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RER (0310-163) (Structural Calculations)RAYMOND FRANGIE STRUCTURAL CONSULTANTS, INC. _ 44-100 MONTEREY AVE., SUITE 20 C; PALM DESERT, CA. 92260 PHONE (760) 836-1000 FAX (760) 836-0856 E-MAIL R.FRANGIE@VERIZON.NET OCTOBER 8, 2003 REVISED DECEMBER 11, 2003 D.W. JOHNSTON CONSTRUCTION, INC. 1445 N. SUNRISE WAY, SUITE 203 - PALM SPRINGS, CA. 92262 Att.: SCOTT RUSSELL Re.: DEMARE RESIDENCE DECK FRAMING 976-3-7,AVENIDA M@NERO LA QUINTA, CA. 92253 JOB NO.: 4138 DEAR SCOTT IN REGARD OF THE ABOVE MENTIONED PROJECT, AND AS PER OUR CONVERSATION AT THE JOB SITE SEPTEMBER 25, 2003, WE SUBMIT THE FOLLOWING: 1- FOLLOW THE ATTACHED FRAMING PLAN AND CROSS SECTION "A" AND. DETAIL "B", "C", "D" FOR THE ADDED DECK OVER THE DINING ROOM ROOF. VERIFY THE ABOVE INFORMATION WITH THE BUILDING DEPARTMENT PRIOR TO APPLICATION.. IF YOU HAVE ANY QUESTIONS PLEASE DO NOT HESITATE TO CALL OUR OFFICE AT THE ABOVE PHONE NUMBER NICHOLAS ABOU FADEL ` �NEVti'�1. DP Attachments ( 1 CITY OF LA QUINTA BUILDING & SAFETY DEPT. APPROVED FOR CONSTRUCTION 2�< DOES DATE a l D4 BY C�l� 6S -e�wci 03c0- /�o� RAYMOND FRANGIE STRUCTURAL CONSULTANTS, INC. 44100 MONTEREY AVE.; SUITE 201C, PALM DESERT, CA. 92260 PHONE (760) 836-1000- FAX(760)836-0856 l ' _ E-MAIL KFRANGIE@VERIZON.NET i' , _ RAYMOND FRANQ E STRUCTURAL CONSULTANTS, INC. 44.100 MONTEREY AVE., SUITE 201C, PALM DESERT, CA.,92260 PHONE (760) 836-1000 FAX (760)'836-0856 E-MAIL R.FRANGIE@VERIZON.NET w \ CROSS-SECTION :I ` M i •_ C NY„ PROJECT 5 y. ,.-wo-od IVO'CCCS. SOFTWA& FOR WOOOOESION: �+ , f^ ' - J oct 9, 200316:18:50 'Beam1 - T . Design Check Calculation Sheet -. • r, Sher 2002a LOADS: (lbs, Lt.& plf Load .Type Distribution. Magnitude 4 '.Location••",[ft], ,Patterri F + .r+, f Esc +�" , X630 ! Start End. Start"•a End `, Load? Load2 Liver Fu11 Area 60.00 (16.0)*:,.. + No.�•. Load3 Dead'. Full Area _ 22.00'-(16.0)* F- No-' Load4 Live •: Full' UDL 100: 0-% ' .L/180 No *Tributary Width (in) MAXIMUM REA' TIONS(lbs) and'BEARING LENGTHS (iri)•: s r 5 -+ e r v�4i. ��y ua> " -�•�� ,••* .., d'' - . 'x<+� _. ,aa� ter,; �����r- Dead llq + �M r + " 119 Live 630 F + .r+, f Esc +�" , X630 Total 799 4' # « 799 Bearing: fb .730 4Fb' -- 1138 'p' fb/Fb'_ 0.69 .Live_ Defl!n 0.0:6 -Length 1:0 f: 1:0 y- A w - Lumber -soft, D.Fir-L, No.2, 2x10"' _ x Spaced at 16" c/c; Self Weight of 3.3 plf, automatically included in loads; t Lateral support: top= full, bottom= at supports; Repetitive factor: applied.vrtiere' permitted (refer to online help); Load combinations: [CC -IBC SECTION vs. DESIGN CODE NDS -1997 ( stress=psi, and in) L ADDITIONAL DATA: - FACTORS: F' ATA: FACTORS:.F• CD CM Ct .E CL'. CF CV 6 Cfu � 'Cr ;LC# Fb'+=' ''900 1:00 1-.•00 1.00 -1..000 1.10 .1.000 1.'00.,' 1:15 ' 2 Fv' = 95 1. 