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04-6588 (SFD)J'. M, WTruss 6?awmz&,ed to- &xxw&ence, • 0 s gv� G FSK GD 6Y - 02/01/05 WOOD ROOF TRUSS CALCULATIONS AND. PLACEMENT PLAN SOUTHWEST'S TRUSS t UFACTURER 35=325 DATE PALM DR. SUITE.225 CATHEDRAL CITY, CA 92234 6 0 -3699 O ♦ 760-202-4399 (F) ml 760-774-0745 (M) R � R� Z t 5 � i CHARLES D. GARLAND . C11.1 Architecture, Interiors, Space and Land Planning µ' Structural Calculations t 8 March 2005 ' The City of La Quinta Department of Building and Safety 78-495 Calle Tampico La Quinta, CA 92253 Project: The Single Family Residence for: " Chuck and Sheila Saporito at: 78-362. Talking Rock Turn Tradition Country Club La Quinta, California Regarding: Review of Truss Calculations To Whom it May Concern, 1. am the structural designer of 'record for the noted project. I have been supplied with truss calculations prepared by J. M. W. Truss of Cathedral City, California for the project. Upon review of the truss calculation package, and -in light of the structural design documents, I.find them to be in substantial, conformance with the structural design intent as documented in the struc- tural calculations prepared by my firm for the noted project. If you -have any questions or comments regarding these issues or any other issue please do not hesitate in contacting my firm. t Sincerely, ,r , EDA �0 } filo. Cf X 11 Charles D. Garland EXP. DRAT- Architect CA • r 74.854 Velie Way, Suite 5 ❑ Palm Desert, CA 92260 ❑ Phone: (760) 340-3528 ❑ Facsimile: (760) 340-3728 ' r 1 "-a ftTf• m o fta my - -- - - ----- ---------- ---------- _ I' .. • - � OBB Mise --- ----------- - I Ii OS ' � � -[ -� - Y I• JE02 --� .I __ � .O�v."--�. I _ _ ____ ____ ___ ____ ____ __ ___��•-- 1;j ---_ � 1 CD8-jT-FLY li, It'. L07 DF- 6433# y I .. m JEs p_ a, .v— .:.:....�_:.... ►y " Lp.4 �. _ r r rrr VVV - -i! m m 0 n -1! -11 !-1 -,• RAE to 6- j1j N I;O • " JE : _. ' , �...__._ _- _ LINK '_o_ I• II N - - iE + ._,_ _'' I I HANDER , , • V __G!2 , . fl I m n I—_1 t� r: z _ _ } 9 II I _ .. r: J - . GOIS at e 9104OI t" vu2F J H02 i. • h, 1 f (6) THD29 _ _ - I U , . ! II Z t I • HANGER..I , I • —...._•.._ ,L'i, _ - If_ j G02 — _--� Il1ANGUEU_ .— _ .._.....-_.. -- -'-' – j\�. F � � 0 I'—__Ii`I —_ _— i 'I I • i GOT 14. Oil 2X LEDGER V ` , h I _ JOY —707 N— : p I 1 I 11 11 THD21 1 , • ' i.., ' e • D RANGER 000 joi Co `i IRIS ISA TRUSS PLACEMENT DIAGRAM ONLY. These trusses are designed as Individual building components to be G APPROVAL Inc aroted Into the buildin desl at the y THIS LAYOUT IS'THE.SOLE'SOURCE.FOR FABRICATION OF TRUSSES AND VOIDS ALL PREVIOUS ARCHITECTURAL OR OTHER aT q qn wing. The o/ the design"designer. See h:dtemol design sheets for nt TRUSS LAYOUTS.' RENEW AND APPROVAL OF THIS LAYOUT MUST lruee design Identified on the placement dweing. The building designer Is responeible.lor temporary and pemwnenl looting � BE RECEIVED BEFORE ANY TRUSSES .WILL BE BUILT. of the roof and floor rye tem and far the overall ehueture. The design or the Wen support eWcture Including headers, beams, VERIFY ALL COND177ONS TO INSURE AGAINST,CHANGES THAT WILL RESULT IN EXTRA CHARGES TO YOU. ANY CHANGES OR walls, and columns Is the responsibility of the :building designer. For general guidance rogardinq bwcinq, consult "&acing of ALTERATIONS TO THIS LAYOUT MUST BE NOTED ON THIS DRAWING & INITIALED BELOW BY BUILDER OR HIS/HER REPRESENTATIVE eood trusses aweoble hvn the Tnis, Plate Institut; 5BJ•DYhlhfo Drfw; Madison, W 5.1179, Tl UFoveDate: Ken Client: en 11.iid sdn CIO L O'O nH' eNi. • `. 0 Job.Desc.: �a�072,tO 1��5'2.��7'd,,C0 b" CIE y JMW TRUSS Site Information: The Tradition, Country Club Gmm � � �N 1 La Q'uinta, CA �'•. Committed t0 Excellence Scale: Nrs Date: /21/2oo5 Drawn By: J. Reed o #4110186 �. .• r 0 JMW TRUSS .__ _ . ► a.. ..._ _ � .- • - � Wzi ENN _ - --• ' - - •_ � . _... _ .c-, , . � t . zm=z Quality On -Time Seru7.ce _ ' S'^- .......-..,,'•,..... , - !.* ` O VZW 35-325 D°!a Po6n Dr. ' .. 51._11. i' - •<-.. .. _ - _.a _ ,,.-��4 Qui\ C use Cly. CA 92234 (790)202-3699 B._4- - f - . - �,vWNi C -(760) 202=4389 FAX - ONVEN77ONAL FRAMING y , 1 ° U O `- 22•-104` — BY OTHERS .._. - - ' W, _W Lr - I' Rl1 4'-0- • e , II r ` y _ ` * I I i � r I Y r. � '• " T wl .. , ¢���,,�m O (`1v`l . i� F Fn inn _ - ZmW2 V ' IIp' iq 4 0 �, 11AA' •GER ; �I 9-7 o r 1-60-1:_ 0-1. 3•_0! =J �� jU It „ J014 ,. "! �: � .; - � � J P03 (DF=828Cj - -. -I i i � , g .... __� _ _ _ _ _ -- _ - _ '' - i • W J t� N F ''O �- I 1'! Z W .O 10 70 JGo:i ✓�° I ��" - I ! , ° i i--'' i�._,JwA O , ' ! " I I� JGOILU i _ ii 2• II . • - Jctll -:� I _ - $ -- -'' m .� i NO2lioz • N I .R07 —703 _ ` .� L KUZ.�-=i— - _ 'I ` __ _ GF=3676p) _ 8-0 _ iii tliI 1 4 -- - -_-- - .. 2 ! li, yg � ! � -7 �pr!i � ,• °� tl Li..11 1•; I II' 2 ' '24" O.C. _ A°Z _ l i!i H.g.:O ` m I - O a N067 ! I[R; pp gg8 i —_- l r H i.z NjU •� I - 2X LEDGER , I! I,alrla»H ! — I= • I F` O LA01k ! I II f_ 1V �;ii I . I I ' . �qF E' N PONY WALL I i - - - NOB' - • I .I- 4 o X."I -11 Q/>-!` li i I N�C��•' ctA�1, N BY OTHERS - N1o7�1� o,i • e: B qC/ r . • .....i s i I iq N12, ii p• A a t' �A N N o ��... , - m (31i.G06 e! .•,' w i - L T a -J r IMpG i 9 - W N13 I �n1�TH I I: i' N14 i � J �. 'j b i� ' tea- I j— .o c - I IIi21G� -- I� �. c O i i 91: :, i ! J �� I�.• _--- ILII -PH6 _ y p B@�is 0 a o . n I ?.� _ m+ - I fi !I 4 10 - - o app c e=• ` U O Z II (3)1M02 li-(31!M04 I '> I i! N17 .I i - I i b- I A�w paw b' it _ __t _"-' _ I .� S c e2 9 7� v - f ` „bad t - -- - --� u & =s4_ 1-= ' - 11�,: I! a- !i I li ' p ! _ i — n j '� € a� - ' L� C l I I ' __ E ••- — 4 N18 �- A u _ - : d !I' ii - - 1 y -y ' C - 7 i r Ij _ _ ' ' a� ` • !: i! i I '\• !' I i N,9' A - �i O {I _ - �-1. 11 SHDH1B1 — -- t ! (. I:P @ SII , �• I 11 .O J c I MANGER J09 i v i - i!- !i 0 . i I,I / _ \ �-A it I : K-�� B N20. N 9 I �. I I• a U ',7 N Li, l__,,,1 _-e- 8 I F 4 . - � „_�I_ i! ! . •^e J y ioi i c T o .� O 7y 0d—... .._._. _.-_ .ii _ _ — - 7 a- 2-.i,-IS�16 HEEL - - - I —A d 8 - i• K03— - \i_" I I' � ..:L"fll,!_��p__^ c "�_-81i--' _ rn o r .I � !: 1EJQIDF MM K02 ii-:_ _ _ __ -'I A i) II _ q or i S � v !a $ ° - 'i 3 -- - - I - — - 'S -- �-- -- - I I I i -!i r m s ` o a . i _'.. li ' ii � � I •I I ='.._—"---C-). j Jo l' 1� • �. i1..1 I i �• -- --- - - --- -- .-y_ I. ,�_ !e v ,5 !i ' i I S? I 1 TN026 • ! i 1 .: !° • I ! i V } II c .l , rl • ._JHOS__ V—.._ !MANGER i ♦! i 1 . J01A�1� _ till 11 � � "''1! _;` CD • !, = 3 !soz !r.---T-�... -i= — ! � t I - w! � . w wi � - -- W a -- — 4 • o e o� FRAMING 12•. B._0' s !S 4 i V m, .__.. _.._....._..._.._.. - 4 ` ,y CONY � e iI 2X LEDGER - .---- ---" --- - i 20'-3- BY OTHcR2 PONY WALL By OTHERS 16' 9 - '. •r li T_ I I HEEL HT. - = ' i BOTT. - O 13 -0 - •-� o 2 y I .A ry w age a e k . II 13'-0 PL , - 1 - e E , t. . ROOF TR USS'PLA �Ch'1VI�'NT PIAN � �= _ - C01. _..-mom„- / 84110186 a - _ ms`s ,CUSTOM ( PAGE 2 OF •2) -� - SHEET PL 5i- r _rwr;' T N. °Et T02 �a MiTekO MiTek Industries, Inc. 7777 Greenback Lane ' Suite 109 Citrus Heights, CA, 95610 Telephone 916/676-1900 Re: TRUSS Fax 9161676-1909 B4110186 The truss drawing(s) referenced below have been prepared by MiTek Industries, Inc. under my direct supervision based on the parameters provided by JMW. Pages or sheets covered by this seal: RI 5003673 thru RI 5003762 • My license renewal date for the state of Califomia is June 30, 2005. • OQ�pF ESS/ .� C. ANO F k, �Q- cc,P tip, • C 17180 z m * EXP.'06/30/05 CIVIL �P OF CAI\F��� January 25,2005 Anderson, Bob , The seal on these drawings indicate acceptance of professional engineering responsibility solely for the - truss components shown. The suitability and use of this component for any particular building is the, responsibility of the building designer, per ANSI/TPI-2002 Chapter 2. G 0 Job Truss Truss Type Qty Ply. B4110186 + Plate Offsets (X,Y): [2:0-1-9,0-2-81,[5:0-4-0,0-1-121, [7:0-4-0,0-1-121,[12:0-4-0,0-3-01 R1'5003673 TRUSS - A01 CAL HIP 1 2 TCLL 20.0 Plates Increase 1.25 TC 0.67 Vert(LL) 0.31 12 >999 Job Reference (optional) JIVIVV I KU2?3, UA I KtUKAL U I Y, t ALIrUKNIA ' b.000 s i-eD b ZUU3 MI I eK InauStrles, Inc.' I ue Jan Zb 14:Z6:Zf ZUUb Nage 1 21-9-7 -2-0-0 5-6-9 1 7-5-0 7-11-11 13-8-0 19.4.5 1gl-11r0 27-4-0 29-4-0 2-0-0 5-6.9. 1-10-7 0-6-11 5-8-5 5-8-5 0-6-11 1-10-7 5-6-9 Sole 1:52.4 2-0-0 6x8 M1120H= 1.4 M112011 6x8 M INH= 0 3x6 1,41120= 3.9 M1120% 3.4 M1120= 5x8 M1120= - 3x4 &41120= 0 ® WARNING. Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MU -7473 BEFORE, USE. 7777 Greenback Lane Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 Applicability of design aromenters and proper incorporation Citrus Heights, CA, 95610 pp y g p p p poration of component is responsibility of building designer -not buss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing. consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component dD Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. iTek 9-8-8 7-5-0 13-8-0 19-11-0 27-4-0 • 0-8-8 6-8-8 6-3-0 6-3-0 7-5-0 Plate Offsets (X,Y): [2:0-1-9,0-2-81,[5:0-4-0,0-1-121, [7:0-4-0,0-1-121,[12:0-4-0,0-3-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl PLATES GRIP A TCLL 20.0 Plates Increase 1.25 TC 0.67 Vert(LL) 0.31 12 >999 M1120 249/190 TCDL . 15.0 Lumber Increase 1.25 BC 0.81 Vert(TL) -0.58 11-12 >559 BCLL 0.0 Rep Stress Incr NO WB 0.31 Horz(TL) 0.14 9 n/a BCDL 10.0 Code UBC97/ANS195 (Matrix) 1st LC LL Min Well = 360 Weight: 259 lb • LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 3-8-11 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SYP No.3 -SLIDER Left 2 X 4 SYP N6.3 24-15 REACTIONS (Ib/size) 2=2973/0-3-8, 9=2973/0-3-8 { • Max Uplift 2=-547(load case 3), 9=-547(load case 3) FORCES (lb) - First Load Case Only TOP CHORD 1-2=44, 2-3=-7442, 3-4=-7350, 4-5=-7702, 5-6=-9229, 6-7=-9229, 7-8=-7722, 8-9=-7508,9-10=44 BOT CHORD 2-13=6973, 13-14=7502, 12-14=7502, 12-15=7503, 11-15=7503, 9-11=7026 WEBS 4 -13=708,5 -13=-144,5-12=1855,6-12=-1079,7-12=1854,7-11=-81,8-11=642 NOTES 1) 2 -ply truss to be connected together with 0.131 "x3" Nails as follows: Top chords connected as follows: 2 X 4 - 1 row at 0-6-0 oc. Bottom chords connected as follows:.2 X 4 - 1 row at 0-9-0 oc. Webs connected as follows: 2 X 4 -.1 row at 0-9-0 oc. 2) Unbalanced roof live, loads have been considered for this design. 3) This truss has been designed for the loads generated by 80 mph winds at 25 It above ground level located 100 mi from the hurricane oceanline. ASCE 7-93 components and cladding external pressure,coefficients for the interior (1) zone and 8.4 psf top SCF ESS/� chord and 6.0 psf bottom chord dead load are being used. The design assumes occupancy category I, terrain exposure C and internal 1. If are �QQ M9� C,, AN pressure coefficient condition end verticals or cantilevers exist, they are exposed to wind. If porches exist, they � OF,P �2C not exposed to wind. The Iumber'DOL increase is 1.33, and the plate grip increase is 1.33 �� 4) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise indicated. tIt Z 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, W C 17180 % UBC -97. 7) Beveled plate or shim required to provide full bearing surface with truss chord atjoint(s) 2. * EXP. 06/30/05. 8) Girder carries hip end with 8-0-0 end setback 9) Special hanger(s) or connection(s) required to support concentrated load(s) 606.71b down and 278.41b up at 19-94, and 606.71b down and 278.41b up at 7-6-12 on top chord. Design for unspecified connection(s) is delegated to the building designer. t�T CIV III._ - 9TFOF dAD CASE(S� S(�ndard onhnued on pp CA, �FO� . ge January 25,2005 0 ® WARNING. Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MU -7473 BEFORE, USE. 7777 Greenback Lane Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 Applicability of design aromenters and proper incorporation Citrus Heights, CA, 95610 pp y g p p p poration of component is responsibility of building designer -not buss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing. consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component dD Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. iTek ,l a Job Truss Truss Type Qty Ply " B4110186 R15003673 TRUSS, A01 CAL HIP 1' Job Reference (optional) ® WARNB9O • Verify design parameters and READ NOTES ON TN7S AND INCLUDED MITER REFERENCE PAGE MD 7473 BEFORE USE. 7777 Greenback Lane Design valid for use only wilh MBek connectors. This design is based only upon parameters shown, and is for an individual building component..- Suite 109 Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Citrus Heights, CA,95610 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding x•' fabrication, quality control, storage, delivery, erection and bracing, consult ANSIITP11 qualify Criteria, DSB-89 and BCSII Building Component M iTek® Safety Info.rmo8on available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. 0 Job Truss Truss Type Qty Ply B4110186 0 8 8 9-5-0 17-11-0 27-4-0 R15003674 TRUSS A02 CAL HIP 1. 1 Plate Offsets (X Y): [2:0-3-14,0-1-81, [2:0-0-12.1-3-41 Job Reference (optional) JMW TRUSS, CATHEDRAL CITY, CALIF-CTRNIA b.uuu s t-eD b ZUU3 MI I eK industries, Inc. I ue Jan ZS 14:Za:Lr ZUU0 rage i 2-0-0 1 6-6-14 9-5-0 9-1�1 13-8-0 17-4-5 17-11-0 20-9-2 27-4-0 29-4-0 , 2-0-0 6-6-14 2-10-2 0-6-11 3-8-5 3-8-5 0-6-11 2-10-2 6-6-14 2-0-0 - _ - scale = 1:52.4 4x4 M1120= - 3x4 M1120= 4x4 M1120= . 3x7 M112011 3x8 M1120= 3x4 M1120= 3x8 M1120= 0 8 8 9-5-0 17-11-0 27-4-0 0-8-8 8-8.8 8-6-0 9-5-0 • Plate Offsets (X Y): [2:0-3-14,0-1-81, [2:0-0-12.1-3-41 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) 'I/dell PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.81 Vert(LL) -0.18 2-12 >999 M1120 249/190 TCDL 15.0 Lumber Increase A.25 BC 0.93 Vert(TL) -0.44 2-12 >735 BCLL 0.0 Rep Stress Incr YES WB 0.19, Horz(TL) 0.10 8 n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) 1st LC LL Min Well = 360 Weight: 126 Ib • LUMBER BRACING TOP CHORD 2'X 4 SYP No.2 TOP CHORD Sheathed or 34-5 oc purlins. BOT CHORD 2 X 4, SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SYP No.3 1 . WEDGE Lek: 2 X 4 SYP NO3 REACTIONS (Ib/size) 2=1370/0-3-8,8=1370/0-3-8 Max Uplift 2=-214(load case 3), 8=-214(load case 3) 'FORCES (lb) - First Load Case Only TOP CHORD 1-2=44, 2-3=-2885, 3-4=-2591, 4-5=-2430, 5-6=-2430, 6-7=-2591, 7-8=-2885, 8-9=44 BOT CHORD 2-12=2660,11-12.=2647, 10-11=2647,8-10=2660 WEBS 3-12=-256,4-12=495,5-12=-268,5-10=-268,6-10=495,7-10=-256 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the loads generated by 80 mph winds at 25 k above ground level located 100 mi from the hurricane oceanline. ASCE 7-93 components and cladding external pressure coefficients for the interior (1) zone and 8.4 psf top chord and 6.0 psf bottom chord dead load are being used. The `design assumes occupancy category I, terrain exposure C and internal pressure coefficient condition I. If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 5) Beveled plate or shim required to provide.full bearing surface with truss chord atjoint(s) 2. LOAD CASE(S) Standard /Q?,OF ESS/p�9 ANp�`F2 C 17180 Z * EXP. 06/30/05 1s� civil- 9TFOF CALL, January 25,2005 ® WARNING - Verjfy design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE 111767473 BEFORE USE. 7777 Greenback Lane Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for on individual building component. Suite 109 Applicability of design aromenlers and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Citrus Heights, CA, 95610 PP l 9 P P P P P P ty 9 9 9 9 is for lateral support of individual web members only., Additional temporary bracing to insure stability during construction is the responsibillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery. erection and bracing, consult ANSI/TPII quality Criteria, DSB-89 and BCSII Building Component iVl iTekCD Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive, Madison, WI 53719. 0 Job Truss Truss Type Qty Ply B4110186 4.4 M1120% - 5 7 3.4 M1120= 4.4 MI120- - • R15003675 TRUSS A03 CAL HIP. 1 1 Job Reference (optional) JMVV I KUSJ, UA I titUKAL LA I Y, UALIFUKNIA b.uuu s t-eD b zuuJ MI I eK maustrles, Inc. I ue Jan zo l4:zO:zu zuub rage T -2-0-0 6-6-14 9-5-0 1 11-11-11 13-8-0 , 15-4-5 17-11-0 20-9-2 27-4-0 r 294-0 2-0-0 6-6-14 2-10-2 2-6-11 1-8-5 1-8-5 2-6-11 2-10-2 6-6-14 2-0-0 •Scale = 1:53.1 0 REACTIONS .(Ib/size) 2=1370/0-3-8,10=1370/0-3.-8 Max Uplift 2=-240(load case 3), 10=-240(load case 3) FORCES (lb) - First Load Case Only TOP CHORD1-2=44,2-3=-2893, 34=-2569,4-5=-936,4-6=-1511, 6-8=-1511, 7-8=-936, 8-9=-2569,9-10=-2893, 10-11=44, 5-7=-895 BOT CHORD 2-14=2669,,13-14=2380,12-13=2380, 10-12=2669 WEBS 3-14=-304, 4-14=347, 6-14=33, 6-12=33, 8-12=347, 9-12=-304 NOTES 1) Unbalanced roof live loads have been considered for this design., 2) This truss has been designed for the loads generated by 80 mph winds at 25 ft above ground level located 100 mi from the hurricane oceanline. ASCE 7-93 components and cladding external pressure coefficients for the interior (1) zone and 8.4 psf top chord and 6.0 psf bottom chord dead load are being used. The design assumes occupancy category (,.terrain exposure C and internal pressure coefficient condition I. If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind'. The' lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 5) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2. 6) Design assumes 42 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. LOAD CASE(S) Standard • r,p_0 ESS/0A1 c C. AJM q�F C 17180 k EXP. 06/30/05 s� C(V1'L. 9TF�F CAO January 25,2005 ® WARNING - Verify designpararnetem and READ NOTES ON THIS AND INCLUDED M7TER REFERENCE PAGE AU -7473 BEFORE USE. 7777 Greenback Lane Design valid for use only vdth Mifek connectors. This design is based only.upon parameters shown, and is for on Individual building component. Suite 109 Applicability of design paramenlers and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shov+n Citrus Heights, CA, 95610�� is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding '- tobrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII quality Criteria, DSB-89 and BCS(l•Building Component - a Safety Information available from Truss Plate Institute, 583 D'Onoldo Drive, Madison, WI 53719. - M iT@k M • - 4x4 M1120= 4x4 M1120= I 4.4 M1120% - 5 7 3.4 M1120= 4.4 MI120- - • 4.00 fl2 1x4 M1120, q - 1x4 M1120�i 9 3 n 2 10 • 3x6 M1120i:� 3x7 M112011 14 3x8 M1120= 13 3x4 M1126= • 12 44 M1120= 3x8 M1120= 0-8-8 9-5-0 17-11-0 27-4-0 • 0-8-8 8-8.8 8-6-0 9-5-0 Plate Offsets (X,Y): [2:0-3-14,0-1-81,[2:0-0-12,1-341 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defi PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.81 Vert(LL) -0.18 2-14 >999 M1120 249/190 TCDL .15.0 Lumber Increase 1.25 BC 0.93 Vert(TL) -0.43 2-14 >750 r BCLL 0.0 Rep Stress Incr YES WB 0.14 Horz(TL) 0.10 10 n/a. BCDL 10.0 Code UBC97/ANS195 (Matrix) list LC LL Min I/deb = 360 Weight: 139 Ib . LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 34-7 oc purlins. Except: BOT CHORD 2 X 4 SYP No.2 1 Row at midpt 4-8 WEBS 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 9-6-2 cc bracing. WEDGE Left: 2 X 4 SYP No.3 0 REACTIONS .(Ib/size) 2=1370/0-3-8,10=1370/0-3.-8 Max Uplift 2=-240(load case 3), 10=-240(load case 3) FORCES (lb) - First Load Case Only TOP CHORD1-2=44,2-3=-2893, 34=-2569,4-5=-936,4-6=-1511, 6-8=-1511, 7-8=-936, 8-9=-2569,9-10=-2893, 10-11=44, 5-7=-895 BOT CHORD 2-14=2669,,13-14=2380,12-13=2380, 10-12=2669 WEBS 3-14=-304, 4-14=347, 6-14=33, 6-12=33, 8-12=347, 9-12=-304 NOTES 1) Unbalanced roof live loads have been considered for this design., 2) This truss has been designed for the loads generated by 80 mph winds at 25 ft above ground level located 100 mi from the hurricane oceanline. ASCE 7-93 components and cladding external pressure coefficients for the interior (1) zone and 8.4 psf top chord and 6.0 psf bottom chord dead load are being used. The design assumes occupancy category (,.terrain exposure C and internal pressure coefficient condition I. If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind'. The' lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 5) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2. 6) Design assumes 42 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. LOAD CASE(S) Standard • r,p_0 ESS/0A1 c C. AJM q�F C 17180 k EXP. 06/30/05 s� C(V1'L. 9TF�F CAO January 25,2005 ® WARNING - Verify designpararnetem and READ NOTES ON THIS AND INCLUDED M7TER REFERENCE PAGE AU -7473 BEFORE USE. 7777 Greenback Lane Design valid for use only vdth Mifek connectors. This design is based only.upon parameters shown, and is for on Individual building component. Suite 109 Applicability of design paramenlers and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shov+n Citrus Heights, CA, 95610�� is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding '- tobrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII quality Criteria, DSB-89 and BCS(l•Building Component - a Safety Information available from Truss Plate Institute, 583 D'Onoldo Drive, Madison, WI 53719. - M iT@k M Ll 0 • Job Truss Truss Type Qty .' Ply 64110186 8-6-13 8-4-1 Plate'Offsets (X,Y): 12:0-1-14,0-0-21,[2:0-0-12,1-3-,41,[7:0-3-15,0-1-71 R15003676 TRUSS A04 COMMON 5 1 DEFL in (loc) I/defl PLATES GRIP TCLL 20.0 Plates Increase 1.25 Job Reference (optional) JMW TRU55, CATHEDRAL CITY, CALIFORNIA 5.000 s Feb 6 2003 MiTek Industries, Inc. Tue Jan 25 14:28:28 2005 Page 1 -2-0-0 7-2-14 13-8-0 20-1-2 26.3.8 2-0-0 7-2-14 6-5-2 6-5-2 6-2-6 Scale 1:47.5 Ir 4x6 M1120= 4 34 M1120= . "' '• , ' 3x4 M1120�: 56 M112011 3x7 M112011 3x4 M1120= 3.4 M1120= 30 M1120= Ii 0 8-$ 9-4-9 17-11-7 26-3-8 0-8-8 8-8-1 8-6-13 8-4-1 Plate'Offsets (X,Y): 12:0-1-14,0-0-21,[2:0-0-12,1-3-,41,[7:0-3-15,0-1-71 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.73 Vert(LL) -0.17 2-10 >999 M1120 249/190 TCDL _ 15.0 Lumber Increase 1.25 BC 0.88 Vert(TL) -0.41 2-10 >763 BCLL 0.0 Rep Stress lncr YES WB 0.25 Horz(TL) 0.08 7 n/a BCDL 10.0 Code UBC97/ANS195 (Matrix) 1st LC LL Min I/defl = 360 Weight: 117 Ib • LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD ?. Sheathed or 3-4-12 oc purlins. BOT CHORD 2 X 4.SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SYP No.3 WEDGE Left: 2 X 4 SYP No.3 SLIDER Right 2 X 4 SYP No.3 3-1-1 REACTIONS (Ib/size) 2=1336/0-3-8,7=1170/0-3-8 Max Hort 2=22(load case 3) Max Uplift 2=-198(load case 3), 7=-158(load case 3) FORCES (lb) - First Load Case Only TOP CHORD 1-2=44,'2-3=-2765, 3-4=-2407, 4-5=-2252, 5-6=-2461, 6-7=-2537 BOT CHORD 2-10=2543, 9-10=1704, 8-9=1704, 7-8=2300 WEBS 3-10=478, 4-10=750, 4-8=544, 5-8=-329 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the loads generated by 80 mph winds at 25 ft above ground level located 100 mi from the hurricane oceanline. ASCE 7-93 components and cladding external pressure coefficients for the interior (1) zone and 8.4 psf top chord and 6.0 psf bottom chord dead load are being used. The design assumes occupancy category (,•terrain exposure C and internal pressure coefficient condition I. If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 4) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2. LOAD CASE(S) Standard Q�pFESS/0 9 . c C. A/Vn -�C17180 L0 yt EXP. 05 �T CIVIL gTFOF CALi��� January 25,2005 ® WARNING - Ver(fy design parameters and READ NOTES ON THIS AND INCLUDED IMTER REFERENCE PAGE 111II-7473 BEFORE USE. 7777 Greenback Lane Design valid for use only With MiTek connectors. This design is based only upon parameters shown, and is for an individualbuilding component. Suite 109 Applicability of design paromenters and proper incorporation of component is responsibility of building designer- not tens designer. Bracing shown Citrus Heights, CA, 9561 -M is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII: Building Component d) safety Information available from Truss Plate Institute, 563 D'Onofrio Drive, Madison, WI 53719. MiTek Job Truss Truss Type Qty Ply B4110186 Plate Offsets (X,Y): f1:0 -0-2,0-0-101,f8:0-0-11,0-3-31 R15003677 TRUSS A05 COMMON 1 1 TCLL 20.0 Plates Increase 1.25 - Verf(LL) 0.18 9-11 >999 Job Reference (optional) JIVlvy I KU55, UA I NtUKAL GI I Y, UALWUMIA b.000 s FeD b 2UO3 MI fek Industries, Inc. Tue Jan 25 14:28:29 2005 Pagel 3-9-0 5-9-0 13-5-0 19-10-2 26-0-8 i 3-9-0 2-0-0 7-8-0 6.5-2 6-2-6 • scale a 1:44.2 • 4x6 MII20= 5 4.9 M1120= 14 1 1 � lu a 3x4 M1120,' 5x8 M1120= 3x4 M1120= 3x9 M1120= 3x5 M1120= 3x4 M1120= li 0 ® WARNING - Verfy design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MD -9473 BEFORE USE. 7777 Greenback Lane .s® 09 Design valid for use only with M1ek connectors. This design a based only upon parameters shown, and is for on individual building component. Suite He Applicability of design paromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Citrus Heights, CA, 9561001 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the buildingdesigner. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 5a3 D'Onofrio Drive, Madison. WI 53719. ' Tek 5-9-0 9-1-9 17-8-7 26-0-8 . I I I 5-9-0 3-4-9 8-6-13 8.4-1 Plate Offsets (X,Y): f1:0 -0-2,0-0-101,f8:0-0-11,0-3-31 LOADING (psf) SPACING 2-0-0 CSI DEFL. in (loc) I/d'efl PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.88 Verf(LL) 0.18 9-11 >999 M(120 •249/190 TCDL 15.0 Lumber Increase 1.25 BC 0.74 Vert(TL) -0.46 9-11 >677 BCLL 0.0 Rep Stress Incr NO WB 0.48 Horz(TL) 0.11 8 n/a BCDL 10.0 Code UBC97/ANS195 (Matrix) 1st LC LL Min I/defl = 360 Weight: 122 Ib • LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 1-7-8 oc purlins. BOT CHORD 2 X 4 SYP SS 'Except" BOT CHORD Rigid ceiling directly applied or 7-1-0 oc bracing. 8-10 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 SLIDER Right 2 X 4 SYP No.3 3-1-1 • REACTIONS (Ib/size) 1=2626/0-3-8, 8=1339/0-3-8 Max Harz 1=256(load case 3) Max Uplift 1=-358(load case 3), 8=-193(load case 3) FORCES (lb) - First Load Case Only TOP CHORD 1-2=-5779, 2-3=-4657, 34=-3383, 4-5=-3376, 5-6=-2718, 6-7=-2914, 7-8=-2995 BOT CHORD 1-12=5195, 11-12=4280, 10-11=2160, 9-10=2160, 8-9=2722 WEBS 5-11=1458, 5-9=525, 6-9=-297,3-12=639, 4-11=-206, 3711=-1307,2-12=-1067 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the loads generated by 80 mph winds at 25 It above ground level located 100 mi from the hurricane oceanline. ASCE 7-93 components and cladding external pressure coefficients for the interior (1) zone and 8.4 psf top chord and 6.0 psf bottom chord dead load are being used. The design assumes occupancy category 1, terrain exposure C and internal pressure coefficient condition I. If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are SCF ESS/� not exposed to wind. The lumber DOL increase is 1.33, and the plate drip increase is 1.33 3) This truss has been designed for 10.0 bottom live load live loads Table COQ N9� G. ANS a psf chord nonconcurrent with any other per No. 16-B, UBC -97. LOAD CASE(S) Standard �r1 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 �. C 17180 Z To Uniform Loads (plf) Vert: 1-8=-20.0, 3-5=-70.0, 5-8=-70.0 * EXP. 06/30/05 Trapezoidal Loads (plf) Vert: 1= -376.6 -to -3=-346.6 ST CIVIL �P 9TFaF CAI_����� January 25,2005 0 ® WARNING - Verfy design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MD -9473 BEFORE USE. 7777 Greenback Lane .s® 09 Design valid for use only with M1ek connectors. This design a based only upon parameters shown, and is for on individual building component. Suite He Applicability of design paromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Citrus Heights, CA, 9561001 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the buildingdesigner. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 5a3 D'Onofrio Drive, Madison. WI 53719. ' Tek Job Truss Truss Type Qty Ply B4110186 SPACING 2-0-0 CSI DEFL in (loc) Well PLATES GRIP R15003678 TRUSS A06 COMMON 7 1 TCDL 15.0 Lumber Increase 1.25 BC 0.76 Vert(TL) -0.39 1-9 >795 Job Reference (optional) JMW I KU55, UA I NtUKAL Ul I Y, 1,ALIFVKNIA 0.000 s t-eD b LUuJ ivii I eK Inausirle5, Inc. I ue Jan zo "14:zu:p zuvo rage l 6-11-14 13-5-0 " 19-10-2 26-0-8 6-11-14 6-5-2 6-5-2 6-2-6 Scale = 1:44.3 4x0 M1120= 3 4.4 M1120= n ° 1 30 M1120Z:� 5x0 M112011 3.4 M1120= 3x4 M1120= 3.4 M1120= 9-1-9 l /-a-/ La -U-1 9-1-9 8-6-13 8-4-1 I"t Plate Offsets (X,Y): [1:0-1-6,0-0-141,[6:0-3-15,0-1-71 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Well PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.51 Vert(LL) -0.15 1-9 >999 M1120 249/190 TCDL 15.0 Lumber Increase 1.25 BC 0.76 Vert(TL) -0.39 1-9 >795 BCLL 0.0 Rep Stress Incr YES WB 0.25 Horz(TL) 0.08 6 n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) 1st LC LL Min I/deb = 360 Weight: 112 Ib • LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 3-4-0 oc purlins. BOT CHORD 2 X 4'SYP N6.2 BOT CHORD ' . Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SYP. No.3 SLIDER Right 2 X 4 SYP No.3 3-1-1 REACTIONS (Ib/size) 1=1165/0-3-8.6=1165'/0-3-8 • Max Uplift 1=-158(load case 3), 6=-158(load case 3) FORCES , (lb) - First Load Case Only TOP CHORD 1-2=-2716, 2-3=-2387, 34=-2238, 4-5=-2448, 5-6=-2523 BOT CHORD 1-9=2508, 8-9=1691', 7-8=1691, 6-7=2288 WEBS 2-9=-456, 3-9=740, 3-7=542, 4-7=-331 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the loads generated by 80 mph winds at 25 It above ground level located 100 mi from the hurricane oceanline. ASCE 7-93 components and cladding external pressure coefficients for the interior (1) zone and 8.4 psf top chord and 6.0 psf bottom chord dead load are being used. The design assumes occupancy category I,terrain exposure C and internal pressure coefficient condition I. If end verticals or cantilevers exist,'they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-13, UBC -97. LOAD CASE(S) Standard r a January 25,2005 A WARNING - Ver((g design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE rM.7473'BEFORE USE. 7777 Greenback Lane Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 Applicability of design oramenlers and proper incorporation Citrus Heights, CA, 95610�� pp ty g p p p poration of component is responsibility of building designer -not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII quality Criteria, DSB-89 and BC5I1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onoflio Drive, Madison, WI 53719. M iTek Ell .1 L • • 0 0 n LJ L LJ V L� Job Truss Truss Type Qty. Ply B4110186 TCLL 20.0 Plates Increase 1.25 TC 0.63 Vert(LL) 0.06 9-10 >999 " R15003679 TRUSS B01 CAL HIP 1 2 BCLL 0.0 Rep Stress IncrNO WB 0.81 Horz(TL) ,0.01 8 n/a Job Reference. o tional JMW I KUbb, GA I HtUKAL GI I Y, GALIFUKNIA b.000 s I-eD D ZUU3 MI I eK Inauslries, Inc. I Lie Jan Zb 14:Zt5:3U zuuo rage 1 -2-0-0 4-10-8 ,5-5-3, 7-3.8 9.1-13 ,9-8.8, 14-7-0 16-7-0 2-0-0 4-10-8 0-6-11 1-10-5 1-10-5 0-6-11 4-10-8 2-0-0 scale = 1:31.2 4.4 M1120= 4x4 M1120= ' 3W M1120= 3x5 M112011 600 M1120= 6x10101120= 3x5 M112011 4-10-8 9.8-8 14-7-0 4-10-8 4-10-0 4-10-8 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.63 Vert(LL) 0.06 9-10 >999 M1120 249/190 TCDL 15.0 Lumber Increase 1.25 BC 0.71 Vert(TL) -0.11 9-10 >999 BCLL 0.0 Rep Stress IncrNO WB 0.81 Horz(TL) ,0.01 8 n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) 1st LC LL Min I/defl = 360 Weight: 209 Ib LUMBER BRACING ' TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 5-6-5 oc purlins, except end verticals. BOT. CHORD 2,X 6 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SYP No.3 `Except" 2-11 2 X 4 SYP No.2,' 6-8 2 X 4 SYP No.2 REACTIONS (Ib/size) 11=5106/0-3-8,8=5106/0-3-8 Max Uplift 11=-831(load case 3), 8=-831 (load case 3) FORCES (lb) - First Load Case Only TOP CHORD 1-2=49, 2-3=-5290, 34=4957,4-5=4957, 5-6=-5290, 6-7=49, 2-11=-3852, 6-8=-3852 BOT CHORD 10-11=358, 10-12=5065, 12-13=5065, 13:14=5065, 9-14=5065, 8-9=358 WEBS 3-10=1019,4-10=-188,4-9=-188,5-9=1019,2-10=5038,6-9=5038 NOTES 1) 2 -ply truss to be connected together.with 0.131"x3" Nails as follows: - Top chords connected as follows: 2 X 4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2 X 6 - 2 rows at 0-9-0 oc. Webs connected as follows: 2 X 4 - 1 roW at 0-9-0 oc. 2) Unbalanced roof live loads have been considered for this design. 3) This truss has been designed for the loads generated by 80 mph winds at 25 ft above ground level located 100 mi from the hurricane oceanline. ASCE 7-93 components and cladding external pressure coefficients for the interior (1) zone and 8.4 psf top chord and 6:0 psf bottom chord dead load are being used. The design assumes occupancy category I, terrain exposure C and . internal pressure coefficient condition I. If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other We loads per Table No. 16-13, UBC -97. 6) Girder carries tie-in span(s): 26-0-8 from 0-0-0 to 14-7-0 7) Girder carries hip end with 5-5-8 end setback 8) Special hanger(s) or connection(s) required to support concentrated load(s) 252.1 lb down and 115.71b up at 9-6-12, and 252.1 lb down and 115.71b up at 5-0-4 on top chord. Design for unspecified connection(s) is delegated to the building designer. LOAD CASE(S) Standard Continued on page 2, PROF ./ 'n A"lil C 17180 * EXP. 06/30/05 s�. cIv(� �,�P gTFaF CA�iF�� January 25,2005 ® WARNING - Ver(/g design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PACE MD -7473 BEFORE USE. 7777 Greenback Lane ff Design valid for use only with MiTek connectors. This design is based only upon porometers'shovm, and is for on individual building component. Suite109Applicability of design paromenters and proper incorporation of component is responsibility of building designer - not irus's designer. Bracing shownCitrus Heights, CA95610� is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and'brocing, consult ANSI/TPII Quality Criteria, DSB-89 and BC511 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. I elk Job Truss Truss Type Qty Ply 84110186 815003679 TRUSS .801 CAL HIP 1 -: 2 - " Job Reference optional) JMW TRUSS, CATHEDRAL CITY, CALIFORNIA 5.000 s Feb 6 2003 MiTek Industries, Inc. Tue Jan 25 14:28:30 2005 Page 2 LOAD CASE(S) 'Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 ' Uniform Loads (plf) Job Truss Truss Type Qty Ply 84110186 815003679 TRUSS .801 CAL HIP 1 -: 2 - " Job Reference optional) Vert. 1-2--70.0, 2-3=-70.0, 3-5--125.4, 5-6--70.0, 6-7--70.0, 8-11=-570.2 Concentrated Loads (lb) Vert: 3=-252.1 5=-252.1 0 • ® WARNING - Verj%y design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE MN -7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 Applicability of design paromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown _ Citrus Heights, CA, 95610 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the . erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, OW89 and BCSII Building Component MiTek® Safety Information available from Truss Plate Institute, 583 D'Onofdo Drive, Madison, WI 53719. JMW TRUSS, CATHEDRAL'CITY, CALIFORNIA 5.000 s Feb 6 2003 MITek Industries, Inc. Tue Jan 25 14:28:3U ZUUS Nage 1 -2-0-0, 7-3-8 14-7-0 2-0-0 7-3-8 7-3-8 Swle =1:27.6 Y 46 MII20= 9 7-3.8 Job Truss Truss Type City. .:• Ply B4110186, - LOADING (psf) R15003680 CSI TRUSS B02 COMMON 3 1 Plates Increase 1.25 TC 0.48 Vert(LL) -0.07 4-5 >999 M1120. 249/190 TCDL 15.0 Job Reference (optional) JMW TRUSS, CATHEDRAL'CITY, CALIFORNIA 5.000 s Feb 6 2003 MITek Industries, Inc. Tue Jan 25 14:28:3U ZUUS Nage 1 -2-0-0, 7-3-8 14-7-0 2-0-0 7-3-8 7-3-8 Swle =1:27.6 Y 46 MII20= 9 ® WARNINO - VerIfy design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE 11T-7473 BEFORE USE. 7777 Greenback Lane ®® Design valid for use only with Mitek connectors. This design is based only upon parameters shown, and is for an individual building component. - Suite 109 Applicability of design oramenters and proper incorporation of component is res Citrus Heights, CA, 95610 PP N 9 P P P rP P responsibility of building designer -not truss designer. Bracing shown , is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance,regarding fabrication, quality control, storage, delivery, erection and bracing, consul) ANSI/TPII quality Criteria, DSB•89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onoldo Drive, Madison, WI 53719. - iTek 7-3.8 14-7-0 7-3-8 7-3-8 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.48 Vert(LL) -0.07 4-5 >999 M1120. 249/190 TCDL 15.0 Lumber Increase ' 1.25 BC 0.46 Vert(TL) -0.16 . 4-5 >999 BCLL 0.0 Rep'Stress Incr YES WB 0.11 Horz(TL) 0.02 4 ri/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) 1st LC LL Min I/dell = 360 Weight: 51 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 5-2-1 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD , Rigid ceiling directly applied, or 10-0-0 oc bracing. WEBS 2 X 4 SYP No.3 REACTIONS (Ib/size) 2=808/0-3-8,4=63110-3-8 Max Horz 2=22(load case 3) Max Uplift 2=-127(load case 3), 4=-84(load case 3) • FORCES (lb) - First Load Case Only TOP CHORD 1-2=44, 2-3=-1238, 3-4=-1.234 BOT CHORD 2-5=1101, 4-5=1101 . WEBS 3-5=201 NOTES + 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the loads generated by 80 mph winds at 25 ft above ground level located 100 mi from the hurricane oceanline. ASCE 7-93 components and cladding external pressure coefficients for the interior (1) zone and 8.4 psf top • chord and 6.0 psf bottom chord dead load are being used. The design assumes occupancy category I, terrain exposure C and internal pressure coefficient condition I. If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, uec-97. Q?,oFESs/ON LOAD CASES) Standard Z C 17180 ,t EXP. 06/30/05 ST CIVIL ��P 9TFOF CACI ® WARNINO - VerIfy design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE 11T-7473 BEFORE USE. 7777 Greenback Lane ®® Design valid for use only with Mitek connectors. This design is based only upon parameters shown, and is for an individual building component. - Suite 109 Applicability of design oramenters and proper incorporation of component is res Citrus Heights, CA, 95610 PP N 9 P P P rP P responsibility of building designer -not truss designer. Bracing shown , is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance,regarding fabrication, quality control, storage, delivery, erection and bracing, consul) ANSI/TPII quality Criteria, DSB•89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onoldo Drive, Madison, WI 53719. - iTek Job Truss Truss Type Qty Ply B4110186 PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.96 R15003681 TRUSS C01 SLOPING FLAT 1 1 BC 0.37 Vert(TL) -0.21 5 >750 BCLL 0.0 Rep Stress Incr Job Reference o tional JIVIVV IKUJJ, VAI I'1CUKAL VII T, UALIr-UKNIA 6-10-8 b.uuu s he0 b ZUu3 mi I eK Inauslrles, Inc. I ue Jan ZO 14:Z8:J1 ;Mb rage 1 6-10-8 Sole = 1:23.0 0 0 • 2x6 M1120 II 2x6 M112011 6-10-8 13-9-0 6-10-8 6-10-8 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.96 Vert(LL) 0.11 5 >999 M1120 249/190 TCDL 15.0 Lumber Increase 1.25 BC 0.37 Vert(TL) -0.21 5 >750 BCLL 0.0 Rep Stress Incr YES WB 0.50 Horz(TL) 0.01 4 ' n/a BCDL 10.0 Code, UBC97/ANSI95 (Matrix) 1st LC LL Min I/dell = 360 Weight: 68 lb LUMBER BRACING TOP CHORD- 2 X 4 SYP No.2 TOP CHORD Sheathed or 4-2-14 oc purlins, except end verticals. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2.X 4 SYP No.3 'Except 6-7 2 X 6 SYP No.2 REACTIONS (Ib/size) 6=602/0-3-8,4=602%0-3-8 Max Hoa 6=68(load case 3) • Max Uplift 6=-92(load case 3), 4=-111(load case 3) FORCES (lb) - First Load Case Only TOP CHORD 1-6=-506,1-7=0, 1-2=-1926,2-3=-1926,-3-4=-506 BOT CHORD 5-6=454, 4-5=383 WEBS 2-5=-426,1-5=1487, 3-5=1564 NOTES 1) This truss has been designed for the loads generated by 80 mph winds at 25 ft above ground level located 100 mi from the hurricane oceanline. ASCE 7-93 components and cladding external pressure coefficients for the interior (1) zone and 8.4 psf top chord and 6.0 psf bottom chord dead load are being used. The,design assumes occupancy category I, terrain exposure C and internal pressure coefficient condition I. If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek "Standard Gable End Detail" 3) Provide adequate drainage to prevent water ponding. 4) Gable studs spaced at 1-4-0 oc. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-13, UBC -97. • 6) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. LOAD CASE(S) Standard 0 Cm QFtOFESS/O _ (��, r C 17180 z * EXP. 06/30/05 ST CIVIL OFCAL January 25,2005 ®, WARNING - Vertfy design parameters and READ NOTES ON THIS AND INCLUDED AUTEK REFERENCE PAGE'A177.7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with MiTek connectors. This design is based only u - suite 109 g y g y pan parameters shown, and is for an individual building component. Citrus Heights, CA, 95610 Applicability of porton par ideal a and proper incorporation al component is bracing tonresponsibility or ability d designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding tobricolion, quality control, storage, delivery, erection and bracing -consult ANSI/TPII quality Criteria, DSB-89 and BCSII Building Component MiTek® Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Job Truss Truss Type Qty Ply 134110186 6-10.8 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the BOT CHORD 5=6=454, 4-5=383 - f 13-9-0 0-5-8 815003682 TRUSS CO2- SLOPING FLAT 11 1 2-0-0 CSI DEFL in (loc) Well PLATES ' GRIP TCLL 20.0 Job Reference (optional) JMW TRU55, GA I HEDRAL GI I Y, GALII-UHNIA b.000 S t-eb 6 zuu3 Mi I ex Industries, Inc. I ue Jan Lb 14:26:32 ZUUb Yage 1 6-10-8 13-9-0 6-10-8 6-10-8 Scale = 1:23.0 66 M1120= 0 0 0 0 L 0 4[4 M112011 - Max Uplift 6=-92(load case 3), 4=-111(load case 3) ___ ••• •--- - W M1120 11 0-5-8 6-10.8 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the BOT CHORD 5=6=454, 4-5=383 - f 13-9-0 0-5-8 6.5-0 NOTES 6-10-8 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Well PLATES ' GRIP TCLL 20.0 Plates Increase 1.25 TC 0.96 Vert(LL) 0.11 5 >999 M1120 249/190 TCDL 15.0 Lumber Increase 1.25 BC 0.37 Vert(TL) -0.21 5 >750 BCLL 0.0 Rep Stress Incr YES WB 0.50 Horz(TL) 0.01 4 n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) list LC LL Min I/deft = 360 Weight: 68 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 4-2-14 oc purlins, except end verticals. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SYP No.3 'Except 677 2 X 6 SYP No.2 REACTIONS (Ib/size) 6=602/0-3-8,4=602/0-3-8 Max Horz 6=68(load case 3) - Max Uplift 6=-92(load case 3), 4=-111(load case 3) Design valid for use only with Miiek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design poromenlers and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown FORCES .(Ib) - First Load Case Only Suite 109 Citrus Heights, CA, 95610le[ TOP CHORD 1-6=-506,1-7=0, 1-2=-1926, 2-3=-1926; 3-4=-506 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the BOT CHORD 5=6=454, 4-5=383 - WEBS 2-5=-426,1-5=1487, 3-5=1564 erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding NOTES 1) This truss has been designed for the loads generated by 80 mph winds at 25 It above ground level located 100 mi from the fabrication, quality. control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component hurricane oceanline. ASCE 7-93 components and cladding external pressure coefficients for the interior (1) zone and 8.4 psf top p MOW chord and 6.0 psf bottom chord dead load are being used. The design assumes occupancy category I, terrain exposure C and internal pressure coefficient condition I. If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 4) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 6. 5) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. LOAD CASE(S) Standard y Q? S$/�� _� G: ANn ��F C 17180 G� * EXP. 06/30/05 1ST CIV►t. gTF0FCAI.IF�� January 25,2005 ® WARNING -Verify design Parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MD -7473 BEFORE USE. - 7777 Greenback Lane Design valid for use only with Miiek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design poromenlers and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Suite 109 Citrus Heights, CA, 95610le[ is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality. control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component p MOW Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive, Madison. WI 53719. - ' 0 0 • 0 • Job Truss Truss Type Qty : Ply B4110186 PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.63 R15003683 TRUSS 001 CAL HIP 1 t 1 BC 0.60 Vert(TL) -0.34 7-8 >561 ` BCLL 0.0 Job Reference (optional) JMW I KUSJ, L;A I HLUKAL LA I Y, L;ALII-VKNIA b.000 S reb b ZUU3 MI I eK Industries, Inc. I ue Jan Yb 14:26:J3 ZUUb I age 1 4-11-9 6-10-0 7-4-11, 8-7-5 ,9-2-0, 11-0-7 16-4-0 4-11-9 1-10-7 0-6-11 1-2-10 0-6-11 1-10-7 5-3-9 Scale =1:27.8 4.6 M1120= 6x8 M1120= 3x8 M1120= 3x4 M1120= 3x8 M1120= 6-10-0 9.2-0 16-4-0 6-10-0 2-4-0 7-2-0 nfsn— iv v%. f4.n n a n •I al rc-n A n n A 4m r7.n n n n n or �g 0 ® WARNING - Vertry design parameters and READ NOTES ON TRTS AND INCLUDED MITER REFERENCE'FAGE AW -7473 BEFORE USE. 7777 Greenback Lane __® Design valid for use only with M1ek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 Applicability of design oramenters and proper incorporation Citrus Heights, CA, 956101 pp ty g p p p poration of component is responsibility of building designer -not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI) quality Criteria, DSB-89 and BCSII Building Component M iTek® Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive, Madison, WI 53719. LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.63 Vert(LL) -0.14 7-8 >999 M1120 249/190 TCDL 15.0 Lumber Increase .1.25 BC 0.60 Vert(TL) -0.34 7-8 >561 BCLL 0.0 Rep Stress Incr NO WB 0.16 Horz(TL) 0.07 7 n/a BCDL 10.0 Code UBC97/ANS195 (Matrix) 1st LC LL Min I/deft = 360 Weight: 73 Ib . LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 2-7-13 oc purlins. BOT CHORD 2 X 4 SYP SS BOT CHORD Rigid ceiling directly applied or 7-6-6 oc bracing. WEBS 2 X 4 SYP No.3 SLIDER Left 2 X 4 SYP No.3 2-4-15 REACTIONS (Ib/size) 1=1629/0-3-8,.7=1601/0-3-8 • Max Uplift 1=-27.5(load case 3), 7=-262(load case 3) FORCES (lb) - First Load Case Only TOP CHORD 1-2=-3637, 2-3=-3572, 34=-3657, 4-10=-3537, 5-10=-3537, 5-6=-3744, 6-7=-3830 BOT CHORD 1-9=3338, 9-11=3574, 11-12=3574, 12-13=3574, 8-13=3574, 7-8=3562 WEBS 3-9=272, 4-9=14, 5-9=-55, 5-8=257, 6-8=38 NOTES 1) Unbalanced roof live loads have been considered for this design. • 2) This truss has been designed for the loads generated by 80 mph winds at 25 It above ground level located 100, mi from the. hurricane oceanline. ASCE 7-93 Components and cladding external pressure coefficients for the interior (1) zone and 8.4 psf top chord and 6.0 psf bottom chord dead load are being used. The design assumes occupancy category 1, terrain exposure C and internal pressure coefficient condition I. If end verticals or cantilevers exist, they,are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. ��FESS/ O 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, Cf. ANS UBC -97. �� 5) Girder carries hip end with 8-0-0 end setback • 6) Special hanger(s) or connection(s) required to support concentrated load(s) 562.41b down and 258.11b up at 9-7-4, and 562.41b down and 258.11b up at 7-6-12 on top chord. Design for unspecified connection(s) is delegated to the building designer.ITI Z fn C 17180 LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate'Increase=1.25 k EXP. 06/30/05 Uniform Loads (plo Vert: 1-4=-70.0, 4-5=-169.9, 5-7=-70.0,1-7--48.5 �T CIVl1 �Q Concentrated Loads (lb) Vert: 4=-562.4 5=-562.4 gTFQF CAL,F"'� • January 25,2005 0 ® WARNING - Vertry design parameters and READ NOTES ON TRTS AND INCLUDED MITER REFERENCE'FAGE AW -7473 BEFORE USE. 7777 Greenback Lane __® Design valid for use only with M1ek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 Applicability of design oramenters and proper incorporation Citrus Heights, CA, 956101 pp ty g p p p poration of component is responsibility of building designer -not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI) quality Criteria, DSB-89 and BCSII Building Component M iTek® Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive, Madison, WI 53719. 0 Job Truss Truss Type' Qty " Ply ' B4110186 R15003684 TRUSS D02 COMMON 6 1 3.4 MII20= - 3x8 M1120= - Job, Reference o tional JMW TRU55, CATHEDRAL CITY, GALIFUKNIA _ b.000 s FeD b ZUUS MI I eK Inaustrles, Inc. I Lie Jan Z5 14:Zt5:33 ZUub rage 1 5-8-5 8-0-0 10-3.11 16-7-0 18-7-0 • 5-8-5 2-3-11 2-3-11 6-3-5 2-0-0 Scale = 1:30.8 4.4 M1120= 3 • BOT CHORD 1-7=1306,5-7=1350 ' WEBS 2-7=-341, 3-7=679, 4-7=-398 NOTES 1) Unbalanced roof live loads'have been considered for this design. • 2) This truss has-been designed for the loads generated by 80 mph winds at 25 ft above ground level located 100 mi from'the hurricane oceanline. ASCE 7-93 components and cladding external pressure coefficients for the interior (1) zone and 8.4 psf top chord and 6.0 psf bottom chord dead load are being used. The design assumes occupancy category (,'terrain exposure C and , internal pressure coefficient condition L —If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-13, , �iOp�OF ES$/0�9 UBC -97. 4) Beveled plate or shim required to provide full bearing surface with truss chord atjoint(s) 5. �� �� C,. A/�/Q� < • LOAD CASE(S) Standard C� C 17180 z irn k EXP. 06/30/05 ST CIVIL ��P 4),- L\ -\ CAL, January 25,2005 0 ® WARNING - Ver(6 design parameters and READ NOTES ON TRIS AND INCLUDED DRTER REFERENCE PAGE MD -7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 Applicability of design paromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shaven C witrus Heights, CA, 95610 is for lateral support of individual web members only. Additional temporary bracing to insure stability during constriction is the responsibillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage. delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component •M iTek® Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. - • - — 1 7 3.4 MII20= - 3x8 M1120= - 3.4 K41120-- 8-0-0 16-1-8 16-7-0 • 8-0-0 8-1-8 0-5-8 Plate Offsets (X,Y): [1:0-0-2.0-0-131, [5:0-3-14,0-1-81 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.48 Vert(LL) -0.10 ' 5-7 >999 M1120 249/190 TCDL 15.0 Lumber Increase 1.25 BC 0.54 Vert(TL) " -0.22 5-7 >885 BCLL 0.0 Rep Stress Incr YES WB 0.22 Horz(TL) 0.03 5 n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) 1st LC LL Min I/deft = 360 Weight: 67 Ib • LUMBER BRACING TOP CHORD 2.X 4 SYP No.2 TOP CHORD - Sheathed or 4-10-6 oc purlins. , BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SYP No.3 SIN REACTIONS '(Ib/size) .1=723/0-3-8,5=89710-3-8 - Max Horz.1=-22(load case 3) • Max Uplift 1=-96(load case 3), 5=-139(load case 3) FORCES (lb) - First Load Case Only TOP CHORD 1-2=-1445,2-3=-1154, 3-4=-1154, 4-5=-1496, 5-6=44 BOT CHORD 1-7=1306,5-7=1350 ' WEBS 2-7=-341, 3-7=679, 4-7=-398 NOTES 1) Unbalanced roof live loads'have been considered for this design. • 2) This truss has-been designed for the loads generated by 80 mph winds at 25 ft above ground level located 100 mi from'the hurricane oceanline. ASCE 7-93 components and cladding external pressure coefficients for the interior (1) zone and 8.4 psf top chord and 6.0 psf bottom chord dead load are being used. The design assumes occupancy category (,'terrain exposure C and , internal pressure coefficient condition L —If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-13, , �iOp�OF ES$/0�9 UBC -97. 4) Beveled plate or shim required to provide full bearing surface with truss chord atjoint(s) 5. �� �� C,. A/�/Q� < • LOAD CASE(S) Standard C� C 17180 z irn k EXP. 06/30/05 ST CIVIL ��P 4),- L\ -\ CAL, January 25,2005 0 ® WARNING - Ver(6 design parameters and READ NOTES ON TRIS AND INCLUDED DRTER REFERENCE PAGE MD -7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 Applicability of design paromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shaven C witrus Heights, CA, 95610 is for lateral support of individual web members only. Additional temporary bracing to insure stability during constriction is the responsibillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage. delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component •M iTek® Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. - 0 L Job Truss Truss Type Qty i Ply B4110186 R15003685 TRUSS D03 COMMON 1 1 ; Job Reference (optional) JMW I KU55, GA I NEUKAL GI I Y, GALIFUKNIA -2-0-0 6-3-5 2-0-0 6-3-5 b.000 s Feo b 2uU3 MI I eK Industries, Inc. I ue Jan 2b 14:26:34 2UUb rage i 8-7-0 . 10-10-11 16-11-0 2-3-11 2-3-11 6-0-5 - - - Scale: 318'=1' 40 M1120= 4 �g • 870 8.40 LOADING (psf) SPACING 2-0-0 CSI DEFL iri (loc) I/defl PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.34 Vert(LL) -0.10 217 >999, M1120 249/190 TCDL' 15.0 Lumber Increase 1.25. BC 0.56 Vert(TL) -0.22 2-7 >916 BCLL 0.0 Rep Stress Incr YES WB 0.23 Horz(TL) 0.03 6 n/a BCDL 10.0 Code UBC97/ANS195 (Matrix) 1st LC LL Min I/dell = 360 Weight: 68 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 • TOP CHORD Sheathed or 4-9-3 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing'. WEBS 2 X 4 SYP No.3 REACTIONS (Ib/size) 2=912/0-3=8, 6=738/0-3-8 Max Horz 2=22(load case 3) Max Uplift 2=-141(load case 3), 6=-99(load case 3) FORCES (lb) - First Load Case' Only TOP CHORD 1-2=44, 2-3=-1543, 3-4=-1201, 4-5=-1203, 5-6=-1527 BOT CHORD 2-7=1394, 6-7=1393 WEBS 3-7=-399,.4-7=721, 5-7=-398 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the loads generated by.80 mph winds at 25 ft above ground level located 100 mi from the hurricane oceadline. ASCE 7-93 components and cladding external pressure coefficients for the interior (1) zone and 8.4 psf top chord and 6.0 psf bottom chord dead load are being used. The design assumes occupancy category I, terrain exposure C and internal pressure coefficient condition I. If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. Q�OF.ESS/pN LOAD CASE(S) Standard ANON �F2 �. C 17180 Z A * EXP. 06/30/05 tp clylI - 9TFOFCAOI January 25,2005 • ® WARNING - verjrg design parameters and READ NOTES ON THIS AND INCLUDED WTEE REFERENCE PAGE MU -7473 BEFORE USE. 7777 Greenback Lane �® Design valid for use only Wlh MTek connectors. This design is based only upon parameters shown, and is for an individual.building component. Suite 109 Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Citrus Heights, CA, 95610 is for lateral support of individual web members only,. Additional temporary bracing to insure stability during construction is,the responsibillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage. delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component M iTek® Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. r Job Truss Truss Type Qty . ; Ply 84110186 Plate Offsets (X Y): [2:0-2-10,0-0-21, f5:0-4-0,0-1-121 f7:0-0-9'0-1-81 LOADING (psf) SPACING 2-0-0 R15003686 TRUSS D04 CAL HIP 1 1 TC 0.67 Vert(LL) -0.16 2-9 >999 M1120 249/190 TCDL 15.0 Lumber Increase 1.25 Job Reference (optional) JMW I KUSS, L;A I HtUKAL L;I I Y, UALIFVKNIA 5.000 s Feb 6 2003 MiTek Industries, Inc. Tue Jan 25 14:28:34 2005 Page 1 -2-0.0 5-6-9 7-5-0 7r 11-11 9-2-5 -9-0 11-7-7 16-11-0 • 2-0-0 5-6-9 11-10-7 0-6-11 1-2-10 0-6-11 1-10-7 5-3-9 Scat. = 1:32.5 7 4x6 M1120= 6.8 M1120= l 3x6 M1120= - 3x4 M1120= "`�'•""�� ® WARNING - Verjfy design parameters and READ NOTES ON THIS AND INCLUDED MT'ER REFERENCE PAGE MU -7473 BEFORE USE. 7777 Greenback Lane ® Design valid for use only wilh M?ek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 Applicability of design aramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Citrus Heights, CA, 95610�� pP Y 9 P P P rP p P ty 9 9 9 9 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding tobricolion, quality control, storage, delivery, erection and bracing, consult ANSIITP11 quality Criteria, DSB•89 and 9C511 Building Component M ITek® Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. 7-5-0 9.9-0 16-11-0 . - f 7-5-0 24-0 7-2-0 Plate Offsets (X Y): [2:0-2-10,0-0-21, f5:0-4-0,0-1-121 f7:0-0-9'0-1-81 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc)• I/defl PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.67 Vert(LL) -0.16 2-9 >999 M1120 249/190 TCDL 15.0 Lumber Increase 1.25 BC 0.62 Vert(TL) -0.39 2-9 >506 BCLL 0.0 Rep Stress Incr -, NO WB 0.14 Horz(TL) 0.08 7 n/a BCDL .10.0 Code UBC97/ANSI95 (Matrix) 1st LC LL Min I/defl = 360 Weight: 74 Ib • LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD r Sheathed or 2-6-4 oc purlins. BOT CHORD 2 X 4 SYP SS BOT CHORD Rigid ceiling directly applied or 7-1-7 oc bracing. WEBS 2 X 4 SYP No.3 REACTIONS (Ib/size) 7=1695/0-3-8,2=1847/0-3-8 Max Harz 2=22(load case 3)' • Max Uplift 7=-289(load case'3), 2=-322(load case 3) FORCES (lb) - First Load Case Only TOP CHORD 1-2=44, 2-3=-41.39, 3-4=-4036, 4-10=-3865, 5-10=-3865, 5-6=-4027, 6-7=-4095 BOT..CHORD 2-9=3854, 9-11=3854, 11-12=3854, 12-13=3854, 8-13=3854, 7-8=3810 WEBS 3-9=32, 4-9=195, 5-9=1.7,5-8=196, 6-8=76 NOTES 1) Unbalanced roof live loads have been considered for this design. . 