SHEAR WALL #13 REAR ELEVATION AT NOOK TOTAL LOAD = 173.60 plf x (22.00 ft/2) = 1909.60 LBS SHEAR WALL LENGTH = (16.00 - 7.00) = 9.00 FT AROUND WINDOW SHEAR WALL = 1909.60 lbs/9.00 ft = 212.18 PLF USE SHEAR WALL TYPE 10 WITH 5/8" x 12" A.B. AT 48" O/C. MAX. DRAG LOAD = 543.67 LBS. USE (6) 16D'S PER TOP PLATE SPLICE. MAX. UPLIFT LOAD = 511.57 LBS USE SIMPSON HPAHD22 TO HOLD DOWN EACH END, USE HTT22 AT CORNER. SHEAR WALL #14 REAR ELEVATION AT MASTER BEDROOM TOTAL, LOAD = 342.83 plf x (25.00 ft/2) x (20ft/66ft) = 1298.60 LBS SHEAR WALL LENGTH = 5.00 FT SHEAR WALL = 1298.60 lbs/5.00 ft = 259.72 PLF USE SHEAR WALL TYPE 13 WITH 5/8" x 12" A.B. AT 8" O/C WITH 2x SILL. MAX. DRAG LOAD = 973.95 LBS. USE (8) 16D'S PER TOP PLATE SPLICE. MAX. UPLIFT LOAD = 4759.29 LBS USE SIMPSON HTT22 TO HOLD DOWN EACH END. SHEAR WALL #15 REAR ELEVATION AT SLIDING DOORS TOTAL LOAD = 342.83 plf x (49.00 ft/2) x (28ft/66ft)= 3563.35 LBS SHEAR WALL LENGTH = 6.75 FT _ SHEAR WALL = 3563.35 lbs/6.75 ft = 527.90 PLF USE SHEAR WALL TYPE 13 WITH 5/8" x 12" A.B. AT 8" O/C WITH 2x SELL. MAX. DRAG LOAD = 2703.23 LBS. USE (20) 16D'S PER TOP PLATE SPLICE. MAX. UPLIFT LOAD = 8040.55 LBS USE SIMPSON HD10A TO HOLD DOWN EACH END. SHEAR WALL #16 WALL BETWEEN KITCHEN AND NOOK TOTAL LOAD = 342.83 plf x (55.00 ft/2) x (17ft/66ft)= 2428.38 LBS USE SLN4PSON STRONG WALL, USE (1) SW 32 x 10. TOTAL CAPACITY = 2460.00 LBS MAX. DRAG LOAD = 2124.83 LBS. USE (16) 16D'S PER TOP PLATE SPLICE. USE (2) #5 BARS TOP AND BOTTOM 8 FT PAST SIMPSON WALL EACH WAY. t-122 56 LATERAL ANALYSIS SHEAR WALL #17 WALL BETWEEN MASTER BATHROOM AND BEDROOM TOTAL LOAD = 342.83 plf x (47.00 ft/2) x (22ft/66ft)= 2685.50 LBS SHEAR WALL LENGTH = 6.00 FT SHEAR WALL = 2685.50 lbs/6.00 ft = 447.58 PLF USE SHEAR WALL TYPE 12 WITH 5/8" x 12" A.B. AT 12" O/C WITH 2x SILL. MAX. DRAG LOAD = 1220.68 LBS. USE (10) 16D'S PER TOP PLATE SPLICE. MAX. UPLIFT LOAD = 4175.38 LBS USE SM'SON HPA35 TO HOLD DOWN EACH END. SHEAR WALL ##18 FRONT WALL OF DE\IING/ GREAT ROOM TOTAL LOAD = 342.83 plf x (48.00 ft/2) x (44ft/66ft)= 5485.28 LBS SHEAR WALL LENGTH = 8.00 + 10.50 = 18.50 FT SHEAR WALL = 5485.28 lbs/18.50 ft = 296.50 PLF USE SHEAR WALL TYPE 12 WITH 5/8" x 12" A.B. AT 12" O/C WITH 2x SILL. MAX. DRAG LOAD = 1776.43 LBS. USE (14) 16D'S PER TOP PLATE SPLICE. MAX. UPLIFT LOAD = 4857.00 LBS USE SE\4PSON BPA35 TO HOLD DOWN EACH END, USE HDBA AT BAR. SHEAR WALL #19 FRONT ELEVATION OF OFFICE TOTAL LOAD = 173.60 plf x (15.00 ft/2) = 1302.00 LBS SHEAR WALL LENGTH = 4.00 FT _ SHEAR WALL = 1302.00 lbs/4.00 ft = 325.50 PLF USE SHEAR WALL TYPE 11 WITH 5/8" x 12" A.B. AT 32" O/C. MAX. DRAG LOAD = 930.00 LBS. USE (8) 16D'S PER TOP PLATE SPLICE. MAX. UPLIFT LOAD = 3666.00 LBS USE SIMPSON DPAHD22 TO HOLD DOWN EACH END. SHEAR WALL #20 WALL BETWEEN MASTER CLOSET AND BEDROOM 2 TOTAL LOAD = 186.55 