00, . r'1. 00 1`:00 :4 .. , 2 Fcp'=F 625 .1.00 1.00 E' .1.6 million, 1.00 1.001. 2 Bending(+): LC# 2 =_D+L', M = 1302 lbs -ft Shear - :' LC# 2 ` D+L, V 799, V@d'= 580 lbs Deflection: LC# 2 D+L EI= 158:29e06 lb -int' Total Deflection = 1:50(Dead'Load"Deflection),+ Live Load�Deflection. (D=dead L=live•;S=snow W=windI=impact C=con'struction-l`CLa-concentrated); (All LC's are listed 'in,_the Analysis output)-- DESIGN utput) ..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. Criterion Analysis Value., Desi.•n Value,' Anal sis/Desi n - Shear fv @d = :63 Fv'.- 95'# fv/Fv' .0:66 Bending(+) fb .730 4Fb' -- 1138 'p' fb/Fb'_ 0.69 .Live_ Defl!n 0.0:6 = <L/9'99! ,,,0:23 = '-L/360+ _ '-10.26- Total Defl'n 0: 08�_ <L/999-1 0.97 = .L/180 0.17'. Ztr ' f, 1•. °�, a �� . 4. '. ! ._1` � � j 1[.Af ••�.`,-„» �CJ•t�x, ~' `.4 A W , - COMPANY' PROJECT f t ry woodWbel*` • SOiMAREEDR WOOD DESIGN: Design.Check Calculatlon'Sheet Sizer2002a. - LOADS: ( lbs, psf,Vor plf) Load • '--Type Distribution 'Magnitude - Location .,(ft] -''Pattern 960 r }- e 1 980 i Total Start End Start ,. '.End - Load? - Load2 Live Full Area •60.00 (16.0)*.•,. '- .�: .' No Load3 Dead IFull Area 22.00 (16.0)* i -L/360 No *Tributary Width (in) MAXIMUM REF••TI^hit, /I 16...1 --A = 0' 1 Ivlvv �lua� allay v�ra/�nvv ��nlaa � �w'�n�� . ���ai4�w, .,:. i7 .2 �����+.�v.3�i.r. �.: p C X��Y?L�=534".!4M' �3l �-Ws�w,� . ��6M1.. � .dw+ •.�,. ��n ,% 7 i 6 14 12' . Dead •a:,, o ' 1'196 .,4 196 ^� 1Live' 960 r }- e 1 980 i Total 675 ,' a c " 675 Bearing: fb =-1136 Fb' 1.0r r 1.0 Length *Tributary Width (in) MAXIMUM REF••TI^hit, /I 16...1 --A = 0' 1 Ivlvv �lua� allay v�ra/�nvv ��nlaa � �w'�n�� . ���ai4�w, .,:. i7 .2 �����+.�v.3�i.r. �.: p C X��Y?L�=534".!4M' �3l �-Ws�w,� . ��6M1.. � .dw+ •.�,. ��n ,% 7 i 6 14 12' . Dead •a:,, o ' 1'196 Value 196 ^� 1Live' 960 r }- e 1 980 i Total 675 ,' a c " 675 Bearing: fb =-1136 Fb' 1.0r r 1.0 Length .-'Lumber-soft, D.Fir-L;'No.2, 2x10" Spaced at 16" c/c; Self Weight_of 3.3 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),N.'.16 �- ."Criterion , Analysis Value Design •Value' Anal sis/Desi n Shear fv @d = 64 Fv' 95 fv/Fv' 0.67 .Bending(+)f fb =-1136 Fb' = 1138 fb/Fb' 11:00 Live Defl'n 0.24 = "L/611y 0.90, i -L/360 ` „ •0:59. Total Defl'n 0.38 =' L/379 0.80 = L/180 e 0.97- ADDITIONAL DATA: - - FACTORS: F CD-.'. CM Ct CL CF + Y CV Cfu +[ Cr', LC# Fb'+= -900 1.00. 1.00- 1.00 1.000 1.10 1.000• 1.00 " 1".i5 •2 A` ; Fv' = 95 1.00 1.00, -.1.00, `. < ?:.. 2 Fcp'= ' 625- 4 1.00 •1.00 i. �• a '+ .E' _ -1.6 million .o0 1.00 2. •.r . Bending (+) LC# 2^ = D+L,R M - 2025 lb's ft Shear •.' LC# 2 = D+L, V '676, V@d = 588 albs' Deflection: LC# 2 =.D+L EI= 158.29e 06 i ,Total Deflection:= 1.50(Dead,Load Deflection) + Live Load',DeRfl,ection'. , (D=dead- L=live S --snow, W=wind` I=impact,"4C=construction CLd=concentrated) F:y. (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., y' • `+ ' - t • j,r / J= nR�a r - -, �, R '.' .. ', .L r •� f • �` • .