2) This truss has been designed for the loads generated by 80 mph winds at 25 ft above ground level located 100 mi from the hurricane oceanline. ASCE 7-93 components and cladding external pressure coefficients for the interior (1) zone and 8.4 psf top chord and 6.0 psf bottom chord dead load are being used. The design assumes occupancy category 1, terrain exposure C and internal pressure coefficient condition 1. If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding.FES S/C�q� 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC QQ�O G. AND -97. end �� F ;P 5) Girder carries hip with 8-0-0 end setback �� CC,p 6) Special hanger(s) or connection(s) required to support concentrated'load(s) 606.71b down and 278.41b up at 9-7-4, and 606.71b � down and 278.41b up at 7-6-12 on top chord. Design for unspecified connection(s) is delegated to the building designer. t'n Z mm W C 17180 LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 * EXP. 06/30/05 Uniform Loads (plo Vert: 1-4=-70.0, 4-5=-169.9, 5-7=-70.0, 2-7=-48.5 Concentrated ST CIVIL �P Loads (lb) gTF�F Vert: 4=-606.7 5=-606.7 CAL�F��� January 25,2005 ® WARNING - Verjfy design parameters and READ NOTES ON THIS AND INCLUDED MT'ER REFERENCE PAGE MU -7473 BEFORE USE. 7777 Greenback Lane ® Design valid for use only wilh M?ek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 Applicability of design aramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Citrus Heights, CA, 95610�� pP Y 9 P P P rP p P ty 9 9 9 9 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding tobricolion, quality control, storage, delivery, erection and bracing, consult ANSIITP11 quality Criteria, DSB•89 and 9C511 Building Component M ITek® Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. 7 • • Job Truss Truss Type Qty Ply B4110186 . 4-9.8 chord and 6.0 psf bottom chord dead load are being used. The design assumes occupancy category I, terrain exposure C and fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and SCSII Building Component . MiTek internal pressure coefficient condition I. If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are 815003687 TRUSS E01 COMMON 1 1 pF ESS/ DEFL in (loc) I/defl PLATES GRIP Q� O !`� TCLL 20.0 Plates Increase , 1.25 Job Reference (optional) JMW TRUSS, CATHEDRAL CITY, CALIFORNIA 5.000 s Feb 6 2003 MiTek Industries, Inc. Tue Jan 25 14:28:35 2005 Page 1 -2-0-0. 4-9$ 9-7-0 11-7-0 2-0-0 4-9-8 4-9-8 2-0-0 Scale n 1:22.3 40 M1120= CONN. OF GABLE STUDS BY OTHERS. 3 ld 0 ® WARNING - Verify des19n parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MU -7473 BEFORE USE. 4-9-8 9-7-0 Suite 109 Citrus Heights, CA. 95610 4.9-8 4-9.8 chord and 6.0 psf bottom chord dead load are being used. The design assumes occupancy category I, terrain exposure C and fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and SCSII Building Component . MiTek internal pressure coefficient condition I. If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 LOADING (psf) SPACING 2-0-0 CSI pF ESS/ DEFL in (loc) I/defl PLATES GRIP Q� O !`� TCLL 20.0 Plates Increase , 1.25 TC 0.31 Ven(LL) -0.01 4-6 >999 M1126 249/190 TCDL 15.0 Lumber Increase 1.25 BC 0.36 Vert(TL) -0.03 4-6 >999 plf. BCLL 0.0 Rep Stress Incr • YES WB 0.06 Horz(TL) 0.01 4 n/a LOAD CASE(S) Standard * EXP. 06/30/05 BCDL 10.0 Code UBC97/ANSI95 (Matrix) 1st LC LL Min Well = 360 Weight: 41 Ib �TF�F CAL LUMBER BRACING - TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 4-5-10 oc purlins: January 25,2005 BOT CHORD 2'X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 5-9-3 oc bracing. WEBS 2 X 4 SYP No.3 QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL- REVIEW THE INPUT OTHERS 2 X 4 SYP No.3 LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. - REACTIONS (Ib/size) '2=572/0-3-8, 4=572/0-3-8 -Max Uplift 2=-516(load case 8), 4=-516(load case 9) Max Grav 2=994(load case 5), 4=994(load case 4) • FORCES (lb) -First Load Case. Only TOP CHORD 1-2=44, 2-3=-661, 3=4=-661, 4-5=44 BOT CHORD 2-6=572, 4-6=572 WEBS 3-6=83 NOTES 11 Unbalanced roof live loads have been considered for this design 0 ® WARNING - Verify des19n parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MU -7473 BEFORE USE. 2) This truss has been designed for the (bads generated by 80 mph winds at 25 ft above ground level located 100 mi from the Design valid for use -only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicobilily,of design'poramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Suite 109 Citrus Heights, CA. 95610 hurricane'oceanline. ASCE 7-93 components and cladding external pressure coefficients for the interior (1) zone and 8.4 psf top erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding chord and 6.0 psf bottom chord dead load are being used. The design assumes occupancy category I, terrain exposure C and fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and SCSII Building Component . MiTek internal pressure coefficient condition I. If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Truss designed for wind loads in the plane'of the truss only. For studs exposed to wind (normal to the face), see MiTek pF ESS/ "Standard Gable End Detail" 4) Gable 1-4-0 Q� O !`� studs spaced at oc. C -AIV �� F2 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. • 6) This truss has been designed for a total drag load of 2492 Ib. Connect truss to resist drag loads along bottom chord from 0-0-0 to 9-7-0 for 260.0 fn plf. 4 4 p C Z M I% I t7O LOAD CASE(S) Standard * EXP. 06/30/05 . SX CIVIC �TF�F CAL January 25,2005 0 ® WARNING - Verify des19n parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MU -7473 BEFORE USE. 7777 Greenback Lane - —i—® Design valid for use -only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicobilily,of design'poramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Suite 109 Citrus Heights, CA. 95610 Js for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and SCSII Building Component . MiTek Safety Information available from Truss Plate Instilute; 583 D'Onofrio Drive, Madison, WI 53719. 0 0 • Job Truss Truss Type Qty Ply 84110186 PLATES GRIP M1120 249/190 Weight: 38 Ib LUMBER BRACING R15003688 TRUSS E02 COMMON 1 1 REACTIONS (Ib/size) 2=572/0-3-8,4=57210-3-8 Max Uplift 2=-93(load case 3), 4=-93(load case 3) Job Reference (optional) JMW TRUSS, CATHEDRAL CITY, CALIFORNIA 5.000 s Feb 6 2003 MI t ek Industries, Inc. t ue Jan 25 14:28:3b 21.11.15 Vage 1 -2-0-0 4-9-8 9-7-0 11-7-0 2-0-0 4-9-8 4-9-8 2-0-0 scale = 1:22.3 4x4 M1120= 3 la 0 ® WARNING - Verf Jy design parameters and READ NOTES ON THIS AND INCLUDED WTER REFERENCE PAGE IM -7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. suite 109 Applicability of design paramenlers and proper incorporation of component is responsibility of building designer - not friss designer. Bracing shown Citrus Heights, CA, 95610�� is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component - Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. M iTek LOADING (psf) TCLL 20.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr YES Code UBC97/ANSI95 CSI TC 0.31 BC 0.18 WB 0.06 (Matrix) DEFL, in (loc) I/defl Vert(L'L) -0.01 4-6 >999 Vert(TL) -0.03 4-6 >999 Horz(TL) 0.01 4 n/a 1st LC LL Min Waft = 360 PLATES GRIP M1120 249/190 Weight: 38 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SYP. No.3 REACTIONS (Ib/size) 2=572/0-3-8,4=57210-3-8 Max Uplift 2=-93(load case 3), 4=-93(load case 3) FORCES (lb) - First Load Case Only TOP CHORD 1-2=44.2-3=-661, 3-4=-661, 4-5=44 BOT CHORD 2-6=572, 4-6=572 WEBS 3-6=133 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the loads generated by 80 mph winds at 25 ft above ground level located 100 mi from the hurricane oceanline. ASCE 7-93 components and cladding external pressure coefficients for the interior (1) zone and 8.4 psf top chord and 6.0 psf bottom chord dead load are being used. The design assumes occupancy category I, terrain exposure C and • internal pressure coefficient condition 1. If end verticals or cantilevers exist, they are exposed to wind., If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. LOAD CASE(S) Standard - OF ESS/ O�q • �OQ� � � G. ANp lF, z T C 17180 * EXP. 06/30/05 kp CIVIC FOF CA��F� January 25,2005 0 ® WARNING - Verf Jy design parameters and READ NOTES ON THIS AND INCLUDED WTER REFERENCE PAGE IM -7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. suite 109 Applicability of design paramenlers and proper incorporation of component is responsibility of building designer - not friss designer. Bracing shown Citrus Heights, CA, 95610�� is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component - Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. M iTek 0, 0 • Job Truss Truss Type Qty Ply B4110186 SPACING 2-0-0 CSI DEFL in (loc) I/deft PLATES GRIP TCLL , 20.0 R15003689 TRUSS E03 COMMON 1 2 BC 0.61 Vert(TL) -0.07 4-5 >999 BCLL 0.0 Rep Stress Incr NO WB. 0.11 Job Reference (optional) JMW I KU55, UA I NtUKAL U I Y, I:ALII•UKNIA b.000 s t-eo b 2uUJ MI I eK industries, Inc. I ue Jan Yb 14:26:Jib 2UUb rage 1 -2-0-0 4-9-8 9-7-0 2-0-0 _ 4-9-8 4-9.8 - Scale = 1:19.0 4.4 M1120= 3 4-9-8 9-7-0 4-9-8 4-9-8 Ll FJ `J 0, WEBS' 2 X 4 SYP No.3 REACTIONS (Ib/size) -2=826/0-3-8, 4=1764/0-3-8 Max Horz 2=25(load case 3) Max Uplift 2=-130(load case 3), 4=-236(load case 3) ' 'FORCES (lb) - First Load Case Only TOP CHORD 1-2=49, 2-3=-1754, 3-4=-1724 BOT CHORD 2-5=1617, 5-6=1617,4-6=1617 WEBS 3-5=681 NOTES 1) 2 -ply truss to be connected together with 0.131 "x3" Nails as follows: Top chords connected as follows: 2 X 4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2 X 6 - 2 rows at 0-7-0 oc. Webs connected as follows: 2 X 4 - 1 row at 0-9-0 oc. 2) Unbalanced roof,live loads have been considered for this design. 3) This truss has been designed for the loads generated by 80 mph winds at 25 ft above ground level located 100 mi from the hurricane oceanline. ASCE 7-93 components and cladding external pressure coefficients for the interior (1) zone and 8.4 psf top chord and 6.0 psf bottom chord dead load are being used. The design assumes occupancy category I, terrain exposure C and internal pressure coefficient condition I. If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 5) Special hanger(s) or connection(s) required to support concentrated load(s) 1601.01b down and 217.Olb up at 8-0-12 on bottom chord. Design for unspecified connection(s) is delegated to the building designer. LOAD CASE(S) Standard f 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plo Vert: 24=-20.0, 1-3=-70.0, 3-4=-70.0 Continued on page 2 �d �OQ9�pF ESS/pN�! G. ANON. , C 17180 zrn * EXP. 06/30/05 s� CIV) �TFOFCAUF�� January 25,2005 ® WARNING - Ver(/y design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MU -7473 BEFORE USE. , 7777 Greenback Lane ��® Design valid for use only with Miiek connectors. This design is based only upon parameters shown, and is for on indiAduol'building component. Suite 109 Applicability of design paromenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Citrus.eighis, CA, 95610Elf is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component Safety Information ovadable from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. M iTek t LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft PLATES GRIP TCLL , 20.0 Plates Increase, 1.25 TC 0.24 Vert(LL) 0.03 4-5 >999 M1120 249/190 ,.TCDL 15.0 Lumber Increase 1.25 BC 0.61 Vert(TL) -0.07 4-5 >999 BCLL 0.0 Rep Stress Incr NO WB. 0.11 Horz(TL) 0.01 4 ri/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) 1st LC LL Min Well = 360 Weight: 85 Ib LUMBER BRACING ,.TOP CHORD 2.X 4 SYP No.2 TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2 X 6 SYP No.2. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. Ll FJ `J 0, WEBS' 2 X 4 SYP No.3 REACTIONS (Ib/size) -2=826/0-3-8, 4=1764/0-3-8 Max Horz 2=25(load case 3) Max Uplift 2=-130(load case 3), 4=-236(load case 3) ' 'FORCES (lb) - First Load Case Only TOP CHORD 1-2=49, 2-3=-1754, 3-4=-1724 BOT CHORD 2-5=1617, 5-6=1617,4-6=1617 WEBS 3-5=681 NOTES 1) 2 -ply truss to be connected together with 0.131 "x3" Nails as follows: Top chords connected as follows: 2 X 4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2 X 6 - 2 rows at 0-7-0 oc. Webs connected as follows: 2 X 4 - 1 row at 0-9-0 oc. 2) Unbalanced roof,live loads have been considered for this design. 3) This truss has been designed for the loads generated by 80 mph winds at 25 ft above ground level located 100 mi from the hurricane oceanline. ASCE 7-93 components and cladding external pressure coefficients for the interior (1) zone and 8.4 psf top chord and 6.0 psf bottom chord dead load are being used. The design assumes occupancy category I, terrain exposure C and internal pressure coefficient condition I. If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 5) Special hanger(s) or connection(s) required to support concentrated load(s) 1601.01b down and 217.Olb up at 8-0-12 on bottom chord. Design for unspecified connection(s) is delegated to the building designer. LOAD CASE(S) Standard f 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plo Vert: 24=-20.0, 1-3=-70.0, 3-4=-70.0 Continued on page 2 �d �OQ9�pF ESS/pN�! G. ANON. , C 17180 zrn * EXP. 06/30/05 s� CIV) �TFOFCAUF�� January 25,2005 ® WARNING - Ver(/y design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MU -7473 BEFORE USE. , 7777 Greenback Lane ��® Design valid for use only with Miiek connectors. This design is based only upon parameters shown, and is for on indiAduol'building component. Suite 109 Applicability of design paromenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Citrus.eighis, CA, 95610Elf is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component Safety Information ovadable from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. M iTek • JobTruss Truss Type Qty Ply 84110186• n R15003689 TRUSS E03 COMMON' 1 L " Job Reference (optional) JMW TRUSS, CATHEDRAL CITY, CALIFORNIA 5.000 s Feb 6 2003 MiTek Industries, Inc. Tue Jan 25 14:28:36 2005 Page 2 LOAD CASE(S) Standard • ' _ Concentrated Loads (Ib) .Vert: 6=-1601.0 e • t ® WARNING - Verjry design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MU -7473 BEFORE USE. 7777 Greenback Lane ��® Design valid for use only with M7ek connectors. This design a based only upon for an individual building component. g y g y po parameters shown, building Applicability of design parvidual rs and proper incorporation of component is responsibility of building designer - not buss designer. Bracing shown is for Suite 109 ' Citrus Heights, CA, 95610 lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII quality Criteria, DSB-89 and BCSII Building Component - - A M Safety Information available from Truss Plate Institute. 583 D'Cnofrio Drive, Madison, WI 53719. ' iTek 0 r \ U 0 0 n U � � iib 10 10 Job Truss Truss Type Qty Ply B4110186 PLATES GRIP TCLL 20.0 Plates Increase - 1.25 TC 0.48 R15003690 TRUSS ET01 COMMON 2 t 1 BC 0.46 Vert(TL) -0.14 2-6 >999 BCLL 0.0 Rep Stress Incr Job Reference (optional) JM1N I ROSS, CA I HEURAL CITY, Y, CALIFORNIA 5.000 s Feb 6 2003 MiTek ex Industries, mc. .l ue Jan 25 14:28:36 2005 rage T -2-0-0 7-6-0 15-0-0 17-0-0 2-0-0 7-6-0 7-6-0 2-0-0 Scale = 1:31.1 1 44 M1120= CONN. OF GABLE STUDS BY OTHERS. 3 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl PLATES GRIP TCLL 20.0 Plates Increase - 1.25 TC 0.48 Vert(LL) -0.06 2-6 >999 M1120 249/190 TCDL 15.0 Lumber Increase 1.25 BC 0.46 Vert(TL) -0.14 2-6 >999 BCLL 0.0 Rep Stress Incr YES WB 0.11 Horz(TL) , 0.02 4 n/a BCDL 10.0 Code UBC97/ANS195 (Matrix) 1st LC LL Min I/deft = 360 Weight: 68 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 5-3-1 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing: WEBS 2 X 4 SYP No.3 OTHERS 2 X 4 SYP No.3 REACTIONS (Ib/size) 2=815/0-3-8,4=815/0-3-8 Max Uplift 2=-126(load case 3), 4=-126(load case 3) FORCES (Ib) - First Load Case Only TOP CHORD 1-2=44, 2-3=-1228, 3-4=-1228, 4-5=44 BOT CHORD 2-6=1088, 4-6=1088 WEBS 3-6=191 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the loads generated by 80 mph winds at 25 ft above ground level located 100 mi from the hurricane oceanline. ASCE 7-93 components and cladding external pressure coefficients for the interidr (1) zone and 8.4 psf top chord and 6.0 psf bottom chord dead load are being used. The design assumes occupancy category 1, terrain exposure C and internal pressure coefficient condition I. If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Truss designed for wind loads in the plane of the truss only. For studs_ exposed to wind (normal to the face), see MiTek "Standard Gable End Detail" 4) Gable studs spaced at 1-4-0 oc. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-13, UBC -97. LOAD CASE(S) Standard o 9?pFESS/p 9 -�C17180 L� * EXP. 5 CIV 11. 9TFOFCALIF�� January 25,2005 WARNING - Ver(ry design parameters and READ NOTES ON TNIS AND INCLUDED MITER REFERENCE PAGE MN -7473 BEFORE USE.7777 Greenback Lane Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for on individual building component. -Suite 109Applicability of design poramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Citrus Heights, CA, 9561US is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consul[ ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component M iTek� Safety Information available from Truss Plate Inslitute, 583 D'Onofrio Drive, Madison, WI 53719. W 0 • Job Truss Truss Type Qty Ply • 64110186 ,.. 7-6-0 .7-6-0 - R15003691 TRUSS ET02 COMMON- 2 1 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Job Reference (optional) JMW TRUSS, CATHEDRAL CITY, CALIFORNIA 5.000 s Feb 6 2003 MiTek Industries, Inc. Tue Jan 25 14:28:36 2005 Page 1 -2-0-0 7-6-0 15-0-0 17-0-0 2-0-0. 7-6-0 7-6-0 2-0-0 Scale = 1:31.1 ` r 4A M1120= ' • WARNING • Ver(ry design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MU.7473 BEFORE USE. 7777 Greenback Lane ® Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 Applicability of design oramenters and proper incorporation of component is res Citrus Heights, CA, 95610�� pp y g p p p rp p _ responsibility of building designer •not buss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB•89 and BCSII Building Component rdb Safety Information available from Truss Plate Institute, 583 D'Onofrlo Drive, Madison, WI 53719. _ MiTek U4 M1120 11 7-6-0 15-0-0 7-6-0 .7-6-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl F PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.48 Vert(LL) -0.06 2-6 >999 - M1120 249/190 TCDL 15.0 Lumber Increase 1.25 BC 0.46 Vert(TL) -0.14 2-6 >999 „ BCLL 0.0 Rep Stress Incr YES WB 0.11 Horz(TL) 0.02 4, n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix)- 1st LC LL Min I/deb = 360 Weight: 56 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 5-3-1 oc purlins. BOT CHORD 2 X 4 SYP No.2 - BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SYP No.3 REACTIONS (Ib/size) 2=815/0-3-8,4=815/0-3-8 a . Max Uplift 2=-726(load case 3), 4=-126(load case 3) ` FORCES (lb) - First Load Case Only TOP CHORD 1-2=44,2-3=-1228.3-4=-1228,4-5=44 BOT CHORD 2-6=1088,4-6=1088 WEBS 3-6=191 , NOTES ti 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the loads generated by 80 mph winds at 25 ft above ground level located 100 mi from the - hurricane oceanline. ASCE 7-93'components and cladding external pressure coefficients for the interior (1) zone and 8.4 psf top chord and 6.0 psf bottom chord dead load are being used. The design assumes occupancy category 1, terrain exposure C and internal pressure coefficient condition 1.If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 �, 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. LOAD CASE(S) Standard �OQ?,QFESS/o�9� G 17180 .z * . EXP. 06/30/05 1ST CIVIC • WARNING • Ver(ry design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MU.7473 BEFORE USE. 7777 Greenback Lane ® Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 Applicability of design oramenters and proper incorporation of component is res Citrus Heights, CA, 95610�� pp y g p p p rp p _ responsibility of building designer •not buss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB•89 and BCSII Building Component rdb Safety Information available from Truss Plate Institute, 583 D'Onofrlo Drive, Madison, WI 53719. _ MiTek 0 • N n u 0 0 Job Truss Truss Type Qty Ply B4110186 TCLL 20.0 Plates Increase 1.25 TC 0.22 Vert(LL) 0.04 6 >999 815003692 TRUSS F01 CAL HIP 1 6 >999 BCLL 0.0 Rep Stress Incr NO WB 0.20 .2 4 n/a Job Reference (optional) JIVIVV I KULJ, UA 1 I'1tUKAL U I T, UALIt-UKNIA b.uuu s I-eD to zuu;! MI I eK InOusineS, Inc. I ue Jan Zb 14:Zt3:3/ ZUUb rage 1 3-3-0 3-9-11 , 6-3-5 6-10-0 10-1-0 , , r 3-3-0 0-6-11 2-5-10 0-6-11 3-3-0 Smle = 1:16.8 6x8 WIN= 40 M1120 -- 3x5 M1120= 3-3-0 6-10-0 10-1-0 3-3-0 3-7-0 T 3-3-0 3x4 M1120= LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.22 Vert(LL) 0.04 6 >999 M1120 249/190 TCDL 1'5.0 Lumber Increase 1.25 BC 0.97 Vert(TL) -0.08 6 >999 BCLL 0.0 Rep Stress Incr NO WB 0.20 Horz(TL) 0.02 4 n/a - BCDL 10.0 Code UBC97/ANSI95 (Matrix) 1st LC LL Min I/def] = 360 Weight: 95 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2 X 6 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SYP No.3 REACTIONS (Ib/size) 1=2120/0-3-8,4=981/0-3-8 Max Uplift 1=-363(load case 3), 4=-170(load case 3) FORCES (lb) - First Load Case Only TOP CHORD 1-2=-4535, 2-7=-2658, 3-7=-2658, 3-4=-2852 BOT CHORD 1-8=4348, 6-8=4348, 6-9=4153, 9-10=4153, 10-11=4153,5-11=4153,4-5=2716 WEBS 2-6=1254, 2-5=-1548.3-5=373 NOTES 1) 2 -ply truss to be connected together with 0.131"x3" Nails as follows: Top chords connected as follows: 2 X 4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2 X 6 - 2 rows at 0-6-0 oc. Webs connected as follows: 2 X 4 - 1 row at 0-9-0 oc. 2) Unbalanced roof live loads have been considered -for this design. 3) This truss has been designed for the loads generated by 80 mph winds at 25 ft above ground level located 100 mi from the hurricane oceanline. ASCE 7-93 components and cladding external pressure coefficients for the interior (1) zone and 8.4 psf top chord and.6.0 psf bottom chord dead load are being used. The design assumes occupancy category I, terrain exposure C and .internal pressure coefficient condition I. If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 4) Provide adequate drainage to prevent water ponding. 5) This truss, has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 6) Special hanger(s) or connection(s) required to support concentrated load(s) 104.41b down and 47.91b up at 6-8-4, and 104.41b down and 47.91b up at 34-12 on top chord, and 1847.01b down and 312.61b up at 2-0-4 on bottom chord. Design for - unspecified connection(s) is delegated to the building designer. LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Continued Vert: ge 2 -70.0, 2-3=-97.0, 3-4=-70.0, 1-4=-27.7 )FESS/0 " C 17180 �� CIVI ,t EXP. 06/30/05 January 25,2005 WARN[NO • Vertry design parameters and READ NOTES ON TRIS AND INCLUDED MITER REFERENCE PAGE 111]1I.7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with MTek connectors. This design is based on upon Suite 109 9 Y 9 N e parameters shown. and a for on individual s design component. Citrus Heights, CA, 95610�� Applicability of design paramenters and proper incorporation of component is responsibility of building designer -not buss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and SCSI I Building Component. M ITek® Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. C Job , _ Truss Truss Type Qty Ply 84110186 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the i erector.' Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding 815003692 TRUSS F01, CAL HIP .•; 1 � Job Reference (optional) JMW TRUSS, CATHEDRAL CITY, CALIFORNIA LOAD CASES) Standard Concentrated Loads (Ib) Vert: 2=-104.4 3=-104.4 8=-1847.0 5.000 s Feb 62003 MiTek Industries, Inca Tue Jan 25 14:28:37 2005 Page.2 ® WARNING - Ver(fy design parameters and BEAD NOTES ON THIS AND INCLUDED MITES REFERENCE PAGE MN -7473 BEFORE USE. Design volid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. 2 7777 Greenback Lane Suite 109 Citrus Heights. CA, 95610MI Applicability of design pdromenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the i erector.' Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding ® WARNING - Ver(fy design parameters and BEAD NOTES ON THIS AND INCLUDED MITES REFERENCE PAGE MN -7473 BEFORE USE. Design volid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. 2 7777 Greenback Lane Suite 109 Citrus Heights. CA, 95610MI Applicability of design pdromenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the ® WARNING - Ver(fy design parameters and BEAD NOTES ON THIS AND INCLUDED MITES REFERENCE PAGE MN -7473 BEFORE USE. Design volid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. 7777 Greenback Lane Suite 109 Citrus Heights. CA, 95610MI Applicability of design pdromenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector.' Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII•Bullding Component MITek® Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. 0 n ►J ti Job Truss Truss Type Qty Ply 84110186 CSI DEFL in (loc) I/dell PLATES GRIP TCLL 20.0' Plates Increase 1.25 815003693 TRUSS G01 CAL HIP' 1 2 Vert(TL) -0.88 12-14 >415 BCLL 0.0 Rep Stress Incr NO WB 0.45 Horz(TL) 0.19 9 n/a Job Reference (optional) JMW I KU55, GA I HtUKAL GI I Y, UALII-UKNIA b.000 s heb b 2Uu3 MI I ex Industries, Inc. I ue Jan Zb 14:28:36 2UUb Nage 1 7-11-11 25-1-7 -2-0-0 , 5-6-9 , 7-5-0 , 12-8-5 1 17-11-11 1 22-8-5 23-310 30-8-0 , 32-8-0 , Stale 1:57.9 2-0-0 5-6-9 1-10-7 4-8-10 5-3-5 .4-8-10 0-6-11 5-6-9 2-0-0 0-6-11 1-10-7 7x8 M1120Hi 4rin 10 M112011 30 M1120= 7x8 M1120H,' 3x9 M1120= 15 20 21 14 13 12 22 23 11 3x9 M1120= 3x4 M1120= 3x8 M1120= 400 M1120H= 3x5 M1120= 3x4 M1120= 7-5-0 12-8-5 17-11-11 23-3-0 30-8-0 1 • 7-5-0 5-3.5 5-3-5 5-3-5 7-5-0 Plate Offsets (X Y): [13:0-5-0,Edge) LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell PLATES GRIP TCLL 20.0' Plates Increase 1.25 TC 0.71 Vert(LL) 0.46 12-14 >788 M1120 249/190 TCDL 15.0 Lumber Increase 1.25 BC 0.96 Vert(TL) -0.88 12-14 >415 BCLL 0.0 Rep Stress Incr NO WB 0.45 Horz(TL) 0.19 9 n/a f1.1 BCDL 10.0 Code UBC97/ANS195 (Matrix) 1st LC LL Min I/deft = 360 Weight: 289 Ib • LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 3-3-5 oc purlins. BOT CHORD 2 X 4 SYP No.1 BOT CHORD Rigid ceiling directly applied or 9-0-0 oc bracing. WEBS 2 X 4 SYP No:3 REACTIONS (Ib/size) 2=3430/0-3-8, 9=3430/0-3-8 Max Uplift 2=-663(load case 3), 9=-663(load case 3) FORCES (lb) - First Load Case Only TOP CHORD 1-2=44, 2-3=-8870, 3-4=-9181, 4-16=-11420,16-17=-1 1420, 5-17=-11'420, 5-6=-11420, 6-18=-11426, 18-19=-11426,7-19=-11426,7-8=-9180,8-9=-8869,9-10=44 BOT CHORD 2-15=8310, 15-20=8935, 20-21=8935, 14-21=8935, 13-14=11426, 12-13=11426, 12-22=8933, 22-23=8933, 11-23=8933, 9-11=8310 WEBS 3 -15=831,4 -15= -230,4 -14=2742,5 -14=-924,6-14=-7,6-12=-926,7-12=2751,7-11=-231,8-11=829 0 �J 0 n NOTES 1) 2 -ply truss to be connected together with 0.131 "x3" Nails as follows: Top chords connected as follows: 2 X'4- 1 row at 0-5-0 oc. Bottom chords connected as follows: 2 X 4 - 1 row at 0-9-0 oc. Webs connected as follows: 2 X'4 - 1 row at 0-9-0 oc. 2) Unbalanced roof live loads have been considered for this design. 3) This truss has been designed for the loads generated'by 80 mph winds at 25 ft above ground level located 100 mi from the ESS/ON9 hurricane oceanline. ASCE 7-93 components and cladding external.pressure coefficients for the interior (1) zone and 8.4 psf top �OQ�OF chord and 6.0 psf bottom chord dead load are being used. The design assumes occupancy category I,,terrain exposure C and internal pressure coefficient condition I. If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 4) Provide adequate drainage to prevent water ponding. f1.1 5) All plates are MT20 plates unless otherwise indicated. C 17180 z 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. * EXP. 06/30/05 7) Girder carries hip end with 8-0-0 end setback and tie-in span of 2-0-0 from subgirder. 8) Special hanger(s) or connection(s) required to support concentrated load(s) 700.01b down and 321.31b up at 22-8-0, and 700.01b down and 321.31b up at 8-0-0 on top chord. Design for unspecified connection(s) is delegated to the building designer. sJ` CIV 1- 9TFOF LOAD CASES S(�ndard Continued on�r�ge CAU1 January 25;2005 ®. WARNING - Verf ry design parameters and READ NOTES ON -THIS AND INCLUDED MUTER REFERENCE PAGE MH -7473 BEFORE USE. 7777 Greenback Lane Design valid for use only wilh MTek connectors. This design is based only upon parameters shown, and is for an inclMduat building component. Suite 109 Applicability of design poramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Citrus Heights, CA, 95610m� is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the ' erector. Additional permanent,bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Crlferla, DSB-89 and'BC511 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. 1 Tek • ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITES REFERENCE PAGE •MD•7473 BEFORE USE. 7777 Greenback Lane s® Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Job Truss Truss Type erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Qty Ply 84110186 Safety Information available from Truss Plate Institute. 5133 D'Onofdo Drive, Madison, WI 53719. R15003693 TRUSS GOV CAL HIP 1 2 Job Reference (optional) JMW TRUSS, CATHEDRAL CITY,.CALIFORNIA 5.000's Feb 6 2003 MiTek Industries, Inc. Tue Jan 25 14:28:38 2005 Page 2 LOAD CASES) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 • Uniform Loads (plo Vert: 1-4=-70.0,4-7=-169.9; 7-10=-70.0, 2-9=-48.5 Concentrated Loads (Ib) Vert: 16=-700.0 19=-700.0 • r • j w ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITES REFERENCE PAGE •MD•7473 BEFORE USE. 7777 Greenback Lane s® Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Suite 109 - Citrus Heights, CA, 95610�� is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding 'fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component MiTek" Safety Information available from Truss Plate Institute. 5133 D'Onofdo Drive, Madison, WI 53719. 0 0 Job Truss Truss Type Qty ' " Ply 84110186 5-11-0 5-11-0 9.5-0 • R15003694 TRUSS G02 CAL HIP 1 1 LOADING (psf) SPACING Job Reference (optional) Itli8Pi/rI:11111bY•`l[el_\I:1:191:7_1Well I ilIC1 5.000 s Feb 6 2003 MiTek Industries, Inc. Tue Jan 2514:28:38 2005 Page 1 1 6-3-14 1 9-2-0 918-11 15-1-0 20-5.5 21-010 23-10-2 30-5-0 32-5-0 , 6-3-14 2-10-2 0-6-11 541-5 5A-5 0-6-11 2-10-2 6-6-14 2-0-0 swle = 1:55.0 a 0n1-79- 6x8 M1120= 1x4 M1120 11 8x8 M1120= • 3x8 M11zu% 11 lu a 4x8 MIIzu— 3.4 M1120= 5x8 M1120= 3x4 M1120= ' 9-2-0 15-1-0 21-0-0 30.5-0 9-2-0 5-11-0 5-11-0 9.5-0 • Plate Offsets (X,Y): [1:0 -0 -9,0 -1 -81,[3:0 -4-0,0-1-121,[5:0-4-0,0-1-121,[7:0-2-10,0-0-21,(10:0-4-0,0-3-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.65 Vert(LL) 0.30 10 >999 'M1120 249/190 TCDL 15.0 Lumber Increase 1.25 BC 1.00 Vert(TL) -0.57 9-10 >630 BCLL 0.0 Rep Stress Incr NO WB 0.28 ' Horz(TL) 0.15 7 n/a , BCDL 10.0 Code UBC97/ANSI95 (Matrix) 1st LC LL Min I/defl = 360 Weight: 138 Ib • LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 2-7-9 oc purlins. BOT CHORD 2 X 4 SYP No.2 'Except' BOT CHORD Rigid ceiling directly applied or 7-4-14 oc bracing. 1-10 2 X 4 SYP NoA WEBS 2 X 4 SYP No.3 REACTIONS (Ib/size) 1=1573/0-3-8,7=1734/0-3-8. Max Horz 1=-22(load case 3) 0 Max Uplift 1=-302(load case 3)', 7=-340(load case 3) FORCES (lb) - First Load Case Only TOP CHORD 1-2=-3912, 2-3=-3746, 3-12=4232, 12-13=-4232, 4-13=4232, 4-14=4232, 14-15=-4232, 5-15=4232, 5-6=-3770, 6-7=-3976, 7-8=44 BOT CHORD 1-11=3632, 10-11=3565, 9-10=3589, 7-9=3690 WEBS 2-11=-69, 3-11=234, 3-10=755,4-10=-623, `5-10=728, 5-9=248, 6-9=-110 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Thi's truss has been designed for the loads generated by 80 mph winds at 25 tt above ground level located 100 mi from the hurricane oceanline. ASCE 7-93 components and cladding external pressure coefficients for the interior (1) zone and 8.4 psf top - chord and 6.0 psf bottom chord dead load are being used. The design assumes occupancy category I, terrain exposure C and internal pressure coefficient condition I. If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are �QFESS/p not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 COQ NQS 3) Provide adequate drainage to prevent water ponding. Ci. ANS F 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, 2C UBC -97. . 5) Girder carries tie-in spans of 2-0-0 from front girder and 4-0-0 from back girder 1n 6) Special hanger(s) or connection(s) required to support concentrated load(s) 102.41b down and 47.01b up at 20-8-0, and 102.41b C 17180 Z T down and 47.01b up at 10-0-0 on top chord. Design for unspecified connection(s) is delegated to the building designer. * LOAD CASE(S) Standard'. EXP. 06/30/05 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform.Loads(plf) �T CIVIL �P Vert: 1-3=-70.0, 3-12=770.0, 13-14=-105.0, 5-15=-70.0, 5-8=-70.0,1-7=-20.0 gTF�F CAL�F��� . Continued on page 2 January 25,2005 ® WARNING - Ver((y design parameters and READ NOTES ON THIS AND INCLUDED MITES REFERENCE PAGE INH -7473 BEFORE USE. 7777 Greenback Lane mss® Design valid for use only with MiTek connectors. This design k based only upon parameters shown, and is for an individual building component. Suite 109 Applicability of design oramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracin shown Citrus Heights, CA, 95610�� PP Y 9 P P P P P P N 9 99 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Componentall Safety Information available from Truss Plate Institute, 583 D'Onoloo Drive, Madison, WI 537)9. MiTek Job ® WARMNO • Ver{jy design parameters and READ.NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MU -7473 BEFORE USE. 7777 Greenback Lane Suite 109 Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Citrus Heights, CA, Applicability of design paramenters and proper incorporation of component is responsibility of building designer -not buss designer. Bracing shown 95610�� is for lateral support of individual web members only. Additional temporary bracing to insure stability during corlstruclion is the responsibillity, of the ' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding , fabrication, quality control, storage, delivery, erection and bracing, consul) ANSI/TPII Quality Criteria, DSB•89 and BCSII Building Component Safety ofrom Informatin• available Truss Plate Institute, 583 D'Onofrio Drive, Madison, MiTek® Truss Truss Type Qty ,Ply B4110186 • - •R15003694 TRUSS G02 CAL HIP 1. 1 Job Reference (optional) JMW TRUSS, CATHEDRAL CITY, CALIFORNIA 5.000 s Feb 6 2003 MiTek Industries, Inc. Tue Jan 25 14:28:38 2005 Page 2 . LOAD CASE(S) Standard Concentrated Loads (lb) . • Vert: 12=-102.4 15=-102.4 Trapezoidal Loads (plf) Vert: 12= -70.0 -to -13= -105.0,14= -105.0 -to -15=-70.0 • • r Job ® WARMNO • Ver{jy design parameters and READ.NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MU -7473 BEFORE USE. 7777 Greenback Lane Suite 109 Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Citrus Heights, CA, Applicability of design paramenters and proper incorporation of component is responsibility of building designer -not buss designer. Bracing shown 95610�� is for lateral support of individual web members only. Additional temporary bracing to insure stability during corlstruclion is the responsibillity, of the ' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding , fabrication, quality control, storage, delivery, erection and bracing, consul) ANSI/TPII Quality Criteria, DSB•89 and BCSII Building Component Safety ofrom Informatin• available Truss Plate Institute, 583 D'Onofrio Drive, Madison, MiTek® Truss Truss Type Qty ,Ply B4110186 • - •R15003694 TRUSS G02 CAL HIP 1. 1 Job Reference (optional) WI 53719. 9 • Job Truss Truss Type Qty Ply B4110186 CSI DEFL in (loc) Well PLATES • GRIP R15003695 TRUSS G03 CAL HIP 1 1 TCDL 15.0 Lumber Increase 1.25 BC 0.92 Vert(TL) -0.65 7 >45 'Job Reference (optional) JMW TRUSS, CATHEDRAL CITY, CALIFORNIA 5.000 s Feb 6 2003 MiTek Industries, Inc. Tue Jan 25 14:28:39 2005 Page 1 ` { T 6-3-14 9-2-0 11-8-11 15-1-0 18-5-5 21-0-0 23-10-2 30-5-0 32-5-0 6-3-14 2-10-2 2-6-11 3-0-5 3A-5 2-6-11 2-10.2 6.6-14 2-0-0 * - Scala = 1:55.2 ` - 5x8 M1120\\ .4 7 x a 3x4 M1120= 5x8 M1120= 3x4 M1120= y 9-2.0 15-1-0 21-0-0 30-5-( 9-2-0 5-11-0 5-11-0 9-5-0 ® WARNING - Verify design parameters and READ NOTES ON THIS AND LUCWDED MITER REFERENCE PAGE MU -7473 BEFORE USE. 7777 Greenback Lane ® Design valid,for use only with Mifek connectors. This design is based only upon parameters shown, and is for an individual building component. suite 109 Applicability of design aromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Citrus Heights, CA, 95610M1 PP l 9 P P P p P gt Y 9 9 9 9 is for lateral support of.individual web members only. Additional temporary bracing to insure stability during construction is the responsibillityof the . erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fobricolion, quality control, storage, delivery, erection and bracing. consult ANSI/TPII quality Criteria, DSB-89 and BCSII. Building Component Safety Informotion available from Truss Plate institvte, 583 D'Onofrio Drive, Madison, WI 53719. ' Tek L Plate Offsets (X,Y): f12:0-4-0,0-3-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Well PLATES • GRIP TCLL ' 20.0 Plates Increase 1.25 TC 0.70 Vert(LL) 0.26 12 >999 M1120 249/190 TCDL 15.0 Lumber Increase 1.25 BC 0.92 Vert(TL) -0.65 7 >45 BCLL 0:0 ., Rep, 'Stress Incr YES WB 0.24 Horz(TL) 0.14 9 n/a BCDL• 10.0 Code UBC97/ANS185 (Matrix) - 1st LC LL Min I/dell = 360 Weight: 145 Ib • LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 2-11-4 oc purlins. Except: BOT CHORD 2'X 4 SYP No.2 2-4-0 oc bracing: 3-6 WEBS 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 8-6-6 oc bracing. REACTIONS (Ib/size) 1=1423/0-3-8, 9=1586/0-3-8 Max Harz 1=-22(load case 3) • Max Uplift 1=-240(load Case 3), 9=-279(load case 3) FORCES (lb) - First Load Case Only TOP CHORD 1-2=-3472, 2-3=-3289, 3-4=-62, 3-14=-3622, 5-14=-3622, 5-15=-3622, 6-15=-3622, 6-7=-62, 6-8=-3309, 8-9=-3527, 9-10=44 ; BOT CHORD 1-13=3219, 12-13=3127, 11-12=3148, 9-11=3266 WEBS 2-13=-98, 3-13=249, 3-12=560, 5-12=440, 6-12=537, 6-11=260, 8-11=-131 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has.been designed for the loads generated by 80 mph winds at 25 ft above ground level located 100 mi from the hurricane oceanline. ASCE 7-93 components and cladding external pressure coefficients for the interior (1) zone and '8.4 psf top chord and 6.0 psf bottom chord dead load are being used. The design assumes occupancy category I, terrain exposure C and internal pressure coefficient condition I.If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 ESS/ON 3) Provide adequate drainage to prevent water ponding. Q/,CF /�/V 9 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, ��� C,. F UBC -97. 5) Design assumes 4x2 (flat orientation) puffins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. • Z LOAD CASEStandard tr 7S) 17180 C 1 I 1 HO M * EXP. 06/30/05 clvl\- 9TFOFCAOF ® WARNING - Verify design parameters and READ NOTES ON THIS AND LUCWDED MITER REFERENCE PAGE MU -7473 BEFORE USE. 7777 Greenback Lane ® Design valid,for use only with Mifek connectors. This design is based only upon parameters shown, and is for an individual building component. suite 109 Applicability of design aromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Citrus Heights, CA, 95610M1 PP l 9 P P P p P gt Y 9 9 9 9 is for lateral support of.individual web members only. Additional temporary bracing to insure stability during construction is the responsibillityof the . erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fobricolion, quality control, storage, delivery, erection and bracing. consult ANSI/TPII quality Criteria, DSB-89 and BCSII. Building Component Safety Informotion available from Truss Plate institvte, 583 D'Onofrio Drive, Madison, WI 53719. ' Tek L 0 • lJ L7 Job Truss Truss Type Qty Ply B4110186 2) This truss has been designed for the loads generated -by 80 mph winds at 25 It above ground level located 100 mi from the Plate Offsets (X,Y): f1:0-0-9,0-1-81, f3:0-4-0,0-1-121, R15003696 TRUSS G04 CAL HIP 1 1 CSI DEFL in (loc) I/defl PLATES GRIP 3) Provide adequate drainage to prevent water ponding. Job Reference (optional) JMW TRUSS, CATHEDRAL CITY, CALIFORNIA 5.000 s Feb 6 2003 MiTek Industries, Inc. Tue Jan 25 14:28:39 2005 Page 1 6-8-5 13-2-0 11a-8-11 16-5-5 17-010 23-5-11 30.5.0 32.5-0 , 6-8-5 6-5-10 0-6-11 2-8-10 0-6-11 6-5-11 6-11-6 2-0-0 Scale = 1:55.0 6x8 M1120= 4x5 M1120= 3.0 wuu— lL 11 1V e e 4x0 MIUU- 1x4 M112011 3x0 M1120= 3x4 M1120= 3x8 M1120= 1.4 M112011 I� REACTIONS (Ib/size) 1=1551/0-3-8,6=1712/0-3-8 Max Harz 1=-22(load case 3) • Max Uplift 1=-280(load case 3), 6=-318(load case 3) FORCES (lb) - First Load Case Only TOP CHORD 1-2==3940, 2-3=-3146, 3-13=-2936, 13-14=-2936, 14-15=-2936, 4-15=-2936, 4-5=-3156, 5-6=-3973,6-7=44 BOT CHORD 1-12=3645,11-12=3645, 10-11=2926, 9-10=2926,8-9=3685, 6-8=3685 WEBS 2-12=157,2-111=452, 3-11=353,3-9=15,4-9=362, 5-9=-785,5-8=140 6.8-5 6-5-10 3-10-0 6-5-11 6-11-6 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the loads generated -by 80 mph winds at 25 It above ground level located 100 mi from the Plate Offsets (X,Y): f1:0-0-9,0-1-81, f3:0-4-0,0-1-121, f6:0-2-10,0-0-21 chord and 6.0 psf bottom chord dead load are being used. The design assumes occupancy category I, terrain exposure C and LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl PLATES GRIP 3) Provide adequate drainage to prevent water ponding. TCLL 20.0 Plates Increase 1.25 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, TC 0.66 .. Vert(LL) 0.23 9 >999 M1120 249/190 TCDL 15.0 Lumber Increase 1.25 BC 0.95 Vert(TL) -0.48 8-9 >753 down and 63.11b up at 14-0-0 on top chord. Design for unspecified connection(s) is delegated to the.building designer. fn BCLL 0.0 Rep Stress Incr NO W C 17180 Z � WB 0.66 Horz(TL) 0.15 6 n/a 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 BCDL 10.0 Code UBC97/ANSI95 Uniform Loads (plf). (Matrix) 1st LC LL Min I/def! = 360 Weight: 144 Ib � CIVIL LUMBER Concentrated Loads (lb) Vert: 13=-137.5 15=-137.5 BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 2-7-9 oc purlins. BOT CHORD 2 X 4 SYP No.2 . BOT CHORD Rigid ceiling directly applied or 7-10-1 oc bracing. WEBS 2 X 4 SYP No.3 REACTIONS (Ib/size) 1=1551/0-3-8,6=1712/0-3-8 Max Harz 1=-22(load case 3) • Max Uplift 1=-280(load case 3), 6=-318(load case 3) FORCES (lb) - First Load Case Only TOP CHORD 1-2==3940, 2-3=-3146, 3-13=-2936, 13-14=-2936, 14-15=-2936, 4-15=-2936, 4-5=-3156, 5-6=-3973,6-7=44 BOT CHORD 1-12=3645,11-12=3645, 10-11=2926, 9-10=2926,8-9=3685, 6-8=3685 WEBS 2-12=157,2-111=452, 3-11=353,3-9=15,4-9=362, 5-9=-785,5-8=140 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED 11DTEIT REFERENCE PAGE I11II-7,173 BEFORE USE. 7777 Greenback Lane 09 Applicability of design paromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Clieights, CA, Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suit'.95610 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabricolion, quality control, storage, delivery, erection and bracing, consult ANSI/TPI) quality Criteria, DSB-89 and BCS11 Building Component Safety Information available from Truss Plate Institute, 583 D'Oriofdo Drive, Madison, WI 53719. - MOW • NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the loads generated -by 80 mph winds at 25 It above ground level located 100 mi from the hurricane oceanline. ASCE 7-93 components and cladding external pressure coefficients for the interior (1) zone and 8.4 psf top chord and 6.0 psf bottom chord dead load are being used. The design assumes occupancy category I, terrain exposure C and internal pressure coefficient condition I. If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. ��FESS/� 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, 04 �9� �, ANp UBC -97. �`�. F 2C 5) Girder carries tie-in spans of 4-0-0 from front girder and 2-0-0 from back girder 6) Special hanger(s) or connection(s) required to support, concentrated load(s) 137.51b down and 63.1 lb up at 16-8-0, and 137.51b • down and 63.11b up at 14-0-0 on top chord. Design for unspecified connection(s) is delegated to the.building designer. fn W C 17180 Z � LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 k EXP. 06/30/05 Uniform Loads (plf). Vert: 1-3=-70.0, 3-4=-105.0, 4-7=-70.0, 1-6=-20.0 � CIVIL Concentrated Loads (lb) Vert: 13=-137.5 15=-137.5 gT�OF CFi1 IF�� - January 25,2005 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED 11DTEIT REFERENCE PAGE I11II-7,173 BEFORE USE. 7777 Greenback Lane 09 Applicability of design paromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Clieights, CA, Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suit'.95610 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabricolion, quality control, storage, delivery, erection and bracing, consult ANSI/TPI) quality Criteria, DSB-89 and BCS11 Building Component Safety Information available from Truss Plate Institute, 583 D'Oriofdo Drive, Madison, WI 53719. - MOW • • • • Job Truss Truss Type Qty. Ply 84110186 Plate Offsets (X Y)'. R15003697 TRUSS G05 COMMON 3 ' 1 ' PLATES GRIP TCLL 20.0 Plates Increase 1.25 Job Reference (optional) JMW TRUSS, GAT HEDRAL CiTY, Y, CAUFORNIA 5.000 S Feb 6 2003 ivll I ex industries, Inc. I ue Jan 25 14:25:39 2005 Pagel 7-9-14 15-1-0 22.4-2 30-5-0 32-5-0 7-9-14 7-3.2 7-3-2 8-0-14 2-0-0 Sole = 1:53.7 4.6 M1120= 3 1.4 M112011 5x6 M1120= 1x4 M1120 II ® WARNING - Vertry'.design pammetem and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MN -7473 BEFORE USE., 7777 Greenback Lane "—® 09 Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite He Applicability of design paromenlers and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Citrus Heights, CA, 95610181 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the .erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component MiTek® safety Information available from Truss Plate Institute, 583 D'Onofrio Drive. Madison. WI 53719. 7-9-14 15-1-0 22-4-2 30-5-0 7-9-14 7-3-2 7-3-2 8-0-14 Plate Offsets (X Y)'. [5:0-3-2,0-0-21,[8:0-4-0,0-3-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.75 Vert(LL) 0.17 8 >999 M1120 249/190 TCDL 15.0 Lumber Increase 1.25 BC 0.89 Vert(TL) -0.40 7-8 >893 BCLL 0.0 Rep Stress Incr YES . WB 0.48 Horz(TL) 0.13 5 n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) 1st LC LL Min I/defl = 360 Weight: 133 Ib LUMBER BRACING TOP,CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 2-8-6 oc purlins. • BOT CHORD 2 X 4 SYP No.2 BOT CHORD 'Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SYP No.3 WEBS 1 Row at midpt 2-8.4-8 REACTIONS (Ib/size) 11=11350/0-3-8;5=151510-3-8 Max Horz 1=-22(load case 3) * Max Uplift 1=-182(load case 3), 5=-222(load case 3) FORCES (lb) - First Load Case Only TOP CHORD 1-2=-3267, 2-3=-2234, 3-4=-2234, 4-5=-3285, 5-6=44 BOT CHORD' 1-9=3004, 8-9=3004, 7-8=3027, 5-7=3027 WEBS 2-9=186,3-8=867,4-7=174,2-8=1028,4-8=-1053 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the loads generated by 80 mph winds at 25 ft above ground level located 100 mi from the . hurricane oceanline. ASCE 7-93 components and cladding external, pressure coefficients for the interior (1) zone and 8.4 psf top chord and 6.0 psf bottom chord dead load are being used. The design assumes occupancy category I, terrain exposure C and internal pressure coefficient condition I.. If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, Qc?CF ESS/ri UBC -97. LOAD CASE(S) Standard C 17180 Z T * EXP. 06/30/05 ST C10- - gTFOFCA��F�� January 25,2005 ® WARNING - Vertry'.design pammetem and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MN -7473 BEFORE USE., 7777 Greenback Lane "—® 09 Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite He Applicability of design paromenlers and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Citrus Heights, CA, 95610181 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the .erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component MiTek® safety Information available from Truss Plate Institute, 583 D'Onofrio Drive. Madison. WI 53719. 9 • 4 Job Truss Truss Type Qty 'Ply 84110186 R15003698 TRUSS G06 COMMON 2' 1 f • 7-6-6 14-9-8 22-0-10 r 30-1-8 7-6-6 7-3-2 7-3-2 Job Reference o tionet JMW t KUS5, GA I HEUKAL GI I Y, GALIK)KNIA b.uuu S FeD .b ZUUJ MI I eK Industries, Inc. I Lie Jan Zb T4:Zd:4u zuuo rage i 7-6-6 14-9-8 22-0-10 '30-4-8 32-1-81 i 7-6.6 7-3-2 7-3.2 8-0-14 2-0-0 S.I. =1:53.3 • 46 M1120= 3 • 1a • C 17180 Z * EXP. 06/30/05 * . 1ST CfV11. gTFOF CAOI January 25,2005 ® WARNING - Verfy design parameters and READ NOTES ON THIS AND INCLUDED AD7'EE REFERENCE PAGE MD4473 BEFORE USE. 7777 Greenback Lane Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 Applicability, of design paromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Citrus Heights, CA, 95610ZI is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the ' erector. Additional Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding ' fabrication,, quality control, storage, delivery, erection and bracing, consult ANSIITP11 quality Criteria, DSB-89 and BCSII Building Component - Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. MiTek • 4x5 M1120= 9 6 7 4X5 M1120= - 1.4 M112011 Sxe M1120= t 1x4 M112011 • f • 7-6-6 14-9-8 22-0-10 r 30-1-8 7-6-6 7-3-2 7-3-2 8-0-14 ' Plate Offsets (X,Y): [1:0-0-2,0-1-31, 15:0-3-2,0-0-21,[8:0-4-0,0-3-01 'LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl ' PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.71 Vert(LL) 0.16 7-8 >999 M1120 249/190 TCDL 15.0 Lumber Increase . 1.25 BC 0.84 Vert(TL) -0.39 .7-8 >923 BOLL 0.0 Rep Stress Incr YES WB .0.99 Horz(TL) 0.13 5 n/a BCDL 10.0 Code UBC97/ANS195 (Matrix) list LC LL Min I/deft = 360 Weight: 132 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 • TOP CHORD Sheathed or 2-9-5 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SYP No.3 WEBS 1 Row at midpt 2-8,4-8 REACTIONS (Ib/size) 1=1337/0-3-8,5=1502/0-3-8 Max Horz 1=-22(load case 3) Max Uplift 1=-180(load case 3), 5=-220(load case 3) • FORCES (lb) -First Load Case Only TOP CHORD 1-2=-3156, 2-3=-2194, 3-4=-2194, 4-5=-3245, 5-6=44 BOT CHORD' 1-9=2887, 8-9=2887, 7-8=2988, 5-7=2988 WEBS 2-9=180, 3-8=838, 4-7=174, 2-8=_943,4-8=-10.52 NOTES - x 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the loads generated by 80 mph winds at 25 ft above ground level located 100 mi from the hurricane oceanline. ASCE 7-93 components and cladding external pressure coefficients for the interior (1) zone and 8.4 psf top chord and 6.0 psf bottom chord dead load are being used. The design assumes occupancy category I, terrain exposure C and internal pressure coefficient condition I. If end verticals or cantilevers exist, they'are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, ES Sl() UBC -97. e,?;LoF LOAD CASE(S), Standard • 1a • C 17180 Z * EXP. 06/30/05 * . 1ST CfV11. gTFOF CAOI January 25,2005 ® WARNING - Verfy design parameters and READ NOTES ON THIS AND INCLUDED AD7'EE REFERENCE PAGE MD4473 BEFORE USE. 7777 Greenback Lane Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 Applicability, of design paromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Citrus Heights, CA, 95610ZI is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the ' erector. Additional Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding ' fabrication,, quality control, storage, delivery, erection and bracing, consult ANSIITP11 quality Criteria, DSB-89 and BCSII Building Component - Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. MiTek 0 9 • Job Truss Truss Type Qty Ply 84110186 7-6-6 7-3-2 742 r 8.0-14 R15003699' TRUSS G06A COMMON 1 1 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl PLATES GRIP Job Reference (optional) JMW TRUSS, CATHEDRAL CITY, CALIFURNIA 5.0006 Feb 6 2003 MiTek ek Industries, Inc. I ue Jan 25 14:28:40 2005 Page 1 7-6-6 14-9-8 22-0-10 30-1-8 -32-1-8 7-6-6 7-3-2 7-3-2 8-0-14 2-0-0 Scale = 1:53.1 P1 46 M1120= 3 1x4 M112011 , 5x8 M1120= 1x4 M112011 ® WARNING - 4er(rg design parameters and READ NOTES ON THIS AND INCLUDED bUTEH REFERENCE -PAGE IW -7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for on individual. building component. suite 109 Citrus Heights, CA, 956 Applicability of design paromenlers and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown _ 10�� is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the s erector. Additional permanent bracing of the overall structure is the responsibility of the building deigner. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSO -89 and BCSII Building Component M iTek® Safety Information available from Truss Plate Institute, 583 D'Onotrio Drive, Madison, WI 53719. 7-6-6 14-9-8 22-0-10 -- - - 30.1-8 7-6-6 7-3-2 742 r 8.0-14 Plate Offsets (X,Y): [1:0-0-11,0-1-121,(5:0-2-2,0-0-21,[8:04-0,0-3-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl PLATES GRIP TCLL 20.0 Plates Increase . 1.25 TC 0.98 Vert(LL) 0.26 7-8 >999 M1120 249/190 TCDL 15.0 Lumber Increase 1.25 BC 0.84 Vert(TL) -0.47 7-8 >767 BCLL 0.0 Rep Stress Incr YES WB 0.81 Horz(TL) - 0.16 5 n/a . BCDL 10.0 Code UBC97/ANSI95 (Matrix) 1st LC LL Min I/deFl = 360 Weight: 133 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed. - BOT CHORD 2 X 4 SYP No.1 BOT CHORD Rigid ceiling directly applied or 4-7-7 oc bracing. WEBS 2 X 4 SYP No.3 WEBS 1 Row at midpt 2-8,4-8 WEDGE QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT Left: 2 X 4 SYP No.3 LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. REACTIONS (Ib/size) 1=1337/0-3-8,5=1502/0-3-8 Max Harz 1=-53(load case 9) Max Uplift 1=-737,(load case 8), 5=-776(load case 9) Max Grav 1=1893(load case 5), 5=2058(load case 4) FORCES (lb) - First Load Case Only TOP CHORD 1-2=-3156, 2-3=-2193, 3-4=-2194, 4-5=-3245, 5-6=44 BOT CHORD 1-10=2887, 9-10=2887, 9-11=2887, 8-11=2887, 7-8=2988, 5-7=2988 WEBS 2-9=182, 3-8=838, 4-7=175, 2-8=-943, 4-8=-1052 . NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the loads generated by 80 mph winds at 25 ft above ground level located 100 mi from the hurricane oceanline. ASCE 7-93 components and cladding external pressure coefficients for the interior (1) zone and 8.4 psf top chord and 6.0 psf bottom chord dead load are being used. The design assumes occupancy category I, terrain exposure C and SCF ESS/� internal pressure coefficient condition I. If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are �QQ N9� G. A/�/� not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) This truss has been designed'for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, ( < UBC -97. • 4) This truss has been designed for a total drag load of 3209 Ib. Connect truss to resist drag loads along bottom chord from 3-6-0 - m' Z to 9-6-0 for 534.8 plf. cy-q 7 q C 1 I 1 8O LOAD CASE(S) Standard * EXP. 06/30/05 CIV 11- �TFaF CA1.I January 25,2005 ® WARNING - 4er(rg design parameters and READ NOTES ON THIS AND INCLUDED bUTEH REFERENCE -PAGE IW -7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for on individual. building component. suite 109 Citrus Heights, CA, 956 Applicability of design paromenlers and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown _ 10�� is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the s erector. Additional permanent bracing of the overall structure is the responsibility of the building deigner. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSO -89 and BCSII Building Component M iTek® Safety Information available from Truss Plate Institute, 583 D'Onotrio Drive, Madison, WI 53719. 0 I 0 Job Truss Truss Type Qty Ply B4110186 6-8-8 6-8-8 0-1-12 8-4-4 Plate Offsets (X,Y): [1:0-0-10,0-0-71,[5:0-2-6,0-1-81,17:0-4-0,0-3-01 • 815003700 TRUSS G07 COMMON 3 1 CSI DEFL in (loc) Waft PLATES GRIP TCLL 20.0 Plates Increase 1.25 Job Reference (optional) JMVV I KU55, UA I MtUKAL Ul I Y, UALWL)KNIA b.uuu s heD b ZUU3 MI I eK industries, Inc. I ue Jan Lb 14:28:41 ZUUb rage 1 8-1-0 14-9-8 21.6.0 a 30-0-0 8-1-0 6-8-8 6-8-8 8-6-0 scale=1:51.1 4x5 M1120= 3 n u r1 LA r1 u 0 0 1x4 M112011 5x8 M1120= 1.4 M112011 _ �a 8-1-0 , 14-9-8 21-6-0 21-412 30-0=0 8-1-0 - 6-8-8 6-8-8 0-1-12 8-4-4 Plate Offsets (X,Y): [1:0-0-10,0-0-71,[5:0-2-6,0-1-81,17:0-4-0,0-3-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Waft PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.81 Vert(LL) 0.11 1-8 >999 M1120 249/190 TCDL 15.0', Lumber Increase 1.25 BC 0.64 Vert(TL) -0.27. 