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9909-099 (SFD) (STRUCTURAL CALCS)r. STRUCTURAL � CALCULATIONS / J. j ) •'•' +' • T ' ' - - '.tom J'r ! r J .. . .J -�. .. � < .. Y i i I- d .• • r � , a �'w.• P:• .T. �r t •A }..,3 `r -11 {C} k Yy� ~ ,{r !'MSf�' �'i f' � i , s �I' .t F r"•14 .l ; � f tom, Z 5 1 � + }' � t•' � . YS R r h c p :n k, s a m r� t•a 4 •r t>u-s� i" y,�aava .' .z 5i `'k"_a,., n �5 aa,,t"" + k �`'s f'.c� e*.°""•... s , P--- -*s�'' �"' '�-�, «` ,- .. +'yC 4 '�'• ,�„�.` . s� a' 4 3� '4 '}`{.}•7r. '.•.. Yc,� ._x:4. k11 �� - i ♦`" "tE '� r� rS�TR£CT s STI , dw� r -ss.. !........4' i sz X a ac w' x T ry ry.�, �"� �.4�r'o.� �'�� ul��'� �i��m•s,. acia,�'��"`� v"��P 3E u•a { "� �'a� A "r - ° .y .. , p�,. �.. � • �<a f £,s�, r _` b .' -� , � T. . -' gyp'.. _ �t �w� �.s' yrs r- ft � r ,iti S3 !+'. i 1�' ..��. 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'r{'`• ,� r` ' ij t i. )!St " a•,al, {'i•"-'. . +-. k, ✓' '". i i S. i' • ^' .n..•{ ' ;� y . s' ..,.F , .t." t J s yiR s d. '' f •• �` t S cti r : � � �•r 4 �' { {• R '� ..� .1 N • ` x' v 1 TFC"" { ' �' v i ` p ,�.� �-, ♦ �� Prepared�By:F t r A i e ., .`' +,. • r.." a ^.. rn...x sTM Ni' ..!a a : u.0 ae•a .t €'.'*-' iC'it�'n�' rz-rr't�-..M"'" �f-M .ir ,xd ...P�;i`Y.�',�.� �rta..i (�w,�i �+.c ,� .� - =-,tc '•� - k :.•.. 1�" r 4 s r5 ,y i . s- `•`' �' ky'aa- ra= 4i a`''a" t i"`-z }E"+ '��"usu'ai _ -� :�`+r,-„ •.a t't',:��„aE"' s r , r a' 1 • aZ,a"s `+rET as� a y`y NS r� SIN4 �dE _, EERS� "`.k.•T T1_. , ,�,.s,:.i�.n� u'.°"�_s.s• ,- a��. `� . r�x3.:.= - h.�t:x:sd��ii�r��,za�n� r�C 'Q �• ''s : S '-,nl� . , •SY„• �' "y,�- "n"k�'.��,� �r�r�Y•--.a•-�ci�•="`�`--r��:�u�.. =^z,s•..•�r,;7.-�•-,as�:.n�. � ��,� ,. 0842(909) 595187fa.. i y ._ 1 �i a S,x��: �'S".„,r.�:'%+f .1iSvhde��'•"�.' � Sa.��fn��'�+;aF�Yau.F "a z3��es"�.;�ia?�.�'t.a�v,�'thCSi: �`a��.ac�x.°,€.a�� 4 : ._ 1'r - SV-102. ' .�, �•- _ �' + �,. r Irti .�`. is i_;t�' • 1 � a !'� ^i. `' .. :� � .ter. �., ` 1 1 1 1 1 1 1 1 1 1 1 DESCRIPTION PAGE DESIGNCRITERIA....................................................................................1 DESIGNLOADS.......................................................................................2 MATERIALSPECIFICATION......................................................................3 SHEARWALL SCHEDULE.........................................................................4 VERTICALANALYSIS..........................................................................6-33 LATERALANALYSIS....................................................................... 1-1-1-42 1SUMNQ T STRUCIURALIIdO1NEERWG Ptior►e ;(909) 596-0842 Faic`(909)596-5 t 87 _ 2283 5 i El ST , LA VERNE SUMMIT STRUCTURAL ENGINEERING Structural, Civil, Architecture, Energy 2283,Fifth Street Al La Verne, CA 91750 • r TRUCTURAL 1Am.' ►TIOwNS ,DESt,�GNCRITERIA11FEORS • The drawings, calculations, specifications and reproduction are'instruments„of , service to be used only for the specific project covered by agreement and cover sheet.,�Any,other use is solely prohibited. . •. The structural calculations'included here are for the analysis and design of the primary structural system. 4 . x - • Non-structural elements and the:attachment mechanism is the.responsibility !' of the'architects'or designer, unless'specifically shown otherwise. Y ' •' 'All changes made tothe subject project shall be submittedto Summit . Structural,En Engineering in writing for review and comments. " ' - g g g • -Sketches and details in calculations are not to scale and may not present true`' . ' conditions on plans. Architect or designer is responsible for"drawingdetails in=' plan which represent true framing conditions and scale. •' � Governing Code 1997UBC ' i Seismic Zone t 4 p Seismic Zone Factor 0.4 ., Wind .Speed •70 m,ph' ' Vind Exposure' C Soil Report y By: ' Soil Bearing Pressure 1000 psf. uivalent Fluid Pressure 45 (Active), EqL Pressure • a . # Prime Professional/Project Architect: - a a, •• �. a ... +r ` T -. .•�- •• .� ` .T .+ SUMMIT STRUCTURAL.-ENGINEERINGPHONE;"(909);59f 0842 JFax'(909),59647;g,4�ff .,ST ; LA.VERNE; CA k SUMMIT STRUCTURAL ENGINEERING Structural, Civil, Architecture, Energy 2283,Fifth Street Al La Verne, CA 91750 • r TRUCTURAL 1Am.' ►TIOwNS ,DESt,�GNCRITERIA11FEORS • The drawings, calculations, specifications and reproduction are'instruments„of , service to be used only for the specific project covered by agreement and cover sheet.,�Any,other use is solely prohibited. . •. The structural calculations'included here are for the analysis and design of the primary structural system. 4 . x - • Non-structural elements and the:attachment mechanism is the.responsibility !' of the'architects'or designer, unless'specifically shown otherwise. Y ' •' 'All changes made tothe subject project shall be submittedto Summit . Structural,En Engineering in writing for review and comments. " ' - g g g • -Sketches and details in calculations are not to scale and may not present true`' . ' conditions on plans. Architect or designer is responsible for"drawingdetails in=' plan which represent true framing conditions and scale. •' � Governing Code 1997UBC ' i Seismic Zone t 4 p Seismic Zone Factor 0.4 ., Wind .Speed •70 m,ph' ' Vind Exposure' C Soil Report y By: ' Soil Bearing Pressure 1000 psf. uivalent Fluid Pressure 45 (Active), EqL Pressure • a . # Prime Professional/Project Architect: - a a, •• �. a ... +r ` T -. .•�- •• .� ` .T .+ SUMMIT STRUCTURAL.-ENGINEERINGPHONE;"(909);59f 0842 JFax'(909),59647;g,4�ff .,ST ; LA.VERNE; CA SUMMIT STRUCTURAL ENGINEERING ; Structural,' Civil, Architecture, Energy 83 22Fifth Street` La Verne,: CA 917,50 x r . •sx,,fr r� h F' f �Y V% y#..ff Y '4 -•+ , �X4 %, ��YDES'IGNr . �`?�.t �'s", ', - y' i , � � +•orf t ,,� SUMMIT STRUCTURAL ENGINEERING ; Structural,' Civil, Architecture, Energy 83 22Fifth Street` La Verne,: CA 917,50 x ',UMMIT?�TRUCT,YRALCNGINEERIN6YFiONE ;-(7Uy).�`90 ULY+,L� ;tA7l,(7U7J �2283�5TFi„ST:� �L/A�Ytt11V,t9,t�j ' r . •sx,,fr r� h F' f �Y V% y#..ff Y '4 -•+ , �X4 %, ��YDES'IGNr . �`?�.t �'s", ', - y' i , � � +•orf ' ?'?'"' x`� s� "" t •si' xd�.,. E Tk OADS� ,,� Roof Loads Sloped Roof,L'Oads . Flan Concrete•Tile x: " 10•psf. Roofing. ' 3.5 psf. ' • ` 'Sheathing(1/2" -CDX) .1:5 psf: Sheathing (1/2" CDX) ,1.5-_psf: <" Framing" 2.5 psf: Framing ' 2:5 psf. Insulation 1.5 psf: - .` Insulation 1.8-psf. L _ Ceiling' 2.5 psf. Ceiling 2.5 psf: M i sc. = 0.0 psf. M i sc. 0.2 psf. ' Total Dead .Load 18 psf. Total Dead Load 12 psf. F_ Total` Live Load 16 sf. Total Live Load 20 psf., 3° Total5�RoofLoad�� `"3.4 psf -�' TotallRoof.�Load��` �� 32�`° sf� Floor: Loads `' Deck Loads'." }.. i. r, ' Sh"eathing (3%4" Plywd.) 2.5 psf. 2z Decking -5.0 psf.;; a Framing, - 49 3.5 psf.Framing 2.0 psf i Ceiling 2.5 psf.. Misc. 1.0psf ' Misc. 3.5`psf.. Total Dead Load 8.0 psf.'r Total: Dead Load 12 psf. Total Live Load 60 psf. Y Total Live'Load' psf: `Tot I Loam_ fi8ps Fl000akd ', fTota1 'FRE" _ .40 ,:. ,. Exterior Wall -J = ' 'Interior Wall i` +Stucco_. #10.0psf. Drywall 5.0-psf: Studs- - 1.O.�psf. Studs '. 1.0 psf.' -Drywall ' 2.5 psf. Mechanical & Insulation 1:0 psf.' ' I r: Mist: ` 1 0 psf Misc.- 1'.0 psf Tota�IWaI'IW ght„;5OPsf° .t Total. WaI,IWefght 10 Ofpsf ',UMMIT?�TRUCT,YRALCNGINEERIN6YFiONE ;-(7Uy).�`90 ULY+,L� ;tA7l,(7U7J �2283�5TFi„ST:� �L/A�Ytt11V,t9,t�j ' •Manufactured Products F Glu -Lam - ' ' 2400. 165 '• , ^ 1.8x 106 Paralam PSL SUMMIT STRUCTURAL ENGINEERING, 290 •. 2.0x106 .`Microllam LVL " Structural, Civil, Arch itecture,.Energy w ' ' grade Design is based on 2500 psi concrete. No inspection is required, unless noted otherwise. Y' 2283 'Fifth -Street ♦Reinforcing Steel` , ' Bars I Allowable stress La Verne, CA 91750 ' #5 and,larger,reinforcing bars -shall conform to A.S.T.M. A - 615.60. Fy=60,000 psi ♦Structural Steel: y�MATELR IAL, P:ECI FI ;� �►fiTIO N k� , $�� . 'xL "�e' v u'Ta -�6i.'.'^.ei`�siv+..— _S .. • c=-iie4al' Y.�.i3i sa'ESE 4 Y t Tube+ -, -ASTM A 500; Grade,B Fy=46,000 psi *Timber: 1 ' All timber shall be Douglas Fir Larch,with a maximum moisture on, of,19%. Grading rules .'agency: West Coast Lumber Inspection Bureau (WCLIB).' . Member- I' Fb (psi) Fv,(psi) 0. . It (psi) •' Sawn Lumber (DF -L)* ... 1; • masonry units'(ASTM C90, Grade N-11). r ' 2x Joists & Rafters (No.2) 1006 •95 3. ' 1.6x106 I_Ax Sawn Beams (No.2) 875 95 , 1.6x106 6x Sawn Beams (No.2) „ o 875 -85 1.3x106. 4x Sawn Beams (No:1) 1000 95 1.7x106 6z Sawn•Beams (No.l) 1350"- 85 1.6x106 Values may be increased according -to size f ' factor, CF ' •Manufactured Products F Glu -Lam - ' ' 2400. 165 '• , ^ 1.8x 106 Paralam PSL 2900 290 •. 2.0x106 .`Microllam LVL " 2600 285 1.8x106 4Concrete:: =? t Application - ' ` r' I Strength @ 28 days Slab on.grade,2500 psi 1'.3000 ' Footings and beams ' psi - ' grade Design is based on 2500 psi concrete. No inspection is required, unless noted otherwise. Y' ♦Reinforcing Steel` , ' Bars I Allowable stress #4 and smaller reinforcing bars shall conform to'A.S.T.M.,A.- 615.40` '' Fy=40,000'psi ' ' #5 and,larger,reinforcing bars -shall conform to A.S.T.M. A - 615.60. Fy=60,000 psi ♦Structural Steel: Description I "Specification Allowable,stress " • ,, ' PipPe ASTM, A-53 Type E or S, Grade B Fy=30,000 psi : Tube+ -, -ASTM A 500; Grade,B Fy=46,000 psi All other shapes , : ASTM A-36 , Fy=36,000 psi t -High strength bolts' ;ASTM A-325 ' All other bolts:;ASTM A-307 h *CONCRETE MASONRY,,UNITS All concrete masonry units shall conform to standard specifications for hollow load bearing concrete • masonry units'(ASTM C90, Grade N-11). r ' fi SUMmt7 STRUGTURAI� EN6INEERINGPtiONE x(909? 5960842 ,�Fnx (9,09);596 5187:�2283�5,TH+ST, �'_.LA�xVERNE; CA . ', 3. ' SUMMIT STRUCTURAL ENGINEERING Structural, Civil, Architecture, Energy =� 2283 Fifth Street La Verne, CA 91750 SuMAAITS�Rt?CTiIRIIL`ENGINEERINGPHONE_.'(9b9Y 96 0842 FAz (909); 59;6 5187. 2283 5TH; .. , LA VERNE, -CA, 4 g SHEAR �VAL`L SCHED = E ti � _ �—��.. ,wr..`4Yo .�1��,"sYJ t Number Construction Plate A35 Anchor Bolt Shear Nailing Equiv. Size and Value 16d sinker Spacing 1/2" or 5/8" Drywall unblocked, w/ 5d (6d @ 8" 48" 5/8" @ 48" 100 plf. *50 plf in 1 5/8") cooler nails @ 7" O.C. zone 3 & 4 edges and field 1/2" or 5/8" Drywall 8" 32" • 5/8" @ 48" 200 plf. unblocked, w/ 5d (6d @ *100 plf in la 5/8") cooler nails @ 7" o.c. zone 3 & 4. @ edges and field. Both Sides. 3/8" Plywood, w/ 8d nails @ 2" 8" 5/8" @ 16" 640 plf. 2 2" o.c. @ edges and 12" o.c. field. 3/8" Plywood, w/ 8d nails @ 2.16d @ 4" 7/8" @ 12" 1280 plf. 2a 2" o.c. @ edges and 12" o.c. 2" field. Both Sides. 3/8" Plywood, w/ 8d nails @ 3" 12" 5/8" @ 16" 490 plf. 3 3" o.c. @ edges and 12" o.c. field. 3/8" Plywood, w/ 8d nails @ 2-16d @ 6" 7/8" @.12" 980 plf. a 3> 3" o.c. @ edges and 12" o.c. 3" field. Both Sides. 3/8" Plywood, w/ 8d nails @ 4" 16" 5/8" @ 24" 385 plf. 4 4" o.c. @ edges and 12" o.c. (limited to field. 300 pit.) 3/8" Plywood, w/ 8d nails @ 2" 8" 3/4" @ 12" 760 plf. 4a > 4" o.c. @ edges and 12" o.c. field. Both Sides. 3/8" Plywood, w/ 8d nails @ 6" 24" 5/8" @ 32" 260 plf. 6 6" o.c. @ edges and 12" o.c. field. 7 7/8" Stucco o/ papenbacked lath w/ 16 8" 32" 5/8" @ 48" 180 plf gauge staples @ 6" o.c. @ top, bottom, edge, and field. 1/2" Plywood, w/ 10d nails @ 2" 7" 5/8" @ 16" 770 plf. 8 2" o.c. @ edges and 12" o.c. field. SuMAAITS�Rt?CTiIRIIL`ENGINEERINGPHONE_.'(9b9Y 96 0842 FAz (909); 59;6 5187. 2283 5TH; .. , LA VERNE, -CA, 4 2 { { { I I { I ? CD . .......... SUMMIT-:STRUCTURAL:ENGINEERING..,- -._- --.� rr ct';t^si yi .: , - :: ?F'+'•ti"•1•st + �,�F t' - �. .r.4� •a , �#,zr ' - Structural; CiViI; Architecture, Energy °?x z 'r2` SHEET NO '�r! l,• �.— '228T.Fifth `} CAC.8ULATED,BY x 3 La Verne'; C4A 91750::;;''`CHECKED BY ' (909) 596-0842 - •rfaz:(909),69d'-'54872-- •-r„ �'` " _. ti, } r % � ti "♦ r J _ t- ♦.. .epi. « , •`' Y ' � , .. ' �Ii� ` 4 e � Vie" `.. .. { _ -.� � ! �� Y'{(a � • �' ' .. - � � .^ _ i r.� r, �; R • •`ria ♦ ` '4 • � ff � w• It Y } r % � ti "♦ r J _ t- ♦.. .epi. « , •`' Y ' � , .. ' �Ii� ` 4 e Y WoodWorks® Sizer y for• ANTHONY. POWER PRODUCTS WoodWorks® Sizer 97e COMPANY. I PROJECT Suit Structural Engineering I 2283 Fifth Street I La Verne,,CA 91750 I (909) 596-0842 (909) 596-5187 fax I DESIGN CHECK - NDS -1997 Beam •DESIGN DATA: ' material: Timber -soft lateral support: Top= Full Bottom= @Supports total length: r 10.00- [ft.] Load Combinations: ASCE.7-95. ^ LOADS -(force=lbs=-pressure=utomatic=ply=-location=ft)------------------ - »Self -weight automatically included« ,Load I Type ,I•Distribution I Magnitude I Location I Pattern Start End I Start End I. Load t -------------- I --------- ------- I ------------- I -------- 1 --------- ---I---------;-------I___--------------I-------- 1 Dead Full Area 18 (15.00)* No 2 Live Full Area 16 (15.00)* No 3- Dead Full Area 15 (2.00)* No *Tributary -Width -(ft)______________________=_________=_________________= MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, length=in) I 10.00 ft i Dead I 1573 ..