~ 'R. T ADDITIONAL DATA: - - FACTORS: F CD-.'. CM Ct CL CF + Y CV Cfu +[ Cr', LC# Fb'+= -900 1.00. 1.00- 1.00 1.000 1.10 1.000• 1.00 " 1".i5 •2 A` ; Fv' = 95 1.00 1.00, -.1.00, `. < ?:.. 2 Fcp'= ' 625- 4 1.00 •1.00 i. �• a '+ .E' _ -1.6 million .o0 1.00 2. •.r . Bending (+) LC# 2^ = D+L,R M - 2025 lb's ft Shear •.' LC# 2 = D+L, V '676, V@d = 588 albs' Deflection: LC# 2 =.D+L EI= 158.29e 06 i ,Total Deflection:= 1.50(Dead,Load Deflection) + Live Load',DeRfl,ection'. , (D=dead- L=live S --snow, W=wind` I=impact,"4C=construction CLd=concentrated) F:y. (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., y' • `+ ' - t • j,r / J= nR�a r - -, �, R '.' .. ', L'.` r •� f • �` • .~ 'R. T . 3- „moi • A t ., R ' COMPANY PROJECT ► w .SOF7N'ARE EOR WOOD OFSlGN. „�. Oct. 9, 2003 16:24:54 Bert ' y 4. _ r * ° Design Check Calculation'Sheet is Sizer2002a. LOADS: (~ibs,.psf, or"pif) Load Type'- Distribution. Magnitude Start -End ,Location [ft] 'Start Ends Pattern Load? Load3 Dead' Full•Area .. 20.:00 (12.0)* 95 No- Load5 Dead Point 114 11.50 - No Load6 ,Dead Point. +.114 `0.50 No,,, Load? Live, Point x"630. ;4 0.50 -• No Load8 Live. •` ' Pointe'' 630 r' 11.50' No *Tributary Width,(in) *` x MAXIMUM. REi :TIONS. (Ibs) and BEARING LENGTHS (in) N-1, ON - will -I - W-11 .4-11111. 0`10,11-11, y D' x,,15' Dead317 Analysis ., x R t n ,.,. 271 Lived 756 Shear 509 Total 1073 95 775 Bearing: fb 975 Fb' = .4 „fb/FbjA . �"0.94 , ' 0.20 Length 1.1 L/360 1.0 Total Defl'n 0.40 = L/449 *Tributary Width,(in) *` x MAXIMUM. REi :TIONS. (Ibs) and BEARING LENGTHS (in) N-1, ON - will -I - W-11 .4-11111. 0`10,11-11, y D' x,,15' Dead317 Analysis ., x R t n ,.,. 271 Lived 756 Shear 509 Total 1073 95 775 Bearing: fb 975 Fb' = 1035 = „fb/FbjA . �"0.94 , Live Defl'n� 0.20 Length 1.1 L/360 1.0 Lumber -soft, D.Fir-L, No.2, 2x12" Spaced at 12"; 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 NDS4997: ( stress=psi; and in ) - n R = • Criterion'- Analysis Value Design Value Analysis/Design Shear fv @d = '65 Fv'.= 95 fv/Fv' = 0.68 Bending(+) fb 975 Fb' = 1035 = „fb/FbjA . �"0.94 , Live Defl'n� 0.20 .L/893 0.50 L/360 0.40 Total Defl'n 0.40 = L/449 1.00 =.-L/180 1. Please verify that the default deflection limits are appropriate for youf application. ` 0.4d ADDITIONAL DATA:. s ; FACTORS: F CD CM.- Ct • CL T, 'CF CV, Cfu ` 'Cr -LC# • Fb' += 900 1.00 1.00 1.00 1.600- -.1-.00 1.000 ' . 1'.'0 0- 1.15 ° 2' Fv' _ 95- 1`.00 1.00 1'.00 2 ;.. Fcp'= 625 - 1.00 1.00 ,. 2`, E' = 1.6 millions., 1.00 1:00 .1 Bending(+): LC#t2 = D+L;.M = 2570 lbs -ftp Shear LC#'2='D+L,.V =795, V@d.