1-8 >941 BCLL 0.0 Rep Stress Incr ,YES WB' 0.97' Horz(TL) 0.03 '6 n/a BCDL 10.0 Code UBC97/ANS195 ' (Matrix) _1st LC LL Min I/defl = 360 Weight: 128 Itt LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 3-11-7 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2 X 4 SYP No.3 REACTIONS (Ib/size) 1=878/0-3-8,5=165/0-3-8,6=1630/0-3-8 Max Uplift 1=-120(load case 3), 5=-26(load case 3), 6=-216(load case 3) Max Grav 1=878(load case 1), 5=224(load case 5), 6=1630(load case 1) s FORCES (lb) - First Load Case Only TOP CHORD 1-2=-1794, 2-3=-785, 3-4=-788, 4-5=517 BOT CHORD 1-8=1605,7-8=1605, 6-7=-388, 5-6=-388 WEBS 2-8=202, 3-7=39, 4-6=-1409, 2-7=-1023, 4-7=1148 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the loads generated by 80 mph winds at 25 ft above ground level located 100 mi from the hurricane oceanline. ASCE 7-93 components and cladding external pressure coefficients for the interior (1) zone and 8.4 psf top chord and 6.0 psf bottom chord dead load are being used. The design assumes occupancy category 1, terrain exposure C and internal pressure coefficient condition I. If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other'live loads per Table No. 16-B, UBC -97. LOAD CASE(S) Standard • QESS10� - C17180 A * EXP. 06/30/05 ST CIV) 9TFOF CAO January 25,2005 ® WARNING - Verj/y design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE AW -7473 BEFOEE USE. 7777 Greenback Lane s_�® Design valid for use only wilh MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 Applicability of design paromenters and proper incorporation of component is responsibility of. building designer - not truss designer. Bracing shown Citrus Heights, CA, 9561. is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding sell fabrication• quality control, storage, delivery, erection and bracing, consult ANSI/TPII'Quallty Criteria, DSB-89 and BCSII Building Component 411 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. ' Tek a 0 Lim • 0 IM 0 0 0 rJ 0 Job Truss Truss Type Qty Ply B4110186 erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding . fabrication, quality control, storage, delivery, erection and bracing, consult . ANSI/TPII Quality Criteria, OSB -89 and BCSII Building Component LOADING (psf) SPACING 2-0-0 R15003701 TRUSS G08 COMMON 1 1 TC 0.81 Vert(LL) 0.12 1-8 >999 M1120 249/190 TCDL 15.0 Lumber Increase 1.25 Job Reference (optional) JMW TRU55, CATHEDRALCITY, CALIFORNIA 5.000 s Feb 6 1003 MiTek ek industries, Inc. I ue Jan 25 14:28:41 2005 rage 1 8-1-0 14-9-8 21-6-0 30-0-0 8-1-0 . 6-8-8 6-8-8 8-6-0 Scale = 1:51.2 + 46 M1120= 3 3 1x4 M112011 W M1120= 1.4 M112011 ($ WEBS 2 X 4 SYP No.3 REACTIONS (Ib/size) 1=878/0-3-8.5=165/0-3-8,6.=1630/0-3-8 Max Harz 1=-12(load case 5) Max Uplift 1=-391(load case 8), 5=-114(load case 9), 6=-398(load case 9) Max Grav 1=1149(load case 5), 5=254(load case 4), 6=1812(load case 4) FORCES (lb) - First Load Case Only TOP CHORD 1-2=-1794, 2-3=-785, 3-4=-788, 4-5=517 BOT CHORD 1-9=1'605,8-9=1605, 8-10=1605, 7-10=1605, 6-7=-388,5-6=-388 WEBS 2-8=202,3-7=39, 4-6=-1409, 2-7=-1023,4-7=1148 NOTES 1) Unbalanced roof live loads have been considered for this design. 2)' This truss has been designed for the loads generated by 80 mph winds at 25 ft above ground level located 100 mi from the hurricane oceanline. ASCE 7-93 components and cladding external pressure coefficients for the interior (1) zone and 8.4 psf top chord and 6.0 psf bottom chord dead load are being used. The design assumes occupancy category I, terrain exposure C and internal pressure coefficient condition I. If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 4) This truss has been designed for a total drag load of 1260 Ib. Connect truss to resist drag loads along bottom chord from 3-0-0 to 9-6-0 for 193.8 plf. ' LOAD CASE(S) Standard Q�OFESS/0 C17180 z * EXP. 06/30/05 \ L;P�"� C1V1OF CALtFO� January 25,2005 A WARNING • oer{ry design parameters and READ NOTES ON THIS AND INCLUDED IUTER REFERENCE PAGE IM -7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for on individual building component. 8-1-0 6-8-8 6-8-8 0-1-12 8-44 Plate Offsets (X,Y): [5:0-2-6,0-1-81,[7:0-4-0,0-3-01 erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding . fabrication, quality control, storage, delivery, erection and bracing, consult . ANSI/TPII Quality Criteria, OSB -89 and BCSII Building Component LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.81 Vert(LL) 0.12 1-8 >999 M1120 249/190 TCDL 15.0 Lumber Increase 1.25 BC 0.74 Vert(TL) -0.28 1-8 >915 BCLL 0.0 Rep Stress Incr YES WB 0.97 Horz(TL) 0.03 6 n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) 1st LC LL Min I/defl = 360 Weight:, 128 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 3-2-5 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing: WEBS 2 X 4 SYP No.3 REACTIONS (Ib/size) 1=878/0-3-8.5=165/0-3-8,6.=1630/0-3-8 Max Harz 1=-12(load case 5) Max Uplift 1=-391(load case 8), 5=-114(load case 9), 6=-398(load case 9) Max Grav 1=1149(load case 5), 5=254(load case 4), 6=1812(load case 4) FORCES (lb) - First Load Case Only TOP CHORD 1-2=-1794, 2-3=-785, 3-4=-788, 4-5=517 BOT CHORD 1-9=1'605,8-9=1605, 8-10=1605, 7-10=1605, 6-7=-388,5-6=-388 WEBS 2-8=202,3-7=39, 4-6=-1409, 2-7=-1023,4-7=1148 NOTES 1) Unbalanced roof live loads have been considered for this design. 2)' This truss has been designed for the loads generated by 80 mph winds at 25 ft above ground level located 100 mi from the hurricane oceanline. ASCE 7-93 components and cladding external pressure coefficients for the interior (1) zone and 8.4 psf top chord and 6.0 psf bottom chord dead load are being used. The design assumes occupancy category I, terrain exposure C and internal pressure coefficient condition I. If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 4) This truss has been designed for a total drag load of 1260 Ib. Connect truss to resist drag loads along bottom chord from 3-0-0 to 9-6-0 for 193.8 plf. ' LOAD CASE(S) Standard Q�OFESS/0 C17180 z * EXP. 06/30/05 \ L;P�"� C1V1OF CALtFO� January 25,2005 A WARNING • oer{ry design parameters and READ NOTES ON THIS AND INCLUDED IUTER REFERENCE PAGE IM -7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for on individual building component. 7777 Greenback Lane Suite 109 CiWs Heights, CA, 95610 Applicability of design oromenters and proper incorporation of component is responsibility of building designer not truss designer. Bracing shown PP Y 9 P P P rP P Y 9 9 9 9 g t is for lateral support of individualweb members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding . fabrication, quality control, storage, delivery, erection and bracing, consult . ANSI/TPII Quality Criteria, OSB -89 and BCSII Building Component MiTek® Safety Information available from Truss Plate Institute, 583 D'Onofdo Drive, Madison, WI 53719. 0 0 • 0 0 Job Truss Truss Type Qty Ply B4110186 Plates Increase 1.25 TC 0.58 Vert(LL) 0.10 4-5 x999 M1120 249/190 TCDL 15.0 R15003702 TRUSS H01 COMMON 1 2 WB 0.58 Horz(TL) • 0.04 3 n/a BCDL 10.0 Code UBC97/ANS195 (Matrix) Job Reference' o tional JMW TRU55, GATHEURAL CITY, CALIFORNIA 6-1-12 44 WIN= 2 5.000 s Feb 6 2003 MITek Industries, Inc. Tue Jan 25 1428:42 2005 .Page 1 6-112 S.I. - 1:19.9 40 M1120= 4-6-7 7-9-1 12-3-8 4-6-7 3-2-11 _ 4-6-7 to Offsets (X,Y): (1:0-3-6,0-0-61; f3:0-3-6,0-0-61 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.58 Vert(LL) 0.10 4-5 x999 M1120 249/190 TCDL 15.0 Lumber Increase 1.25 BC 0.80 Vert(TL) -0.22 4-5 >654 BCLL 0.0 Rep Stress Incr NO WB 0.58 Horz(TL) • 0.04 3 n/a BCDL 10.0 Code UBC97/ANS195 (Matrix) 1st LC LL Min I/deft = 360 Weight: 111 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 3-9-14 oc purlins. BOT CHORD 2 X 6 SYP No.1 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SYP No.3 REACTIONS (Ib/size) 1=4371/0-3-8, 3=4371/0-3-8 Max Uplift 1=-541(load case 3), 3=-541 (load case 3) FORCES (lb) - First Load Case Only TOP CHORD 1-2=-9272, 2-3=-9272 BOT CHORD 1-5=8762,4-5=6339,3-4=8762 WEBS 2-5=3597, 2-4=3597 NOTES 1) 2 -ply truss to be connected together with 0.131"x3" Nails as follows: Top chords connected as follows: 2 X 4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2 X 6 - 2 rows at 0-9-0 oc. • Webs connected as follows: 2 X 4 - 1 row at 0-9-0 oc. 2) Unbalanced roof live loads have been considered for this design. 3) This truss has been designed for the loads generated by 80 mph winds at 25 ft above ground level located 100 mi from the hurricane oceanline. ASCE 7-93 components and cladding external pressure coefficients for the interior (1) zone and 8.4 psf top chord and 6.0 psf bottom chord dead load are being used. The design assumes occupancy category 1, terrain exposure C and internal pressure coefficient condition I. If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads'per Table No. 16-B, UBC -97. • 5) Girder carries tie-in span(s): .30-8-0 from 0-0-0 to 12-3-8 LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-658.4, 1-2=-70.0, 2-3=-70;0 • 9�kpFESS/0 q k-1 C17180�.1XP.06/30!05CIV4- TF�F V �FO� January 25;2005 ® WARNING - Ve4y design pammetem and READ NOTES ON TNIS AND INCLUDED MITES REFERENCE PAGE MII-7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individualbuilding component. Suite 109 Applicability of design poramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Citrus Heights, CA, 95610 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the fabricat erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Q Additional quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB•89 and BCSII'Building Component M Tek" ' Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive, Madison, WI 53719. 9 t Job Truss Truss Type Qty Ply B4110186 R15003703 TRUSS H02 COMMON 3 1 (loc) I/defl PLATES TCLL 20.0 Plates Increase - 1.25 TC 0.31 Job Reference (optional JMVV I KU55, l:A I HtUKAL LI I Y, UALIt-UKNIA o.uuu s r-eo b zuu3 Ivll I eK mous ries, Inc. I ue Jan LD-14:4a:4L LOUD rage 1 -2-0-0 6-1-12 12-3-8 14-3-8 2-0-0 6-1-12 6-1-12 2-0-0 � Scale = 1:26.7 4x5 M1120= 3 • 0 0 WEBS 2 X 4 SYP No.3 REACTIONS (Ib/size) 2=693/0-3-8, 4=693/0-3-8 Max Uplift 2=-110(load case 3), 4=-110(load case 3) FORCES (lb) - First Load Case Only TOP CHORD 1-2=44, 2-3=-950, 3-4=-950, 4-5=44 BOT CHORD 2-6=836, 4-6=836 WEBS, 3-6=139 NOTES 1) Unbalanced.roof live loads have been considered for this design. 2) This truss has been -designed for the loads generated by 80 mph winds at 25 ft above ground level located 100 mi from the hurricane oceariline. ASCE 7-93 components and cladding external pressure coefficients for the interior (1) zone and 8.4 psf top chord and 6.0 psf bottom chord dead load are being used. The design assumes occupancy category I, terrain exposure C and internal pressure coefficient condition I. If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-13, UBC -97. LOAD CASE(S) Standard GRIP 249/190 . 4?,0 F SS/��� G < C 17180 * EXP. 06/30/05 S;�. CIV1\� 9TFOF CAO. '3' January 25,2005 ® WARNING • Ver(fy desryn parameters and READWOTES ONTRIS AND INCLUDED 11II7'EK REFERENCE PAGE MIF7473 BEFORE USE. 7777 Greenback Lane arKar. , Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 Applicability of design paromenlers and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Citrus Heights, CA, 95610�� is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB•89 and BCSII Building Component M ITek® Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. . 6-1-12 6-1-12 • LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl PLATES TCLL 20.0 Plates Increase - 1.25 TC 0.31 Vert(LL) -0.03 2-6 >999 M1120 TCDL 15.0 Lumber Increase 1.25 BC 0.31 Vert(TL) -0.07 4-6 >999 BCLL 0.0 Rep Stress Incr , YES WB 0.09 Horz(TL) 0.01 4 n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) 1st LC LL Min Well = 360 Weight: 47 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 6-0-0 oc purlins. . BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracinc • 0 0 WEBS 2 X 4 SYP No.3 REACTIONS (Ib/size) 2=693/0-3-8, 4=693/0-3-8 Max Uplift 2=-110(load case 3), 4=-110(load case 3) FORCES (lb) - First Load Case Only TOP CHORD 1-2=44, 2-3=-950, 3-4=-950, 4-5=44 BOT CHORD 2-6=836, 4-6=836 WEBS, 3-6=139 NOTES 1) Unbalanced.roof live loads have been considered for this design. 2) This truss has been -designed for the loads generated by 80 mph winds at 25 ft above ground level located 100 mi from the hurricane oceariline. ASCE 7-93 components and cladding external pressure coefficients for the interior (1) zone and 8.4 psf top chord and 6.0 psf bottom chord dead load are being used. The design assumes occupancy category I, terrain exposure C and internal pressure coefficient condition I. If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-13, UBC -97. LOAD CASE(S) Standard GRIP 249/190 . 4?,0 F SS/��� G < C 17180 * EXP. 06/30/05 S;�. CIV1\� 9TFOF CAO. '3' January 25,2005 ® WARNING • Ver(fy desryn parameters and READWOTES ONTRIS AND INCLUDED 11II7'EK REFERENCE PAGE MIF7473 BEFORE USE. 7777 Greenback Lane arKar. , Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 Applicability of design paromenlers and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Citrus Heights, CA, 95610�� is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB•89 and BCSII Building Component M ITek® Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Job Truss Truss Type Qty Ply B4110186 6-1-12 6-1-12 LOADING (psf) - R15003704 TRUSS H03 COMMON 1 1 PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.34 Job Reference (optional). JMW TRUSS, CATHEDRAL CITY, CALIFORNIA 2-0-0 6-1-12 6-1-12 5.000 s Feb 6 2003 MiTek Industries, Inc. Tue Jan 25 14:28:43 2005 Page 1 6-1-12 4x5 101120= CONN. OF GABLE STUDS BY OTHERS. 3 2-0-0 Scale = 1:26.7 0 LA n L_j `J 0 • L f8 REACTIONS (Ib/size) 2=693/0-3-6,4=693/0-3-8 Max Harz 2=-121(load case 8) Max Uplift 2=-525(load case 8), 4=-525(load case 9) Max Grav 2=1109(load case 5), 4=1109(load case 4) FORCES (lb) - First Load Case Only TOP CHORD 1-2=44, 2-3=-950; 3-4=-950, 4-5=44 BOT CHORD 2-15=836, 6-15=836, 6-16=836, 4-16=836 WEBS 3-6=139 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the loads generated by 80 mph winds at 25 ft above ground level located 100 mi from the hurricane oceanline. ASCE 7-93 components and cladding external pressure coefficients for the interior (1) zone and 8.4 psf top chord and 6.0 psf bottom chord dead load are being used. The design assumes occupancy category I, terrain exposure C and internal pressure coefficient.condition I. If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL -increase is 1.33, and the plate grip increase is 1.33 3) Truss designed for wind loads in the -plane of the truss only. For studs exposed to wind (normal to the face), see MiTek "Standard Gable End Detail" 4) Gable stud's spaced at 14-0 oc. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 6) This truss has been designed for a total drag load of 200 plf. Connect truss to resist drag loads along bottom chord from 0-0-0 to 2-0-0, 10-3-8 to 12-3-8 for 614.6 plf. LOAD CASE(S) Standard Q�OFESS10 q C 17180zrn E. 06/30/05 ST CIV1\- gTFOF CAI. January 25,2005 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MD -7473 BEFORE USE. 6-1-12 7777 Greenback Lane __® Design valid for use only with MiTek connectors. This design is based only upon,parometers shown, and is for an individual building component: Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown 12-3-8 suite 109 Citrus Heights, CA, 95610Ml 6-1-12 6-1-12 LOADING (psf) - SPACING ' 2-0-0 CSI DEFL in (loc) Well PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.34 Vert(LL) -0.03 2=6 >999 M1120 249/190 TCDL 15.0 Lumber Increase 1.25 BC 0.39 Vert(TL) -0.07 2-6 >999 BCLL 0.0 Rep Stress Incr YES WB 0.09 Horz(TL) 0.02 4 n/a BCDL 10.0 Code UBC97/ANS195 (Matrix) list LC LL Min I/defl = 360 Weight: 54 Ib LUMBER BRACING . a TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 4-0-1,2 oc purlins. BOT CHORD, 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 5-8-6 oc bracing. WEBS 2'X 4 SYP No.3 OTHERS 2 X 4 SYP No.3 REACTIONS (Ib/size) 2=693/0-3-6,4=693/0-3-8 Max Harz 2=-121(load case 8) Max Uplift 2=-525(load case 8), 4=-525(load case 9) Max Grav 2=1109(load case 5), 4=1109(load case 4) FORCES (lb) - First Load Case Only TOP CHORD 1-2=44, 2-3=-950; 3-4=-950, 4-5=44 BOT CHORD 2-15=836, 6-15=836, 6-16=836, 4-16=836 WEBS 3-6=139 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the loads generated by 80 mph winds at 25 ft above ground level located 100 mi from the hurricane oceanline. ASCE 7-93 components and cladding external pressure coefficients for the interior (1) zone and 8.4 psf top chord and 6.0 psf bottom chord dead load are being used. The design assumes occupancy category I, terrain exposure C and internal pressure coefficient.condition I. If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL -increase is 1.33, and the plate grip increase is 1.33 3) Truss designed for wind loads in the -plane of the truss only. For studs exposed to wind (normal to the face), see MiTek "Standard Gable End Detail" 4) Gable stud's spaced at 14-0 oc. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 6) This truss has been designed for a total drag load of 200 plf. Connect truss to resist drag loads along bottom chord from 0-0-0 to 2-0-0, 10-3-8 to 12-3-8 for 614.6 plf. LOAD CASE(S) Standard Q�OFESS10 q C 17180zrn E. 06/30/05 ST CIV1\- gTFOF CAI. January 25,2005 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MD -7473 BEFORE USE. 7777 Greenback Lane __® Design valid for use only with MiTek connectors. This design is based only upon,parometers shown, and is for an individual building component: Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown suite 109 Citrus Heights, CA, 95610Ml is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onafrio Drive, Madison, WI 53719. 1 elk a Job Truss Truss Type QtyPly 4-34 0-7-12 5-2.8 5-2-8 0-7-12 B4110186 Plate Offsets (X Y): R15003705 TRUSS K01 CAL HIP 1 1 DEFL in (loc) I/defl PLATES GRIP TCLL 20.0 Plates Increase 1.25 Job Reference o tional JMVV I KIJSJ, UA I HtUKAL LA I Y, UALIrUKNIA D.000 s reD b ZUuJ MI I eK mGustnes, Inc. I ue Jan Zb 14:2$:4J ZUUS rage 1 -2-0-0 4-11-0 51-5-11 10-1-8 14.9-5 1,5-4-0 20-3-0 22-3-0 2-0-0 4-11-0 0-6-11 4-7-13 4-7-13 0-6-11 4-11-0 2-0-0 ` wale = 1:40.6 4X9 MUG= 1x4 M112011 a 00 112 3 • 4.9 MUG= 10 M112011 5x8 M1120= 1x4 M112011 1.5x4 M112011 1.5x4 M11201\ a ® WARNING • Verth design parameters and READ NOTES ON THIS AND INCLUDED IIIITEK REFERENCE PAGE MH.7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 Applicability of design aromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Citrus Heights, CA, 95610 pp Y 9 P P p P P P. fY 9 9 9 9 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent brocing,of the overall structure is the responsibility of the building designer. For generol'guidance regarding r fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BC511 Building Component M iTek® safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison. WI 53719. 40 4-34 4-11-Q 10-1-8 15-4-0 15-11-12 20-3-0 - 4-34 0-7-12 5-2.8 5-2-8 0-7-12 4.3-0 Plate Offsets (X Y): [3:0-2-12,0-0-81, f5:0-2-12,0-0-81, 110:04-0,0-3-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.72 Vert(LL) -0:04 10 >999 M1120 249/190 TCDL 15.0 Lumber Increase 1.25 BC 0.36 Vert(TL) -0.09 ' 7 >285 BCLL 0.0 Rep Stress Incr NO WB 0.48 Horz(TL) -0'.01 8 • n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) 1st LC LL Min I/dell = 360 Weight:.94 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 5-5-14 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 5-10-6 oc bracing. 'WEBS 2 X 4 SYP No.3 'Except' 3-12 2 X 4 SYP N6.2, 5-8 2 X 4 SYP No.2 REACTIONS (Ib/size) 12=1747/0-3-8,8=1747/0-'3-8 Max Uplift 12=478(load case 3), 8=-478(load case 3) • Max Grav 12=1817(load case 4), 8=1817(load case 5) ' FORCES (lb) - First Load Case Only TOP CHORD 1-2=44, 2-3=1184, 3-4=-888, 4-5=-888, 5-6=1184, 6-7=44 BOT CHORD 2-12=-1059, 11-12=-305, 11-13=-305, 10-13=-305, 10-14=-305, 9-14=-305, 8-9=-305, 6-8=-1059 WEBS 3-11=-2, 3-10=1255, 4-10=-682, 5-10=1255, 5-9=-2, 3-12=-1700, 5-8=-1700 NOTES 1) Unbalanced roof live loads have been considered for this design. . 2) This truss has been designed for the loads generated by 80 mph winds at 25 ft above ground level located 100 mi from the hurricane oceanline. ASCE 7-93 components and cladding external pressure coefficients for the interior (1) zone and 8.4 psf top chord and 6.0 psf bottom chord dead load are being used. The design assumes occupancy category I, terrain exposure C and internal pressure'coefficient condition I. If end verticals or cantilevers exist, they are exposed to wind. A porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33. ESS/p� 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, OQ��F 9� �� Cr. ANS F UBC -97. - 5) Girder carries hip end with 5-6-0 end setback 6) Special hanger(s) or connection(s) required to support concentrated load(s) 256.71b down and 117.81b up at 14-11-14, and fn z 256.71b down and 117.81b up at 5-3-2 on top chord. Design for unspecified connection(s) is delegated'to the building designer. Of C 17180 LOAD CASE(S) Standard * EXP. 06/30/05 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plo Vert: 1-3=-70.0, 3-5=-126.1, 5-7=-70.0, 2-6=-36.0 tS� J C(Vll Concentrated Loads (lb) gTFOFCALIF�� Vert: 3=-256.7 5=-256.7 January 25;2005 ® WARNING • Verth design parameters and READ NOTES ON THIS AND INCLUDED IIIITEK REFERENCE PAGE MH.7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 Applicability of design aromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Citrus Heights, CA, 95610 pp Y 9 P P p P P P. fY 9 9 9 9 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent brocing,of the overall structure is the responsibility of the building designer. For generol'guidance regarding r fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BC511 Building Component M iTek® safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison. WI 53719. 40 Jab Truss Truss Type Qty I Ply . B4110186 CSI DEFL in (loc) I/deft PLATES GRIP TCLL 20.0 R15003706 TRUSS K02 CAL HIP 1 1 Lumber Increase 1.25 BC 0.20 Vert(TL) -0.13 1 >193 BC.LL 0.0 Job Reference (optional) JMW TKU55, GA 1 HEUKAL GI I'Y, GALIFUKNIA b.000 s Feb b ZUU3 Mi I eK Industries, Inc. I ue Jan 2b 14:26:44 ZUUb Page 1 -2-0-0 4-5-0 6-11-0 45-11 10-1-8 112-9-5 1,3-0-p 15-10-0 20-3-0 �22-3-0 r i 2-0-0 4-5-0 2-6-0 0-6-11 2-7-13 2-7-13 ' 0-6-11 2-6-0 4-5-0 2-0-0 ' Scale = 1:40.6 t 40 M1120% 4x4 M1120 -- 3X4 M1120= 0 0 n u 0 0 1x4 M112011 3x8 M1120= 3x4 M1120= 3x8 M1120= 10 M1120 If - 4-3-4 4-r5r0 6-11-0 13-4-0 15-10-0 15-11-12 20-3-0 4-3-4 0-1-12 2-6-0 6-5-0 2-6-0 0-1-12 4-3-4 ` LOADING (pso SPACING 2-0-0 CSI DEFL in (loc) I/deft PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.35 Vert(LL) 0.04 2 >999 MII20 249/190 TCDL 15.0 Lumber Increase 1.25 BC 0.20 Vert(TL) -0.13 1 >193 BC.LL 0.0 Rep Stress Incr YES WB 0.30 Horz(TL) -0.01 10 n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) 1st LC LL Min I/deb = 360 Weight: 97 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2TOP CHORD Sheathed or 9-9-11 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2 X 4 SYP No.3 REACTIONS (Ib/size) 14=1054/0-3-8, 10=1054/0-3-8 Max Uplift 1'4=-328(load case 3), 10=-328(load case 3) Max Grav 14=1115(load case 4), 10=1115(load case 5) FORCES (lb) - First Load Case Only TOPCHORD 1-2=44,.2-3=1096, 34=293, 4-5=253, 5-6=253, 6-7=293, 7-8=1096, 8-9=44 BOT CHORD 2-14=-990,13-14=-990,12-13=-79,11-12=-79, 10-11=-990.8-10=-990 WEBS 3-14=-978, 3-13=842, 4-13=-225, 5-13=-213, 5-11=-213, 6-11=-225, 7-11=842, 7-10=-978 NOTES 1') Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the loads generated by 80 mph winds at 25 ft above ground level located 100 mi from the hurricane oceanline. ASCE 7-93 components and cladding external pressure coefficients for the interior (1) zone and 8.4 psf top chord and 6.0 psf bottom chord dead load are being used. The design assumes occupancy category I, terrain exposure C and internal pressure coefficient condition I. If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-8, UBC -97. 0pF ESS/ - 0/V LOAD CASES) Standard Q ���0�� C'' A�Q� `FiL C17180 �r k EXP. 06/30/05 15X CIU11. gTFOFCA�IFO� January 25,2005 ® WARNING - Ver(fj design parameters and READ NOTES ON THIS AND INCLUDED MITES REFERENCE PAGE MU -7473 BEFORE USE. 7777 Greenback Lane r_�® Design valid for use only with M7ek connectors. This design is based only upon parameters shown, ond'B for an individual building component. Suite 109 Applicability of design aramenlers and ro er,incor oration of component is responsibility of building designer- not truss designer. Bracing shown Citrus Heights, CA, 95610�� PP Y 9 f P P P P P P N 9 g 9 9 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall -structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component ® Safety Information available from Truss Plate Institute, 58Welk 3 D'Onofdo Drive, Madison, WI 53719. - :J 0 0 0 Job Truss Truss Type Qty Ply B4110186 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding R15003707 TRUSS K03 ' CAL HIP 1 1 Job Reference (optional) JMW TRUSS, CATHEDRAL CITY, CALIFORNIA b,000 s Feb b ZUU3 MileK Industries, Inc. Iue Jan 1b 14:;e6:44 ZUUb Nage 1 -2-0-0 4-5-0 8-11-0 9r5 -1110-9-511-4-p 15-10-0 1 20-3-0 22-3-0 2-0-0 4-5-0 4-6-0 0-6-111-3-100-6-11 4-6-0 4-5-0 2-0-0 Scale - 1:40.6 4x4 M1120% 6x8 M1120= M112011 3x4 M1120=' 3x4 M1120= 10 M112011 3x8 M1120= ' 4-3-4 4-0 8-11-0 11-4-0 15-10-0 15-11-12 20-3-0 4-3-4 0-1-12 4-6-0 2-5-0 4-6-0 0-1-12 4-3-4.. LOADING (psf) SPACING 2-0-0 CSI DEFL in '(loc) I/defl PLATES. GRIP TCLL 20.0 Plates Increase 1.25 TC 0.49 Vert(LL) 0.05 7 >999 M1120 249/190 TCDL 15.0 Lumber Increase 1.25 BC. 0.19 Vert(TL) -0.15 8 >160 BCLL 0.0 Rep Stress Incr YES WB 0.32 Horz(TL) -0.01 9 n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) 1st LC LL Min I/dell = 360 Weight: 99 Ib LUMBER BRACING TOP CHORD 2-X 4 SYP No.2 TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2'X4 0YP1'40.3 REACTIONS (Ib/size) 13=1054/0-3-8, 9=1054/0-3-8 Max Uplift 13=-322(load case 3), 9=-322(load case 3) Max Grav 13=1090(load case 4), 9=1090(load case 5) FORCES (lb) - First Load Case Only TOP CHORD 1-2=44, 2-3=1055, 3-4=114, 4-5=58, 5-6=113, 6-7=1056, 7-8=44 BOT CHORD 2-13=-949, 12-13=-949, 11-12=-56, 10-11=-56, 9-10=-950, 7-9=-950 WEBS 3-13=-942, 3-12=926,4-12=-237, 5-12=-3, 5-10=-238, 6-10=929, 6-9=-943 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the loads generated by 80 mph winds at 25 ft above ground level located 100 mi from the hurricane oceanline. ASCE 7-93 components and cladding external pressure coefficients for the interior (1) zone and 8.4 psf top chord and 6.0 psf bottom chord dead load are being used. The design assumes occupancy category I, terrain exposure C and internal pressure coefficient condition 1. If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. LOAD CASE(S) Standard '4�pF ESS/0jV _�c E. ANn ee: - - 1 C 17180 * EXP, 06/30/05 \S� CIV11. ��P TFOF CA0ti 25,2005 ® WARNING - Ver(ry design parameters and READ NOTES ON TB7S AND INCLUDED MITER REFERENCE PAGE 18II-7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with MTek connectors. This design is based only upon parameters shov+n. and is for an individual building component. Applicability of design paromenlers and proper incorporation of component is responsibility of building -designer - not truss designer. Bracing shown Suite 109 Citrus Heights, CA, 95610 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding tobricotion, quality control, storage, delivery, erection and bracing, consul[ ANSI/TPII Quality Criteria, DSB-89 and BCSI1 Building ComponentQ MiTek Safety Information available fromTrussPlate Institute, 583 D'Onofrio Drive. Madison, WI 53719. 0 Job Truss Truss Type Qty Ply B4110186 R15003708 TRUSS K04 COMMON 1 1 Job Reference (optional) JMW I KUSS, UA I KtUKAL GI I Y, GALIhVKNIA 0.000 S t-eD b ZuUJ MI I eK InOu5V1e5, Inc. I ue Jan ZO 14:20:44 ZUUDPage 1 -2-0-0 4.5-0 10-1-8 15-10-0 20-3-0 22-3-0 2-0-0 4-5-0 5-8-8 5-8-8 4-5-0 2-0-0 . S.I. =1:39.6 4x6 M[120= 4 I] L 0 0 0 0 n u 0 1 W M112011 5x8 M1120= 1.4 MII2011 4-3-4 4-S 0 10-1-8 1 15-10-0 15-11-12 20-3-0 4-34 0-1-12 5-8-8 5-8-8 0-1-12 4-34 Plate Offsets (X,Y): f9:04-0,0-3-01 LOADING (psO SPACING 2-0-0 CSI DEFL in (loc) I/defl PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.56 Vert(LL) 0.05 2 >980 M1120 249/190 TCDL 15'.0 Lumber Increase 1.25 BC 0.22 Vert(TL) -0.17 1 >143 BCLL 0.0 Rep Stress Incr YES WB 0.31 Horz(TL) -0.02 8 n/a BCDL . 10.0 Code UBC97/ANSI95 (Matrix) 1st LC LL Min I/defl = 360 Weight: 93 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT. CHORD Rigid ceiling directly applied or 6-0-0 oc bracing., WEBS 2 X 4 SYP No.3 REACTIONS (Ib/size) 10=1054/0-3-8,8=1054/0-3-8 Max Uplift 10=-318(load case 3), 8=-318(load case 3) Max Grav 10=1071(load case 4), 8=1071(load case 5) FORCES (lb) - First Load Case Only TOP CHORD 1-2=44, 2-3=1033, 3-4=55, 4-5=-72, 5-6=1033, 6-7=44 BOT CHORD 2-10=-926, 9-10=-926, 8-9=-926, 6-8=-926 WEBS 3-10=-936, 3-9=965,4-9=-393, 5-9=965, 5-8=-936 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the loads generated by 80 mph winds at 25 It above ground level located 100 mi from the hurricane oceanline. ASCE 7-93 components and cladding external pressure coefficients for the interior (1) zone and 8.4 psf top chord and 6.0 psf bottom chord dead load are being used. The design assumes occupancy category I, terrain exposure C and internal pressure coefficient condition I. If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B,�0F ESS/0 UBC -97. Q N LOAD CASE(S) Standard. ����Q`� Ci^AN�CC,A Id C17180'Z * EXP. 06/30/05 1ST CMI. 9TFOF CAUL January 25,2005 ® WARNING - Verlry design parameters and READ NOTES ON THIS AND INCLUDED MITES REFERENCE PAGE MU -7473 BEFORE USE. 7777 Greenback Lane ems® Design valid for use only vdth.MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 Applicability of design paromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Citrus Heights, CA, 95610�� is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the , erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding ' fobricotion, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building ComponentQdII Safety Information available from Truss Plate Institute, 583 D'Onofdo Drive, Madison, WI 53719. 'M iTek • • Job Truss Truss Type Qty 1 Ply 84110186 Plate Offsets (X Y): 18:0-4-0,0-3-01 R15003709 TRUSS KOS COMMON 1 1 TCLL 20.0 Plates Increase 1.25 TC 0.38 Vert(LL) -0.17 2-8 >999 Job Reference d tional " JMW TRUSS, CATHEDRAL CITY, CALIFORNIA 5.000 s Feb 6 2003 MiTek Industries, Inc. Tue Jan 25 14:28:45 2005 Page 1 -2-0-0 6-8-14 10-1-8 13-6-2 20-3-0 22-3-0 2-0-0 6-8-14 3-4-10 34-10 6-8-14 2-0-0 - 1 Srals = 1:39.6 µ - 4x4 M1120= ' 4 , d1 5xB M1120= F- IN L January 25,2005 ® WARNING - Ver(fy design parameters and READ NOTES ON TIRE AND INCLUDED WTER REFERENCE PAGE MD -7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and is for on individual building component.. Suite 109 Applicability of design paromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown CiWs Heights, CA, 95610 is for lateral support of individual web members only. Additional temporary bracing to insure stability during constriction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/ti'll Quality Criteria, DSB-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive, Madison, wl 53719. r iTek 104-8 20-3-0 • 10-1-8 10-1.8 Plate Offsets (X Y): 18:0-4-0,0-3-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Well PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.38 Vert(LL) -0.17 2-8 >999 M1120 249/190 TCDL 15.0 Lumber, Increase 1.25 BC 0.76 Vert(TL) -0.40 6-8 >605 B'CLL 0.0 Rep Stress Incr YES WB 0.24 Horz(TL) 0.05 6 n/a BCDL ' 10.0 Code UBC97/ANS195 (Matrix) 1st LC LL Mind/defl = 360. Weight: 85 Ib • LUMBER BRACING, TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 4-2-5 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10'0-0 oc bracing. WEBS 2'X 4 SYP No.3 ' REACTIONS (Ib/size) 2=1052/0-3-8, 6=1052/0-3-8 Max Uplift 2=-158(load case 3), 6=-158(load case 3) • FORCES (lb) - First Load Case Only TOP. CHORD a1-2=44,2-3=-1911,34=-1459,4-5=-1459,5-6=-1911,6-7=44 BOT CHORD 2-8=1740, 6-8=1740 - WEBS 3-8=-483, 4-8=744, 5-8=-483 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the loads generated by 80 mph winds at 25 It above ground level located 100 mi from the • hurricane oceanline. ASCE 7-93 components and cladding external pressure coefficients for the interior (1) zone and 8.4 psf top chord and 6.0 psf bottom chord dead load are being used. The design assumes occupancy category ],:terrain exposure C and internal pressure coefficient condition I. If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposedto wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. ES.S/p^ LOAD CASE(S) Standard Q�OF _. r 171Qn F- IN L January 25,2005 ® WARNING - Ver(fy design parameters and READ NOTES ON TIRE AND INCLUDED WTER REFERENCE PAGE MD -7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and is for on individual building component.. Suite 109 Applicability of design paromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown CiWs Heights, CA, 95610 is for lateral support of individual web members only. Additional temporary bracing to insure stability during constriction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/ti'll Quality Criteria, DSB-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive, Madison, wl 53719. r iTek 9 Job Truss Truss Type Qty i Ply . B4110186 Plate Offsets (X,Y): f3:0-4-0,0-1-121 LOADING (psf) R15003710 TRUSS K06 CAL HIP 1 1 TCLL 20.0 Plates Increase 1.25 TC 0.52 Vert(LL) -0.09 2-9 >999 M1120 249/190 Job Reference (optional) JMW TRUSS, CATHEDRAL CITY, CALIFURNIA 5,000 s Feb b 2003 MITek Industries, Inc. Tue Jan 25 14:26:45 2005 Page 1 -2-0-0 7-6.8 �-1-1 12-1-13 1,2-8-P 20-3-0 22-3-0 2-0-0 7-6-8 0-6-11 4-0-10 0-6-11 7-6-8 2-0-0 - - ` - scale = 1:40.6 6x8 M1120= 3 46 M1120,' 1.4 M112011 30 M1120= 3x4 M1120= 0 �` C 17180 Z rn *l, EXP. 06/30/05 # tp c 1 . 9TFOFCAO January 25,2005 ® WARNING • Verjfy design parameters and READ NOTES ON THIS AND D9CCUDED WTER REFERENCE PAGE MH -7473 BEFORE USE, 7777 Greenback Lane __® Design valid for use only with Milek connectors. This design is based only upon parameters shown. and is for on individual building component. Suite 109 Applicability of -design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Citrus Heights, CA: 95610 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing„consult ANSI/TPII quality Criteria, DSB-89 and BCSII Building Component M iTek® Safety Information available from truss Plate Institute, 583 D'Onofrio Drive, Madison, wl 53719. ; .,. 7-6-8 12-8-8 20-3-0 7-6.8 5-2.0 7-6-8 Plate Offsets (X,Y): f3:0-4-0,0-1-121 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.52 Vert(LL) -0.09 2-9 >999 M1120 249/190 TCDL , 15.0 Lumber Increase 1.25 BC 0.58 Vert(TL) -0.24 2-9 . >981 BCLL 0.0 Rep Stress Incr YES WB 0.11 Horz(TL) 0.05 5 n/a BCDL 10.0 Code UBC97/ANS195 (Matrix) 1st LC LL Min I/dell =,360 Weight: 84 Ib . LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 3-11-1 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SYP No.3 REACTIONS (Ib/size) 2=1052/0-3-8, 5=1052/0-3-8 ` Max Uplift 2=-166(load case 3), 5=-166(load case 3) FORCES (lb) - First Load Case Only TOP CHORD 1-2=44, 2-3=-11972,3-4=1791, 4-5=-1972,5-6=44 BOT CHORD 2-9=1800, 8-9=1791, 7-8=1791, 5-7=1800 WEBS 3-9=145,3-7=0, 4-7=145 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the loads generated by 80 mph winds at 25 It above ground level located 900 mi from the • hurricane oceanline. ASCE 7-93 components and cladding external pressure coefficients for the interior (1) zone and 8.4 psf top chord and 6.0 psf bottom chord dead load are being used. The design assumes occupancy category (,.terrain exposure C and internal pressure coefficient condition I. If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-13, S10 UBC -97. LOAD CASE(S) Standard A/V.0 0 �` C 17180 Z rn *l, EXP. 06/30/05 # tp c 1 . 9TFOFCAO January 25,2005 ® WARNING • Verjfy design parameters and READ NOTES ON THIS AND D9CCUDED WTER REFERENCE PAGE MH -7473 BEFORE USE, 7777 Greenback Lane __® Design valid for use only with Milek connectors. This design is based only upon parameters shown. and is for on individual building component. Suite 109 Applicability of -design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Citrus Heights, CA: 95610 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing„consult ANSI/TPII quality Criteria, DSB-89 and BCSII Building Component M iTek® Safety Information available from truss Plate Institute, 583 D'Onofrio Drive, Madison, wl 53719. ; .,. t Job Truss Truss Type Qty Ply 84110186 • 4.00 12 3x4 MII20� � 4 3x4 M1120% 1x4 • 2 M112011 5 44 MII20= 6x6 MII20= 6 7 1.4 M1120% 1 R15003711 TRUSS L01 r CAL HIP 1 1 3.5 M1120= 15 14 i 13 12 - , 11 - 16 4x6 MII20= • 1x4 M112011 5x8 M1120= 3,16 Job Reference (optional) JMVV I KUAS, UA I MLLIKAL UI I Y, GALIt-UKNIA 5.000 S ret) 6 2UU3 Mi I eK Industries, Inc. I ue Jan 25 14:28:46 2005 Page 1 7-5-8 15-0-12 18-3-6 1 21-6-0 23-9-13 26-8-5 27-3r0 29-11-5 i 33-10-12 35-10-12 7-5-8 7-7.4 3-2-10 3-2-10 2-3-13 2-10-8 0-6-11 2-8-5 3-11-7 2-0-0 Scale =1:60.9 n U 0 �J NOTES 1) Unbalanced roof live loads have been considered for this design: 2) This truss has been designed for the loads generated by 80 mph winds at 25 ft above ground level located 100 mi from the hurricane oceanline. ASCE 7-93 components and cladding external pressure coefficients for the interior (1) zone and 8.4 psf top chord and &0 psf bottom chord dead load are being used. The design assumes occupancy category I, terrain exposure C and internal pressure coefficient condition'l. If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 5) Special hanger(s) or connection(s) required to support concentrated load(s) 932.01b down and 157.71b,up at 30-0-12 on bottom chord. Design for unspecified connection(s) is delegated to the building designer. LOAD CASE(S), Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plo Vert: 1-3=-70.0, 6-7=-70.0, 7-10=-70.0, 1-9=-20.0, 3-6=-70.0 Continued on page 2 �OFESSIp q P /V c�C17181 rn.. * EXP. 06/30/05 s� clvtk� �P OFICN., January.25,2005 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED AUTEE REFERENCE PAGE 1111r-7473 BEFORE USE. 7777 Greenback Lane r—w® Design valid for use only Qth MiTek connectors. This design is based only upon parameters shown, and is for on individual building component. Suite 109 Applicability of design aromenters and proper incorporation of component is res Citrus Heights, CA, 95610101 PP l 9 P P P P p g to insure of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure slabiliry during construction is -the responsibillity, of the erector.. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII quality Criteria, DSB-89 and BCSII Building Component dD Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. M iTek 4x5 M1120= 3 • 4.00 12 3x4 MII20� � 4 3x4 M1120% 1x4 • 2 M112011 5 44 MII20= 6x6 MII20= 6 7 1.4 M1120% 1 6 9 a g laid s 3.5 M1120= 15 14 i 13 12 - , 11 - 16 4x6 MII20= • 1x4 M112011 5x8 M1120= 3,16 M1120= 3x4 M1120= 7x6 M1120= 7-5-8 15.0-12 21-6-0 23-9-13 1 27-3-0 33-10-12 7-5.8 7-7-4 6-54 2-3-13 3-5-3 6-7-12 Plate Offsets (X,Y): [7:0-4-0,0-1-12]. [9:0-3-2.0-0-21, [11:0-2-8,0-5-01, [14:04-0,0-3-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in floc) I/deft PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.58 Vert(LL) 0.09 9-11 >999 M1120 249/190 TCDL 15.0 Lumber Increase 1.25 BC 0.83 Vert(TL) -0.21 1-15 >999 BCLL 0.0 Rep Stress Incr NO WB 0.83 Horz(TL) 0.04 9 n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) 1st LC LL Min I/deft = 360 Weight: 172 Ib LUMBER BRACING TOP CHORD. 2 X 4 SYP No.2 TOP CHORD Sheathed or 4-3-13 oc purlins. BOT CHORD 2 X 4 SYP No.2 `Except' BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 9-11 2 X 6 SYP No.1 WEBS 1 Row at midpt 2-14 WEBS 2 X 4 SYP No!3 REACTIONS (Ib/size) 1=772/0-3-8, 9=1041/0=3-8, 13=2297/0-3-8 Max Horz 1=-21(load case 3) Max Uplift 1=-103(load case 3), 9=-180(load case 3), 13=-331 (load case 3) - Max Grav 1=772(load'case 1), 9=1099(load case 5), 13=2297(load case 1) FORCES (lb) --First load Case Only TOP CHORD 1-2=-1642,2-3=-471, 6-7=706, 7-8=-814,161-9=-1207, 9-10=49, 3A=-385,4-5=1417, 5-6=1426 BOT CHORD 1-15=1485, 14-15=1485, 13-14=-206, 12-13=-758, 11-12=620, 11-16=1136, 9-16=1143 WEBS 5-13=-232, 7-12=-1602, 7-11=938, 3-14=-200, 6-12=769, 6-13=-772, 8-11=A29, 2-14=-1183, 4-14=904, 4-13=-1779,2-15=187 n U 0 �J NOTES 1) Unbalanced roof live loads have been considered for this design: 2) This truss has been designed for the loads generated by 80 mph winds at 25 ft above ground level located 100 mi from the hurricane oceanline. ASCE 7-93 components and cladding external pressure coefficients for the interior (1) zone and 8.4 psf top chord and &0 psf bottom chord dead load are being used. The design assumes occupancy category I, terrain exposure C and internal pressure coefficient condition'l. If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 5) Special hanger(s) or connection(s) required to support concentrated load(s) 932.01b down and 157.71b,up at 30-0-12 on bottom chord. Design for unspecified connection(s) is delegated to the building designer. LOAD CASE(S), Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plo Vert: 1-3=-70.0, 6-7=-70.0, 7-10=-70.0, 1-9=-20.0, 3-6=-70.0 Continued on page 2 �OFESSIp q P /V c�C17181 rn.. * EXP. 06/30/05 s� clvtk� �P OFICN., January.25,2005 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED AUTEE REFERENCE PAGE 1111r-7473 BEFORE USE. 7777 Greenback Lane r—w® Design valid for use only Qth MiTek connectors. This design is based only upon parameters shown, and is for on individual building component. Suite 109 Applicability of design aromenters and proper incorporation of component is res Citrus Heights, CA, 95610101 PP l 9 P P P P p g to insure of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure slabiliry during construction is -the responsibillity, of the erector.. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII quality Criteria, DSB-89 and BCSII Building Component dD Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. M iTek ® WARNING • Verlfy design parameters and READ NOTES ON THIS AND INCLUDED MUTER REFERENCE PAGE MD -7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for on individual building component. 'Suite 109 Applicability of design paromenlers and proper incorporation of component is responsibility of building designer • not truss designer. Bracing shown Citrus Heights, CA, 95610101 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control. storage, delivery, erection and bracing, consult ANSI/TPII quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onof6o Drive, Madison, WI 53719. iTek ' Lr' Job Truss Truss Type Qty Ply 84110186 R15003711 TRUSS L01 CAL HIP 1 1 - - Job Reference (optional) JMW TRUSS, CATHEDRAL CITY, CALIFORNIA 5.000 s Feb 6 2003 MiTek Industries, Inc. Tue Jan 25 14:28:46 2005 Page 2 LOAD CASE(S)r Standard ' Concentrated Loads (Ib) Vert: 16=-932.0 , 4 , ® WARNING • Verlfy design parameters and READ NOTES ON THIS AND INCLUDED MUTER REFERENCE PAGE MD -7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for on individual building component. 'Suite 109 Applicability of design paromenlers and proper incorporation of component is responsibility of building designer • not truss designer. Bracing shown Citrus Heights, CA, 95610101 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control. storage, delivery, erection and bracing, consult ANSI/TPII quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onof6o Drive, Madison, WI 53719. iTek ' Lr' ® WARNING • Verlfy design parameters and READ NOTES ON THIS AND INCLUDED MUTER REFERENCE PAGE MD -7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for on individual building component. 'Suite 109 Applicability of design paromenlers and proper incorporation of component is responsibility of building designer • not truss designer. Bracing shown Citrus Heights, CA, 95610101 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control. storage, delivery, erection and bracing, consult ANSI/TPII quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onof6o Drive, Madison, WI 53719. iTek 0 Job Truss Truss Type Qty Ply B4110186 26-4-0 27-0-}2 1-9-12 6-3-1 6-7-3 R15003712 TRUSS L02 CAL HIP 1 1 0-0-21,[9:0-0-12,1-3-41 LOADING (psf) Job Reference (optional) JIVIVV I RUJJ, 1.,N I nr-UMML VI I T, V/iLIr-URIVIFi b.uuu s reD a ZUUJ MI I eK Inausines, Inc. 1 ue Jan zo 14:Z8:4b zuub rage 1 1-9-12 2-4.7 8-0-1312 14-8-0 17-10-5 1-510 20-8-8 27-0-12 29-0-12 8-21 8 1-9-12 0-6-11 5-8-6 0-1-15 6-541 3-2-5 0-6-11 2-3-8 641-5 2-0-0 scale = 1:50.8 Us MII20= 4.00 12 4 1.5x4 M112011 3,8 M1120= 1x4 M1120 n 3x4 M1120= 3x4 MI120= 3x7 M112011 mna- 3x8 M1120= _ n u 0 40 0 REACTIONS (Ib/size), 16=571/0-3-8,13=1371/0-3-8. 9=621/0-3-8 Max Horz 16=-22(load case 3) Max Uplift 16=-159(load case 3), 13=-305(load case 3), 9=-100(load case 3) FORCES (lb) - First Load Case Only TOP CHORD 1-2=-365, 2-4=-461, 2-3=-12, 3-5=701, 5-6=701, 6-7=348, 7-8=-289, 8-9=-639, 9-10=44, 1-16=-579, 4-6=-475 BOT CHORD 15-16=-1, 14-15=422, 13-14=422, 12-13=216, 11-12=216, 9-11=542 WEBS 2-15=-390, 3-15=-47, 3-14=135, 3-13=-808, 6-13=-527, 7-13=-715, 7-11=408, 8-11=-404, 1-15=623, 3-4=-187 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the loads generated by 80 mph winds at 25 ft above ground level located 100 mi from the hurricane oceanline. ASCE 7-93 components and cladding external pressure coefficients for the interior (1) zone and 8.4 psf top chord and 6.0 psf bottom chord dead load are being used. The design assumes occupancy category I, terrain exposure C and internal pressure coefficient condition I. If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3.). Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 5) Beveled plate,or shim required to provide full bearing surface with truss chord at joint(s) 9. 6) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. LOAD CASE(S) Standard OQ�OFESS/p�� C. AN�cc l�2 V C 17180 z ,t EXP. 06/30/05 1s� cfv1L 9T�(0)F CAL1F��� January 25,2005 ® WARNING - Vertfg design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MU -7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 Applicability of design poromenlers and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown CitruC s Heights, A, 95610 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, stbroge, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, OSB -89 and BCSII Building Component Safety Information available from Truss Plate Institute, 5a3 D'Onofrio Drive, Madison, WI 53719. M iTek 1-9-12 , 8-0-13 14-8-0 18-5-0 1 26-4-0 27-0-}2 1-9-12 6-3-1 6-7-3 3-9-0 7-11-0 0-8-12 Plate Offsets (X,Y): f3:0-4-0,0-2-81,[7:0-4-0,0-1-121,[9:0-2-6 0-0-21,[9:0-0-12,1-3-41 LOADING (psf) SPACING 2-0-0 CSI 'DEFL in (loc) I/dell PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.43 Vert(LL) -0.11 9-11 >999 M1120 249/190 TCDL 15.0 Lumber Increase 1.25 BC 0.40 Vert(TL) -0.24 9-11 >608 BCLL 0.0 Rep.Stress Incr YES WB 0.72 Horz(TL) 0.02 9 n/a 6CDL 10.0 Code UBC97/ANS195 (Matrix) 1st LC LL Min I/deft = 360 Weight: 163 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. Except: BOT CHORD 2'X 4 SYP No.2 1 Row at midpt 4-6 WEBS 2 X 4 SYP No.3 2 Rows at 1/3 pts 2-6 WEDGE BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: Right: 2 X 4 SYP No.3 6-0-0 oc bracing: 15-16. n u 0 40 0 REACTIONS (Ib/size), 16=571/0-3-8,13=1371/0-3-8. 9=621/0-3-8 Max Horz 16=-22(load case 3) Max Uplift 16=-159(load case 3), 13=-305(load case 3), 9=-100(load case 3) FORCES (lb) - First Load Case Only TOP CHORD 1-2=-365, 2-4=-461, 2-3=-12, 3-5=701, 5-6=701, 6-7=348, 7-8=-289, 8-9=-639, 9-10=44, 1-16=-579, 4-6=-475 BOT CHORD 15-16=-1, 14-15=422, 13-14=422, 12-13=216, 11-12=216, 9-11=542 WEBS 2-15=-390, 3-15=-47, 3-14=135, 3-13=-808, 6-13=-527, 7-13=-715, 7-11=408, 8-11=-404, 1-15=623, 3-4=-187 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the loads generated by 80 mph winds at 25 ft above ground level located 100 mi from the hurricane oceanline. ASCE 7-93 components and cladding external pressure coefficients for the interior (1) zone and 8.4 psf top chord and 6.0 psf bottom chord dead load are being used. The design assumes occupancy category I, terrain exposure C and internal pressure coefficient condition I. If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3.). Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 5) Beveled plate,or shim required to provide full bearing surface with truss chord at joint(s) 9. 6) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. LOAD CASE(S) Standard OQ�OFESS/p�� C. AN�cc l�2 V C 17180 z ,t EXP. 06/30/05 1s� cfv1L 9T�(0)F CAL1F��� January 25,2005 ® WARNING - Vertfg design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MU -7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 Applicability of design poromenlers and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown CitruC s Heights, A, 95610 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, stbroge, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, OSB -89 and BCSII Building Component Safety Information available from Truss Plate Institute, 5a3 D'Onofrio Drive, Madison, WI 53719. M iTek Job Truss Truss Type Qty Ply 84110186 TCLL 20.0 Plates Increase 1.25 TC 0.45 Vert(LL) -0.11 10-12 >999 R15003713 TRUSS L03 CAL HIP 1 1 BCLL 0.0 Rep Stress Incr YES WB 0.73 Horz(TL) 0.02 10 n/a Job Reference (optional) JIVIVV IKUOO, UMI r1CUKAL VI I T, L,ALIr-UKIVIA S.uuu s t-eD b Zuu3 MI I eK maustrles, Inc. I ue Jan Zb 14:Za:4r duub rage T 1-9-12 2.4-7 8-0-13 8-2112 14-8-0 15-10-5 18-5-0 i 20-8-8 27-0-12 29-0-12. 1 1-9-12 0-6-11 5-8-6 0-1-15 6-5-0 1-2-5 2-6-11 2-3-8 6-45 2-0-0 scats, =1:50.6 4.00 rl2 • 31 • 0 0 r1 U 0 E 0 4x5 M1120= 4 -- -- 3xb M1120= 1.5x4 MII2011 3x8 M1120= 1x4 M112011 3x4 M1120= 3x4 M1120= 3x7 M112011 3x6 M1120= 1-9-12 , 8-0-13 14-8-0 18-5-0 26-4-0 27-0-12 1-9-12 6-3-1 6-7-3 3-9-0 7-11-0 0-8-12 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.45 Vert(LL) -0.11 10-12 >999 M1120 249/190 TCDL 15.0 Lumber Increase 1.25 BC 0.41 Vert(TL) -0.24'10-12 >602 BCLL 0.0 Rep Stress Incr YES WB 0.73 Horz(TL) 0.02 10 n/a BCDL 10.0 Code UBC97/ANS195 (Matrix) 1st LC LL Min I/deft = 360 Weight: 166 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. Except: BOT CHORD 2 X 4'SYP No.2 1 Row at midpt 4-6 WEBS 2 X 4 SYP No.3 2 Rows at 1/3 pts 2-6 WEDGE BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: Right: 2 X 4 SYP No.3 6-0.0 oc bracing: 16-17. REACTIONS (Ib/size) 17=567/0-3-8,14=1438/0-3-8, 10=630/0-3-8 Max Harz 17=54(load case 3) Max Uplift 17=-161(load case 3), 14=-343(load case 3), 10=101(load case 3) FORCES (lb) - First Load Case Only TOP CHORD 1-2=-363,24=-454, 2-3=-16, 3-5=714,5-6=714, 6-18=367,7-18=367.7-8=-62,7-9=-338.9-10=-661, 10-11=44, 1-17=-575,4-6=-469 BOT CHORD 16-17=1, 15-16--4-.14,14-15=414,13-14=275,12-13=275,10-12=561 WEBS 2-16=-389, 3-16=41, 3-15=135, 3-14=820, 6-14=-529, 7-14=-814, 7-12=375, 9-12=-354, 1-16=614, 3-4=-190 NOTES .1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the loads generated by 80 mph winds'at 25 ft above ground level located 100 mi from the hurricane oceanline. ASCE 7-93 components and cladding external pressure coefficients for the interior (1) zone and 8.4 psf top chord and 6.0 psf bottom chord dead load are being used. The design assumes occupancy category I, terrain exposure C and internal pressure coefficient condition I. If end verticals or cantilevers exist; they are exposed to wind. If porches exist, they are riot exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-131, UBC -97. 5) Beveled plate or shim required to provide full bearing surface with truss chord at joints) 10. 6) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. LOAD CASE(S) Standard .® WARNING - Ver{fy design pammetem and READ NOTES ON THIS AND INCLUDED MITES REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with Wait connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paromenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding tobricalion, quality control, storage, delivery, erection and bracing, consul) ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component 'Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Q¢pF l� C 17180 Z` k EXP. 06/30/05 Cts OF CAL1F� January 25,2005 7777 Greenback Lane Sidle 109 Citrus Heights. CA, 95610 MV I Mffe' k® Job Truss Truss Type Qty Ply B4110186 264-0 27-0-12 Max Uplift 18=-158(load case 3), 15=-355(load case 3), 11=-117(load case 3) r 1-912 6-3-1 FORCES (Ib) - First Load Case Only R15003714 TRUSS L04 CAL HIP 1 1 [11:0-2-6,0-0-21, [11:0-0-12,1-3-41 BOT CHORD 17-18=2, 16-17=418, 15-16=418,14-15=380, 13-14=380, 11-13=663 ) . LOADING (psf) SPACING Job Reference (optional) JMW I HU66, GAI HEUKAL CI I Y, GALIfOKNIA *.000 s t -et) b 2UUJ ivii I eK mausines, Inc. I ue Jan Lo-14:ca:4r GUUo rage 1 1-9-12 2-4-7 8.0-13 8-3,12 10-11-12 13-10-5 14-8-0 18-5.0 20-8-8 27-0-12 29-0-12. r�1 1-9-12 0-6-11 5-8-6 0-1-15 ' 2-9-0 2-10-9 0-9-11 3-9-0 2-3-8 64-5 2-0-0 Swle = 1:51.3 ' 4x0 M1120= 4.00 12 4 4X4 M1120= 1.5x4 M1120 It 3x8 M1120= 1x4 M112011 3.4 M1120= 3.4 M1120= 3X7 M112011 3xB M1120= • 1-9-12 8-0-13 14-8-0 18-5-0 264-0 27-0-12 Max Uplift 18=-158(load case 3), 15=-355(load case 3), 11=-117(load case 3) r 1-912 6-3-1 FORCES (Ib) - First Load Case Only 6-7-3 3-9-0 7-11-0 0-8-12 Plate Offsets (X Y): [3:04-0,0-2-81, [7:0-0-8,0-041, [9:0-3-13,0-2-71, [11:0-2-6,0-0-21, [11:0-0-12,1-3-41 BOT CHORD 17-18=2, 16-17=418, 15-16=418,14-15=380, 13-14=380, 11-13=663 ) . LOADING (psf) SPACING 2-0-0 • CSI DEFL in (loc) I/defl NOTES PLATES GRIP TCLL 20.0 Plates Increase 1.25 2) This truss has been designed for the loads generated by 80'mph winds at 25 ft above ground level located 100 mi from the TC 0.71 Vert(LL) -0.11 11-13 >999 M1120 -249/190 chord and 6.0 psf bottom chord dead load are being used. The design assumes occupancy category I, terrain exposure C and�OQ�pF TCDL 15..0 Lumber Increase 1.25 Ci. A%% BC 0.41 Vert(TL) -0.24 11-13 >602 3) Provide adequate drainage to prevent water ponding. BCLL 0.0 Rep Stress Incr YES WB 0.68 Horz(TL) 0.02 11 n/a 5) Beveled plate or shim required to provide full bearing surface with truss chord atjoint(s) 11. C 17180 BCDL 10.0 Code UBC97/ANS195 (Matrix) 1st LC LL Min I/deo = 360 Weight: 174 Ib 0 LUMBER SX CN11. �P BRACING 9aFCAL1E��� TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 6-0-0 oc purlins, ,except end verticals. Except: ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MUTER REFERENCE PAGE MU -7473 BEFORE USE. BOT CHORD 2 X 4 SYP No.2 • ' Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design aromenters and proper incorporation of component is responsibility of building designer not truss designer. Bracing shown PP 9 P P P rP P P N 9 9 9 9 Suite 109 Citrus Heights, CA, 95610�� 1 Row at midpt 2-9 WEBS 2 X 4 SYP No.3 erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII quality Criteria, DSB-89 and BCSII Building Component M iTek® . BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEDGE' 6-0-0 oc bracing: 17-18. Right: 2 X 4 SYP No.3 • REACTIONS (Ib/size) 18=609/0-,3-8,15=1288/0-3-8, 11=666/0-3-8 Max Horz 18=42(load case 3) Max Uplift 18=-158(load case 3), 15=-355(load case 3), 11=-117(load case 3) FORCES (Ib) - First Load Case Only TOP CHORD 1-2=-385, 2-4=-638,2-3=143,3-6=835, 6-7=835, 7-9=576, 8-9=368, 9-10=-448, 10-11=-7,68,11-12=44,1-18=-615 ` , 4-5=-548, 5-7=-356, 5-8=-271 BOT CHORD 17-18=2, 16-17=418, 15-16=418,14-15=380, 13-14=380, 11-13=663 ) . WEBS 2-17=-417,3-17=-25, 3-16=135, 3-15=765, 7-15=-367, 9-15=-868, 9-13=371,10-13=-350,1-17=643, 3-4=-156 • NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the loads generated by 80'mph winds at 25 ft above ground level located 100 mi from the hurricane oceanline. ASCE 7-93 components and cladding external pressure coefficients for the interior (1) zone and 8.4 psf top chord and 6.0 psf bottom chord dead load are being used. The design assumes occupancy category I, terrain exposure C and�OQ�pF ESS/ pNq internal pressure coefficient condition I. If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are Ci. A%% not exposed to wind. The lumber DOL- increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. • 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, �- UBC-97. tTt z 5) Beveled plate or shim required to provide full bearing surface with truss chord atjoint(s) 11. C 17180 6) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. * EXP. 06/30/05 LOAD CASE(S) Standard SX CN11. �P 9aFCAL1E��� January 25,2005 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MUTER REFERENCE PAGE MU -7473 BEFORE USE. 7777Greenback Lane • ' Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design aromenters and proper incorporation of component is responsibility of building designer not truss designer. Bracing shown PP 9 P P P rP P P N 9 9 9 9 Suite 109 Citrus Heights, CA, 95610�� l is for lateral support of individual web members only. Additional temporary bracing to.insure stability during construction is the responsibillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII quality Criteria, DSB-89 and BCSII Building Component M iTek® . Safety Information available from Truss Plate tnstitute,.583 D'Onoldo Drive, Madison, WI 53719. Is 0 n LI Job TrussTruss Type Qty Ply B411,0186 1.25 TCDL 15.0 Lumber Increase 1.25 R15003715 TRUSS L05 CAL HIP 1 1 Code UBC97/ANSI95 Job Reference (optional) JIvivV I muco, l.,Hl nGurCHL UI I T. I,HLIrUMIVIH b.000 S reD to zuu;3 ivii I eK maustries, Inc. I ue Jan zo 14:Za:4a zuub rage 7 3-11-12 7-9-1284-7 11-10-5 12-510 14-8-0 20-5-8 27-0-12 29-0-12 3-11-12 310-0 0-6-11 3-5-14 0-6-11 2-3-0 5-9-8 6-74 2-0-0 S.I. - 149.7 6.8 M1120= 4.00 F12 4X4 MI120-- 3X6 M1120= 3x4 144120= 3.8 M1120= 3.4 M1120= 1.4 M1120 11 30 M112011 • 'V 3x4 MI120= 7-9-12 12-5-0 1 14-8-014-9-12 20-5-8 26-4-0 27-0-12 7-9-12 4-74 2-3-0 0-1-12 5-7-12 5-10-8 0-8-12 LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 15.