{1573 *,Live 1 1200 1200 Total 1 2773 2773 B.Length•1 1.0 1.0 ###########################################################################, ' DESIGN SECTION: D..Fir-L, No. 1, 6x10 @12.'411 plf-------' This section PASSES the design code check. ########################################################################## SECTION vs. DESIGN CODE (stress=psi, deflection=in) ' --Criterion_ I Analysis Value I Design Value I Analysis/Design I --I----------------I----------------I------------------I Shear fv @d = 67 Fv' = 106 fv/Fv' = 0.63 , Bending(+) fb = 1002 Fb' = 1687 � fb/Fb' = 0.59 Live -Defln====0=09===<L/999---=033====L/3600=26=====,__ TotalDefl,n 0.201= L/607 0.67 = L/180, 0.30 FACTORS:F. CD CM Ct CL, CF CV Cfu Cr LC# Fb'+= 1350 '1.25 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 FV' = 85 1.25 1.00 1.00 (CH = 1.000) 2 FCp'= 625 1.00 1:00 E' = 1.6 million 1.00 1.00 2 Custom -duration -factor -for -Live -load 125------------------------------- - ADDITIONAL DATA Bending'(+): LC# 2.= D+L, M =- 6905 lbs -ft ' Shear : LC# 2 = D+L,.V = 2.762, V@d = 2325 lbs Deflection: LC# 2 = D+L' EI= 628.73e06 lb -int Total Deflection=-1,00(Defln-dead) + Defln Live. (D=dead L=live S=snow W=wind I=impact C=construction) (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. e1 Aug. 17, 1999 12:20:08 r A PAGE .-L SUMMrr STRUCTURAL ENGTNEERMG $ Phone: (909) 596.0842. Fax (909) 596-5187 '' 2283 5TH -STREET, LA VERNF, CA Beam1 ' �w WoodWorks® Sizer for ANTHONY POWER PRODUCTS Woodworks® Sizer 97e Aug. 17,1999 12:23:46 COMPANY I PROJECT Summit Structural Engineering I 2283 Fifth Street I La Verne, CA 91750 I ' (909) 596-0842 (909.) 596-5187 fax I DESIGN CHECK - NDS -1997 Beam DESIGN DATA: ' material: Timber -soft lateral support: Top= Full Bottom= @Supports total length: 5.00 (ft) Load Combinations: ASCE 7-95 LOADS-(force=lbslf-wessure=utom�tically ilocation=ft)'-__-----_--_------ »Self-weight automatically included« Load I Type I Distribution 1_ Magnitude - I Location I Pattern'. I• I I Start End I Start End I Load -----I--------I--------------I-----------------I-----------------I-------- 1 Dead Full Area 18' (15.00)* No 2 Live Full Area 16 (15.00)* No 3 Dead Full Area 15 (2.00)* No ' *Tributary-Width_(ft)________________________-_______________=________=_ MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, length=in) 5.00 ft i1 _________ ___________________ .. Dead I , 770 770 ` Live I 600 600 ' -Total I 1370 1370 r B.Length 1- 1.0 1.0 #####################################################,###################### DESIGN SECTION: D:Fir-L, No. 1, 6x6 @ 7.185 plf This section PASSES the design code check. 1 ########################################################################### SECTION vs. DESIGN CODE (stress=psi, deflection=in) -Criterion- I Analysis Value I Design Value I Analysis/Design I --I----------------I----------------I------------------I Shear fv @d = 55 Fv' = 106 fv/Fv' = 0.52 Bending(+) fb = 740 Fb' = 1500 fb/Fb' = 0.49` , -Live --Deft=n----003=-<L/999----017-=--L/360---------------017------�- Total Defl'n 0.06 = L/951 0.33 = L/180 0.19 FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= _1200,: 1.25 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 85 1.25 1.00 1.00 (CH = 1.000) 2 Fcp'= 625 1.00 1.00 E' = 1.6 million ,1.00 1.00 2 „ Custom duration factor for Live load = 1.25 ADDITIONAL DATA Bending(+): LC# 2 = D+L,•M = 1710 lbs -ft Shear :'LC# 2 = D+L,.V 1368, V@d = 1117 lbs Deflection: LC# 2 = D+L EI= 122.01e06 lb-in2 Total Deflection = 1.00(Defln dead) + Defln_Live. (D --dead L=live S=snow W=wind I=impact C=construction) (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. PAGE S SUMMIT STRUCTURAL ENGINEERING, Phone: (909) 596-0842_ 'Fix(909)596-5187 2283 STH -STREET", 1A VERNE, CA 4, WoodWorks® Sizes for, ANTHONY POWER PRODUCTS 1I Beam1 ' • ' ` WoodWorics® Sizer 97e Aug. 17, 1999 12:30:34 COMPANY I PROJECT Summit Structural Engineering 1 , 2283 Fifth Street al La Verne, CA 91750 I (909) 596-0842, (909) 596-5187 fax I ===DESIGN =CHECK, - NDSv1997=±------ Beam DESIGN DATA: - i material: Timber -soft lateral support: Top= Full Bottom= @Supports total length: , 10.00 [ft] Load Combinations: ASCE 7-95 r LOADS: (force=lbs,=pressure=psf, udl-plf, location=ft) »Self -weight automatically included<< Load I Typed I Distribution=I====Magnitude =I Location I Pattern e I I I: Start End I Start End I Load ---- I -------- 1-- ------------ I ----------------- I -=---------------I---.----- 1 Dead Partial Area 18 (15.00)* 0.00 14.50 No 2 Live Partial Area 16 (15.00)* 0.00 4.50 No 3 Dead Full Area 15 (2.00)* No r 4 Dead Partial Area 18 (6.00)* 4.50 10.00 No 5 Live Partial Area 16 (6.00)* 4.50 '10:00 No 6 Dead Point - 1170 4.50 No 7 Live Point 1040 4.50 No ' *Tributary _Width -(ft)====__________________________ __- ,,len th=in) .3 MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs g I' 10.00 ft., I I----=-------------- , Dead 1 1990 1472 Live 1 1554 1094 ' Total 1 3544 2566 =B.Length=I==-=1=0====a=1 .0==e=e====a=�===________�___________________�_ • ########################################################################### DESIGN SECTION: D.Fir-L, No. 1, 6x12 @15.023 plf• This section.PASSES the design code check. ########################################################################### SECTION vs. DESIGN'CODE =(stress=psi, deflection=in). * Criterion I Analysis Value I Design Value 1,Ahalysis/Design I -------------- -------------- ------------------ Shear' . fv ------Shearfv @d - 71 Fv' - 106 fv/Fv' = 0.67 Bending(+) fb - 1015 Fb' ='1687 fb/Fb' = 0.:60 Live Defl'n + 0.06 = <L/999 0.33 = L/360 0.19 Total Defl'n 0.15 = L/819 0.67 - L/180 0.22 FACTORS: =F=== ==CD, _CM= - Ct=====CL--===CF==== CV===Cf======C=====LC# , Fb'+= 1350, '1.25 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 85 1.25 1.00 1.00 (CH = 1.000) 2 Fcp'= 625 L 1.00 1.00 - E' = 1.6million 1.00 1.00 2 ' Custom duration factor for Live load = 1.25' ADDITIONAL DATA Bending(+): LC# 2 = D+L, M = 10252 lbs -ft Shear LC# 2 = D+L, V - 3528, V@d - 2996 lbs Deflection: LC# 2 = D+L EI -1115:29e06 lb-in2 Total Deflection = 1.00(Defln dead) + Defln Live. (D=dead L=live S=snow W=wind I=impact C=construction) ' (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. ; kL PAGE l SUMMIT STRUCTURAL ENGINEERING ' Phone: (909)596-0842. Fax (909) 596-5187 2283 5TH -STREET- ; LA VERNE, CA •WoodWorks® Sizer for ANTHONY POWER PRODUCTS geaml . WoodWorks® Sizer 97e Aug..17,1999 13:09:03 r COMPANY I PROJECT crit Structural Engineering I 2293 Fifth Street I :.a Verne, CA 917501 I (909) 596-0842 (909) 596,-5187 fax 'I DESIGN CHECK - NDS -1997 Beam- DESIGN DATA: material. Timber -soft lateral support: Top= Full Bottom- @Supports total length: 3.00 [ft] Load Combinations: ASCE 7-95 LOADS: (force -lbs, pressure=psf, udl=plf,'location=ft) »Self -weight automatically included<< Load I Type I=Distribution =I=== Magnitude ===I== Location ==I Pattern I I Start End I Start End I Load ----I-------- 1------= ----- --1 ----------------- I -------------- ---1-------- 1 Dead Partial Area 18 (12.00)* 0.00 1.00 No 2 Live Partial Area 16 (12.00)* 0.00 1.00 No 3 Dead Full Area 15 (2.00)* 'No 4 Dead Point. 855 1.00 No 5 Live Point 760 1.00 No 6 Dead Partial Area 18 (6.00)* 1.00 3.00 No 7 Live Partial Area 16 (6.00)* 1.00 3.00 No *Tributary Width (ft) MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, length=in) 3.00 ft ---------- ------------------- Dead I 879 522 Live I 731 • 413 Total I 1610 935 B.Length 1 1.0 1.0 ########################################################################### DESIGN SECTION: D.Fir-L, No. 1, 6x6 @ 7.185 plf This section PASSES the design code check. ########################################################################### SECTION vs. DESIGN CODE' =(stress=psi =deflection=in) Criterion== I.Analysis= Value =I Design=' Value I Analysis/Design I -------------- I ---------------- I ---------------- I ------------------ I Shear fv @d = 70 Fv' - 106 fv/Fv' = 0.66 Bending(+) fb = 600 Fb' = 1500 fb/Fb' = 0.40 Live Defl'n 0.01 = <L/999 .0.10 = L/360 0.07 Total Defl'n 0.02 = <L/999 0.20 = L/180 0.08 FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Eb'+= 1200 1.25 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 85 1.25 1.00 1.00 (CH = 1.000) 2. Fcp'= 625 1.00 1.00 - E' = 1.6 million .1.00 1.00 2 Custom duration factor for Live load = 1.25 ADDITIONAL DATA Bending(+): LC# 2,= D+L, M = 1386 lbs -ft Shear : LC# 2 = D+L, V - 1608, V@d = 1404 lbs Deflection: LC# 2 - D+L. EI= 122.O1eO6 lb -int Total Deflection - 1.00(Defln dead) + Defln Live. (D -dead L=live S=snow W=wind I -impact C=construction) (All LC's are listed in the Analysis output) DESIGN 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. WWI - PAGE 0 SUMMIT STRUCTURAL ENGINEERING Phone: (909) 596-0842 Fax (909) 596-5187 1283 5TH -STREET-, LA VERNE, CA 5® ' WoodWorks® Sizer. for ANTHONY POWER PRODUCTS. Beam1 WoodWorks® Sizer 97e Aug. 17, 1999 13:13:54 COMPANY I PROJECT 'Summit Structural Engineering I ,• , 2283 Fifth Street I La Verne, CA 91750 I (909) 596-0842 (909) 596-5187 fax I DESIGN CHECK - NDS -1997 Beam DESIGN DATA: material: Timber -soft lateral support: Top= Full Bottom= @Supports total length: 6.00 [ft] Load Combinations: ASCE 7=95 i LOADS: -(force=lbs,-pressure=llocation=ft) »Self -weight automatically included«==-- Load -----------=�--- I Type I Distribution I Magnitude I Location I Pattern Start End I Start ,End I Load, - -----I--------I--------------I-----------------I-----------------I-------- ' 1 Dead Full Area 18 (12.00)* No 2 Livey- Full Area 16 (12.00)* No 3 Dead Full Area 15 (2.00)* No ' *Tributary Width _ MAXIMUM REACTIONS and•BEARING LENGTHS (force=lbs, length=in) k ------------- i I 6.00 ft / I ' ----------1------------------- Dead 1 762 762 - Live 1 576+ 576 Total 1 1.338 1338 B.Length 1 1.0 1.0 s ------------ ########################################################################### ' DESIGN SECTION: D.Fir-L, No. 1,_6x6 @ 7.185 plf This section PASSES the design code check. ########################################################################### ----------------- SECTION vs. -DESIGN CODE (stress=psi, deflection=in) 4 --Criterion_ I Analysis Value I Design Value I Analysis/Design I --I----------------I----------------I------------------I Shear fv @d = 56• Fv! = 106 fv/Fv' = 0.53 Bending(+) . fb = 867 Fb' 1500 fb/Fb' = *0.58 Live Defl'n 0.05 = <L/999' 0.20 W360 0.23 ' Total Defl'n x 0.11 = L/676 0.40 = L/.180 0.27 ---------------------------------------------------------------- FACTORS: F CD CM Ct' CL CF CV Cfu.- Cr LC# -------------- Fb'+= 1200 1.25 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv'•= 85 1.25 1.00& 1.00 '`(CH = 1.000) .2 Fop'= 625 r 1.00 1.00 E' = 1.6 million 1.00 1.00 2 ' Custom -duration factor-for-Live-load-=-1_25---------'---------------------- ADDITIONAL DATA ------------ Bending(+): LC# 2 = D+L, M = 2003 lbs -ft Shear LC#,2 = D+L, V = 1336, V@d = 1132 lbs Deflection: LC# 2 = D+L EI= 122.01e06 lb-in2 Total Deflection = 1.00(Defln dead) + Defln_Live. (D --dead L=live S=snow W=wind I=impact C=construction) (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. PAGE 'll SUMMIT STRUCTURAL ENGINEERING Phone: (909) 596-0842 Fax (909) 596-5187 2293 5TH -STREET ; LA VERNE, CA . I t WoodWorks® Sizer for ANTHONY POWER PRODUCTS Beam1 WoodWorks® Sizer 97e COMPANY I PROJECT Summit Structural Engineering I 2283 Fifth Street I La Verne, CA 91750 I (909) 596-0842 (909) 596-5187 fax I , DESIGN CHECK - NDS -1997 Beam DESIGN DATA: material: Timber -soft lateral support: Top= Full Bottom= @Supports total length: 6.00 [ft]' Load Combinations: ASCE 7-95 LOADS: (force=lbs, pressure=psf, udl=plf, location=ft) »Self -weight automatically included<< Load I Type I Distribution I Magnitude I Location I Pattern I I I. Start End I Start End I Load . -----I--------I--------------I-----------------I-----------------I-------- 1 Dead Full Area 18 (9.00)* No 2 Live Full Area 16 (9.00)* No ' 3 Dead Full Area 15 (2.00)* No 4 Dead Point 630 4.00 No 5 Live Point 560 • 4.00 No *Tributary Width (ft) MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, length=in) ------------ I 6.00 ft I^ ---------- ------------------- Dead I 820 1030 Live I. 619 805 Total I 1438 1835 B.Length I 1.0 1.0 ----------------------- ########################################################################### DESIGN SECTION: D.Fir-L, No. 1, 6x8 @ 9.798 plf This section PASSES the design code check. ########################################################################### SECTION vs. DESIGN CODE (stress=psi, deflection=in) - --------------------------------------------------- Criterion I Analysis Value I' Design Value I Analysis/Design I -------------- I----------------I----------------I------------------I. Shear fv-@d = 58 Fv' = 106 fv/Fv' = 0.55 Bending(+) fb = 691 Fb' = 1500 fb/Fb' = 0.46 Live Defl'n 0.03 = <L/999 0.20 = L/360 0.13 Total Defl'n 0.06 = <L/999 0.40 = L/180 0.15 - ------ ---------------- ----------------------------- FACTORS: F CD CM Ct ACL CF CV Cfu Cr LC# -------------------------------------------------------- Fb'+= 1200 1.25 1.00 , 1.00 1.000 1.00 1.000 1.00 1.00 2 Fl. = 85 1.25 1.00 . 1.00 (CH = 1.000) 2 Fcp'= 625, 1.00 1.00 - E' = -1.