= 730 lbs Deflection: LC# 2~=,D+,L, EI= 28.4.76eO6 lb -int Total Deflection 1.50(Dead Load 'Deflection) +•Live Load Deflection: :, j ti •. " (D=dead, L=live S=snowa,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 youf application. ` 2. Sawn lumber bending members shall be laterally supported according to the.provisions of NDS Clause 4.4.1. L L Al �. Y. c COMPANY .: .PROJECT �, + Woodworks ' SORWILif FOR WOOD OFSIGN. 1`''{ A ' -J �,'�^ �. A••." �r Oct 9, 2003 16:26:59 <Bea ml , ' Design Check Calculation Sheet - b : Sizer 2002a LOADS: ( lbs, psf; or plf W Load Type Distribution I Magnitude', '. Start End Lccation•.[ft] Start End Pattern' load? Load3 Dead Full Area 20.00..(1'2.0)* fv/Fv"=r 0.99 No'• Load5 Dead Point 152• 11.50x'.`' No ' Load6 Dead ; Point'; 152 0:'50 No . Load? Live Point,. '• " 840 0.50 No .r Load8 Live Point 840." 11.50{ No *Tributary Width (in) .308 . t�� c - _ MAXIMUM REACTIONS,(I'bs) and BEARING,LENGTHS (in):* ; ° Y ,4 41182 fv/Fv"=r 0.99 ggg Bearing: = 472 Fb' = 1035- 1.3 . r 4 a !e i *Tributary Width (in) .308 . t�� c - ,Live MAXIMUM REACTIONS,(I'bs) and BEARING,LENGTHS (in):* ; ° ' 806 - Tota -1 41182 fv/Fv"=r 0.99 ggg Bearing: = 472 Fb' = 1035- 1.3 . r 4 a !e i 0.42=" L/360' 0.18 ' -Total Defl'n.' 0.16 =+ L/915' 0:'83.=- L/180 01' ✓ I� Clause 4.4.1 ;.. ` , , ,12,6„ Dead .308 . t�� c '. 296 ,Live 879 ; ° ' 806 - Tota -1 41182 fv/Fv"=r 0.99 1102- 102Bearing: Bearing: = 472 Fb' = 1035- 1.3 . r 4 a , 1.2 •Length r Lumber -soft, D.Fir-L, No.2, 2xl2" v Spaced at 12" 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, p:, SECTION vs. DESIGN CODENDS-1997: ( stress=psi, and in)Jol Criterion Anal.sis' Value' Desig6 'Val ueAnal sib/•Desi n - Shear fv @d = 94 Fv' ._ 95 fv/Fv"=r 0.99 Bending(+) •'fb = 472 Fb' = 1035- fb/Fb', _- 0:46 .Live Defl'n 0,07' t<L/,999 0.42=" L/360' 0.18 ' -Total Defl'n.' 0.16 =+ L/915' 0:'83.=- L/180 ,0:20. t ADDITIONAL DATA:."L, ` �'CF FACTORS: F 'CD CM Ct CL'; , '.CV Cfu' • -Cr LC# �A~ 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 t ! 2 Fcp'=, '625'- 1.00 1:00 • 1.6 millionF . 1.00 1.00' •• v .. - ,:. r ,. ate, _" Bending(+):wLC# 2 = D+ L, M =• 1244 lbs-ftr , ~� 3.. . Shear , :! LC# 2 = D+Lr Y- '1077;" V@d = 1062 -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) - .. a DESIGN NOTES: _• _ 1. Please verify that the default -deflection limits are appropriate for your application. ' '- �' , r .' ;" • ` 2: Sawn lumber bending members shall.be laterally, supported according to the provisions of NDS Clause 4.4.1 ♦ TY 'Alii ' ' yam' .. F� ♦., ',. * G • i .. r . c r• -`^ 41 s { • COMPANY''" '` PROJECT.. s Woody\ rkY, SOFEWAREFFOR'WOOOOESIGN. 