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code UBC97/ANSI95 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2'X 4 SYP No.3 WEDGE Right: 2 X 4 SYP No.3 CSI DEFL in (loc) I/defl _PLATES GRIP TC 0.53 Vert(LL) -0.0614-15 >999 M1120 249/190 BC 0.35 Vert(TL) -0.1314-15 ->999 WB 0.59 Horz(TL) 0.01 8 n/a (Matrix) 1 st LC LL Min I/deft = 360 Weight: 153 Ib BRACING TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 11-13. REACTIONS (Ib/size) 15=524/0-3-8,11=1475/0-3-8,8=565/0-3-8 Max Harz 15=-22(load case 3) Max Uplift 15=-79(load case 3),-.11=199(load case 3), 8=-98(load case 3) Max Grav 15=566(load case 4), 11=1475(load case 1), 8=571 (load case 5) FORCES (Ib) - First Load Case Only TOP CHORD 1-2=-115, 2-3=-374,3-4=57,4-5=79, 5-6=486, 6-7=371, 7-8=-509, 8-9=44,1-15=-156 BOT CHORD 14-15=376,13-14=318,12-13=-406,11-12=-406, 10-11=414, 8-10=414 WEBS 2-14=-72,3-14=189, 3-13=-552,4-13=205,5-13=719, 5-11=-1053, 7-11=879, 7-10=136,2-15=-421 NOTES 1) Unbalanced roof, live'loads have been considered for this design. 2) This truss has been designed for the loads generated by 80 mph winds at 25 ft above ground level located 100'mi from the hurricane oceanline. ASCE 7-93 components and cladding external pressure coefficients for the interior (1) zone and 8.4 psf top chord and 6.0 psf bottom chord dead load are being used. The design assumes occupancy category I, terrain exposure C and internal pressufe coefficient.condition I. If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1-33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 5) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 8. LOAD CASE(S) Standard fls WARNINO - Verjfy design parameters and READ NOTES ON THIS AND INCLUDED MITES REFERENCE PAGE MU -74 73 BEFORE USE. Design valid for use only with Mitek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design pdromenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, df the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control. storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. - Q�/OFE^SS+/p 9 _ C� C HNn\�. `�-C171" Grr *,EIXIFP. 06/30/05 *- CIVll \TFOF Cq_1Fo�/ January 25,2005 7777 Greenback Lane Suite 109 Citrus Heights, CA 95610 - MiTeks 0 Job Truss Truss Type Qty .. Ply 841101'86 • 10-1-6 4-6-10 5-9-8 5-10-8 0-8-12 Plate Offsets (X Y): 815003716 TRUSS L06 COMMON 1 1 DEFL in (loc) I/deft PLATES GRIP TCLL 20.0 Plates Increase 1.25 Job.Reference (optional) JMW I KUJti, GA I NtUKAL GI I Y, GALII-UKNIA b.uuu s reD a LUD3 IVII I eK Inuus[ne5, Inc. I ue Jaii La Iv.La.yo zvvu ray- I 4-8-13 10-1-6 14-8-0 '20.5-8 27-0=12 29-0-12 • 4-8-13 54-9 4-6-10 5-9-8 6-7.4 2-0-0 stale: IWO' • 4x4 M1120= 3 r1 L J n lJ ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED AUTER REFERENCE PAGE MU -7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with Mitek connectors. This design B based only upon parameters shown, and 6 for an individual building component. Suite 109 Applicability of design pardmenters and proper incorporation of component is responsibility of building designer- not truss designer`. Bracing shown Citrus Heights, CA, 956111.90 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional pennangnt bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult. ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component r, y Aek iTo . - Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive, Madison, WI 53719. 1 ii i� 4x6 M1120= 3x8 M1120= 5x5 M1120= 1x4 M112011 3x7 M112011 10-1-6 14-8-0 20-5-8 26-4-0 27-0-12 • 10-1-6 4-6-10 5-9-8 5-10-8 0-8-12 Plate Offsets (X Y): r7i0-0-12 1-3-41 r7:0-2-14 0-0-21 (10:0-2-8 0-3-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.96 Vert(LL) -0.17 '11-12 >999 M1120 249/190 TCDL 15.0 Lumber Increase - 1.25 BC 0.47 Vert(TL) -0.35 11-1.2 >505 BCLL 0.0 Rep Stress Incr YES WB 0.59 Horz(TL) 0.01 7 n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) 1 st LC LL Min I/defl = 360 Weight: 142 Ib . LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD 2 X 4 SYP No.2 `BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS. 2 X 4 SYP No.3 6-0-0 oc bracing: 10-11. WEDGE : Right: 2 X 4 SYP No.3 • REACTIONS (Ib/size) 12=530/0-3-8, 10=1460/0-3-8, 7=572/0-3-8 Max Horz 12=-22(load case 3) Max Uplift 12=-76(load case 3), 10=188(load case 3), 7=-100(load case 3) Max Grav 12=550(load case 4), 10=1460(load case 1), 7=579(load case 5) FORCES (lb) - First Load Case Only �. TOP CHORD 1-2=-162, 2-3=-260, 34=-251, 4-5=465, 5-6=350, 6-7=-534, 7-8=44, 1-12=-184 BOT CHORD 11-12=396, 10-11=-385.9-10=438,7-9=438 WEBS 2-12=-376,2-11=-254, 3-11=-215,4-11=778,4-10=-1067, 6-10=-881,6-9=143 NOTES ' 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the loads generated by 80 mph winds at 25 ft above ground level located 100 mi from the hurricane oceanline. ASCE 7-93 components and,cladding external pressure coefficients for the interior (1) zone and 8.4 psf top chord and 6.0 psf bottom chord dead load are being used. The design assumes occupancy category I, terrain exposure C and E$$/ internal pressure coefficient condition I. If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are ffi �O9?,o ri An/0 not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-13, • F 'UBC -97, 4) Beveled plate or shim required to provide full bearing surface with truss chord atjoint(s) 7. C 171. . t'n � LOAD CASE(S) Standard * EXP. 06/30/05 ,E s C!V 11.' - �P T9��OF • - CAl1Fd�� January 25,2005 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED AUTER REFERENCE PAGE MU -7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with Mitek connectors. This design B based only upon parameters shown, and 6 for an individual building component. Suite 109 Applicability of design pardmenters and proper incorporation of component is responsibility of building designer- not truss designer`. Bracing shown Citrus Heights, CA, 956111.90 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional pennangnt bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult. ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component r, y Aek iTo . - Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive, Madison, WI 53719. 1 ii i� 0 L 0 0 u n .J n LJ Job Truss Truss Type Qty Ply B4110186 PLATES GRIP TCLL 20.0 Plates Increase 1:25 TC 0.82 , 815003717 TRUSS L07 COMMON 1 1 BC 0.96 2) This truss has been designed fo'r the loads generated by 80 mph winds at 25 It above ground level located 100 mi from the Vert(TL) -0.37 1-13 >697 hurricane oceanline. ASCE 7-93'components and cladding external pressure'coefficients for the interior (1) zone and 8.4 psf top BCLL " 0.0 Rep Stress Incr Job Reference (optional) JIVIVV I KUZ:. , l.:A I r1tUKAL lr1 I T, WAL-if VKIVIA 6-2-5 11-6-13 16-11-6 21-6.0 27-3-8 33-10-12 35-10-12 6-2-5 54-9 54-9 4-6-10 5-9-8 6-7-4 2-0-'0 Scale 4X5 MI120= 4 4x8 M1120= 14 13 12 15 11 16 10 3x7 M1120= 3x4 M1120= 5.8 MI120= 3x4 M1120= 1x4 M112011 3x4 M1120= 8-10-9 16-11-6 21-6-0 27-3-8 33-2-0 33F10,12 8-10-9 8-0-13 4-6-10 5-9.8 5-10-8 0-8-12 IV d LOADING (psf) SPACING 2-0-0 CSI Max Grav 1=2039(load case 5), 11=2463(load case 4), 8=1194(load case 4) DEFL in (loc) I/deft PLATES GRIP TCLL 20.0 Plates Increase 1:25 TC 0.82 Vert(LL) -0.20 1-13 >999 M1120 249/190 TCDL 15.0 Lumber Increase 1.25 BC 0.96 2) This truss has been designed fo'r the loads generated by 80 mph winds at 25 It above ground level located 100 mi from the Vert(TL) -0.37 1-13 >697 hurricane oceanline. ASCE 7-93'components and cladding external pressure'coefficients for the interior (1) zone and 8.4 psf top BCLL " 0.0 Rep Stress Incr YES WB 0.71 ESS/pN Horz(TL) 0.04 11 n/a OQ�OF 9� BCDL 10.0 Code UBC97/ANSI95 (Matrix) 1st LC LL Min I/def] =360 Weight: 166 Ib LUMBER to 8-0-0, 20-0-0 to 25-6-0 for 476.5 pif. BRACING TOP CHORD 2 X 4 SYP No.2 LOAD CASE(S) Standard TOP CHORD Sheathed or 2-3-7 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 3-1-8 oc bracing. WEBS 2 X 4 SYP No.3 January 25,2005 SLIDER Right 2 X 4 SYP No.3 2-11-11 QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE•DRAG LOAD NOTE BELOW. REACTIONS (Ib/size) 1=780/0-3-8,11=19§5/0-3-8,8=403/0-3-8 Max Horz 1=-36(load case 8) Max Uplift 1=1368(load case 8), 11=-727(load case 9), 8=869(load case 9) Max Grav 1=2039(load case 5), 11=2463(load case 4), 8=1194(load case 4) FORCES (]b) - First Load Case Only TOP CHORD 1-2=-1690,2-3=-1281, 34=-172,4-5=-162.5-6=985,6-7=148,7-8=72,8-9=44 BOT CHORD 1-14=1556,.13-14=1556,12-13=818,12-15=-879,11-15 =-879,11-16=-74,10-16=-74,8-10=-68 WEBS 2-13=-494, 3-13=592, 3-12=-880, 4-12=-268, 5-12=1333, 5-11=1576, 6-11=-866, 6-10=136 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed fo'r the loads generated by 80 mph winds at 25 It above ground level located 100 mi from the hurricane oceanline. ASCE 7-93'components and cladding external pressure'coefficients for the interior (1) zone and 8.4 psf top chord and 6.0. psf bottom chord dead load are being used. The design assumes occupancy category I, terrain exposure C and internal pressure coefficient condition I. If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are ESS/pN not exposed to wind. The lumber DOL increase is. 1.33, and the plate grip increase is 1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per.Table No. 16-B, OQ�OF 9� UBC -97. 4) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 8. 5) This truss has.been designed for a total drag load of 6433 Ib. Connect truss to resist drag loads along bottom chord from 0-0-0 to 8-0-0, 20-0-0 to 25-6-0 for 476.5 pif. C 171$Q z A LOAD CASE(S) Standard * EXP, 06/30/05 gTFOF CAOt January 25,2005 ® WARNING - Verify design parameters and READ NOTES ON Thus AND INCLUDED 1FfITEE REFERENCE PAGE IIID -7473 BEFORE USE. 7777 Greenback Lane --a 09 Design valid for use only with MTek connectors. This design Is based only upon parameters shown, and is for an individual building component. Sults He Applicability of design oromenters and proper incorporation of component is responsibility of building designer not truss designer. Bracing shown Citrus Heights, CA, 95610 PP l 9 P P P P P P fY 9 9 9 9 is for lateral support bf individual web'members only. Additional temporary bracing to insure.siabliry during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/7011 quality Criteria, D5B-89 and BC511 Building Component iTek0 Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive, Madison, WI 53719. 0 n Job Truss Truss Type Qty Ply 84110186 Plates Increase 1.25 TC 0.54 Vert(LL) 0.29'14-15 >999 M1120 249/190 TCDL 15.0 R15003718 TRUSS L08. COMMON 1 4, WB 0.77 Horz(TL) 0.22 . 9 , n/a BCDL 10.0 Code UBC97/ANS195 (Matrix) Job Reference o tional JMW TRUSS, CATHEDRAL CITY, CALIFORNIA 5.000 s Feb 6 2003 MTek Industries, Inc. Tue Jan 25 14:33:02 2005 Page 1 5-5-3 8-1-8 12.6-7 16-11-6 1 21-4.5 25-9-4 28-5-9 33-10-12 5.5-3 2-8-5 4-4-15 4-4-15 44-15 4-4-15 2-8-5, 5-5-3 Scale = 1:56.2 6x8 M1120= 5x16 M1120 16 15 17 14 18 13 12 11 10 404 M1120,1 2x4 M112011 7x6 M1120= 7x10 M1120H= 8x8 M1120= 7x8 M112 OH= 64t M1120= 2x4 M112011 7x8 M1120= 4x8 M1120,� 5-5-3 8-1-8 12-6-7 16-11-6 21A-5 25-9-4 28-5-9 33-2-0 33r10-,12 i 5-5-3 2-8-5 4A-15 4-4-15 44-15 44-15 2-8-5 478-7 0-8-12 I,a d LOADING (psf) SPACING 1-6-0 CSI DEFL in (loc) I/defl PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.54 Vert(LL) 0.29'14-15 >999 M1120 249/190 TCDL 15.0 Lumber Increase 1.25 BC 0.88 Vert(TL) -0.63 14-15 >618 BCLL 0.0 Rep'Stress Incr NO WB 0.77 Horz(TL) 0.22 . 9 , n/a BCDL 10.0 Code UBC97/ANS195 (Matrix) 1st LC LL Min I/deft = 360 Weight: 1045 Ib LUMBER BRACING TOP CHORD 2 X 8 SYP SS TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2 X 6 SYP SS BOT CHORD Rigid ceiling'directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SYP No.3 *Except* 3-15 2 X 8 SYP SS, 4-14 2 X 4 SYP No.2, 5-13 2 X 4 SYP No.2 6-12 2 X 4 SYP No.2, 8-9 2 X 6 SYP No.2 REACTIONS (Ib/size) 1=12275/0-11-0,9=15549/0-6-12 Max Uplift 1=-1560(load case 3), 9=-1928(load case 3) FORCES (lb) - First Load Case Only TOP CHORD 1-2=-36562, 2-3=-38264, 3-4=-31463, 4-5=-24985, 5-6=24974, 6-7=30807, 7-8=-36001, 8-9=-36229 BOT CHORD 1-16=34597, 15-16=34597, 15-17=36517, 14-17=36517, 14-18=29829, 13-18=29829, 12-13=29152, 11-12=34626, 10-11=33826, 9-10=33826 WEBS 2-16=-971, 2-15=2230, 3-15=5050, 3-14=-7679, 4-14=7728, 4-13==8021, 5-13=14357, 6-13=-7110, 6-12=7112, 7-12=-6286,7-11=2928,8-11=930,8-10=2347 NOTES 1) Special connection required to distribute bottom chord loads equally between all plies. 2) 4 -ply truss to be connected together with 0.131"x3" Nails as follows: Top chords connected as follows: 2 X 8 - 2 rows at 0-9-0 oc. Bottom chords connected as follows: 2 X 6 - 3 rows at 0-4-0 oc. Webs connected as follows: 2 X 4 - 1 row at 0-9-0 oc, 2 X 8 - 2 rows at 0-9-0 oc. Attach chords with 112 inch diameter bolts (ASTM a-307) with washers at 2-0-0 on center. 3) Unbalanced roof live loads have been considered for this design. 4) This truss'has been designed for the loads generated by 80 mph winds at 25 ft above ground level located 100 mi from the hurricane oceanline. ASCE 7-93 components and cladding external pressure coefficients for the interior (1) zone and 8.4 psf top chord and 6.0 psf bottom chord dead load are being used. The de'sign.assumes occupancy category I, terrain exposu?e C and internal pressure coefficient condition I. If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 7) Special hanger(s) or connection(s) required to support concentrated load(s) 4466.01b down and 605.21b up at' 8-1-8 on bottom Conthlued on pgge unspecified connection(s) is delegated to the building designer. ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED ICTEK-REFERENCE PAGE MU -7473 BEFORE USE. Design valid f or use only with M7ek connectors. rs. Th's design is based only upon parameters shovm, and is for an individual building component. Applicability of deign poramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability, during construction is the responsibiliity, of the erector. Additional permanent bracing of the overall structure is the resporisibility of the building designer. For general gguidance regarding fabrication, quality control, storage, delivery. erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII. Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, VA 53719. )FESS/0 7' C 17180 ` z1 * E X R 06/30/05 yt clyn- \TF�FCA�F�d I: January 25,2005 . 7777 Greenback Lane Suites Hei 109 hts CiWCA 95610 M1 9 • MOW Job ' JMW TRUSS, CATHEDRAL CITY, CALIFORNIA 5.000 s Feb 6 2003 MITek Ind ust Truss Truss Type Qty Ply 84110186 R15003718 TRUSS L08 COMMON 1 ` 4 Job Reference o lional ' I T e Jan 25 14.33.02 2005 Page 2 ries, nc. u LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-5=-52.5, 5-9=52.5,1-17=-15.0,17-18=-888.8, 9-18=-905.2 Concentrated Loads (lb) Vert: 15=-4466.0 . Y • r , r 7777 ® WARNING - Verify design parameters and READ NOTES ON THISMI AND INCLUDED TER REFERENCE PAGE MD -7473 BEFORE USE. suite WARNING Lane Design valid for use only with MTek connectors: This design 6 based only upon parameters shown, and is for on individual building component. Citrus Heights, CA, 9561-W Applicability of design poromenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web membersonly. Additionol.temporary bracing to insure stability during construction is the responsibillity, of the . erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality confrol. storage, delivery, erection and bracing, consult "I SI/TPII Quality Criteria, DSB-89 and BC517 Building Component WOW' Safety Information available from Truss Plate Institute, 5a3 D'Onofrio Drive, Madison, WI 53719. • Ej Job Truss Truss Type Qty Ply B4110186 4-5 >999 M1120 249/190 LOADING (psf) SPACING 2-0-0 R15003719 TRUSS LA01 MONO CAL HIP TCDL 1'5.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr NO Job Reference (optional) JIVIVV I KUJJ, UH I r1CUMML 1.11 T, UHLIr VRIVIH .i.v.... , cv v �...... ......... .......•....•-,., ..._. . __ __.. __ ...__.. _ __ _ _ - _„- 3-2-3 3-8-15 7-2-12 3-2-3 0-6-12 3-5-13 ' Scale = 1:12.4 5.7 M1120\\ 1.5.4 M112011 3x4 M020= 40 M1120= • ,... ,. - 7_7_17 4-0-9 CSI 3-2-3 (loc) I/defl PLATES GRIP Plate Offsets (X,Y): [1:0-2-14.0-0-21 4-5 >999 M1120 249/190 LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 1'5.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr NO TOP CHORD BCDL 10.0 Code UBC97/ANSI95 BOT CHORD 'Rigid ceiling directly applied or 10-0-0 oc bracing. LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 6 SYP No.2 WEBS 2 X 4 SYP No.3 4-0-9 CSI DEFL in (loc) I/defl PLATES GRIP TC 0.35 Vert(LL) 0.03 4-5 >999 M1120 249/190 BC 0.57 Vert(TL) -0.07 4-5 >999 WB 0.54 Horz(TL) 0.01 4 6/a (Matrix) 1st LC LL Min I/deft = 360 Weight: 36 Ib BRACING TOP CHORD Sheathed or 44-3 oc purlins, except end verticals. BOT CHORD 'Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 11=895/0-3-8,4=932/0-3-8 Max Uplift 1=-140(load case 3), 4=-162(load case 3) FORCES (lb) - First Load Case Only ' TOP CHORD 1-2=-1926, 2-6=0, 6-7=0, 3-7=0, 3-4=-179 BOT CHORD 1-5=1830,5-8=1740,8-9=1740,4-9=1740 WEBS 2-5=562, 2-4=-1789 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the loads generated by 80 mph winds at 25 ft above ground level located 100 mi from the hurricane oceanline. ASCE 7-93 components and cladding external pressure coefficients for the intetior (1) zone and 8.4 psf top chord and 6.0 psf bottom chord dead load are being used. The design assumes occupancy category I, terrain exposure C and internal pressure coefficient condition I. If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other lige loads per Table No. 16-B, UBC -97. 5) Girder carries tie-in span(s): 8-5-12 from 0-0-0 to 7-2-12 6) Girder carries hip end with 3-9-4 end setback . 7) Special hanger(s) or connection(s) required to support concentrated loads) 99.91b down and 45.81b up at 3-3-15 on top chord. Design for unspecified connection(s) is delegated to the building designer. LOAD-CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plo Vert: 1-2=-70.0, 2-6=-70.0, 3-6=-95.9, 1-4=-166.6 Concentrated Loads (lb) Vert: 2=-99.9 -® WARNINO - Verify design parameters and READ NOTES ON THIS AND rNCLuDED MITES REFERENCE PAGE MU -7473 BEFORE USE. individual building com component. Design valid For use any with MiTek connectors. This design is based only upon parameters shown, and is foran ind dua p Applicability of design paromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TP11 Quality Criteria; DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onofdo Drive, Madison, WI 53719. SOF ESS/p C 171 V0 * EXP. 06/30/05 \CIVIL- 9TFOF rAO1 o January 25,2005 7777 Greenback Lane �® Suite 109 Citrus Heights, CA, 95610�. MOW a L 0 • n LJ Ll �J 19 Job Truss Truss Type Qty Ply B4110186 TCDL 15.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr , R15003720 TRUSS'. M01 COMMON 1 1 1st LC LL Min I/defl = 360 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 OTHERS 2 X 4 SYP No.3 Job Reference (optional) JMVV I KUJJ, UA I MtUKAL k l 1 Y, L ALIrUKIVIA a.VVV s IV. V cv mi, cn 1., ... M.. ,—oa„ w ,..-.. ...y.- -2-0-0 7-7-12 15-3-8 17-3-8 2-0-0 7-7-12 7-7-12 2-0-0 Stale = 1:31.5 4.6 M1120= CONN. OF GABLE STUDS.BY OTHERS. 3 2x5 M112011 3x8 M1120= 2x5 M112011 LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 15.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code. UBC97/ANSI95 LUMBER n/a TOP CHORD 2 X 4 SYP No.2 1st LC LL Min I/defl = 360 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 OTHERS 2 X 4 SYP No.3 REACTIONS (Ib/size) 8=828/0-3-8.6=828/0-3-8 2 7 CSI - - DEFIL in (loc) .I/deft TC 0.56 Vert(LL) -0.05 7-8 >999 BC 0.34 Vert(TL) - -0.10 7-8 >999 WB 0.48 Horz(TL) 0.00 6 n/a (Matrix) 1st LC LL Min I/defl = 360 BRACING PLATES. GRIP M1120 249/190 Weight: 125 Ib TOP CHORD Sheathed or 5-5-5 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. Max Harz 8=16(load case 9) Max Uplift 8=398(load case 8), 6=-398(load case 9) Max Grav 8=1099(load case 5), 6=1099(load case 4) FORCES (lb) - First Load Case Only TOP CHORD 1-2=49, 2-3=-723, 34=-723, 4-5=49, 2-8=-752, 4-6=752 BOT CHORD 8-33=111, 7-33=111, 7-34=111, 6-34=111 WEBS 3-7=-128,2-7=517,4-7=517 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the loads generated by 80 mph winds at 25 It above ground level located 100 mi from the hurricane oceanline. ASCE 7-93 components and cladding external pressure coefficients for the interior (1) zone and 8.4 psf top chord and 6.0 psf bottom chord'dead load are being used. The design assumes occupancy category I, terrain exposure C and internal pressure coefficient condition I. If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber 001: increase is 1.33, and the plate grip increase is 1.33 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Mrrek "Standard Gable End Detail" 4) Gable studs spaced at 1-4-0 oc. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per -Table No. 16-B, UBC -97. 6) This truss has been designed for a total drag load of 904 Ib. Connect truss to resist drag loads along bottom chord from 0-0-0 to 4-0-0, 11-3-8 to 15-3-8 for 113.0 plf. LOAD CASE(S) Standard ® WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITES REFERENCE PAGE MU -7473 BEFORE USE. building component. Design valid for use only with MTek connectors. This design is based only u on ammeters shown and is for an individualbu 9 Y 9 Y P P9 P Applicability of design poromenters and proper incorporation of component is resporisibility, of building designer - not truss designer. Biocing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control. storage, delivery, ereciion and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive. Madison, W153719. y �OQ?OF ESS/p�� G ANp l< rn t -n C 17180 7 - EXP. EXP. 06/30/05- SN 1310- - January 25;2005 7777 Greenback Lane �® Suite 109 Citrus Heights, CA, 95610 i�� MOW Ll Job - Truss Truss Type Qty Ply B4110186 R15003721 TRUSS M02 COMMON 3 1 Job Reference (optional) JMVV I KUJJ, I.;A I HtUKAL Lot I.Y, L;ALIrUKINIA 0 2-0-0 0 • 0 0 0 0 0 0 7-7-12 b.uuu s, I-eb b ZUU3 Mi I eK Industries, Inc. I ue Jan ZS 14:2VA r ZUUb rage i r 44 M1120= 3 7-7-12 2=0-0 Sole = 1:31.5 2x5 M112011 3x8 M1120= 26 M112011 7-7-12 15-3-8 7-7-12 7-7-12 LOADING (psf) SPACING 2-0-0 _ CSI_ DEFIL in (loc) Well PLATES_ GRIP TCLL 20.0 Plates Increase 1.25 TC' 0.56 Vert(LL) -0.05 7-8 >999 M1120 --249/190 TCDL 15.0 Lumber Increase 1.25 BC 0.28 Vert(TL) -0.09 6-7 >999 BCLL 0.0 Rep Stress Incr YES WB 0.17, Horz(TL) 0.00 6 n/a BCDL 10.0 Code UBC97/ANS195 (Matrix) list LC LL Min I/dell = 360 Weight: 87 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SYP No.3 REACTIONS (Ib/size) 8=828/0-3-8, 6=828/0-3-8 Max Uplift 8=-128(load case 3), 6=-128(load case 3) FORCES (lb) - First Load Case Only - TOP CHORD 1-2=49, 2-3==723, 34=-723, 4-5=49, 2-8=-752, 4-6=-752 BOT CHORD 7-8=111, 6-7=111 WEBS 3-7=-128, 2-7=517, 4-7=517 - NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the loads generated by 80 mph winds at 25 It above ground level located 100 mi from the hurricane oceanline. ASCE 7-93 components and cladding external pressure coefficients for the interior (1) zone and 8.4 psf top chord and 6.0 psf bottom chord dead load are being used. The design assumes occupancy category I, terrain exposure C and internal pressure coefficient condition I. If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. LOAD CASE(S) Standard ® WARNING -Verify design parameters and READ NOTES ON TIDS AND INCLUDED MITES REFERENCE PAGE MD -7473 BEFORE USE Design valid for use only with M1ek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design par amenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web membisrs onty. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI) Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. • 4RpFESS/o q 'C - 171 1 17111 Gni ,t EXP..06/30/05 k �q CAI - January 25,2005 _ 7777 Greenback Lane �® Suite 109 Citrus Heights, CA 95610 1131 MOW Ll Job Truss Truss Type Qty Ply B4110186 TCLL 20.0 Plates Increase 1.25 TC 0.71 Vert(LL) 0.06 8-9 >999 R15003722 TRUSS M03 COMMON 1 2 BCLL 0.0 Rep Stress Incr NO t Horz(TL) 0.01 8 n/a Job Reference (optional) JMW I KUSS, GA I HLUKAL GI I Y, GALIt-UKNIA b.uuu s t-eD b ZUU.S MI I eK Inausmes, Inc. I ue Jan za 14:J3:4a GVVO rays I -2-0-0 3-11-10 7-7-12 11-3-14 15-3-8 17-3-8 2-0-0 3-11-10 3-8-2 3-8-2 3-11-10 2-0-0 Scale =1:31.5 4x4 M1120= 4 4x7 M1120= 6x8 M1120= 4x7 M1120= 7-7-12 7-7-12 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc)I/deo PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.71 Vert(LL) 0.06 8-9 >999 M1120 249/190 TCDL 15.0 Lumber Increase 1.25 BC 0.76 Vert(TL) -0.13 8-9 >999 BCLL 0.0 Rep Stress Incr NO WB 0.25 Horz(TL) 0.01 8 n/a BCDL 10.0 Code UBC97/ANS195 (Matrix) 1st LC LL Min I/deft = 360 Weight: 209 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD 2 X 6 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SYP No.3 'Except' 2-10 2 X 4 SYP No.2, 6-8 2 X 4 SYP No.2 REACTIONS (Ib/size) 10=2948/0-3-8,8=2948/0-3-8 • Max Uplift 10=-387(load case 3), 8=-387(load case 3) FORCES (Ib) - First Load Case Only TOP CHORD 1-2=49, 2-3=-478, 3-4=-2871, 4-5=-2871, 5-6=478, 6-7=49, 2-10=-487, 6-8=-487 BOT CHORD 9-10=2067, 8-9=2067 WEBS 3-9=829,4-9=1473,5-9=829,3-10=-2224,5-8=-2224 NOTES 1) 2 -ply truss to be connected together with 0.131"x3" Nails as follows: Top chords connected as follows: 2 X 4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2 X 6 - 2 rows at 0-9-0 oc. Webs connected as follows: 2 X 4 - 1 row at 0-9-0 oc. 2) Unbalanced roof live loads have been considered for this design. 3) This truss has been designed for the loads generated by 80 mph winds at 25'ft above ground level located 100 mi from the hurricane oceanline. ASCE 7-93 components and cladding external pressure coefficients for the interior (1) zone and 8.4 psf top chord and 6.0 psf bottom chord dead load are being used. The design assumes occupancy category I, terrain exposure C'and internal pressure. coefficient condition I. If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 . 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 5) Girder carries tie-in span(s): 14-10-4 from 0-0-0 to 15-3-8 LOAD CASE(S) Standard 1) Regular: lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plo Vert: 1-2=-70.0, 2-4=-70.0, 4-6=-70.0, 6-7=-70.0, 8-10=-302.7 J ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MUTER REFERENCE PAGE Allf 7473 BEFORE USE. Design v I'd for use only.w th MTek connectors. This design isbased only upon parameters rs sh wn, and a for an individual building component. Applicability of design poromenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support or individual web members only. Additional tempoiory bracing to insure stability during construction is the responsibilliy of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component Safety Information avalable from Truss Plate Institute, 583 D'Onofdo Drive: Madison, WI 53719. . FE SS/6 (C. ANp l� C 17180 * EXP. 06/30/05 C IV 11. �TFOFCN-Nk � January 25,2005 I 7777 Greenback Lane �® Suite 109 Citrus Hei hts CA 95610 9 MiTek® Ll U Job Truss Truss Type Qty. Ply 64110186 SPACING 2-0-0 TCLL 20.0 Plates Increase 815003723 TRUSS M04 COMMON 3 1 0.0 Rep Stress Incr YES BCDL 10.0 Code UBC97/ANSI95 Job Reference (optional) JMW I KUSJ, UA I KtUKAL U I Y, UALIt-VKIVIA -2-0-0 7-7-12 15-3-8 17-3-8 2-0-0 1 7-7-12 7-7-12 2-0-0 Sole = 1:31.5 44 M1120= 3 0 • LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 CSI DEFL in 7 -7 - LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 15.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code UBC97/ANSI95 = 360 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 CSI DEFL in '(Ioc) I/defy TC 0.50 Vert(LL) -0.06 2-6 >999 BC 0.47 Vert(TL) -0.16 2-6 >999 WB 0.11 Horz(TL) 0.02 4 n/a (Matrix) 1st LC LL Min I/d"e0 = 360 BRACING PLATES M1120 Weight: 57 Ib GRIP 249/190 TOP CHORD Sheathed or 5-1-15 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing., REACTIONS (Ib/size) 2=828/0-3-8,4=828/0-3-8 Max Uplift 2=-128(load case 3), 4=-128(load case 3) • FORCES (lb) - First Load Case Only TOP CHORD 1-2=44, 2-3=-1257, 3-4=-1257, 4-5=44 BOT CHORD 2-6=1115,4-6=1115 WEBS 3-6=196 , NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the loads generated by 80 mph winds at 25 ft above ground level located 100 mi from the hurricane oceanline. ASCE 7-93 components and cladding external pressure coefficients for the interior (1) zone and 8.4 psf top chord and 6.0 psf bottom chord dead load are being used. The design assumes occupancy category I, terrain exposure C and internal pressure coefficient condition I. If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. LOAD CASE(S) Standard • • ® WARNING - Verify design parameters and READ NOTES ON TAUS AND INCLUDED MITES REFERENCE PAGE MU -7473 BEFORE USE. Design valid for use only with M7ek connectors. This design k based only upon parameters shovm, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only, 'Additional temporary bracing to insure stability during construction is the responsibillity, of the erector, Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding tobricotion: quality control, storage, delivery, erection and bracing, consult ANSI/TPI) Quality Criteria, DSB-89 and BC511 Building Component Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive, Madison, WI 53719. QROF ESS/p�. c C. AIM— � f� C 1718a 4- M 7t EXP. 06/30/05 ST CIVIL gTFOF CALIF�� January 25,2005 7777 Greenback Lane ��® Suite 109 �� Citrus Heights, CA 95610 MiTek® LJ n LJ Job Truss Truss Type Qty ' : Ply 1 64110186 815003724 TRUSS N01 MONO CAL HIP 1 2 PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.69 Vert(LL) 0.36 Job Reference o tional MI120 249/190 TCDL 15.0 Lumber Increase 1.25 BC 0.88 lnn T„a 1- 95 1d-9Q•9n grins Peae 1 JMIN I KU66, LA I r1CUKAL UI I T, UMLMUMINIM -2-0-0 5-6-9 7-5-07- 1-11 13-1.8 18-9-0 24-4-8 30-1-12 2-0-0 5-6-9 1-10-70-6-11 5-1-13 5-7-8 5-7-8 5-9-4 S.I. = tsss 4x7 M1120= 30 M1120= 3x4 M1120= 3.4 M1120= 3x7 M1120= 3x4 M112011 = 0 10 3x7 M1120= LV 3,00 M1120% 3x0 M1120= 5x6 MI120 We 3x4 M1120= 4x0 M1120= 3x4 M1120= 00-1R 7-5-0 14-7-11 22-3-8 30-1-12 0.8-12 6-84 7-2-11 74-12 7-104 1i Plate Uttsets x r : 2:U-1-1 u -2-u Max Uplift 11=-583(load case 3), 2=518(load case 3) FORCES (]b) - First Load Case Only TOP CHORD 1-2=44, 2-3=-8372, 3-4=-8275, 4-5=8735, 5-16=-8471, 16-17=-8471, 6-17=-8471, 6-7=-10713, 7-8=-8023, LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/def] PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.69 Vert(LL) 0.36 14 >994 MI120 249/190 TCDL 15.0 Lumber Increase 1.25 BC 0.88 Vert(TL) -0.75 12-14 >478 chord'and 6.0 psf bottom chord dead load are being used. The design assumes occupancy category I, terrain exposure C and BCLL 0.0 Rep Stress Incr NO WB 0:68 Horz(TL) 0.18 11 n/a * EXP. 06/30/05 BCDL 10.0 Code UBC97/ANSI95 (Matrix) 1st LC LL Min I/deft = 360 Weight: 293 Ib LUMBER TOP CHORD 2 X 4 SYP No.2 ConDtlnuoa for page connection(s) is delegated to the building designer. BRACING TOP CHORD Sheathed or 3-6-6 oc purlins, except end verticals. BOT CHORD 2 X 4 SYP No.1 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SYP No.3 'Except WEBS 1 Row at midpt 9-11 10-11 2 X 4 SYP No.2 SLIDER Left 2 X 4 SYP No.3 2-4-15 REACTIONS (Ib/size) 11=3347/0-3-8,2=3287/0-3-8 Max Ho¢ 2=22(load case 3) Max Uplift 11=-583(load case 3), 2=518(load case 3) FORCES (]b) - First Load Case Only TOP CHORD 1-2=44, 2-3=-8372, 3-4=-8275, 4-5=8735, 5-16=-8471, 16-17=-8471, 6-17=-8471, 6-7=-10713, 7-8=-8023, 8-9=-8023, 9-10=-304, 10-1-1=-488 BOT CHORD 2-15=7848,15-18=10738,18-19=10738,14-19=10738, 13-14=10025, 12-13=10025, 12-20=6535, 11-20=6535 WEBS 4-15=903, 5-15=688, 6-15=-2458, 6-14=47, 7-14=796, 7=12=-2417, 9-12=2267, 9-117-6772 NOTES 1) 2 -ply truss to be connected together with 0.131'x3” Nails as follows: Top chords connected as follows: 2 X 4 - 1 row at 0-5-0 oc. Bottom chords connected as follows: 2 X 4 - 1 row at 0-9-0 oc. Webs connected as follows: 2 X 4 -1 row at 0-9-0 oc. FESS 2) Unbalanced roof live loads have been considered for this design. 3) This truss has been designed for the loads generated by 80 mph winds at 25 It above ground level located 100 mi from the for the interior (1) zone and 8.4 psf top �QqlF Ci • A ( ltl� !L� FiQ hurricane oceanline. ASCE 7-93 components and cladding external pressure coefficients Gt chord'and 6.0 psf bottom chord dead load are being used. The design assumes occupancy category I, terrain exposure C and internal pressure coefficient condition I. If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are is 1.33 Z C 17180 not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase a7 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, * EXP. 06/30/05 UBC -97. 6) Beveled plate or shim required to provide full bearing surface with truss chord atjoint(s) 2. ST C(VI,- NR - P7) 7)Girder carries hip end with 8-0-0 end setback and tie-in span of 2-0-0 from subgirder. 700.Olb down 272.31b up at 8-0-0 on top chord. Q 8) Special hanger(s) or connections) required to support concentrated load(s) and FIC ConDtlnuoa for page connection(s) is delegated to the building designer. January 25,2005 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INMIqp CLUDED TES REFERENCE PAGE MU 7473 BEFORE USE. 7777 Greenback lane r__ Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 Applicability of design aromenters and proper incorporation of component is responsibility of building designer- not truss desi ner. Bracing shown Citrus Heights, CA, 95610 PP l 9 P P P rP P P N 9 9 9 9 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillify of the erector. Additional permanent bracing oflhe overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component M iTek® Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Job Truss Truss Type Qty Ply 64110186 t R15003724 TRUSS N01 MONO CAL HIP 1 2 Job Reference (optional) 29 20 2005 P 2 JMW TRUSS, CATHEDRAL CITY, CALIFORNIA LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-5=-70.0, 5-10=-169.9, 2-11=-48.5 Concentrated Loads (lb)' Vert: 16=-700.0 5.000 s Feb 62003 MiTek Industries, Inc. Tue Jan 25 14. age ti i +r, 7777 ® WARNING, Verify design parameters and READ NOTES ON THIS AND D✓CLUDED AI TEH REFERENCE PAGE 11M-7473 BEFORE USE. Suite GOt9enback"Lane Design valid for use only with MiTek connectors. This design B based only upon parameters shown. and B for an individual building component. Citrus Heights, CA, 95610�� Applicability of'design poramenters and proper incorporation or component is responsibility of building designer -not truss designer. Bracing shown is for lateial support of individual web members only. Additional temporary bracing to insure stability during construction is the respdnsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult' ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component M iTek® Safety Information available from Truss Plate Institute, 5B3 D'Onofrio Drive, Madison, WI 53719. L Job" - - ' Truss _ ._.......... ___ Truss Type' Qty- '. Ply_. - B4110186 - - - LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 3-0-9 oc purlins, except end verticals. BOT CHORD 2 X 4 SYP No.2 'Except* BOT CHORD Rigid ceiling directly applied or 8-10-1 oc bracing. 2-112 X 4 SYP No.1 WEBS 1 Row at midpt R15003725 TRUSS. NO2 MONO CAL HIP 1 1 REACTIONS (Ib/size) 8--1349/0-3-8,2=1526/0-3-8 Max Harz 2=22(load case 3) Max Uplift 8=227(load case 3), 2=-252(load case 3) Job Reference (optional) JIVIVV I KUJJ, UA I NtUKAL U I Y,.L ALIt-UKINIA b.uuu s het) b ZUU3 MI I eK InoustrfeS, Inc. I ue Jan ZO, l4:zv:ZU zuua rage 1. -2-0-0 6-6-14 9.5.0 9-�1-11 16A-0 23-2-0 30-1-12 2-0-0 6-6-14 2-10-2 0-6-11 6-4-5 6-10-0 6-11-12 salle =1:55.8 s 4.5 M1120= 5x8 M1120= 10 M112011 3x8 M1120= Ll 0 IA n Li n u 0 4x0 MIRU= 12 11 lu 9 e 3x8 M112011 3x8 WIN= 4.4 M1120= 1x4 M112011 5x10 M1120= 2x5 WIN 11 0 84 9-5-0 16-4-0 23-2-0 30-1-12 0-8.12 8-8A 6-11-0 6-10-0 6-11-12 LOADING (psf) TCLL 20.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr NO Code UBC97/ANSI95 CSI TC 0.87 BC 0.81 WB 0.82 (Matrix) DEFL in (loc) I/defl Vert(LL) 0.21 10 >999 Vert(TL) -0.47 2-12 >757 Horz(TL) 0.10 8 n/a 1st LC LL Min I/defl = 360 PLATES GRIP M1120 249/190 Weight: 153 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 3-0-9 oc purlins, except end verticals. BOT CHORD 2 X 4 SYP No.2 'Except* BOT CHORD Rigid ceiling directly applied or 8-10-1 oc bracing. 2-112 X 4 SYP No.1 WEBS 1 Row at midpt 5-9 WEBS 2 X 4 SYP No.3 WEDGE Left: 2 X 8 SYP No.2 REACTIONS (Ib/size) 8--1349/0-3-8,2=1526/0-3-8 Max Harz 2=22(load case 3) Max Uplift 8=227(load case 3), 2=-252(load case 3) FORCES (lb) - First Load Case Only TOP CHORD 1-2=44; 2-3=-3346, 3-4=-31121-4-13=2946, 5-13=-2946, 5-6=-2430, 6-7=-2430, 7-8=-1272 BOT CHORD 2-12=3094,11-12=3381, 10-11=3381, 9-10=3385, 8-9=108 WEBS 3-12=-156,4-12=47,1, 5-12=-477, 5-10=125, 5-9=-1044, 6-9=-490,7-9=2545 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the loads generated by 80 mph winds at 25 ft above ground level located 100 mi from the hurricane oceanline. ASCE 7-93 components and cladding external pressure coefficients for the interior (1) zone and 8.4 psf top chord and 6.0 psf bottom chord dead load are being used. The design assumes occupancy category I, terrain exposure C and internal pressure coefficient condition L If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, the increase is 1.33 �O4�Q� CJ, -AN and plate grip , � 3) Provide adequate drainage to prevent water ponding. �t.� 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other IiJe loads per Table No. .16-B, UBC -97. 5) Beveled plate or shim required to provide full bearing surface with truss chord atjoint(s) 2. C 17180 z 6) Girder carries tie-in spans.of 2-0-0 from front girder and 2-0-0 from back girder 7) Special hanger(s) or connection(s) required to support concentrated load(s) 35.01b down and 16.1 lb up at 10-0-0 on top chord. * EXP. 06/30/05 k Design for unspecified connection(s) is delegated to the building designer. LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 ST CIV 1\1 \P. q QFCA`,FQ�� Continued on page 2 January 25,2005' WARNING -Verify design parameters and READ NOTES ON TIDS AND INCLUDED BDTEK REFERENCE PAGE 1HU--7473 BEFORE USE. 7777 Greenback Lane ii-6Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 Applicability of design aromenters and _ro proper incorporation of.com onent is res nsibili of building designer- not truss designer. Bracing shown Citrus Heights, CA, 95610 MMY PP l 9 P P P rP P Po N 9 9 9_ 9 ' �� is for lateral support of individual web members only. Additional temporary bracing to insure stability during constriction is the responsibilliy of the, 'erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-B9 and BCSII Building Component dD Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. M iTek • JMW TRUSS, CATHEDRAL CITY, CALIFORNIA LOAD CASE(S) Standard Uniform Loads (plf) • Vert: 1-4=-70.0, 4-7=70.0, 2-8=-20.0 Concentrated Loads (lb) Vert: 13=-35.0 • Qty - :.. Ply-- B4110186 • ._.._.. -... .--- - . R15003725 1 1 Job Reference (optional) 5.000 s Feb 6 2003 MiTek Industries, Inc. Tue Jan 25 14:29:20 2005 Page 2 Job— Truss - - - Truss -Type__-... TRUSS NO2 MONO CAL HIP 7777 Greenback Lane �® - Design valid for use only with MiTek connectors. This design is based any upon poraineiers shown, and is for on individuarbulding component. Applicability of design paromenters and proper incorporation of component is responsibility of building'designer - not truss designer. Bracing shown Suite 109 Citrus Heights, CA, 95610�� is for lateral support of.inclividual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the - • • ® WARNING - Verj(y design parameters and READ NOTES ON TMS AND INCLUDED MITER REFERENCE PAGE MU -7473 BEFORE USE. 7777 Greenback Lane �® - Design valid for use only with MiTek connectors. This design is based any upon poraineiers shown, and is for on individuarbulding component. Applicability of design paromenters and proper incorporation of component is responsibility of building'designer - not truss designer. Bracing shown Suite 109 Citrus Heights, CA, 95610�� is for lateral support of.inclividual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the - erector. Additional permanent bracing of the overall structure is the responsibility - of the building designer. For general guidance regarding _ fabrication, quality control, storage, delivery, erection and bracing. consult • ANSI/TPI1 Quality Criteria, DSB-89 and BCSII Building Component A M iTek® Safety Information available from Truss Plate Institute, 583 D'Onoldo Drive, Madison, M 53719. - 9 0 Job Truss Truss Type Qty . ; Ply 64110186 'Plate Offsets (X Y)' [2:0-1-14,0-0-21, [2:0-0-12,1-3-41 815003726 TRUSS NO3 CAL HIP 1 1 LOADING (p'sf) SPACING 2-0-0 CSI DEFL in (loo) I/defl PLATES GRIP Job Reference (optional) JMVV I KUJJ, UA I I'1CUKHL UI I T, L.riLWUKIVIH ...wv cv v �...... .... ....... ............... ..._. . __ _—.. -- ..------ --- - - -„- SOT 5-11-6 11 5.0 11-11 11 17-74 23-7-12 29-10-0 35-2-0 39-11-5 4q40 43-8-4 r 2-M 5-11-6 5-5-11 0-6-11 5-7-9 6-0-8 6-2-4 5-4-0 4-9-5 0-6-11 3-2.4 I v Scale = 1:79.4 5x5 MI1204 1.5x4 M1120 11 3x4 M1120= 3x5 M1120= 3x6 M1120= ' 3x4 M1120= 56 MI120� 20ZZr qq 4 3x7 M112011 1,5x4 M112011 3x8 M1120= 34 M1120= 3x4 M1120= 3x8 M1120= 3x8 M1120= 2x4 M112011 3x6 M1120= A. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MB -7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and is for on individual building component. Suite 109 INK Applicability of design poromenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Citrus Heights, CA, 956 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibilliy of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing. consult ANSI/TPII Quality Criteria, DSB-89 and BCSIT Building Component M iTek® Safety Information available from Truss Plate Institute, 583 D'Chofrio Drive, Madison, WI 53719. OP -1 2 5-11-6 11-5-0 20-7-8 29-10-0 40-6-0 43-8-4 0-8-12 5-2-10 5-5-11 9-2.8 9-2-8 10-8-0 3-2-0 'Plate Offsets (X Y)' [2:0-1-14,0-0-21, [2:0-0-12,1-3-41 LOADING (p'sf) SPACING 2-0-0 CSI DEFL in (loo) I/defl PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.67 Vert(LL) -0.20 13-14 >841 M1120 249/190 TCDL 15.0 Lumber Increase 1.25 BC 0.93 Vert(TL) -0:40 16-18 >897 BCLL 0.0 Rep Stress Incr YES WB 0.96 Horz(TL) 0.06 14 n/a BCDL 10.0 Code UBC97/ANS195 (Matrix) 1st LC LL Min I/defl = 360 Weight: 226 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD ` Sheathed or 3-8-2 oc purlins, except end verticals. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2 X 4 SYP No.3 WEBS 1 Row at midpt 6-14,9-14 WEDGE Left: 2 X 4 SYP No.3 REACTIONS, (Ib/siie) 2=125910-3-8,14=2693/0-3-8,12=106/0-3-8 Max Harz 2=22(load case 3) Max Uplift 2=-200(load case 3), 14=-436(load case 3), 12=-17(load case 3) Max Grav 2=1260(load case 4), 14=2693(load case 1), 12=175(load case 5) FORCES (lb) - First Load Case Only TOP CHORD 1-2=44, 2-3=-2641, 3-4=-2002,4-5=-1855.5-6=971,6-7=1762, 7-8=1762,8-9=1762, 9-10=-55, 10-11=-65, 11-12=-132 BOT CHORD 2-19=2433, 18-19=2433, 17-18=1492, 16-17=1492, 15-16=306, 14-15=306, 13-14=596, 12-13=-4 WEBS 3-19=91, 3-18=-609, 4-18=156; 5-18=424, 5-16=-828, 6-16=1057, 6-14=-2414, 8-14=-421, 9-14=-1424, 9-13=794, 10-13=310,11-13=63 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the loads generated by 80 mph winds at 25 ft above ground le4el Iocated.100 mi from the ESS/p� hurricane oceanline. ASCE 7-93 components and cladding external pressure coefficients for the interior (1) zone and 8.4 psf top OpROF Ci• AN�� chord and 6.0 psf bottom chord dead load are being used. The design assumes occupancy category I, terrain exposure C and internal I. If exist, they are exposed to wind. If porches exist, they are' ��� �� F` pressure coefficient condition end verticals or cantilevers not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. Z 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, CC C 17180 � UBC -97. 5) Beveled plate or shim required to provide full bearing surface with truss chord atjoint(s) 2. * EXP. 06/30/05 LOAD CASE(S) Standard SJ CIV1\.\Q gTFOFCALNF- - • January 25,2005 A. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MB -7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and is for on individual building component. Suite 109 INK Applicability of design poromenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Citrus Heights, CA, 956 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibilliy of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing. consult ANSI/TPII Quality Criteria, DSB-89 and BCSIT Building Component M iTek® Safety Information available from Truss Plate Institute, 583 D'Chofrio Drive, Madison, WI 53719. 0._. Job Truss Truss Type Qty Ply B4110186 - " R15003727 TRUSS N04 CAL HIP 1 1 Job Reference (optional) JMVV I KUJJ, LA I NtUKAL t I I T, t ALIr-UMNIA -2-0-0 6-8-11 12-11-12 J-fr7 18-4-7 24-14 29-10-0 34-6-11 38-4-9 38r11-4 43-84 2-0-0 6-8-11 6-3-0 0-6-11 4-10-0 5-8-12 5-8-12 4-8-11 3-9-14 0-6-11 4-9-0 stale = 1:79A 5x5 M1120% 1.5x4 M1120 11 5.5 M1120Z� 3.4 M1120= 3x5 M1120= 3x5 M1120= ` 3x5 M1120= 20� 3x4 101120i 1,5x4 M1120 11 3x6 M1120= 36 MI120= 3x5 M1120= 6x8 M1120= 3x6 M1120= 2x4 M112011 3x6 M1120= 30 M1120% - 3.6 M1120= 0 11-12 6-8-11 12-11-12 21-2-13 29-10-0 38-11-4 43-8-4 0-8-12 5-11-15 6-3-0 8-3-1 8-7-3 9-1-4 4-9-0 Plate Offsets (X Y)• [2:0-24,13-2-81 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.67 Vert(LL) 0.19 19-20 >999 M1120 249/190 TCDL 15.0, Lumber Increase 1.25 BC 0.79 Vert(TL) -0.32 17-19 >999 BCLL 0.0 Rep Stress Incr YES WB 0.93 Horz(TL) 0.09 15 n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) 1st LC LL Min I/deft = 360 Weight: 234 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 3-1-2 oc purlins, except end verticals. BOT CHORD 2• X 4. SYP No.2 BOT CHORD Rigid ceiling directly applied or 4-5-14 oc bracing. WEBS 2 X 4 SYP No.3 WEBS 1 Row at midpt 7-15,10-15 SLIDER Left 2 X 4 SYP No.3 3-0-8 QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. REACTIONS (Ib/size) 2=1250/0-3-8,15=2724/0-3-8 (input: 0-3-8),13=85/0-3-8 Max Horz 2=60(load case 9) Max Uplift 2=-744(Idad case 8), 15=-698(load case 8'), 13=573(load case 9) ' Max Grav 2=1797(load case 5), 15=2987(load case 5), 13=646(load case 4) FORCES (lb) - First Load Case Only TOP CHORD 1-2=44, 2-3=-2555, 3-4=-2473, 4-5=-1748, 5-6=1604, 6-7=-689, 7.8=1632, 8-9=1632, 9-10=1632, 10-11=74, 11-12=140,12-13=-56 BOT CHORD 2-20=2346, 20-21=2346, 21-22=2346, 19-22=2346, 18-19=1169, 17-18=1169, 17-23=99, 16-23=99, 15-16=99, 14-15=-671,13-14=37 WEBS 4-20=115, 4-19=-787, 5-,19=79, 6-19=555, 6-17=-858, 7-17=1056, 7-15=-2155, 9-15=-386, 10-15=-1294, 10-14=832,11-14=-357,12-14=1143 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the loads generated by 80 mph winds at 25 It above ground level located 100 mi from the OQRQF ESS/Q�, hurricane oceanline..ASCE 7-93 components and cladding external pressure coefficients for the interior (1) zone and 8.4 psf top Q chord and 6.0 psf bottom chord dead load are being used. The design assumes occupancy category I, terrain exposure C and �� (C. ANp • l�, internal pressure coefficient condition I. If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. wT 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, C 17180 Z UBC -97. - 5) WARNING: Required bearing size at joint(s) 15 greater than input bearing size., * EXP. -06/30/05 6) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2. 7) This truss has been designed for a total drag load.of 3876 Ib: Connect truss to resist drag loads along bottom chord from 8-0-0 sJ C10. �Q to 11-0-0, 23-0-0 to 30-0-0 for 387.6 plf. gTF LOAD CASE(S) Standard OF CAt1F��� January 25,2005 ® WARNING -Verify design parameters and BEAD NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MU -7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for on individual building component. Suite 109 Applicability of design aramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing 'shown Citrvs Heights, CA, 95610 PP f9 9 P P P rP P Po ty 9 9 9 9 . is for lateral support of intlividual web members only. Additional temporary bracing to insure stability during constructionis the responsibillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding - fobrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component • M iTek® . Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive. Madison, WI 53719.- 0 . ... 0 Job Truss Truss Type City Ply B4110186 - TCLL 20.0 Plates Increase 1.25 TC 0.93 Vert(LL) 0.41 13 >999 R15003728 TRUSS N05 CAL HIP 1 1 BCLL 0.0 Rep Stress Incr NO WB 0.96 Horz(TL) 0.23 8 n/a chord and 6.0 psf bottom chord dead load are being used. The design assumes occupancy category I, terrain exposure C and Joti Reference o tional Code UBC97/ANSI95 (Matrix) - _ .. _,. �... ,. ....,...., r_,- ,-�..-•--- '-- r:.,. L.., oc 4n.zn:4o onns Dana 1 JMW 1 KUSS, LAI MtUKAL LI I T, LAI-urumIWA 6-9-0 7-p- 1 13-10-4 21-5-7 28.1-13 24#8 -8 35-11-9 43-84 45-B-4 6-9-0 0-6-11 6-6-9 7-7-3 6-8.6 0-6-11 7-3-1 7-8-11 2-0-0 Stale 1:78.1 4.00 F12 6.3 MI120= • Sr . . ; - j 0 �0 10 I* II 0 II 0 3x0 M1120= 5x8 MII20= 1.50 M112011 3x8 M1120= 17 16 15 U 13 12 11 10 2x5 M112011 4x0 M1120= 4.8 M1120H= 1.5x4 M112011 3x8 M1120= 1.5x4 M112011 3x8 M112011 3x12 MII20= 5x8 M1120 W8= 3x12 M112011 6 9-0 13 10 4 21-57 28-8-8 35-11-9 42-11-8 43-8r4 6-9-0 7-1-4 7-7-3 7-3-1 7-3-1 6-11-15 0-8-12 =1__1 r4 A- A n oa..,.1 r4a.n_�_a.n_�_n7 _. .. _. .- .... .. LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.93 Vert(LL) 0.41 13 >999 M1120 249/190 J TCDL 15.0 Lumber Increase 1.25 BC 0.99 Vert(TL) -0.87 11-13 >597 1) Unbalanced roof live loads have been considered for this design.�Q from the BCLL 0.0 Rep Stress Incr NO WB 0.96 Horz(TL) 0.23 8 n/a chord and 6.0 psf bottom chord dead load are being used. The design assumes occupancy category I, terrain exposure C and BCDL 10.0 Code UBC97/ANSI95 (Matrix) 1st LC LL Min Well = 360 Weight: 236 Ib LUMBER * EXP. 06/30/05 BRACING TOP CHORD 2 X 4 SYP No.2 'Except' 6> CIV0- �P TOP CHORD Sheathed, except end verticals. 2-5 2 X 4 SYP No.1, 6-9 2 X 4 SYP SS OF BOT CHORD Rigid ceiling directly applied or 7-8-3 oc bracing. BOT CHORD 2 X 4 SYP SS 'Except January, 25,2005 WEBS 1 Row at midpt 4-15,4-11,1-17 12-14 2 X 4 SYP No.1 WEBS 2 X 4 SYP No.3 'Except 2-15 2 X 4 SYP No.2, 3-15 2 X 4 SYP No.2, 4-15 2 X 4 SYP No.2 4-112 X 4 SYP No.2 WEDGE Right: 2 X 8 SYP No.2 REACTIONS (Ib/size) 17=2359/0-3-8, 8=2300/0-3-8 Max Horz 17=22(load case 3) Max Uplift 17=-372(load case 3),'8=361(load case 3) FORCES , (lb) - First Load Case Only TOP CHORD 1-2=-3059, 2-3=-4933, 3-4=4933,4-5=-4513, 5-6=-4513, 6-7=4833, 7-8=-5711, B-9=44,1-17=-2285 BOT CHORD 16-17=117, 15-16=2887,14-15=5219,13-14=5219, 12-13=5219, 11-12=5219, 10-11=5323, 8-10=5323 WEBS 2 -16= -1044,2 -15=2504,3 -15= -1110,4-15=-341,4-13=147,4-11=-853,6-11=911,7-11=-832,7-10=155, 1-16=2979 NOTES 0 FESS/p� 1) Unbalanced roof live loads have been considered for this design.�Q from the q� X. ANQ 2) This truss has been designed for the loads generated by 80 mph winds at 25 ft above ground level located 100 mi for the interior (1) zone and 8.4 top X (G • (�2 (`� Fip. hurricane oceanline. ASCE 7-93 components and cladding external pressure coefficients psf C chord and 6.0 psf bottom chord dead load are being used. The design assumes occupancy category I, terrain exposure C and internal pressure coefficient condition I. If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are increase is 1.33 C 1718.0 Z not exposed to wind. The lumber DOL increase is 1.33, and the plate grip 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. * EXP. 06/30/05 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-13, UBC -97. 6> CIV0- �P 6) Beveled plate or shim required to provide full bearing surface with truss chord atjoint(s) 8. load(s) 600.Olb down 101.61b at 22-1-0 on top chord. 7) Special hanger(s) or connection(s) required to support concentrated and up OF Desi .for uns ified connection(s) is delegated to the building designer. Continua on pag� ` January, 25,2005 ® WARNING - Ver(fy design pammeters and READ NOTES ON THIS AND INCLUDED MITES' REFERENCE PAGE AM 7473 BEFORE USE. 7777 Greenback lane ® Desi n valid for use on with MiTek connectors. This design is based only upon ammeters shown, and is for an individual building cam onent. Suite 1 e 9 N 9 Y P P n P Citrus Heights, CA; 95610 Applicability of design paramenters and proper incorporation of component ¢ responsibility of building designer -not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the FIX erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding® - fabrkolion, quality Control, storage• delivery, erection anis bracing. Consult ANSIITP11 quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison;" 53719. M iTek City ' Ply 'B4110186 - — R15003728 1 1 Job Reference (optional) 5.000 s Feb 6 2003 MiTek Industries, Inc. Tue Jan 25 14:34:12 2005 Page 2 Job Truss Truss Type ®WARNING _ Verify design parameters and READ NOTES ON TIUS AND INCLUDED MITES REFERENCE PAGE MD•7473 BEFORE USE. 7777 Greenback Lane ��® Suite TRUSS NOS CAL HIP ' He '`Citrus Heights, CA, 95610 Applicability of design oromenters and ro er incorporation of component is responsibility of building desi ner- not truss designer. Bracing shown PP N 9 P P R rP P Po N n9 9 9 9 JMW TRUSS, CATHEDRAL CITY, CALIFORNIA e LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-70.0, 2-6=-70.0, 6-9=-70.0, 8-17=20.0 Concentrated Loads (lb) Vert: 3=-600.0 0 ®WARNING _ Verify design parameters and READ NOTES ON TIUS AND INCLUDED MITES REFERENCE PAGE MD•7473 BEFORE USE. 7777 Greenback Lane ��® Suite -09 Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. He '`Citrus Heights, CA, 95610 Applicability of design oromenters and ro er incorporation of component is responsibility of building desi ner- not truss designer. Bracing shown PP N 9 P P R rP P Po N n9 9 9 9 ' is For lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the ' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding - fabrication, quality control, storage, delivery, erection and bracing: consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component A M • Safety Information available from Truss Plate Institute, 583 D'Onofdo Drive, Madison, M 53719. ITe�® L] • r Job Truss Truss Type Qty Ply B4110186 (loc) I/defl TCLL 20.0 Plates Increase R15003729 TRUSS N06 CAL HIP 1 1 TCDL 15.0 Lumber Increase 1.25 BC 0.87 Vert(TL) Job Reference (optional) JIVIVV I KUJJ, UAI HtUKAL UI I Y, UALIhUKINIA b,uuu s t-eD to Zuu i MI I eK lnauslnes, Inc. I ue Jan LD l4:zd:LJ zuuo rage 1 6-9-0 9-3-11 13-10A 21-5-7 26-1-13 28-8-8 35-11-9 — , 43-84 45-8-4 , r r 6-9-0 2-6-11 4-6-9 7-7-3 4-8.6 2-6-11 7-3-1 7-8-11 2-0-0 s.le = 1:78.1 4.00 12 Sx8 M1120\\ 3x8 M1120= 5x8 M1120= . 1.50 M1120 II 3x8 MII20= 8 21 20 19 1B 17 18 15 14 2x5 M112011 4x9 M1120= 4x8 MI120H= 1.5x4 M112011 3x8 WIN= 1.5x4 M112011 3x7 M1120 -- U12 MIIZO= UB MII20H= 3x511120= 6-9-0 13-104 21-5-7 28-8-8 35-11-9 42-11-8 43-8r4 6-9-0 7-1-0 7-7-3 7-3-1 7-3-1 6-11-15 0.8-12 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl TCLL 20.0 Plates Increase 1.25 TC 0.90 Vert(LL) 0.43 17 >999 TCDL 15.0 Lumber Increase 1.25 BC 0.87 Vert(TL) -1.02 8 >28 BCLL 0.0 Rep Stress Incr NO WB 1.00 Horz(TL) 0.24 12 n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) 1st LC LL Min I/defl = 360 0_ PLATES M1120 Weight: 242 Ib GRIP 249/190 LUMBER BRACING TOP CHORD 2 X 4 SYP No.1 *Except* *TOP CHORD Sheathed, except end verticals. 