`6 million 1.00 1.00 2 Custom duration factor for Live load = 1.25 ADDITIONAL DATA Bending(+): LC# 2 = D+L, M = 2970 lbs -ft Shear : LC# 2 = D+L, V = 1801, V@d = 1597 lbs Deflection: LC# 2 = D+L - EI= 309.37e06 lb -int Total Deflection = 1.00(Defln dead) + Defln Live. (D --dead L=live S=snow W=wind I=impact C=construction) (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 membersshall be'laterally supported according to the provisions of NDS Clause 4.4.1. - Aug. 17, 1999 1312:28 PAGE_ SUMMIT STRUCTURAL ENGINEERING . Phone: (909) 596-0842 Fax (909) 596-5187 2283 5TH -STREET -l' LA VERNE, CA a WOOdWOrkS® Sizer ' fors ANTHONY POWER PRODUCTS' Beam1 Woodworks® Sizer 97e Aug..17, 1999,13:05:25 COMPANY I PROJECT Summit Structural Engineering 0' -% 2283 Fifth Street I s La Verne, CA 91.750: I' ` (909) 596-0842 (909) 596-5187 fax e -DESIGN CHECK - NDS -1997 Beam .DESIGN DATA: ; *` p , ' material: Timber -soft lateral support: Top= Full Bottom= @Supports total length: . 3.00 [ft] Load Combinations: ASCE 7.95 •' ' + F LOADS: (force=lbs, pressure=psf, udl=plf,•location=ft) t »Self -weight automatically included« _____________---___________________________ Load I Typev' I Distribution I Magnitude I Location I'Pattern I I I Start End I Start End I Load „ -----1-' ------ 71 ------ =-------1------ ----------- I -------- --------- I-------- ' 1 Dead � Full Area !g 18 (9.00) * .- No 2 Live Full 'Area 16 (9.00)* ?: +a No ' y -3 Dead - Full Area 15 (2.00)* No 4 • Dead Point 1260 1:00. No 5 Live Point, 1120 1.00 No *Tributary Width (ft) , ++ -------------------------- _ MAXIMUM REACTIONS and'BEARING LENGTHS (force=lbs,, length=in) " 3_00_'ft ----------I--- ---------------- Dead I 1145 725 ' Live I 963' 589 j s ; w ' a Total I 2107 , 1314 �� l B.Length I 1.0 1.0 '###########################################################################' DESIGN -SECTION: D.Fir-L, No. 1, 6x8'k@ 9.798 plf y This section PASSES the design code check. •###################################.######################################## 4 'SECTION -vs. -DESIGN -CODE -�-(stress=psi_-deflection=in)-------------------� 'Criterion 11 Analysis Value 1•'Design Value 1'Analysis/Design " -------- -----1. ----------------- I ----------------- I ------------------ I Shear fv•@d 69 Fv' = 106 "fv/Fv' 0.65 Bending(+) fb = 450 Fb' = 1500 fb/Fb' = 0.30 Live. Defl'n 0.00 = <L/999 0.10 = L/360 0.04 Total Defl'n -,0.01'= <L/999 0.20 L/180 0.09 s -------------- FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# ' Fb'+= 1200 1.25 1.00, 1.00 1.000 1.00 •1.000 1.00 1:00 .2 Fv' = 85 1.25 1.00 1.00 (CH = 1.000) 2 ' Fcp'= .625 1.00 1.00 E' 1.6 million "1.00 1.00 2 Custom durationfactor for Live load = 1.25 i ADDITIONAL DATA ------------- Bending(+)--LC# 2 = D+L, M = 1932 lbs -ft_________________= r' Shear LC# 2 D+L, V = 2105, V@d = 1889 lbs ' Deflection: LC# 2 = D+L 1EI= 309:37e06 lb -int : Total Deflection'= 1.00(Defln dead) + Defln_Live. )a -- (D=dead--L=live--S=snow--W=wind--I=impactconstruction)----------� (All LC's are listed in the Analysis output) ---_----------------------------------------- -- DESIGN NOTES: ' e 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. PAGE SUMMIT STRUCTURAL ENGINEERING' ' ' Phone: (909) 596-0842 Fax (909) 596-5187 2283 5TH•STREET , LA VERNE, CA W F-moodWorks@ Sizer for ANTHONY POWER PRODUCTS Beam1 WoodWOrks® Sizer 97e Aug. 17,1999 13:20:22: ' .COMPANY I PROJECT Summit Structural Engineering I - 2283 Fifth Street I La Verne, CA 91750 (909) 596-0842 (909) 596-5187 fax I DESIGN CHECK - NDS -1997 Beam DESIGN DATA. ' ,material: Timber -soft lateral support: Top= Full, - Bottom= @Supports total length: 8.00 [ft] Load Combinations: ASCE 7-95 LOADS -(force=lbs= pressure=utomatic=ply, location=ft)-------------------- , »Self -weight -automatically included« „ Load I Type I Distribution I Magnitude i Location I Pattern I I I Start End I Start End "I Load -----I--------I------------- -I-----------------I----------------- I-------- 1 Dead Full Area 18 (13.00)* No 2 Live Full Area 16 (13.00)* No 3 Dead Full Area 15 (2.00)* - Now *Tributary -Width -(ft)____________________________________________________ MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, length=in) 8.00 ft `------- ----------I------------------- Dead I 1101 .1101 Live I 832 832 Total I 1933 1933 -B_Length=l====1=0======1=0_______________________ ########################################################################### DESIGN SECTION: D.Fir-L, No. 1, 6x8. @ 9.798 plf This section PASSES the design code check. ####.####################################################################### SECTION vs. DESIGN CODE (stress=psi, deflection=in) ' -- -CriterionI Analysis Value I Design Value I Analysis/Design I I ---------------- I ---------= ------ I --- - -------------- I Shear fv @d = 59 Fv' = 106 fv/Fv' = 0.56 Bending(+) fb = 897 Fb' = 1500 fb/Fb' = 0.60 LiveDefl'n006<L/999- 027-=--L/360 --------------023--------- Total Defl'n 0.14 = L/668 0.53- L/180 .0.27 - — ------------------ FACTORS: F CD. CM Ci CL CF CV Cfu Cr LC# ---------------------------------------------------------------------- Fb'+= 1200' 1.25 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 85 1.25 1.00 1.00 (CH = 1.000) 2 Fcp'= 625 1.00 .. 1.00 - E' = 1.6 million 1.00 1.00 2., Custom duration factor for Live load = 1.25 ' ADDITIONAL DATA ---- - - ------------------------- ------------------------- Bending(+): LC# 2 = D+L, M = 3854 lbs -ft Shear LC# 2 = D+L, V = 1927, V@d = 1626 lbs N Deflection: LC# 2 = D+L EI= 309.37e06 lb -int Total Deflection = 1.00(Defln dead) + Defln Live. (D=dead L=live S=snow W=wind I=impact C=construction) (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. PAGE SUMMIT STRUCTURAL ENGINEERING "" 'Phone: (909) 596-0842 'Fix(909)596-5187 '2283 5TH -STREET', LA VERNE, CA WOOdWOrkS® Sizer for. ANTHONY POWER PRODUCTS .� Beam1 Woodworks® Sizer 97e Aug. 17,1999 13:48:38 K COMPANY I PROJECT + Summit Structural Engineering I T 2283 Fifth Street I La Verne, CA 91750 I (909) 596-0842 (909) 596-5187 fax I DESIGN CHECK NDS -1997 Beam DESIGN DATA: material: Glulam Unbala'd ' lateral supports=Top==F=11===v=Bottomee @Suppo=t total length: 16.00. [ft], Load Combinations: ASCE 7-95 + LOADS: (force=lbs, pressure-psf, udl=plf, location=ft) »Self -weight automatically included<< a 1 Load I Type ===I=Distribution I= ==Magnitude = I= Location== = I Pattern I I ,I Start End I Start End I Load -----I--------I--------------I------;----=-----I-----------------1-------- 1 Dead Full Area. 18 (4.50)* No r 2 Live_Full Area o====== 16-- (4.50)*===_ No 3 Dead Full Area 15 (2.00)* No *Tributary -Widtidth-(ft)====__ s MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, length=in) �� I ==16=00==ft I ----------I------------------- Dead I 1051 1051 Live 1 576 576 Total 1 1627 1627 B.Length 1 1.0 1.0 r ###############################_############################################ DESIGN SECTION: VG West.DF, 24F -V4, 5.125x13.5 016.434 plf This section#=PASSES =the = design code#=check. SECTION vs. DESIGN CODE (stress=psi,=deflection-in) Criterion I Analysis Value I Design Value I Analysis/Design I ------------- ------ ----- Shear fv @d - 30* Fv' - 237 fv/Fv' = 0.13 Bending(+) fb = 492 Fb' - 3000 - fb/Fb' = 0.16 Live Defl'n 0.06 -.<L/999 0.53 = L/360 0.11 Total Defl'n 0.16 = <L/999 1.07 L/180 0.15 FACTORS: F =====CD====CM=====Ct=====CL_=_==CF-= CV = =Cfu_ ===C===aLC#- ` Fb'+= 2400 1.25 1.00 1.00 11-000 1.00 0.000 1.00 '1.00 2 Fv' = 190 1.25 1.00 1.00 2 ' I Fcp'= 650 1.00 1.00 t - E• 1.8 million 1.00 1.00 2 Custom duration -factor fo==Live ====load- 1.25 ADDITIONAL DATA Bending(+)� LC#=2===D+L, M - 6382 lbs -ft Shear LC# 2 - D+L, V - 1595, V@d = 1371 lbs Deflection: LC# 2 D+L EI -1891.38e06 lb-in21 Total.Deflection 1.00(Defln.dead) + Defln Live. (D=dead• L=live S=snow W=wind I=impact C=construction) (All _LC'==are liste=d in= the =Analysis output) DESIGN DESIGN NOTES: 1. Please verify that =the =default =deflection =limits are appropriate 1 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 ontsmaller of Fcp(tension), Fcp(comp'n). PAGE SUMMIT STRUCTURAL ENGINEERING + Phone: (909) 596-0842- Fax (909) 596-5187- 2293 5TH -STREET, LA VERNE, CA WoodWorkS® Sizer for ANTHONY POWER PRODUCTS Woodworks® Sizer 97e . ' COMPANY I PROJECT Summit Structural Engineering' I 2283 Fifth Street I La Verne, CA 91750 I (909) 596-0842 (909).596-.5187 fax I DESIGN CHECK - NDS -1997 Beam DESIGN DATA: -----=----------------------=---'----------------------------------=----- ;. material: Timber -soft ' lateral support' Top= Full Bottom- @Supports total length: 9.00 (ft) Load Combinations: ASCE 7-95 LOADS:-(force=lbs,-pressure=utom-udl=ply ilocation=ft)------------------- »Self-weight automatically included« •Load I Type I Distribution I. Magnitude I� Location I Pattern I I I Start End I Start End I Load -----I--------I--------------I--- -------------I-----------------I-------- 1 Dead Full Area 18 (7.00)* No 2 Live Full Area 16 (7.00)* No 3 Dead Full Area 15 (2.00)* No *Tributary Width (ft) ------------------------ _=--_____ MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, length=in) — - ------------------- 9.00 ft. (------- ____________ Dead I 768 768 Live' I.. 504 504 Total I 1272 •1272 B.Length I. 1.0 1,0 ########################################################################### ' DESIGN SECTION: D.Fir-L, No.,l, 6x10 @12.411 plf ; This section PASSES the design code check. ########################################################################### --------------------------=--------------------------------------------- -------------------------------------------------------------------------- SECTION vs. DESIGN CODE (stress=psi, deflection=in) _Criterion I Analysis Value I Design Value j Analysis/Design I - --I--=-------------I----------------I------------------I Shear fv @d = 30 Fv' = 106 fv/Fv' = 0.28 Bending(+) fb 412 Fb' = 1687 fb/Fb' = 0..24 —Live --Defln----003==-<L/999---030-=--L/360---------------009-�- --- Total Defl'n 0.07 = <L/999 0.60 = L/180 0.11 FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# — Fb'+ 1350 1.25 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 85 1.25 1.00 1.00 (CH = 1.000) 2 Fcp'= 625 11.00 1.00 - E' = 1.6 million ,1.00 1.00 2 Custom-duration-factor—for-Live-load- 125-------------------- -------- - ADDITIONAL DATA Bending(+): LC#'2 = D+L,.M = 2839 lbs -ft Shear :'LC# 2 = D+L,'V = 1262, V@d = 1040 lbs Deflection: LC# 2 = D+L EI= 628.73e06 lb-in2 Total Deflection = 1.00(Defln dead) + Defln Live. (D=dead L=live' S=snow W=wind I=impact C=construction) (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. Aug. 17, 1999 13:44:45 r PAGE ` b SUMMIT STRUCTURAL ENGINEERING Phone: (909) 596-0842 , Fax(909)596-5187 2293 5TH—STREET, LA VERNE, CA ti WoodWorks® Sizer for ANTHONY POWER PRODUCTS ' Beaml WoodWorks® Sizer 97e Aug.17,1999 14:38:04' COMPANY I PROJECT Engineering - Summit Structural 1 2283 Fifth Street I ' La Verne, CA 91750 1 (909) 596-0842 .(909) 596-5187 fax I DESIGN CHECK - NDS -1997 Beam DESIGN DATA: material: Glulam Unbala'd lateral support: Top= Full Bottom= @Supports total length: 12.50 [ft] -Load Combinations: ASCE 7-95 LOADS:•;(force=lbs, pressure=psf, udl-pif, location=ft) ' »Self-weight'automatically included<< ' Load I Type =I=Distribution=I== Magnitude= I Location== =I=Pattern I I I Start End I Start End I Load --------------- ------- 1 Dead Partial Area 18 (4.00)* 0.00 6.50 No 2 Live Partial Area 16- (4.00)* *0:00 6.50 No 3 Dead -Partial Area 18, (19.50)* 6.50 12.50 No 4 Live Partial Area 16 (19.50)* ' 6.50 12.50 No 5 Dead Full Area 15 (2.00)* No 6Dead Point 1575 6.50 No 7 Live Point 1400 6.50 No *Tributary Width (ft) ' MAXIMUM REACTIONS and BEARING LENGTHS (force -lbs, len th=in) I '12.50 ft r I� 7 Dead 1 1906 2840 Live 1 1429 2259' Total �l===3335=====5098____ B.Length I 1.0 1.5' ########################################################################### DESIGN SECTION:, VG West.DF, 24F -V4, 5.125x12 @14.608 plf. This section PASSES the design code check. '########################################################################### SECTION vs.'DESIGN =CODE (stress=psi, deflection=in) Criterion =I= Analysis Value =I=Design = Value I=Analysis/Design ==I==__=__ ------------=- ------- --------- Shear fv @d - 105 Fv' 237 fv/Fv' 0.44 Bending(+) fb - 1730 Fb' 3000 fb/Fb' 0.58 Live Defl'n 0.15 = <L/999 0.42 L/360 0.36 Total Defl'n 0.33 L/449 0.83 ====L/180 0.40 FACTORS: -F=== ==CD ====CM==�=Ct====ACL=CF====-CV -=Cfu ====Cr=== LC#= -Fb'+=-2400 ==1625== 1 00 =1.00==11000===1.00 1.000 1.00=-=1=00= -�2= Fv' = 190 1.25 1.00 . 1.00 - 2 Fcp'=• 650 1.00 1.00 - ' E' = 1.6 million 1.00 1.00 2 Custom duration factor for Live load =,1.25 ADDITIONAL DATA ' ' Bending(+): LC# 2 = D+L, M - 17737 lbs -ft " Shear LC# 2 D+L, V - 4988, V@d - 4309 lbs Deflection: LC# 2 D+L EI=1328.38e06 lb-in2 Total Deflection = 1.00(Defln dead) + Defln Live. (D -dead L=live S=snow' W -wind I -impact C=construction) (All LC's are listed in the Analysis output) ' DESIGN NOTES=====_=====a==- 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: bird = 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). PAGE 17 SUMMIT STRUCTURAL ENGINEERING Phone: (909)596-0842' Fax(909)59&-5187' 2283 STH -STREET,'- LA VERNE, CA s , . w? PAGE 17 SUMMIT STRUCTURAL ENGINEERING Phone: (909)596-0842' Fax(909)59&-5187' 2283 STH -STREET,'- LA VERNE, CA t� WoodWorks® Sizer for ANTHONY POWER PRODUCTS Beam1 WoodWorks® Sizer 979 k Aug. 17,1999 14:31:18 COMPANY I PROJECT Su,mit Structural Engineering I 2283 Fifth Street I La.Verne, CA 91750 i (909) 596-0842 (909) 596-5187 fax :I ' , DESIGN CHECK - NDS -1997 - - Beam DESIGN DATA: material: Glulam Unbala'd _ lateral support: Top= Full Bottom- @Supports total-length: Combinations: x00==[ft] Load Combinations: ASCE 7-95 LOADS: (force=lbs, pressure=psf, udl=plf, location=ft)= »'Self -weight automatically included<< Load I Type== I Distribution I====Magnitude = =I= Location =I Pattern= 1I I Start End I Start End I Load ----I--------I--------------I-----------------I-----------------I-------- 1 Dead Full Area 18 .