plf x (30.00 ft/2) + 342.83 plf x (28.00 ft/2)x(22ft/66ft) = 4398.12 LBS SHEAR WALL LENGTH = 13.50 FT SHEAR WALL = 4398.12 lbs/13.50 ft = 325.79 PLF USE SHEAR WALL TYPE 11 WITH 5/8" x 12" A.B. AT 32" O/C. MAX. DRAG LOAD = 2443.40 LBS. USE (18) 16D'S PER TOP PLATE SPLICE. MAX. UPLIFT LOAD = 3369.48 LBS USE SPAPSON HPA35 TO HOLD DOWN EACH END. LATERAL ANALYSIS SHEAR WALL #21 REAR WALL OF GARAGE TOTAL LOAD = 203.61 plf x (30.00 ft/2) + 173.60 plf x (37.00 ft/2) = 6265.75 LBS SHEAR WALL LENGTH = 8.00 + 6.00 = 14.00 FT SHEAR WALL = 6265.75 lbs/14.00 ft = 447.55 PLF USE SHEAR WALL TYPE 12 WITH 5/8" x 12" A.B. AT 12" O/C WITH 2x SILL. MAX. DRAG LOAD = 1754.20 LBS. USE (14) 16D'S PER TOP PLATE SPLICE. MAX. UPLIFT LOAD = 4275.50 LBS USE SIlVIPSON HTT22 TO HOLD DOWN EACH END. SHEAR WALL #22 FRONT ELEVATION AT GARAGE TOTAL LOAD = 173.60 plf x (37.00 ft/2)= 3211.60 LBS SHEAR WALL LENGTH = 8.00 FT SHEAR WALL = 3211.60 lbs/8.00 ft = 401.45 PLF USE SHEAR WALL TYPE 12 WITH 5/8" x 12" A.B. AT 12" O/C WITH 2x SILL. MAX. DRAG LOAD = 1954.89 LBS. USE (14) 16D'S PER TOP PLATE SPLICE. MAX. UPLIFT LOAD = 3614.50 LBS USE SIMPSON HPAHD22 TO HOLD DOWN EACH END, USE HTT22 AT CORNER. SHEAR WALL #23 FRONT ELEVATION AT GUEST HOUSE TOTAL LOAD = 173.60 plf x (15.00 ft/2))= 1302.00 LBS v SHEAR WALL LENGTH = 6.00 FT SHEAR WALL = 1302.00 lbs/6.00 ft = 217.00 PLF USE SHEAR WALL TYPE 10 WITH 5/8" x 12" A.B. AT 48" O/C. MAX. DRAG LOAD = 842.47 LBS. USE (8) 16D'S PER TOP PLATE SPLICE. MAX. UPLIFT LOAD = 2244.00 LB S USE SIIV PSON HPAHD22 TO HOLD DOWN EACH END, USE HTT22 AT CORNER. SHEAR WALL #24 INTERIOR GUEST HOUSE WALL TOTAL LOAD = 173.60 plf x (38.00 ft/2) = 3298.40 LBS SHEAR WALL LENGTH = 6.00 FT SHEAR WALL = 3298.40 lbs/6.00 ft = 549.73 PLF USE SHEAR WALL TYPE 13 WITH 5/8" x 12" A.B. AT 8" O/C WITH 2x SILL. MAX. DRAG LOAD = 1358.16 LBS. USE (10) 16D'S PER TOP PLATE SPLICE. MAX. UPLIFT LOAD = 6356.76 LBS USE SIMPSO.N HD8A TO HOLD DOWN EACH END. LATERAL ANALYSIS SHEAR WALL #25 REAR ELEVATION AT GUEST HOUSE TOTAL LOAD = 173.60 plf x (23.00 ft/2) = 1996.40 LBS SHEAR WALL LENGTH = 4.00 + 4.00 = 8.00 FT SHEAR WALL = 1996.40 lbs/8.00 ft = 249.50 PLF USE SHEAR WALL TYPE 10 WITH 5/8" x 12" A.B. AT 48" O/C. MAX. DRAG LOAD = 428.00 LBS. USE (6) 16D'S PER TOP PLATE. SPLICE. MAX. UPLIFT LOAD = 2754.00 LBS USE SD0PSON HPAHD22 TO HOLD DOWN EACH END. SHEAR WALL #26 BETWEEN OUTDOOR PATIO AND NOOK TOTAL LOAD = 317.63 plf x (16.00 ft/2) x (22ft/60ft) = 931.71 LBS SHEAR WALL LENGTH = 6.75 FT SHEAR WALL = 931.71 lbs/6.75 ft = 138.03 PLF USE SHEAR WALL TYPE 10 WITH 5/8" x 12" A.B. AT 48" O/C. MAX. DRAG LOAD = 625.29 LBS. USE (6) 16D'S PER TOP PLATE SPLICE. MAX. UPLIFT LOAD = 1035.96 LBS USE SIMPSON BPAHD22 TO HOLD DOWN EACH END, USE HTT22 AT CORNER. FOUNDATION DESIGN SOIL BEARING PRESSURE = 1500 PSF (per soils report) MAX. LOAD = (40 psf x 35ft/2)+(15 psf)(15.00 ft)+150 psf x [(12" x 12")/144] = 1075 PLF WIDTH REQUIRE = (1075 plf/1500 psf) x 12 = 8.60" USE 12" WIDE x 12" DEEP CONT. FOOTING W/ (1) #4 BAR AT TOP AND BOTTOM FOOTING CAPACITY = (1500 x 40 x 12)/(12 x 12) = 5000 LBS PAD DESIGN BM #2 = 2875.00 LBS USE 2'-6" SQ. x 12" DEEP PAD WITH (3) #4 BARS EACH WAY BM #6 + BM #6 = 5825.00 LBS USE 3'-0" SQ. x 12" DEEP PAD WITH (3) #4 BARS EACH WAY BM #20 = 2625.00 LBS USE 2'-6" SQ. x 12" DEEP PAD WITH (3) #4 BARS EACH WAY BM #21 + BM #22 + BM #26 + BM #32 + BM #33 + BM #39 = 19200.00 LBS USE 5'-0" SQ. x 18" DEEP PAD WITH (5) #5 BARS EACH WAY BM #32 = 6750.00 LBS USE 2'-6" SQ. x 12" DEEP PAD WITH (3) #4 BARS EACH WAY BM #33 v 1500.00 LBS USE 2'-6" SQ. x 12" DEEP PAD WITH (3) #4 BARS EACH WAY BM #35 + BM #37 = 13500.00 LBS USE T-6" SQ. x 18" DEEP' PAD WITH (4) #4 BARS EACH WAY BM #38 + 6x12 = 4000.00 LBS USE 30" SQ. x 4'-6" DEEP FLAG POLE FOOTING BM #39 = 11250.00 LBS USE T-0" SQ. x 12" DEEP PAD WITH (3) #4 BARS EACH WAY 6x12 @ REAR OUTDOOR PATIO = 1400.00 LBS USE 2'-6" SQ. x.12" DEEP PAD WITH (3) #4 BARS EACH WAY COMPANY PROJECT R.F. Structural Consultants, Inc. f(� 44100 Monterey Ave. Suite 201-C I-01 Palm Desert, CA 92260 July 22, 2004 18:59:07 Design Check Calculation Sheet Sizer 2002a 1 LOADS: ( lbs, psf, or plf ) Load Type Distribution Magnitude Location [ft] Pattern Shear 181 Total Start End Start End Load? Loadl Dead Full Area 24.00 (16.0)* Bearing: No Load2 Live Full Area 16.00 (16.0)* L/240 Yes -irioucary wjar-n kin) MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : 0' Dead 306 Value 306 Live 181 Shear 181 Total 487 95 487 Bending(+) fb = 786 Fb' = Bearing: fb/Fb' = 0.76 Live Defl'n 0.14 Length 1.0 L/240 1.0 Lumber -soft, D.Fir-L, No.2, 2x12" Spaced at 16" c/c; Self Weight of 4.01 plf automatically included in loads; Lateral support: top= full, bottom= at supports; Repetitive factor: applied where permitted (refer to online help); Load combinations: ICC -IBC; SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and in) Criterion Analysis Value Design Value Anal sis/Desi n Shear fv @d = 39 Fv' = 95 fv/Fv' = 0.41 Bending(+) fb = 786 Fb' = 1035 fb/Fb' = 0.76 Live Defl'n 0.14 = <L/999 0.85 = L/240 0.17 Total Defl'n 0.50 = L/410 1.13 = L/180 0.44 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 900 1.00 1.00 1.00 1.000 1.00 1.000 1.00 1.15 2 Fv' = 95 1.00 1.00 1.00 2 Fcp'= 625 1.00 1.00 - E' = 1.6 million 1.00 1.00 2 Bending(+): LC# 2 = D+L, M = 2071 lbs -ft Shear : LC# 2 = D+L, V = 487, V@d = 434 lbs Deflection: LC# 2 = D+L EI= 284.76e06 lb-in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) (Load Pattern: s=S12, X=L+S or L+C, _=no pattern load in this span) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. COMPANY R.F. Structural Consultants, Inc. 44-100 Monterey Ave. Suite 