1-3 2 X 4-SYP No.2, 6-7 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 7-2-4 oc bracing. BOT CHORD 2 X 4 SYP SS *Except* WEBS 1 Row at midpt 5-19, 5-15,1-21 16-18 2 X 4 SYP. No.1 WEBS 2 X 4 SYP No.3' *Except 2-19 2 X 4 SYP Nd.2, 5-19 2 X 4 SYP No.2, 5-17 2 X 4 SYP No.2 5-15 2 X-4 SYP N6.2 SLIDER Right 2 X 4 SYP No.3 3-6-13 REACTIONS (Ib/size) 21=2445/0-3'8,12=2358/0-3-8 Max Horz 21=22(load case 3) Max Uplift 21=420(load case 3), 12=-393(load case 3) FORCES (lb) - First Load Case Only TOP CHORD 1-2=-3191, 2-3=-62, 2-22=-5088, 4-22=-5088, 4-5=-5088, 5-6=-4688, 6-23=4688, 7-23=-4688, 7-8=-62, 7-9=4872, 9-10=-5012,10-11=-5704,11-12=-5812,12-13=44,1-21=2371 BOT CHORD 20-21=109, 19-20=3019, 18-19=5401, 17-18=5401, 16-17=5401, 15-16=5401, 14-15=5412, 12-14=5412 WEBS 2-20=-1103,2-19=2533,4-19=-1109,5-19=373, 5-17=146,5-15=-862,7-15=888; 10-15=-742, 10-14=142, 1-20=3129 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the loads generated by 80 mph winds at 25 It above ground level located 100 mi from the hurricane oceanline. ASCE 7-93 components and cladding external pressure coefficients for the intefior (1) zone and 8.4 psf top chord and 6.0 psf bottom chord dead load are being used. The design assumes occupancy category I, terrain exposure C and internal pressure coefficient condition I. If end verticals or cantilevers exist, they are exposed to wind. If porches exist; they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 6) Beveled plate or shim required to provide full bearing surface with truss chord atjoint(s) 12. 7) Special hanger(s) or connection(s) required to support concentrated load(s) 600.Olb down and 101.61b up at 22-1-0 on top chord Di?si for uns Ified connection(s) is delegated to the building designer. Continua on pag� ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITES' REFERENCE PAGE 111.7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for on individual building component. Applicability of design poromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillily of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage. delivery, erection and bracing, consult ANSI/T0111 Quality Criteria, DSB-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofdo Drive, Madison, WI 53719. Ci - ` C 17180 z, * EXP. 06/30/05 tp F CIM. Oj PF CA�1F�� January 25,2005 7777 Greenback Lane Suite 109 Citrus Heights, CA, 95610 MiTeke Job Truss Truss Type Qty Ply. 84110186- - 815003729 TRUSS N06 CAL HIP 1 1 Job Reference (optional) JMW TRUSS, CATHEDRAL CITY, CALIFORNIA 5;000 s Feb 6 2003 Mi Tek Industries; Inc. Tue Jan 25 14:29:25 2005 Page 2 LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 + Uniform Loads (plf) Vert: 1-2=-70.0, 2-3=-70.0, 2-22=-30.0, 22-23=-70.0, 7-23=-30.0, 7-8=-70.0, 7-13=-70.0, 12-21=-20.0 Concentrated Loads (lb) Vert' 4=-600.0 , r Job Truss Truss Type Qty Ply. 84110186- - 815003729 TRUSS N06 CAL HIP 1 1 Job Reference (optional) WARNING - Verify design parameters and READ NOTES ON TINS AND INCLUDED MITES REFERENCE PAGE MU -7473 BEFORE USE. - 7777 Greenback Lane �® , Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 Applicability of design aromenters and proper incorporation of component is responsibility of building designer not truss designer. Bracing shown Citrus Heights, CA, 95610 PP tY 9 P p P rP P P N 9 9 9 9113 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the rBsponsibillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Q • tobrica_ tion, quality control, storage, delivery, erection and bracing, consult AN51/TPII Quality Criteria, DSB-89 and BCSI1 Building Component. ' 7r (iT�r k® Safety Information available from Truss Plate Institute, 583 D'Onofdo Drive, Madison, WI 53719. P: 0 U 0 0 11 0 n u L 4 Job Truss Truss Type Qty ' Ply B4110186 PLATES GRIP TCLL 20.0 Plates Increase 1.25 R15003730 TRUSS N07 CAL HIP 1 1 Lumber Increase 1.25 BC 0.90 Vert(TL) -0.66 11-13 >771 Job Reference (optional) JMW' I KU55, GA I HtUKAL GI I Y, UALIhUKNIA 0.000 5 reU a LUV.3IVII I CR IIIUUSU ICJ, 1116. 1-001140 It*. _ t_vv.i r ayc , 5-5-6 10-9-0 11x3,11 17-8-12 24-1-13 24-8x8 30-11-14 36-11-3 42-5-12 5-5-6 5-3-10 0-6-11 6-5-1 6.5-1 0-6-11 6-3-6 5-11-5 . 5-6-9 ' Sale =1:75.5 4.00 12 5x5 M1120� 3x8 MII20= Sxa MII20__ 17 16 15 14 13 12 11 6x8 M1120H= 4x7 M1120= 3x8 M1120= 3x6 M1120H= - 3xB M1120= 3x4 M1120= 3x10 M1120� 1.5x4 M112011 3x6 MI120H= 10-9-0 17.8-12 24-8-8 33-11-9 42-5-12 10-9-0 6-11-12 6-11-12 9-3-1 8-63 I$ � LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Well PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.88 Vert(LL) 0.26 11-13 >999 M1120 249/190 TCDL 15.0 Lumber Increase 1.25 BC 0.90 Vert(TL) -0.66 11-13 >771 BCLL 0.0 Rep Stress Incr YES WB 0.89 Horz(TL) 0.18 10 n/a BCDL 10.0' Code UBC97/ANSI95 (Matrix) 1st LC LL Min I/deft = 360 Weight: 235 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 'Except* TOP CHORD Sheathedor 2-0-9 oc purlins, except end verticals. 6-10 2 X 4 SYP No.1 BOT CHORD Rigid ceiling directly applied or 8-6-13 oc bracing. BOT CHORD 2 X 4 SYP No.1 'Except* WEBS 1 Row at midpt 2-17, 4-16,4-13 12-15 2 X.4 SYP No.2 WEBS 2 X 4 SYP No.3 'Except* 1-17 2 X 4 SYP No.2 SLIDER Right 2 X 4 SYP No.3 2-8-0 REACTIONS (Ib/size) 17=1905/0-3-8, 10=1905/0-3-8 Max Uplift 17=-282(load case 3), 10=-275(load case 3) FORCES (lb) - First Load Case Only TOP CHORD 1-2=-196', 2-3=-2659, 3A=-2486,4-5=-3193,.5-6=-3350, 6-7=-3429, 7-8=A157,8-9=-4284, 9-10=-4357,1-17=-235 BOT CHORD 16-17=1931, 15-16=3188, 14-15=3188, 13-14=3188, 12-13=3765, 11-12=3765, 10-11=3972 WEBS 2-17=-2384,2-16--745,3-16=327, 4-16=-941, 4-14=111, 4-13=7, 5-13=557,7-13=-676, 7-11=244, 8-11=-82 NOTES 1) Unbalanced roof live loads have been considered -for this design. 2) This truss has been designed for the loads generated by 80 mph winds at 25 It above ground level located 100 mi from the hurricane oceanline. ASCE 7-93'components and cladding external pressure coefficients for the interior (1) zone and 8.4 psf top chord and 6.0 psf bottom chord dead load are being used. The design assumes occupancy category I, terrain exposure C and internal pressure coefficient condition I. If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per•Table No. 16-B, UBC -97. LOAD CASE(S) Standard ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED 6HTEH REFERENCE PAGE MU -7473 BEFORE USE. Design valid for use only with Mitek connectors: This design,is based only upon parameters shown, and is for an individual building component. Applicability of design p&cmenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility or the building designer. For general guidance regarding fabrication. quality control, storage, delivery, erection and brocing, consult ANSI/TPI1. Quality Cdterla, DSB-89 and BCSIt Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. 9?,OFESS/O q �� C• ANn� � ��-C17180 L yt EXP. 06/30/05 sX crvt\� 9T�OF CAt.iF��� January 25,2005 7777 Greenback Lane . Suite 109 Citrus Heights, CA, 95610 .. • Job Truss Truss Type Qty Ply 84110186 Plate Offsets (X Y)' [12:0-0-3,04-51 R15003731 TRUSS N08 CAL HIP 1 1' TCLL 20.0 Plates Increase 1.25 TC 1.00 Vert(LL) 0.29 13-15 >999 Job Reference (optional) JMW I KUJS, L;A I HLUKAL Ul I Y, UALIrVKNIA o.uuu s reu o,cvua1vu 1 en muusu lca, 11— 1 uc dan— 5-5-6 10-9-0 13-3-11 i 17-8-12 22-1-13 24-8-8 30-11-14 36-11-3 42-5-12 • 5-5-6 5-3-10 2-6-11 4-5-1 4-5-1 2-6-11 6-3-6 5-11-5 5-6-9 S.I. = 1:75.5 4.00 F12 • 2106 19 1 18 17 18 15 14 13 6x8 M1120H= 4x7 M1120= 3x8 M1120= 3x6 M1120H= 3x8 M1120= 3x4 M1120= 3x10 M1120z 1.5x4 M112011 4x8 M1120= ' 5x5 M11205 7 4 3x8 MII20= 56 MII20ZZ 2 10-9-0 17-8-12 24-8-8 33-11-9 42-5-12 • 10-9-0 6-11-12 6.11-12 9-3-1 8-6-3 Plate Offsets (X Y)' [12:0-0-3,04-51 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 1.00 Vert(LL) 0.29 13-15 >999 M1120 249/190 TCDL 15.0 Lumber Increase 1.25 BC 0.93 Vert(TL) -0.79 7 >37 BCLL 0.0 Rep Stress Incr YES WB 0.93 Horz(TL) 0.19 12 n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) 1st LC LL Min I/defl = 360 Weight: 242 Ib LUMBER BRACING TOP CHORD. 2 X 4 SYP No.2 `Except' TOP CHORD Sheathed or 1-9-9 oc purlins, except end verticals. Except: 8-12 2 X 4 SYP No.1 2-3-0 oc bracing: 3-6 BOT CHORD' 2 X 4 SYP No.1 *Except* BOT CHORD Rigid ceiling directly applied or 8-0-6 oc bracing. 14-17 2 X 4 SYP No.2 WEBS 1 Row at midpt 2_-19, 5-18, 5-15 WEBS 2 X 4 SYP No.8 `Except' 1-19 2 X 4 SYP No.2 SLIDER Right 2-X 4 SYP No:3 2-8-0 REACTIONS (Ib/size) 19=1990/0-3-8,12=1965/0-3-8 Max Uplift 19=-329(load case 3), 12=-309(load case 3) FORCES (lb) - First Load Case Only TOP CHORD 1-2=-201, 2-3=-2816, 3-4=-62, 3-20=-2642, 5-20=2642, 5-21=-3375, 6-21=3375, 6-7=-62, 6-8=-3495, 8-9=3614, 9-10=-4317, 10-11=-4438, 11-12=4511, 1-19=-241 • BOT CHORD • 18-19=2024, 17-18=3363, 16-17=3363, 15-16=3363, 14-15=3922, 13-14=3922, 12-13=4115 . WEBS 2-19=-2503, 2-18=826, 3-18=291, 5-18=-967, 5-16=111, 5-15=16, 6-15=536, 9-15=-647, 9-13=235, 10-13=72 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the loads generated by 80 mph winds at 25 ft above ground level located 100 mi from the hurricane oceanline. ' ASCE 7-93 components and cladding external pressure coefficients for the interior (1) zone and 8.4 psf top ESS/�� chord and 6.0 psf bottom chord dead load are being used. The design assumes occupancy category I, terrain exposure C and OQ�kQF A q� internal pressure coefficient condition I. If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 C,: nl F2 �� � oFip C 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. fn z m 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, C 17180 UBC -97. 6) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. k EXP. 06/30/05 yE LOAD CASE(S) Standard ST CIV tL C�\� January 25,2005 • ® WARNING - Verify design parameters and READ NOTES ON TMS AND INCLUDED AUTEK REFERENCE PAGE MU -7473 BEFORE USE. 7777 Greenback Lane � �® Design valid for use only with Mllek connectors. This design is based only upon parameters shown, and is for on individual building component. Suite 109 Citrus Heights, CA, 95610 Applicability of design paromenters and proper incorporation of component is responsibility of buildng designer - not truss designer. Bracing shown is for lateral support of individual web membersonly. Additional temporary bracing to insure stability during construction is the responsibillity, of the • erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component M iTek� Safety Information ovalable tram Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. 0 JMVV TRUSS, CAT HEDRAL CiTY, T, CAL:iFORNiA �.��v a rcu v cvv� rvu, cn u,u u�u• , ,... , .... •.�„ �.. •�•�..•�• �.....- ..y.. 7-1-10 1 14-9-0 1513111 20-1-13 29-8 8 28-3-14 ' 35-7-3 42-5-12 - I 7-1-10 - 7-7-6 0-6-11 4-10-2 0-6-11 7-7-6 7-3-5 6-10-9 s�1e = e7ss 6x8 M1120= 5.5 M1120-- 17 16 15 14 13 ' 12 11 10 6X8 M1120H= 2x5 M1120 It 4x5 M1120=3x8 M1120= US M1120= 30 M1120= 1.5x4 M112011 3x5 M1120,' 3x4 M1120= 3x6 M1120H= 7-1-10 • 14-9-0 20-8-8 28-3-14 35-7-3 42-5-12 7-1-10 7-7-6 5-11-8 7-7-6 7-3-5 6 10 9 9 �d LOADING (psf) SPACING Job Truss Truss Type Qty • ; Ply B4110186 1.25 TC 0.86 Vert(LL) 0.24 10-11 >999 M1120 249/190 TCDL 15.0 Lumber Increase R15003732 BC 0.91 TRUSS N09 CAL HIP 1 1 WB 0.74 Horz(TL) 0.16 9 n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) 1st LC LL Min I/defl = 360, Job Reference (optional) LUMBER ...... __..-- ---.._..-... ..._.. ,....�,....,..x.:T_�, BRACING . TOP CHORD 2 X 4 SYP No.2 'Except* r..a,,...-k_ 1.,.. -r— 1.,.. )r iA-)o•,)7 )nn5 oa„a 1 0 JMVV TRUSS, CAT HEDRAL CiTY, T, CAL:iFORNiA �.��v a rcu v cvv� rvu, cn u,u u�u• , ,... , .... •.�„ �.. •�•�..•�• �.....- ..y.. 7-1-10 1 14-9-0 1513111 20-1-13 29-8 8 28-3-14 ' 35-7-3 42-5-12 - I 7-1-10 - 7-7-6 0-6-11 4-10-2 0-6-11 7-7-6 7-3-5 6-10-9 s�1e = e7ss 6x8 M1120= 5.5 M1120-- 17 16 15 14 13 ' 12 11 10 6X8 M1120H= 2x5 M1120 It 4x5 M1120=3x8 M1120= US M1120= 30 M1120= 1.5x4 M112011 3x5 M1120,' 3x4 M1120= 3x6 M1120H= 7-1-10 • 14-9-0 20-8-8 28-3-14 35-7-3 42-5-12 7-1-10 7-7-6 5-11-8 7-7-6 7-3-5 6 10 9 9 �d LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deo PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.86 Vert(LL) 0.24 10-11 >999 M1120 249/190 TCDL 15.0 Lumber Increase 1.25 BC 0.91 Vert(TL) -0.55 10-11 >926 BCLL 0.0 Rep Stress Incr YES WB 0.74 Horz(TL) 0.16 9 n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) 1st LC LL Min I/defl = 360, Weight: 242 Ib LUMBER BRACING . TOP CHORD 2 X 4 SYP No.2 'Except* TOP CHORD Sheathed or 2-4-11 oc purlins, except end verticals. 5-9 2 X 4 SYP SS BOT CHORD Rigid ceiling directly applied or 9-0-6 oc bracing. - BOT CHORD 2 X 4 SYP No.1 'Except* WEBS 1 Row at midpt_ 6-13 12-14 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 SLIDER Right 2 X 4 SYP No.3 3-4-9 REACTIONS (Ib/size) 17=1905/0-3-8,9=1905/0-3-8 Max Uplift 17=-268(load case 3), 9=265(load case 3) FORCES (lb) - First Load Case Only TOP CHORD 1-2=-2432, 2-3=-2661, 3A=-2700, 4-5=2906, 5-6=-2930, 6-7=-3824, 7-8=4324, 8-9=4414, 1-17=-1830 BOT CHORD 16-17=113, 15716=2239,14-15=2459,13-14=2459,12-13=3582,11-12=3582, 10-11=4030, 9-10=4030 WEBS 2-16=-718, 2-15=265, 3-15=10, 3-13=396,•4-1306, 6-13=1056, 6-11=338, 7-11=-478, 7-10=91, 1-16=2293 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the loads generated by 80 mph winds at 25 ft above ground level located 100 mi from the hurricane oceanline. ASCE 7-93 components and cladding external pressure coefficients for the interior (1) zone and 8.4 psf top chord and 6.0 psf bottom chord dead load are being used. The design assumes occupancy category I, terrain exposure C and infernal pressure coefficient condition I. If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. LOAD CASE(S) Standard ,�?OFESS/p n�G. A/ANO,,/ C171" Lrn ;f EXP. 06/30/05 k 1sT crvl\� gTF�F CAli-kF January. 25;2005 ® WARNING -Verify design pammeters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MD -7473 BEFORE USE. 7777 Greenback Lane s.® 09 Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite He Applicability of design aromenters and proper inco oration of component is responsibility of building designer - not truss designer. Bracing shown Citrus Heights, CA, 9561112 PP ft* 9 P P P rP P P h 9 9 9 9 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing. consult ANSI/TPII quality Criteria, DSB-89 and BCSII Bullding Component M iTek® Safety Inforrilalion available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. 0 Job Truss Truss Type City ;' Ply B4110186 Plate Offsets (X,Y): fl l:0-0-3 0-4-51 [18:0-3-8 0-1-81 R15003733 TRUSS N10 CAL HIP 1 1 TCLL 20.0 Plates Increase 1.25 TC 0.91 Vert(LL) 0.26 12-13. >999 Job Reference (optional) dlVlvv I MUJJ, UH I MCUMAL t l I T, UALIr UtINIH 5.000 s I-eb b 20U3 MI I eK Industries, Inc. Tue Jan 25 14:29:27 2005 Page 1 18-1-13 7-1-10 14-9-0 17-3-11 20-8-8 28-3-14 35-7-3 42-5-12 1 Sale = 1:75.5 7-1-10 7-7-6 2-6-110-10-22-6-11 7-7-6 7-3-5 6-10-9 5x8 M11201\ 4 8 5x5 MII20= 1 - 19 18 17 16 15 14 13 12 -- 6x8 M1120H= 2.5 M112011 3x8 M1120= 3x6 M1120= 3x8 M1120= 3x4 M1120= 1.5x4 M112011 3x5 M1120,' 3.4 M1120= 3x6 M1120H= I� ® WARNING - Verlry design pammetem and READ NOTES ON THIS AND INCLUDED MITES REFERENCE PAGE IW -7473 BEFORE USE. 7777 Greenback Lane109 Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite Citrus HeHe Applicabilityof design poramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown ights, CA, 95610�� is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Ad ditionol.permanent bracing of the overall shucture.is the responsibility of the building designer. For general guidance regarding fabricalion, quality control, storage, delivery, erection and bracing, consult ANSI/TPII quality Criteria, DSB-89 and BC511 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. _ M'Te'k 7-1-10 14-9-0 20-8-8 28-3-14 35-7-3 42-5-12 7.1-10 7-7-6 5-11-8 7-7-6 7-3-5 6-10-9 Plate Offsets (X,Y): fl l:0-0-3 0-4-51 [18:0-3-8 0-1-81 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.91 Vert(LL) 0.26 12-13. >999 M1120 249/190 TCDL 15.0 Lumber Increase 1.25 BC 0.95 Vert(TL) -0.57 12-13 >887 BCLL 0.0 Rep Stress Incr YES WB 0.77 Horz(TL) 0.17 11 n/a BCDL 10.0 Code UBC97/ANS195 (Matrix) 1st LC LL Min I/defl = 360 Weight: 248 Ib • LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 'Except' TOP CHORD Sheathed or 2-2-8 oc purlins, except end verticals. Except: 7-11 2 X 4 SYP SS 1 Row at midpt 3-5 BOT CHORD 2 X 4 SYP No.1 "Except` BOT CHORD Rigid ceiling directly applied or 8-4-12 oc bracing. 14-16 2 X 4 SYP No.2 WEBS 1 Row at midpt 8-15 WEBS 2 X 4 SYP No.3 SLIDER Right 2 X 4 SYP No.3 3-4-9 REACTIONS (Ib/size) 19=1990/0-3-8,11=1965/0-3-8 Max Uplift 19=-315(load case 3), 11=-299(load case 3) FORCES (lb) - First Load Case Only TOP CHORD 1-2=-2550, 2-3=-2838, 3-4=62,3-20=2882,20-21=-2882, 5-21=-2882, 5-6=-62.5-7=-3093, 7-8=-3117,8-9=-3995, 9-10=-4482, 10-11=-4572, 1-19=-1914 BOT CHORD 18-19=117, 17-18=2350, 16-17=2632, 15-16=2632, 14-15=3744, 13-14=3744, 12-13=4178, 11-12=4178 WEBS 2-18=-762, 2-17=339, 3-17=52, 3-15=411, 5-15=380, 8-15=1032, 8-13=334, 9-13=-463, 9-12=88, 1-18=2409 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the loads generated by 80 mph winds at 25 ft above ground level located 100 mi from the hurricane oceanline. ASCE 7-93 components and cladding external pressure coefficients for the interior (1) zone and 8.4 psf top chord and 6.0 psf bottom chord dead load are being used. The design assumes occupancy category I, terrain exposufe C and q F ESS/ � ffi internal pressure coefficient condition 1. If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are notexposed to wind. The lumber DOL increase is 1.33, and the increase is 1.33 Q N O q plate grip 3) Provide adequate drainage to water prevent ponding. ' 4) All plates are MT20 plates,unless otherwise indicated. • 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-8, UBC rTt Z -97. C 17180 6) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. LOAD CASE(S) Standard ,t EXP. '06/30/05 ts� C(VIIL �P 9TFCF CAI-X� January 25,2005 ® WARNING - Verlry design pammetem and READ NOTES ON THIS AND INCLUDED MITES REFERENCE PAGE IW -7473 BEFORE USE. 7777 Greenback Lane109 Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite Citrus HeHe Applicabilityof design poramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown ights, CA, 95610�� is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Ad ditionol.permanent bracing of the overall shucture.is the responsibility of the building designer. For general guidance regarding fabricalion, quality control, storage, delivery, erection and bracing, consult ANSI/TPII quality Criteria, DSB-89 and BC511 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. _ M'Te'k 0 LJ Job Truss Truss Type Qty Ply 84110186 PLATES GRIP M1120 249/190 Weight: 237 Ib . LUMBER BRACING 815003734 TRUSS N11 COMMON 1 1 5-14, 2-17, 3-14 12-15 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 , Job Reference (optional) JIVIVV I KU.SA, l,.A I MtUKAL Ll l T, UALIrUMNIA 5-1-14 11-5-5 17-8-12 24-0-3 36-3-10 36-7-1 42.5-12 5-1-14 6-3-7 6-3-7 6-3-7 6-3-7 6-3-7 5-10-11 Smle = 1:73.4 5.5 M1120= 4 D 17 16 15 14 1312 11 6x8 M1120H= 4x5 M820= 3.4 M1120= 3x6 M1120= 30 M1120= 3.4 M1120= U1101,11120-- US x10M1120-- 3x8 M1120= 4x6 M1120= 9A-3 17-8-12 26-1-5 34-5-15 42-5-12 941-3 8-4-9 8-4-9 841-9 7-11-13 Ig January 25,2005 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED WIER REFERENCE PAGE rm-7473 BEFORE USE. 7777 Greenback Lane Design valid for use on with M1ek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 9 ry 9 Y P P 9 P Citrus Heights, CA, 95610 Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibiliity, of the erector. Additional permanent bracing of the, overall structure is the responsibility of the'building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult 'ANSI/TPI1 Quality Criteria, DSB-89 and BCSII Building Component M iTek® Safety Information available from Truss Plate Institute, 583 D'Onofdo Drive, Madison, WI 53719. LOADING (psf) TCLL 20.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress.lncr YES Code UBC97/ANS195 CSI TC 0.88 BC 0.91 WB 0.84 (Matrix) DEFL in (loc) I/dell Vert(LL) 0.25 11-13 >999 Vert(TL) -0.59 11-13 >856 Horz(TL) 0.17 10 n/a 1st LC LL Min I/deft = 360 PLATES GRIP M1120 249/190 Weight: 237 Ib . LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 'Except TOP CHORD Sheathed or 2-1-0 oc purliris, except end verticals. 6-10 2 X 4 SYP No.1 BOT CHORD Rigid ceiling directly applied or 8-11-9 oc bracing. BOT CHORD 2 X 4 SYP No.1 'Except WEBS 1 Row at midpt 5-14, 2-17, 3-14 12-15 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 , SLIDER Right 2 X 4 SYP No.3 2-104 REACTIONS (Ib/size) 17=1905/0-3-8, 10=1905/0-3-8 Max Uplift 17=-258(load case 3), 10=-258(load case 3) FORCES (lb) - First Load Case Only TOP CHORD 1-2=-151, 2-3=-2528, 3-4=-2489, 4-5=-2488, 5-6=-3432, 6-7=-3507, 7-8=-4168, 8-9=-4296, 9-10=-4374, 1-17=-196 BOT CHORD 16-17=1896, 15-16=2428, 14-15=2428, 13-14=3039, 12-13=3725, 11-12=3725, 10-11=3989 WEBS 4-14=1080, 5-14=1076, 5-13=716,7-13=-687,7-11=282, 8-11=-105, 2-17=-2421, 2-16=642, 3-16=-308, 3-14=-190 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the loads generated by 80 mph winds at 25 ft above ground level located 100 mi from the hurricane oceanline. ASCE 7-93 components and cladding external pressure coefficients for the interior (1) zone and 8.4 psf top chord and 6.0 psf bottom chord dead load are being used. The design assumes occupancy category I, terrain exposure C and (�N internal pressure coefficient condition I. If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are increase is 1.33 OQ�QFESS q� not exposed to wind. The lumber DOL increase is 1.33, and the plate grip 3) All MT20 indicated. plates are plates unless otherwise No. 16-B, 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table UBC -97. r C 17180 z r Of LOAD CASE(S) Standard ,f EXP. 06/30/05 -k• gTFOF CAOF�� Ig January 25,2005 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED WIER REFERENCE PAGE rm-7473 BEFORE USE. 7777 Greenback Lane Design valid for use on with M1ek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 9 ry 9 Y P P 9 P Citrus Heights, CA, 95610 Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibiliity, of the erector. Additional permanent bracing of the, overall structure is the responsibility of the'building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult 'ANSI/TPI1 Quality Criteria, DSB-89 and BCSII Building Component M iTek® Safety Information available from Truss Plate Institute, 583 D'Onofdo Drive, Madison, WI 53719. 11 0 • • 0 0 0 0 0 Job Truss Truss Type Qty Ply B4110186 TCLL 20.0 Plates Increase 1.25 TC 0.98 Vert(LL) 0.2411-12 >999 815003735 TRUSS N12 CAL HIP 1 1 BCLL 0.0 Rep Stress Incr YES WB 0.73 Horz(TL) 0.16 10 n/a Job Reference (optional) JMW IKUS5,UAIHLUKALUlIY,L;ALII-VKNIA D.uuu 5 rVu a cuuJ Ivu 1 CA IIIUUMI ICJ, IIII.. , G Jan av ,�.aa.c✓ cvv� , rev , 7-5-2 15-24 15x8,15 19-8-9 20-3x4 28-0-6 35-5-7 42-5-12 7-5-2 7-9-2 0-6-11 3-11-10 0-6-11 7-9-2 7-5-1 7-0-5 Scale =lass 4.00 12 6.8 MI120= 5x5 101120Z� 1 16 17 16 15 14 13 12 . 11 6.8 M1120H= 2x5 M1120 If 4x5 M1120= 3x6 M1120= 3x8 M1120= 3x4 M1120= 1.50 M112011 3x5 101120,� 3x4 M1120= 3x6 M1120H= 7-5-2 15-24 20-3-4 28-0-6 35-5-7 42-5-12 7-5-2 7-9-2 5-1-0 7-9-2 7-5-1 7-0-5 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl' PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.98 Vert(LL) 0.2411-12 >999 M1120 249/190 TCDL 15.0 Lumber Increase 1.25 BC 0.91 Vert(TL) -0.5511-12 >923 BCLL 0.0 Rep Stress Incr YES WB 0.73 Horz(TL) 0.16 10 n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) 1st LC LL Min I/defl = 360 Weight: 243 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 `Except" TOP CHORD Sheathed or 2-4-12 oc purlins, except end verticals. 6-10 2 X 4 SYP SS BOT CHORD Rigid ceiling directly applied or 9-0-9 oc bracing. BOT CHORD 2 X 4 SYP No.1 'Except' WEBS 1 Row at midpt 7-14 13-15 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 SLIDER Right 2 X 4 SYP No.3 3-5-8 REACTIONS (Ib/size) 18=1905/0-3-8, 10=1905/0-3-8 Max Uplift 18=267(load case 3), 10=-264(load.case 3) FORCES (lb) - First Load Case Only TOP CHORD 1-2=-2463, 2-3=-2643, 3-4=-2537, 4-5=-2645, 5-6=-2856, 6-7=-2874, 7-8=-3797, 8-9=4325, 9-10=-4416, 1-18=-1826 BOT CHORD 17-18=131, 16-17=2263, 15-16=2433, 14-15=2433, 13-14=3556, 12-13=3556, 11-12=4033, 10-11=4033 WEBS 2-17=-681, 2-16=205, 4-16=15, 4-14=393, 5-14=399, 7-14=-1091, 7-12=353, 8-12=-509, 8-11=96, 1-17=2287 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the loads generated by 80 mph winds at 25 It above ground level located 100 mi from the hurricane oceanline. ASCE 7-93 components and cladding external pressure coefficients for the interior (1) zone and 8.4 psf top chord and 6.0 psf bottom chord dead load are being used. The design assumes occupancy category I; terrain exposure C and internal pressure coefficient condition I. If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are 'not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates'unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. -16-B, UBC -97. LOAD CASE(S) Standard ® WARNING - Verify design parameters and READ NOTES ON Mrs AND INCLUDED MITER REFERENCE PAGE MD -9493 BEFORE USE. v w' only 'r m t rs shown and is for on individual building component. Design valid for use only with Mifek connectors. This design is based o y upon pa a e e g p Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during c6nstruction is the responsibillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onofdo Drive, Madison, wl 53719. 9W E�S;SI\p G•AAt/)\` C 17180 L� * EXP. 06/30/05 k ST C1 ll. �P January 25,2005 7777 Greenback Lane �® Suite 109 Citrus Heights, CA 95610 -MiTek" TRUSS, Job Truss Truss Type Qty Ply 64110186 Plate Offsets (X Y): .[12:0-0-3,04751.- 815003736 TRUSS N13 CAL HIP 1 1 CSI DEFL in (Idc) I/deft PLATES GRIP TCLL 20.0 Plates Increase 1.25 Job Reference o tional Vert(LL) 0.29 13-15 >999 - _ _ --..—__ -. _._. _-..___.... TCDL 15.0 � rn' x1 r L 1 f.Ins Inc Tue Ian 25 •14.29.29 2005 Pana 1 JMW I RUSS, GA l HEDRAL GI I T, GAUFORNiH ,r.�w a , cv ..... .. ......... ...... . -- __.. __ ...__.__ __ _ _ - 5-8-0 11-2-4 13.8-15 17-8-12 21-8-9 i 24-3-4 30-8-6 36-9-7 42-5-12 5-8-0 5-6-4 2-6-11 3-11-13 3-11-13 2-6-11 6-5-2 6-1-1 5-8-5 scale =1:7ss A no RT 5.5 M1120% 4 3.8 MII20= 7 5x6 MII20,� 19 16 17 16 15 14 13 6xB M1120H= W M1120=. 3x8 MII20= 3x6 M1120H= 3x8 M1120=44 M1120= 3x4 M1120= 300 M1120,' 1.5x4 M112011 I� 11-2-4 17.8-12 24-3-4 33-8-15 42-5-12 11-2-4 6-6-8 6-6-8 9-5-11 8-8-13 Plate Offsets (X Y): .[12:0-0-3,04751.- LOADING (psf) SPACING 2-0-0 CSI DEFL in (Idc) I/deft PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.94 Vert(LL) 0.29 13-15 >999 M1120 249/190 TCDL 15.0 Lumber Increase 1.25 BC 0.94 Vert(TL) -0.74 7 >39 BCLL 0.0 Rep Stress Incr. YES WB 0.99 Horz(TL) 0.19 12 n/a BCDL 10.0 Code UBC97/ANS195 (Matrix) 1st LC LL Min Well = 360 Weight: 243 Ib . LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 'Except` TOP CHORD Sheathed or 1-9-9 oc,purlins, except end verticals: Except: 8-12 2 X 4 SYP No. 11 2-7-0 oc bracing: 3-6 ' BOT CHORD 2 X 4 SYP No.1 'Except* BOT -CHORD Rigid ceiling directly applied or 8-0-6 oc bracing. 14-17 2 X 4, SYP No.2 WEBS 1 Row at midpt 2-19, 5-18, 5-15 WEBS 2 X 4 SYP No.3 "Except* 1-19 2 X 4 SYP. No.2 SLIDER Right 2 X 4 SYP N0.3 2-8-14 REACTIONS (Ib/size) 19=1990/0-3-8,12=1965/0-3-8 Max Uplift 19=-328(load'case 3), 12=-308(load case 3) FORCES (Ib) - First Load Case Only TOP CHORD 1-2=-213, 2-3=-2830, 34=-62, 3-20=-2651, 5-20=-2651, 5-21=-3322, 6-21=-3322, 6�7=-62, 6-8=-3438,,8-9=-3562, 9-10=-4310,10-11=-4446,11-12=-4521,1-19=-249 BOT CHORD 18-19=2066, 17-18=3281, 16-17=3281, 15-16=3281, 14-15=3901, 13-14=3901, 12-13=4125 WEBS 2-19=-2518, 2-18=775, 3-18=307, 5-18==882, 5-16=94, 5-15=57, 6-15=529, 9-15=685, 9-13=258, 10-13=-93 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the loads generated by 80 mph winds at 25 ft above ground level located 100 mi from the hurricane oceanline. ASCE 7-93 components and cladding external pressure coefficients for the interior (1) zone and 8.4 psf top ESS/�� chord and 6.0 psf bottom chord dead load are being used. The design assumes occupancy category I, terrain exposure C and OQEkc)F q� AN�� internal pressure coefficient condition I: If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 �� �( C,. F2 !` C • 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. m Z rn 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, C 17180 UBC -97. 6) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. * EXP. 06/30/05 k LOAD CASE(S) Standard tpx CIVIL 9TF�F CAli1F�¢ January 25,2005 - ® WARNING -Verify design parameters and READ NOTES ON ZIUS AND INCLUDED MITER REFERENCE PAGE MD -7473 BEFORE USE. 7777 Greenback Lane -0 Suite 109 ko Design valid for use on with MiTek connectors. This design is based only upon orameters shown, and'a for an individual building component. 9 only 9 Y P P 9 P 'Suite Heights; CA, 95610 Applicability of design paramenters and proper incorporation of component is responsibility of building designer -not truss designer. Bracing shown - il - is for lateral support of individual web members only. Additional temporary bracing to insure stability during constriction is the responsibilliy of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding - fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSII Building Component M iTek® Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. - 0 0 • 0 0 n U 0 0 0 n LJ Job Truss Truss Type Qty Ply B4110186 PLATES GRIP TCLL 20.0 Plates Increase 1.25 R15003737 TRUSS N14 CAL HIP 1 1 Lumber Increase 1.25 BC 0.91 Vert(TL) -0.67 11-13 >760 not exposed wind. and plate grip 3) Provide adequate drainage to prevent water ponding. Job Reference (optional) JMW I KU55, GA I HLUKAL U I Y, UALIt-VKNIA D.uuu s reu o cuuo rvn 1 en muusu les, io1G- I uu JGI I LJ 5-8-0 11-2-4 1118115 17.8-12 23-8-9 24-44 30-8-6 36-9-7 42-5-12 5-8-0 5-6-4 0-6-11 5-11-13 5-11-13 0-6-11 6-5-2 6-1-1 5-8-5 S.I. = 1:75.5 1 4.00 171-2- D 72 5x5 M1120, 3x8 MII20= 5x5 MI120= D 17 i6 15 14 13 12 11 6x8 M1120H= 4x7 M1120= 3x8 M1120= 3x6 M1120= 3x8 M1120= 3x4 M1120= 3x10 M1120� 1.5x4 MI12011 3x6 MI120H= 11-2-4 17-8-12 24-3-4 33-8-15 42-5-12 11-2.4 6-6-8 6-6-8 9-5-11 8-8-13 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.88 Vert(LL) -0.27 16-17 >999 M1120 249/190 TCDL 15.0 Lumber Increase 1.25 BC 0.91 Vert(TL) -0.67 11-13 >760 not exposed wind. and plate grip 3) Provide adequate drainage to prevent water ponding. BCLL 0.0 Rep Stress Incr YES WB 0.94 Horc(7L) 0.18 10 n/a LOAD CASE(S) Standard BCDL 10.0 Code UBC97/ANS195 (Matrix) 1st LC LL Min I/deft = 360 Weight: 237 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 `Except' TOP CHORD Sheathed or 2-6-9 oc purlins, except end verticals. 6-10 2 X 4 SYP 14o.1 BOT CHORD Rigid ceiling directly applied or 8-6-13 oc bracing. BOT CHORD 2.X 4 SYP No.1 'Except' WEBS 1 Row at midpt 2717, 4-16,4-13 12-15 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 "Except' 1-17 2 X 4 SYP No.2 SLIDER Right 2 X 4 SYP No.3 2-8-14 REACTIONS (Ib/size) 17=1905/0-3-8, 10=1905/0-3-8 Max Uplift 17=-281 (load case 3), 10=-274(load case 3) FORCES (Ib) - First Load Case Only TOP CHORD 1-2=-208, 2-3=-2671, 3-4=-2493, 4-5=-3140, 5-6=-3252, 6-7=-3376, 7-8=4149, 8-9=-4290, 9-10=-4365, 1-17=-243 BOT CHORD 16-17=1969, 15-16=3105, 14115=3105, 13-14=3105, 12-13=3744, 11-12=3744, 10-11=3981 WEBS 2-17=-2397, 2-16=696, 3-16=340, 4-16=-855, 4-14=94, 4-13=50, 5-13=549, 7-13=-714, 7-11=268, 8-11=-103 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the loads generated by 80 mph winds at 25 ft above ground level located 100 mi from the hurricane oceanline. ASCE 7-93 components and cladding external pressure coefficients for the interior (1) zone and 8.4 psf top chord and 6.0 psf bottom chord dead load are being used. The design assumes occupancy category I, terrain exposure C and ESS/O/V internal pressure coefficient condition I. If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are to The lumber DOL increase is 1.33, the increase is 1.33 Q4,�.OF .ql Ci ANoF not exposed wind. and plate grip 3) Provide adequate drainage to prevent water ponding. • F` ��� �( 4) All plates are MT20 plates unless otherwise ifidicated.• 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, Frt Z UBC -97. C- 17180 LOAD CASE(S) Standard * EXP. 06/30/05 k s crvi�- lqT� -FCAI.tF�� January 25,2005 ® WARNING - Verify design parameters and READ NOTES ON TIUS AND INCLUDED MITER REFERENCE PAGE MU 7473 BEFORE USE. 7777 Greenback Lane �® Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 A licobilit of design aramenters and proper into oration of component is responsibility of building designer hussdesi net. Bracing shown Citrus Heights, CA, 95610_ PP y. 9 P P P rP P Po N 9 9 9 9 is for lateral support of individual web members only. Additional tem ra bracing to insure stabtli during construction is.the res onsibilli of the PP Y Pa ry 9 ty, 9 P g erector. Additional permanent bracing of the overall structure is the respomibTty of the building designer. For general guidance regarding . fabrication, quality, control, storage, delivery, erection and bracing, consult ANSI/TPII quality Criteria, DSB-89 and BCSII Building Component M iTek® Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive. Madison, WI 53719. is r1 u U 0 0 0 Job Truss Truss Type Qty Ply 84110186 PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.93 R15003738 TRUSS 1`415 CAL HIP 1 1 BC 0.96 Vert(TL) -0.68 12-14 >752 BCLL 0.0 Rep Stress Incr Job Reference (optional) JMW I KUSS, GA I NEUKAL UI I Y, GALIFVKNIA a.uuu s reD 0 LVUJ Ivu I eK InuUSUleS, 1116. I UC Jd11 LJ 14-- GVUJ ray. 1 7-24 9-8-15 14-2-9 21-2-15 25-8-9 28.3-4 ,_ 35.8-15 42-5-12 7-2-4 2-6-11 4-5-10 7-0-5 4-5-10 2-6-11 7-5-11 6 -8 -13 - Scale = 1:75.5 4.00 Fi2 5.13M1120\\ 3 1.5x4 M112011 5.8 M1120= 7 5.6 M1120= 3 18 17 16 is 14 13 ' 12 11 64 M1120H= 2x5 M112011 3x6 WIN= 4X6 M1120= 1.5x4 M112011 3x8 M1120= 1.5x4 M112011 3x5 M1120,' 3x.9 M120= 46 M1120= 7-2-4 14-2-9 21-2-15 28-3.4 35-8-15 42-5-12 - i I 7-2-4 7-0-5 7-0-5 7-0-5 7-5-11 6-8-13 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.93 Vert(LL) 0.33 14 >999 M1120 249/190 TCDL 15.0 Lumber Increase 1.25 BC 0.96 Vert(TL) -0.68 12-14 >752 BCLL 0.0 Rep Stress Incr YES WB 0.80 Horz(TL) 0.19 10 n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) 1st LC LL Min I/deft = 360 Weight: 236 Ib LUMBER BRACING *TOP TOP CHORD 2 X 4 SYP No.2 'Except* CHORD Sheathed or 2-2-3 oc purlins, except end verticals. 7-10 2 X 4 SYP SS BOT CHORD Rigid ceiling directly applied or 7-10-11 oc bracing. BOT CHORD 2 X 4 SYP No.1 'Except* WEBS 1 Row at midpt 5-16,5-12 13-15 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 SLIDER Right 2 X 4 SYP'No.3 3-3-11 REACTIONS (Ib/size) 10=1965/0-3-8,18=1990/0-3-8 Max Uplift 10=-318(load case 3), 18=-342(load case 3) FORCES (lb) - First Load Case Only TOP CHORD 1-2=-2609, 2-3=-62, 2-19=-3758, 4-19=-3758, 4-5==3758,5-20=-3840, 6-20=3840, 6-7=-62, 6-8=-4088, 8-9=-4488, 9-10=-4575, 1-18=-1911 BOT CHORD 17-18=121, 16-17=2447, 15-16=4213, 14-15=4213, 13-14=4213, 12-13=4213, 11-12=4182, 10-11=4182 WEBS 2-17=-791, 2-16=1627,.4-16=-492, 5-16=-561, 5-14=131, 5-12=-460.6-12=555.8-12=-346,8-11=87,1-17=2481 .NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the loads generated by 80 mph winds at 25 ft above ground level located 100 mi from the hurricane oceanline. ASCE 7;93 components and cladding external pressure coefficients for the interioi& (1) zone and 8.4 psf top chord and 6.0 psf bottom chord dead load are being used. The design assumes occupancy category I, terrain exposure C and internal pressure coefficient condition I. If'end verticals or cantile4ers exist, they are exposed to wind. If porches exist, they are not exposed to wind.'The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. LOAD CASE(S) Standard ® WARNING - VeriJy design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MU -7473 BEFORE USE. Design valid for use only with M7ek connectors. rs. Th6 design is based only on parameters shown and'a for an individual building component. Applicability of design paramenfers and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of indrviduol web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding tobrication, quality control, storage, delivery. erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive. Mod'aon, WI 53719. OQ,?,OF ESS/CN9 C. ANpc� fCt C17180 Z * EXP. 06/30/05 k cS'J clo- �Q 9TFOF CA1_tF��� January 25,2005 7777 Greenback Lane suite 109 Citrus Heights, CA, 95610 01 MiTek® 0 0 lJ 0 r� u 0 r1 LJ I Job Truss Truss Type Qty Ply 84110186 815003739 TRUSS N16 CAL HIP 1 1 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deo Job Reference (optional) PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.97 Vert(LL) 0.30 12 >999 T�� Inn or 1A•7a•Z1 9nnS Pane 1 JMVV I KU2: J, UA I MCUKHL UI I T, W-NUt•VKIVIfi �•""" " • "" " �--- •••• - - --- --• 4444- 7 213 7-)3-15 14-2-9 21-2-15 27-8-9 2$-3 4 35-8-15 42-5-12 7-24 0-6-11 6-5-10 7-0-5 6-5-10 0-6-11 7-5-11 6-8-13 4.00 F12 6X8 M1120= 1.5x4 M112011 5x9 M1120= 5X7 Mn20, S.I. = 1:75.5 1.5X4 16 15 14 13 12 11 10 9 6X0 M1120H= 2X5 M112011 3x7 M1120= 4x6 M1120= 1.5x4 M1120 11 3Xs M1120= M112011 3x5 M1120� 3x9 M1120= 4x6 M1120= 7-24 14-2-9 21-2-15 28-3-4 35-8-15 42-5-12 7-2-4 7-0-5 7-0-5 7-0-5 7-5-11 6-8-13 Plate Offsets (X Y): .[2:04-0,0-1-121, [4.04 0 0 3 Ol .f8.0 0 3 0-4 51 '[13:0-3-0 Edge) — LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deo PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.97 Vert(LL) 0.30 12 >999 M1120 249/190 TCDL 15.0 Lumber Increase 1.25 BC 0.93 Vert(TL) -0.65 10-12 >782 BCLL 0.0 Rep Stress Incr YES WB 0.75 Horz(TL) 0.18 8 n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) 1st LC LL Min I/deft = 360 Weight: 230 Ib LUMBER BRACING TOP CHORD '2 X 4 SYP No.2 'Except' TOP CHORD Sheathed or 2-4-0 oc purlins, except end verticals. 5-8 2 X 4 SYP SS BOT CHORD Rigid ceiling directly applied or 8-6-14 oc bracing. BOT CHORD 2 X 4 SYP No.1 "Except' WEBS 1 Row at midpt 4-14,4-10 11-13 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 SLIDER Right 2 X 4 SYP No.3 3-3-11 REACTIONS (Ib/size) 8=190510-3-8,16=1905/0-3-8 Max Uplift 8=284(load case 3),•16=295(load case 3) FORCES (lb) - First Load Case Only TOP CHORD 1-2=-2475, 2-3=-3603, 34=-3603, 4-5=-3656, 5-6=3899, 6-7=-4336, 7-8=4423, 1-16=-1827 BOT CHORD 15-16=129,14-15=2315, 1'3-14=4041, 12-13=4041, 11-12=4041, 10-11=4041, 9-10=4042, 8-9=4042 WEBS 2-15=-736,2-114=1599, 3-14=487, 4-14=-541, 4-112=1311,4-110=474, 5-10=579, 6-10=-392,6-9=88, 1-15=2331 NOTES 1) Unbalanced roof live loads have been considered for this -design. 2) This truss has been designed for the loads generated by 80 mph winds at 25 ft above ground level located 100 mi from the hurricane oceanline. ASCE 7-93 components and cladding external pressure coefficients• for the interior (1) zone and 8.4 psf.top chord and 6.0 psf bottom chord dead load are being used. The design assumes occupancy category I, terrain exposure C and internal pressure coefficient condition I. If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are ESSIO not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33q QRfjF �' C ANQ� `t2 3) Provide adequate drainage to prevent water ponding. indicated. • �� 4) All plates are MT20 plates unless otherwise 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, C UBC -97.m C 17180 Z LOAD CASE(S) Standard * EXP. 06/30/05 -* S� CIV 11. 9TFOFCN-V � January 25,2005 !� WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MD•7473 BEFORE USE. 7777 Greehback Lane __® Design valid for use on with MTek connectors. This design a based only upon parameters shown, and is for an individual building component. Suite He 9 y 9 Y P P 9 P Citrus Heights, CA, 95610 Applicability of design paramenters and proper incorpordtion of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only: Additional temporary bracing to insure stability during construction is the responsibilliy of the . erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI7 quality Criteria, DSB-89 and BCSII Building Component , �A r, iTek® Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Job Truss Truss Type Qty Ply , B411D186 PLATES GRIP TCLL 20.0 Plates Increase 1.25 R15003740 TRUSS N17 CAL HIP 1 1 Lumber Increase 1.25 BC 0.96 Vert(TL) -1.00 16-18 >501 Job Reference opt nal JIVIVV 1 KUSJ, UA I NtUKAL LA I Y, UALIrUKNIA a.uuu s reD o zvua IVII I eK Inu USUles, Inc. I Ue Jdn La 19:47ac LVUO rdyC 1 2-5-8 5-0-3 9-8-12 17-0-0 24-3-4 28-11-13 31-6-8 , 37-0-3 41-9-0 r i , 2-5-8 2-6-11 4-8-9 7-34 7-34 4-8-9 2-6-11 5-5-11 4-843 Swte - 1:74.2 4.00 12 5x5 M1120� 3x4 M1120= 9 5x6 M1120H,' 3 3.6 M1120= 3x6 M1120= 3x4 M1120= 0 20 19 18 17 16 . 15 14 13 6.8 M1120H= 2x4 M112011 4x9 M1120= 3x4 M1120= 4.8 M1120H= 3.4 M1120= 4xB M1120H= 3x8 M1120= 1.5x4 M1120 II 3x10 M1120,1 2-5-8 12-0-8 21-11-8 31-6-8 _ 37-0.3 41-9-0 25-8 9-7-0 9-11-1 9-7-0 5-5-11 4-8-13 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.97 Vert(LL) 0.47 16-18 >999 M1120 249/190 TCDL 15.0 Lumber Increase 1.25 BC 0.96 Vert(TL) -1.00 16-18 >501 BCLL 0.0 Rep. Stress Incr YES WB 0.80 Horz(TL) 0.24 12 n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) list LC LL Min I/deft = 360 Weight: 221 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 'Except TOP CHORD Sheathed, except end verticals. 9-12 2 X 4 SYP No.1 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. BOT CHORD 2 X 4 SYP No.1 WEBS 1 Row at midpt 7-14 WEBS 2 X 4 SYP No.3 2 Rows at 1/3 pts 4-19 SLIDER Right 2 X 4 SYP No.3 2-3-1 • REACTIONS (Ib/size) 12=11931/0-3-8,20=11958/0-3-8 Max Uplift 12=-322(load case 3), 20=-353(load case 3) FORCES (lb) - First Load Case Only TOP CHORD 1-2=-1305, 2-3=-62, 2-21=-1283, 4-21=-1283, 4-5=-4388, 5-6=-5364, 6-7=5364, 7-22=-4177, 8-22=-4177, 8-9=-62, 8-10=-441'3, 10-11=-4238,11-12=-4301,1-20=-1985 BOT CHORD 19-20=-9, 18-19=3879, 17-18=5216, 16-17=5216, 15-16=5312, 14-15=5312, 13-14=3914, 12-13=3914 WEBS 2-19=-203, 4-19=-2918,4-18=966, 5-18=-1036, 5-16=185,7-16=99, 7-14=-1276, 8-14=668,10-14=308,10-13=-18 ,1-19=2130 • NOTES 1) Unbalanced. roof live loads have been considered for this design. 2) This truss has been designed for the loads generated by 80 mph winds at 25. It above ground level located 100 mi from the hurricane oceanline. ASCE 7-93 components and cladding external pressure coefficients for the interior (1) zone and 8.4 psf top chord and 6.0 psf bottom chord dead load are being used. The design assumes occupancy category I, terrain exposure C and ��p�oF ESS/ ffi internal pressure coefficient condition 1'. If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1,33 ( G. AF 3) Provide adequate drainage to prevent water ponding. �� . 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, Is1 UBC -97. C 17180 z rn, LOAD CASE(S) Standard * EXP. 06/30/05 * / "1.Pj� CtV1L ��P TF�F CAUF�4 January 25,2005 '® WARNING - Verify design parameters and READ NOTES ON THIS AND NJCLaDED AffTEE REFERENCE PAGE mu.7473 BEFORE USE. 7777 Greenback Lane r_�® Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and is for an individvol building component. Suite 109 Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not hvss designer. Bracing shown Citrus Heights, CA, 95610 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibiliity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage. delivery, erection and tracing, consult ANSI/TPII quality Criteria, DSB-89 and BC511 Building Component • Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Welk 0 0 Job Truss Truss Type Qty Ply B4110186 2x4 M112011 4x.9 M1120= 3x4 M1120= 4x8 M1120H= 3x4 M1120= 4x8 M1120H= 3x8 M1120= 1.50 MII2011 3x10 M1120-- 1120-2-5-8 Vert(LL) 0.44 14-16 >999 R15003741 TRUSS N18 CAL HIP 1 1 21-11-8 31-6-8 37-0-3 41-9-0 YES 2-5-8 9-7-0 9-11-1 Job Reference (optional) JMW I KUSS, GA I HLUKAL GI I Y, GALIrUKNIA 0.1Juu 5 reo 0 cwo I1n11 eK mausules, IIIU. 1 UC —1 LJ IY.GJ.JL GUVJ rayc 1 2-5-8 3r013 9-8-12 17-0-0 24-3-0 30-11-13 31-6,-8 37-0-3 41-9-0 2-5.80-6-11 6-8-9 7-3-4 7-3-4 6-8-9 0-6-11 5-5.11 4-8-13 Scale =1:74.1 , 4.00 12 5x5 MII20i 3.4 MII20= $z7 MII20= 3x6 M1120= 36 M1120= 3x4 M1120= M LOADING (psf) 18 17 16 15 14 13 12 11 6x8 M1120H II PLATES GRIP 2x4 M112011 4x.9 M1120= 3x4 M1120= 4x8 M1120H= 3x4 M1120= 4x8 M1120H= 3x8 M1120= 1.50 MII2011 3x10 M1120-- 1120-2-5-8 Vert(LL) 0.44 14-16 >999 M1120 249/190 TCDL 15.0 Lumber Increase 1.25 BC 0.95 2-5-812-0-8 21-11-8 31-6-8 37-0-3 41-9-0 YES 2-5-8 9-7-0 9-11-1 9-7-0 5-5-11 4-8-13 • (Matrix) 1st LC LL Min I/deft = 360 Weight: 2.15 Ib • LUMBER LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft PLATES GRIP TCLL 20.0 Plates Increase 1:25 TC 0.98 Vert(LL) 0.44 14-16 >999 M1120 249/190 TCDL 15.0 Lumber Increase 1.25 BC 0.95 Vert(TL) -0.98 14-16 >511 BCLL 0.0 Rep Stress Incr YES WB 0.79 Horz(TL) 0.23 10 n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) 1st LC LL Min I/deft = 360 Weight: 2.15 Ib • LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD ' Sheathed, except end verticals. BOT CHORD 2 X 4.SYP No.1 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2 X 4 SYP No.3 . WEBS 1 Row at midpt 6-12 -SLIDER Right 2 X 4 SYP No.3 2-3-1 2 Rows at 1/3 pts 3-17 REACTIONS (Ib/size) 10=1872/0-3-8, 18=1872/0-3-8 • Max Uplift 10=-289(load case 3), 18=-306(load case 3) FORCES (lb) - First Load Case Only TOP CHORD 1-2=-1237, 2-3=-1202, 34=-4273, 4-5=5212, 5-6=-5212, 6-7=-3994, 7-8=-4229, 8-9=A103, 9-10=-4164, 1-18=-1897 BOT CHORD '17-18=-1, 16-17=3772, 15-16=5083, 14-15=5083, 13-14=5151, 12-13=5151, 11-12=3791, 10-11=3791 WEBS 2-17=-106,3-17=-2889, 3-16=950, 4-16=-1014,4-14=161, 6-14=116, 6-12=-1300,7-12=701, 8-12=246,8-11=-20, 1-17=1990 ' NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the loads generated by 80 mph winds at 25 ft above ground level located 100 mi from the hurricane oceanline. ASCE 7-93 components and cladding external pressure coefficients for the interior (1) zone and 8.4 psf top chord and 6.0 psf bottom chord dead load are being used. The design assumes occupancy category I, terrain exposure C and internal pressure coefficient condition I. If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are OF ES$/C�� not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. (Ci • AND F 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, • UBC -97. to C 17,180 Z rn, LOAD CASE(S) Standard ,t EXP. 06/30/05 sX civil_ �P 9TFaFCAOF January 25,2005 WARNINO - Verify design parameters and READ' ON TffiS AND INCLUDED MITER REFERENCE PAGE 8If7-7473 BEFORE USE. 7777 Greenback Lane .1�® Design valid for use only with Mitek connectors. This design a based only upon parameters shown, and is for an individual building component. Suite Citrus Heights, CA, 95610 Applicability of design paromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown or' is for lateral support of individual web members any. Additional temporary bracing to insure stability during construction is the responsibillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding tobrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Q&ality Criteria, DSB-89 and BCSII Building Component M iTek® Safety Information available from Truss Plate Institute, 583 D'OVA Drive, Madison, 53719. - Job Truss Truss Type Qty ` Ply B4110186 Plates Increase 1.25 TC 0.76 Vert(LL) 0.68 13-15 >739 M1120 249/190 TCDL 15.0 815003742 TRUSS, N18A CAL HIP 1 1 WB 0.83 Hori(TL) 0.39 BCDL 10.0 Code UBC97/ANSI95 (Matrix) Job Reference (optional) JMVV-I KUSS, I:AI NtUKAL U I Y, UALWUKINIA a.vuu b rcu u cuw rvn 1 cn n wwu , w. . — oa,. w ____ ..y.. . 3-54 3-11,15 10-2-10 17-0-0 23-9-6 30-0-1 30 2 36-6-5 41-9-0 3-5.4 0-6-11 6-2-11 6-9-6 6-9-6 6-2-11 0-6-11 5-11-8 5-2-12 Scale = 1:73.8 4.00 12 5x5 M1120i 3.5 M1120= 3x4 MI120= 3.6M020= 3x4 M1120= 5x7 M1120,' 17 1ai6 15 14 13 12 11 10 6X12 M1120= 2x4 M112011 4x9 M1120= 3x5 WIN= SO2 M1120H We = 3.4 M1120= 402 MII20H= 3x8 M1120= 1.50 M112011 343 M1120Z 3x6 M1120z� 3-54 12-4-6 21-7-10 30-6-12 36-6-5 41-9-0 3-54 8-11-2 9-3-3. 8-11-2 5-11-8 5-2-12 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.76 Vert(LL) 0.68 13-15 >739 M1120 249/190 TCDL 15.0 Lumber Increase 1.25 BC 0.83 Vert(TL) 1.10 13-15 >455 BCLL 0.0 Rep Stress Incr YES WB 0.83 Hori(TL) 0.39 BCDL 10.0 Code UBC97/ANSI95 (Matrix) 1st LC LL Min I/deft = 360 Weight: 227 Ib LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP SS WEBS, 2 X 4 SYP No.3 SLIDER Right 2 X 6 SYP No.2 54=12 REACTIONS (Ib/size) 9=1872/0-3-8,17=1872/0-3-8 Max Harz 17=4150(load case 9) Max Uplift 9=-1209(load case 9), 17=-821(load case 8) Max Grav 9=2794(load case 4), -17=2391 (load case 5) BRACING TOP CHORD Sheathed or 2-1-5 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 2-8-11 Gc bracing. WEBS 1 Row at midpt 4-15.6-11 2 Rows at 1/3 pts 3-16 QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. FORCES - (lb) - First Load Case Only TOP CHORD 1-2=-1560, 2-3=--1480, 3-4=-3992,4-5=-4800, 5-6=-4800,6-7=-3870,7-8=4135, 8-9=4373,1-17=-186.2 BOT CHORD , 17-18=12, 16-18=12, 15-16=3581, 14-15=4669, 13-14=4669, 12-13=4764, 11-12=4764, 10-11=3997, 9-10=3997 WEBS 2-16=30, 3-16=-2448, 3-15=880, 4-15=-899, 4-13=175, 6-13=77, 6-11=-1042, 7-11=736, 8-11=-106, 8-10=88, 1-16=2007 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss.has been designed for the loads generated by 80 mph winds at 25 ft above ground level located 100 mi from the hurricane oceanline. ASCE 7-93 components and cladding external pressure coefficients for the -interior (1) zone and 8.4 psf top chord and 6.0 psf bottom chord dead load are being used. The design assumes occupancy category 1, terrain exposure C and internal pressure coefficient condition I. If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) All plateslare MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 6) This truss has been designed for a total drag load of 5495_lb. Connect truss to resist drag loads along bottom chord from 0-0-0 to 12-0-0 for 457.9 plf. LOAD CASE(S) Standard & WARNING -Verify design pararneters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MU -7473 BEFORE USE Design valid for use only with M78k connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is For lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Addifionol permanent bracing of the overoll structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSR -89 and BC511 Building.Component Safety Information ovailable from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Q RQFESS/p 9 C 17180 11 * EXP. 06/30/05 * ST C(Vtl. �P \\�F CAt- X'��� January 25,2005 7777 Greenback Lane Suite 109 Citrus Heights, CA, 95610 L NJ .MiTek® 9 0 �1J 0 Job Truss Truss Type Qty Ply B4110186 Plate Offsets KY):" (10.0-5-1 Edge) [15:0-4=0 Edge] — – – TOP CHORD 1:2=-123,2-3=-41l6,3-4=-6087, 4-5=-6087, 5-6=-6109,6-7=-4140,7-8=-4325,8-9=-4112,9-10=-4189,1-17=-235 R15003743 TRUSS N19 CAL'HIP 1 1 Plates Increase 1.25 TC 0.96 Vert(LL) 0.60 13-14 >835 M1120 249/190 TCDL 15.0 Lumber Increase 1.25 Job Reference (optional) JIVIVV I KUSJ, UA I r1tUKAL LA I T., L ALII-VKNIA a.vuV s reu 0 LVVJ IVII I CR IIIUu5UIC5, Illu. I uu Jail Ga IY.cJNY cvv.r rayc 1 6-10=15 13-6-6 i 20-1-14 26-9.5 33-6-8 36-4-10 41-9-0 6-10-15 6-7-7 6-7-7 6-7-7 6-9-3 2-10-2 5-4-6 scale =1:742 3x410112011 3x8 M1120= 3.4 M1120= 3x6 M1120= 3x4 M1120= 3x4 M1120= 5x7 M1120= 4.00 12 . Y I$ 17 16 ' 15 14 13 12 11 6x8 M1120H II 46 M1120H= 3x5 MI120= 4x6 M1120H= 400 M1120H= 3x8 M1120= 300 M1120,� 3x4 M1120= 3.4 M1120= 8-6-13 16-10-2 25-1-7 33-6-8 41-9-0 8-6-13 8-3-5 B-3-5 8-5-1 I l 8-2-8 Plate Offsets KY):" (10.0-5-1 Edge) [15:0-4=0 Edge] — – – TOP CHORD 1:2=-123,2-3=-41l6,3-4=-6087, 4-5=-6087, 5-6=-6109,6-7=-4140,7-8=-4325,8-9=-4112,9-10=-4189,1-17=-235 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.96 Vert(LL) 0.60 13-14 >835 M1120 249/190 TCDL 15.0 Lumber Increase 1.25 BC 0.97 Vert(TL) -1.28 13-14 >391 , BCLL 0.0 Rep Stress )ncr YES WB 0.90 Horz(TL) 0.28 10 n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) 1st LC LL Min I/dell = 360 Weight: 204 Ib LUMBER not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 BRACING TOP CHORD 2 X 4 SYP No.2 ��4?O ri• '�NQ TOP CHORD Sheathed, except end verticals. BOT CHORD 2 X 4 SYP No.1 'Except' F CC,p 2C BOT CHORD Rigid ceiling directly applied or 6-7-1 oc bracing. 12-15 2 X 4 SYP No. 1D �� WEBS 1 Row,at midpt 3-16,6-11 WEBS 2 X 4 SYP No.3 2 Rows at 1/3 pts 2-17 SLIDER Right 2 X 4 SYP No.3 2-6-13 * EXP. 06/30/05 k ® WARNING - Ver(fy design parameters and READ NOTES ON THIS AND INCLUDED ADTEK REFERENCE PAGE hfII-7473 BEFORE USE. 7777 Greenback Lane 09 Design valid for use on with Mitek connectors. This design is based on upon Suite He 1 9 N g y e parameters y of building and is for an individual building component. Citrus Heights, CA, 95610 Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not buss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibilliy of the erector. Additional permanent bracing. of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 quality Criteria, DSB-89 and BCSII Building Component M iTek® • Safety Information available from Trus Plate Institute, 5a3 D'Onofrio Drive, Madison, WI 53719. REACTIONS (Ib/size) 10=1872/0-3-8,17=1872/0-3-8 Max Uplift 10=-294(load case 3), 17=-314(load, case 3) FORCES (lb) - First Load Case Only - TOP CHORD 1:2=-123,2-3=-41l6,3-4=-6087, 4-5=-6087, 5-6=-6109,6-7=-4140,7-8=-4325,8-9=-4112,9-10=-4189,1-17=-235 BOT CHORD 16-17=3536, 15-16=5597, 14-15=5597, 13-14=6398, 12-13=5921, 11-12=5921, 10-11=3797 WEBS 7-11=685,8-11=464.2-17=-3746,2-16=1219, 3-16=-1740,3-14=667, 5-14=424; 5-13=-339,6-13=396, 6-11=-1955 NOTES 1) This truss has been designed for the loads generated by 80 mph winds at 25 ft above ground level located 100 mi from the hurricane oceanline. ASCE 7-93 components and cladding external pressure coefficients for the interior (1) zone and 8.4 psf top chord and 6.0 psf bottom chord dead load are being used. The design assumes occupancy category I, terrain exposure C and internal pressure coefficient condition 1. If end verticals or Cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 ESS6 2) Provide adequate drainage to prevent water ponding. ��4?O ri• '�NQ 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-13, F CC,p 2C • UBC -97. �� Z LOAD CASE(S) Standard p n C I 17180 % * EXP. 06/30/05 k s� cl - �TFOF CAl-IF�� January 25,2005 ® WARNING - Ver(fy design parameters and READ NOTES ON THIS AND INCLUDED ADTEK REFERENCE PAGE hfII-7473 BEFORE USE. 7777 Greenback Lane 09 Design valid for use on with Mitek connectors. This design is based on upon Suite He 1 9 N g y e parameters y of building and is for an individual building component. Citrus Heights, CA, 95610 Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not buss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibilliy of the erector. Additional permanent bracing. of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 quality Criteria, DSB-89 and BCSII Building Component M iTek® • Safety Information available from Trus Plate Institute, 5a3 D'Onofrio Drive, Madison, WI 53719. Job Truss Truss Type Qty Ply B4110186 1.25 TCDL 15.0 Lumber Increase 1.25 R15003744 TRUSS N20 CAL HIP 1 3 Code UBC97/ANSI95 . LUMBER TOP CHORD 2 X 4 SYP No.2 Job Reference o tional JIVIVV I KUJJ, l;A I NtUKAL UI I Y, I;ALIrVKNIA o.000 S t-eo 0 ZUUJ IVII I eK 1nOU51Fle5, InU. 1 Ue Jdn ZJ 14:Ly:J9 ZUVa rdge I 6-1-11 11-11-15 17-10-2 23-8-5 29-6-9 35-6-8 39-0-3 , 41-9-0 , 6-1-11 5-10-3 5-10-3 5-10-3 5-10-3 5-11-15 3-5-11 2-8-13 Smle = 1:74.3 t 3x4 M1120= 3.4 M1120= 5x6 MII20= 4.00112 2.5x4 M112011 3x7 M1120= 3x4 M1120= 3.6 M1120= 3.4 M1120= 3x6 M1120= 19 18 17 16 15 14 20 13 5x7 M1120= 44 M1120= 3x4 M1120= 5x10 M1120H= 3.4 M1120= 5x10 M1120H W = 3x8 M1120= 4x6 M1120HZ: 3x4 M1120=' 7-3-12 1441-0 214A 28-4-8 35-6-8 39-0-3 , 41-9-0 7-3-12 7-04 7-04 7-0.4 7-2-0 3-5-11 2-8-13 LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates,fncrease 1.25 TCDL 15.