(2.00)* No 2" Live Full Area 16 (2.00)* -No + 3• Dead Full Area 15 (2.00)* No _Tributa=ry Width =(ft) MAXITSUM REACTIONS and BEARING LENGTHS= (force=lbs,,length=in) ' I 16.00 ft ---------- ------------------- Dead I 670 670 " Live I 256' 256 ti Total I . 926 926 B.Length I 1.0 1.0 ########################################################################### DESIGN SECTION: VG West.DF, 24F -V4, 5.125x12 114.608 plf This section PASSES the design code check. SECTION vs. DESIGN CODE (stress=psi, deflection -in) - - Criterion==I Analysis Value I=Design==Value=I Analysis/Design =1 - =1----------------I----------------I------------------I Shear fv @d = 14 Fv' 171 fv/Fv' = 0.08 Bending(+) fb = 252 Fb' = 2160 fb/Fb' = 0.12 Live Defl'n 0.04 = <L/999 0.53 - L/360 0.07 -Total=Deft======0-12 -= =-99====1=07===vL/180==0.12 =====____ ++ FACTORS: =F- _ CDCM==_==Ct ==_IICL 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 2 Custom duration factor for Live load = 1.25 ADDITIONAL DATA Bending(+)c=LC#=1 - Dionly,=M====2579=lbs-ft Shear LC#.1 = D only, V = 645, V@d = 564 lbs Deflection: LC# 2 = D+L EI -1328.38e06 lb -int Total Deflection = 1'.00(Defln dead) + Defln Live. (D=deadL=live S -snow W -wind I=impact C=construction) (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. 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). PAGE S. SUMMIT STRUCTURAL ENGINEERING 'Phone: (909) 596-0842 Fax (909) 596-5187 228,3 5TH -STREET',' LA VERNE, CA 0] WoodWorks® Sizer for ANTHONY POWER PRODUCTS Beam1 WoodWorks® Sizer 97e Bending(+) fb = 616 Fb' = 1687 fb/Fb' = 0.37 Live Defl'n 0.01 = <L/999 0.13 = L•/360 0.06 Total Defl'n 0.02 = <L/999 0.27 = L/180 0.06 COMPANY, I PROJECT .Summit Structural Engineering I 2 Fv' = 85 1.25 1.00 1.00 (CH = 1.000) 2283 Fifth Street I - E' = 1.6 million 1.00 1.00 La Verne, CA'91750 I ADDITIONAL DATA ------------------------------------------------------------------------- (909) 596-0842 (909) 596-5187 fax I Shear : LC# 2 = D+L, V = 2762, V@d = 2258 lbs DESIGN CHECK - NDS -1997 Total Deflection1.00(Defln_dead) + Defln_Live. Beam DESIGN DATA: (All LC's are listed in the Analysis output) -----------------------------------------------------=------------------- material: Timber -soft --------------------------------------------------------------------------- 1. Please verify that the default deflection limits are appropriate lateral support: Top= Full Bottom= @Supports 2. Sawn lumber bending members shall be laterally supported according to total length: 4.00 [ft] Load Combinations: ASCE 7-95 LOADS: (force=lbs, pressure=psf, udl=plf, location=ft) »Self -weight automatically included<< --------------------------------- Load I Type I Distribution I Magnitude I Location I Pattern I I I. Start End 1' Start End I Load -=---I--------I-------------- 1 I----------------- Dead Full Area 18 .(17.50)* I-----------------I-------- No 2 Live w Full Area 16 (17.50)* • No 3 Dead Full Area 15 (2.00)* No 4 Dead Point 1575 2.00 No 5 Live Point 1400 2.00 No *Tributary Width (ft) ------------------------------------------------------------- ----------------------------------------------------------- MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, length=in) I 4.00 ft' -=--------I------------------- Dead, I ' 1507 1507 Live I 1260 1260 <• Total I 2767 2767 B.Length I 1.0. 1.0 ########################################################################### DESIGN SECTION: D..Fir-L, No. 1, 6x10 @12.411 plf This section PASSES the design code check. ########################################################################### -------------- SECTION vs. DESIGN CODE (stress=psi, deflection=in) Criterion I Analysis Value I Design Value I Analysis/Design I --------------I----------------I----------------I------------------I Shear fv @d = 65 Fv' = 106 fv/Fv' = 0.61 Bending(+) fb = 616 Fb' = 1687 fb/Fb' = 0.37 Live Defl'n 0.01 = <L/999 0.13 = L•/360 0.06 Total Defl'n 0.02 = <L/999 0.27 = L/180 0.06 FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# ------------------ ---------------------------------------------------------- Fb'+= 1350 1.25 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 85 1.25 1.00 1.00 (CH = 1.000) 2 Fcp'= 625 1.00 1.00 - E' = 1.6 million 1.00 1.00 2 Custom duration factor for Live load = 1.25 ADDITIONAL DATA ------------------------------------------------------------------------- ------------------------------------------------------------------------- Bending(t-): LC# 2 = D+L, M = 4250 lbs -ft Shear : LC# 2 = D+L, V = 2762, V@d = 2258 lbs Deflection: LC# 2 = D+L EI= 628.73e06 lb-in2 Total Deflection1.00(Defln_dead) + Defln_Live. (D --dead L=live S=snow W=wind I=impact C=construction) (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. Aug. 17, 1999 14:45:24 PAGE.I_ SUMMIT STRUCTURAL ENGINEERING Phone: (909) 596-0842 Fax (909) 596=5187 2283 M-STREETLA VERVE, CA 1 11 01 WoodWorks® Sizer for ANTHONY POWER PRODUCTS ✓� Beam1 WOOdWOrks® Sizer 97e Aug. 17, 1999 14:47:19 COMPANY I PROJECT Value Summit Structural Engineering I Fv' = 2283 Fifth Street I fv/Fv' = 0.45 La Verne, CA 91750 I 1500 (909) 596-0842 (909) 596-5187 fax I 0.13 = DESIGN CHECK - NDS -1997 0.10 Beam DESIGN DATA: L/180 material: Timber -soft Custom duration factor for lateral support: Top= Full Bottom= @Supports total length: 4.00 [ft] Load Combinations: ASCE 7-95 Bending(+): LC# 2 = D+L, LOADS: (force=lbs, pressure=psf, udl=plf, location=ft) ------»Self-weight automatically included<< V = 1264, V@d = 975 lbs Load I Type I Distribution I Magnitude I Location I Pattern I I I Start End I Start End I Load -----I--------I--------------I-----------------I-----------------I-------- 1 Dead Full Area 18 (1.7.50)* No 2 Live Full Area 16 (17.50)* No 3 Dead Full Area 15 (2.00)* No *Tributary width (ft) the Analysis output) MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, length=in) DESIGN NOTES: I 4.00 ft I^ ---------- ------------------- Dead I 706 706 default deflection limits are appropriate Live I 560 560 for your application. Total I 1266 1266 B.Length I 1.0 1.0 to -- -------------------------------------------------------------- ########################################################################### DESIGN SECTION: D.Fir-L, No. 1, 6x6 @ 7.185 plf This section PASSES the design code check. SECTION vs. DESIGN CODE (stress=psi, deflection=in) Criterion I Analysis Value Shear fv @d = 48 Bending(+) fb = 547 Live Defl'n 0.01 = <L/999 Total Defl'n 0.03 = <L/999 I Design I----------------I------------------I Value I Analysis/Design I Fv' = 106 fv/Fv' = 0.45 Fb' = 1500 fb/Fb' = 0.36 0.13 = L/360 0.10 0.27 = L/180 0.11 FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 1200 1.25 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv'= 85 1.25 1.00 1.00 (CH = 1.000) 2 Fcp'= 625 + 1.00 1.00 - E' = 1.6 million 1.00 1.00 2 Custom duration factor for Live load = 1.25 ADDITIONAL DATA Bending(+): LC# 2 = D+L, - --------------------------- M = 1264 lbs -ft Shear LC# 2 = D+L, V = 1264, V@d = 975 lbs Deflection: LC# 2 = D+L EI= 122.01e06 lb-in2 Total Deflection = 1.00(Defln dead) + Defln Live. (D=dead L=live S=snow W=wind I=impact C=construction) (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 7:57 PAGE SUMMU STRUCTURAL ENGINEERING Phone: (909) 596-0842 Fax (909) 596-5187 2283 STH -STREET -, LA VERNE, CA is WoodWorks® Sizer for ANTHONY POWER PRODUCTS ' Beam1 WoodWorks® Sizer 97e Aug., 17, 1999 14:50:48 ' COMPANY I PROJECT ; Summit Structural Engineering I 2283 Fifth Street I La Verne, CA 91750 I ' (909) 596-0842 (909) 596-5187 fax I DESIGN CHECK NDS-1997 Beam DESIGN DATA: ' material: Timber-soft lateral support: Top= Full Bottom- @Supports total length: 6.00 (ft) Load Combinations: ASCE 7-95 ' LOADS: -(force=lbs,-pressure=utomatically ilocation=ft)------------------ • »Self-weight automatically included« ---^ Load I Type I Distribution I . Magnitude I Location I Pattern ' I I I Start -End 1 • Start End I Load. . -----I----= ----I--------------I----------------1------ ------ I-------- 1 Dead Full Area 18 (3.25)* No 2 Live Full Area 16 (3.25)* No 3 rDead Full Area 15 ,(2.00)* No. ' *Tributary -Width -(ft)___________________________________________-_____=_ MAXIMUM REACTIONS and.BEARING LENGTHS (force=lbs, length=in) ---- I 6.00 ft Dead 1 289 289 ' Live 1 .'156 156 ' Total 1 445 445 B.Length 1 1.0 1.0 ########################################################################### ' DESIGN SECTION: D.Fir-L, No. 1, 6x6 @ 7.185-plf This section PASSES the design code check. ########################################################################### SECTION vs. DESIGN CODE (stress=psi, deflection=in)ti ' CriterionI Analysis Value I Design value I Analysis/Design I --I----------------I----------------I------------------I -- - Shear fv @d = `19 Fv' = 106 fv/Fv''= 0.18 Bending(+) fb = 288 Fb' = 1500 fb/Fb' = 0.19 Live, Defl'n 0:01 = <L/999 0.20 = L/360 + 0.06 Total -Defl_n--_-0_04-=-<L/9990_40-=-_L/180---------------0_09------- FACTORS: F CD CM Ct CL CF CV Cfu Cr 'LC# ------------ Fb'+= 1200 1.25 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 85 1.25 1.00 1.00 (CH = 1.000) 2 Fcp'= 625 1.00 •1.00 - E' = 1.6 million 1.00 1.00 2 ' - Custom -duration -factor -for_Live- load -=-1-25------------------------------- ADDITIONAL DATA Bending(+): LC# 2 = D+L, M = 665 lbs-ft ' Shear LC# 2 = D+L, V = 4430 V@d = 375 lbs Deflection: LC# 2 = D+L EI= 122.01e06 lb-int Total Deflection-= 1.00(Defln_dead) + Defln_Live. (D=dead L=live S=snow W=wind I=impact C=construction) (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 PAGE.. a SUMMIT STRUCTURAL ENGINEERING Phone: (909) 596-0842 Fax (909) 596-5187 2283 STH-STREEr, , LA VERNE, CA e PAGE.. as �. SUMMTT STRUCTURAL ENGINEERING ' Phone: (909) 596-0842 Fax (909)596-5187 2283 5TH -STREET , LA VERVE, CA I� WOOdWOrkS® Sizer for ANTHONY POWER PRODUCTS ✓ Beaml WoodWOrks® Sizer 97e Aug.17,1999 14:55:42 COMPANY I PROJECT Summit Structural Engineering I o 2283 Fifth Street I ^ La Verne, CA 91750 I (909) 596-0842 (909) 596-5187 fax 1 ^. DESIGN CHECK - NDS -1997 Beam DESIGN DATA: material:' Glulam Unbala'd lateral support: Top= Full Bottom= @Supports total length: 20.00 [ft) ' Load Combinations: ASCE 7-95 LOADS: (force-lbs,*pressure=psf,.ud1=plf, location-ft)�===______ »Self -weight automatically included<< == ====I=Pattern ' I=== Location ), Load I=Type �I Distribution =I====Magnitude I I I Start End I Start End I Load -----I------,-1-=------=-----I----------------- I -----------------I-------- 1 Dead Full Area 18 (6.75)` No , Ar=1fi===(6.75)==No==== ' 3 Dead Full -Area 15. (4.00)* No Width"Full --Live *Tributary (ft). =Width ==_2 MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, length=in) 20.00 ft Dead I - 2046 2046 Live 1 1080 1080 ' ' Total 1 3126 3126 B.Len=gth=1====1=0==, 1.0__ ###############.############################################################ DESIGN SECTION: VG West.DF, 24F -V4, 5.125x15 118.260 plf the This section design code =heck=====___ ____________________ SECTION vs. DESIGN CODE _ (stress=psi, deflection -in) =I Criterion 1 Analysis=Value I Design Value I=Analysis/Design -1=---------------I-------�-------I------------------I - ------------ Shear fv @d = 53 Fv' = 237 fv/Fv' = 0.22 Bending(+) fb = 961 Fb' - 2948 fb/Fb' - 0.33 Live Defl'n 0.15 = <L/999 - 0.67 = L/360 0.22. Total 0632======a== =====Ov43====L/562== '1II33====L..CF CM=__==Ct=y -= S: F CF== CV �Cfu Cr ` LC# a FACTORS==F= CD= = ==CL =� ===V ---' Fb'+= 2400= 1.25 1.00 1.00 1.000 1.00 0.983 1.00 1.00 2 Fv' = 190 1.25, 1.00 1.00 2 Fcp'= 650 1.00 1.00 - E' = 1.8 million , 1.00 1.00 2 Custom duration factor for Live load = 1.25 - ADDITIONAL DATA ' Bending(+): LC# 2 = D+L, M.- 15388'lbs-ft Shear LC# 2 = D+L, V = 3078, V@d = 2693 lbs Deflection: LC# 2 D+L EI=2594.49e06 lb -int Total Deflection = 1.00(Defln dead) + Defln_Live. (D=dead L=live S=snow W=wind I -impact C=construction) (All LC's are listed in the Analysis output) d DESIGN NOTES la=Please=verify that=the defaultvdeflection 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: bid = 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). ` PAGE.. as �. SUMMTT STRUCTURAL ENGINEERING ' Phone: (909) 596-0842 Fax (909)596-5187 2283 5TH -STREET , LA VERVE, CA i it Woodworks® Sizer for ANTHONY POWER PRODUCTS %000- Beam1"• WoodWorks® Sizer 97e Aug. 17,1999 14:59:07 COMPANY I PROJECT Summit Structural Engineering I 2283 Fifth Street I La Verne, CA 91750 I (909) 596-0842 (909) 596-5187 fax I DESIGN CHECK - NDS -1997 Beam DESIGN DATA: material: Timber -soft lateral support: Top= Full Bottom= @Supports total length: . 