8 L.. t . • •"j (� - -+ _ -04'9, 20,03.16:29:52 , Beam1 � A/iAtq, • • . ' r Design Check'Calcli {lation Sheet R,• `' r Sizer 2002a LOADS: ( Itis, psf, or plf) 4J Load 'Type. Distribution Magnitude i• Location':Ift)'• Pattern, f fv @d '= Total Bearing:' Start. End "'Start Endue' Load? Loadl Dead Full Area 20:00 (6.50)* +' No Load2 Live Full Area 60.00'(:6.50)* •' No *Tributary Width (ft) MAXIMUM REACTIONS (IBS) and, BEARING LENGTHS (in) '� ' y�rla ;y '� u"'�+ ': ' � 7� k,:, � 5 '• amiss, r � � S La 10'-8" Dead 748 �. t { 748 Live 2047;2047 Shear'' fv @d '= Total Bearing:' 2795 `'- A '2795 i. -Length 1.0. 1064 - 1.0 A Timber-soft,lD.Fir-L, No: 1; 6x10-T_"� 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-) [ T Criterion - Analysis Value` Design Value Anal sis/Desi n Shear'' fv @d '= .68 Fv' _ ' 85 fv/Fv' = 0.80 Bending(+) '; fb = 1064 - Fb' = 1350 fb/Fb' _ .0.79 Live, Defl'n 0:17 -"L/7142._ 0135 = L/360 0:48 Total Defl'n 0:26'= L'/479: 0.70 = .:.L/180 0.38 ADDITIONAL DATA: '� -• ,y FACTORS: -F CD' CM Ct . CL CF * CV Cfu 5 ;: y Cr LC# Fb'+ 1350 1.00 1.`00 1.00 1.000 ,: 1 r,00 1.000 •""1.00- 1:00 2" Fv' = 85'' 1.00 1.00 1.00 �... s-. .:: 24 Fcp'= r ,625 1.0.0" 1.00 ` _.; - a N E' = 1.6 millionl'' 1.00 1.00 ° 2 Bending-(+) : LC# 2 D+L,, M = 7337 -lbs.-ft Shear:.LC# 2 =,D+L, V = 2795, V@d 2374-189 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. CL"d=concentrated) (All'LC',s are listed in the Analysis output) r DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for yourrapplication. J ' 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause•4:4.1.':: { "� "- `$ •r 'S.- .•* , , �, •_ ` t � . - r <I ray' ♦<.. • J -fes .. .. �; - C T -.}-`• ` !C. ,�.>. � �� - Lf , r,. -. � � 5's=� a �,. ... � " it • .. Load -Type Distribution Magnitude " Pattern COMPANY' PROJECT Total ® W916dworks Start `cEnd� ..S Loadl - SOFTWARE FOR 'WOODOESIGN:. , 20..00(16.00)* •• , •.. 0 *'Beam1 Load2 i .Oct 9; 20031,6:32.51 i = Design Check Calculation Sheet% No *' _ Live _ Full Area 20.00(12.00)* -. v No Sizer,2002a * k LOADS: ( lbs, psf, or pif) ` No (D=dead L=live- S=snow W=wind .I=impact, C=construction CLd=concentrated) Load -Type Distribution Magnitude Location%jft-) Pattern ..f.' �` - ': ;t' .1470 Total Start ;End. Start `cEnd� Load?' Loadl Dead Full'Area 20..00(16.00)* _ No Load2 Live Full Area 60.00 (3.00)* `` L/360 No Load3 Live _ Full Area 20.00(12.00)* -. «•'+ W' -_ No Load4 Dead + full UDL 100.01 ` No *Tributary Width (ft) i.. MAXIMUM REACTIONS, (Ibs)- and BEARING'LENGTHS (in) p(n ,yam . - � , g0.*' � rt - ,�• 9. �- �_ - �- �CF- �. �i #Y� IAFf. ! i i AASa! � �t�a`-'a`�y�y`�. �v�'��4.1�H.�.."k`'�i� ..�;:.._ ... .. .'.„�'i-4�'�,.�3H,.•�'x`x��'`."�5�'�{„'�{'r'. k�?�id��a.'�.'.�='�.•��.�ua:.ak 01 .Dead _ 1503, i 1503 Live 1470 ..f.' �` - ': ;t' .1470 Total 2973 95 2973 Bearing: lfb = 846 ,_ t *Tributary Width (ft) i.. MAXIMUM REACTIONS, (Ibs)- and BEARING'LENGTHS (in) p(n ,yam . - � , g0.