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr NO BCDL 10.0 Code UBC97/ANSI95 . LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP SS "Except* 17-19 2 X 4 SYP No.1 WEBS 2 X 4 SYP No.3 .SLIDER Right 2 X 4 SYP No.3 1-1-13 Ll 0 1, CSI DEFL in floc) I/deft TC 0.93 Vert(LL) 0.75 16 >666 BC 0.88 Vert(TL) -1.5516-17 >322 WB 0.73 Horz(TL) 0.27 12 n/a (Matrix) 1st LC LL Min Well = 360 BRACING PLATES GRIP M1120 249/190 Weight: 605 Ib TOP CHORD Sheathed or 4-2-15 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 12=4466/0-3-8, 19=4587/0-3-8 Max Uplift 12=-609(load case 3), 19=-764(load case 3) FORCES (Ib) - Fir'st Load Case Only TOP CHORD 1-2=-355, 2-3=-111377,34=17892,4-5=-17892, 5-6=-19990, 6-7=-17710, 7-8=-1 7 71 0, 8-9=-10905, 9-10=-11425, 10-11=8909, 11-12=-8944, 1-19=531 BOT CHORD 18-19=9981, 17-18=16367, 16-17=19667, 15-16=19881, 14-15=19881, 14-20=16995, 13-20=16995, 12-13=7991 , WEBS 9-13=1681,10-13=3187, 2-19=10366,2-18=3181, 3-18=-5605,3-17=2182, 5-17=-2150, 5-16=390, 6-16=156, 6-14=-2439, 8-14=1630, 8-13=6557 NOTES 1) 3 -ply truss to be connected together with 0.131 "x3" Nails as follows: Top chords connected as follows: 2 X 4 - 1 row at 0-4-0 oc. Bottom chords connected as follows: 2 X 4 - 1 row at 0-9-0 oc. Webs connected as follows: 2 X 4 - 1 row at 0-9-0 oc. 2) This truss has been designed for the loads generated by 80 mph winds at 25 ft above ground level located 100 mi from the hurricane oceanline. ASCE 7-93 components and cladding external pressure coefficients for the interior (1) zone and 8.4 psf top chord and 6.0 psf bottom chord dead load are being used. The design assumes occupancy category I, terrain exposure C and internal pressure coefficient condition I. If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom'chord live load nohconcurrent with any other live loads per Table No. 16-B, UBC -97. 0 6) Special hanger(s) or connection(s) required to support concentrated load(s) 600.01b down and 101.61b up at 44-4-4 on top chord. Design for unspecified connection(s) is delegated to the building designer. HAD CASPpE(S�geSj�ndard onhnued on Q�pFESSlp 7EX C 17180 z P. 06/30/05 * %W. January 25,2005 ® WARNING - Ver (fy design parameters and READ NOTES ON TIUS AND INCLUDED MITER REFERENCE PAGE MU -7473 BEFORE USE. 7777 Greenback Lane Design valid for use only wilh M7ek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 Applicability of design oromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Citrus Heights, CA, 95610 PP l 9 P P P rP p P N 9 9. 9 9 is For lateral support of individual web members only: Additional temporary bracing to insure stability during conshuction is the responsibillify of the erector. Additional permonent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BC511 Building Component M iTek® Safety Information available from Truss Plate Institute, 583 D'Onofrio Dnve, Madison, WI 53719. Job. Truss Truss Type Qty `. Ply B4110186 ' 815003744 TRUSS N20 r CAL HIP 1 3 ' ' Job Reference (optional) • • ,. a `. , ® WARNING • Verify desigri parameters and READ NOTES ON TNIS AND INCLUDED MITER REFERENCE PAGE IM -7473 BEFORE USE. 7777 Greenback Lane - Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and 6 for an individual building component. Suite 109 Citrus Heights, CA, 95610 JMW TRUSS, CATHEDRAL CITY, CALIFORNIA 5.000 s Feb 6 2003 MiTek Industries, Inc. Tue Jan 2514:29:34 2005 Page 2 LOAD CASES) Standard 1) Regular: Lumber Increase=125, Plate Increase=1.25 , is For lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the Uniform Loads (plf) Vert: 1-9=-169.9, 9-12=-70.0, 12-19=-48.5 Concentrated Loads (lb) • fabrication, quality control, storage.'del'rvery, erection and tracing, consult ANSI/TPII quality Criteria, DSB-89 and BCSII Building Component Safety Information available Irdm Truss Plate Institute, 583 D'Onofd6 Drive, Madison, WI 53719. ., - - Vert: 9=-600.0 • • ,. a `. , ® WARNING • Verify desigri parameters and READ NOTES ON TNIS AND INCLUDED MITER REFERENCE PAGE IM -7473 BEFORE USE. 7777 Greenback Lane - Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and 6 for an individual building component. Suite 109 Citrus Heights, CA, 95610 A licabili of design aromenters and proper incorporation of component is responsibility of building desi ner- not truss designer. Bracing shown pP N 9 P P P rP P Po N 9 9 9 9 is For lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permonerit bracing of the overall structure is the responsibiliy of the building designer. For general guidance regoiding _ • fabrication, quality control, storage.'del'rvery, erection and tracing, consult ANSI/TPII quality Criteria, DSB-89 and BCSII Building Component Safety Information available Irdm Truss Plate Institute, 583 D'Onofd6 Drive, Madison, WI 53719. ., - - ` M iTek® 7� Job Truss Truss Type Qty Ply B4110186 ' LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 3-10-14 oc purlins.' BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. R15003745. TRUSS P01 COMMON 1 1 Left: 2 X 4 SYP No.3, Right: 2 X 4 SYP No.3 REACTIONS (Ib/size) 2=1169/0-3-816=1169/0-3-8 J Max Uplift 2=-174(load case 3), 6=-174(load case 3) Job Reference (optional) JIVIVV I KUSJ, LA I NtUKAL l;l I Y, L ALIt-UKNIA D.UVV s reD 0 LUU3 IVII I eK InUUSlr1e5, IIID. I UC Jd1i L, 14.4d.JU 4UVO rays I -2-0-0 6-1-7 11-5-2 16-8-13 22-10-4 24-10.4 I r I 2-0-0' + 6-1-7 5-3-11 5-3-11 6-1-7 2-0-0 Seale = 1.43.8 • 4x.5 MUG= 4 CONN. OF GABLE STUDS BY OTHERS. 3x5 M1120% -- no m„c�� "3x7 M1120 It 3x4 M1120= 3x4 M1120= 3x4 M1120= 3x7 MI12011 Q-8-12 7-10-11 14-11-9 22-1-8 22-10-p 0-8-12 7-1-15 7-0-15 7-1-15. 0-8-12 (d LOADING (psf) TCLL 20.0 TCDL 15.0 BCLL 0.0 BCDL 1b.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr - YES Code UBC97/ANS195 CSI TC 0.64 BC 0.77 WB 0.20 (Matrix) DEFL in (loc) I/deft Vert(LL) -0.10 2-10 >999 Vert(TL) -0.24 2-10 >999 Horz(TL) 0.06 6 'n/a 1st LC LL Min I/defl = 360 PLATES GRIP M1120 249/190 Weight: 140 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 3-10-14 oc purlins.' BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS , 2 X 4 SYP No.3 OTHERS 2 X 4 SYP No.3 WEDGE Left: 2 X 4 SYP No.3, Right: 2 X 4 SYP No.3 REACTIONS (Ib/size) 2=1169/0-3-816=1169/0-3-8 J Max Uplift 2=-174(load case 3), 6=-174(load case 3) FORCES (lb) - First Load Case Only TOP CHORD 1-2=44, 2-3=-2341, 3-4=-2048, 4-5=-2048,5-6=-2341, 6-7=44 BOT CHORD 2-10=2150,9-10=1481,8-9=1481,6-8=21.50' ' WEBS 3-10=-388, 4-10=597, 4-8=597, 5-8=-388 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the loads generated by 80 mph winds at 25 ft above ground level located 100 mi from the hurricane oceanline. ASCE 7-93 components and cladding external pressure coefficients for the interior (1) zone and 8.4 psf top .chord and 6.0 psf bottom chord dead load are being used. The design assumes occupancy category I, terrain exposure C and internal pressure coefficient condition I. If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are �( ESS /�N9� not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Truss �04� C. ANS designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek "Standard Gable End Detail" 4) Gable studs spaced at 1.4-0 oc. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, - t sl Z UBC -97. X C 17180 - m 6) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2, 6. * . k EXP. 06/30/05 LOAD CASE(S) Standard ST C1V1,,- �P �TFCF-CA`i_W January 25,2005 ® WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED IWTEK REFERENCE PAGE MH 7473 BEFORE USE. 7777 Greenback Lane m__® Design valid for use only with Mifek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parom enters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Suite 109 Citrus Heights, CA, 956101111- 1111-is isfor lateral support of individual web members only. Additional temporary bracing to insure stability during construction a the responsibilliy, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, duality, control, storage, delivery, erection and bracing, consult ' ANSI/TPII quality Criteria, DSB-89 and BCSII Building Component iTek Safety Information available from Truss Plate Institute, 5133 D'Onofrio Drive, Madison, WI 53719. , r 1 • Job Truss Truss Type . Qty Ply B4110186 22-1-8 22-10 p A 0-8-12 7-1-15 TOP CHORD 1-2=44, 2-3=-2341, 3-4=-2048, 4-5=-2048, 5-6=-2341, 6-7=44 R15003746 TRUSS P02 COMMON 3 1 [6:0-3-14 0-1-81 [6:0-0-12 1-3-41 NOTES LOADING (psf) Job Reference (optional) 11ill FIIAI UVINN. 91.11 I iii R NJ:2Vl91IWAIAG1MItawl 0 Ill lGi O.UVU b rell 0 LUUJ IVa I eK Inaublrleb, Inc. I UC Jdn La 19.4tf-a7 4UU0 rd9V I -2-0-0 6-1-7 11-5-2 16-8-13 22-10-4 24-10-4 , 2-0-0 6-1-7 5-3-11 5-3-11 6-1-7 2-0-0 • Scale = 1A3.8 4x5 M1120= 4 :i%5 M112U� a� m„cv� 3x7 M112011 3x4 M020= 3.4 M1120= 3x4 M1120= 3x7 M112011 • Q-8-12 7-10-11 14-11-9 22-1-8 22-10 p A 0-8-12 7-1-15 TOP CHORD 1-2=44, 2-3=-2341, 3-4=-2048, 4-5=-2048, 5-6=-2341, 6-7=44 7-0-15 7-1-15 0-8-12 Plate Offsets (X Y): [2:0-3-14,0-1-81 [2:0-0-12,1-3-41 [6:0-3-14 0-1-81 [6:0-0-12 1-3-41 NOTES LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.64 Vert(LL) -0.10 2-10 >999 M1120 .249/190 TCDL 15.0 Lumber Increase 1.25 BC 0.77 Vert(TL) -0.24 2-10 >999 BCLL 0.0 Rep Stress Incr YES WB 0.20 Horz(TL) 0.06 6 n/a * EXP. 06/30/05 BCDL 10.0 Code UBC97/ANSI95 (Matrix) gTF�F CAi-�F�� 1st LC LL Min I/deFl = 360 Weight: 101 Ib • LUMBER January 25,2005 BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 3-10-14 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SYP No.3 WEDGE Left: 2 X 4 SYP No.3, Right: 2,X 4 SYP No.3 • REACTIONS (Ib/size) 2=116910-3-8,6=1169/0-3-6 Max Uplift 2=174(load case 3), 6=-174(load case 3) FORCES (lb) - First Load Case Only TOP CHORD 1-2=44, 2-3=-2341, 3-4=-2048, 4-5=-2048, 5-6=-2341, 6-7=44 BOT CHORD 2-10=2150, 9-10=1481, 8-9=1481,6-8=2150 WEBS 3-10=-388.4-10=597,4-8=597,5-8=388 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the loads generated by 80 mph winds at 25 ft above ground level located 100 mi from the hurricane oceanline. ASCE 7-93 components and cladding external pressure coefficients for the interior (1) zone and 8.4 psf top chord and 6.0 psf bottom chord dead load are being used. The design assumes occupancy category I, terrain exposure C and internal pressure coefficient condition I. If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33�OQ�QF ESS/O�� 3) This truss'has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, G. ANp UBC -97. F 2C 4) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2, 6. LOAD CASES) Standard fT1 z C 17180 � * EXP. 06/30/05 CIVIL gTF�F CAi-�F�� January 25,2005 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFMWNCE PAGE AIIf-7473 BEFORE USE. 7777 Greenback Lane ®• Design valid for use only with Mitek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 Applicability of design orbmenters and proper incorporation of component is res Citrus Heights, CA, 9561U I pp y g p p p rpo p responsibility of building designer -not truss designer. Bracing shove is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibilliy, of the erector. Additional permanent bracing of the overall structure is the responsibilily of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and brocing, consult ANS I/TPII Quality Criteria, DS B-89 and BCSII Building Component �A . Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison. WI 53719. t �, iTek n • Job Truss Truss Type Qty Ply 84110186 Plate Offsets (X Y)• [2.0 2-6 0 0 21 [2.0 0 12 1 3-41 [6:0-0-0 0-1-91 [6.0-2-3 0-6-81 815003747 TRUSS P03 COMMON 2 1 TCLL 20.0 Plates Increase 1.25 TC 0.61 Vert(LL) -0.09 2-9 >999 Job Reference (optional)" JIVIVV I MUJJ, I.AI r3CUMML %.,[I T, liALlr•IIRIVli1 it -2-0-0 6-1-7 11-5-2 16-8-13 22-1-8 . 2-0-0 6-1-7. 5-3-11 5-3=11 5-4-11 Seats = t:aoa 4x5 M1120= 4 3x7 M112011 3x4 M1120= 3x4 M1120= ux4 M11— 20= 3x7 M112011 la 8-1 j 7-10-11 14-11-9 -22-1-8 0 0-8-12 7-1-15 7-0-15 7-1-15 Plate Offsets (X Y)• [2.0 2-6 0 0 21 [2.0 0 12 1 3-41 [6:0-0-0 0-1-91 [6.0-2-3 0-6-81 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Well PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.61 Vert(LL) -0.09 2-9 >999 M1120 249/190 TCDL 15.0 Lumber Increase 1.25 BC 0.75 Verf(TL) -0.23 2-9 >999 BCLL 0.0 Rep Stress Incr YES WB 0.20 HOrz(TL) 0.06 6 n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) 1st LC LL Min I/defl = 360 Weight: 96 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 3-11-11 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SYP No.3 WEDGE Left: 2 X 4 SYP No.3, Right: 2 X 4 SYP No.3 REACTIONS (Ib/size) . 2=1144/0-3-8, 6=975/0-3-8 Max Horz 2=22(load case 3) Max Uplift 2=-172(load case 3), 6=-131(load case 3) FORCES (lb) - First Load Case Only , TOP CHORD 1-2=44, 2-3=-2264, 3-4=-1971, 4-5=-1900, 5-6=-2130 BOT CHORD 2-9=2078, 8-9=1408, 7-8=1408, 6-7=1940 WEBS 3-9=-389,4-9=597,4-7=499,5-7=-285 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the loads generated by 80 mph winds at 25 ft above ground level located 100 mi from the hurricane oceanline. ASCE 7-93 components and cladding external pressure coefficients for the interior (1) zone and 8.4 psf top chord and 6.0 psf bottom chord dead load are being used. The design assumes occupancy category 1, terrain exposure C and internal pressure coefficient condition I. If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are ESS/�� not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 loads Table No. 16-B, 0v?O ql C. ANp� 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live per UBC -97. ��`` �� < 4) Beveled plate or shim required to provide full bearing surface with truss chord atjoint(s) 2. Er z LOAD CASE(S) Standard IX C 17180. * EXP. -06/30/05 s� C[v)L gTEOFCAO1 January 25,2005 ® WARNING - Verify design parameters and'READ NOTES ON THIS AND INCLUDED MITES REFERENCE PAGE MD -7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown; and is for an individual building component. incorporation is responsibility of building designer -.not truss designer. Bracing shown 7777 Greenback Lane Citrus Heights, Csuilelo A, 95610�� Applicability of design pbramenters and proper of component is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibilliy, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage,delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSII Building Component M iTek® Safety Information available from Truss Plate Institute, 583 b'Onofrto Drive, Madison, WI 53719. • • • • 0 Job Truss Truss Type Qty Ply B4110186 PLATES GRIP - TCLL 20.0 Plates Increase 1.25 TC 0.45 R15003748 TRUSS PO4 COMMON 1 1 BC 0.56 Vert(TL) -0.19 7-9 >999 BCLL 0.0 Rep Stress Incr Job Reference (optional) JMW I KUSS, LA I HLUKAL GI I Y, UALIrUKNIA o.uuu s reD o euu i MI I eK maustrle5, Inc. I ue dan co vc1tvao 4uua rage 1 4.10-15 10-2-10 15.6-5 20-11-0 4-10-15 5-3-11 5-3-11 5A-11 Scale =1:36.3 4x5 M1120= 4 4x8 M112011 - 30 M1120= 3x4 M1120= 3x4 M1120= 3x7 M1120 If 6-8-3 7-0-15 7-1-15 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell PLATES GRIP - TCLL 20.0 Plates Increase 1.25 TC 0.45 Vert(LL) 0.08 7-9 >999 M1120 '' 249/190 TCDL 15.0 Lumber Increase 1.25 BC 0.56 Vert(TL) -0.19 7-9 >999 BCLL 0.0 Rep Stress Incr YES WB 0.17 Horz(TL) 0.06 6 n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) 1st LC LL Min I/deft = 360 Weight: 91 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 3-9-11 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 7-7-12 oc bracing. WEBS 2 X 4 SYP No.3 WEDGE Right: 2 X 4 SYP No.3 SLIDER Left 2 X 4 SYP No.3 2-4-1 - Y REACTIONS (Ib/size) 1=935/0-3-8,6=935/0-3-8 Max Harz 1=494(load case 5) . Max Uplift 1=-289(load case 8), 6=-289(load case 9) Max Grav 1=1097(load case 5), 6=1097(load case 4) FORCES (lb) - First Load Case Only TOP CHORD 1-2=-1908, 2-3=-1841, 3-4=-1694, 4-5=-1793, 5-6=-2021 BOT CHORD 1-10=1704, 9-10=1704,8-9=1304,7-8=13 . 04, 6-7=1838 WEBS 3-9=213, 4-9=377, 4-7=506, 5-7=-281 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the loads generated by 80 mph winds at 25 ft above ground level located 100 mi from the hurricane oceanline. ASCE 7-93 components and cladding external pressure coefficients for the interior (1) zone and 8.4 psf top chord and 6.0 psf bottom chord dead load are being used. The design assumes occupancy category I, terrain exposure C and internal pressure coefficient condition I. If end verticals or cantilevers exist, they are exposed to wind. If porches exist; they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3),This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 4) This truss has been designed for a total drag load of 828 Ib. Connect truss to resist drag loads along bottom chord from 0-0-0 to 2-0-0 for 414.0 plf. LOAD CASE(S) Standard QRpFESSlp q `�"C17180 z� * EXP: 06/30/05 LP CIVIL gTFOFCA 1F January 25,2005 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE ma -7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and Is for an individual building component. Suite 109 A ' licobili of design oramenters and proper incorporation of component is responsibility of building designer not truss designer. Bracing shown Citrus Heights, CA, 9561201 PP l 9 P P P rP P P ty 9. 9 9 9 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibilliy, of the erector. Additional permanent bracing of the overall structure is the responsibility, of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/f'PI1 Quality Criteria, DSB-89 and BCSII Building Component - M ITek® Safety Information available from Truss Plate Institute, 583 D'Onotdo Drive, Madison. WI 53719. 0 Job Truss Truss Type Qty Ply 84110186 R15003749 TRUSS P05 COMMON 4 1 Job Reference (optional) JIVIVV I KUSJ, UA I NtUKAL C:I I Y, I.ALIrUKINIA o.uuu s r-eo O zuua IVII I eK Inuu5lne5, mu. .I Ud Jdll zu 14-zu-ai cvvv rdyu r 4-10=15 10-2-10 15-6-5_ - 20-11-0 • 4-10-15 5-3-11 5-3-11 5-4-11 Scale = 1:36.3 • 4x5 MI120= 4 ( slze) - Max Uplift 1=-127(load case 3), 6=-127(load case 3) FORCES (lb) - First Load Case Only TOP CHORD 1-2=-1908,2-3=-1841,3-4=-1694,4-5=-1793,5-6=-2021 BOT CHORD 1-9=1704.8-9=1304, 7-8=1304, 6-7=1838 WEBS 3-9=213, 4-9=377,4-7--'506, 5-7=-281 , NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the loads generated by 80 mph winds at 25 It above ground level located 100 mi from the hurricane oceanline. ASCE 7-93 components and cladding external pressure coefficients for the interior (1) zone and 8.4 psf top chord and 6.0 psf bottom chord dead load are being used. The design assumes occupancy category I, terrain exposure C and internal pressure coefficient condition I. If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. • LOAD CASE(S) Standard , 5 • ® WARNINO - Verify design parameters and READ NOTES ON THIS AND INCLUDED AUTEK REFERENCE PAGE ➢III -7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicabiliy,of design'paromenlers and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability -during construction is the responsibilliy, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general, guidance regarding • fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component Safety Information 'available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. QRpFESS/p� m C 17180 yt EXP. 06/30/05 cS'J C10- C��Q- gTFOF CAOt January 25,2005 Suite 109 Citrus Heights, CA, 9561( 1 0 fo► Lu 3x5 MI120� 4x4 M1120= . 4x6 M112011 3x4 M1120= 3x4 M1120= 3x4 M1120= - 3x7 M112011 6-8-3 13-9-1 20-11-0 6-8-3 7-0-15 7-1-15 Plate "Offsets (X Y): [1:072-112.6-0-31, (6:0-0-0,0-1-131, [6:04-3,0-6-81 - LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) 1/deft PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.41 Vert(LL) 0.07 7-9 >999 M1120 249/190 TCDL 15.0 Lumber Increase 1.25 BC 0.54 Vert(TL) -0.18 7-9 >999 BCLL 0.0 Rep Stress Incr NO WB 0.17 Horz(TL) 0.05 6 n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) 1 st LC LL Min I/def! = 360 Weight: 91 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 4-1-13 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2-X4 SYP No.3 WEDGE Right: 2 X 4 SYP No.3 • SLIDER Left 2 X 4 SYP No.3 2-4-1 REACTIONS Ibl ' 1-935/0 3 8 6-935/0 3 8 ( slze) - Max Uplift 1=-127(load case 3), 6=-127(load case 3) FORCES (lb) - First Load Case Only TOP CHORD 1-2=-1908,2-3=-1841,3-4=-1694,4-5=-1793,5-6=-2021 BOT CHORD 1-9=1704.8-9=1304, 7-8=1304, 6-7=1838 WEBS 3-9=213, 4-9=377,4-7--'506, 5-7=-281 , NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the loads generated by 80 mph winds at 25 It above ground level located 100 mi from the hurricane oceanline. ASCE 7-93 components and cladding external pressure coefficients for the interior (1) zone and 8.4 psf top chord and 6.0 psf bottom chord dead load are being used. The design assumes occupancy category I, terrain exposure C and internal pressure coefficient condition I. If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. • LOAD CASE(S) Standard , 5 • ® WARNINO - Verify design parameters and READ NOTES ON THIS AND INCLUDED AUTEK REFERENCE PAGE ➢III -7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicabiliy,of design'paromenlers and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability -during construction is the responsibilliy, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general, guidance regarding • fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component Safety Information 'available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. QRpFESS/p� m C 17180 yt EXP. 06/30/05 cS'J C10- C��Q- gTFOF CAOt January 25,2005 Suite 109 Citrus Heights, CA, 9561( n u JMW I RUSS, CA THEDRAL CITY, CALIFORNIA a.uuu S reu v cuvo Ivu I cn Inuuaulca, 11— I r -2-0-0 3-5-0 311-11 7-0-5 7-7-0, 11-M 13-0-0 2-0-0 3-5-0 0-6-11 3-0-10 0-6-11 3-5-0 2-0-0 Scale = 1:25.2 •lig Job Truss Truss Type Qty Ply B4110186 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr -NO BCDL ' 10.0 R15003750 LUMBER TRUSS Q01 CAL HIP 1 1 WEBS 2 X 4 SYP No.3 Job Reference (optional)' JMW I RUSS, CA THEDRAL CITY, CALIFORNIA a.uuu S reu v cuvo Ivu I cn Inuuaulca, 11— I r -2-0-0 3-5-0 311-11 7-0-5 7-7-0, 11-M 13-0-0 2-0-0 3-5-0 0-6-11 3-0-10 0-6-11 3-5-0 2-0-0 Scale = 1:25.2 •lig ,. 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 15.0 Lumber Increase 1.25 W M1120= 4.4 M1120 -- 3-5-0 7-7-0 11-0-0 3-5-0 4-2-0 3-5-0 �Ur1[- VJll-Y_II-Yr wMr Fx.L'au.Mo VA LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 15.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr -NO BCDL ' 10.0 Code UBC97/ANSI95 LUMBER n/a TOP CHORD 2 X 4 SYP No.2 list LC LL BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 REACTIONS (Ib/size) 2=856/0-3-8, 5=856/0-3-8 CSI DEFL in (loc) I/deft TC 0:36 Vert(LL) 0.05 7-8 .>999 BC 0.45 Vert(TL) -0.11 7-8 >999 WB 0.07 '. Horz(TL) 0.02 5 n/a (Matrix) list LC LL Min I/deft = 360 BRACING GRIP M1120 249/190 Weight: 50 Ib TOP CHORDSheathed or 4-9-2 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. Max Uplift 2=-148(load case 3), 5=-148(load case 3) FORCES (lb) - First Load Case Only TOP CHORD 1-2=44, 2-3=-1723, 3-9=-1598, 4-9=-1598, 4-5=-1723, 5-6=44 BOT CHORD 2-8=1608, 8-10=1597,'10-11=1597,11-12=1597, 7712=1597,5-7=1609 WEBS _ 3-8=80, 3-7=0, 4-7=80 NOTES ' 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the loads generated by 80 mph winds at 25 ft above ground level located 100 mi from the hurricane oceanline. ASCE 7-93 components and cladding external pressure coefficients for the interior (1) zone and 8.4 psf top chord and 6.0 psf bottom chord dead load are being used. The design assumes occupancy category I, terrain exposure C and internal pressure coefficient condition I. If end verticals or cantilevers exist, they are exposed to wind. If porches exist,'they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. - 5) Girder carries hip end with 4-0-0 end setback 6) Special hanger(s) or connection (s).required to support concentrated load(s) 116:71b down and 45.41b up at 7-5-4, and 116.71b down and 45.41b up at 3-6-12 on top chord. Design for unspecified connection(s) is delegated to the building designer. LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-70.0, 34=99.9, 4-6=-70.0, 2-5=-28.5 Concentrated Loads (lb) Vert: 3=-116.7 4=116.7 ® WARNING - Ver(fg design parameters and BEAD NOTES ON TEAS AND INCLUDED 1 fTE%REFERENCE PAGE MU -7473 BEFORE USE. Design valid for use only with Mitek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paromenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsfbillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/1711 Quality Criteria, DSB-89 grid BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onofdo Drive. Madison, WI 53719. QFtOFESSlp " C 17180 ` ,t EXP. 06/30i05)* CIVIL �OF:CAL January. 25,2005 7777 Greenback Lane - __® suite 109 Citrus Heights, CA, 9561 0M1 MiTek® • SPACING . Job Truss Truss Type Qty Ply B4110186 _..: --PLATES,_,; : ,_.:.,GRIP TCLL 20.0 Plates Increase 1.25 TC 0.31 R15003751 , -0.02 TRUSS 002 COMMON 5 1 Lumber Increase 1.25 BC 0.25 Vert(TL) -0.05 2-6 >999 Job Reference (optional) JMW TRUSS, GA I HEURAL CITY, Y, CALIFORNIA 5.000 s Feb o 1003 ivu i eK muusures, urc. i ue uan co 14:4u:or <uw rage -2-010 5-6.0 11-0-0 13.0.0 r - . 2-0-0 r 5-6-0 5-6-0 2-0-0 Sale = 1:25.8 4x4 M1120= n U 5-6-0 11-0-0 5-6-0 5-6-0 f� LOADING (psf) SPACING . 2-0-0 CSI . .. -.DEFL in- .(loc) . I/deft __:..: _..: --PLATES,_,; : ,_.:.,GRIP TCLL 20.0 Plates Increase 1.25 TC 0.31 Vert(LL) , -0.02 2-6 >999 M1120 249/190 TCDL 15.0 Lumber Increase 1.25 BC 0.25 Vert(TL) -0.05 2-6 >999 UBC -97. BCLL 0.0 Rep Stress Incr YES WB 0.08 Horz(TL) 0.01 4 n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) 1st LC LL Min I/defl = 360 Weight: 42 Ib LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD ' Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 2=635/0-3-8,4=635/0-3-8 Max Uplift 2=102(load case 3), 4=-102(load case 3) FORCES (lb) - First Load Case Only TOP CHORD 1-2=44, 2-3=-815, 3-4=-815, 4-5=44 BOT CHORD 2-6=712, 4-6=712 WEBS 3-6=113 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the loads generated by 80 mph winds at 25 ft above ground level located 100 mi from the, hurricane oceanline. ASCE 7-93 components and cladding external pressure coefficients for the interior (1) zone and 8.4 psf top chord and 6.0 psf bottom chord dead load are being used. The design assumes occupancy category I, terrain exposure C.and internal pressure coefficient condition I. If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-8, UBC -97. LOADCASE(S) Standard �OQ�SS(0��� ANO,, C 17180 z * EXP. 06/30/05 ,t ST C10- - �TFOFCAUFCjR January 25,2005 ® WARNING - Vertfy design parameters and READ NOTES ON THIS AND INCLUDED MITES REFERENCE PAGE DM.7473 BEFORE USE. 7777 Greenback Lane _® 09 Design valid for use only with M7ek connectors. This design 6 based only upon parameters shown, and is for an individual building component. Suite - Citrus Heights, CA, 9561 Applicabilityof design aramenters and proper incorporation of component is responsibility yof buildingdesigner- not truss designer. Bracingshown i for lateral support of individual web members rs only. Additional temporary ry bracin t insure stability y durin construction is the res onsibilG of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding 0 � A - fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality criteria, DSB-89 and BCSII Building Component 'Y' iTek® • Safety Information available from Truss Plate Institute, 583 D'Onofoo Drive, Madison, WI 53719. 0 u 0 Job w Truss Truss Type Qty Ply 84110186 F1:0-3-8 Edgel, 4-6 >999 M1120 249/190 Vert(TL) R15003752 TRUSS Q03 COMMON 1 1 CSI n/a TCLL 20.0 Plates Increase 1.25' TC 0.31 Job Reference (optional) JMW TKUSb, LAI HtUKAL Lf I Y, LALIrVKNIA 4-1-0 4:4 M1120= 3 auuu a rcu u cuvo rvu r an nwuou .cw, ow. 1�y- 5-6-0 2-0-0 scale - 1:19.2 2x8 M112011 a -r -u 5-6-0 DEFL 4-1-0 (loc) I/defl PLATES GRIP _. Plate Offsets (X Y):. F1:0-3-8 Edgel, 4-6 >999 M1120 249/190 Vert(TL) -0.05 . 4-6 >999 LOADING (psf) SPACING 2-0-0 CSI n/a TCLL 20.0 Plates Increase 1.25' TC 0.31 Weight: 38 Ib TCDL 15.0 Lumber Increase 1.25 BC 0.23 2) This truss has been designed for the loads generated by 80 mph winds at 25 ft above ground level located 100 mi from the BCLL 0.0 Rep Stress Incr YES WB 0.06 BCDL 10.0 Code UBC97/ANS195 (Matrix) internal pressure coefficient condition I. If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1,33 LUMBER .3) This truss has been designed for 10.0 psf bottom chord live load_ nonconcurrent with any other live loads per Table No. 16=B, UBC -97. oQ�QFESS/�/V 9 C. ANA �2c TOP CHORD 2 X 4 SYP No.2 ��� LOAD CASE(S) Standard BOT CHORD 2X 4 SYP No.2 z WEBS 2 X 4 SYP No.3 C 17180 SLIDER Left 2 X 4 SYP No.3 1-9-14 EXP. 06/30/05 # a -r -u 5-6-0 DEFL in (loc) I/defl PLATES GRIP Vert(LL) -0.02 4-6 >999 M1120 249/190 Vert(TL) -0.05 . 4-6 >999 Horz(TL) 0.01 4 n/a WEBS 3-6=95 1st LC LL Min I/defl = 360 NOTES Weight: 38 Ib BRACING TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED'r&TEK REFERENCE PAGE SID -7473 BEFORE USE. i r it ureenD— Lane Design valid for use only with Mitek connectors. This design is based only upon parameters shown,' and is for an individual building component. Suite Applicability of design poramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown CiCitrusHHeights, CA, 95610 Heights, is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the ' at cfor. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication• quality control, storage. delivery, erection and bracing, consult ANSI/TPI) Quality Criteria, DSB-89 and BCSII.Biuildirig Component • Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. REACTIONS (Ib/size) 1=407/0-3-8,4=596/0-3-8 Max Horz 1=22(load case 3) • Max Uplift 1=53(load case 3), 4=-99(load case 3) FORCES (lb) - First Load Case Only TOP CHORD 1-2=-668, 2-3=-568, 34=-660, 4-5=44 BOT CHORD 1-6=562, 4-6=562 WEBS 3-6=95 NOTES • 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the loads generated by 80 mph winds at 25 ft above ground level located 100 mi from the hurricane oceanline. ASCE 7793 components and cladding external pressure coefficients for the interior (1) zone and 8.4 psf top chord and 6.0 psf bottom chord dead load are being used. The design assumes occupancy category I, terrain exposure C and internal pressure coefficient condition I. If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1,33 .3) This truss has been designed for 10.0 psf bottom chord live load_ nonconcurrent with any other live loads per Table No. 16=B, UBC -97. oQ�QFESS/�/V 9 C. ANA �2c ��� LOAD CASE(S) Standard z C 17180 EXP. 06/30/05 # S'X C IV 11. �TFOFCAO January 25,2005 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED'r&TEK REFERENCE PAGE SID -7473 BEFORE USE. i r it ureenD— Lane Design valid for use only with Mitek connectors. This design is based only upon parameters shown,' and is for an individual building component. Suite Applicability of design poramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown CiCitrusHHeights, CA, 95610 Heights, is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the ' at cfor. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication• quality control, storage. delivery, erection and bracing, consult ANSI/TPI) Quality Criteria, DSB-89 and BCSII.Biuildirig Component • Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. r1 L J Job Truss . Truss Type Qty " ; Ply B4110186 TCLL 20.0 Plates Increase 1.25 TCDL 15.0 Lumber Increase R15003753 TRUSS R01 MONO TRUSS 1 1 LUMBER chord and 6.0 psf bottom chord dead load are being used. The design assumes occupancy category I, terrain exposure C and ' TOP CHORD 2 X 4 SYP No.2 internal pressure coefficient condition I. If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are BOT CHORD 2 X 4 SYP No.2 • not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 Job Reference (optional) JMW I KU55, GA I HLUKAL la I Y, UALIt•UKNIH 7-3-14 14-1-8 7314 6910 2x5M112011 .. Srale=1:27.2 '3 3x5 M1120= 1M M112011 .. MI ILu= • 7-3-14 Max Uplift 1=-84(load case 3), 4=-84(load case 3) • LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 15.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code UBC97/ANS195 LUMBER chord and 6.0 psf bottom chord dead load are being used. The design assumes occupancy category I, terrain exposure C and ' TOP CHORD 2 X 4 SYP No.2 internal pressure coefficient condition I. If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are BOT CHORD 2 X 4 SYP No.2 • not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 WEBS 2 X 4 SYP No.3 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, I4- 1-a 6-9-10 CSI DEFIL in (loc) I/deft ,. _ PLATES..., ... GRIP TC 0.46 Vert(LL) 0.07 1-5 >999 M1120 249/190 - BC 0.47 Vert(TL) -0.17 1-5 >975 WB 0.95 Horz(TL) 0.02 4 n/a (Matrix) 1'st LC LL Min I/deb = 360 Weight: 63 Ib BRACING TOP CHORD Sheathed or 5-3-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 1=62310-3-8,4=623/Mechanical Max Uplift 1=-84(load case 3), 4=-84(load case 3) FORCES (Ib) - First Load Case Only z T TOP CHORD 1-2=-1185, 2-3=-129, 3-4=-188 BOT CHORD 1-5=1053, 4-5=1053 WEBS' 2-5=176, 2-4=-1077 NOTES 1) This truss has been designed for the loads generated by 80 mph winds at 25 ft above ground level located 100 mi from the • hurricane oceanline. ASCE 7-93 components and cladding external pressure coefficients for the interior (1) zone and 8.4 psf top LOP 9TFOFCAUFO� chord and 6.0 psf bottom chord dead load are being used. The design assumes occupancy category I, terrain exposure C and internal pressure coefficient condition I. If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are • not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 January 25,2005 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, ® WARNING - Verify design Parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MN -7473 BEFORE USE. UBC -97. 3) Refer'to girder(s) for truss to truss connections. Citrus Heights, CA, 95610 LOAD CASE(S) Standard Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown OQ�OFESS/p�� z T w C 17180 * EXP. 06/30/05 • LOP 9TFOFCAUFO� January 25,2005 ® WARNING - Verify design Parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MN -7473 BEFORE USE. 7777 Greenback Lane --(a Suite 109 Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Citrus Heights, CA, 95610 Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsiblity of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component M iTek� Safety Information available from Truss Plate Institute, 583 D'Onofdo Drive, Madison, WI 53719. 0 0 • • 0 Job Truss Truss Type City Ply 64110186 14-1-8 BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 9-0-0 oc bracing. 815003754 TRUSS R02 MONO TRUSS 1 1 3-4-14 2-7-2 FORCES (lb) - First Load Case Only Job Reference (optional) JMVV I KUJJ, I:AI YItUKAL l,l I T, UALIrV MINI IA .i.vw a , cv v �..w ,•„ ,, ,....�.,, ..... ....•. -.. ..._-.__ 3-4-14 6-0-0 9-11-0 14-1-8 3-4-14 2-7-2 3-11-0 4-2-8 2x4 M112011 5 4xb MIILU= — MI 11 rw,n _ -- Snte = 1:27.2 • 34-14 6-M LUMBER BRACING 14-1-8 BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 9-0-0 oc bracing. WEBS 2 X 4 SYP No.3 REACTIONS (Ib/size) 1=1843/0-3-8,6=942/Mechanical 3-4-14 2-7-2 FORCES (lb) - First Load Case Only 8-1-8 Plate Offsets (X Y)' [1:0 -2 -10.0 -0 -2] - BOT CHORD 1-8=3611, 7-8=3611, 6-7=933 WEBS 2-8=21, 2-7=-1366,3-7=-498,4-7=1880,4-6=-1163 LOADING (psf) TCLL 20.0 SPACING ' Plates Increase 2-0-0 1.25 CSI TC 0.57 DEFL Vert(LL) in -0.10 (loc) 6-7 Well >999 PLATES GRIP M1120 249/190 TCDL 15.0 Lumber Increase 1.25 BC 0.98 Vert(TL) -0.23 6-7 >730 BCLL 0.0 Rep Stress Incr NO WB 0.60 Horz(TL) 0.04 6 n/a • BCDL 10.0 Code UBC97/ANS195 (Matrix) 1 st LC LL Min I/dell = 360 Weight: 72 Ib Snte = 1:27.2 • LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 2-7-10 oc purlins, except end verticals. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 9-0-0 oc bracing. WEBS 2 X 4 SYP No.3 REACTIONS (Ib/size) 1=1843/0-3-8,6=942/Mechanical Max Uplift 1=; 250(load case 3), 6=-128(load case 3) FORCES (lb) - First Load Case Only TOP CHORD 1-2=4016, 2-3=-2642, 3-4=-2533, 4-5=-84, 5-6=-122 ^ BOT CHORD 1-8=3611, 7-8=3611, 6-7=933 WEBS 2-8=21, 2-7=-1366,3-7=-498,4-7=1880,4-6=-1163 NOTES 1) This truss has been designed for the loads generated by 80 mph winds at 25 It above ground level located 160 mi from the hurricane oceanline. ASCE 7-93 components and cladding external pressure coefficients for the interior (1) zone and 8.4 psf top chord and 6.0 psf bottom chord dead load are being used. The design assumes occupancy category I, terrain exposure C and internal pressure coefficient condition I. If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 3) Refer to girder(s) for truss to truss connections.OQRfl FESS/ 0� LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 ��� �� C. A/vo l F2 lL • Uniform Loads (plo C Vert: 3-5=-70.0, 1-6=-20.0 m Trapezoidal Loads (plo Iz C 17180 X Vert: 1= -348.0 -to -3=-318.0 * EXP. 06/30/05 tp C(VtL �P �"'�CF CAUF January 25,2005 ® WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MU -7473 BEFORE USE. Design valid for use only with MiTek connectors. This design 6 based only upon parameters shown, and is for an individual building component. and proper incorporation of component is responsibilityCilIle Applicability of design of building designer - not truss designer. Bracing shown 7777 suite GOreeenback Lane - �mw® CA, 95670I Heights,ity Flu paromenters is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibilliy of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding -consult fabrication, quality control, storage, delivery, erection and bracing, ANSI/TPII Quality Criteria, DSB-89 and BCS11 Building Component A4 M iTe4® • Safety Information available from Truss Plate Institute, 583 D'Onofrlo Drive, Madison. WI 53719. a • n L J • Job Truss Truss Type Qty .. Ply B4110186 Plates Increase 1.25 TC 0.48 Vert(LL) -0.06 2-6 >999 M1120 249%190 TCDL 15.0 R15003755 TRUSS R03 • MONO TRUSS 7 1 WB 0.90 Horz(TL) .0.02 5 n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Job Reference (optional) JIVIVV I KUJS, UN I rltUKHL UI I T, UALIrUKIVIH v.vuu a rcu a cwa rvu i cr. uiuuau Ica, uw. i -2-0-0 7-3-14 14-1-8 2-0-0 7-3-14 6-9-10 S.I. = tzl.a 2.5x4 M112011 4 LOADING (psf) SPACING 2-0-0: CSI . .. DEFL in (loc) I/defl PLATES GRIP... . TCLL 20.0 Plates Increase 1.25 TC 0.48 Vert(LL) -0.06 2-6 >999 M1120 249%190 TCDL 15.0 Lumber Increase 1.25 BC 0.39 Vert(TL) -0.15 2-6 >999 NOTES BCLL 0.0 Rep Stress Incr YES WB 0.90 Horz(TL) .0.02 5 n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) 1st LC LL Min Well = 360 Weight: 66 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 5-5-10 oc purlins, except end verticals. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SYP No.3 REACTIONS (Ib/size) 2=788/0-3-8,5=610/Mechanical Max Harz 2=22(load case 3) Max Uplift 2=124(load case 3), 5=-81(load case 3) FORCES (lb) - First Load Case Only TOP CHORD 1-2=44, 2-3=-1136, 3-4=-132, 4-5=-192 BOT CHORD 2-6=1002, 5-6=1002 WEBS 3-6=156, 3-5=-1018 NOTES 1) This truss has been designed for the loads generated by 80 mph winds at 25 ft above ground level located 100 mi from the hurricane oceanline. ASCE 7-93 components and cladding external'pressu(e coefficients for the interior (1) zone and 8.4 psf top chord and 6.0 psf bottom chord dead load are being used. The design assumes occupancy category I, terrain exposure C and , internal pressure coefficient condition I. If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-13, UBC -97. for 3) Refer to girder(s) truss to truss connections. QROF ESS/� LOAD CASE(S) Standard ANn �� C-17180 Z rn yr. EXP. 06/30/05 ST CIVIL �P gTFQF CAL�F��� January 25,2005 ® WARA7NG - Verify design parameters and READ NOTES ON TkUS AND INCLUDED MITER REFERENCE PAGE MII-7473 BEFORE USE. 7777 Greenback Lane _��® Design valid for use only with MTa ek connectors. This design based only upon parameters shown, and is for an individual budding component. Suite 109 Applicability of design paromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Citrus Heights, CA, 95610� is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult . ANSI/TPI1 Quality Criteria, DSB-89 and BC511 Building Component �/� . - Safety Information available from Truss Plate Institute, 583 D'Onol4o Drive, Madison, WI 53719. r M 1i.T@eA Job Truss Truss Type Qty , ? Ply B4110186 TCLL 20.0 Plates Increase 1.25 TC 0.79 Vert(LL) -0.12 6-7 >999 815003756 TRUSS R04 MONO TRUSS 1 1 BCLL 0.0 Rep Stress Incr NO WB 0.53 Horz(TL) 0.05 6 n/a Job Reference (optional) BCDL 10.0 Code UBC97/ANSI95 (Matrix) 1st LC LL Min I/deb = 360 Weight: 78 Ib OcIA.go.AnOnns 1;)-9 JIVIVV I MU1J, UAI nr-URA1- Ur IT, l MLIFWMX— . n u 0 0 0 3-9-0 5-9-0 9-8-14 13-10-8 . 3-9-0 2-0-0 3-11-14 4-1-10 20 M112011 5 5xB M1120= 5-,9-0 8-1-8 S.I. =127.1 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.79 Vert(LL) -0.12 6-7 >999 M1120 249/190 TCDL 15.0 Lumber Increase 1.25 BC 0.99 Vert(TL) -0.26 6-7 >639 BCLL 0.0 Rep Stress Incr NO WB 0.53 Horz(TL) 0.05 6 n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) 1st LC LL Min I/deb = 360 Weight: 78 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.3 TOP CHORD Sheathed or 1-11-10 oc purlins, except end verticals. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 4-8-0 oc bracing. WEBS 2 X 4 SYP No.3 'Except` 4-6 2 X 4 SYP No.2, 4-7 2 X 4 SYP No.2, 1-2 2 X 6 SYP No.2 REACTIONS (Ib/size) 1=221810-3-8,6=1022/Mechanical Max Horz 1=-13(load case 8) Max Uplift 1=-810(load case 8), 6=-151(load case 9) Max Grav 1=2728(load case 5), 6=1034(load case 4) FORCES (lb) - First Load Case Only TOP CHORD 1-2=-4264, 2-3=-2962, 3-4=-2858, 4-5=-84, 5-6=-119 BOT CHORD 1-7=3792, 6-7=1006 WEBS 3-7=583, 4-6=1269, 4-7=2177, 2-7=-1308 NOTES 1) This truss has been designed for the loads generated by 80 mph winds at 25 It above ground level located 100 mi from the hurricane oceanline. ASCE 7-93 components and cladding external pressure coefficients for the interior (1) zone and 8.4 psf top chord and 6.0 psf bottom chord dead load are being used. The design assumes occupancy category I, terrain exposure C and internal pressure coefficient condition I. If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) All plates are MT20 plates unless otherwise indicated. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 4) Refer to girders) for truss to truss connections. 5) This truss has been designed for a total drag load of 1470 Ib. Connect truss to resist drag loads along bottom chord from 0-0-0 to 14-0-0 for 105.0 plf. LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-6=-20.0, 3-5=70.0 Trapezoidal Loads (plf) Vert: 1=445.0 -to -3=415.0 ' Q�OF ESSIO`A C 17180 z yt EXP. 06/30/05 ,} ��w January 25,2005 ® WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MU -7473 BEFORE USE. 7777 Greenback lane —® Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 Applicability of design paramenters and proper incorporation of component a responsibility of building designer- not truss designer. Bracing shown Citrus Heights, CA; 95610 I== is for lateral support of individual web members only. Additional temporary bracing to insure stabilitystabilityduring construction is -the responsibillity of the , a� erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding • fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component ' M iTek® Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. 0 0 • �J n u n u `J 9 7 Job Truss Truss Type Qty Ply 84110186 SPACING 2-0-0 CSI DEFL in (loc) Well PLATES GRIP TCLL 20.0 R15003757 TRUSS R05 MONO TRUSS 4 1 BC 0.44 Vert(TL) -0.15 1-5 >999 BCLL 0.0 Rep Stress Incr YES WB 0.91 Job Reference o tion.! JMVN 'I KUSJ, UA I KtUKAL Ul I T, UAL-Ir-UKIV1A 7-0-14 13-10-8 ' 7-0-14 6-9-10 2.5x4 M112011 Scale = 1:27.2 3 5 4 3x4 M1120= / 1x4 M1120 11 3x5 M1120= 7-0-14 13-10-8 7-0-14 6-9-10 Plate Offsets ('X Y)' 11 U -1-1z U -1=d1 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Well PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.47 Vert(LL) 0.06 1-5 >999 M1120 2491190 TCDL 15.0 Lumber Increase 1.25 BC 0.44 Vert(TL) -0.15 1-5 >999 BCLL 0.0 Rep Stress Incr YES WB 0.91 Horz(TL) 0.02 4 n/a BCDL 10.0 Code UBC97/ANS195 (Matrix) 1st LC LL Min I/dell = 360 Weight: 62,Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 5-4-12 oc purlins, except end verticals. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SYP No.3 REACTIONS (Ib/size) 1=611/Mechanical, 4=611/Mechanical Max Uplift 1=83(load case 3), 4=-83(load case 3) FORCES (lb) -First Load Case Only TOP CHORD 1-2=-1147, 2-3=-130, 34=-191 BOT CHORD 1-5=1014, 4-5=1014 WEBS 2-5=170, 24=-1033 NOTES 1) This truss has been designed for the loads generated by 80 mph winds at 25 ft above ground level located 100 mi from the hurricane oceanline. ASCE 7-93 components and cladding external pressure coefficients for the interior (1) zone and 8.4 psf top 'chord and 6.0 psf bottom chord dead load are being used. The design assumes occupancy category I, terrain exposure C and internal pressure coefficient condition I. If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 3) Refer to girder(s) for truss to truss connections. LOAD CASE(S) Standard ® WARNING - Verijy design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE AID -7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paromenters and proper incorporation of component is r6sponsibility of building designer - not trusi designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibilliy, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and -bracing, consult ANSI/TPII Quality Criteria, DS6-89 and BCSII Building Component •Safety Information available from Truss Plate Institute, 583 D'Onof66 Drive, Madison, WI 53719. &-' aF ESS/p\ G ANn �. C17180 * EXP. 06/301105 k 1s� CIVIL gTFOF CAL�F�� January 25,2005 7777 Greenback Lane �® Suite 109 Citrus Heights, CA, 9561201 MiTek® 0 Job Truss Truss Type Qty Ply 84110186 CSI DEFL "` ' -in ((oc) I/defl PLATES' -- GRIP --• R15003758 TRUSS R06 MONO TRUSS 3 1 TCDL 15.0 Lumber Increase 1.25 BC 0.48 Vert(TL) -0.18 1-5 >966 Job Reference (optional) JMW I KUSS, UAI YItUKHL U I T, I.HLWUKIWH �.��� , �r ,•,,, �,• ...••. . -- -- -- ...-- - --- - - 7-54 7-2-0 - 26 M112011 Scale = 128.3 3 5 4 3x4 M11201: 1.4 M112011 3x5 M1120= 7-5-4 7-2-0 LOADING (psf) SPACING "2=0-0 CSI DEFL "` ' -in ((oc) I/defl PLATES' -- GRIP --• TOLL 20.0 Plates Increase 1.25 TC 0.52 Vert(LL) - 0.07 ' 1-5 >999 M1120 249/190 TCDL 15.0 Lumber Increase 1.25 BC 0.48 Vert(TL) -0.18 1-5 >966 BCLL - 0.0 Rep Stress Incr YES WB 0.45 - Horz(TL) 0.02 4 n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) 1st LC LL Min I/deft = 360 Weight: 66 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP N6.2 TOP CHORD Sheathed or 5-1-15 oc purlins, except end verticals. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SYP No.3 WEBS 1 Row at midpt 2-4 REACTIONS (Ib/size) 1=644/Mechanical, 4=644/Mechanical Max Uplift 1=-87(load case 3), 4=-87(load case 3) FORCES (lb) - First Load Case Only TOP.CHORD 1-2=-1214, 2-3=-137, 3-4=-201 BOT CHORD 1-5=1075, 4-5=1075 WEBS 2-5=180,2-4=-1094 NOTES 1) This truss has been designed for the loads generated by 80 mph winds at 25 ft above ground level located 100 mi from the hurricane oceanline. ASCE 7-93 components and cladding external pressure coefficients for the interior (1) zone and 8.4 psf top chord and 6.0 psf bottom chord dead load are being used. The design assumes occupancy category 1, terrain exposure C and • internal pressure coefficient condition I. If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 3) Refer to girder(s) for truss to truss connections. Standard �pf ESS/pS) LOAD CASE COQ AND lF (C z W C 17180 ,t EXP. 06/30/05 k ST clvlI- �Q 9 aFCAUF January 25,2005 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MD -7473 BEFORE USE. - 7777 Greenback Larie to e Design valid for use only with Mirek connectors. This design a based only upon parameters shown, and is for or) individual buildingSu ding component. Citrus Heights, CA, 95610 Applicability of design poromenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Addfional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of fhe building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSS -89 and BCSII Building Component MTek® • Safety Information available from Truss Plote Institute, 583 D'Onofdo Drive, Madison; WI 53719. JMW.TRU55, GA I HEDRAL GI I Y, CALIFORNIA 0.000 s Feb a 2003. Mirex mous[nes, mc. I ue udn 25 r4:2y.42 2uuo rdye I 14-7-4 3-9-0 5-9-0 9-6-8134-0 1�3-10-1T�. Scale =1:27.7 3-9-0 2-0-0 3-9-8 3-9-8 , 6xbb6LW 0-8-9 . 1.5x4 M1120 11 0 4x9 M1120= 30 MI120= 3x4 M1120= 5-9-0 134-0 . 14-74 5-9-0 7-7-0 1-34 LOADING (psf) SPACING Job Truss Truss Type Qty Ply B4110186 1.25 BCLL 0.0 Rep Stress Ihcr NO BCDL 10.0 ' Code UBC97/ANS195 R15003759 BRACING TRUSS R07 MONO CAL HIP 1 1 WEBS 2 X 4 SYP No.3 'Except* 1-2 2,X 6 SYP No.2 Job Reference (optional) JMW.TRU55, GA I HEDRAL GI I Y, CALIFORNIA 0.000 s Feb a 2003. Mirex mous[nes, mc. I ue udn 25 r4:2y.42 2uuo rdye I 14-7-4 3-9-0 5-9-0 9-6-8134-0 1�3-10-1T�. Scale =1:27.7 3-9-0 2-0-0 3-9-8 3-9-8 , 6xbb6LW 0-8-9 . 1.5x4 M1120 11 0 4x9 M1120= 30 MI120= 3x4 M1120= 5-9-0 134-0 . 14-74 5-9-0 7-7-0 1-34 LOADING (psf) SPACING 2-0-0 TCLL. 20.0 Plates Increase 1.25 TCDL 15.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Ihcr NO BCDL 10.0 ' Code UBC97/ANS195 LUMBER BRACING TOP CHORD 2 X 4 SYP No.3' "Except* BOT CHORD Rigid ceiling directly applied or 8-8-5 oc bracing. 5-6 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 'Except* 1-2 2,X 6 SYP No.2 CSI DEFL in (loc) I/defl PLATES GRIP TC 0.68 Vert(LL) -0.08 8-9 >999 M1120 ., 249/190 BC 0.87 Vert(TL) -0.21 8-9 >825 WB 0.68 Horz(TL) 0.05 7 n/a (Matrix) 1st LC LL Min I/defl = 360 Weight: 93 Ib BRACING TOP CHORD Sheathed or 2-7-0 oc purlins, except end verticals. + BOT CHORD Rigid ceiling directly applied or 8-8-5 oc bracing. REACTIONS (Ib/size) 1=2272/0-3-8,7=11034/Mechanical Max Uplift 1=308(load case 3), 7=-143(load case 3) FORCES (lb) - First Load Case Only TOP CHORD 11-2=-4409,2-3=-3110, 3-4=-3002,4-5=-333, 5-6=-16, 6-7=-8 BOT CHORD 1-9=3929, 8-9=1218, 7-8=248 WEBS 3-9=-573, 4-8=-1243, 5-8=948, 5-7=-1080, 4-9=2109, 2-9=-1305 NOTES • 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the loads generated by 80 mph winds at 25 ft above ground level located 100 mi from the hurricane oceahline. ASCE 7-93 components and cladding external pressure coefficients for the interior (1) zone and 8.4 psf top chord and 6.0 psf bottom chord dead load are being used. The design assumes occupancy category I, terrain exposure C and internal pressure coefficient condition I. If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1:33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, • UBC -97. 6) Refer to girder(s) for truss to truss connections. LOAD CASE(S) Standard 1) Regular: Lumber Increase=1:25, Plate Increase=1.25 Uniform Loads (plf) Vert: 3-5=-70.0, 5-6=-70.0, 1-7=-20.0 Trapezoidal Loads (plf) Vert: 1=445.0 -to -3=415.0 ® WARNING - Verjry design parameters and READ NOTES ON THIS AND INCLUDED hfITEK REFERENCE PAGE MU -7473 BEFORE USE. Design valid for use only with M7ek connecfors.Th'B design is bused only upon parameters shown, and Is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage,. delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component • Safety Information available from Truss Plate Institute, 583 D'Cnofrio Drive. Madison, WI 53719. /Q,?,pF ESS/p�Q! C 17180 Z ,t EXP. 06/30/05 1sT civ) �P gTF�F CAIiF��� January 25,2005 7777 Greenback Lane �® Suite 109 Citrus Heights, CA 95610 T0 MiTek® 0 P, 0 0 0 Lj Job Truss Truss Type Qty Ply B4110186 Plates Increase 1.25 TC 0.45 Vert(LL) -0.04 2-8 >999 M1120 249/190 TCDL 15.0 R15003760 TRUSS R08 MONO CAL HIP 1 1 WB 0.52 Horz(TL) 0.02 6 n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Job Reference (optional) JIMT 1 KU -NZ), t.A l 1-ItUKHL VI IT. UHLIr %JMIVIH I V.UVV J rcV V �vVJ iv,,, cn �„u u�u, , ,V. � Vc VV„ cv ,�.�v.�< <...... , •.y.. .2-0-0 6-1-13 11-10.0 1,2-4-1� 14.104 . r ' 2-0-0 6-1-13 5-8-2 0-6-11 2-5-9 S.I. = t:is.a 6x8 M1120= 1.5x4 M112011 p-5-$ 6-1-13 11-1010 14-10-4 0-5-8 5-8-5 5-8-2 3-04 A n n_4_4o1 - LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.45 Vert(LL) -0.04 2-8 >999 M1120 249/190 TCDL 15.0 Lumber Increase 1.25 BC 0.41 Vert(TL) -0.09 2-8 >999 BCLL 0.0 Rep Stress Incr YES WB 0.52 Horz(TL) 0.02 6 n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) 1st LC LL Min I/dell = 360 Weight: 78 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 5-3-1 oc purlins, except end verticals. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SYP No.3 REACTIONS (Ib/size) 6=644/Mechanical, 2=820/0-3-8 Max Horz 2=22(load case 3) Max Uplift 6=93(load case 3), 2=-129(load case 3) FORCES (lb) - First Load Case Only TOP CHORD 1-2=44, 2-3=-1322, 34=-512, 4-5=-3, 5-6=-41 BOT CHORD 2-8=1187, 7-8=1187, 6-7=415 WEBS 3-8=125, 3-7=-807, 4-7=372, 4-6=-715 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the loads generated by 80 mph winds at 25 ft above ground level located 100 mi from the hurricane oceanline. ASCE 7-93 components and cladding external pressure coefficients for the interior (1) zone and 8.4 psf top chord and 6.0 psf bottom chord dead load are being used. The design assumes occupancy category I, terrain exposure C and internal pressure coefficient condition I. If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live.loads per Table No. 16-B, • UBC -97. 5) Refer to girder(s) for truss to truss connections. 6) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2. LOAD CASE(S) Standard ® WARNING - Ver(fy design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE IM -7473 BEFORE USE. Design valid for use only with M7tek connectors. This design is based only upon parameters shown, and is for on individual building component. Applicability of design paromenters and proper incorporation of component is responsibility of building'designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII' Building Component Safety Information available from Truss Plate Institute, 583 D'Onofdo Drive, Madison, WI 53719. Q�pFESS/0 ..c G• ANn,. l C 17180 *\ EXP. 06/30/05 tcffl :AA\-IFd��\P January 25,2005 7777 Greenback Lane _® Suite109 - CiWs Heights, CA, 95610 �� M iTek® Job Truss Truss Type City Ply 84110186 R15003761 TRUSS R09 MONO CAL HIP 1 1 PLATES GRIP TCLL 20.0 Plates Increase 1.25 ' TC • 0.54 Job Reference (optional) JMW I KUJJ, UA I HtUKAL LI I Y, UALIVUKN1A a.000 s reD a LUUJ IVII I ex Inuusuies, Inc. I ue Jan La 19:4t[4J cuup rdye i -2-0-0 7-10-1 10-4-11 _� 14-10-4 2-0.0 7-10-1 2-6-10 4-5-9 Soto = 1:29.2 4 S ® WARNING -Verify design parameters and READ NOTES ON TINS AND INCLUDED MITER REFERENCE PAGE MII-7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Citrus Heights, CA, 956109M is for lateral support, of individual web members only. Additional temporary bracing to insure stability during construction is the respansibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding !TM ek fobricalion, cluolity control, storage. delivery, erection and tracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component T �/® Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive, Madison, WI 53719. M i • p-5-$ 7-10-1 14-104 0-5-8 7.4-9 7-0-3 • LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft PLATES GRIP TCLL 20.0 Plates Increase 1.25 ' TC • 0.54 Vert(LL) -0.08 2-7 ->999' M1120 249/190 ` TCDL 15:0 Lumber Increase 1.25 BC 0.45 Vert(TL) -0.23 4 >125 BCLL 0.0 Rep Stress Incr YES WB 0.46 Horz(TL) 0.02 6 h/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) 1st LC LL Min I/deft = 360 Weight: 69 Ib LUMBER BRACING - TOP CHORD 2'X 4 SYP No.2 TOP CHORD Sheathed or 4-11-0 oc purlins, except end verticals. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SYP Nb.3 'Except' WEBS 1 Row at midpt 3-6 5-6 2 X 4 SYP No.2 r REACTIONS (Ib/size) 6=689/Mechanical, 2=848/0-3-8 Max Horc•2=54(load case 3) Max Uplift 6=-133(load case 3), 2=-142(load case 3) • FORCES (lb) - First Load Case Only TOP CHORD 1-2=44, 2-3=-1334; 3-4=-62, 3-8=-109, 5-8=-109, 5-6=216 BOT CHORD 2-7=1196, 6-7=1186 WEBS 3-7=167, 3-6=-1152 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the loads generated by 80 mph winds at 25 ft above ground level located 100 mi from the • hurricane oceanline. ASCE 7-93 components and cladding external pressure coefficients for the interior (1) zone and 8.4 psf top chord and 6.0 psf bottom chord dead load are being used. The design assumes occupancy category I, terrain exposure C and internal pressure coefficient condition 1. If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. 'The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4� ES S1 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, QR UBC -97. 5) Refer to girder(s) for truss to truss connections. ``O C AN 6) Beveled plate or shim required to provide full bearing surface with truss chord atjoint(s) 2. LOAD CASE(S)' StandardIX C 17180 Z * EXP. 06/30/05 k sX .CIV( gTFOF CAO1 'January 25,2005 ® WARNING -Verify design parameters and READ NOTES ON TINS AND INCLUDED MITER REFERENCE PAGE MII-7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Citrus Heights, CA, 956109M is for lateral support, of individual web members only. Additional temporary bracing to insure stability during construction is the respansibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding !TM ek fobricalion, cluolity control, storage. delivery, erection and tracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component T �/® Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive, Madison, WI 53719. M i • • • I � U n U r1 U 0 0 L • Job Truss Truss Type Qty • Ply B4110186 LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 4-5-8 oc purlins, except'end verticals. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 5-7-11 oc bracing. WEBS 2 X 4 SYP No.3 WEBS 1 Row at midpt R15003762 TRUSS R10 MONO CAL HIP 1 1 Max Horz 2=28(load case 8) Max Uplift 6=-229(load case 9), 2=-523(load case 8) Max Grav 6=771 (load case 4), 2=1210(load case 5) Job Reference (optional) JMW I KUJJ, UA I HtUKAL Ul 17, UALIrUKNIA D.uuu s r-eD 0 tuna MI I eft Inouslnes, Inc. I ue Jan ZD 14.4W.4a wuD rdye I 2-0-0 7-10-0 94-11 14-10-4 2-0-0 7-10-0 0-6-11 6-5-9 S.I. =1:29.2 6x8 M1120= 3x4 M112011 30 M1120= 0-5-$ 7-10-0 14-10-4 P-5:1 , 0-5-8 7-4-8 7-0.4 LOADING (psf) TCLL 20.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0' Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr YES Code UBC97/ANSI95 CSI TC 0.74 BC 0.55 WB 0.94 (Matrix) DEFL in (loc) I/dell Vert(LL) -0.07 2-7 >999 Vert(TL) -0.15 2-7 >999 Horz(TL) 0.04 6 n/a 1st LC LL Min,l/deft = 360 PLATES GRIP M1120 249/190 Weight: 71 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 4-5-8 oc purlins, except'end verticals. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 5-7-11 oc bracing. WEBS 2 X 4 SYP No.3 WEBS 1 Row at midpt 4-6 SLIDER Left 2 X 4 SYP No.3 3-7=8 QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. REACTIONS (Ib/size) 6=644/0-34, 2=820/0-378 Max Horz 2=28(load case 8) Max Uplift 6=-229(load case 9), 2=-523(load case 8) Max Grav 6=771 (load case 4), 2=1210(load case 5) FORCES (lb) -First Load- Case Only TOP CHORD 1-2=44, 2-3=-1200, 3-4=-1107, 4-5=-111, 5-6=-220 BOT CHORD 2-8=1062, 7-8=1062, 6-7=1053 WEBS 4-7=1154,4-6=-1007 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the loads generated by 80 mph winds at 25 ft above ground level located 100 mi from the hurricane oceanline. ASCE 7-93 components and cladding external pressure coefficients for the interior (1) zone and 8.4 psf top chord and 6.0 psf bottom chord dead load are being used. The design assumes occupancy category I, terrain exposure C and internal pressure coefficient condition I. If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are OF E$$ /OM,9( not exposed to wind. The lumber DOL -increase is 1.33, and the plate grip increase is 1.33 3) �Qe�" C. A/A Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 5) Beveled plate or shim required to provide full bearing surface witti truss chord atjoint(s) 2. Z m 6) This truss has been designed for a total drag load of 1535 Ib. Connect truss to resist drag loads along bottom chord from 5-5-8 C 17180 To -4 to 14-10for 163.4 plf. * EXP. 06/30/05 yt LOAD CASE(S) Standard ts� civic �P gTFOF CAL1F��� January 25,2005 & WARNING • Ver{ry design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M7h7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with Mitek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 Applicability of design aromenters and proper incorporation of component is responsibility of building desi ner- not truss designer. Bracing shown Citrus Heights. CA. 95610 PP l 9 P P P rP P p N 9 9 9 9 . is For lateral support of individual web members only. Additional temporary bracing to insure stability during construction is -the responsibillity of the erector. Additional' eirmanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding 'fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/r"I Quality Criteria, DSB-89 and BCSII, Building Component �A p Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. 1 r iTek e Symbols Numbering System General Safety. Notes PLATE LOCATION AICD ORIENTATION Failure to Follow -Could Cause Property 3/4' *Center plate on joint unless x, y offsets are indicated. Dimensions are in ft -in -sixteenths. I 6-4-8 dimensions shown in ft -in -sixteenths Darnage or Personal Injury Apply plates to both sides of truss 1. Additional stability bracing for truss system, e.g. and securely seat. I diagonal or X -bracing, is always required. See BCSI1. h 2. Never exceed the design loading shown and never l 2 3 stack materials on inadequately braced. trusses. TOP CHORDS I c1-2 c2-3 IN 3. Provide copies of this truss design to the building designer, erection supervisor, property owner and o WEBS all other interested parties. M �' ��' p ACS-6 4. Cut members to bear tightly against each other. For 4 x 2 orientation, locate _ plates 0 'hd' from outside 0 I � 5. Place plates on each face of truss at each edge of truss. ic7-e cb-7 O joint and embed fully. Knots and wane at joint i BOTTOM CHORDS locations are regulated,by ANSI/TPII . . *This symbol indicates the required direction of slots in r 8 7 6 5 6Desi . n assumes trusses will be suitably 9 y protected from connector plates. =. the environment in accord with ANSI/TPI I I. location details available in MiTek 20/20 7. Unless otherwise noted, moisture content of lumber`Plate shall not exceed 19% at time of fabrication. software or upon request. JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO 8. Unless expressly noted, this design is not applicable for PLATE SIZE THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY•END JOINT use with fire retardant or preservative treated lumber. The first dimension is the width 4 4 NUMBERS/LETTERS. 9, Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to x perpendicular to slots. Second camber for dead load deflection. dimension is the length parallel to slots. 10. Plate type, size, orientation and location dimensions LATERAL BRACING CONNECTOR PLATE CODE APPROVALS shown indicate minimum plating requirements. Indicated by symbol shown and/or BOICA 96-31, 95-43, 96-20-1, 96-67, 84-32 11. Lumber used shall be of the species and size, and in all respects, equal to or better than that by text in the bracing section of the I specified. output. Use T, I or Eliminator bracing if indicated. ICBG 4922, 5243, 5363, 3907 12. Top chords must be sheathed or purlins provided at I spacing shown on design. BEARING SB i CI 9667, 9730, 96046, 951 1, 9432A 13. Bottom chords require lateral bracing at 10ft. spacing, Indicates location where bearings or less, if no ceiling is installed, unless otherwise noted. 01_� (supports) occur. Icons vary but reaction section indicates joint r 14. Connections not shown are the responsibility of others. i�approval number where bearings occur. 15. Do not cut or alter truss member or plate without prior of a professional engineer. Industry Standards: R I ® MiTek 16. Install and load.vertically unless indicated otherwise. ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. II BCSI1: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate I Connected Wood Trusses. MiTek Engineering Reference Sheet: Mll-7473 © 2004 MiTek® STRUCTURAL DESIGN Iilr■`n,�5RAriImInsr no ME r. -HN 1,_,�,.�.; l� BUILDING & SAF�E/TY DEPT: APPRORO V E DATE B l 0'b . FOR CO � '�rtT�� R ECT: at: 106 ditions Quinta, California for: CHUCK & SHEILA SAPORITO n s 100 - ARCHITECT: GLS GROUP CHARLES D. GARLAND, ARCHITECT 74-854 VELIE WAY (SUITE 5) PALM DESERT, CALIFORNIA STRUCTURAL DESIGNER: CHARLES D. GARLAND, ARCHITECT 74-854 VELIE WAY, SUITE 5 PALM DESERT, CA 92260 PHONE: 760/340-3528/FACSIMILE: 760/340-3728 2 APRIL 2002 CONFORMING TO 1997 UBC Wt& X2 Iffe", Roca rwAa ..f jq& Irope, ' ASSUME: SOIL PROFILE OF - SD w/Ca =.44 x Na SEISMIC SOURCE TYPE: "A" @ 10 km s. d 5 15 km -► Na = 1.0 & Nv o 1.2 WHERE d = 12.5 KM (SEE MAP @ pg OF THE CALCS) ' V _ 2.5R(Ca) (1) (W) = 2.5 (0.44) (1.0) (1) (W) = 0.2 W r 0.8 (Z) (Nv) (I) 0.8 (0.4) (1.2) (1) V R (W) - .4) (W) _' 0.06 W 5.1 w/... { T = 0.14 .' R=5.5 { WIND FACTORS: 70 mph 0 EXPOSURE "C" w/ h = 16 ft. (max) (uno) P = (Ce)(Cq)(QS)(I) _ ' P=(1.3 )(1.13)(12.6)(1.0 )_ P = 18.5 psf PER 1997 UBC Charles D. Garland, Architect 74-854'Velie'Way, Suite 5 t Palm desert, CA 92260 DATE: 4/2/02 . PAGE: 2 A 5rR for: ` ' Structural Calculations For: M/M sAPORITO ' LOADING: SLOPED ROOF (NOT USED) ( 4:12 MIN ) FLAT ROOF: FLOOR: ' TILE ROOFING... 13.5 PSF BUILT UP/UNDERLAYM'T.... 2.5 5.0 PSF PLYWOOD DIAPHRAGM ... 2.8 2.8 •3.4 PSF ' FRAMING ... 3.2 3.2 3.6 INSULATION/CEILING... 2.5 2.5 2.5 .MISCELLANEOUS.:. 0.5 0.5 0.5 OTHER... TOTAL DEAD LOAD (DL) 25.0 PSF 14.0 PSF 10.0 PSF r LIVE LOAD (LL) 16/14/12 PSF 20/16/12 PSF 40.0 PSF ' SPECIAL LOADS EXTER'R SOFFITS (PLASTER) 10.0 PSF 10.0 PSF - SNOW LOAD N/A N/A - ' STORAGE 125 PSF BALCONY - - . 40 PSF ' ASSUME: SOIL PROFILE OF - SD w/Ca =.44 x Na SEISMIC SOURCE TYPE: "A" @ 10 km s. d 5 15 km -► Na = 1.0 & Nv o 1.2 WHERE d = 12.5 KM (SEE MAP @ pg OF THE CALCS) ' V _ 2.5R(Ca) (1) (W) = 2.5 (0.44) (1.0) (1) (W) = 0.2 W r 0.8 (Z) (Nv) (I) 0.8 (0.4) (1.2) (1) V R (W) - .4) (W) _' 0.06 W 5.1 w/... { T = 0.14 .' R=5.5 { WIND FACTORS: 70 mph 0 EXPOSURE "C" w/ h = 16 ft. (max) (uno) P = (Ce)(Cq)(QS)(I) _ ' P=(1.3 )(1.13)(12.6)(1.0 )_ P = 18.5 psf PER 1997 UBC PER 1997 UBC A SFR. for: Structural Calculations For: M/M SAPORIITO OTHER FACTORS: STORY DRIFT/DEFLECTION: TO BE DERIVED (AS NECESSARY) SOIL BEARING PRESSURE: 1,000 PSF (UNO) MATERIALS AND ALLOWABLE VALUES: ' WOOD (DOUGLAS FIR/LARCH — VISUALLY GRADED) ADJUSTMENT FACTORS APPLY SIZE/USE Fb Fv Fc E #2 2X RAFTERSMOISTS 950 PSI 95 PSI — 1.6 X 10A6. PSI #1 4X BEAMS/HEADERS 1100 PSI 95 PSI — 1.7 X 10 ^6 PSI #1' 6 X BEAMS/HEADERS 1350 PSI 85 PSI — 1.6 X 10 ^6 PSI #1 8 X BEAMS/HEADERS 1350 PSI 85 PSI — 1.6)( 10A 6 PSI #1 4 X POST — — 1450 PSI 1.7 X 10A 6 PSI #1 6 X POST — — 1000 PSI 1.6 X 10A 6 PSI WOOD (ENGINEERED/MANUFACTURED PRODUCTS) ADJUSTMENT FACTORS APPLY GLULAMINATED LUMBER 2400 PSI 165 PSI — 1.6X 10 ^6 PSI MICROLAMINATED LUMBER 2600 PSI 265 PSI — 1.9X 10 ^6 PSI PARALAMI,NATED LUMBER 2900 PSI 290 PSI — 2.0 X 10A 6 PSI CONCRETE 2000 PSI, 28 DAY STRENGTH PORTLAND CEMENT CONCRETE ASTM C33 STANDARD WEIGHT AGGREGATES ASTM A615, A616 AND A617 DEFORMED REINFORCING BARS ASTM WEILDED WIRE FABRIC SLAB REINFORCMENT STRUCTURAL STEEL ASTM A36 STRUCTURAL STEEL SHAPES ASTM A -325-N BOLTING ASTM E70XX WEILING ELECTROS Fy = 36.0 KSI Fb=.66XFy=24KSI Fa = TO BE DERIVED Ft=.4XFy=14.4KSI E=29X10A6PSI PER 1997 UBC BEAMS, GIRDERS, PURLINS & HEADERS } PART 1 PART 1 CHARLES D. 6ARLA M ARCHITECT. 74-854.VELIE WAY, SUITE 5 PALM DESERT, CA 92260 DATE: PAGE: STRUCTURAL CALCULATIONS for: SFRhr. M/M SAPARITO Roof Beam[ 97 Uniform Building Code (91 NDS) ]Ver. V5020894 By: Charles D. Garland , G L S Group on: 04-06-2002 Project: SAPARITO - Location: HIP MASTER NO.1 Summary: 5.125 IN x 16.5 IN x 29.0 FT / 24F -V4 - Visually Graded Western Species Dry Use Section Adequate By: 22.2% Controlling Factor: Moment of Inertia /Depth Required 15.43 In LOADING DIAGRAM Span = 29 ft Reactions Live Load Dead Load Total Load Uplift Load A 1276 Lb 3704 Lb 4980 Lb 0 Lb B 1276 Lb 3704 Lb 4980 Lb 0 Lb Span Uniform Loading Live Load Dead Load Self Weight Total Load W 88 Plf 235 Plf 21 Plf 343 Plf CHARLES D.'GARLAND, ARCHITECT 74-854,VELIE WAY, SUITE 5 PALM DESERT, CA 92260 DATE:. PAGE: STRUCTURAL CALCULATIONS for: S f R Isr M/M SAPARITO Mufti-Loaded Beam[ 97 Uniform Building Code (91 NDS) ]Ver..V5020894 By: Charles D. Garland , G L S Group on: .04-06-2002 Project: SAPARITO - Location: HIP MASTER NO. 2 Summary: , 5.125 IN x 21.0 IN x 41.5 FT / 24F-V4 - Visually Graded Western Species -Dry Use ' Section Adequate By: 14.7% Controlling Factor: Moment of Inertia / Depth Required 20.06 In LOADING DIAGRAM 1 A B Center Span = 41.5 ft 1' ' Reactions Live Load Dead Load Total Load Uplift Load A 1475 Lb 2848 Lb 4323 Lb 0 Lb B 1293 Lb 2568 Lb 3861 Lb 0 Lb ' Center Span Uniform Loading ' Live Load Dead Load Self Weight Total Load W 16 Plf 25 Plf 26 Plf 67 Plf Trapezoidal Loading ' Left LL Left DL Right LL Right DL Load Start Load End TR1 64 Plf 100 Pif 64 Plf 100 PIf 0 Ft 12.5 Ft TR2 48 Plf 75 Plf 48 Plf 75 Plf 12.5 Ft 19.5 Ft ` TR3 44 Plf 69 Plf 44 Plf 69 Plf 19.5 Ft 41.5 Ft CHARLES D. GARLAND, ARCNITECT ' 74-854 VELIE,WAY, SUITE 5 PALM DESERT, CA 92260 'DATE: PAGE: STRUCTURAL CALCULATIONS for: Misr R isr 5 M/M SAPARITO M r By: Charles D. Garland , G L S Group on: 04-06-2002 Project: SAPARITO -Location: HIP MASTER NO.3 ' Summary: 3.125 IN x 15.0 IN x 27A FT / 24F -V4 - Visually Graded Western Species - Dry Use Section Adequate By: 6.7% Controlling Factor. Moment of Inertia / Depth Required 14.68 In LOADING DIAGRAM , W 1 B A Span = 27 ft Reactions Live Load Dead Load Total Load Uplift Load ' A 1080 Lb 1933 Lb 3013 Lb 0 Lb B 1080 Lb 1933 Lb 3013 Lb 0 Lb Span ' Uniform Loading Live Load Dead Load Self Weight Total Load W 80 Plf. 132 PIf. 11 Plf 223 Plf CHARLES D. EARL N.It ARCHITECT 4 t74854 VELIE WAY, SUITE 5 PALM,DESERT, CA 92260 DATE: PAGE: STRUCTURAL CALCULATIONS for: "I F R for • • M/M SAPARITO By: Charles D. Garland , G L S Group on: 04-06-2002 Project: SAPARITO - Location: HIP MASTER NO.4 ' Summary: - 5.125 IN x 16.5 IN x 33.0 FT / 24F -V4 - Visually Graded Western Species - Dry Use Section Adequate By. 22.6% Controlling Factor Moment of Inertia / Depth Required 15.42 In LOADING DIAGRAM .' 1 • B A ------------- Span = 33 ft f Reactions Live Load Dead Load Total Load Uplift Load ' A 1320 Lb 2513 Lb 3833 Lb 0 Lb B 1320 Lb 2513 Lb 3833 Lb 0 Lb- b-Span Span 1 Uniform Loading Live Load Dead Load Self Weight -Total Load W 80 Pif 132 Plf 21 Plf 232 Plf r a CHARLES D. GARLAND, ARCNITECT 74854 VELIE WAY, SUITE 5 �1 ' PALM DESERT CA 9Y160 • DATE: PAGE: STRUCTURAL CALCULATIONS for: S f R fsr M/M SAPARITO SRO-! ruegim t" —sale Garland G L S Grou on: 04-06-2002 By: Charles D. G P, ,. Project: SAPARITO - Location: HIP MASTER N_ 0.5 ' Summary: 5.125 IN x 16.5 IN x 30.5 FT / 24F -V4 - Visually Graded Western Species - Dry Use Section Adequate By: 55.3% Controlling Factor: Moment of Inertia / Depth Required 14.25 In LOADING DIAGRAM W A B Span = 30.5 ft,, Reactions Live Load Dead Load Total Load Uplift Load ' A• ' 1220 Lb' 2323 Lb 3543 Lb 0 Lb B 1220 Lb 2323 Lb 3543 Lb 0 Lb Span - ' Uniform Loading Live Load Dead Load Self Weight Total Load , W 80 Plf 132 P11 21 PIf 232 Plf Charles D. Garland, Architect . .74-854 Velie Way, Suite 5 DATE: .4/2/02 PAGE: ' Palm Desert, CA 92260 A 5FR for. Structural Calculations For: HIM SAPARITO,.. Roof Beam[ 97 Uniform Building Code (91 NDS) ]Ver. V5020894 By. Charles D. Garland, Principle/Owner, , Charles D. Garland, Architect on: 05-02-2002 Project: SAPARIT.O - Location: GIRDER TRUSS No. 1 ' Summary: 3.125 IN x 10.5 IN x 15.5 FT ! 24F -V4 - Visually Graded Western Species - Dry Use Section Adequate By: 17.4% Controlling Factor: Moment of Inertia /,Depth Required 9.951n ' ' LOADING DIAGRAM A .. B ' Span = 15.5 ft Reactions Live Load Dead Load Total Load Uplift Load Ae 1054 Lb 1798 Lb. 2852 Lb 0 Lb B 1054 Lb 1798 Lb 2852 Lb 0 Lb Span Unfforrn Loading Live Load Dead Load Self Weight Total Load W 136 Pff 224 Pff 8 Plf 368 Plf . 1 Charles D. Garland, Architect 74-854 Velie Way, Suite 5 DATE: .4/2/02 PAGE: ' Palm Desert, CA 92260 A SFR for: ` ' Structural Calculations For: "IM SAPARITO Mufti -Loaded Beam[ 97 Uniform Building Code (91 NDS) ]Ver. V5020894 By: Charles D. Garland, Principle/Owner, , Charles D. Garland, Architect on: 05-02-2002. Project: SAPARITO - Location: GIRDER TRUSS No. 2 Summary: 5.125 IN x 30:0 IN x 33.0 FT,/ 24F7.V4 -Visually Graded Western Species - Dry.Use Section Adequate By: 6.1% Controlling Factor: Section Modulus /Depth Required 29.12 In ' LOADING DIAGRAM P1° A B ' Center Span = 33 ft Reactions ' Live Load Dead Load Total Load Uplift Load A . 4314 Lb 8010 Lb 12324 Lb 0 Lb B 5336 Lb 9724 Lb 15060 Lb 0 Lb Center Span ' Unfform Loading Live Load Dead Load Self Weight Total Load , W 25 Plf 16 Plf 37 Plf, 78 Plf ' Trapezoidal Loading ' Left LL Left DL. Right LL Right DL Load Start Load End TRI 294 Plf 525 Pff 294 Plf 525 Pff 8 Ft 33 Ft ' Point Loading Live Load Dead Load Location P1 1475 Lb 2848 Lb 8 Ft " Charles D. Garland, Architect 74-854 Velie'Way, .Suite '5 . •' .DATE' 4'/2/02 .: ° PAGE.' • Palm Desert, 'CA 92260 ' A SFR for: Structural Calculations For:: M/M SAPAQITO Roof Beam[ 97 Uniform Building Code (91 NDS) JVer. V5020894 By: Charles D. Garland, Principle/Owner, , Charles D. Garland, Architect on: 05-02-2002 ' Project: SAPARITO - Location: STUBBBED GIRDER Summary: 5.125 IN x 12.0 IN x 21.5 FT / 24F -V4 - Visually Graded Western Species - Dry Use Section Adequate By: 59.5% Controlling Factor: Moment of Inertia / Depth Required 10.27 In .' t LOADING DIAGRAM } - STRUCTURAL CALCULATIONS for: DATE: SFRI9r. M/M SAPARITO Roof Beamt 97 Uniform Building Code (91 NDS)1 Ver: 5.02 By: Charles D. Garland ; G L S Group on: 0406-2002: 10:38:08 AM Proiect: SAPARITO'- Location: B1 Summary: 6.75 IN x 12.0 IN x 14.5 FT / 24F -V4 - Visually Graded Western Species - Dry Use Section Adequate By: 313.1% Controlling Factor: Section Modulus / Depth Required 7.03.1n Deflections: DLD= 0.14 IN Dead Load: LLD --0.05 IN = U3479 Live Load: - TLD= 0.19 IN = U894 Total Load: - Reactions (Each End): LL-Rxn= 638 LB Live Load: DL-Rxn= 1846 'LB Dead Load: TL-Rxn= 2484 LB . -Total Load: Bearinq Length Required (Beam only, Support capacity not checked): BL= 0.57 IN Camber Reqd.: C= 0.22 IN Beam Data: L= 14.5. FT Span: - Maximum Unbraced Span: Lu= RP= 2.0 4 FT : 12' Pitch Of Roof:- U'80 Live Load Deflect. Criteria: U 1 1 Total Load Deflect. Criteria: CAF= 5 1.5 . X DLD Camber Adiustment Factor:. . Non -Snow Live Load: RLA= ' 79.8 SF Roof Loaded Area: Method = One Live Load Method: RoofLoadinq:. LL1= 16.0 PSF Roof Live Load -Side One: DL1= 35.0 PSF Roof Dead Load -Side One: TW1= •3.5 FT Tributary Width -Side One: LL2= 16.0 PSF Roof Live Load -Side Two: 2= 35.0 PSF Roof Dead Load -Side Two: T W= ` FT Tributary Width -Side Two: Cd= 1. 15 Roof Duration Factor: � " WALL=. 32 32 PLF , Wall Load: � BSW= 20 PLF Beam Self Weight: Slope/Pitch Adiusted Lengths and Loads: Ladi= 14.5 FT Adjusted Beam Length: wL= 88 PLF - Beam Uniform Live Load: wD_adi= 255 PLF Beam Uniform Dead Load: wT= 343 PLF Total Uniform Load: Properties For: 24F -V4 Visually Graded Western Species Fb= 2400 PSI Bending Stress: Fv= 190 PSI Shear Stress: Ex=* 1800000 PSI Modulus of Elasticity: Ey= 1600000 PSI Stress Perpendicular to Grain: Fc perp= Fb_cpr- • ' 650 1200 PSI PSI ' Bending Stress of Comp. Face in Tension: Adjusted Properties Fb'= 2755 PSI Fb' (Tension): Adjustment Factors: Cd=1.15 CI=1.00 FV= 219 PSI Fv': Adiustment Factors: Cd=1.15 Design Requirements: M= 9004 FT -LB Controlling Moment: 7.25 ft from left support Critical moment created by combining all dead and live loads. " ' Maximum Shear: V= 2484 LB At support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Sreq= 39.3 IN3 Section Modulus: CHARLES D. GARLAND, ARCHITECT 74854 VELIE WAY, SUITE 5 .. PALM DESERT, CA 92260 DATE: PAGE: STRUCTURAL CALCULATIONS for: SFRfer M/M SAPARITO 'Pa9e: 2 Roof Beam( 97 Uniform Buildinq Code (91 NDS)1 Ver: 5.02 Bv: Charles D. Garland, G L S Group on: 04-06-2002: 10:38:08 AM Project: SAPARITO - Location: 61 S= 162.0. IN3 Area:. Areq= . 17:1 IN2 ' ' A= 81.0 IN2 Moment of Inertia: Ireq= 195.9 IN4 1= 1 972.0 IN4 0.02 IN 0.01 IN = U11371 0.03 IN= U3513 0.00 IN 0.00 IN = U2487( 0.01 . IN = U1646E 1718 LB 4521 ' LB 6238 LB 1.42 IN 2486 LB 6559 LB 9045. LB 2.06 IN 704 LB 1297 LB 2002 LB . 0.46 IN 1.5 8.75 FT 2.0 FT 8.75 FT 8.0 FT 2.0 FT 8.0 FT 1.15 4 :12 240 180 16.0 PSF 35.0. PSF 10.5 FT 2.0 FT 25 PLF 32 PLF 200 PLF 493 PLF 718 PLF 1276 LB 3704 ' LB . 1.75 FT 16.0 PSF 35.0 PSF 10.5 FT 2.0 FT 25 PLF 32 PLF CHARLES 8.6ARLAND, ARCHITECT ' 74854 VELIE WAY, SUITE 5 PALM DESERT, CA 92260 DATE: PAGE: STRUCTURAL CALCULATIONS for: HOW - M/M SAPARITO Multi -Span Roof Beam( 97 Uniform Building Code (91 NDS)1 Ver: 5.02 Bv: Charles D. Garland - G L S Group on: 0406-2002: 10:41:19 AM Project: SAPARITO - Location: B2 ' Summary: 6.75 IN x 15.0 IN x'16.75 FT (8.8 + 8) / 24F -V4 - Visually Graded Western Species - Dry Use Section Adequate By: 136.4% Controlling Factor: Area/ Depth,Required 8.14 In Left Span Deflections: ' Dead Load: DLD-Left= Live Load: LLD -Left= Total Load: TLD -Left= Center span Deflections: Dead Load: DLD-Center- ' Live Load: LLD-Center-- LD-Center=Total TotalLoad: TLD -Center - Left End Reactions (Support A): Live Load: LL-Rxn-A= ' Dead Load: DL-Rxn-A= Total Load: TL-Rxn-A= Bearing Length Required (Beam only, Support capacity not checked): BL -A= Center span Left End Reactions (Support B): Live Load: LL-Rxn-B= Dead Load: DL-Rxn-B= Total Load: TL-Rxn-B= Bearing Length Required (Beam only, Support capacity not checked): BL -B= Center span Right End Reactions (Support C): ' Live Load: LL-Rxn-C= Dead Load: DL-Rxn-C= Total Load: TL-Rxn-C= Bearing Length Required (Beam only, Support capacity not checked): BL -C= ' Dead Load Uplift F.S.: FS= Beam Data: Left Span Length: L1= Left Span Unbraced Lenqth-Top of Beam: Lul-Top= Left Span Unbraced Length -Bottom of Beam: Lu1-Bottom= ' Center span Length: L2= Center span Unbraced Length -Top of Beam: Lu2-Top= Center span Unbraced Length -Bottom of Beam: Lu2-Bottom= Live Load Duration Factor: Cd= ' Pitch Of Roof: RP= Live Load Deflect. Criteria: U Total Load Deflect. Criteria: U Left Span Loading: Uniform Load: ' Roof Live Load: RLL -1= Roof Dead Load: RDL-1= Roof Tributary Width Side One: Trib-1-1= Roof Tributary Width Side Two: Trib-2-1= ' Beam Self Weight: BSW= Wall Load: Wall -1= Total Live Load: wL-1= Total Dead Load (Adjusted for Roof Pitch): wD-1= ' Total Load: wT-1= Point Load Live Load: PL -1= Dead Load: PDA= Location (From left end of span): X-1= ' Center span Loading: Uniform Load: Roof Live Load: - RLL -2= Roof Dead Load:' RDL-2= Roof Tributary Width Side One: Trib-1-2=' Roof Tributary Width Side Two: Trib-2-2= Beam Self Weight: BSW= Wall Load: Wall -2= 0.02 IN 0.01 IN = U11371 0.03 IN= U3513 0.00 IN 0.00 IN = U2487( 0.01 . IN = U1646E 1718 LB 4521 ' LB 6238 LB 1.42 IN 2486 LB 6559 LB 9045. LB 2.06 IN 704 LB 1297 LB 2002 LB . 0.46 IN 1.5 8.75 FT 2.0 FT 8.75 FT 8.0 FT 2.0 FT 8.0 FT 1.15 4 :12 240 180 16.0 PSF 35.0. PSF 10.5 FT 2.0 FT 25 PLF 32 PLF 200 PLF 493 PLF 718 PLF 1276 LB 3704 ' LB . 1.75 FT 16.0 PSF 35.0 PSF 10.5 FT 2.0 FT 25 PLF 32 PLF CHARLES I GARLARD, ARCNITECT ' 74-854 VELIE WAY, SUITE 5 _ PALM DESERT CA 92260 � • DATE: PAGE: STRUCTURAL CALCULATIONS for: S F R fear - M/M SAPARITO Page: 2 Multi -Span Roof Beamf 97 Uniform Building Code 01 NDS)1 Ver: 5.02 By: Charles D. Garland , G L S Group on: 0406-2002: 10:41:19 AM ' Project: SAPARITO - Location: B2 Total Live Load: wL-2= 200 PLF Total Dead Load (Adjusted for Roof Pitch): wD-2= 493 PLF Total Load: wT-2= 718 PLF t Properties For: 24F -V4 Visually Graded Western Species Bending Stress: Fb= 2400 PSI Shear Stress: Fv= 190 PSI Modulus of Elasticity: Ex= 1800000 PSI Ey= 1600000 PSI Stress Perpendicular to Grain: Fc perp= 650 PSI Bending Stress of Comp. Face in Tension: Fb_cpr- 1200 PSI Adjusted Properties Fb' (Compression Face in Tension): ' Fb'= 1372 PSI Adjustment Factors: Cd=1.15 CI=0.99 Fv': FV= 219 PSI Adjustment Factors: Cd=1.15 Design Requirements: Controlling Moment: M= -8516 FT -LB ' Over Right Support of Span 1 (Left Span) Critical moment created by combining all dead loads and live loads on span(s) 1, 2 Maximum Shear: V= 6238 LB At left support of span 1 (Left.Span) ' Critical shear created by combining all dead loads and live loads on span(s) 1 Comparisons With Required Sections: Section Modulus: Sreq= 74.5 IN3 S= 253.1 IN3 ' Area: Areq= 42.9 IN2 A= 101.2 IN2 Moment of Inertia: Ireq= 97.3 IN4 1= 1898.4 IN4 CHARLES I GARLAND, ARCHITECT 74-854 VELIE WAY, SUITE 5 PALM DESERT, CA 92260 DATE: STRUCTURAL CALCULATIONS for: S F R fm MIM SAPARITO PAGE: Multi -Loaded Beam( 97 Uniform Building Code (91 NDS)1 Ver: 5.02 By: Charles D. Garland, G L S Group on: 0406-2002: 10:40:00 AM Proiect: SAPARITO - Location: B3 0.33 Summary: 6.75 IN x,15.0 IN x 21.0 FT / 24F -V4 - Visually Graded Western Species - Dry Use Factor: Moment of Inertia / Depth Required 10.23 In Section Adequate By: 215.4% Controlling IN Center Span Deflections: DLD-Center= Dead Load: LLD -Center= . Live Load: TLD -Center= Total Load: C= Camber Required: LB Center Span Left End Reactions, (Support A): LL-Rxn-A= Live Load: DL-Rxn-A= Dead Load: TL-Rxn-A= Total Load'. Bearing Length Required (Beam only, Support capacity not checked): BL -A= Center Span Right End Reactions (Support B): LL-Rxn-B= , Live Load: DL-Rxn-B= Dead Load: TL-Rxn-B= Total Load:g�_g= Bearing Length Required (Beam only, Support capacity not checked): Beam Data: L2= Center Span Length: Center. Span Unbraced Lenqth-Top of Beam: Lu2-Top= Center Span Unbraced Length -Bottom of Beam: Lu2-Bottom= Cd= Live Load Duration Factor: U Live Load Deflect. Criteria: U Total Load Deflect. Criteria: Center Span Loading: Uniform Load: wL_2= Live Load: wD-2= Dead Load: BSW= Beam Self Weight: wT-2= Total Load: Trapezoidal Load 1 TRL-Left-1-2= Left Live Load: TRD-Left-1-2= Left Dead Load: TRL-Riqht-1-2= Right Live Load: -TRD=Right-1-2=. Right Dead Load: A-1-2-- -1-2=Load LoadStart: B-1-2= Load End: C-1-2= Load Length: Trapezoidal Load 2 TRL-Left-2-2= Left Live Load: TRD-Left-2-2= Left Dead Load:_ ' TRL-Riqht-2-2= Right Live Load. TRD-Right-2-2= Right Dead Load:A-2-2= Load Start: B_2_2= Load End: C-2-2= Load Length-. Properties For: 24F -V4 Visually Graded Western Species Fb= Bending Stress: Fv= Shear Stress: Ex -- Modulus of Elasticity: Ey= -- F - Stress Perpendicular to Grain: Bending Stress of Comp. Face in Tension: Adjusted Properties Fb' (Tension): Adjustment Factors: Cd=1.00 CI=1.00 Cv=0.95 FV* Adiustment Factors: Cd=1.00 Design Requirements: • ' Controlling Moment: c perp- Fb_cpr-- 0.25 ' IN 0.08 IN = U3144 0.33 IN = U757 ' 0.38 IN 635 LB 1991 LB 2626 LB 0.60 IN 635 LB 1991 LB 2626 LB 0.60 IN 21:0 FT 2.0 FT 21.0 - FT 1.00 360 240 - 48 PLF 105 PLF - 25 PLF 178 PLF 5 PLF 32 PLF 20 PLF 88 PLF 0.0 FT 10.5 FT 10.5 FT 20 PLF ' 88 PLF 5 PLF 32 PLF 16.5 FT 21.0 FT 10.5 FT' 2400 PSI 190 PSI 1800000 " PSI 1600000 PSI 650 PSI 1200 PSI Fb'= 2283 PSI FV- 190 PSI M= 14440 FT -LB CHARLES D. GARLAND, ARCHITECT. ' 74854 VELIE WAY, SUITE 5 PALM DESERT CA 92260 DATE: PAGE: STRUCTURAL CALCULATIONS for: S f R IAF - M/M SAPARITO Page: 2 Multi -Loaded Beam( 97 Uniform Buildinq Code (91 NDS)1 Ver: 5.02 Bv: Charles D: Garland , G L S Group on: 0406-2002: 10:40:06 AM ' Project: SAPARITO - Location: B3 10.5 Ft from Left Support of Span 2 (Center Span) Critical moment created by combining all dead, loads and live loads on span(s) 2 Ma)dmu.m Shear: V= 2626 LB At left support of span 2 (Center Span) Critical shear.created by combining all dead loads and live loads on span(s) 2 Comparisons With Required Sections: Section Modulus: Sreq= 75.9 IN3 S= 253.1 IN3 Area: Areq= 20.8 IN2 A= 101.2 IN2 Moment of Inertia:. Ireq= 602.0 IN4 1= i 1 . .1898.4 IN4 0.57 Multi -Loaded Beam( 97 Uniform Building Code (91 NDS)1 Ver: 5.02 0.26 By: Charles D. Garland , G L S Group on: 0406-2002: 10:42:45 AM 0.83 Proiect: SAPARITO - Location: B4 0.85 ' Summary: LB 5296 6.75 IN x 15.0 IN x 19.25 FT / 24F -V4 - Visually Graded Western Species - Dry Use LB Section Adequate By: 9.4% Controlling Factor: Section Modulus / Depth Required 14.34 In IN Center Span Deflections: . ' Dead Load: DLD-Center- Live Load: LLD -Center - Total Load: TLD -Center - Camber Required: C= Center Span Left End Reactions (Support A): ' Live Load: LL-Rxn-A= Dead Load: DL-Rxn-A= Total Load: TL-Rxn-A= Bearing Length Required (Beam only, Support capacity not checked): BL -A= ' Center Span Right End Reactions (Support B): Live Load: LL-Rxn-B= Dead Load: DL-Rxn-B= Total Load: TL-Rxn-B= Bearing Length Required (Beam only, Support capacity not checked): BL -B= ' Beam Data: Center Span Length: L2= Center Span Unbraced Lenqth-Top of Beam: Lu2-Top= Center Span Unbraced Length -Bottom of Beam: Lu2-Bottom= ' Live Load Duration Factor: Cd= Live Load Deflect. Criteria: U Total Load Deflect. Criteria:. U Center Span Loading: Uniform Load: t Live Load: wL-2= Dead Load: wD-2= Beam Self Weight: BSW= Total Load: wT-2= ' Point Load 1 Live Load: PL1-2= Dead Load:. PD1 -2= Location (From left end of span): X1-2= ' Trapezoidal Load 1 Left Live Load: TRL-Left-1-2= Left Dead Load: TRD-Left-1=2= Right Live Load: TRL-Right-1-2= Right Dead Load: TRD-Right-1-2= ' Load Start: A-1-2= Load End: B-1-2= Load Length:. C-1-2= Properties For: 24F -V4- Visually Graded Western Species ' Bending Stress: Fb= Shear Stress: Fv= Modulus of Elasticity: Ex= Ey= Stress Perpendicular to Grain: Fc perp= Bending Stress of Comp. Face in Tension: Fb_cpr= Adjusted Properties Fb' (Tension): Fb'= Adjustment Factors: Cd=1.00 CI=1.00 Cv=0.96 ' Fv':. FV= Adiustment Factors: Cd=1.00 Design Requirements: Controlling Moment: M= ' 11.165 Ft from Left Support of Span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s) 2 Maximum Shear: V= At left support of span 2 (Center Span) 0.57 IN 0.26 IN = U882 0.83 IN = U279 0.85 IN 2705 LB 5296 LB 8000 LB _ 1.82 IN 1971 LB 4574 LB 6545 LB 1.49 IN 19.25 FT 2.0 FT 19.25 FT 1.00 360 240 32 70 25 127 PLF PLF PLF PLF 1276. LB 3704 LB 12.0 FT 232 PLF 362 PLF 232 PLF 362 PLF 0.0 FT 12.0 FT 12.0 FT 2400 PSI 190 PSI 1800000 PSI 1600000 PSI 650 PSI 1200 PSI 2303 PSI 190 PSI 44411 FT -LB 8000 LB Paqe: 2 Multi-Loaded Beam( 97 Uniform Buildinq Code (91 NDS)1 Ver: 5.02 Bv: Charles D. Garland. G L S Group on: 0406-2002: 10:42:45 AM Project: SAPARITO - Location: B4 Critical shear created by combining all dead loads and live loads on span(s) 2 Comparisons With Required Sections: ' Section Modulus: Sreq= 231.4 IN3 S= 253.1 IN3 Area: Areq= 63.2 IN2 A= 101.2 IN2 Moment of Inertia: Ireq= 1634.6 IN4 ' 1= 1898.4 IN4 N CHARLES D. GARLAND, ARCHITECT 74-854 VELIEWAY, SUITE -5 7. PALM DESERT, CA 92260 DATE: PAGE: STRUCTURAL CALCULATIONS for: S F R for MIM SAPARITO Multi Loaded Beam[ 97 Uniform Building Code (91 NDS) I Ver: 5.02 By: Charles D. Garland , G L S Group on: 0406-2002: 10:44:29 AM Proiect: SAPARITO - Location: B5 ' Summary: 6.75 IN x 15.0 IN x 20.25 FT' / 24F -V4 - Visually Graded Western Species.- Dry Use Section Adequate By: 45.8% Controlling Factor: Section Modulus / Depth Required 13.15 In Center Span Deflections: ' Dead Load: DLD-Center= 0.47 IN Live Load: LLD -Center= 0.21 IN = U1132 Total Load: TLD -Center- 0.68 IN = U356 Camber Required: C= 0.70 IN Center Span Left End Reactions (Support A): ' Live Load: LL-Rxn-A= 1644 LB Dead Load: DL-Rxn-A= 3711 LB Total Load: TL-Rxn-A= 5355 LB Bearing Length Required (Beam only, Support capacity not checked): BL -A= 1.22 IN ' Center Span Right End Reactions (Support B): Live Load: LL-Rxn-B= 1572 LB Dead Load:. DL-Rxn-B= 3448 LB Total Load: TL-Rxn-B= 5020 LB Bearing Length Required (Beam only, Support capacity not checked): BL -B= 1.14 IN ' Beam Data: Center Span Length: L2= 20.25 FT Center Span Unbraced Lenqth-Top of Beam: Lug -Top= 2.0 FT ., Center Span Unbraced Length -Bottom of Beam: Lu2-Bottom= 20.25 FT Live Load Duration Factor: Cd= 1.00 Live Load Deflect: Criteria: U 360 Total Load Deflect. Criteria: U 240 Center Span Loading: Uniform Load: . ' Live Load: wL-2= 32 PLF Dead Load: wD-2= 70 PLF Beam Self Weight:. BSW= 25 PLF. Total Load: wT-2= .127 PLF ' Point Load 1. Live.Load: PL1-2= 1320 LB Dead,Load: PD1 -2= 2513' LB ' Location (From left end of span): Trapezoidal Load 1 X1-2= 13.0 FT Left Live Load: TRL-Left-1-2= 96 PLF Left Dead Load: TRD-Left-1-2= 210 PLF Right Live Load: TRL-Riqht-1-2= 96 PLF Right Dead Load: TRD-Right-1-2= 210 PLF ' Load Start: A-1-2= 0.0 FT Load End: B-1-2= 13.0 FT Load Length: C-1-2= 13.0 FT Properties For: 24F -V4- Visually Graded Western Species ' Bending Stress: Fb= 2400 PSI Shear Stress: Fv= 190 PSI Modulus of Elasticity: Ex= 1800000 PSI Ey= 1600000 PSI Stress Perpendicular to Grain: Fc perp= 650 PSI Bending Stress of Comp. Face in Tension: Fb_cpr= 1200 PSI Adjusted Properties Fb' (Tension): Fb'= 2292 PSI Adjustment Factors: Cd=1.00 CI=1.00 Cv=0.95 ' Fel: Fv'= 190 PSI Adiustment Factors: Cdz1.00 Design Requirements: Controlling Moment: M= 33147 FT -LB ' 12.352 Ft from Left Support of Span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s) 2 Maximum Shear: V= 5355 LB At left support of span 2 (Center Span) }+ia ' .t - � 5 ✓ 3 � c )4, I • F. �F J` ,� n JR5' rf � d . F •�isr {� S .X � ) y't• .sy5 t '(L f f, �, � ppx RCHITECT �1���.: h ,, .IF. M/M SAPARM Pane: 2 Multi -Loaded Beam( 97 Uniform Buildinq Code (91 NDS)1 Ver: 5.02 ' BV: Charles D. Garland , G L S Group on: 0406-2002: 10:44:29 AM Project: SAPARITO - Location: B5 Critical shear created by combining all dead loads and live loads on span(s) 2 Comparisons With Required Sections: ' Section Modulus: Sreq= S= Area: Areq= A= ' Moment of Inertia: Ireq= 1= 173.6 IN3 253.1 IN3 42.3 IN2 101.2 IN2 1279.7 IN4 1898.4 IN4 . yt ^•v.yttyR7A.•� :+R'�•i.t�VFlrxt6lae� PWLES 1, G1 PALM DESERT, 'STRUCTURAL CAI f,;�U11C�,,� i.^� My `. .,Y a` Y ,�• -_..r� x+Ks;r �4 92260 > DATE: , z. PAGE By. Charles D. Garland, Principle/Owner , Charles D. Garland,' Architect on: 05-02-2002:7:59:21 PM Y -` Proiect: SAPARITO - Location: B6 - ". 4 Summary a a .- '•S•,".�' __ s. .. � yr ULATIONS for S F A ht: Center Span Deflections: M/M UpAi1T0 Dead Load: DLD-Center- 0.05 IN Live Load: LLD -Center 0.03 IN = U4381 J '• Total Load:. TLD -Center 0.08 IN = U1696 . Camber Required:, C= 0.08 IN Center Span Left End Reactions (Support A): MuttimLoaded Beam( 97 Uniform Buildinq Code (91 NDS)1 Ver. 5.02 { By. Charles D. Garland, Principle/Owner , Charles D. Garland,' Architect on: 05-02-2002:7:59:21 PM -` Proiect: SAPARITO - Location: B6 - ". 4 Summary 6.75 IN x 15.0 IN x 12.0 FT / 24F-V4Graded Western Species - Dry Use ! -.Vsually .. Section Adequate By. 196.0% Controlling Factor: Area / Depth Required 7.82 In Center Span Deflections: Dead Load: DLD-Center- 0.05 IN Live Load: LLD -Center 0.03 IN = U4381 J '• Total Load:. TLD -Center 0.08 IN = U1696 . Camber Required:, C= 0.08 IN Center Span Left End Reactions (Support A): Live Load:. , LL=Rxn-A= 1641 LB Dead Load: DL-Rxm-A= 2691 LB Total Load: - TL-Rxn-A= 4333 LB r= Bearing Lenqth Required (Beam onto, Support capacity not checked): BL -A= . 0.99 IN ; Center Span Riqht End Reactions (Support B): - Live Load: LL-Rxn-6= 987 LB Dead Load: DL-Rxn-B= 1334 LB Total Load: TL-Rxn-B= 2321 LB Bearing Length Required (Beam only, Support capacity not checked): BL -B= 0.53 IN Beam Data: Center Span LeAgth: 4 L2= 12.0 FT Center Span Unbraced Length -Top of Beam: Lu2-Top= 2.0 FT Center Span Unbraced Length -Bottom of Beam: Lu2-Bottom= 12.0 FT Live Load Duration Factor: Cd= 1.00 ^ Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 240 . Center Span Loading: Uniform Load: Live Load: wL-2= 100 PLF Dead Load: wD-2= 64 PLF Beam Self Weight: BSW= 25 PLF Total Load: wT-2= 189 PLF Point Load 1 ' Live Load: PL1-2= 1428 LB Dead Load: PD1 -2= 2962 _ LB. Location (From left end of span): Xi -2= 3.25 FT Properties For: 24F -V4- Visually Graded Western Species Bendinq Stress: Fb= 2400 PSI Shear. Stress: • _ - Fv-- 190 PSI Modulus of Elasticity. Ex= . •1800000 PSI Ev- 1600000 PSI Stress Perpendicular to Grain: Fc perp= 650 PSI Bending Stress of Comp. Face in Tension: Fb_cpr- 1200 PSI Adjusted Properties Fb' (Tension): Fb'= 2396 PSI Adjustment Factors: Cd=1.00 CI=1.00 FV: FV= 190 PSI. Adiustment Factors: Cd=1.00 Design Requirements: Controllinq Moment: M= 13048 FT -LB 3.24 Ft from Left Support of Span 2 (Center Span) Critical moment created by combining all dead loads and five loads on span(s) 2 Mabmum Shear: V= 4333 LB At left support of span 2 (Center Span) Critical shear created by combining all dead loads and live loads on span(s) 2 Comparisons With Required Sections: Section Modulus: ' Sreq= 65.4 IN3 ' S= 253.1 IN3 Area: Areq= 34.3 IN2 A= 101.2 IN2 Moment of Inertia: Ireq= 268.7 IN4 ' 1= 1898.4 IN4 } '• ^4- -. rt �c:Q�'i�:r.3:i§�ecFls.n.a 3#l'�lG.�=f�+`�ik'Kc tiati�-`Jr:#'1�y '.eW.LHicyLi,;M1.tAF�+nQ[R�..+fi�µ-.sLyyc�?Y'�.tgd + t 5.. R v •� c '+ y. s a � * r . ��,,'�,.i` �{e-ui''k� r�M1 7,..'�� #T dx�+���ti}.ti'. '_.. syr+ iy.{ �y�c4?��y :+lr.[+�an.•YaiM'•. },.�1 Y. y{.�- x„�"' �d,b L`Xi�� �{��_K'Y xC ��ti x,. ��1' a' � " 't x -+".r.�.. . .j. �crr „�LyJc4"�'�'pyo'+{.'rNWvww+�cr,•"n"`e`-.Yrt'S`�ia,.,,a',� t'''•,'t'� l�s- �� X­. `a. { ,., r'' .t ;, '4 - `�.?.x k� ?``-. �•'#• 74-854 VELIE WAY, SURE 5 .;,+'� y''.ts s.x „ ' PALM DESERT; CA 92260 s • - _DATE + •PAGE. ,�� �L Z""i% ��]w�f •#NFa�]u-dpi �S•�. � :TKv'�eT M'ti �..l. w{.J }.. -'S• :,` � x ♦ t ] S�'� . .. .. -�.,y- < .F ]i- x s � f y`t• f •i. r. t r K.. .•,-- yP ts� �.,.CT7 r �, z S;�i � Dead Load: FSTRUCTURAL CALCULATIONS for.- -.Sf ehr ''~ '�' �; s �"t• 17 Roof Beamf 97 Uniform Building C6de'(91 NDS)+l Ver: 5.02 Summary. 6.75 IN x 15.0 IN x 12.0 FT / 24F -V4 = Visually Graded Westem Species - Dry Use Section Adequate By: 236.0% Controlling Factor: Area/ Depth Required 7.5 In ` ' Deflections' •. ." :. Dead Load: DLD= 0.07 IN V. Live' Load: {. LLD= 0.03 , IN = U4432 Total Load: TLD= 0.10 IN= U1442 . Reactions (Each End): Live Load: ` LL-Rxn= 1.428 LB ' ' Dead Load: DL-Rxn= 2962 " LB Total Load:TL-Rxn=, 4390 LB Bearing Length Required (Beam only, Support capacity not checked):. BL= 1.00 IN Camber Regd.:. C= , 0.10 IN Beam Data: ' Span: L= 12.0 FT Maximum Unbraced Span: Lu= ` 2.0 FT ' Pitch Of Roof: RP= 4 :12 Live Load Deflect. Criteria: U 240 Total Load Deflect. Criteria: L1 180 ' Camber Adjustment Factor: CAF= 1.5 X DLD ; Non -Snow Live Load: + Roof Loaded Area: RLA= 204.0 SF " ' Live Load Method: Method = One Roof Loading: ' Roof Live Load -Side One: LL1= 14.0 PSF . Roof Dead Load -Side One: DLI=... 25.0 PSF Tributary Width=Side One: TW 1= 15.0 FT ' Roof Live Load -Side Two: LL2= 14.0 PSF Roof Dead Load -Side Two: DL2= 35.0 PSF ' Tributary Width -Side Two: ] TW2= 2.0. FT Roof Duration Factor: Cd= • 1.15 Beam Self Weight: BSW= 25 PLF Slope/Pitch Adiusted Lengths and Loads: L Adiusted Beam Length: . Ladl= 12.0 FT ' ' Beam Unfform Live Load: WL= 238 PLF Beam Uniform Dead Load: wD adi= _WT= 494 PLF Total Uniform Load: 732 PLF - Properties For: 24F -V4- Visually Graded Western Species Bending Stress: , Fb= 2400 PSI ' Shear Stress: Fv= 190 • PSI Modulus of Elasticity: Ex= 1800000 PSI Er- 1600000 PSI Stress Perpendicular to Grain: Fc perp= 650 PSI' Bending Stress of Comp. Face in Tension: Fb_cpr- 1200 PSI ' Adjusted Properties Fb' (Tension): Fb'= 2754 PSI Adjustment Factors: Cd=1.15 CI=1.00 FV: FJ= - 219. PSI ' Adiustment Factors: Cd=1;15 ' Design Requirements:` Controlling Moment: M= 13170 FT -LB. * 6.0 ft from left support Critical moment created by combining all dead and live loads. Maximum Shear: t V= 4390 LB At support. " ' Critical shear created by combining all dead and five loads. Comparisons With Required Sections: Section Modulus: Sreq= 57.4 IN3 S= 253.1 IN3 Area: Areq= 30.2 IN2 ' A= 101.2 IN2 Moment of Inertia: lre4= 237.1 IN4 1= 1898.4 IN4 _ ;-,.' t: 3 try �?- _::^� ��....x+��..wara•.»- ...... .,w+...aeRac+.. .+,+.+-.i,...-«,e�•...._..y.r uvT.�.,+� x x.:, c.. �, 5�" -rxt'• t ) � {rj"`p6 4� N ••��.,.3t 4e. f, 1a •r'S"' ,' . - r - t Rr' �:S s --!••;sc+nsta�!:i�•er.,sw•o!x!w»�+a�'aywaw+wsepeeerx�+xWx»- .x, i 4x' g� ,zi, 6 s :+ '' t twin slaeImit �wcNrr x .. ir.^ •+,..' `'wsJxt2`N :WVtiF'+Nss :.; •:J:s.�.•".[ ev^.+#k:- l w v ',.♦ 4• i x, +x 1 ,�,7 x x`!4!�,• i ' :+ ,.ra r t.r r •. .� .:,•i�r '°f'_ "`d"aEa 'j': T.�r tP ^ '?'*rt r}g„1 rw t` r ` 74-854 VELIE WAYS -SUITE 5 . F PALM DESERT, CA 92260 x �5 'PAGE: DATE: .i '_i ' _ •^. !'fib )- �, "• Y fz STRUCTURAL CALCULATIONS for: ,•S F S ilh: ti �. MIM UFM17® r. , Mufti -Span Roof Beamf 97 Uniform Building Code (91 NDS)1 Ver 5.02 ` By: Charles D. Garland, Principle/Owner, , Charles D. Garland, Architect on: 05-02-2002:'8:08:14 PM' ' Project SAPARITO'- Location: BS ' Summary'. 6.75 IN x 15.0 IN x 18.5 FT (2.8 + 13 + 2.8) / 24F -V4 -Visually Graded Western Species - Dry Use ' Section Adequate By: 585.7% Controlling Factor: Area/ Depth Required 5.67, In Left Spar Deflections: ' Dead Load: ' DLD-Left=OAO IN Live Load: j LLD -Left= . 0.00 IN = U113262, ' Total Load: '. TLD -Left= .0.00 ~ •,` -•' IN = L/35692 ; Center Span Deflections: 'Dead Load: t DLD Center- 0.01 IN ' Live Load: - LLD -Center- 0.01 •;. IN= U28934 Total Load: • TLD -Center- '0.02' , IN = U8536 ' Right Span Deflections: ' Dead Load:' DLD-Right= 0.00 IN . f Live Load: " ' LLD -Right= 0.00.. IN = U113262 ` Total Load: = . • ' TLD -Right= 0.00 • ". IN = L/35692 Left End Reactions (Support A): r , ' Live Load: LL-Rxn-A= '• • 128 LB Dead Load: DL-Rxn-•A= -740 LB Total Load: TL-Rxn-A= -612 LB Note:Deslgn For Uplift Loads Rxn-A-min= -1171 LB Bearing Length Required (Beam only, Support capacity not checked): BL -A= 414 IN Center Span Left End Reactions (Support B): ' Live Load: LL-Rxn-B= 1196 'LB Dead Load: DL-Rxn-B= 2911 LB Total Load:' TL-Rxn-B= 4106 LB Bearing Length Required (Beam only, Support capacity not checked): BL -B= 0.94 IN ' Center Span Right End Reactions (Support C): r Live Load: LL-Rxn-C= 1196 LB Dead Load:. DL-Rxn-C= 2911 LB Total Load: TL-Rxn-C= 4106 LB Bearing Length Required (Beam only, Support capacity not checked): BL -C= 0.94 IN Right End Reactions (Support D): ' Live Load: LL-Rxn-D= 128 LB Dead Load: DL-Rxn-D= -740 LB Total Load: TL-Rxn-D= -612 LB• ' Note:Deslgn For Uplift Loads Rxn-D-min= -1171 LB Bearing Length Required (Beam only, Support capacity not checked): BL -D=' -0.14 IN ' Dead Load Uplift F.S.: FS= 1.5 Beam Data: , Left Span Length: L1= 2.75 FT - Left Span Unbraced Length -Top of Beam: Lul-Top= 2.0 FT Left Span Unbraced Length -Bottom of Beam: Lul-Bottom= 2.75 FT ' Center Span Length: L2= 13.0 FT Center Span Unbraced Lenqth-Top of Beam: Lu2-Top= 2.0 FT Center Span Unbraced Length -Bottom of Beam: Lu2-Bottom= 13.0 FT Right Span Length: L3= 2.75 FT Right Span Unbraced Length -Top of Beam: Lu3-Top= • 2.0 • FT ' Right Span Unbraced Length -Bottom of Beam: Lu3-Bottom=_ 2.75 FT Live Load Duration Factor: Cd= 1.15 Pitch Of Roof: RP= 0 :121 Live Load Deflect. Criteria: U 240 Total Load Deflect. Criteria: U 180 ' Left Span Loading: Uniform Load: Roof Live Load: RLL -1= 16.0 PSF Roof Dead Load: RDL-1= 35.0 PSF Roof Tributary Width Side One: • • Trib-1-1= 3.0 FT Roof Tributary Width Side Two: Trib-2-1= 3.0 FT. Beam Self Weight: BSVV= 25 PLF Wall Load: • Wall -1= 0 PLF Total Live Load: wL-1= 96 PLF Total Dead Load (Adjusted for Roof Pitch): wD-1= 210 PLF ' Total Load: wT-1= 331 PLF Center Span Loading: Uniform Load: Roof Live Load: ", RLL -2= 16.0 PSF Roof Dead Load: RDL-2= 35.0 PSF ' Roof Tributary Width Side One: Trib-1-2= 3.0 FT Roof Tributary Width Side Two: Trib-2-2= 3.0 FT 1. 0 STRUCTURAL CALCULATIONS for: S F B fmr: WN SAPARITO Page: 2 36.2 Mufti -Span Roof Beam( 97 Uniform Buitdinq Code (91 NDS)1 Ver: 5.02 By. Charles D. Garland, Principle/Owner, , Charles D. Garland, Architect on: 05-02-2002: Project: SAPARITO - Location: B8 IN3 Beam Self Weight: BSW= Wall Load: Wall -2= Total Live Load:. wL-2= Total Dead Load (Adjusted for Roof Pitch): YD -2= Total Load: wT-2= Riqht Span Loading: IN4 Uniform Load: Roof Live Load: RLL-3-- LL-3=Roof RoofDead Load: RDL-3= Roof Tributary Width Side One: Trib-1-3= Roof Tributary Width Side Two: Trib-2-3= Beam Self Weight: BSW= Wall Load: Wall-3-- all-3=Total TotalLive Load: wL-3= Total Dead Load (Adjusted for Roof Pitch): wD-3= Total Load: WT-3-- T-3=Properties PropertiesFor. 24F -V4- Visually Graded Western Species Bendinq Stress: Fb= Shear Stress: Fv-- Modulus of Elasticity: Ex= Stress Perpendicular to Grain: Bendinq Stress of Comp. Face in Tension: Adjusted Properties Fb' (Compression Face in Tension) - Adjustment Factors: Cd=1.15 Cl --0.99 Cv=1.00 FV: Adiustment Factors: Cd=1.15 Design Requirements: Controllinq Moment: Over left support of span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s) 1, 2 Ma>amum Shear: At left support of span 2 (Center Span) Critical shear created by combining all dead loads and live loads on span(s) 1, 2 Comparisons With Required Sections: Section Modulus: Area: Moment of Inertia: Ev-- Fc perp= Fb_cpr- Fb'= Fd= M= V= 8:08:15 PM 25 PLF 0 PLF 96 PLF 210 PLF 331 PLF 16.0 PSF 35.0 PSF 3.0 FT 3.0 FT 25 PLF 0 PLF 96 PLF 210 PLF 331 PLF 2400 PSI 190 PSI 1800000 PSI 1600000 PSI 650 PSI 1200 PSI 1369 PSI 219 PSI -4127 FT -LB 2151 LB Sreq= 36.2 IN3. S= 253.1 IN3 Area= 14.8 IN2 A= 101.2 IN2 Ireq= 40.1 IN4 1= 1898.4 IN4 ,.,.•.,'a ,y!--�.�--tsw .;`:_ +t -1it `.. �;, ,--�•3•'t'.'.`.+F^'IIs,: ;^!::-- .4°S• -';,;w'.:+ t"'i'tr.'+'! �-y.ytrm,+,,.� - � i. `b: :. 'r,•y "F ..R.;'vµC R` 4^,'ti:, zJ+. -r- 7 7 -3'-?x'r.4•;. c ton -',i. . �l��,y,;n.w,:�1�}�. s+J.�. 3� xJ , tv l�4 w tom' a 7 '•'� 't �•..y,;F%ii'. ���'a4 =L �iS.� ��,rY l �,r�j. '.r*' 'A..� .;y 4 r r" �'' �r,�?,.x�. � !k. �.:r.:.�',.>�i'#weL,x'w� a'"�" ,�•�i�•,.�.X+a?�:,✓ �s «:.. - P'. +{sy -�, +r,� - •'oy phi � � Err �tY � , �1 3�+ ��, ,�. C.;;P� r.'g JR ;. �r31*� .��1�y'"i�f,� `�' F �� ?c -1 •:-��+?:i.:.''�"L'f,'metro's�na►.7�,,.-+?�xtur'4xt3'?'-'�rX''�.'�.�4:•dr�Y*'?,} � 'a�'-�` k.��lm� vn�a t 'ic .t-'1�3C�: Charles D: '.�"' rF$� . n.``t'�i�•r.4�' ��t•'#•4 { - T. ' S�'f f ,. i r' �a £ •s, .r! LNS,,. t •.' T 1 •rs�''"'%Yt' 748 Veliey,vay, Palm Desert;'CA'92260`'DATE.2." PAGE "v .•4� ;yam ri :Y ,;err. :t, � .�.` + -'i. " t ,:t 'r•'_px r A SFR for: Structural Calculations' For' '' Mi�M1-sAPA1t1 ' - Roof Beamr 97 Uniform Building Code (91 NDS)1 Ver. 5.02... By: Charles D. Garland, Pnnciple/Owner, , Charles D. Garland, Architect on: 05-02-2002: 8:32:29 PM'r Project SAPARITO - Location: B9 Summary: ' 5.5 IN x 7.5 IN x 9.0 FT `/ #1 - Douglas Fir -Lerch - Dry Use . Section Adequate By. 163.7% Controlling Factor: Section Modulus / Depth Required 4.62 In Deflections:' , Dead Load:. DLD= 0.07 IN + Live Load: - LLD= 0.04 IN = L/2830 Total Load: TLD= 0.11 IN -'L/1021 Reactions (Each End): Live Load:LL-Rxn= ; 360 LB, Dead Load: DL-Rxn= 638 'LB Total Load: TL Rxn= 998 LB ' ' Bearing Length Required (Beam only, Support capacity not checked): BL= 0.29 IN Beam Data: . r Span: " Maximum Unbraced Span: Lu= 2.0 FT 'Pitch Of Roof: RP= 4 - :12 ' Lire Load Deflect. Criteria: U . 240 Total Load Deflect. Criteria: U .180 Non -Snow LW Load: L Y Roof Loaded Area: RLA= 45.0 SF Live Load Method: Method = One Roof Loading: ' Roof Live Load -Side One: LL1= 16.0 PSF Roof Dead Load -Side One: DLI= 125.0 PSF Tributary Width -Side One: TW 1= 4.0 FT " ' Roof Live Load -Side Two: U2=' 16.0 PSF Roof Dead Load -Side Two: - DL2= ;: -25.0 PSF Tributary Width -Side Two:. <; TW2= 1.0 FT ' Roof Duration Factor:. Cd= 1.15 Beam Seff Weight: BSW= 10 PLF. Slope/Pitch Adjusted Lengths and Loads: Adjusted Beam Length: Ladj= 9.0 FT ' Beam Uniform Live Load: wL= 80 PLF Beam Uniform Dead Load: wD_adj= 142 PLF Total Uniform Load: WT= 222 PLF Properties For: #1- Douglas Fir -Larch Bending Stress: Fb=,., "1200 PSI ' Shear Stress: - Fv= " 85- PSI Modulus of Elasticity: _' E= 1600000 PSI Stress Perpendicular to Grain: Fc�erp= i • 625' PSI ' Adjusted Properties . Fb' (Tension): Fb'= 1378', PSI - ' Adjustment Factors: Cd=1.15 CI=1.00 6=1.00 FV: Fv= 98 PSI Adjustment Factors: Cd=1.15 Design Requirements: Controlling Moment: M=' 2246 FT -LB ' 4.5 ft from left support Critical moment created by combining all dead and live loads. „ Maximum Shear: V= 998 LB At support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: ,• Section Modulus: Sreq= 19.6 IN3 ' S= 51.5 IN3 . Area: Areq= 15.4 IN2 A= 41.2 IN2 ' Moment of Inertia: Ireq= 34.1 IN4 „ ^ 1= 193.3 IN4 A a c D: Garland I'S `G9r1and;TArch1te_ct­'-­, Critical moment created by combining all dead loads and live loads on span(s) 2 Ma)dmum Shear. V= 7859 LB At Right Support of Span 2 (Center Span) - `Dkit, .4/2/02 Critical shear created by combining all dead loads and live loads on span(s) 2 Palm pDesert, CA; Comparisons With Required Sections: Section Modulus: Sreq= �92260 IN3 • S= 276.7 IN3 Area: 'A SFR for 62.1 IN2 A= tructural Calculations For: HIN 84PARITO Moment of Inertia: Ireq= 146.1 IN4 I= 2490.7 IN4 Mufti -Loaded Beamr 97 Uniform Building Code (91 NDS) I Ver: 5.02 By Charles D. Garland, Principle/Owner, Charles D. Garland, Architect on: 05-02-2002: 8:40:19 PM Proiect: SAPARITO --Location: B10 Summary: - �' 4 �; - . I .. . -, . I . i .5.125 IN x 18.0 IN x 7.5 FT / 24F -V4 - Visually Graded Western Species - Dry Use Section Adequate By: 48.7% Controlling Factor: Area/ Depth Required 12.11,ln Center Span Deflections: Dead Load. DLD-Center-- 0.01 IN Live Load: LLD -Center --0.01 IN U10647 Total Load: TLD -Center= 0.02 IN U4093 Camber Required: C= 0.02 IN Center Span Left End Reactions (Support A): Live Load: LL-Rxn-A= 1794 LB Dead Load: DL-Rxn-A= 2935 LB Total Load: TL-Rxn-A= 4729 LB Bearing Length Required (Beam only, Support capacity not checked): BL -A= 1.42 IN rt 13 Center Span Right End Reactions (Support Live Load: LL-Rxn-B=l 2838 LB Dead Load: Total Load: DL-Rxn-B= 5020 LB 'Bearing Length Required (Beam only, Support capacity not checked): TL-Rxn-B= BL -B-- 7859 2.36 LB IN Beam Data: Center Span Length: L2= -7.5 FT Center Span Unbraced Length -Top of Beam: Lu2-Top= 2.0 FT Center Span Unbraced Length -Bottom of Beam: Lu2-Bottom= 7.5 FT Live Load Duration Factor: Cd= 1,00 Live Load Deflect. Criteria: IJ 360 Total Load Deflect. Criteria: u 240 Center Span Loading: Uniform Load: Live Load:. wL-2= 120 PLF Dead Load: wD-2= .188 PLF Beam Self Weight: BSW= 122. PLF Total Load: wT-2= 330 PLF Point Load I - I Live Load: PLI-2=• 1475 LB Dead Load: PDI -2= 2848 LB Location (From left end of Span): X1-2= 6.88 FT Trapezoidal.Load 1 Left Live Load: TRL-Left-1-2=328 PLF Left Dead Load: TRD-Left-1-2= 513 PLF Right Live Load: TRL-Right-1-2= 328 PLF Right Dead Load: TRD-Right 1-2= - 513 PLF Load Start: A1-2= 0.0. FT Load End: B-1-2= 6.88 FT Load Length: C-1-2= 6.88 FT Properties For: 24F -V4- Visually Graded Western Species Bending Stress: Fb-- 2400 PSI Shear Stress: Fv-- 190 PSI Modulus of Elasticity: Er-. 1800000, PSI 'Perpendicular Ey-- -1600000 PSI Stress to Grain: Fc perp= 650 PSI Bending Stress of Comp. Face in Tension: Fb-cpr-- 1200 PSI Adjusted Properties Fb' (Tension): Fb'= 2390 PSI Adjustment Factors: Cd=1.00 CI=1.00 FV: FY= 190 PSI Adiustment Factors: Cd=1.00 Design Requirements: Controlling Moment: M= 9544 FT -LB 4.05 Ft from Left Support of Span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s) 2 Ma)dmum Shear. V= 7859 LB At Right Support of Span 2 (Center Span) - Critical shear created by combining all dead loads and live loads on span(s) 2 Comparisons With Required Sections: Section Modulus: Sreq= 48.0 IN3 • S= 276.7 IN3 Area: Areq= 62.1 IN2 A= 92.2 IN2 Moment of Inertia: Ireq= 146.1 IN4 I= 2490.7 IN4 Roof Beamr 97 Uniform Buildinq Code (91 NDS)1 Ver: 5.02 By: Charles D. Garland, Principle/Owher, , Charles D. Garland, Architect on: 05-02-2002: 8:42:37 PI Proiect: SAPARITO - Location: H1 IN = L/2729 Summary: IN = U698 5.125 IN x 12.0 IN x 12.5 FT / 16F -V1 -Visually Graded Western Species - Dry Use LB Section Adequate By: 152.2% Controlling Factor: Section Modulus / Depth Required 7.64 In LB Deflections: LB . Dead Load: DLD= Live Load: LLD= Total Load: TLD= Reactions (Each End): Live Load: LL-Rxn= Dead Load: DL-Rxn= Total Load: TL-Rxn= Bearinq Lenqth Required (Beam only, Support capacity not checked): BL= Camber Reqd.: C= Beam Data: Span: L= Maximum Unbraced Span: Lu= Pitch Of Roof: RP= Live Load Deflect. Criteria: L/ Total Load Deflect. Criteria: L/ Camber Adjustment Factor: CAF= Non -Snow Live Load: Roof Loaded Area: RLA= Live Load Method: Method = Roof Loadinq: Roof Live Load -Side One: LL1= Roof Dead Load -Side One: DL1= Tributary Width -Side One: TW1= Roof Live Load -Side Two: LL2= Roof Dead Load -Side Two: DL2= Tributary Width -Side Two: TW2= Roof Duration Factor: Cd= Wall Load: WALL= Beam Self Weiqht: BSW= Slope/Pitch Adiusted Lenqths and Loads: Adiusted Beam Lenqth: Ladi= Beam Uniform Live Load: wL= Beam Uniform Dead Load: wp_adi= Total Uniform Load: wT= Properties For: 16F -V1- Visually Graded Western Species 0.16 IN 0.05 IN = L/2729 0.21 IN = U698 600 LB 1745 LB 2345 LB . 0.82 IN 0.24 _ IN 12.5 FT 12.5 '- FT 4 :'12 240 180 1.5 X DLD 75.0 SF One 16.0 PSF 35.0 PSF 4.0 FT 16.0 PSF 25.0 PSF 2.0 FT 1.15 64 PLF 15 PLF 12.5 FT 96 PLF 279 PLF 375 PLF Bending Stress: Fb= 1600 Shear Stress: Fv= 140 Modulus of Elasticity: Ex= 1300000 Stress Perpendicular to Grain: Bendinq Stress of Comp. Face in Tension: Adjusted Properties Fb' (Tension): Adjustment Factors: Cd=1.15 CI=0.98 FV: Adjustment Factors: Cd=1.15 Design Requirements: Controllinq Moment: 6.25 ft from left support Critical moment created by combining all dead and live loads. Mapmum Shear: At support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus: Area: Moment of Inertia: Er - Fc perp= Fb_cpr- Fb'= FV= M= V= 1100000 560 800 PSI PSI PSI PSI PSI PSI 1803 PSI 161 PSI 7329 FT -LB 2345 LB Sreo= 48.8 IN3 S= 123.0 IN3 Areq= 21.9 IN2 A= 61.5 IN2 Ireq= 190.3 IN4 1= 738.0 IN4 '�%46 fi ft c f Proiect: SAPARITO -1ocation: H2 `,S6it'. Section Modulus: Sreq= 54 7V41 ie""' e 'W IN3 .74-8 @Y . - ",77 'DATE:' PAGE-- 14/2/02, wL::"1"'ert. AM66' a Des- A. 3 Areq= Section Adequate By. 64.2% Controlling. Factor: Area Depth Required 7.31 In IN2 A= Centei,Span Deflections: " A, SFR fdr. Moment of Inertia: -Structural ct ru ural Calculations For. Dead Load: DLD-Center-- 0.03 .,."114 SAPARITO' Live Load:, LLD -Center- 0.01 IN = U6683 % TLD -Center- 0.04 I 11 Mufti -Loaded Beam[ 97 Uniform Buildinq Code (91 NDS) I Ver: 5.02 -By: Charles D. Garland, PrinciplelOwner, Charles D. Garland, Architect on: 05-02-2002: 8:59:49 PM Proiect: SAPARITO -1ocation: H2 Section Modulus: Sreq= Summary. IN3 S= 5.125 IN x 12.0 IN x 6.0 FT / 24F -V4 - Visually Graded Western Species - Dry We IN3 Area: Areq= Section Adequate By. 64.2% Controlling. Factor: Area Depth Required 7.31 In IN2 A= Centei,Span Deflections: IN2 Moment of Inertia: Ireq= Dead Load: DLD-Center-- 0.03 IN Live Load:, LLD -Center- 0.01 IN = U6683 Total Load:, TLD -Center- 0.04 IN =• U2012 -Camber Required: C= 0.04 IN Center Span Left End Reactions (Support A): . I Live Load: LL-Rxn-A= LB `Dead Load: DL-Rxn-A= .1361 3383 LB Total Load: TL-Rxn-A= - 4744 LB Bearin.q Lenqth Required (Beam -ontv, Support capacity not checked):. BL -A= 41.42 IN Center Span Riqht End Reactions (Support B): Live Load: LL-Rxn-B= 1127 LB Dead Load: DL-Rxn-B= 2304 LB -Total Load: TL-Rxn-B= '3431 LB Bearing Length Required (Beam only, Support capa6dy not checked): BL -B= 1.03 IN Beam Data:, Center Span Lenqth: L2= 6.0 FT i Center Span Unbraced Lenqth-Top of Beam: Lu2-Top= 6.0 FT Center Span Unbraced Length -Bottom of Beam: Lu2-Bottom= 6.0 FT Live Load Duration Factor: Cd= 1.00 'Live Load Deflect. Criteria: u 360 Total Load Deflect. Crfteria:' U 240 Center Span Loading: Uniform Load: Live Load: wL-2= 32 PLF Dead Load: YiD-2= 50 PLF Beam Self Weight: J BSW= 15 PLF Total Load: r wT-2= 97 PLF Point Load 1 Live Load: PL1-2= .1276 LB Dead Load: PD1 -2= 3704 .LB Location (From left end of span): X1-2= 1.75 FT Trapezoidal Load 1 Left Live Load: TRL-Left-1-2= PLF Left Dead Load: •240 TRD-Left-1-2= = 375 PLF Riqht Live Load: TRL-Riqht-1-2= 240 PLF Right Dead Load: TRD-Right-1-2= 375 PLF Load Start: A-1-2= 1.75 FT Load End: B-1-2= 6.0 FT Load Lenqth: C-1-2= 4.25 FT Properties For: 24F -V4- Visually Graded Western Species Bendinq Stress: - Fb' 2400 PSI Shear Stress: Fv-- "190 PSI Modulus of Elasticity: Ex-- 1800000 PSI Er- 1600000 PSI Stress Perpendicular to Grain: Fc perp= 650 PSI Bendinq Stress of Comp. Face in Tension: Fb cpr-- 1200 PSI Adjusted Properties Fb'(Tension): Fb'= 2379 PSI Adjustment Factors: Cd=1.00 CI=0.99 FV: FV= 190 PSI Adiustment Factors: Cd=1.00 Design Requirements: Controlling Moment: M= 8132 FT -LB 1.8 Ft from Left Support of Span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s) 2 Maximum Shear: I . V= 4744 LB At left support of span 2 (Center Span) Critical shear created b cwhi- 0,4-A -A A H- load son spans) Comparisons With Required Sections: Section Modulus: Sreq= 41.1 IN3 S= 123.0 IN3 Area: Areq= 37.5 IN2 A= 61.5 IN2 Moment of Inertia: Ireq= 88.1 IN4 738.0 IN4 o 'if `G4dAhd,:,Akchft66 Adds'D C . =854, i Vel b WiYiNSL ' - S "ICA:92260',,,,S. ­k-Ralm De Structural Calculations Foe: DATE -4/2/02 -PAGE:-, Roof Be'amf 97 Uniform Building Code (91 NDS) I Ver: 5.02 A: SFR forth By- Charles D. Garland, PrinciplelOwner, Charles D. Garland, Architect on: 05-02-2002: 9:28:06 PM HIM 8"AW0 Project: SAPARITO - Location: H3 Roof Be'amf 97 Uniform Building Code (91 NDS) I Ver: 5.02 By- Charles D. Garland, PrinciplelOwner, Charles D. Garland, Architect on: 05-02-2002: 9:28:06 PM Project: SAPARITO - Location: H3 Summary: - 5.5 IN x 11.5 IN x 9.0 FT / #1 - Douglas Fir -Larch - Dry Use Section Adequate By. 5.4% Controlling Factor. Area Depth Required 10.92 In Deflections:.', Dead Load: DLD= 0.06 IN Live Load: LLD= 0.05 IN = L/2093 Total Load: TLD= 0.12 IN = U939 Reactions (Each End): Live Load: 1755 LB Dead Load: DL-Rxn= 2157 LB Total Load: TL-Rxn= 3912 LB Bearing Length Required (Beam only, Support capacity not checked): BL= 1.14 IN I Beam Data: ,Span: L= 9.0 FT 'Ma)dmum Unbraced Span: Lu= .9.0 FT .'Pitch Of Roof: RP= '.02 :12 Live Load Deflect. Criteria: IJ 240 Total Load Deflect. Criteria: L1 180 Non -Snow Live Load: , - A Roof Loaded Area: RLA= 175.5 SF -Live Load Method: Method = One Roof Loading: , e . I Roof Live Load -Side One: LLI= 20.0 PSF Roof Dead Load -Side One: DLI= 25.0 PSF Tributary Width -Side One: TW 1= 13.0 FT Roof Live Load -Side Two:LL2= 20.0 PSF Roof Dead Load -Side Two: DL2= 14.0 PSF Tributary Width -Side Two: TW2= 6.5 FT Roof Duration Factor: Cd= 1.15 Wall Load:": WALL= 48 PLF 'Beim Self Weight: BSW= '.15 PLF SlopetPftch Adiusted Lengths and Loads: Adiusted Beam Length: Ladi= 9.0 FT Beam Uniform Live Load: WL= 390 PLF_ Beam Uniform Dead Load: wD adi= 479 PLF Total Uniform Load: Properties For: #1- Douglas Fir-Li;rch -WT= 869 PLF Bending Stress: Fb-- 1�50 Psi Shear Stress: Fv- 85 PSI Modulus of Elasticity, E= 1600000 -PSI Stress Perpendicular to Grain: Fcjxrp= -625 PSI Adjusted Properties Fb'(Tension): Fb'= 1536 PSI Factors: Cd=1.15 CI=0.69 Cf=1.00 FJ:Adjustment FV= 98 PSI Adiustment Factors: Cd=1.15 Design Requirements: Controlling Moment: M= 8802 FT -LB 4.5 ft from left support Critical moment created by combining all dead and live loads. Ma)dmum Shear: V=. 