8.00 Ift) Load Combinations: ASCE 7-95 LOADS: (force=lbs, pressure=psf, udl=plf, location=ft) »Self -weight automatically included<< Load I Type I Distribution I Magnitude I Location 1•Pattern I I . I Start End I Start . End I'Load -----I-----=--I-------------- I ----------------- I ------ =---------- I-------- 1 Dead Full Area 18 (15.25)* No 2 Live Full Area 16 (15.25)* No 3 Dead Full Area 15 (2.00)* No *Tributary Width (ft) , MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, length=in) -----�-------8.00 ft I ---------- ------------------- Dead 1 1277 1277 Live 1 976 976 Total 1 2253 2253 B.Length 1 1.0 1.0 ########################################################################### DESIGN SECTION: " D.Fir-L, No. 1, 6x10 @12.411 plf This section PASSES the design code check. ########################################################################### SECTION vs. DESIGN CODE (stress=psi, deflection=in) Criterion I Analysis Value I Design Value I Analysis/Design I --------------I----------------I------------2---I------------------I Shear fv @d = 52 Fv' 106 fv/Fv' = 0.49 Bending(+) fb = 651 Fb' = 1687 fb/Fb' = 0.39 Live Defl'n 0.04 = <L/999 0.27 = L/360 0.13 Total Defl'n 0.08 = <L/999 0.53 = L/180 0.15 FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 1350 1.25 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 85 1.25 1.00 1.00 (CH = 1.000) 2 Fcp'= 625 1.00 1.00 - E' = 1.6 million 1.00 1.00 2 Custom duration factor for Live load = 1.25 ADDITIONAL DATA ------------------------------- Bending(+): LC# 2 = D+L, M = 4487 lbs -ft Shear LC# 2 = D+L, V = 2244, V@d = 1800 lbs Deflection: LC# 2 = D+L EI=•628.73e06 lb-in2 Total Deflection = 1.00(Defln dead) + Defln Live. (D=dead L=live S=snow W=wind I=impact C=construction) (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. PAGE a3 SUMMIT STRUCTURAL ENGINEERING Phone: (909) 596-0842 Fax(909)596-5187 `"2283 5MSTREEP , LA VERNE, CA -0F WoodWorks® Sizer for ANTHONY POWER PRODUCTS Beam1 n WoodWorks® Slier 979 - - Aug.17,1999 15:04:40' COMPANY I PROJECT ` Summit Structural Engineering I 1 2283 Fifth Street , I X La Verne, CA 91750 1 �- (909) 596-0842.+,(909)•596-5187 fax I DESIGN CHECK - NDS -1997 f ' • Beam _DESIGN DATA:aaaamaamaaa aaaaamamaaaaaaaaaaaaamaaaaaaaaaaaaaamamaaaa ' material: Glulam Unbala'd w lateral support: Top= Full` Bottom= @Supports , total length: 15.50 (ft] Load Combinations: ASCE 7-95 - ___avvacaaaaaaavvaaaacaavaaaaaaavvvavavavvvaaaaa---aaaavaavvvmvaaaca�• Y' LOADS: (force -lbs, pressure=psf, udl=plf, location=ft) �->>Self -weight automatically included<< a=====aaaaaaaaaas ' ===m�aaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaa=�= Load !'Type (,Distribution I Magnitude I Location I Pattern r I I I Start End I Start End I Load r ' -----1-----------------1-----------------1-------- F, a I--------I-------- 1 Dead Full Area: 18 '(6.50)* No 2 Live Full Area ', 16 (6.50)* No , 3 Dead Full Area 15 (2.00)* No ' f *Tributary width (ft) aa=aaaavavvaavvvvavaaa amv------aaavavamaaavaavavavaavavvvavvaaavaaaY MAXIMUM REACTIONS and BEARING LENGTHS .'(force=lbs, length=in) -=aaaaaaaaaaaaaaaaaaam a aaaaaaaaaaaa�a r ' amaaaaaaaaaaaaammaaaaaaa I ^=15:50aafta + Dead 1 1217 1217 Live'I 806 806 ' Total I 2023 2023 •` � B.Length 1 1.0 1.0 a •.########################################################################### r 3v125xa12a @ 8 907=p1f This section PASSES the design code check. ASSESVthe design code t ''DESIGN =SECTION: ########################################################################### aaa=aaaa=tea, SECTION vs. DESIGN CODEa'(stress=psi, deflection -in) a a Criterion Analysis =Value IaDesigna ValueaI Analysis/Designaalaaam ' _- - ------- -- ---- Shear fv @d = 70 Fv' 237 fv/Fv' = 0.30 ' Bending(+) fb = 1249 Fb' = 3000 fb/Fb' = 0.42 Live Defl'n 0.17 = <L/999 0.52 = L/360' 0.32 Total L/446aaa=1.03L/180 0.40 +CD=aaa * �• mDe=fl=aa6�a0v92aaa CM ,CL CV Cfu Cr LC# FACTORS: _F__ma - mCt aaa maaCF== sa Fb'+= 2400 1.25 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 190 1.25' 1.00 1.00 2 Fcp' = 650 . 11.00 1.00 - E' = 1.8 million 1.00• 1.00 „ 2 Custom duration,factor'for Live load = 1.25 a_aa ' , ADDITIONAL DATA a aaaaa_aaaaaaaaaaaaaaaaa_maaaaaaa _ aaaaaaamaaaaaaaaaa aaaaaaaavanaaaaaaaaaaanaaaaQaaaaaaaamaaaaaanaaa Bending(+): LC# 2 = D+L, M =- 7805 lbs -ft iY Shear LC# 2 = D+L, V = 2014,'V@d - 1754 lbs 'Deflection: LC# 2 = D+L EI= 809.99e06 lb -int �. i Total Deflection = 1.00(Defln dead) + Defln Live.`,' .• s (D -dead L=live S=snow•'Wawind I -impact C=construction) ' (All are in the aaaa _listed =Analysis +output) -LC==a DESIGN NOTES: ` aaaaaaaaaaaaaaaaaaaaaaaaaaaaaamammaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaasaa 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 Beamsshall 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). • L PAGE -STREET, LA VERNE, CA SUMMIT STRUCTURAL ENGINEERING Phone:. (909) 596-0842 Fair (909) 596-5187 2283 5TH . Iq F7 WoodWorks® Sizer ,for ANTHONY POWER PRODUCTS_ Beam) WoodWorks® Sizer 979 Aug.17,1999 15:10:49 COMPANY ' I . PROJECT ; Summit Structural Engineering I i 2283 Fifth. Street La Verne,.CA 91;750 1 ' (909) 596-0842 (9,09), 596-5187 fax I # • DESIGN CHECK -==NDS=1997 Beam'DESIGN =DATA :____________ material: Timber -soft = r r lateral support: Top= Full Bottom= @Supports total length: 8.50 [ft] Load Combinations: ASCE 7-95 LOADS: -(force -lbs, pressure=psf, udl=plf, location -ft) ' »Self -weight automatically included<< , Load I Type m==I=Distribution I= ==Magnitude = I Location =====1 -Pattern Start End I Start End I Load ! ' I( . -----i--------I--------------I-----------------I-----------=-----1-------.` '• 1 Dead Partial Area .18 (3.50)* 0.00 5.50 No 2 Live Partial Area 16 (3.50)* 0.00 5.50 No . 3 Dead Full Area. 15 (2.00)* NoA. 4 Dead Partial Area 18 (11.50)* 5.50 8.50 No 5 Live Partial Area 16 (11.50)* 5.50 8.50 No 6 Dead Point 790 5.50 No 7 Live Point_ 700 5.50 No Width ' *MAXIMMUMaONSand BEARING LENGTHS („ �=REACTylforce=lbs, length=in)�'==_________� ==1=======850=aft__________ ' ----------It-- --------------- Dead 1 813 1324 Live 1 553 1007 Total 1 1365 2332 µ j, B.Length I 1_.0 1:0 ########################################################################### r DESIGN SECTION: D.Fir-L, No. 1, 6x10 @12.411 plf + " This section PASSES the design code check. '###########################################################H############### _Y SECTION =vs.=DESIGN= CODE -- (stress-psi, deflection=in) Criterion I.Analysis.Value I Design Value I Analysis/Design I --=----------- 7 ------ Shear fv @d 56 Fv' = 106 fv/Fv' = 0.53 Bending(+). fb = 727 Fb' = 1687 fb/Fb' - s Live 'Defl'n 0.04 <L/999 0.28 = L/360 0.14 Total Defl'n 0.09 = <L/999 0.57 - L/180 0.16 FACTORS =P==== -CD= =CMS=Ct====6CL' ===-=CF r, CV ==Cfu===--Cr -==LC# Fti'+= 1350 1.25 1.00 1.00 1.000 1. 00 1.000 1.00 1.00 .2 t` Fv' = 85 1.25 1.00 1.00 (CH = 1.000) - 2 c Fcp'= 625 1.00 ,1.00 - ion r /=E,-- ==1=6===11=====1-00 .ve loa===____=2= Custom duration,'factor for Live load = 1.25 k• ADDITIONAL DATA` `Bending(+I: LC# 2===D+L, M 5013.lbs-ft Shear :, LC# 2 D+L, V.= 2269, V@d = 1946 lbs Deflection:. LC# 2 = D+L• EI 628.73e06 lb -int Total.Deflection 1.00(Defln dead).:+ Defln_Live. ''k (D=dead L=live S -snow - -W-wind I=impact C=construction) _ (All LC's are listed in the Analysis output) DESIGN.NOTES=====__________________ 1. Please verify that the default deflection limits.are appropriate ` for your application. t 2. Sawn lumber.ibending,members shall be laterally supported according to. the provisions of NDS Clause 4.4.1. I k � 5 PAGE IS t' � SUMMIT STRUCTURAL ENGINEERING Phone: (909) 596-0842 Fax (909){596-51.87" . 2283 5TH•STREET ; . LA VERNE, CA WoodWorks® Sizer for ANTHONY POWER PRODUCTS. Y Beam1 WoodWorks® Sizer 97e Aug. 17, 1999 15:16:12 COMPANY I PROJECT Sum?it Structural Engineering ; I 2283 Fifth Street I La Verne,•CA 91750 I (909) 596-0842 (909) 596-5187 fax I DESIGN CHECK - 'NDS -1997 Beam DESIGN DATA: material:' Timber -soft lateral support: Top= Full Bottom= @Supports total length: 6.00 [ft) Load Combinations:'ASCE 7-95 LOADS:'(force=lbs,=pressure-psf,=udl-plf,=location=ft) »Self -weight automatically included<< Load I Type= =I=Distribution I====Magnitude I = Location ====I=Pattern I I I Start End I Start End I`Load -----I--------I--------------I-----------------I-----------------I-------- 1 Dead Partial Area 18 (9.50)* 0.00 4.50 No 2 Live Partial Area 16 (9.50)* 0:00 4.50 No 3 Dead Full Area ' 15 (2.00)*. No 4 Dead Partial Area 18 (11.50)* 4.50 6.00 No 5 Live Partial Area 16 (11.50)* 4:50 6.00 No 6 Dead Point 340 4.50 No 7 Live Point 300 4.50 No *Tributary Width.(ft) _________________vane=====______________ g =___________ MAXIMUM REACTIONS and BEARING LENGTHS '(force=lbs, len hin) I 6.00 ft ---------- ------------------- Dead I 719 929 Live 1 537 11723 ' Total 1 1256 1652 B.Length 1 1..0 1.0 ########################################################################### DESIGN SECTION: D.Fir-L, No. 1, 6x6 @ 7.185 plf This section PASSES the design code check. ########################################################################### SECTION =vs. DESIGN =CODE===(stress=psi, deflection=in) Criterion =I Analysis =Value I=Design = Value I Analysis/Design =I --------------I---------------- I----------------I------------------I Shear fv @d - 71 Fv' = 106 fv/Fv' = 0.67 Bending(+) fb = 944 Fb' = 1500 fb/Fb' - 0.63 Live Defl'n 0.05 = <0999 0.20 = L/360 0.25 Total Defl'n 0.12 = L/618 0.40 = L/180 0.29 FACTORS: F CD CM . Ct CL. CF CV Cfu Cr LC# Fb'+= 1200 1.25 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' =, 85 1.25 1.00 1.00 (CH = 1.000) 2 F, -P.= 625 1.00 1.00 E' = 1.6 million 1.00 .1.00 2 Custom duration factor for Live load = 1.25 ADDITIONAL DATA Bending(+): LC# 2,= D+L, M - 2180 lbs -ft Shear : LC# 2 = D+L, V = 1628, V@d = 1439 lbs Deflection: LC# 2 = D+L EI= 122.01e06 lb-in2 Total Deflection 1.00(Defln dead) + Defln Live. (D=dead L=live S=snow W -wind' I -impact C=construction) (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. PAGE silo SUMMIT STRUCTURAL ENGINEERING Phone: (909) 596-0842 Fait (909) 596-5187 2283 5TH -STREET ; LA VERNE, CA �l WoodWorks® Sizer for ANTHONY POWER PRODUCTS ' Beam1 WoodWOr11S® Sizer 97e Aug. 17,1999 15:44:22 COMPANY ` I PROJECT. Summit Structural Engineering I 2283 Fifth Street'' I La Verne, CA 91750 I (909) 596-0842 (909) 596-5187 fax 'I DESIGN CHECK - NDS -1997 Beam DESIGN DATA: --- ==--- ==--- ===------- _________---- =__-_____________ material' Timber -soft - lateral support: Top- Full Bottom= @Supports total length: ' 9.50 (ft] Load Combinations: ASCE 7-95 LOADS: (force=lbs, pressure=psf, udl=plf, location -ft) »Self-weight'automatically included<< i ' Load I=Type =I Distribution =I====Magnitude == I ===Location pC6a1=Pattern= I I I Start End I 'Start End I Load -----I -------- I -------------- I----------------- 1-----------------I-------- 1Dead Partial Area 18 (6.50)* 5.50 9.50 No 2 Live Partial Area '16 (3:50)* 0.00 5.50 No 3 Dead Full Area 15 (2:00)* No 4 Live •Partial Area - 16 (6.50)* 5.50 9.50 No 5 DeadPartial Area - 16 (3.60)* 0.00 5.60 No 6 Dead I Point 1690 5.50 No 7 Live Point 1500 5.50 , No *Tributary Width (ft) MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, length=in) 9650==ft_=_=________________ , I------------------- Dead 1 1296 ' 1684 Live 1 '938 1286 Tot ' --t=l==_2234====x2970====a=_________________________�_______________ B.LengLength I 1.0 1.0 ########################################################################### DESIGN SECTION: D.Fir-L, No. 1, 6x12 @15.023 plf 'This section PASSES,the design code check. ########################################################################### SECTION vs. DESIGN CODEaII (stress=psi, deflection=in) Criterion I=Analysis Value'l=Design = ValuevI Analysis_ /Design I= -------------- ------- ------- ------ Shear fv @d = 63 Fv' = 106 fv/Fv' = 0.59 Bending(+) fb = 959 Fb' =,1687 fb/Fb' = 0.57 Live Defl'n 0.05 = <L/999 0.32 = L/360 0.16 Total Defl'n 0.12 = L/959 0.63 - L/180 0.19 ' FACTORS: F'==---CD===v=CM== =Ict-==. CLa=e-CF===�6CV = =Cfu=aavaC CO6QLC#= Fb'+= 1350 1.25 1.00.6 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 85 1.25 1.00 1.00 - (CH = 1.000) 2 Fcp'= 625 1.00. 