201-C Palm Desert, CA 92260 July 22, 2004 18:56:38 Design Check Calculation Sheet Sizer 2002a I LOADS: ( lbs, psf, or plf ) Load Type Distribution Magnitude Location (ft] Pattern e 232 = 49 Start End Start End Load? Loadl Dead Full Area 24.00 (29.0)* 1035 No Load2 Live Full Area 16.00 (24.0)* 1002 Yes x-rrioutary wiatn tiny I MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : 0' PROJECT rp. OAWrk/0� 14'-6" 17' Dead 366 Value 519 Value Analysis/Design e 232 = 49 319 95 fv/Fv' = 0.51 al 598 = 807 838 1035 fb/Fb' = 0.78 L fb = 100 Fb' = 1002 fb/Fb' = 0.10 ng: 0.11 = <L/999 0.73 = L/240 0.15 th 1.0 0.37 1.0 0.97 = 0.0 Lumber -soft, D.Fir-L, No.2, 2x12" Spaced at 24" c/c; Self Weight of 4.01 plf automatically included in loads; Lateral support: top= full, bottom= at supports; Repetitive factor: applied where permitted (refer to online help); Load combinations: ICC -IBC; SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and in) Criterion Analysis Value Design Value Analysis/Design Shear fv @d = 49 Fv' = 95 fv/Fv' = 0.51 Bending(+) fb = 807 Fb' = 1035 fb/Fb' = 0.78 Bending(-) fb = 100 Fb' = 1002 fb/Fb' = 0.10 Deflection: 0.11 = <L/999 0.73 = L/240 0.15 Interior Live Total 0.37 = L/476 0.97 = L/180 0.38 Cantil. Live 0.06 = L/486 0.25 = L/120 0.25 Total 0.19 = L/156 0.33 = L/90 0.58 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 900 1.00 1.00 1.00 1.000 1.00 1.000 1.00 1.15 3 Fb'-= 900 1.00 1.00 1.00 0.968 1.00 1.000 1.00 1.15 2 Fv' = 95 1.00 1.00 1.00 2 Fcp'= 625 1.00 1.00 - E' = 1.6 million 1.00 1.00 3 Bending(+): LC# 3 = D+L (pattern: L_), M = 2129 lbs -ft Bending(-): LC# 2 = D+L, M = 263 lbs -ft Shear : LC# 2 = D+L, V = 628, V@d = 549 lbs Deflection: LC# 3 = D+L (pattern: L_) EI= 284.76e06 lb-in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) (Load Pattern: s=S/2, X=L+S or L+C, _=no pattern load in this span) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Continuous or Cantilevered Beams: NDS Clause 4.2.5.5 requires that normal grading provisions be extended to the middle 2/3 of 2 span beams and to the full length of cantilevers and other spans. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. COMPANY R.F. Structural Consultants, Inc. 44-100 Monterey Ave. Suite 201-C Palm Desert, CA 92260 July 22, 2004 19:00:47 Design Check Calculation Sheet Sizer 2002a LOADS: ( Ibs, psf, or plf ) Load Type Distribution Magnitude Location [ft] Pattern Shear 264 Total Start End Start End Load? Loadl Dead Full Area 24.00 (2.00)* Bearing: No Load2 Live Full Area 16.00 (2.00)* L/360 Yes iriuutary vazdtn (t t) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : 0' PROJECT WA � 16'-6" Dead 477 Value 477 Live 264 Shear 264 Total 741 85 741 Bending(+) fb = 711 Fb' = Bearing: fb/Fb' = 0.59 Live Defl'n 0.17 = Length 1.0 L/360 1.0 Timber -soft, D.Fir-L, No. 1, 6x8" Self