*' � rt - ,�• 9. �- �_ - �- �CF- �. �i #Y� IAFf. ! i i AASa! � �t�a`-'a`�y�y`�. �v�'��4.1�H.�.."k`'�i� ..�;:.._ ... .. .'.„�'i-4�'�,.�3H,.•�'x`x��'`."�5�'�{„'�{'r'. k�?�id��a.'�.'.�='�.•��.�ua:.ak 01 .Dead _ 1503, i 1503 Live 1470 ..f.' �` - ': ;t' .1470 Total 2973 95 2973 Bearing: lfb = 846 ,_ Fb''=' Length 1.9 - t-1.9 Lumber -soft, D.Fir-L''N6.2, 4xl2” - Self Weight of 9.35 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 _.' Anai sis Value Desi n Value Anal sis/Desi n• Shear; fv @d = 83 Fv' = 95 fv/Fv,' = 0._87 . Bending (+) lfb = 846 ,_ Fb''=' 990 ;sfb%Fb' '_ 0:85 Live Defl'n- 0:03 <L/999 0.23 = L/360 0.45 Total.Defl'n 0.09 = L/970; 0-47 L/180 0.19. a r ADDITIONAL DATA:, FACTORS: F CD ., ' CM •,Ct .-CL CF CV ' . , Cfu Cr LC# Fb!+= 900 1.00 1.00 1.001.000 1.10 1.000 1.00 1'.00 ` 2,t a z ADDITIONAL DATA:, FACTORS: F CD ., ' CM •,Ct .-CL CF CV ' . , Cfu Cr LC# Fb!+= 900 1.00 1.00 1.001.000 1.10 1.000 1.00 1'.00 ` 2,t Fv' = 95 1:06 ,,. 1:00 1:00 ;• - 2.... . :M Fcp'= . 625 L -1:00 1.00 r. E' _ 1.6. million ,+ 1.00 1.00. » Z. 4 Bending(+) LC# 2 = D+L, -M = 5202 lbs ft, » Shear _ -LC# 2=i`D+L, V = 2973, V@d._ 2176 lbs Deflection: LC# 2 = "D+L; EI= 664.44e06r1b-in2 • 'y - �.: Total'Deflection = 1.50,(Dead Load Deflection) + Live'Lbad Deflection.. ` (D=dead L=live- S=snow W=wind .I=impact, C=construction CLd=concentrated) (Ali LC's are listed-in.the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. Y 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1 , COMPANY,' PROJECT WoodV�/ork iOMWMFKOR'WOOD DESJGN •• . d x .-. „r Oct. 9, 200316:35:49 s Beam1 �Desidn`Check;Cale6latib, Sheet Sizer 2002a LOADS. ,( lbs, psf, or plf) Load* Type Distribution Magnitude Location .[ft] Pattern Live 692 _ Fv! 85 _Start _. End Start- 'End Load? Loadl Dead Point' 11500 7:00." No Load2 Live Point' • 1- • 1500 T: 00: M-1: y$�fa Y^ . " •'; Timbensoft,• D. Fir -L, No. 1; 6x12" Self Weight of 15.02 plf automatically included in loads; y , Lateral support: top= full, bottom= at supports; Load combinations: ICC -IBC; SECTION Vs. DESIGN CODE" NDS=1997: (stress=psi, and in) ' . Criterion Dead 7;90905 Desi n` Value'' Analysis/Design' Shear Live 692 _ Fv! 85 ,808 Bending (7F) Total' `1482 'Fb'•=,1350 1713' Live Deflrn Bearing:• 1.0 _ 1.0 Total Defl'n 'Length " •'; Timbensoft,• D. Fir -L, No. 1; 6x12" Self Weight of 15.02 plf automatically included in loads; y , 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 Ad. = -37 ; 'F _ Fv! 85 • fv/Fv' _. 0.99. Bending (7F) fb =r 991 •i 'Fb'•=,1350 fb/'Fb' = •0.73 Live Deflrn .0.11 =' <L/999`', 0.'43 = L/360 0:29 Total Defl'n .0.28 = L/563- ..0.87 L/180 " :0.'32 .. ADDITIONAL -DATA: .t... ' FACTORS: F. CD CM Ct CL CF CV > = Cfu Cr LC# Fb'+= 1350 1.00 "1.00 1.00 •1.000 •1.00 1.600'-1.OO!, 1.00 ,2 y Fv' J=M 85 1.00 . 