1.00 - E' = 1,6 million 1.00 ..1.00 Custom duration factor for Live load = 1.25 ADDITIONAL DATA Bending(+): LC#62== D+L, M===x9690=lbs-ft Shear : LC# 2 = D+L, V = 2883, V@d = 2657 lbs Deflection: LC# 2 - D+L EI=1115.29e06 lb-in2 Total Deflection = 1.00(Defln dead) + Defln Live. (D=dead L=live S=snow W=wind. I -impact C=construction) (All LC's aie listed in the Analysis output) ' DESIGN =NOTES: n=e====_��____-_______=__6-====___� 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 PAGE a7 SUMMIT STRUCTURAL ENGINEERING Phone: (909) 596-0842 Fax (909) 596-5187 2283 5TH -STREET, LA VERNE,'CA • y n ( C PAGE a7 SUMMIT STRUCTURAL ENGINEERING Phone: (909) 596-0842 Fax (909) 596-5187 2283 5TH -STREET, LA VERNE,'CA Woodworks® Sizer for ANTHONY POWER PRODUCTS Beaml WoodWorks® Sizer 97e Aug: 17, 1999 15:38:09 ' COMPANY I PROJECT Summit Structural Engineering I , 2283 Fifth Street I , La Verne, CA 91750 I (909) 596-0842 (909) 596-5187 fax I DESIGN CHECK - NDS -1997 Beam, DESIGN DATA: r material: Timber -soft `e lateral support: Top= Full Bottom- @Supports total length: 12.00 Eft] Load Combinations: ASCE 7-95 LOADS: (force=lbs, pressure=psf, udlalf, location=ft)--------------------- »Self-Weight•automaticticalIy included« - Load I Type I Distribution I Magnitude I Location I Pattern I I I Start End I Start End I Load -------- - -------------I-------- y 1 Dead Full Area 18 (4b.00) *_ % 7 No 2 Live Full Area 16 �b0_00)-* No 3 Dead Full Area 15 (2.00)* ' No *Tributary Width (ft) --_--- MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, length=in) -----�-- '12.00 ft ---------- ------------------- Dead I 1348' ,1348 Live I 960 960 Total I 2308 2308 '' B.Length I 1.0 1.0 ########################################################################### DESIGN SECTION: D.Fir-L, No. 1, 6x10 @12.411 plf This.section PASSES the design code check. ################# ########################################################## - ------------------------------- SECTION vs. DESIGN CODE (stress=psi, deflection=in) Criterion- I Analysis Value I' Design Value I Analysis/Design I . ----I---------------=I----------------I------------------I Shear fv @d = 57 Fv' = 106 fv/Fv' = 0.54 $ ' ` Bending(+), fb = 998 Fb' = 1687 fb/Fb' = 0.59 Live Defl'n 0.12 = <L/999 • 0.40 = L/360 0.30 -Total-Defl_n----0_28-_--L/507----0_80-=--L/180---------------0_35--------- FACTORS: F CD , CM Ct CL CF CV Cfu Cr LC# ------------- Fb'+= 1350 1.25 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 85 1.25 1.00 1:00 (CH = 1.000) 2 Fcp'= 625 1.00 1.00 E' = 1.6 million 1.00 1.00 2 _ Custom duration factor for Live,load = 1.25 ADDITIONAL DATA . Bending(+): LC# 2 = D+L, M = 6883 lbs -ft Shear' : LC# 2 = D+L, V = 2294, V@d = 1992 lbs Deflection: LC# 2 = D+L EI= 628.73e06 lb-in2 Total.Deflection = 1.00(Defln dead) + Defln_Live. (D=dead L=live S=snow W=wind I=impact C=construction) r' (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 PAGE, ag SUMMIT STRUCTURAL ENGINEERING Phone: (909) 596-0842 - Fax (909)596-5187 2283 5TH -STREET, IA VERNE, CA WoodWorks® Sizer for ANTHONY POWER PRODUCTS ' Beam1 , . WoodWorks® Sizer 97e Aug. 17, 1999 15:50:40 COMPANY I PROJECT Summit Structural Engineering I 2283 Fifth Street I La Verne, CA 91750 I (909) 596-0842 (909) 596-5187 fax I DESIGN CHECK - NDS -1997 Beam DESIGN DATA: -------------------------- material: Timber -soft lateral support: Top= Full Bottom= @Supports total length: 6.00 (ft] Load Combinations: ASCE 7-95 LOADS: (force=lbs, pressure=psf, udl=plf, location=ft) »Self -weight automatically included<< ------------------------ ---------------------------------------------- Load I Type I Distribution I Magnitude I Location I Pattern I 1 I Start End I Start End I Load -----I--------I--------------I-----------------I-----------------I-------- 1 Dead Full Area 18 (3.00)*' No 2 Live Full Area 16 (3.00)* No 3 Dead Full Area 15 (2.00)* No 4 Dead Point 1690 0.50 No 5 Live Point 1500 0.50 No *Tributary Width (ft) --------------------------------- MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, length=in) -----�-------6.00 ft ---------- ------------------- Dead I 1835 426 Live I 1519 269 Total I 3354 695 i B.Length I 1.0 1.0 ########################################################################### DESIGN SECTION: D.Fir-L, No. 1, 6x8 @ 9.798 plf This section PASSES the design code check. ########################################################################### SECTION vs. DESIGN CODE (stress=psi, deflection=in) ------------ ----------------------------------------------------------- Criterion I Analysis Value I Design Value I Analysis/Design I -------------- I ---------------- I----------------I------------------I Shear fv @d = 21 Fv' = 106 fv/Fv' = 0.20 Bending(+)' fb = 392 Fb' = 1500 fb/Fb' = 0.26 Live Defl'n 0.01 = <L/999 0.20 = L/360 0.07 Total Defl'n 0.03 = <L/999 0.40 = L/180 0.08 -------------------------------------------------_------------------ FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# --------------------------------------------------------------- Fb'+= 1200 .1.25 1.00 1.00 •1.000 1.00 1.000 1.00 1.00 2 Fv' = 85 1.25 1.00 1.00 (CH = 1.000) 2 Fcp'= 625 1.00 1.00 - E' = 1.6 million 1.00 1.00 2 Custom duration factor for Live load = 1.25 ADDITIONAL DATA Bending(+j: LC# 2 = D+L, M = 1684 lbs -ft Shear : LC# 2 = D+L, V.= 662, V@d = 585 lbs Deflection: LC# 2 = D+L EI= 309.37e06 lb-in2 Total Deflection = 1.00(Defln dead) + Defln Live. (D=dead L=live S=snow W=wind I=impact C=construction)- (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: PAGE Z� 0 SUMMIT STRUCTURAL ENGINEERING Phone: (909) 596-0842 Fax (909) 596-5187 2283 5TH -STREET', LA VERNE, CA ® WoodWorks® Sizer for ANTHONY POWER PRODUCTS ' Beaml WoodWorks® Sizer 97e Aug. 17, 1999 15:47:40 COMPANY I PROJECT Summit Structural.Engineering I 2283 Fifth Street I La Verne, CA 91750 I (909) 596-0842 (909) 5967 5187 fax I- -4 ' DESIGN CHECK NDS -1997 Beam DESIGN DATA: F material: Timber -soft lateral support:.Top= Full Bottom= @Supports total length: 5.00 (ft] Load Combinations: ASCE'7-95 I LOADS: (force=lbs, pressure=psf, udl=plf, location=ft) »Self -weight automatically included<< Load I Type '-I Distribution I Magnitude I Location I Pattern I I I 'Start End I Start End I Load ' -----I--------I--------------I-----------------I-----------------I-------- 1, Dead Full Area 18 (7.00)* No 2 Live 'Full Area 16 (7:00)* No 3 Dead Full Area 15 (2.00)* No *Tributary Width (ft) MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, length=in) 5.00 ft ----------I------------------- Dead I 410 410 , Live I 280 280 Total I 690 690 B.Length I 1.0 1.0 ---- ##########################-################################################# DESIGN SECTION: D.Fir-L, No.,.l, 6x6 @ 7.185 plf This section PASSES the design code check. ########################################################################### --------------- ---------------------------- SECTION vs. DESIGN CODE (stress=psi,-deflection=in) , 1 Analysis Value 1, Design Value I Analysis/Design I --Criterion- --I----------------I----=-----------I------------------I Shear i fv @d = 28 Fv' = 106 fv/Fv " = 0.26 Bending(+) fb = 372 Fb' = 1500 fb/Fb' = 0.25 Live Defl'n 0.01 = <L/999 0.17 = L/360 0.08 Total Defl'n 0.03'= <L/999 0.33 = L/180 0.10 ________-------- ------------------------ FACTORS: F CD CM Ct CL CF' CV Cfu Cr LC# • ' Fb.'+= 1200 1.25 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 85 1.25 1.00 1.00 (CH = 1.000) 2 Fcp'= 625 1.00 1.00 ' - _- E' = 1.6 million 1.00 1.00 2 Custom -duration -factor -for -Live -load -=-1_25- --------------------------- t ADDITIONAL DATA .Bending(+): LC# 2 = D+L,.M = 860 lbs -ft Shear LC# 2 = D+L, V = 688, V@d = 562 lbs Deflection: LC# 2 = D+L EI= 122.01e06 lb-in2 Total Deflection = 1.00(Defln_dead) + Defln_Live. , (D=dead L=live• S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) ------------ NOTES: DESIGN ----------------------------------------- 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.. 3 PAGE. SUMMIT STRUCTURAL ENGINEERING '` Phone: (909) 596-0842 Fax (909) 596-5187 2283 STH -STREET', LA VERNE, CA FOUNDATION DESIGN ' Grade Beam Design Grade Beam 1 DL :+ LL x rrib. Area = Load Roof Load 18 16 x 0= 0 Floor Load 12 : 40 x 0= 0 Wall Load .-15 x 0 0 Point Load ' 11300. 11300 ... - "notal (W) 11300 Lateral Force (V)= 1020 Ib. Height of applied force 12 ft. Allowable Soil Pressure (q) = 1100 psf' a! ' 'Adjusted Soil Pressure (q') 1.33"q = 1.463 psf ' Grade Beam Geometry b= 18" h= 24" - d= 21" toe = 5 ft , heel = 5. ft General Stability Check, - Y , Mot = V x (H+h) = 14,280 ft.lb Mr= W x toe + (b x h x (toe + heel).x toe x 150 pcf - 244,000 ft.lb General Stability O.K. . Soil Pressure Check ` q = F x (H + h) / (b`Toe/2) = 762 psf ' Allowable Soil Pressure = 1463 psf Soil Pressure O.K. Grade Beam Strength Check • F ,++ Ms= 12.24 ft -kip Mu= * 0.75 x (1.4D + 1.71. x 1.7(1.1 E)) = 17.136 ft -kip Pc= 2500 psi fy= 60000 psi b= 1811 d= 2.1" - As= 2 x4 5 rebar = 0.61 in.^2 T= As x fy= 36814.45 Ib: a = T/(0.85 x fd x b) = 0.96 in. Mu'= 0.9 x (As x fy x (d -a/2)) = 56.65 ft -kip , ... Mu'= 56.65 ft -kip > Mu = 17.136 O.K. - :.•.:...`.`:o:jM1F::i'vi:;l�:..r ...�: i:�:. ..'rii �:i:;ItO:M:i: t,.•.e:n... ..:: ...... ... /A::up: - - :L..:, ...!Cif, ..-�':. •::L0.i.�.4 �1'i •A - i- ! ?e :q sY• tr- :7 s• + ". r y: .;N:kJ !at 7K'• :`% Own, .. �ii.i.11C ..,.. 7•... (,r. '` ��':;''•'. h. .1.. ,.n• :�� m-,.. A 1 -p, .�' r—•- ��yyy{ •�;.. TE im j�. .. ... _....i. ...: is .... .. ...• ..F.....n .. .,J..1...... .: .. .:.'- ,��..�; _.. - 17. .. r .. .. c.. , .:.. . ,.. .......... �. G EC4C�D "$ .r s • y '.. �yry ' it � , A � �� _ -. '• n - 1 •, A-' � - , .. • F • ,. 44 51, ^1 14 r :tipff.. t .r s • y '.. �yry ' it � , A � �� _ -. '• n - 1 •, A-' � - , .. • F • ,. • y '.. �yry ' it � , A � �� _ -. '• n - 1 •, A-' � - , .. • F • ,. � ' • .. - � rt to � .-. - . • r 1997 UBC Lateral Analysis - Block,A Wind and Seismic, Load Distribution . Weight of Materials' •18 psf Roof DL - ' t fi ' 12 psf • r ' Floor DL ' _ 15 psf ' Exterior Wall • 10 psf ' Interior Wall i Design Base Shear • y a - xWZ= 0.4 Na 1 '` V= :% •0.615 x W . "Soil Profile Sa a Nv = C„ 0.64 ' Base C,� 0.64 s- Vmax = 2.5CJ/R x W - ; F x • ' Ca =- 0.44 Base C8 0.44,. Vmax = 0.2 W �• . R = 5.5)314 , t Vmin = 0.11 Cal X W T= Ct(hn Vmin = 0.0484•x W, T= 0.189 ' Vmin2 = 0.8ZN„ I/R x W (Seismic Zone 4 only) Vmin2 = 0.058 �r . Convert Design Bas_ a Shear. from Strength Design to Allowable Stress Design (1612.3.1) t D + E/1 .4, .., 0.2 /1'.4 0.143 A% 3r V= '0.143 x Design Wind Pressure (Method 2, Projected Area) P Ce = 1.13 =CeC y4slw 1.3 Ca ; P = 18.5 psf q,= 12.6 ,. ..'.; ,:. z y} s y tb y`�2 EG2 • J. .,G 1F :9 it S Js ik: `ate r / SUMMIT STRUCTURAL, ENGINEERING_ r r Jos No = ' F217 _ 7 11 Structural,,Civ l Architecture;Energy :� t ' ' ' .SHEET N6 r i "ALCULATED BY ar W (909)596=0842fax(909) 596-5187��^ Vertical Distribution of Forces North -South Direction Dead Loads Roof Exterior Wall Interior Wall Wind 18.5 psf East - West Direction Dead Loads Roof Exterior Wall Interior Wall Wind 18.5 psf Tribituary Area 18 psf x 25 ft = 450 15 psf x 5 ft x 2 = 150 10 psf x 5 ft x 1 = 50 0.143 x 650 93 IbJft. x 9 ft = 167 IbJft. Tribituary Area 18 psf x 30 ft = 540 15 psf x 5 ft x 2 = 150 10 psf x 5 ft x 1 = 50 0.143 x 740 106 IbJft. x 8 ft = 148 IbJft. !UmiT MSTRUCTURAL; ENGINEERING u r �'.JOBNo 3 `' • ` :. tructural; CiViI; A�cfiitecture, Energy a SHEET NO L3, 2283 F�fthtStreet; x K��z#,, CAucuuw rEc BYE �F 3.- : CHECKED BY .•' CA 91750 7 a =�`1 (9.09,) 596-0842 Sfax (909): 596 5187._ • — _ _ _ _ _ _ r 1997 UBC ,Lateral Analysis - Block B Wind and Seismic Load Distributionfh Weight of Materials ., • • . - :18Roof DL' '' � •ti � psf ' psf Floor DL 12 P • Exterior Wall , 15 psf Interior Wall` 4 - 10 psf - ' it - •s � ; Design Base Shear V=(C,I/RT) x W < Z = 0.4 ' Na V= 0.615 x W - Soil Profile Sd ' , Nv = 1 r Q'' Vmax = 2.5C81/R x W ., r C„ = 0.64 - Base C,= 0.64 Vmax = 0.2 x W Ce = 0:44 . Base C8= . 0.44', . `• R= 5.5 , ' r h'= 20 • .'s. Vmin = 0.11C,I x W T Co 3/4 , Vmin = 0.0484,x W , T- 0.189 Vmin2 = 0.8ZN„ I/R x W '(Seismic Zone 4 only) Vmin2 = 0.058 Convert Design Base Shear from Strength Design to Allowable Stress Design (1612.3.1) ' , D;+ E/1:4 0.2,/1:4 = . 0.143 V= , 0.143•xW . • Design Wind Pressure (Method 2, Projected Area) , P=C.Cggslw w Ce = 1.13 . Cq = 1.3 1 , p 18.5 psf qa = 12.6 f ' Iw= _ SUMT RUCTURAL ENGINEERING.; ��x ; �,,•,.rr •,_ Jos' No. MISTs EET NO .moi •.. —�=i- � — Structural'CIVII�,Archtectu��e; Energyr� 3it�: ' r 2283 FlfthtStreet =' Yf ` ��'`�,1'i r n '' ,, An -6 BY>'Ox StJ S La Vee; l.i _J< (909.) 596-0842" fax 1.909) 596`51873�� h J.+ 1 1 1 1 1 1 1 1 1 1 1 1 Vertical Distribution of Forces North - South Direction Dead Loads Roof Exterior Wall Interior Wall Wind 18.5 psf East - West Direction Dead Loads Roof Exterior Wall Interior Wall Wind 18.5 psf Tribituary Area 18 psf x 18.5 ft = 15 psfx 5 ftx 2 = 10 psf x •5 ftx 0 = 0.143 x x 9 ft. _ Tribituary Area 18 psf x 49 ft = 15 psf x 5 ft x 2 = 10 psfx 5 ft 2• _ 0.143 x x 9 ft. _ 333 150 0 483 882 150 100 1132 69 IbJft. 167 IbJft. 162 IbJft. 167 IbJft. _ SUMMIT'STRUCTURAL•" ENGINEERING.', , x Jos No: , M 4i ; y i L 3 Structural;: ClVil ,Ardhitecture; Energy '- 1 SHEET NO t 2283' Ir IfthStreet: � 3 CALCULATED BY,r k La Verne CAk91750'" GHECKEUBY' �—� (909:}596-0842:",fax.(909) 596'5187 a .'�._..„ _...,v.,_. SCALE= 1997 UBC Lateral Analysis - Block C Wind and Seismic Load 'Distribution -' ,Weight of Materials •Roof DL 18 psf Floor DL ` 12 psf Exterior Wall 15 psf r- Interior Wall `' a ' - • 10 psf ' Design Base Shear V=(C„I/RT) x W • . Z= 0.4 Na V= 0.615 x W Soil Profile, Sa ' Nv C„ = 0.64 . Base C� 0.64- Vmax .64- Vmax = 2.5C81/R'x W , Vmax = 0.2 x W Ce = 0.44"''i Base Ca k .0.44 tU R =. 5.5 - h ,20 , - spa Vmin =-0.11C81 X W f T= Ct(hn) Vmin = 0.0484 x W T= 0.189 Vmin2 = 0.8ZN„ 1/R X W (Seismic Zone 4 only) Vmin2 = • t 0.'058 Convert Design Base Shear from Strength Design to Allowable Stress Design (1612.3. 1) s • r , h D + E/1.4 0.2 /1.4 =, ' 0.143 ' V= • .., 0.143 x W Design Wind Pressure (Method 2, Projected Area) . 'Ce = 1.13 P=CeC g4slw Cq = 1.3 P = 18.5 psf qg = 12.6 y lw = 1 SUMMIT STRUCTURAL ENGINEERINGw�;�'t )'Joa No z ,h.ti* r. sL..Ip ti,Y A.;SHEET NO` '!; �-' - - Structural, Civil, Architecture, Energy ,x � a � � � .� r - y eY - 7• �, r 'M` xs• Ci4LCULATED BY4" `Z"rr',.k• - 2283Flfthistreet:' La:Verne CA 9'1750 . CHECKED BYE 909)=596=0842 .