Weight of 9.8 plf automatically included in loads; Lateral support: top= full, bottom= at supports; Load combinations: ICC -IBC; SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and in) Criterion Analysis Value Design Value Analysis/Design Shear fv @d = 25 Fv' = 85 fv/Fv' = 0.29 Bending(+) fb = 711 Fb' = 1200 fb/Fb' = 0.59 Live Defl'n 0.17 = <L/999 0.55 = L/360 0.31 Total Defl'n 0.64 = L/309 .1.10 = L/180 0.58 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 1200 1.00 1.00 1.00 1.000 1.00 1.000 1.00 1.00 '2 Fv' = 85 1.00 1.00 1.00 2 Fcp'= 625 1.00 1.00 - E' = 1.6 million 1.00 1.00 2 Bending(+): LC# 2 = D+L, M = 3056 lbs -ft Shear : LC# 2 = D+L, V = 741, V@d = 685 lbs Deflection: LC# 2 = D+L EI= 309.37e06 lb-in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) (Load Pattern: 3=S/2, X=L+S or L+C, _=no pattern load in this span) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. COMPANY PROJECT R.F. Structural Consultants, Inc. 44-100 Monterey Ave. Suite 201-C Palm Desert, CA 92260 July 22, 2004 19:02:59 Design Check Calculation Sheet Sizer 2002a I LOADS: ( Ibs, psf, or plf ) Load Type Distribution Magnitude Location [ft] Pattern fv @d = 53 fb = 1020 0.17 = <L/999 0.57 = L/336 256 Total Start End Start End Load? Loadl Dead Full Area 24.00 (24.0)* Bearing: No Load2 Live Full Area 16.00 (24.0)* 1.-00 Yes --rri Durary wiarn kin) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : 0' 16' Dead 416 Design Value 416 Live 256 fv @d = 53 fb = 1020 0.17 = <L/999 0.57 = L/336 256 Total 672 1.00 1.000 672 Fv' = 95 1.00 1.00 1.00 2 Bearing: 1.00 1.00 - Length 1.0 1.-00 1.0 Lumber -soft, D.Fir-L, No.2, 2x12" Spaced at 24" c/c; Self Weight of 4.01 plf automatically included in loads; Lateral support: top= full, bottom= at supports; Repetitive factor: applied where permitted (refer to online help); Load combinations: ICC -IBC; SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and in) Criterion Analysis Value Design Value Analysis/Design FACTORS: F CD Shear Bending(+) Live Defl'n Total Defl'n fv @d = 53 fb = 1020 0.17 = <L/999 0.57 = L/336 Fv' = 95 Fb' = 1035 0.80 = L/240 1.07 = L/180 fv/Fv' = 0.56 fb/Fb' = 0.99 0.21 0.53 1.00 1.00 1.000 1.00 1.000 1.00 1.15 2 Fv' = 95 1.00 1.00 1.00 2 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 900 1.00 1.00 1.00 1.000 1.00 1.000 1.00 1.15 2 Fv' = 95 1.00 1.00 1.00 2 Fcp'= 625 1.00 1.00 - E' = 1.6 million 1.00 1.-00 2 Bending(+): LC# 2 = D+L, M = 2690 lbs -ft Shear : LC# 2 = D+L, V = 672, V@d = 594 lbs Deflection: LC# 2 = D+L EI= 284.76e06 lb-in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow V=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) (Load Pattern: s=S/2, X=L+S or L+C, _=no pattern load in this span) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. sw, rR L E6 117*0 =.4N/ 0 DD L�<6 roy)� ��z2)� d as�-