1.00 .1.00 2 .. ' Fcp'= i625 X1.00 1.00 "E' = 1.6. million' 1.00 1:00 ' ' ° 2 41 Bending(+): LC# 2'= D+L, M,=-10010 lbs=ft. v Shear' c 'LC# 2.=•D+L, .V,;=. 1567, V@d=�;,.,1581'lbs Deflection: -+LC# 2 D+L EI=lll5.29e06 -lb-int ,Total,Deflection 1.50(Dead Load Deflection) '+'Live ioad'Deflection. .(D=dead L=live "S=snow;' W=wind I=impact:'C=construction 'CLd=concentrated)'` (All LC's are listed in the Analysisoutput)-•• 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 . 4 Woody r k® w SOEEWARE'FOR W066:DESIGN: t ~ ' { 'C ri".. • , �, ' f� : f • � • w Oct ; 2003,16:38:45 Beam1 Design Check Calculation, Sheet. Y Sizer 2002a.. LOADS: ( lbs, psf, or plf13 Load Type Distribution Magnitude 'Location [ft.) Pattern Total • Bearing: 4079 ' ,r, Start End ` Start End Load?. Loadl Dead ,Full Area 20.00'(6;00)- 1350 No Load2 Live Full Area 60.00 (6.00)*Y ` -, No,'. Load3 Dead Full' Area 20.00(15.00)*. 0. 33 No J Y � *Tributary Width (ft) MAXIMUM REQ .t •nr }�G ala. 3 •N.%^^^% ��� M�1'G i.IF \Y d 5 '���e6�� � J n� � ,�S � P' Dead. .2229 . 2229 Live 1895 A ,. { ♦ Total • Bearing: 4079 \ M i 9079 Length ,.1.2. Yf + .1.2' '-"Timber-soft, D.Fir-L, No.'1, 6x12"r 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 -199Z:`( stress=p'si, and in Criterion Analysis Value Design Value., Anal ysis/Design " Shear - fv @d = 79 Fv' _ 85 fv/-Fv! 0.92 ` Bending(+)' -fb = 1034 Fb''= 1350 fb/Fb'._''•0.77„- Live. Defl'n 0:08.= <L/999,' 0.34'= L/360 • _ 0.23 'Total Defl'n- 0.23 = .L/595, 0.68 =-,L/i80 0. 33 ADDITIONAL DATA: FACTORS: F CD4 CM Ct CL CF, i CV,. Cfu Cr LC# Fb'+= 1350 1.00 " .1. 00 71.00 1'.000 1.00',^1% 000, 1.00 - ..1.0012 _ r r Fv' = $5 1.00 1.00 1.00._' ' 4 :2 Fcp'- 625 1.00 1.00 _ M .: E' = 1.6 million•,.1.00 1'00 2 r Bending(+) SLC# 2 = D+L; M = 10441•lbs-ft Shear LC# 2 = D+L, . V -= 407.4, •V@d 3313 '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) t A (All. LC's are listed in the Analysis output) '�' 'r' Y;'{ Cv' 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 - w. , • '':�►. r ` L tip .. '- j <`'.<� ; - `. .. .✓.,Y 7- - Load Type.,. " Distribution '''Magnitude Location- [ft] Pattern ' 551 Total. Start End Start End: Load? Loadl Dead Full Area 20.00 (3.50)*" > No Load2 Live Full Area +60.00 (3,,50)* L/360 No Load3 Dead Full Area. ' 20.00(.11.00)* .No 0.22 Load9 Dead __,_,Full UDL 100.0 No *Tributary Width,(ft) y. - MAXIMUM � r A Dead 1090: r ,; 1090 + 551 Shear 551 Total. 1591` •T; i591 Bearing fb 817. Fb=`= 1.0. +_ t << 1.0 Len th _ � r A Dead 1090: r ,; 1090 Live 551 Shear 551 Total. 