�fax:_(909)`596 5187 ` x SGi4LE Vertical Distribution of Forces North - South Direction Dead Loads Roof Exterior Wall Interior Wall Wind 18.5 psf East - West Direction Dead Loads Roof Exterior Wall Interior Wall Wind 18.5 psf Tribituary Area 18 psf x 71 ft = 1278 15 psf x 5 ft x 2 = 150 10 psf x 5 ft x 1 = 50 0.143 x 1478 211 IbJft. x 11 ft. = 204 IbJft. Tribituary Area 18 psf x 43 ft = 774 15 psf x 5 ft x 2 = 150 10 psf x 5 ft x 1 = 50 0.143 x 974 139 IbJft. x 10 ft. = 185 Ib tft. SUMMIT STRUCTURAL ENGINEERING Jos,No. 'Structural,: Civil; Architecture,,,- nergy .. SHEEr. No l+.? :2283 Fifth Street..CA�cuuw o BY "' La Verne, CA 9:1750:` CHECKED BY: 11MY'SW084Zv fax .(909) 596-5187 CALE :. .. - N., .. _a .,_..,, a..:-.5 ,�! w..�, . . ,a �..,,�.. - . *.tet , y n_.� _ 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1997 UBC Lateral Analysis - Block D Wind and Seismic Load Distribution Weight of Materials Z= Roof DL 18 psf Floor DL 12 psf Exterior Wall 15 psf Interior Wall 10 psf Design Base Shear V=(C„ I/RT) x W Z= 0.4 Na = 1 V= 0.615 x W Soil Profile Se Nv = 1 � 1= 1 .a, U 1/eme:CA 91750' � �`��l (909)58650842'x=f9x�(909►5965187.s�� " " (909) 596-0842".��-fac�(909) 596 518T,� Vmax = 2.5C81/R x W C„ = 0.64 Base C,= 0.64 Vmax = 0.2 x W Ce = 0:44 Base Ce 0.44 R = 5.5 h— 20 Vmin = 0.1 1Cel x W T= Ct(hn)3/4 Vmin = 0.0484 x W T= 0.189 Vmin2 = 0.8ZN„ I/R x W (Seismic Zone 4 only) Vmin2 = 0.058 Convert Design Base Shear from Strength Design to Allowable Stress Design (1612-3. 1) D + E/1.4 0.2 /1.4 = 0.143 V = 0.143 x W Design Wind Pressure (Method 2, Projected Area) P=CeCggglW Ce = 1.13 Cq = 1.3 P = 18.5+ psf qg = 12.6 Iw = 1 SUMMIT STRUCTURAL:ENGINEERING�r� _ .loe.No =,' - - 'Structural; Civil; Architecture, Energy,.. � SHEET NO L.S 2283:F �fth'Street��sS��.�ry _ r CAL{IU r .�.�.s— `LarVerne;;CA•91750� � � � BV BY' .a, U 1/eme:CA 91750' � �`��l (909)58650842'x=f9x�(909►5965187.s�� " " (909) 596-0842".��-fac�(909) 596 518T,� CKED -.�• . CKED SeALE�- -- ,.%...".".. �'� 14 SUMMR STRUCTURAL ENGINEERING�'� Joe No - StrucWrol'CNiI Archkeewre Ehergy� �. �Y SHEET NO �-8 -° .s— 2283 FdtlrStreet -104 Vertical Distribution of Forces.' North - South Direction Dead Loads Tribituary Area 468 Roof • 18'psf X, 26 ft _ Exterior Wall 15-psf x 5 ft x - 2 = 150 Interior Wall ' 10,0sf x 5 ft x 0 = 0 y 0.143 x 618 88 IbJft. 18.5 psf x ♦e9 ft. - a 167 IbJft. r Wind p .. - - East - West Direction 3 .Dead Loads Tribituary Area Roof 18 psf x 21 . '74 ft = 1332 Exterior Wall 15 psf x .5 ft x 1 = i 75 Interior Wall 10 psf x 5 ft x 3" . = 150: 0:143 x ' 1557 222 IbJft: Wind 18.5 psf 7 x , 9 ft. _ ,167 IbJft. �.. ' e r • cw. ,w. y. r w7..t7+5 `'%.`+ s•6r :�- i"5 „y�.t t •e-'' ti k+{C L.T xt-'i•'r.r-� SUMMIT STRUCTURAL•ENGINEERING�,�s Jos{No ^ { F=M - _ - Structural, Cniil, Arcliltecture, Energyo? +;`,,•�,' ' rw� r SHEET NO 2283FIftfi'Street', r - xX� r C I� x y t k t T7 i. S CALCULATED BYE; , 2 3 .•. j 6 °.' '7• ' La;Verne-1.6 91750'- -• kx z CK , �t HE t rf..c.f �' (909 596=0842 . ''fax •(909) 596 5187.' �{�� 2 � � � r =SCALE "�D } Y Lateral Analysis " • Shear Wall Line A .Roof level Block A ++ L= V = - 167 i Q1 = 167 Ib/ft x 30/ 2. _ 2505 t Load From Side 0 Ib/ft x 0/ 2. = 0 Additional Load 0 0 ' - -Total Load 2505 Unit Shear = 2505 / 11 ft. _ 228 IbJft. ' Use Shear Wall Schedule No. 4 Capacity = 350 IbJft. 3/8" Plywd. Str. II w/ 8d @ 4/4/12 Overturning Check' , Li 17 h i .. 10 r Unit Shear = • 228 Dead Load Tribituary Load x Arm2/ Mr Roof/Clg Load 18 psf x 5 = 90 17 13005 ; Walt Load_ 15 psf x 10 = 150 17 21675 ;. Floor Load 12 psf x 0 = 0 17 0 Additional Pt. D.L. 0 '_0 17 0 Mr = 34680 ' y Mot = 228 plf x : 17 x 10 ' Tup = (Mot -.85 x Mr) / 17 ft- 0.33 fL T = 554 _ Use HPAHD22/MTT28B Capacity ,= 3714 lb. �u f.HTrI.& @ coves, 3450 1d • Lateral Analysis. Shear Wall Line" ID Roof level 31 oc.r L= . .,' _ _ ; _'r •469 ^ , M1 ' ' , �,, +', �. V = '' Load From Side '' .••' 211*lb/ft x 33/ 2 = '. '3481.5 '4(- I/oc '� J. Additional Load 924E i • 924 ° �i 1•�c �� D Se, �.vr - x 'Total Load'.' °� 5854.5 x, �. h Unit Shear= 5854.5 21 ft.-.= ., 279 .lb./ft. ` ti Use Shear Wall Schedule No. 4 Capacity== 350 IbJft., 318" Pl wd. Str: II w/ 8d @ 4/4/12 " .i • Overturning Check, • Ci 4 f a 10 f Unit Shear = '279 Dead Load Tribituary Load x Arm2/' Mr F Roof/Clg Load ' ��' 18 psf x, • , 4 =x 72 4 576' Wall Load' 10 psf x 10 = 100- r• 4' 800' . Floor Load 12 psf x ' 0 = 0 ' . , 4 , 01* Additional Pt:-D.L. t 0' 1 Dr 4 0 t. Mr 1376 ` Mot = 279 plf x- , 4 x ' 10 = _` .. 11151 s, t, t , } . Tup = (Mot - .85 x Mr) / 4 -ft - - 0.33 ft., T�= ..2720�� Use HTT161 _ .. ' Capacity = 3480 Ib. :• :f . '- ... • 'rte' � , Lateral Analysis ' • t Shear Wall Line D1.. Roof level Block B'& C� ' L= . .. 9.5 ' • „ • . V = .. - 211 Q1 = 211 'Ib/ft z 34/ 2 _ 3587 , Load From, Side 0 Ib/ft x 0 /' 2 = 0. ` ' e •Additional Load 0 • t Total Load. 3587 ' Unit Shear = „ 3587 / 9.5 ft. _' 378 Ib./ft. , • t . -' Use Shear Wall Schedule No. 3 Capacity = 490 Ib./ft. 41 } 318" Plywd. Str.11 w/ 8d @ 3/3/12 Overturning Check ' . ,r Li, ;• 9.5 ,t • h • h 14 • t 'Unit Shear = 378 .' Dead Load Tribitua_ ry, Load x Arm 2/ Mr , { Roof/Clg Load ,' 18 psf x 5. = 90 ` 9.5 4061.3 ` .'Wall Load. 10 psf x .14. = 140- t - 9.5 6317.5'; , Floor Load - "` 12 psf x 0 = 0 9.5 .0 ` f Additional Pt. D.L,�' . 0.1 0 9.5 001 Mr = 10379, Mot_ _ 378 plf, x ' ` 9.5' x 14 _ 50218." x Til '(Mot --.85 x Mr)'/ 9.5 ft - 0.33 ft: - T = 4514 - Use HTT22 ,� •. Capacity =.5250 lbs. SUMMIT STRUCTURAL ENGINEERING Joe No Structural,Civil, Architecture, Energy SHEET No 2283:FI.;..;. reet CALCULATED BY La. Verne, CA 91750 CHECKED BY • _ (909) 596-0842 5187 _: '. Scn�.� _.. _ _. _faz.(909)�596 i . l l; c. GK`c' .: -IC(V� sku--- Lateral Analysis ' ` f , ;y Lx .. w y✓jr ss l 4 l �� lc G �. a ve,•; t -.6 '(vvw.. Shear Wall Line, ,;� ►' E Roof level" BIocK B°& Cy tk & a C-c Q� • I Awa r= cS H ,. ' L= ti.17 • TM'! tlrt^C. TQC iso`^ .res-44 " cr t V = Y ; 211 = 211 Ib/ft'x 28/. 2� _ 2954 '01 ' Load From Side: 69 Ib/ft x 30 / 2, _ • 1035 * + 'Additional Load 0 t- N 0 Total Load 3989 UnitShear 3989 17 ft?- 235`Ib.Ift. •' • < Use Shear Wall Schedule No. 3 Capacity _ 490 IbJft. v a 318'' Plywd. Str. Il w/ 8d @ 313112 r " Overturning Check !10 h . ' . Unit Shear 235 . a . • Dead Load Tribituary, . Load - i x 'Army/ ' Mr ` •_' Roof/Clg Load 18 psf x 2 _ 36 5 , '450 +` Wall Load 15 psf x 10,,• 150 5 1875 ` ` Floor Load 12 psf x 0 0 .4 5 0 Additional'Pt. D.L. 0. 0 5 0� Mr 2325: + Mot 235-pIfx 5 x 10 = 11732..E Tup = .(Mot -.85 x Mr) / ` .5 ft- 0.33 ft. r- ' T"= ` ' 2089 - Use HTT22 ,. t .. -' Capacity = 5250 lbs. s i . l I ----------=------------------------------------------------=------------ NODAL DATA � Global Default Temperature --------------------------------------------------------------------------- NODE Coordinates Boundary Restraints Node ' LABEL X Y X-dof Y-dof Z-dof Temp ---------- ---------(ft')--------- --- (0,1,,2,in,K-in,radiaris)-- -=-(F)--- 1 0 0 1 1 1 0 2 0 12 0 BEAM DATA ---------' Beam -- Property End Releases Beam Definition Label I -end. J -end BEAM Length II -node J-node---_or_-Tag z I xty_-------------- xyz LABEL (ft) ---- I 1 - ------------ 2 I 1 I I I 1 112.000 ' ------------------=----- -------------------------------------------- BEAM STRESS CHECK DATA -------------------.----------------------------------------------------- BEAM Unbraced Lengths K:Length Factors Bending Coeff 2nd I LABEL Y -Y (axis) X -X Y -Y (axis) X -X Cm Cb Member? ---------- -------- (ft) ------- --=--------------= ------------- -------- t Default Beam Length 1 1 1 1 No i BEAM PROPERTIES ------ ----------- ------------------------------------------------------- AISC/Other Area Inertia Elastic Weight Coef. of Fy Y -Y ' Property Tag SECTION' PROP. LABEL_-(in_2)--(in-4) I-xx Modulus Density Therm Ex (Ksi) (K/ft-3) (/100F) ------------------------------- Axis -Flag -----------------. Default 29000 0.4896 0.00065 36 4 TS12x4x3/8 11.1 X78 I 3 TS10x4x1/4 6.59 79.3 5 TS10x4x3,/8 9.58 110 2 TS12x6x1/4 8.59 161 1 TS12x6x3/8 12.6 228 --------------------------------- - -------------------------------------- NODAL LOAD DATA ----------- NODE . ------------------------------------------------------------- Nodal Loads (K,K-ft)I Load Case Tactors I LABEL I Global X Global = Y Moment 1 2 3 -4 5 ------------------ .2 ----------------------------------------------------- I 5.013 0.5 I 1 w. i 1 _-.____________________________________________________________________ LOAD COMBINATION DATA Combination Run Stress Load Case' Multipliers Factors, Y -Load 1 Description I? IIncreasel 1 2- 3 4 5 Xgrav'Ygrav Flag. ---------------------------------=-------------------------------------- 1: Default 1 1.33 1 71 4 6• 7: 8. 19. 10: 11: i 12.: 13: 1 t NODAL.DISPLACEMENTS AND SPRING/SUPPORT REACTIONS ------------------------------- NODE Load ---------------------------------------- Displacements (in, rad) Reactions (k,k-ft) ' LABEL I Comb. - I. X Y Rotation - I X Y ------------------ Rotation -.---_--- 1 --- ------------- --------------------------- E-13 -0.000 I _ - 60.00 2 I 1 I 0.-70505 0.000 -060078. 0.00 0.00 1 - - - - -- - - - - - -- BEAM END ,FORCES -------------------------------------------- BEAM . ... I Node End ..... ....... J Node End ........ LABEL ILoadComb.l Axial Shear Moment Axial Shear Moment --------------------(K) ----- (K).----(K-ft)--- --- (K) ------ (K) --- �-(K-ft)-- 1 1 0.014 5.013 60.156 0.500 -5.013 0.000; 1 . i 1 i �. - --------------- - --------------------- AISC UNITY CHECK RESULTS =------ = ---------------=----------------------"---:=----..------------------------- BEAM Load.. Overall'I' Center Points LABEL I Comb. I -Maximum. I Node 1/4 1/2.. 3/4 Node - ------------------------------------------- 1 1 0.601 ;0.601 0.451 0.301 0.151 0.001 .dam �z'�=�� Q, f 3 < 0� vc�,..,= p.ozs (� gm— � ,, IM 6 K G ((cuht 1. << �C , sir; 4r+ vv. = 0.-7 i . �^ •• v L4 . IX7" 3�6" .. o<< e 13 ' � rti°,v� cry � ,,Q µ � ♦ � , fir Ps Lateral Analysis Shear Wall Line t G Roof level Block C L= 2' V= 211 211 lb/ft x 10/ 2:- 1055, Load From Side' 0 lb/ft x 0/ 2 = 0 Additional Load 0 Total Load 1055 Unit'Shear 1055 2. ft. 5128 IbJft. Use Steel moment column See calculation on follow'ing page 13 ' � rti°,v� cry � ,,Q µ � ♦ � , fir SUMMIT.STRU ptruttOrallCW `2283flifth- Stre (940P),1596-0842 Ps Nrl .. .......... T.fl ............. .. SUMMIT.STRU ptruttOrallCW `2283flifth- Stre (940P),1596-0842 FASTFRAME Two -Dimensional, Static Frame Analysis ' Version 1.11 Copyright (C) 1988,89 ENERC ALC SOFTWARE ' Project Simms Residence 1.3 K Client Sun Vista No. SV -102 1.77ta Date, 18 -Aug -99 ' ------------------------------------------------------ "Free Standing Steel Column -------=--------------------- -- ------ - 2 . Nodes 1 Nodal Loads 1. Beams 0 Beam Point.Loads' 1 -------.------------------------------.--------- Load Cases 0 Beam --- Distrib.,Loads ---------------. Prepared By SUMMIT STRUCTURAL ENGINEERS 2283 FIFTH STREET LA VERNE, CA 91750 (909) 596-0842.PHONE L as ------------------------------------------- ---------------------------- NODAL DATA Global Default Temperature = 0.00 NODE Coordinates Boundary Restraints Node LABEL X Y X-dof Y-dof. Z-dof Temp ---------- =--------(ft)--------- --- (0,1,2,in,K-in,radians)----- (F)--- 1. 10 0 1 1 1 0 2 0 12 0 BEAM DATA Beam I Property End Releases Beam Definition 'Label I -end I J -end BEAM Length I -node J -node -or- Tag x y z x y z LABEL (ft) ----------------------------------- 1 _ 2 I 1 I I I 1 1.12.000 ---------------------- BEAM STRESS CHECK DATA BEAM Unbraced Lengths K:Length Factors Bending Coeff 2nd LABEL, Y -Y (axis) X -X Y -Y (axis) X -X Cm Cb Member? ---------- -------- (ft.)-------- ------------------ ------------- --------- Default Beam Length 1 1 1 1 No BEAM PROPERTIES `-L3 AISC/Other Area "Inertia Elastic Weight Coef. ofl Fy Y -Y Property SECTION I'-xx Modulus Density Therm Ex Axis Tag PROP. LABEL (in -2) (in^4) (Ksi) ---------------------------------- (K/ft-3) (/100F), Flag ---------------------------------=---- Default. 29000 0.4896 0.00065 3.6 4 TS12x4x3/8 11.1 178 3 TS10x4x1/4 6.59 79.3 5 'TSlOx4x3/8 9.58 �i0 1. TS12x6x1/4. 8.59 161 2 TS12x6x3./8 12.6 228 -----------------------------------7---------------------I----------------- NODAL LOAD DATA ---------- ---------------------------------=---------------------------- NODE Loads (K,K-ft) Load Case Factors INodal Global obal X Global Y. Moment I 1 2 3 " 4 5 -------------------"----------------------------------------------------- 2 I 1.32 1.3 1 `-L3 ----------------------------------------------------- LOAD COMBINATION DATA -=-------------------------------'----7--------------------------------- Combination IRunI Stress I 1 Xg Load Case Multipliers I Factors Y -Load Description ? Increase 2 3 4 5 rav Ygrav Flag -------------------------------------------------------=---------------- 1: Default 1. 1.33 1 2: 3. 4: 5. 6: 7: 8:- 9:, 10: ll. , 12: 13: NODAL DISPLACEMENTS AND SPRING/SUPPORT REACTIONS -- - - - - - - - - -- --------------t-------------------------------------- NODE Load Displacements (in, rad) Reactions .(k,k-ft) LABEL I Comb. I X Y Rotation I X Y Rotation, ------------------------------------------------------------------------ 2 I 1 I 0.2801 0.0001.-0?0029 I 0.00 0..00. 10.00.. BEAM END FORCES BEAM 1Cdmb Load I....... I Node End ...... ....... J Node End .,........ LABEL . Axial Shear Moment Axial Shear Moment ----=-------- -------(K).--- (K)----(K-ft)--- ---(K)--=---(K)----(K-ft)-- 1 I 1 I -0.950 1.320 15.840 1.300 -1.320 -0.000 t L- - z¢ ------------------ -------------.-- AISC UNITY ---------------- CHECK RESULTS - - - - - -- -.-- --- -------- ----- -=---=- ----------------- BEAM ------------------'=----------'----=-=---= Load Overall'I' Center".Points LABEL I'Comb. ------=-------------=------=-----=--=-------------- I` 'Maximum I Node 1./4. 1/2 3/4, --- -=--- --.----=-------- Node l L 0.228 0.228 0.172 0.117.- 0.061 0.005 7 (10 b = 0.7(7.,zXo.n. � . l�,,CL.J. x'43 3 6" 1 r 1 1 1 1 1 1 1 i 1 1 1 1 1 1 :r ' • 1 t + •s Lateral Analysis • , Shear Wall Line H Roof level Block D L_ . 7 V = 167 Q1 = 167 Ib/ft x 51 / ' 2 = 4258.5 Load From Side •0 Ib/ft x, 0/ 2 = 0 • ' i' *r_ Additional Load 0 0 r Total Load 4258.5 Unit Shear = 4258.5 / 7 ft. _ 608 Ib./ft. W%kd X04'*" S Use Shear Wall Schedule No. 8 Capacity = 770 Ib./ft.� P ' , ' -tic 15/32" Plywd: Str. Il:w/ 10d @ 2/2/12 . . Overturning Check r 1 ` Li 7 h 10 : ' Unit Shear = 608. r Dead Load, THbituary Load , z Arm2/ Mr ' Roof/Clg Load ` 18 psf x 5 90 7 2205 Wall Load 10 psf x 10 100 .7 2450' Floor Load 12 psf x 0 = 0 7 0 Additional Pt. D:L. 0 ; 0 7 0 ' ` Mr = 4655 Mot= L, 608 plf x 7 x. 10 = ; 42585 Tup = (Mot -.85 x Mr) 7 ft-, 0.33 ft . T = 5791 - Use PHD8 Capacity = 6730 Ib. - Lateral Analysis •` Shear Wall Line I Roof level Block D L= �12 V = 167: Q1 = .16 7 Ib/ft x 40 / 2 = '3 340 ` • Load From Side '' -' - 0,16/fix, 0 / 2. = 0 ' '. Additional Load. 0 0 • -,Total Load 3340 ' Unit Shear = � 3340 •/ � 12 ft. 278 Ib./ft. CJtU`% gOA-"9,'-3 Use Shear Wall Schedule No. 4 Capacity = 300 IbJft. t 318" Plywd. Str. II w/,8d @ 4/4/12 3t° iw(* ' Overturning Check •' Li 12 h 10 y Unit Shear = 278.. Dead Load Tribituary Load x ,ArmZ/ .Mr . ' Roof/Clg Load 18 psf x 5_ , 90 •. 12 6480 ' Wall Load �� 15 � psf x 10 150 12 = 10800, �' ' Floor Load ,:f' 12 psf x 0 = 0 12 0 Additional Pt. D.L!, 0 0 ". 12 • 0 Mr .= 17280 ` r • Mot = 278 plf x 12 x 10 r = : 33400. , _ - � �. Tup = = (Mot L.85 x Mr) / 12 ft - _ 0.33 ft.; T' 1603 . Use HPAHD221MTT28B Capacity. =3714 Ib. SUMMIT STRUCTURAL ENGINEERING Jos No Structural, Civil, Arclhitecture, SHEET NO 2283 Fifth Str@@t CALCULATED BY �— La Verde' CA 91750 CHECKED 8Y (909);59fi-0842 fax ,., . 'N j L Wall>Analysis ' Shear Wall Line J Roof level Block D a t r - ' t'' 0 . .••'� �'. ' V - - 167 A d ~ Q1. _ F 167 Ib/ft x 22/ 2 =, 1837 ., - Load From Side ; 0 Ib/ft x 0/ . 2 = 0 Additional Load .0 i 0 r Total Load i t 1837 ' Unit Shear = u 1837 -/ 8 ft. _ - 230 Ib./ft. Use Shear Wall Schedule No. 4 Capacity = 350 IbJft. - - 318" Plywd. Str. II w/ 8d @ 4/4/12 M ' - , Overturning Check h. 10". . Unit Shear = 230 ry. ' r 'Dead Load Tribituary Load x r Aria/ Mr: ' • a Roof/Clg Load _ t 18 psf x 2 . _ , 36 1152,'' , Wall Load 110 psf x ' 10, 100 ' - 8 3200 r• j ♦ Floor Load` 12 psf x • 0 = 0 8-t ' 0 'Additional Pt. D.L. 0; _. r 0 8 04. ' 7. 1 . - Mr 4352 ; Mot =; *- n' 230 plf x % • 8 xI 10 = 18370- - Tup= (Mot -.85'x"Mr)1 - ± . 8 ft - .0.33 ft. : ,.. T= 1913 f - Use HTT16' k ' Capacity = 3480 lb-' 1. , . �• t IR ,, J > ' ' w • i .. ,..a . , Is ' SUMMIT STRUCTURAL'ENGINEERING = 1 Jos N0 >� Structural, Cml, Architecture; Energy SHEET No L _ 2283 FIi<tf1 Street _ CALCULATED BY La Verne, CA 91 TSO CHECKED BY 1 (909) 596-0842 fax (909) 596 5187 -; SCALE ..:" -- _.. • max. - _ .. - •- - L r , i Lateral Analysis. ' - Shear Wall Line J1 .Roof level Block D r L= e V = 167 i Q1 = 167 Ib/ftx 24Y/ 2. = 2004 Load From Side 0 Ib/ft x r 0/ 2= 0 ` Additional Load 0 �' 0 Total Load, 2004 Unit Shear = ', 2004 / 11 ft. _ 182 IbJft. • .. ,k ' Use Shear Wall Schedule No. 4 Capacity = 350 Ib./ft. y 318" Plywd. Str. II w/ 8d'@ 414/12 Overturning Check t ' Li h 10 ' Unit Shear = 182 Dead Load Tribituary Load' x Arm2/ Mr _ Roof/Clg Load 18 psf x' 2 • _ - 36 11 2178 Wall Load 10 psf x 10 100 11 6050 Floor Load • 12 psf x • ' 0 = -0 11 0 Additional Pt. D.L. 0 0 .11 0 ,. ` Mr = 8228 Mot = 182' plf x 11 x 10 = 20040 Tup = 4 (Mot -.85 x Mr) / 11 ft- 0.33 ft. T = r 1223 M - Use HTT16 •- Capacity = 3480 Ib. ti • L v - r , i ... a -• f t i Lateral Analysis _ • r ' Shear Wall Line 1 Block A 1 I L= 12 ' r VM1 • � •, I ' = 148 , Q1 = 148'lb/ft x 17/ 2 = 1258 , Load From Side 148 Ib/ft x 8/ 2, = .592 Additional Load y 0 0 y , " Total Load 9850 Unit Shear-=. 'n • 1850 / 12 ft. 154 Ib./ft. ' Use Shear Wall Schedule No' 6 Capacity = 265 IbJft. 318" Plywd. Str. II w/ 8d @ 616112. k ' . Overturning Check 12• hi 10 Unit Shear = 154 r Dead Load Tribituary Load x , Arm2/ Mr ' 'Roof/Clg Load i 12 psf x 10 = ; t 120' 112 8640 . Wall Load 15 psf x ' ` 10 = 150. 120806 ; Floor Load 12 psf x 0 - 0 12 ' Additional Pt. D.I. 0 0 12 0 t Mr =79-440 ' Mot = 154 plf x 12 x 10 = - 18500 Q * .4 Tup = (Mot -.85 x Mr) /' 1Tft - 4 0.33 ft T=1 169 s Standard A.B. adequate No Holdown Required ; ,SUMMIT STRUCTURAL ENGINEERING '� ' I' '� ,� Jos No =' Structural,KCwil; Architecture, Energy SHEET.,NOw L,'a`i; Z283:FIfth Streetl+E r:r� `yrr sett t �' lr + ' +a� CALCULATED BY a ` 9175 '14 CHECKED"BY ' _ (909.);,596-0842 , °ffax (909) 596-5187 �t„ , �t Lnr ,�__ .SCALE,: 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 `. Lateral Analysis Yx - Shear Wall Line v 2 Block A ' wl' v = 148 Q1 = 148 Ib/ft x 17/ 2. _ 1258 Load From Side 148 lb/ft x 2/ 2 , 148 'Additional Load3 0' - F 0. r ' Total Load 1406 F Unit Shear = r 1406 V 12 ft. _ ! 117 IbJft. Use Shear Wall Schedule No. 6 Capacity 265 Ib./ft. 3/8" Plywd. Str. II w/ 8d @ 616112 .. •. Overturning Check Li - 12 h. 10, Unit Shear=.a 117 Dead Load Tribituary' Load x Arm / Mr Roof/Clg Load, . 12 psf x 10 = 120 12 8640- ' Wall Load 15 psf x '10' _ 150. ' ' 12. 10800 i ' Floor Load 12 psf x 0 0 • . 4 12 , 00. t Additional Pt. D.L. ; 0 12 0 Mr.= 19440 Mot 117 pif x 12 x 10 = * 14060 Tup = (Mot -.85 x Mr) / 12 ft- 0.33 ft. r X = ,-211 }+ Standard A.B.,adequateY }• ' No Holdown Required r _ SUMMIT STRUCTURAL ENGINEERING-1.za j ;los No • E M x .xd`. T S� , +.�.-•. - s.. ._ - �� ,;is �3 {-S" .e't•.i -1 - :Structural; Cavil; Architecture, Energyx`'SHEET NO �. 228.3"Fifth Str@@tn �� 3y� ' '� x zY' •CALCULATED BY fu< c 3 ° f'fr,•ts r t rE} v �,.a. + s La Verne;=CA91750.x , i ;� x _ CHECKED BY r. (909.) 596-0842 r;fax (9109).59616187]---1- Pc C Lateral Analysis r ' Shear Wall Liner 3 Roof level Block D F a t • V , 222 222 Ib/ft x > ' 25 / 2 = 2775. . . r Load From Side " O x F 01. 2, , _ • 0 .Ib/ft i Additional Load .0 0 -Total Load r 2775 - Unit Shear I ' 2775 ~ / t 2 ft. _ • f 5 1388 Ib./ft. ! - *` r Use'Steel•moment column, �t , '♦ See calculation on following page r' { r " .. -.. � _ ;Z , .L �' = 1� i3 �• � s _ 3 X70 �' � �, , Ir r is ^' =-• , 1 ,�r., . SUMMIT STRUCTURAL :ENGINEERING Jos No L - �� x. Structural Civil, :Architecture Erre SHEET No �- 3i ' 2283: FifthStreet CALCULATED BY ` --._ La Verne, CA 91750 cKEo B CHE Y j (909) 596-0842' faz (909)`596-5167 ._._.. SCALE � 3a 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 y NODAL DATA Global Default Temperature 0.00 ----------------------------------------------7------------------------- NODE Coordinates Boundary Restraints Node LABEL --- ---.---X Y X-dof Y-dof Z-dof Temp -- -- (ft) --------- --- (0,1,2,in,K-in,radians)----- (F) --- 1 0 0 1 1 1 0 2 0 8 0 BE? �" DATA Beam Property End Releases Beam Definition Label I-endI J -end BEAM Length I -node J -node -or- Tag x.y z x y z LABEL (ft) ------------------------------------------------------------------------ 1 _ 2 I 1 I I I 1 I 8.000 ---------------------- BEAM STRESS CHECK DATA BEAM Unbraced Lengths K:Length'Factors Bending Coeff 2nd LABEL _Y -Y (axis) X -X Y=Y (axis) X -X Cm Cb Member? -- ----------- (ft) ------- --------------- Default Beam Length 1 1 1 1 No BEAM PROPERTIES AISC/Other Area Inertia Elastic Weight Coef. of Fy Y -Y Property SECTION I-xx Modulus Density Therm Ex Axis Tag PROP. (in -2) (in 4) (Ksi) (K/ft-3) (1100F) Flag -- ---- Default 29000 0.4896 0.00065 36 4 TS12x4x3/8 11.1000 178 3 TS10x4x1/4 6.59000 79.3000 5 TS10x4x3/8 9.57999 110 6 TS12x6xl/4 8.59000 161 2 TS12x6x3/8 12.6000 228 7 TS8x4xl/4 5.59000 45.0999 1 TS8x6x3/8 9.57999 83.6999 ------------------------------------------------------------------------ ----------------NODAL.LOAD DATA -------------------------------------------------------- NODE I Nodal Loads (K,K-ft)I Load Case Factors LABEL Global X Global Y Moment 1 2 3 4 1 5 ------------------------------------------------------------------------ 4-- 33 2. 3 .4 7 2. ,6 { 1 -----------=---- LOAD COMBINATION DATA - Combination -- -------- Stress --------- Load ----------- Case Multipliers ------ ----------- Factors -------- Y -Load Description ----------------------------------- IRun l ? Increase 1 2 3 4 ------------------------------------- ------------------------------------1: 5 I Xgrav Ygrav :Flag 1 :Default 1 . 1.33 1 2: 3:_. 4. 5: 6 7: 8. 9: 10. 11. 12: 13: -------------------------------------------------------.----------------- t -------------------------------------------------------------------------- ..NODAL DISPLACEMENTS AND SPRING/SUPPORT. REACTIONS NODE Load I Displacements in, rad) Reactions (k,k-ft) LABEL Comb. I X Y Rotation I X Y Rotation', I 0.000 2 2 1 I, 0.422 0.001 -03 0065 I 0.00 0.00 0.00 �S BEAM END FORCES BEAM (Load ........ I Node End ........ ....... J Node End ......... LABEL Comb Axial Axial Shear ' Moment. Axial Shear Moment --------------------(K)-----(K)----(K-ft)--- --- (K) ------ (K) ---- K -ft). -- .(K -ft). -- .-2.3 39 .-2.339 3.470 27.760 2.600. -3.470. '-0.000 1 1------ ------- - - - -- ----------------- -- - --- ----- - - - - -- - -- AISC UNITY -CHECK ---------- - --- RESULTS, - -- -- - -- -- ----- - - - BEAM Load --- _Overall I - - - ----- I ---•------------ - - -- -- Center Points --� -- - - -- J. LABEL -----`--------------------- Comb. Maximum Node ------------.-----------=------- 1/4 1/2 3/.4 Node 0.5.12 0.512 0.387 0.261, 0.135' 0,.009 1 (n) _ 0.�3 �cc 0.7 etc �w 6 •aZS(e'i - x o.z Vo ' zSko% .4 1 1 Ol6 ( 7-14 .�. o (c- -35 -35 Structural, -1-::-Cliv- H "Arichlit e+ -*au RE . ........ I= 2283 Fifth UILILATEU& CA Y.+.. Street'-i.'..-++I.-.+;.-� n5z • • La yerneCA 91750 CHECKED BY ... ..... ... . . .... . .. .. ........ . Lateral Analysis j 4, Shear Wall Line 0 5 'Roof level B16ck D L=, 12 .222 Q1 222 lb/ft x 25/ 2 = 2775 Load From Sid - e 0 lb/ft x 01 21 0 .Additional, Load 0 0 . Total Load 2775 Unit Shear 2775 12 ft. 231 lbA. • Use Shear Wall Schedule No. 4 Capacity= 300 IbJft.. 3/8" Plywd�. Str. 11 w/ 8d @ 4/4/12 .4 k Overturning Check Li 12 h 10 Unit Shear 231 ead Load -Tribituary Lbad, x ArM2/ Mr Roof/Clg Load 18 psf x .13 234 12 16848 Wall Load 10 psf x .10 100 12 7200 Flo I or Loa . d 12 psf x 0 0 fi, 12 Additional Pt. D.L. 0 0. -12, b Ow Mr, = 24048 Mot = 231 plf'x 12.x 10 277510.E Tup (Mot -�.8 Mr) 12 ft- 0.33 ft. T - 626 Use HPAHD22/MTT286 Capacity= 3714 lb. SUMMIT ,STRUCTURAL :,ENGINEERING Structural, -1-::-Cliv- H "Arichlit e+ -*au RE . ........ I= 2283 Fifth UILILATEU& CA Y.+.. Street'-i.'..-++I.-.+;.-� n5z • • La yerneCA 91750 CHECKED BY ... ..... ... . . .... . .. .. ........ . Lateral Analysis , Shear Wall Line ' 6' Roof level Block B " L= 12. V _ 167 • - Q1 = 167 Ib/ft x 19 / 2 = 1586.5 ` : " Load From Side. 0 Ib/ft x 0/ 2 = 0 Additional Load 0 0 • Total Load .1586.5 � v Unit Shear = 1586:5 / .12 ft. _ .. L 132 Ib./ft. c. Use Shear Wall Schedule No. 4 Capacity = 300 Ib./ft. a' 3/8" Plywd. Str_ II w/ 8d @ 4/4/12 Overturning Check. Li f h 10 Unit Shear= 132 ' Dead Load - Tribituary Load x Arm2/ Mr • ; Roof/Clg Load �! '. 18 psf x 11.5 = 207 12. 14904 " Wall Load 15 psf x 10 = 150 12 10800 F . Floor Load 12 psf x 0 = 0 12 0 Additional Pt. D.L. 0 0 12 0 Mr, = 25704 " Mot = 132 plf. x 12 x 10 . = ` ♦.. 15865_'' Tup = (Mot -.85 x Mr) / 12 ft' 0.33 ft T = -513 ' Standard A.B. adequate_ No Holdown Required ' SUMMIT STRUCTURAL ENGINEERING Jos No �— Structural,'Crvil, Architecture, Energy pp SHEET NO L,. 3U 2283 Fifth Street CALCULATED BY La Verne, .CA 91750CHECKE ;:. D BY _ �(909). 5960842_ _.. fax,(909).,596.5187_......_: _ _ - _.._•__. Lateral Analysis ShearlWall Line 8 Roof level Block C 15 185 :Additional Load - .0 0 Total Load 4902.5 4902.5 Use Shear Wall Sche�uie No.'3 Capacity 490 IbJft.' Overturning. Check' Li 15 Unit Shear 327 Dead Load Tri.bituary Lo ad X. ' Additional Pt. D. L. 0 15 0 Mr'= 16300 49025. Use HTT16 Capacity 3480 lb. ow ULA TE J y .. ,� 1 F' ' , I • • 1 I14� a _ M • Lateeal Analysis'F: Shear Wall Line 10 Roof level Block C ^L_ 12 r ` +� - . V= 185 �"•� + 185, Ib/ft X 19"/ 2 h = _ 1757.5 5 w Load From -Side '0 Ib/ft x 0/ 2 = , +*. Additional.Load` 4 . 0 ,, 0 ; Total Load j1757.5.. . _ Unit Shear = 1757.5 / 12 ft. ' 146' IbJ ft. ' ... ' Use Shear Wall Schedule No. 4 Capacity = 300 IbJft. ` 318" Plywd: Str.11 w/ 8d @ 4/4/12. • - _ - ,k _ .. Overtdming Check 12 10 Unit Shear"- 146 r eDead Load Tribituary, Load x -Arm 2/ Mr . Roof/Clg 'Load ' V` ..18 psf x 19 _ -, 342. 12. 24624 Wall Load s 15 psf x' 5 75 12' 5400' �. Floor Load" 12 psf x 0 , _ 0 12. 0, Additional Pt. DI. 0, 0 .. 12 .. 0' Mr = y30024, Mot = ' 146 plf x 12 x 10 = ' . • 17575 Tup = _ (Mot .85 z Mr) / • ' 12 ft -' 0.33 ft.' • i s Standard A.B. adequate ' ., No Ho_ (down Requir_eda - - .. ... SUMMIT STRUCTURAL'ENGINEERING Joa No Structural; CI��I, Architecture, Energy St�eEr 22 83 F�ffh"Street C ECUlATEO BY La: Verne; CA 91750 C D BY 909) 596-0842 ,:. fax 87" .(909).5M'59