1591` •T; i591 Bearing fb 817. Fb=`= 1.0. +_ t << 1.0 Len th _ Lumber -soft, D Fir -L, No.2, 4x8" r+ , Self Weight of 6.03 plf automatically included in loads; ` ' . Lateral support: top= full, bottom= at supports; Load combinations: ICC -IBC; SECTION vs. DESIGN CODE Nps, -1997: ( stress --psi, and in Criterion. Analysis Value Desi n- Value Anal sis/Desi n Shear fv @d = 72 ' FW'. _ 95 fv/Fv'',= 0.76 Bending(+)' fb 817. Fb=`= 1170 <fb/Fb';= "0:70 Live``Defl'n 0.02 = <L/999' 0.17 r= L/360 0.12 Total.Defl'n. 0.08 L/815„• 0.:35-_ L/180 0.22 ADDITIONAL DATA:. •Ct FACTORS: F CD: .* CM j CLQ ;. CF CV Cfu .� Cr LC# ` Fb'+= 90.0: 1.00 1.00 1.00 _3.000,x,1.30 1•.000` 1.00"` 1.00., 2 F111 = 95 '1.00 '.1.-00 - 1.00 '2 Fcp'= 625 1.00,',1.00 r E', = 1.6,million 1.00. 1.00 Bending(+):.LC# 2 =-D+L, M 2088 lbs -ft Shear :-LC# 2 = D+L, V = 1591,-V@d = 1225 lbs " Deflection: LC# 2 = D+L EI='177.83e06 lb -int ++ . Total Deflection= 1.50(Dead Load'Deflection) + Live Load `Deflection. r - (D=dead- L=live,;,S=snow W=wind I=impact C=constr_uction- C_Ld=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 4.4.11,. IK CITY OF LA QU I IATA K . `,(� ca P7- DUILDF o� r D AP P FSOV EiD 5 .) � _6. � � � � FOR CONSTRUCT �' i I 1". aGs LIU -� r DATE a ! BY D ---- -- - -- = ' SK 168 - -- I ---- - - - -'• I I 15'-0.. Ll n I I I o j ----------- ----------- --- LINE OF HORIZONTAL ALUM. LOUVER ABOVE DECK \ j j 3,-0„ j oc (N) DECK CN SOAKING TUB: If 350 LBS +150 GALLON 4 1600 LBS I ` I• I I I I , I o,�----------------------- re" " 10 F- -- -- - -- ---- ---------- r— — — — — — — — — —— - A -- n, MASTER BEDROOM (N), ROOF ER - SCALE: AS NOTED REVISIONS: 07.17.03 10.15.03 DIMARE RESIDENCE ADDITION- DATE: 06.1 1.03 01.25.04 .CITY OF LA QUINTA BUILDING& SAFETY ' _ 0;X APPROVE FOR CONSTRUCTION 1 1/2" X 2" WOOD RAIL C ATE BY D 1 1/2" STEEL TUBE D �r 1/4" TRANSLUCENT ACRYLIC PANELS i O_''_ _. (E) ROOF _ -� SEE SK 16E 0-\ Mo o I 3/8" BOLTS THROUGH r o o ==-- RIM JOIST . I j 2" e 2X DECK STRUCTURE SSD 01 SECTION =' ELEVATION��- N • ROOF DECK SCALE: AS NOTED REVISIONS: 07.17.03 10.15.03 DIMARE RESIDENCE ADDITION DATE: 06.1 1.03 01.25.04 ALUM. SLIDING GLASS DOOR GACODECK WATERPROOF Ne FINISH SYSTEM _ Z KADEE GRATING C) +n ALUM. FLASHING O 2X SLEEPERS 2X DECKING C D 7/8" PLYWOOD (SSD) O -a-0-0 Z - FyV SLOPE 1/4":1'-0" ;.. 6' I 1., l r op c N ROOF DECK SCALE: AS NOTED REVISIONS: 07.17.03 10.15.03 DIMARE RESIDENCE ADDITION DATE: 06.1 1.03 01.25.04 • �- —gr/�l��y..�fj`p��-.iqr—}ny`� Y9p j/ply •. • CITY V� Lam' • ��I� Yl O ti , BUILDING & SAFETY v, m APPROVED FOR CONSTRUCTION 2X DECK NG DATE N (� 1 1/2" STL. TUBE D 2X SLEEPERS .......... a ....................... ........... ...... ...... ........ .... ._ _ 2X RIM JOIST -- 7/8" PLYWOOD (SSD) GSM FLASHING r GACODECK WATERPROOF FINISH SYSTEM .......... .. ... .. • GSM FLASHING 3/8" Mw. SLOPE 1/4":V-07' - (E) BUILT-UP ROOF----�----- if LINE OF (E).BUILDING _ N ROOF DECK SCALE: AS NOTED DIMARE RESIDENCE ADDITION DATE: 06.11'.03' J G, 71, ^s REVISIONS: 07.17.03 10. 15.03 01.25.04•