3912 LB At support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus: Sreq= 68.8 IN3 • S= 121.2- IN3 Area: Areq= 60.1 IN2 A= 63.2 IN2 Moment of Inertia: Ireq= 133.7 IN4 697.0 IN4 .1^a' '`VIIii11�i�7 Y�.�VQIIQIIMI AI VIIIl6Vl,�. «. ,? i.]f^� f . •-C :..S Y' 'Y.P`Yt�.•v- ry V} +. oli`j N� 74-854 Velte Sultek5�-r':.�f �x Multi -Loaded Beamr 97 Uniform Buildinq Code (91 NDS)1 Ver, 5.02 '' DATE ' 4/2/02 .PAGE By: Chanes D. Garland, Principle/Owner, , Charles D. Garland, Architect on: 05-02-2002: 9:25:12 PM Project: SAPARITO - Location: H4 r..PalriFDesert, 92260 `• Summary .CA r, i.. r ,ta -• r .. •• Vii. 't o_. 4 r ... �i� �j, _:,�r + �t ;.y,;.,.,..-. i y, - .�•' 1 4'. \Z' r_-:' .• : �,- t. > {;, y A SFR for: ��...• _ _.� ° l 't ` ` ,il�: Structural Calculations For. Dead Load: , ' ' DLD-Center= ', 0.41 ` IN M/M &APARITO , LLD -Center= 0.21 IN= U1070. Total Load: TLD -Center=. 0.62 Multi -Loaded Beamr 97 Uniform Buildinq Code (91 NDS)1 Ver, 5.02 By: Chanes D. Garland, Principle/Owner, , Charles D. Garland, Architect on: 05-02-2002: 9:25:12 PM Project: SAPARITO - Location: H4 Summary ' 5.125 IN x 16.5 IN x 18.5 FT / 24F -V4 - Visually Graded Western Species - Dry Use Section Adequate By. 26.7% Controlling Factor: Section Modulus / Depth Required 14.66 In T Center Span Deflections: .. , j Dead Load: , ' ' DLD-Center= ', 0.41 ` IN Live Load: . , LLD -Center= 0.21 IN= U1070. Total Load: TLD -Center=. 0.62 ,IN= U360 , Camber Required: - . C= 0.61 ' IN Center Span Left End Reactions (Support A): 7 Lure Load: LL-Rxn-A= 2005 LB Dead Load:. :- 'Total DL-Rxn-A= 4171 • LB ' Load: TL-Rxn-A= 6176 LB - Bearinq Length Required (Beam only, Support capacity not checked): BL -A= 1.85 IN Center Span Right End Reactions (Support B). Lire Load: LL-Rxn-6= r 2371 LB „ Dead Load: " '_ - _ DL Rxn B= '4643 LB ' Total Load: TL-Rxn-B= 7014 LB Bearing Length Required (Beam only, Support capacity not checked): BL -B= 2.11 , IN Y Beam Data: Center Span Length: L2= 18.5 FT Center Span Unbraced Length -Top of Beam: Lu2-Top= 18.5 FT. Center Span Unbraced Length -Bottom of Beam: Lu2-Bottom= 18.5 FT , ' Live Load Duration Factor: Cd= 1.00 Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 240 Center Span Loading: y . . Uniform Load:'.. ' Livetoad: wL-2= 32 ' PLF Dead Load: wD-2= 123 PLF Beam Self Weight: BSW= 21 PLF Total Load: ? wT-2= - 176. PLF Point Load 1 . ' Live Load: PO -2-= 1080 LB • Dead Load: •' PD1 -2= 1933 LB Location (From left end of span): 1 X1-2= 5.5' FT Trapezoidal Load 1 1 Left Live Load: TRL-Left-1-2= 208 PLF ' Left Dead Load: t ' TRD-Left-1-2= 325 PLF Right Live Load: TRL-Riqht-1-2= 208 . PLF Right Dead Load: _ TRD-Right-1-2= 325. PLF Load Start: A-1-2= 5.5 FT ' Load End: �` B-1-2= 18.5 FT ' Load Length:C-1-2= '13.0 FT Properties For: 24F -V4- Visually Graded Westem Species f Bending Stress: Fb= - 2400 PSI Shear Stress: Fv= 190 PSI Modulus of Elasticity. - Ex= 1800000'. PSI ' Ev= 1600000 PSI: Stress Perpendicular to Grain: Fc perp= 650 PSI Bending Stress of Comp: Face in Tension: s Fb_cpr- 1.200 . PSI Adjusted Properties ' Fb' (Tension): FV= 2269 PSI Adjustment Factors: Cd=1.00 CI=0.95 Cv=0.98 FV:• Fv= 190 PSI Adiustment Factors: Cd=1.00 Design Requirements: "Controlling Moment: M= 34714 FT -LB ' ' 8.51 Ft from Left Support of Span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s) 2 - Ma)amum Shear: V= 7014 LB ' At Right Support of Span 2 (Center Span) • " Critical shear created by combining all dead loads and live loads on span(s) 2 ' Comparisons With Required Sections: • Section Modulus:Sreq= 183.6 IN3 S= 232.5 IN3; Area: t s - Areq= 55.4 IN2. A- A= 84.5 INV ' Moment of Inertia: Ir 1277.5 IN4 ,s ... 1= ' 1918.5 IN4 ' »:N -, ..ti - x - c•b'A .;t-eff" n.;i ,'f° _ '4:' ":';;sn,F ;c t •;w w^+W;,•w�:-«+3,+- , .e2-^' - ?':�'s. zr44"J_ +�''•r3;; t -,,. ;>At Wirt �,+� 7: n ,i'' b:..� +Td.''.+. .t x^� '•! L �'yC�]{xri `A'.^w �¢,g �•*41r $$$�.. xi�^n}P1' iiF od;.; 1�. `s Jit . �•^'M'���Y �l�%.3 S ��' �i�� _, -1,$'� .'PJ' ' j;ir•�.• m.'�•rity�y�]ldr+Y� N F-'<]•�� F1• ��3� i��F rw S„S "1�� �S�F.. ... ���M .�. ��:Y',Yc {4 �.dW . ^Nn �:�"�-•4 .mss ;. "+�2.. �,4 `�j�;4 •i�x{,. .w'�ti:. ,.,s 3�r•�..K��.:c'!syo..+Frx:�'4'�,,+(�4+�#w�''tt+..'1.��iS F r.�.vin''�htria34:,,.v?•:•�,4s•-i. �.s �j"s�3''�.��'.•x,''st �"�'?1 t �j�' "^Ti�- garc�„F- '.t y[, ss','�w>� i'xt�.. '�"�+- 'Y.{. ` i y ._2 l' ,��,,,. iY,L,Yi�"'^, - 's",�,,� *"ei)?:•-,h.x' �" .: - i su •%`i'r"',- 3" '2r .xs-rte'+# 'h'�'•y;,,�F Z' '^ r c :Z,:i _ •'•,�'�1 `s .. t-'Y y ,s > r` yL;i'+ ;Y� n.f ? � 'w � ? •� S ;. "� s F ]. :rte}., - G-a., s �',fi. �'i •'.�' �'� �.;;, 3 Charles D, Garland, Architect � r A� _ •.:� 74-854 Uelie Wa Suite 5 .r� � � �. , . , ::, DATE.! F�^p.n- .- r • � �°��,.:. .4/2/02 PAGE t ;:CA 92260 F ] A SFR for: ys~ ' y Structural Calculations For: M/M SAPARITO Roof Beamf 97 Uniform Building Code (91 NDS)1 Ver. 5.02 By: Charles D. Garland, Principle/Owner, , Charles D. Garland, Architect on: 05-02-2002: 9:33:58 PM Project: SAPARITO - Location: H5 ' Summary: 5.5 IN x 7.5 IN x 10.5 FT / #1 - Douglas Fir-Larch - Dry Use Section Adequate By. 32.4% Controlling Factor: Section Modulus / Depth Required 6.52 In ,•'. Deflections: • ,Dead Load: DLD= 0.21. IN Lure Load: LLD= • 0.07 • IN = U1782 ' Total Load:+ y TLD= 0.29 IN= U442 ' Reactions (Each End): Live Load: LL-Rxn= -420 'LB Dead Load: DL-Rxn= 1275 LB Total Load: TL-Rxn= '1695. LB t Bearing Length Required (Beam only, Support capacity not checked): BL= - 0.49 IN Beam Data: " - Span: L= • 10.5 r FT Maiamum Unbraced Span:Lu= '10.51 FT Pitch Of Roof: - •. RP= 4 - :12 Live Load Deflect. Criteria: U 240 , Total Load Deflect. Criteria: U 180 Non-Snow Live Load: " Roof Loaded Area: RLA= 52.5 SF Live Load Method: Method = One ' Roof Loading: ' Roof Live Load-Side One: LL1= 16.0 PSF Roof Dead Load-Side One: DL1= 25.0 PSF bTributary Width-Side One: TW1= '3.0 FT Roof Live Load-Side Two: LL2= 16.0 PSF ` ' Roof Dead Load-Side Two: DL2= 35.0 PSF Tributary Width-Side Two: TW2= _ 2.0 FT Roof Duration Factor: Cd= 1.15 Wall Load: WALL=, .80 PLF Beam Self Weight: BSW= .10 PLF ' Slope/Pitch Adjusted Lengths and Loads: y Adjusted Beam Length: FT Ladi= 10.5 Beam Uniform Live Load: wL= .5 Beam Uniform Dead Load: - wD_WL= . 8PLF PLF •' Total Uniform Load: - WT= 323, PLF ' Properties For: #1- Douglas Fir-Larch Bending Stress: , Fb= 1200 PSI Shear Stress: Fv= 85 PSI . Modulus of Elasticity: E= 1600000 PSI Stress Perpendicular to Grain: Fc_perp= 625 PSI ' ' Adjusted Properties Fb' (Tension): Fb'= 1371PSI . Adjustment Factors: Cd=1.15 CI=0.99 Cf=1.00 J* FV: FV= 98 -PSI Adjustment Factors: Cd=1.15 ' Design Requirements: Controlling Moment: M= 4450 FT-LB 5.25 ft from left support r Critical moment created by combining all dead and live loads. Maiamum Shear: -' V= 1695 LB ' At support.F , Critical shear created by combining all dead and live loads. , Comparisons With Required Sections: Section Modulus: Sreq= 39.0 IN3 • S= 51.5 IN3 Area: Areq= 26.1 IN2 ' - A= 41.2 IN2 , Moment of Inertia: # Ireq= 78.9 IN4 1= 193.3 IN4 . A-1 LN :� tt "`�•_ •K .�l "t:�g"ay�. �'`'"''`:laY�'�h e'7"'�''i+�' :"'�"'✓rill. .!,'!yzfv�eYa'.,1 *-rD r!.J4 a•.:a•,�a„•;Y'. . , r �1. ! Charles D.�Garland,;Architect'.�, PAG TE 4/2/02 E. r rtf , alm' Dese, CA 92260 -�- t• ,P L_, t . ,::, ;� .•f A,sm for: :3 Structural Calculations For M%M &APAWTO ~ �' y `• Column( 97 Uniform Building Code (91 NDS)1 Ver. 5.02 By- Charles D. Garland, Principle/Owner, Charles D. Garland, Architect on: 05-02-2002: 11:12:32 PM Proiect: SAPARITO - Location: CHP " ' Summary ' "• '!- J . 3.5 IN x5.5 IN x 12.63 FT 1#1 -Douglas Fir -Larch - DryUse ` Section Adequate By. 0.2%. ; Vertical Reactions: _ Live:- Vert-LL-Rxn= - 1276 LB Dead: • Vert-DL-Rxn= 3752 LB „ Total': Vert-TL-Rxn= 5028 LB Axial Loads: Live Loads: - PL= .1276. LB Dead Loads PD= 3684 LB Column Self Weight:- . CSW=- 68 LB ' Total Loads: PT= 5028 LB = Eccentricity (X -X Axis):, ex= 0.00 IN Eccentricity (Y -Y A)ds): ear- 0.00 IN Axial Duration Factor: Cd-Abal= 1.00 Column Data: Length: L= 12.63 FT Maximum Unbraced Length ((-X Axis): Lx= 12.63 FT Maximum Unbraced Length (Y;Y A)is): LY-- 12.63 FT Column End Condition: Ke= 1.0 Calculated Properties: ' Column Section (X -X A)is): dr- 5.50 IN Column Section (Y -Y A)is): d1r- 3.50 IN Area: = 19.25 IN2 ' Section Modulus (X -X A)is): A _ A= 17.65 • IN3 Section Modulus (Y -Y Abs): SV-- 11.23' IN3 ' ! Slenderness Ratio: ;t Lex/dx= 27.56 Properties For: #1- Douglas Fir -Larch LeY/43.3 Compressive Stress: Fc-- 1450 PSI Modulus of Elasticity:E_ 1700000 PSI ' Bending Stress (X -X A)is): r Fbx= 1000 PSI Bending Stress (Y -Y A)is): Fby= 1000 PSI Adjusted Properties: i Fc': Fc '= 1262 PSI Adiustment Factors: Cd=1.00 Cf=1.10 Cp=0.16 Column Calculations (Controlling Case Only): ' Controlling Load Case: Axial Total Load Only (L + D) ' Compressive Stress: :' r fc= 261 PSI 'Allowable Compressive,RStress:. ' Fc'= 262 PSI _ ' • . - 4 - .R - 1 s r i-- er -v,--4q L�x !J idielA di-D"Ga'di Garland NArchitett —41 wzl�- -�J,74-854,,Vd W Wd�;'i, Suite 5 Vi- DATE 4/2/02 PAGEt"•�"�6` t -""PiElb4i Desert, Irt, CA 92260: .t A 8ra for.. Structural 'Calculations For: 141" SAPARITO Columnf 97 Uniform Building Code (91 NDS) I Ver. 5.02 BY. Cliad& D. Garland, Principle/Owiner, Charles D., Garland, Architect on: 05-02-2002: 11:13:29 PlYi Project: SAPARITO - Location: CGII Summary. 3.5 IN x 5.5 IN x 12.63 FT / #1 - Douglas Fir -Larch - Dry Use Section Adequate By: 42.0% Vertical Reactions: Live: Vert-LL-Rxn= 1054 LB Vert-DL-Rxn= 1866 LB 'Dead: ,Total: Vert-TL-Rxn= 2920 LB A)da'l Loads: " , r, - Live Loads: PL= 1054 LB Dead Loads: PD= A798 LB Column Self Weight: CSW= 68 LB Total Loads, A PT= 2920 LB Eccentricftv'(X-X Axis): ex= 0.00 IN Eccentricity (Y -Y Axis): ey— 0.00 IN A)dal Duration Factor: Cd-A)dal= 1.00 Column Data: Length* * L= 12.63 FT Ma)dm u* mUnbraced Length (X -X Axis): L)C-- 12.63 FT Maximum Unbraced Length (Y -Y Abs): • Ly-- 12.63 FT Column End Condition: Ke= 1.0 Calculated Properties: Column Section (X -X Abs): dx= 5.50 IN Column Section (Y -Y Abs):, dy-- 3.50 IN Area: I I A= 19.25 IN2 Section Modulus (X -X Axis): sx= 17.65 IN3 Section Modulus (Y -Y Abs): %— 11.23 IN3. Slendemess Ratio: Lexfdx-- 27.56 F Ley/dy-- 43.3k Properties For: #1- Douglas Fir -Larch- Compressive Stress: Fc-- .1450 PSI Modulus of Elasticity. E .1700000 PSI Bending Stress (X -X Axis): Fbr— .1000 PSI Bending Stress (Y -Y Abs):Fbr—' - 1000 PSI Adjusted Properties: - Fc!:Fc!= . 262 PSI Adiustment F actors: Cd=1.00 Cf=1.10 CP=0.16 Column Calculations (Controlling Case Only): Controlling Load Case: A)dal Total Load Only (L + D) Compressive Stress: fc= 152 PSI Allowable Compressive Stress: Fc'= 262 PSI f�? 1 •y m t•'T 4o-_'-� :11t. _" '�.i..' h-+i3` ` 'ix9'y'' %��k `.'-...+{t1 tr' �' �s,,, w '�^ . h,A+ ,": ' ,c-. ••ti i ..- �+, + 3 .r 3 ',i'if' �Nt ai °f,,px7;�y. .a-� rj ySyC. .+r,'r,yr>t J"*•`..ia•-rte ,�ysyt� i'f '•I + �-v.3.5�., .�t�+i'>nyv£'; :34.r �3r"'•.4 ;}•k+ k '•�'. -t:Y 'b'y-�'+F �t�:, < '+ t �, -(r�f,''4 }4'.` �s"��' 'ys-.•�rz4' _ .*"'�r.+vj3 S : "`; .rl.•' vim+, 'e'°r•a�+._.,,.��-. �(y::x�•? .:r".. +r �,�-'A . c,'". �,,s� :1•' AV 'v tI x;s F.,i, "+ z '' •�.. •�f; " 'a. (^ +w' . F A,`'iF�'(� 11� j:.., 1... y , , ", . ak - r-•' , F; `.,���5. _'. r SG �yy",.-'' � >• `3 ?•+>.. t r _i•.in'{''3'ffj'"lit:s'sr,rt&.."%«,sNa'F'yaf+1'�°'w.'C-n.�,.:iy }., - ,'�x �, j.' +`fp•''d',� a ti-.' 2�,t"i yt a4t.� i. q^r•'' ' w' _ '�.-:-w•..p,..� � _. rc.a .`-w n i. +v`k et;-..;.� L���+T�� �. -,.,�.sr ;i� #r .� .t 4r �,. N. �•-€' ms•4,�t.+ry,. *t(�a +. •s ;,t'� a s y,. a . .t.,�v�- � tJ ^.�'':7' R�� �3� ' n�?t, .�*�t�)t$;'�4e�; > i+'t; � r - q 7, � � ...r =_✓.,� t... •� a `' :i' tvX' > i n" t, • + M J.Charles D Garland,rArchitect� • �, � � � � i it .. x.-°d +' r s•� _C v 5 _i. 3 .� 3 �• "' ylt•�� r ,.o Y•yr,-,�-"r, ;� � � ., k� . + ,+� i �, _ '` T' --' rF ! t�.i ?y s a. 74854 Wlie,Way;'Suite 51 �� ' • ., i Palm Desert," CA 92260, "-, a;y DATE 4/2/02 . Gommt .iA SFR for. ' Structural CalculatiorisTpr, y . MI/M SAPAItITO l 'x ' Column( 97 Uniform Building Code (91 NDS) I Ver. 5.02 By: Charles D. Garland, Principle/Owner , Charles D. Garland, Architect on: 0-5-02-2002: 11:14:49 PM Project: SAPARITO - Location: CG2 ' Summary- 5.5 IN x 5.5 IN x 12.63 FT / #1 -Douglas Fir-Larch -Dry Use ` • ' � Section Adequate By. 3.5% ' Vertical Reactions: Live:' Vert-LL-Rxn= 5336 LB ' Dead: Vert-DL-Rxn= 9830 LB Total: Vert-TL-Rxn= 15166 LB AXdal_Loads: Live Loads: PL= 5336 LB Dead Loads: 'PD= _ 9724 LB < Column Self Weight: CSW= = 106 'LB Total Loads: PT= ' '' 15166 LB Eccentricity (X-X A)ds): ex= 0.00 IN Eccentricity (Y-Y A)is): ev= -0.00 IN Axial Duration Factor: Cd-Axial= .1.00 . Column Data: Length: L= 12.63 FT Maximum Unbraced Length (X-X A)is): Lx= 12.63 'FT' Maximum Unbraced Length (Y-Y A)is): Lv= 12.63 FT Column End Condition: Ke= 1.0 ' Calculated Properties: ; Column Section (X-X A)is): dr-- ':5.50 IN 'Column Section (Y-Y A)ds): dv= 5.50 IN 'Area: - -A=' 30.25 IN2 Section Modulus (X-X A)is): S)=. 27.73 IN3 Section Modulus (Y-Y A)is): k SV--27.73 IN3 `+ ,Slenderness Ratio: Lex/dx= .27.56 + Ley/dy- 27.6 Properties For. #17 Douglas Fir-Larch . Compressive Stress: _ Fc-- 1000 PSI Modulus of Elasticity. E= 1600000 PSI - ' Bending Stress (X-X A)ds): Fbx= 1200 PSI, .. Bending Stress (Y-Y A)ds): Fby= 1200 PSI Adjusted Properties: Fc': - Fc'= f 520 ' PSI Adiustment Factors: Cd=1.00 Cp=0.52 ' ' Column Calculations (Controlling Case Only): ' Controlling Load Case: Axial Total Load Only (L + D) ` Compressive Stress: fc= 501. MPSI Allowable Compressive Stress: Fc'= 520 - PSI i' i F� s l •� R 14 y4+Y M"•S �Re # A<. IFA`_` Str itr{: ! . 4"' /A fiI Jim T' t �f ry �'• D.,GaidA Fhi ,. { i h ' 1�Y ff t Ltd y j rF1i, ', t ,ChAdes d Architect 74-854 Velie Way .Suite 5 `• ' r •' � F' - Palm Desert; CA 92260 r HATE x'.4/2/02 :''PAGE r; ' . ,'"r 'k,.. A SFR for: ,,' Structural Calculations For: ' ' - HIM 8APANTo Column[ 97 Uniform Buildinq Code (91 NDS)1 Ver: 5.02 ` By: Charles D. Garland, Principle/Owner , Charles D. Garland, Architect on: 05-02-2002: 11:17:29 PM ' Proiect: SAPARITO - Location: CSUB ' Summary: ` •,,i ' 3.51N z 5.5 IN x 12.63 FT / #1 - Douglas Fir -Larch - Dry Use r Section Adequate By. 45.7% •' , Vertical Reactions: ` Live:Vert-LL-Rxn= 688 LB Dead: Vert-DL-Rxn= 2050" LB ' `Total: Vert-TL-Rxn= - 2738 �' LB.,-,•. Axial Loads:' ; L"roe Loads: PL= 688 LB Dead Loads-: t PD= 1982 LB Column Self Weight: ., - ' • 68 - LB . ' Total Loads: ICSW= PT= . '.=2738 LB ' F Eccentricity (X -X A)is):. ex= 0.00 IN Eccentricity (Y -Y A)is):' ev- IN Axial Duration Factor: Cd-Aidal= .0.00 1.00 Column Data: _ _ . ' Length: ' z L= 12.63 FT • ' Maximum Unbraced Lenqth (X -X A)is): • Lx=, 12.63 FT Maximum Unbraced Length (Y -Y A)is):- Lir- 12.63 FT' Column End Condition: _ Ke= • ,1.0 Calculated Properties:r Column Section (X -X A)is): _ ' dx= 5.50 IN ' Column Section (Y -Y A)ds): ' dy= 3.50 ' ` IN b' Area:Section A= 19.25 ' ' IN2 Modulus (X -X Axis): Sr- 17.65 IN3 Section Modulus (Y -Y A)ds): _ � Sy= 11.23 • IN3 Slenderness Ratio: Lex/d)= 27.56 i Ley/dy= 43.3 ' Properties For: #1- Douqlas Fir -Larch Compressive Stress:.' .,�- Fc--, '1450 PSI Modulus of Elasticity. E= 1700000 PSI , Bendinq Stress (X -X A)is): Fbx= 1000 .PSI ' - Bendinq Stress (Y -Y A)is): Fby= 1000 PSI Adjusted Properties: Fc': * - Fc'= t' 262 PSI ' Adiuitment Factors: Cd=1.00 Cf=1.10 Cp=0.16 Column Calculations (Controlling Case Only): ' ' Controllinq Load Case: Axial Total Load Only (L + D) Compressive Stress: `1 fc= 142 PSI Allowable. Compressive Stress: Fc'= 262 PSI, • r + Nae J -;Cha*ddeD.,Gadand.�tAr6hitibe.1 '...".741854V61idW4, 6ite5-'_5.4-. - .Pi16Dds_bft,CA'9226' b' ;,§t-ruciufal Calculafioni'For: `4/2 2 A��, DATE::,: /0 !',--�­PAGE A SFR for: KIN IISAP"ITO I - Columnf AISC 9th Ed ASD I Ver. 5.02, BY: Charles D. Garland, PrincipletOwner, Charles D. Garland, Architect on: 05-03-2002 -.-2:11:21 PM -Proiect: SAPARITO - Lobation: ClX (MIN) Summary. bin Liu,. ax. Wrong P-1 -ASTM M x 11.10 FT Section Adequate By: 95.0% Vertical Reactions: Live: Vert-I_L-Rin= 1276 LB Dead: Vert-DL-Rxn-- '4316 LB Total: Vert-TL-Rxn= 5592 LB Horizontal Reactions: Total Reaction at Too of Column: TL-Rxn-Top= - 1100, LB Total Reaction at Bottom of Column: TL-Rxn-Bottom= 0 'LB; Horizontal Deflection: Deflection due to lateral loads only: Defl= IN Axial Loads: Live Loads: PL= '1276, LB Dead Loads: PD= 3692 LB Column Self Weight: CSW= 624 LB Total Loads: • PT_ - r 5592 LB. EccentricitV(X-XA)ds):` e)r- 0.00 IN Eccentricity (Y -Y Axis). ey-- 0.00 IN Lateral Loads: (Wind/Seismic) Loads applied to: (Dy Face) Uniform Lateral Load: wl_-Iat--i 0 PLF Point Load 1: 1 1 P1_Iat__ 1100 LB Location from Top of Column: P1-loc= 0.0 FT Column Data: Length: L= 11.75 FLT Maximum Unbraced Length (X -X Axis): L -r- 11.75 FT Maximum Unbraced Length (Y -Y Axis): LV-_ 11.75 FT Column End Condition: K= 2.1 Column Bending Coefficient: Cm= 11.0 Properties for:6 in Dbl. Ex Strong Pipe(A53-S Steel Yield Strength: Fv­ 35 KSI Modulus of Elasticity-. E= 29000 KSI Column Nominal Diameter: dia= 6.00 IN Column Outside Diameter: od= 6.625 IN Column Wall Thickness: t= 0.864 IN Area: A= 15.60 IN2 Moment of Inertia (X -X Axis): Ir- 66.30 IN4 Moment of Inertia (Y -Y Axis): ly= 66.30 IN4 Section Modulus (X -X Axis): .20.00 IN3 Section Modulus (Y -Y Axis):Sx-- SY-- '20.00 IN3 ,Radius of Gyration (X -X Axis): Dr_ 2.06 IN Radius of Gyration (Y -Y Axis): ry-_ 2.06 IN. Column Compression Calculations: -i' KUr Ratio (X -X Axis): KLxtr)r-' 143.7 KUr Ratio (Y -Y Axis):. KLy/ry-- 143.7 Controlling Direction for Compression Calculations: (Y -Y Axis) Column Slenderness Ratio: Cc=, 127.9 Allowable Compressive Stress: Fa= ,7228 PSI' Compressive Stress; fa__ 358 PSI Column Sending Calculations: Controlling Load Case: Axial Total Load (D + Q Eccentricity Moment (X -X Axis): Mx -ex= 0 IN -LB Eccentricity Moment (Y -Y Axis): My-ev- 10 IN -LB Bending Stress (X -X Axis): fbx-- 0 PSI Bending Stress (Y -Y Axis): fbv-- 0 PSI Flange Buckling Ratio: FBR= 6.94 Allowable Flange Buckling Ratio: AFBR= 94.29 Allowable Bending Stress: Fbx-Fbr - 23 KSI Combined Stress Calculations: Euler's Stress (X -X Axis): Fe& 7228 PSI Eulers Stress (Y -Y Axis): Fey'= 7228 PSI Using AISC Formula H1-1: CSF(I)= .0.05 Using AISC Formula H1-2: CSF(2)= 0.02 'Using AISC Formula H1-3: CSF(3)= 0.05 Controlling Combined Stress Factdr: CSF(3) Controls ' Charles D* GaidAnd"Architect ' �:• tom,. �-� -.•,.� , 74-854 Velie Way; Suite 5 Palm Desert, CA 92260 Structural Calculations For: vNX DATE: 4/2/02 PAGE: A SFR for. MIN 8APARITO Columnf AISC 9th Ed ASD 1 Ver. 5.02 By: Charles D. Garland, Principle/Owner, Charles D. Garland, Architect on: 05-03-2002: 2:13:42 PM Project: SAPARITO - Location' C14 (MIN) Summary. 6 in Dbl. Ex Strong Pipe -ASTM A53 -S x 11.75 FT Section Adequate By: 90.1% Vertical Reactions: Live: Vert-LL-Rxn= 3343 LB Dead: Vert-DL-Rxn= 7766 LB Total: Vert-TL-Rxn= 11109 LB Horizontal Reactions: Total Reaction at Top of Column: TL-Rxn-Top= 1100 LB Total Reaction at Bottom of Column: TL-Rxn-Bottom= 0 LB Horizontal Deflection: Deflection due to lateral loads only: Defl= 0.00 IN Axial Loads: Live Loads: PL= 3343 LB Dead Loads: PD= 7142 LB Column Self Weight: CSW= 624 - -LB Total Loads: PT= 11109 LB Eccentricity (X -X Axis): ex= 0.00 IN Eccentricity (Y -Y Axis): ey= 0.00 IN Lateral Loads: (Wind/Seismic) Loads applied to: (Dy Face) Uniform Lateral Load: WL -61t= 0 PLF Point Load 1: P1-lat= 1100 LB Location from Top of Column: P1 -10c= 0.0 FT Column Data: Length: L= 11.75 FT Maximum Unbraced Length (X -X Axis): Lx= 11.75 FT Maximum Unbraced Length (Y -Y Axis): LV-- 11.75 FT Column End Condition: K= 21 Column Bending Coefficient: Cm- 1.0 Properties for:6 in Dbl. Ex. Strong Pipe/A53-S Steel Yield Strength: FY= 35 KSI Modulus of Elasticity: E= 29000 KSI Column Nominal Diameter: dia= 6.00 IN Column Outside Diameter. od= 6.625 IN Column Wall Thickness: t= 0.864 IN Area: Moment of Inertia (X -X Axis): A= Ix= 15.60 66.30 IN2 IN4 Moment of Inertia (Y -Y Axis): Iv= 66.30 IN4 Section Modulus (X -X A)ds):. Sx= 20.00 IN3 Section Modulus (Y -Y Axis): Sir- 20.00 IN3 Radius of Gyration (X -X Axis): rx= 2.06 IN Radius of Gyration (Y -Y Axis): ry= 2.06 IN Column Compression Calculations: KUr Ratio (X -X Axis): KLx/rx= 143.7 KUr Ratio (Y -Y Axis): KLy/ry= 143.7 Controlling Direction for Compression Calculations: (Y -Y Axis) Column Slenderness Ratio: Cc= 127.9is) Allowable Compressive Stress: Fa= 7228 PSI Compressive Stress: fa= 712 . PSI Column Bending Calculations: Controlling Load Case: Axial Total Load (D + L) Eccentricity Moment (X -X Axis): Mx -ex= 0 IN -LB Eccentricity Moment (Y -Y Axis): My-ev= 0 IN -LB Bending Stress (X -X Axis): fbx= 0 PSI Bending Stress (Y -Y Axis): fby= 0 PSI Flange Buckling Ratio: FBR= 6.94 Allowable Flange Buckling Ratio: AFBR= 94.29 Allowable Bending Stress: Fbx=Fby= 23 KSI Combined Stress Calculations: Euler's Stress (X -X Axis): FeX= 7228 PSI Eulers- Stress (Y -Y Axis): Fey= 7228 PSI Using AISC Formula H1-1: CSF(1)= 0.10 Using AISC Formula H1-2: CSF(2)= 0.03 Using AISC Formula H1-3: CSF(3)= 0.10 Controlling Combined Stress Factor: CSF(3) Controls -:-•� k''' �J ,,. - CtiarlesP� `. k"'":w„rw Garland %rchitect .Tta X'fl.-.•'..w ,x-.;•.. . 1 t't"F-3'o.L •.,,, r ,. ?„�-• a J t rr f .a �'•, "�^� `74-854 . Velie Way Suite 5'u`'= b . ,,. , DATE:,_,4/2/02,''' tiY PAGE �,dh Palm, Deseit, CA 92260Mme t �x A SFR for: >> Structural Calculations For: x _ HIM 6APAR1To Column( AISC 9th Ed ASD 1 Ver. 5.02 By: Charles D. Garland, PrincipWOwner .Charles D. Garland, Architect on: 05-03-2002: 2:12:06 PM Project: SAPARITO - Location: C2 (MIN) ' Summary. 6 in Dbl. Ex Strong Pipe -ASTM A53 -S x 11.75 FT Section Adequate By. 93.9% Vertical Reactions: _ Live: ' Vert-LL-Rxn= ,1718 LB Dead: Ver(-DL-Rxn= 5145 " LB Total: Vert -TL -Wm= ° 6863 LB Horizontal Reactions: Total Reaction at Top of Column: j TL-Rxm-Top= =1100 LB Total Reaction at Bottom of Column: ' TL-Rxn-Bottom= 0 LB Horizontal Deflection: Deflection due to lateral loads only: , " Defl= ,•0.00 IN Axial Loads: ~ Live Loads:- � _ PL= - 1718 LB Dead Loads: PD= 4521 LB Column Self Weight:CSW= 624 - LB = Total Loads: PT= T= 6863 863 LB Eccentricity (X -X Axis):. ' IN Eccentricity (Y -Y A)is): ' • IN Lateral Loads: (Wind/Seismic) - Loads applied to: (Dy Face) ' Uniform Lateral Load:. wL-lat= 0 PLF Point Load 1: Pt-lat= 1100 LB Location from Top of Column: P1-loc= 0.0 FT Column Data: Length: L= 11.75- FT Mabmum Unbraced Length (X -X A)is): l x= 11.75 . FT Mabmum Unbraced Length (Y -Y A)ds):, Ly= 11.75 FT Column End Condition: K= 2.1 Column Bending Coefficient: Cm= x;1.0 Properties for.6 in Dbl. Ex Strong Pipe/A53-S.'. Steel Yield Strength: FV--, 35 KSI Modulus of Elasticity: E= 29000 KSI Column Nominal Diameter: dia= 6.00 IN Column Outside Diameter: od= 6.625 IN Column Wall Thickness: t= '0.864 IN Area: A= 15.60 IN2 -Moment of Inertia (X -X A)is): Ix= 66.30 ' IN4 Moment of Inertia (Y -Y A)is): ly= 66.30 IN4 Section Modulus (X -X A)is): Sr— 20.00 IN3 Section Modulus (Y -Y A)is): Sy-- 20.00 IN3 ' Radius of Gyration (X -X A)ds): rr— 2.06 -IN Radius of Gyration (Y -Y A)is): ry= 2.06 IN Column Compression Calculations: - KUr Ratio (X -X A)is): KLx/rx= 143.7 " KUr Ratio (Y -Y A)is): KLy/ry= 143.7 Controlling Direction for Compression Calculations: (Y -Y A)ds) Column Slendemess Ratio: - Cc= 127.9 Allowable Compressive Stress: Fa= 7228 PSI Compressive Stress: ' fa-- 440 PSI . Column Bending Calculations: Controlling Load Case: Axial Total Load (D + L) ' Eccentricity Moment (X -X A)is): Mx -ex= 0 IN -LB Eccentricity Moment (Y -Y A)is): My-ey= 0 IN -LB Bending Stress (X -X Axis): fbx= 0 PSI Bending Stress (Y -Y A)is): - fby= 0 PSI Flange Buckling Ratio: FBR= 6.94 Allowable Flange Buckling Ratio: ' AFBR= 94.29 Allowable Bending Stress: Fbx=Fby= 23 KSI Combined Stress Calculations:. , I Euler's Stress (X -X A)ds): . FeX= 7228 PSI Euler's Stress (Y -Y A)ds): Fe '= 7228 PSI Using AISC Formula 1-11-1: CSF(1)= 0.06 . Using AISC Formula H1-2: CSF(2)= 0.02 Using AISC Formula H1-3: CSF(3)= 0.06 Controlling Combined Stress Factor: - < CSF(3) Controls ?U-4-}, tJg1 S:i. a> r v.,.�,. `a57�3�nx ri,; :. av 42 c'�-i ic'2 f:r E Y..,A'�9.2C,`?s..�,c 7}>ti 'f 3 •r•, t. A. Ys - _� 1r�2.r, 6Y l+r.:�'•4y wi�2y l� _. :� •e., •�T+ ' :,,�mi�3'x',• _+�y:.l.+.x:.:t"�.. ''.�'.�.4+�1'?o�bj �' �y''�'i 9:�?�S�Ky,�'.•} 'i��D-2`•� o"F`y,,.�rr• k'��. F i �•s'A'C9C� ' .- r +",'Z�.,.3..�; fi f`l`y'."•K'i,.v"�i�'S'`�^'•,� .'y�y,.g •' ',"�,`�R�'��A :"��"4ni".. �` k w.b��i-Uxw,q� S'XG�',�M���.'j, � i"-•da�� L!��,. �v�' y+!iirai;.� �`,ic-`$' ct7`1 Charles D Garlarid,''•Architect �,° t,� L �, s •ti., ;r,� A +h,. ZA•xv fj an 3.'"`i5� a� � •,c- n s a # }` x F _ tt S f .. _ -t : f�. `fi 74;854 Velle Wa = Sutte:5' - h s .4/2/02 ;�x y ,Y, . DATE: " 'PAGE. 3; s r =.Palm 'Desert, CA 92260 _ f'• x< A SFR tor- Structural Calculations For. �Min srwA¢jrtu Column( AISC 9th Ed ASD ) Ver. 5.02 - By: Charles D. Garland, Principle/Owner, , Charles D. Garland, Architect on: 05-03-2002: 2:12:58 PM Project: SAPARITO - Location: C23 (MIN) Summary. 6 in Dbl. Ex Strong Pipe -ASTM A53 -S x 11.75 FT Section Adequate By. 91.6% Vertical Reactions: ` Lire: Vert-LL4: m= 2353 LB Dead: '. Vert-DL-Rxn= 7136 LB Total: Vert-TL-Rxn= • -,9489 LB` Horizontal Reactions: *' Total Reaction at Top of Column: TL-Rxn-Top= 1100' LB Total Reaction at Bottom of Column:TL-Rxn-Bottom= ' 0 LB Horizontal Deflection: • . • _ Deflection due to lateral loads only: Defl= 0.00 IN Abal Loads: L•nee Loads: PL= 2353 LB Dead Loads:. _ PD= 6512 LB Column Self Weight: CSW= 624 - LB Total Loads: PT= 9489 LB Eccentricity (X -X A)ds): ti. , ex= 0.00 IN Eccentricity (Y -Y A)is): ey= 0.00 IN Lateral Loads: (Wind/Seismic) Loads applied to: - (Dy Face) Uniform Lateral Load: wL-lat= 0 PLF Point Load 1: P1 tat= 1100 LB Location from Top of Column: P1-loc= 0.0 FT Column Data: Length: L= 11.75 FT Maximum Unbra&A Length (X -X A)ds): Lx= 11.75 FT Maximum Unbraced Length (Y -Y A)is): Ly-- 11.75 FT Column End Condition: K= 2.1 Column Bending Coefficient: Cm= 1.0 Properties for6 in Dbl. Ex Strong Pipe/A53-S Steel Yield Strength: + Fr 35 KSI Modulus of Elasticity: E= 29000 KSI Column Nominal Diameter dia= 6.00 IN Column Outside Diameter. od= 6.625 IN Column Wall Thickness: t= 0.864 IN Area: A=. 15.60 IN2 Moment of Inertia (X -X A)is): br- 66.30 IN4 ' Moment of Inertia (Y -Y A)ts): IV-- 66.30 IN4 Section Modulus (X -X A)is): Sx= '20.00 IN3 Section Modulus (Y -Y A)is): Sy__ 20.00 IN3 Radius of Gyration (X -X A)is): rx= 2.06 IN Radius of Gyration. (Y -Y A)is): ry= 2.06 IN' ' Column Compression Calculations: KUr Ratio (X -X A)is): , . KLx/rx= 143.7 KUr Ratio (Y -Y A)is): KLy/ry= 143.7 Controlling Direction for,Compression Calculations:. (Y -Y A)is) Column Slenderness Ratio: Cc=. • 127.9 Allowable Compressive Stress: Fa- 7228 PSI Compressive Stress: fa= • -608 PSI Column Bending Calculations: Controlling Load Case: Axial Total Load (D + L) ' • Eccentricity Moment (X -X A)ds): Mx -ex= 0 IN -LB Eccentricity Moment (Y - Y A)is):. My -ear- 0 IN -LB Bending Stress (X -X Axis): fbx= 0 PSI Bending Stress (Y -Y A)is): - fbr 0 -PSI Flange Buckling Ratio:.- FBR= 6.94 Allowable Flange Buckling Ratio: AFBR= 94.29 - Allowable Bending Stress: Fbx=Fby= ,23 KSI ,- Combined Stress Calculations: ' Euler's Stress (X -X A)is): FeX= 7228' PSI Euler's Stress (Y -Y A)is): Fe✓=`' 7228 PSI Using AISC Formula H1-1: CSF(1)= 0.08 Using AISC Formula H1=2: CSF(2)= 0.03 Using AISC Formula H1-3: CSF(3)= 0.08 Controlling Combined Stress Factor: CSF(3) Controls' .. r{( •�� d 2 1r•ra—i. +.w„y...,+•Aw�k*�+N.�m:.+ M � 3Y CW `ES �`�LM%,MC ■'TES ■' A• `• •�•id•, � f•' j(Y F E; r 1 a.••.�4'`}f t 'k +t., - .0 ( i{,! ^. �: %.S v"9.tbff••�p'4+..wr°4#'D"n?�w.wa'1�+�..v►p�sy,�f. T •ry - i .1' 'Y��' L "rtl�'�••', �. S' �J f t' ;by' 'Cs'`,y�`'• ' 74854 VE_UE WAYa SUITE S y 'j,, X PALM DESERT, CA 92260'`` DATE Eccentricity Moment (X -X Abs). Eccentricity Moment (Y -Y A)is): Mx -ex= My-ey= 0 .0 IN -LB IN -LB Bending Stress (X -X A)is): fbx= 0 PSI Bending Stress (Y -Y A)is): fby= STRUCTURAL` CALCULATIONSfor: $FBhlr:, Flange Buckling Ratio: FBR= 6.94 r Allowable Flange Buckling Ratio: AFgR= 94.29 ` M/M SAPARITDa'.; Fbx=Fby= ' 23 KSI - Combined Stress Calculations: - Eulers Stress (X -X A)is): FeX= •7228 PSI Eulees Stress (Y -Y A)is): Fey= Column( AISC 9th Ed ASD 1 Ver, 5.02 PSI Using AISC Formula H1-1: CSF(1)= BY: Charles D. Garland, Principlel0wner, , Charles D. Garland, Architect on: 05-03-2002: 2:18:01 PM ^ °` Proiect: SAPARITO Location: C2X (MIN) 0.04 Using AISC Formula H1-3: CSF(3)= Summary,- Controlling Combined Stress Factor: CSF(3) Controls 6 in Dbl. Ex Strong Pipe -ASTM A53 -S x 11.75 FT. Section Adequate By 89.2% Vertical Reactions: Live: Vert-LL-Rxn= 3124 ' - LB Dead: Vert-DL-Rxn= 9029 LB . Total: Vert-TL-Rm= • 12153 LB - Horizontal Reactions`. Total Reaction at Top of Column: TL-R)m-Tap= 1100 LB ` Total Reaction at Bottom of Column: TL-Rxn-Bottom= 0 LB Horizontal Deflection: k Deflection due to lateral loads only: Defl= 0.00 IN Abal Loads: .Live Loads: PL=, 3124 LB Dead Loads: PD= 8405 LB - Column Self Weight: CSW= 624, - LB Total Loads: PT= 12153 LB Eccentricity (X -X A)is): ex= 0.00 IN Eccentricity (Y -Y A)is): ey= - 0.00 . - IN Lateral Loads: (Wind/Seismic) Loads applied to: ' (Dy Face) Unfform Lateral Load:. WL-lat= 0 PLF Point Load 1: P1-lat= ` • 1100 LB - Location from Top of Column: P1 -low 0.0 FT Column Data: Length:. L= 11.75 FT Maximum Unbraced Length (X -X A)is): Lx= 11,75 FT Maximum Unbraced Length (Y -Y A)ds): LV-- 11.75 • FT Column End Condition: K= '2.1 Column Bending Coefficient: Cm= 1.0 Properties for:6 in Dbl. Ex Strong Pipe/A53-S' Steel Yield Strength: FY= 35 KSI Modulus of Elasticity: E= .' 29000 KSI Column Nominal Diameter: dia= 6.00 IN Column Outside Diameter, od= 6.625 IN Column Wall Thickness: t= 0.864 IN Area: A= 15.60 IN2 Moment of Inertia (X -X A)is): Ix= 66.30 IN4, Moment of Inertia (Y -Y A)is): IV --66.30 IN4 Section Modulus (X -X A)is): Sx= 20.00 IN3 Section Modulus (Y -Y A)ds): Sv-. 20.00 IN3 Radius of Gyration (X -X A)ds): rx= 2.06 IN Radius of Gyration (Y -Y A)is): ry= • 2.06 IN Column Compression Calculations: KUr Ratio (X -X A)ds): KLxtrx= 143.7 KUr Ratio (Y -Y A)is): KLylry= 143.7 Controlling Direction for Compression Calculations: (Y -Y A)is) Column Slenderness Ratio:. Cc= 127.9 Allowable Compressive Stress: Fa= 7228 PSI Compressive Stress: fa= - 779 PSI' Column Bending Calculations: Controlling Load Case: A)dal Total Load (D + L) Eccentricity Moment (X -X Abs). Eccentricity Moment (Y -Y A)is): Mx -ex= My-ey= 0 .0 IN -LB IN -LB Bending Stress (X -X A)is): fbx= 0 PSI Bending Stress (Y -Y A)is): fby= 0 PSI Flange Buckling Ratio: FBR= 6.94 Allowable Flange Buckling Ratio: AFgR= 94.29 Allowable Bending Stress: Fbx=Fby= ' 23 KSI - Combined Stress Calculations: - Eulers Stress (X -X A)is): FeX= •7228 PSI Eulees Stress (Y -Y A)is): Fey= 7228 PSI Using AISC Formula H1-1: CSF(1)= 0.11 Using AISC Formula 1-11-2: CSF(2)= 0.04 Using AISC Formula H1-3: CSF(3)= 0.11 Controlling Combined Stress Factor: CSF(3) Controls -s. .-�s.;�. r,.-rrca.lzar..:.a-••�:aw._v: r•4✓• ,., ++.r.,�. Frnv+vxs ��:. Y.. .z - - - rt \, t � �a� r'� .,.>tay:gMwv�;•.r:EFa'a �a/+�`ttlwf.YNw7P. •.- �wNwat'+w-Fatvyi�S .. x �'£ to µ4 # • ate^" "; '"- st tw N•sr y jE �. t ,{ {:;S ;'t�. 3. .; . 4101 CWLES D. GMLMM ' -! li f dw•ver roc e- s u u t .•;' . nrFr tzs.r` ..e . q -.fu. y-.� s ,y,{`•i 't �"? �. Lig' +�''[,w'� '^,�: �fi.�axl iS t � ;�� t s ,i_�'^'t2 �..2`r: "" ' •� .n,...X.;�a. �` rtt,d•"=�Y �: '{tax t�"',�-I 74-854.VELIE WAY SUITE 5 ; PALM DESERT; CA 92260' DATE PAGE: tt '— ,,FY .. `,rY � ; � s•,r�.• S.. ..r Z t ,: \. _ � r� � t � .L• _ � ��•5, i �� .F r STRUCTURAL CALCULATIONS for , S F 8 tilt 14 SAPARITO Column[ AISC 9th Ed ASD 1 Ver. 5.02 . . Bv: Charles D. Garland, Principle/Owner, , Charles D. Garland, Architect on: 05-03-2002: 2:18:47 PM , Proiect: SAPARITO - Location: C45X (MIN) ' Summary. . 6 in Dbl. Ex Strong Pipe -ASTM A53S x 11.75 FT • . Section Adequate By: 78.0% . . Vertical Reactions:. Live: ~Vert-LL-Rxn= 7929 LB ' Dead: _ Vert-DL-Rxn= 16919 LB, ' Total: Vert-TL-Rxn= 24848 LB 'Horizontal Reactions: Total Reaction at Top of Column: TL-R)a)-Top= 1100 LB Total Reaction at Bottom of Column: TL-Rxn-Bottom= ,, 0 . LB -' Horizontal Deflection:- ' Deflection due to lateral loads only Defl= 0.00 IN Abal Loads: Live Loads: PL= 7929 LB Dead Loads: PD= 16295 • . LB Column Self Weight:- CSW= 624 = -LB ' Total Loads: PT= " 24848 LB Eccentricity (X -X Axis): ex= 0.00 IN . Eccentricity (Y -Y A)is): �.. ey= 0.00 IN Lateral Loads: (Wind/Seismic), Loads applied to: (Dy Face) Uniform Lateral Load: WL-lat= 0 PLF -. ' Point Load 1: P1-lat= 1100 LB 'Location from Top of Column: P1-loc= 0.0 FT Column Data: . ' Length: L=, - 11:75 FT Maximum Unbraced LengAxis): th�(X-X Lx= 11.75' FT Maximum Unbraced Length (Y -Y A)ds): LY-- 11.75 FT Column End Condition: K= 2.1 t Column Bending Coefficient: Cm= 1.0 Properties for6 in Dbl: Ex Strong Pipe/A53-S ' Steel Yield Strength: y Fy= 35 KSI icity: Modulus of ElastE= 29000 KSI Column Nominal Diameter: dia= 6.00 IN' Column Outside Diameter: od= 6.625 4 IN Column Wall Thickness: t=, .' 0.864 IN ' Area:- A= 15.60 IN2 Moment of Inertia (X -X A)is): Ix= 66.30 IN4 Moment of Inertia (Y -Y A)is): IV= 66.30 IN4 Section Modulus (X -X A)is): Sx= 20.00 IN3 Section Modulus (Y -Y A)is): SV-- 20.00 IN3 ' Radius of Gyration (X -X A)ds): rx= 2.06 IN Radius of Gyration (Y -Y A)is): ry= 2.06 IN Column Compression Calculations: KUr Ratio (X -X A)is): KLxtrx= 143.7; KUr Ratio (Y -Y A)is): KLylry- 143.7 ' Controlling Direction for Compression Calculations: - (Y -Y A)is) r Column Slenderness Ratio: ' ' Cc=127.9 t Allowable Compressive Stress: Fa= ` 7228 PSI Compressive Stress: Column Bending Calculations: fa 1593 PSI • Controlling Load Case: Axial Total Load (D + L) _ -' Eccentricity Moment (X -X A)is): Mx -ex= 0 IN -LB Eccentricity Moment (Y -Y. A)is): My-ev= '0 IN -LB Bending Stress (X -X A)ds): fbx= 0 PSI Bending Stress (Y -Y A)is): fby= 0 PSI Flange Buckling Ratio:. FBR= 6.94 ' Allowable Flange Buckling Ratio: AFBR= 94.29 Allowable Bending Stress: Fbx=Fby= .23 KSI Combined Stress Calculations: Eider's Stress (X -X A)is): Fex'= 7228 PSI ' Euler's Stress (Y -Y A)is):1. Fe '= 7228 PSI . Using AISC Formula H1-1: CSF(1)= 0.22 Using AISC Formula H1-2: CSF(2)= 0.08 Using AISC Formula H1-3: CSF(3)= 0.22 Controlling Combined Stress Factor: t CSF(1) Controls Column( AISC 9th Ed ASD I Ver 5.02 Bv,. Charles D. Garland, Principle(Owner, , Charles D. Garland, Architect on: 05-03-2002: 2:19:53 PM Project: SAPARITO - Location: C56 (MIN) Summary. 6 in Extra Strong Pipe -ASTM A53 -S x 11.75 FT Section Adequate By. 85.4% Vertical Reactions: Live: Vert-LL-Rxn= 3285 LB Dead: Vert-DL-Rxn= 6738 LB Total: Vert-TL-Rxn= 10023 LB M Horizontal Reactions: Total Reaction at Top of Column: TL-Rbm-Top= 1100 LB Total Reaction at Bottom of Column: TL-Rxn-Bottom= CHARLES Q GARLAND, ARCNITECT LB Horizontal Deflection: 74854 VELIEWAY, "SUITE 5 . ` PALM DESERT, CA 92260 DATE: PAGE: ,. IN Aidal Loads: STRUCTURAL CALCULATIONS for: S F R Illir. Live Loads.` - WM WARITO LB r PD= .. Column( AISC 9th Ed ASD I Ver 5.02 Bv,. Charles D. Garland, Principle(Owner, , Charles D. Garland, Architect on: 05-03-2002: 2:19:53 PM Project: SAPARITO - Location: C56 (MIN) Summary. 6 in Extra Strong Pipe -ASTM A53 -S x 11.75 FT Section Adequate By. 85.4% Vertical Reactions: Live: Vert-LL-Rxn= 3285 LB Dead: Vert-DL-Rxn= 6738 LB Total: Vert-TL-Rxn= 10023 LB M Horizontal Reactions: Total Reaction at Top of Column: TL-Rbm-Top= 1100 LB Total Reaction at Bottom of Column: TL-Rxn-Bottom= 0 LB Horizontal Deflection: ' Deflection due to lateral loads only: Defl= 0.00 IN Aidal Loads: Live Loads.` PL= 3285 LB Dead Loads: PD= 6402 LB Column Self Weight: CSW= 336 ' LB ' Total Loads: PT= 10023 LB Eccentricity (X -X A)is): ex= 0.00 IN Eccentricity (Y -Y A)is): ey= 0.00 IN Lateral Loads: (Wind/Seismic) Loads applied to: (Dy Face) ' Uniform Lateral Load: wL-lat= 0 PLF Point Load 1: P1-lat-- 1100 LB Location from Top of Column: P1-loc= 0.0 FT Column Data: Length: L= 11.75 FT ' Maximum Unbraced Length (X -X A)ds): Lx= 11,75 FT Maximum Unbraced Length (Y -Y A)is): LV-- 11.75 FT Column End Condition: K= 2,1 Column Bending Coefficient: Cm= 1.0 Properties for:6 in Extra Strong Pipe/A53-S Steel Yield Strength: Fr- 35 KSI ' Modulus of Elasticity: E= 29000 KSI Column Nominal Diameter: dia= 6.00 IN Column Outside Diameter: od= 6.625 IN Column Wall Thickness: t= 0.432 IN Area: A= 8.40 IN2 ' Moment of Inertia (X -X A)is): Jr- 40.50 IN4 Moment of Inertia (Y -Y A)is): IV= 40.50 IN4 Section Modulus (X -X A)is): Sr- 12.20 IN3 Section Modulus (Y -Y A)is): Sy-- 12.20 IN3 Radius of Gyration (X -X A)is): rx= 2.19 IN ' Radius of Gyration (Y -Y A)ds): ry= 2.19 IN . Column Compression Calculations: KL/r Ratio (X -X A)is): KLx/rx= 135.2 KUr Ratio (Y -Y A)is): KLy/ry= 135.2 Controlling Direction for Compression Calculations: (Y -Y A)is) ' Column Slenderness Ratio: Cc= 127.9 Allowable Compressive Stress: Fa-- 8169 PSI Compressive Stress: fa= 1193 PSI Column Bending Calculations: Controlling Load Case: Axial Total Load (D + L) ' Eccentricity Moment (X -X A)is): Mx -ex= 0 IN -LB Eccentricity Moment (Y -Y A)is): My -1r- 0 IN -LB Bending Stress (X -X A)is): fbx= 0 PSI Bending Stress (Y -Y A)is): fby= 0 . PSI Flange Buckling Ratio: FBR= 13.89 ' Allowable Flange Buckling Ratio: AFBR= 94.29 Allowable Bending Stress: Fbx=Fby= 23 KSI Combined Stress Calculations: Eiders Stress (X -X Axis): Fe& 8169 PSI Eiders Stress (Y -Y A)is): Fey= 8169 PSI Using AISC Formula H1-1: CSF(1)= 0.15 Using AISC Formula H1-2: CSF(2)= 0.06 Using AISC Formula H1-3: CSF(3)= 0.15 Controlling Combined Stress Factor: CSF(3) Controls 1 ' �Garland;Architect x74-854 Velie Way,'Suite 5 >:Palm„Desert, CA 92266' Structural Calculations For: ;xr;F,s .. �lti , .G �',:,73Srw•£.s-fit: LB 1h Dead: Vert-DL-Rxn= 2754 W .. DATE: 4/2/02: PAGE:+, , 4395 LB A 5FR for: s M/M &APARITO Columnf 97 Uniform Building Code (91 NDS) ) Ver. 5.02 By: Charles D. Garland, Principle/Owner, , Charles D. Garland, Architect on: 05-02-2002: 11:35:31 PN Project: SAPARITO - Location: C6 Summary: 3.5 IN x 5.5 IN x 11.75 FT / #1 - Douglas Fir -Larch - Dry Use Section Adequate By: 24.0% Vertical Reactions: Live: Vert-LL-Rxn= 1641 LB Dead: Vert-DL-Rxn= 2754 LB ' Total: Vert-TL-Rxn= 4395 LB Axial Loads: Live Loads: PL= 1641 LB Dead Loads: PD= 2691 LB Column Self Weight: CSW= 63 LB . ' Total Loads: PT= 4395 LB Eccentricity (X -X A)ds): ex= 0.00 IN Eccentricity (Y -Y A)is): ev= 0.00 IN Axial Duration Factor: Cd -Axial= 1.00 Column Data: - ' Length: L= 11.75 FT Maximum Unbraced Length (X -X A)ds): Lx= 11.75 FT Maximum Unbraced Length (Y -Y A)is): Lir— 11.75 FT Column End Condition: Ke= 1.0 Calculated Properties: . ' Column Section (X -X A)ds): dx= 5.50 IN Column Section (Y -Y A)is): der— 3.50 IN Area: A= 19.25 IN2 Section Modulus (X -X A)is): Sx= 17.65 IN3 Section Modulus (Y -Y A)ds): Sr 11.23 IN3 ' Slenderness Ratio: Lex(dx= 25.64 Ley/dy= 40.3 Properties For. #1 -Douglas Fir -Larch Compressive Stress: Fc-- 1450 PSI Modulus of Elasticity. E= 1700000 PSI Bending Stress (X -X Axis): Fbx= 1000 PSI ' Bending Stress (Y -Y A)is): Fby= 1000 PSI Adjusted Properties: Fc': Fc'= 300 PSI Adjustment Factors: Cd=1.00 Cf=1.10 Cp=0.19 Column Calculations (Controlling Case Only): ' Controlling Load Case: Axial Total Load Only (L + D) Compressive Stress: fc= 228 PSI Allowable Compressive Stress: Fc'= 300 PSI �3Y t'Y %F` 3]0{FRl •V4 �yi9ltlC'" \i)^ - '•R.\XYALy[,(gc •r .. r!' ChaU's"D Garland, "Architect"� =X ' 'l+i•�� t.1c i 7 •yM'y✓ "N 4'Y r^Y +,._ -- N gT - .. ,�,•.., Y 1 7 ;h+ `4 "a --ii .'r• "�'�"aaW}'Cia'4h-S:O... •n !1lifig`i rJ Velie Vay 'Suite � �'i.'S�- 9�f��Y'r t�e 5,^c.'.`•i_' �`Yr!„ f•" ii•' ryi(.yY.�.�... . r ' f74=854 , P'�alm��'�� *�.,. •1 De-tdt, A Q22M0 DATE ;4/2/02 -',..,_PAGE Jyp.�.v.iP 3�< : .r.y �il� � J •.; i, 4;�F. •�S" ”� • it t :fig t a •Y M. t`� - _ 'i Z.liti, i - 1 '•S ,t j: "-' • _ P-.. 0 ii�+il":4 '•C+'-?••r'r: r e �w.: err . _ _ .:. : t . i(`- Y� 'A'�• . { ti„ J t - a h *�, .y ASFR for: �• ' ' w Structural Calculations For: r, 80APARITO �� 1 Columnf 97 Uniform Building Code (91 NDS) ) Ver. 5.02 .• By Charles D. Garland, Pnnciple/Owner, , Charles D. Garland, Architect on: 05-02-2002: 11:36:28 PM Proiect: SAPARITO - Location: C7,,-; Summary: ' 5.51N x 5.5 IN x 11.75 FT / #1 -Douglas Fir -Larch -Dry Use = Section Adequate By: 74.2% �.-♦ Vertical Reactions: - Live' Vert-LL-Rxn=1428 LB " Vert-DL-Rxn= .. 3061 LB d-TDead _ Vert-TL-Rxn= 4489 :LB ,,. s A)dal Loads: -Live Loads: PL= ^. 1428 LB Dead Loads: PD= 2962 LB '.,Column Self Weght: CSW-'. - 99 - LB _ ' Total Loads: PT= 4489 LB 't.,'•',;;. Eccentricity (X -X A)is): • ex= 0.00 - : IN Eccentricity (Y -Y A)ds): ev= • 0.00 IN y Axial Duration Factor. - Cd-A�dal= 1.00 Column Data:-. ? i Length: ; ' ' Ma)dmum Unbraced Length (X -X Axis): L= Lx= 11.75 11.75: FT FT Maximum Unbraced Length (Y -Y A)is): Ly-- 11.75 FT Column End Condition: Ke= 1.0 - Calculated Properties:. ' Column Section (X -X Aids): dx= 5.50 IN -Column Section (Y -Y A)is): ` dv= 5.50 ' -IN Area: - - - A= 30.25 IN2 Section Modulus (X -X A)is): - Sx= 27.73 IN3 Section Modulus (Y -Y A)is): Sv= 27.73 IN3 ' • Slenderness Ratio: Lex/dx= 25.64 t , Ley/dy= 25.6 Properties For: #1- Douglas Fir -Larch - Compressive Stress: Fc-- Y 1000 PSI ` Modulus of Elasticity: E=' 1600000. ' PSI Bending Stress (X -X A)is): Fbx= 1200 PSI ' Bending Stress (Y -Y A)ds): i Fby= 1200 PSI Adjusted Properties: - Fc': Fc'= 575 PSI Adjustment Factors: Cd=1.00 Cp=0.57 Column Calculations (Controlling Case Only): ' Controlling Load Case: Axial Total Load Only (L + D) ; Compressive Stress: fc= 148 PSI Allowable Compressive Stress: Fc'= 575 PSI . r - ..::• �x---.. �:T'� y �. i y,�.r .+���� t p '��'"') '�i•�.•s�•�' �; 'tt'if r �ysra-,^��..r .c• yf r'+��^�'i r, j•? he �« ��� D�� ����� f6 '14ji a - �.iti Ye 1 J3.;1�' }.+y.�• M �•�Y < •�y 'l. t [ -0 1• '••j'. V a i'G.w t ',2 !n-fi". - {'M,r < i i r 1, .e 9-„y �` Gr q'-= ••e , - �r r'r a 1yi !' a •i k� iKs' yds k �s'"�'',1"c w a ; ''l"i •kj '�,j +�/„4''r ... .+. z -�,�?- °,e,,,2. > >, 'A 74 EWAYsSUITE;S; A .< .� �,4 .� x a x f -•k y,r.��..:�„y,,.tM.,�,�+! PALM DESERT; CA�"92260'��P R .nDATE 4 1' ti . PAGE: t aa"�t �r-'� - r"r' �-.• E a h£r �.r�-i+1 - _ ''� y ��' � •', .• .T r k :, •S �,�ti.; s,•ys r1 k°sc - - STRUCTURAL CALCULATIONS for,. - S f 8111E IIUNSAPMM '• ry C _r +' • _ �' Columnf AI,: SC 9th Ed ASD ) Vec 5.02 y: ' `• , BCharles D. Gariand, Principle/Owner ; Charles D. Garland, Architectori: 05-03-2002: 2:20:32 PM:• Proiect: SAPARITO - Location: CSX (MIN), - ' Summary 6 in Stand Wt. Pipe =ASTM A53 -S x 15.75 FT Section Adequate By. 83.5% Vertical Reactions: . Live' Vert-LL-Rxn= .1 IiI6 LB ' Dead: Vert DL-Rxn= 3210 IB Total: Vert-TL-Rxn= 4406 LB Horizontal Reactions: Total Reaction at Top of Column: TL-Rxn-Top 325 LB Total Reaction at Bottom of Column: TL-Rxn-Bottom= 0 LB ' Horizontal Deflection: ` Deflection due to lateral loads ony. " Defl= 0.00 IN + Abal Loads: - Live Loads: PL= 1196 LB Dead Loads: PD- 2911 LB Column Self Weight: CSW=,. 299 LB ' Total Loads: ' PT= 4406 LB Eccentricity (X -X A)is): ex= 0.00 'IN Eccentricity (Y -Y A)ds): ey=' 0.00 IN Lateral Loads: (Wind/Seismic) ' Loads applied l wL-lat= (DY Face) PLF Uniform Lateral Load: ' Point Load 1: P1=1at= 3.0 PL Location from Top of Column: P I lot--oc= 0.0 " FT' LB Column Data: Length: L= 15.75 FT ' Mabmum Unbraced Length (X -X A)ds): 15.75 FT Maximum Unbraced Length (Y -Y A)is): r 15.75 FT Column End Condition: K= 2.1 Column Bending Coefficient: Properties for.6 in Stand Wt: Pipe/A53-S Cm= 1.0 ' Steel Yield Strength: Fy= 35 KSI Modulus of Elasticity: E= 29000 KSI Column Nominal Diameter = 6.00 IN Column Outside Diameter: diaia= 6.625 IN ' Column Wall Thickness: t= 0.28 IN Area: Moment of Inertia (X -X A)is): A= 5.58 IN2Ix= 28.10 IN4 Moment of Inertia (Y -Y Abs): Ir- • 28.10 IN4 Section Modulus (X -X A)is): ' Sx= 8.50 IN3 Section Modulus (Y -Y A)ds): Sy-- 8.50 IN3 Radius of Gyration (X -X A)ds): rx= 2.25 IN Radius of Gyration (Y -Y A)ds): ry= 2.25 IN Column Compression Calculations: KUr Ratio (X -X A)ds): KLx/rx= 176.4 KUr Ratio (Y -Y A)ds): KLy/ry= 176.4 Controlling Direction for Compression Calculations: (Y -Y A)is) ' . Column Slenderness Ratio: Cc= 127.9 Allowable Compressive Stress: Fa= 4799 PSI Compressive Stress: fa= 790 ' PSI Column Bending Calculations: ' Controlling Load Case: Abal Total Load (D + L) Eccentricity Moment (X -X A)ds): Mx -ex= 0 IN -LB Eccentricity Moment (Y -Y A)is): M -ey= 0 IN -LB Bending Stress (X -X A)is): • yfbx= 0 PSI Bending Stress (Y -Y A)ds): fby= 0 PSI ' Flange Buckling Ratio: EBR= 21.43 Allowable Flange Buckling Ratio: AFBR= 94.29 Allowable Bending Stress: Fbx=Eby= 23 KSI Combined Stress Calculations: Euler's Stress (X -X A)ds): } FeX= 4799 PSI ' Euler's Stress (Y -Y A)ds): Fey= 4799 PSI Using AISC Formula 1-11-1: CSF(1)= 0.16 Using AISC Formula H1-2: CSF(2)= 0.04 Using AISC Formula H1-3: CSF(3)= 0.16 Controlling Combined Stress Factor: CSF(1) Controls �.-; . M :. -=, .:,..rKl - ' .'" ��ca....-.,y.y�..a.� y .v e..�„'�i'�,�;,,k' i�;srs'� r.. u,., ,cam.-. D�`n ..x.rffK�•r - yw ?. as• a_:.,...-,• ;.,. -•r k- a -- -� rte' - S, . Garland Airchrtect hlY t 1a �1 Y. �:: 1. `l Lef' 1 Y� � 1'� L ..'w. �' M T t fXP...y� �+� ..y.i r.Yrvy.,g a'N•�Yn•.s:y-Snrh' �.K6a �'�.i�;G .F3� ^6Y'Y'� �.�.7�i ie "r 74-854 � Y.�i t Paim Desert,= 92260 �`_ x�� `_ . , DATE: a.R 4/2/02 t PAGE y -CA �3� _f'T ; w�-° -� • ' �..f �-,c�r• ;,.., i A 5rR for: ' Structural Calculations •For: HIM 16ADARITO t Column[ 97 Uniform Building Code (91 NDS)1 Ver: 5.02 By: Charles D. Garland, Principle/Owner, , Charles D. Garland; Architect on: 05-02-2002: 11:4124 PM ' Proiect: SAPARITO - Location: C9 . r - Summary: .. - ' 3.5 IN x 5.5 IN x 10 FT /41 - Douglas Fir -Larch - Dry Use Section Adequate By: 86.5% ^ ; Vertical Reactions: 'Live: Vert-LL-Rxn= 360 LB Dead: Vert-DL-Rxn= 691 LB ' Total: .• Vert, TL-Rxn= 1051 LB , Axial Loads: Live Loads: PL= 360. LB Dead Loads: , PD= 638 LB Column Self Weight:- ' CSW= 53 LB ^ ' Total Loads: PT= 1051 LB Eccentricity (X -X A)is):: ex= 0.00 IN Eccentricity (Y -Y A)is):: ev= 0.00 IN Axial Duration Factor: ” . Cd-Abal= 1.00 - Column Data: � • ` r ' Length:L= 10.0 FT Maximum Unbraced Length (X -X A)is): Lx= 10.0 FT Maximum Unbraced Length (Y -Y A)is): LY= 10.0 ' FT Column End Condition: ,, Ke= 1.0 Calculated Properties: , ' Column Section (X -X A)is): dr— 5.50 IN Column Section (Y -Y A)is): dv= 3.50 IN Area: - A= 19.25 IN2 Section Modulus (X -X A)ds): Sr— 17.65 IN3 Section Modulus (Y -Y A)is): Sv= 11.23 IN3 ' Slenderness Ratio: Lex/d)&— 21.82 Ley/dy= 34.3 Properties For. #1 -Douglas Fir -Larch • Compressive Stress: Fc-- 1450 PSI Modulus of Elasticfty: E= 1700000 PSI Bending Stress (X -X A)as): Fbx= 1000 PSI ' Bending Stress (Y -Y A)as): Fby= 1000 .,.PSI Adjusted Properties: Fc': Fc'= 406 PSI Adiustment Factors: Cd=1.00 Cf=1.10 Cp=0.25 Column Calculations (Controlling Case Onlv): , ' Controlling Load Case: Axial Total Load Only (L + D) ' Compressive Stress: fc=. 55 PSI :. Allowable Compressive Stress: Fc'= 406 , .PSI t - r -:- ..r + : f¢: -Y S Y � 41 :ri+•.•::, `rr a -t :t's� v„ >� 4�}*z3y ]e•rer iia, - K -vr a w.•., `' �:.� DATE 4/2/02 PAGE �- �„ : � ` R �?'7'^-+,.kP+w's•�•a"S�'R! ^<, t � �S-�.'r''•wt.a --t -t� 7 ' t`? � r 5. • �" ..�` - � „ . tdy ' ` ; t ' 4 �. 4.t et �Ta ? �.7'Si•'i t. .iCi:•^C j•►w•r �, �J tip• � 4. -.x . :'� fi. < —{ s,- ` for. R•• - .- FJ'4 a - L. Stiivctulral Calculations For: M_. - .f M/ 4 SAVARITO . 4 •• ,_ .'M1r .t'. �t. �: ♦ .,,Y ^ • '`• .. 'tom 'r Columnr 97 Uniform Building Code (91 NDS)1 Ver. 5.02 By Charles D. Garland, Principle/Owner, Charles D. Garland, Architect on: 05-02-2002: 11:42:23 PM Proiect: SAPARITO -Location: C10 ; ..., Summary---: ,-,;5.5 ' IN x 5.5 IN z 10 FT /#I - Douglas•Fir-Larch - Dry Use Section Adequate By: 62.2% Vertical Reactions: . .Live: Vert-LL-Rxn= 2838 LB • 4Dead: Vert-DL-Rxn= 5104 LB. ?.Total:.Vert-TL-Rxn= - 7942 LB Axial Loads: r. Live Loads:. e . PL=, 2838 LB .: Dead Loads: - PD= 5020 LB Column Self Weight: CSW= 84 LB _e; Total Loads: ` ' ' PT= ' 7942 ' . 113 Eccentricity (X-X Axis): ex= 0.00 IN Eccentricity(Y-Y A)is): e1r- 0.00 IN `Axial Duration Factor: Cd-A?dal= 1.00 - Column Data':�'-�: -<=,, ' Length: ' :: L= 10.0 FT . Maximum Unbraced Length (X-X A)ds): Lx= 10.0 FT `.Mabmum Unbraced Length (Y-Y A)is): LV__ 10.0 FT, A Column End Condition: Ke= 1.0 Calculated Properties:.: . Column Sectionn (X-X A)is): dr-5.50 IN 'Column Section (Y-Y Abs): y �dy= 5.50 IN Area: A= 30.25 IN2 Section Modulus (X-X A)is): Sx= 27.73 IN3 Section Modulus (Y-Y A)is): Sv= 27.73 IN3 Slenderness Ratio: Lex/dr- 21.82 ' Ley/dy- 21.8 Properties For: #1- Douglas Fir-Larch Compressive Stress: "' Fc=. 1000 PSI Modulus of Elasticity E= 1600000 PSI - Bending Stress (X-X A)is): Fbx= 1200 PSI, ' • Bending Stress (Y-Y A)ds): Fby= 1200 PSI Adjusted Properties: - Fc': Fc-- , 694 PSI Adiustment Factors: Cd=1.00 Cp4.69 Column Calculations (Controlling Case Only): ' Controlling Load Case: Axial Total Load Only (L + D) Compressive Stress: ' fc= 263 PSI Allowable Compressive Stress: ,. Fc'= 694 PSI . :. :. s w i. 2- X74=854 Velie Way Suite 5 F5 - �,. ' 7 �N i" � - � 9.' r gn 3 +C r,•..*7b K .. *.� •..+ �"y ; r -n r�,92260 -"CA- 4�Z�172 PAGE s > . ,�y rMPalm Desert,A ,. �, . -14 * r A'SFR Tow Structural Calcul ations'For ,T. 'M/M s ' '.x 5 BAPARITO Columnf 97 Uniform Building Code (91 NDS) ) Ver: 5.02 By. Charles D. Garlind, Principle/Owner , Charles D. Garland, Architect on: 05-02-2002: 11:43:10 PM :. Proiect: SAPARITO - Location: CHI Summary ' 5 5 IN x 5.5 IN x 10 FT / #1 = Douglas Fir -Larch - DryUse f. Section Adequate By. 88;4% Vertical Reactions: ' �. Live:Vert-LLIRxri= 600 • LB > Dead: Vert-DL-Rxn= 1829 LB Total: Vert-TL-Rxn= 2429 LB a. A)aal Loads: .; . Live Loads: PL= 600 LB • . Dead Loads: PD= 1745 LB Column Self Weight: CSW= 84 LB . Total Loads:.:' ' ,• - ` PT= 2429 LB Eccentricity, (X -X A)is): .' er-0.00 IN Eccentdcfir (Y -Y A)is): e -- ' --"0.00 IN 'Abal Duration Factor: Cd-Abal= 1.00 Column Data: ' ..• Length:',' L= 10.0 FT' Mabmum Unbraced Length (X -X A)ds): Lx= 10.0 FT Mabmum Unbraced Length (Y -Y A)ds): Lir- - 10.0 FT Column End Condition: Ke= 1.0 Properties: " :Calculated Column Section (X -X A)ds): dx= 5.50 - IN Column Section (Y -Y A)ds): dv= 5.50 IN Area: A= 30.25 IN2 Section Modulus (X -X A)is): Sr- 27.73- IN3 Section Modulus (Y -Y A)is): Sr 27.73 IN3 Slenderness Ratio: Lex/d)= 21.82 Ley/� 21.8 Properties For: #1- Douglas Fir -Larch . Compressive Stress: Fc= 1000 PSI Modulus of Elasticity. E= 1600000 PSI Bendinq Stress (X -X A)is): Fbx= 1200 PSI ' Bendinq Stress (Y -Y A)ds): Fby= 1200 PSI Adjusted Properties: Fc': Fc'= 694 PSI Adjustment Factors: Cd=1.00 Cp=0.69 Column Calculations (Controlling Case Only,): ' Controlling Load Case: Abal Total Load Only (L + D) ' Compressive Stress: fc= 80 PSI Allowable Compressive Stress: Fc'= 694 PSI y',�`.sz^t;`,r',-t-.xa`'•i,Lt �i, .t, stx3k«t�:?v'..'+µin;''�ts'.•tis�ic£Y"' :�Y,s,'15ti'11 '#-.a1<+.�3:.�",.3.��.>F..N asr:-4 ra.fr,Ri.s:isv a.•Mt„rr;wCi��•'Wa{ ��v1k, 'i�'�?,.N.'` Ys€`�kY �y._t�it-�e'-•�i•hf[„,H '•, 7 k="ib�u,-!t...tw c -rk .hx,F. 4 q?r•c,i^^':�y,"`s.?rrtr'�r", +;n.R+ay:,;vZ.;'y`�tic>:,�„"r"`.-,...`pftr�`y;�.t:.n x4 -'5 .• s ,s., .,'x?..Y:sy�.:�F.Qp"3£t' �7 +n *r^'r�+in� �x,l. `�'?�'� �tri- v+i;�4�y''""Ytxfx'x" n,i. •aart��.'.�kfEc:'"}��'•$+t^A�[1ySx*+..�titasr'?}Txt;y:.3" �. r�yz"ii R`1t,`.,Xk''"'d.'�'• !ma"L:eJt„K.St.y?�,�� '� �`''?z,j4 y�',,`•,.�,,?.�;Zkiy1}:P"'.'^:S.+.�`.7.4'yY"y'�'t r 1 „IMF, '01. ,; 12 + ~x`�qyE�raK ' xiii..w•r-. 7t•` ,. MM c s ✓F `. » z --�j'�.? _ -'� t� ""fA � ..i Z l+� " ;.T+MT ��l/+.a'G k "'Y.i��1�_ +�.s.. +�j, �''7•j,, e� F it . � rti .Y P � .'ij•'.� 1l of n '� 'S'Jk_` � a. ... 1 y` t �'.: ., r. •.X eI .+ `�� tt y �� c`I ,, s -,k +,,��':~ y', . r y'x'}• 1' S"Ft.,.+,...r'o,.:s.rsi k,�. .lCAs. "3.c•W�r '�.4a;4ri- 's'y '+� 74-854 Velie Way;Suite 5 �� YDA�rErxaiiro2 PAGE at ' MPalm De rt,CA 92260 : F. • t 4 A SFR for��; ' S Structural Calculations For:, HIM 8APAQITO t a` L.: .� .. -. .mss..•. � a Column( 97 Uniform Building Code (91 NDS)1 Ver. 5.02 e Bv: Charles D. Garland, Principle/Owner, , Charles D. Garland, Architect on: 05-02-2002: 11:43:57 PM ` Project: SAPARITO - Location: CH2 Summary 3.5 IN x 5.5 IN x 8 FT / #1 - Douglas Fir -Larch - Dry Use Section Adequate By: 58.8% . Vertical Reactions: •, r : <; Live: Vert-LL-Rbm= ' . 1361 LB 5 Dead: „ . Vert-DL-Rxn= 3426 LB Total: Vert-TL-Rxn= 4787 LB Axial Loads: . Live Loads: PL= 1361 LB Dead Loads: PD= 3383. LB ' Column Self Weight: CSW= 43 LB . r Total Loads: PT= 4787 LB Eccentricity (X -X A)ds): , ex= 0.00 IN Eccentricity (Y -Y A)is): ev= 0.00 IN Axial Duration Factor: Cd -Axial=, 1.00 - ' Column Data: :'• .. - Length: L= 8.0 FT Maximum Unbraced Length (X -X A)is): Lx= 8.0 FT Maximum Unbraced Length (Y -Y A)is): Lv= 8.0 FT Column End Condition: Ke= 1.0 ' Calculated Properties:. Column Section (X -X A)is): dx= 5.50 IN Column Section (Y -Y A)ds): dr 3.50 IN Area: 'A= 19.25 IN2 Section Modulus (X -X A)is): Sx= - 17.65 IN3 Section Modulus (Y -Y Axis): Sv= 11.23 •IN3_ Slenderness Ratio: Lex(dx= 17.45 Ley/dy= 27.4 Properties For: #1- Douglas Fir -Larch Compressive Stress: Fc-- 1450 PSI Modulus of Elasticitv: E= 1700000 PSI ' Bending Stress (X -X A)is): Fbx= 1000 PSI Bending Stress (Y -Y Axis): Fby= 1000 PSI Adjusted Properties: Fc': Fc'= 604 PSI 4 Adjustment Factors: Cd=1.00 Cf=1.10 Cp=0.38 - Column Calculations (Controlling Case Only): Controllinq Load Case: Axial Total Load Only (L + D) Compressive Stress: fc= 249 PSI Allowable Compressive Stress: Fc'= .604- PSI . i „.;• - {,. �. moi. . - -�"-� �., .r .Z' 3.., w '1.i1"•'- 4 L" e+T� r .q•'.c,- sti ,Charles D -Garland,�Architect ' ., ,> :� � �� !'� ki� s4 -i' .. 'Efi�i kkY t•F`��•!f` }'"`2 3 �"`., it r •n , c� '' �,.Y�l �r _ k,4r�i'' ,i ';: ' ' L - R ,,+•'yq.f aw '•K1 - �w '�"' Yb �"..Z� . , K.J; _ T . i' -�{ Velle Way Suite 5 Fl -j.�... ��s.+•�, f , q.• - � � • d. - Y _ t `if =,74-8 , f ,, DATE; 4/2/02 s i. ''Palm`Desert, CA'92260 �: T. l.. 1 i .�'} x•' :.., . ;• . _ ,.,. Xr . A SFR for. ' Structural Calculations For: M/M SAPARITO'�- ,- Columnr 97 Uniform Building Code (91 NDS) ) Ver: 5.02' By Charles D. Garland, Principle/Owner, , Charles D. Garland, Architect on: 05-02-2002:11:44:53 PM ;; z Project! SAPARITO - Location: CH3 Summary ' i.5 IN x 5.5 IN x 8 FT / #1 - Douglas Fir-Larch - Dry Use Section Adequate By: 66.0% I -• Vertical Reactions: Live: Vert-LL-Rxn= 1755 LB Dead: ti Vert-DL-Rxn= .. ; 2200. LB ' Total: Vert-TL-Rxn= 3955 '' LB " A)aal Loads: Live Loads: PL= 1755 LB ' Dead Loads: PD= 2157 LB Column Self Weight: ' CSW= 43 LB . ' Total Loads: PT= - 3955 LB Eccentricity (X-X Axis): ex= ; = 0.00 IN Eccentricity (Y-Y A)is): ' ev= - 0.00 'IN . Axial Duration Factor. Cd-Axial= 1.00 Column Data: , ' Length: L= 8.0 FT Maximum Unbraced Length (X-X A)is): : Lx= 8.0 FT Maximum Unbraced Length (Y-Y A)is): Lir- 8.0 FT Column End Condition:. Ke= 1.0 Calculated Properties: ' Column Section (X-X A)is): dr- 5.50 IN Column Section (Y-Y A)is): der- 3.50 IN Area: w A= 19.25 IN2 Section Modulus (X-X A)as): - Sx= .17.65 IN3 Section Modulus (Y-Y A)is): Sir-, 11.23- IN3 Slenderness Ratio: Lex/dx= 17.45 ` -_. Ley/dy= 27.4 Properties For-. #1- Douglas Fir-Larch • . , Compressive Stress: Fc= 1450.- ” PSI Modulus of Elasticity: E_. ,1700000 PSI Bending Stress (X-X A)is): Fbx= 1000 PSI Bending Stress (Y-Y Axis): Fby= 1000 PSI " Adjusted Properties: ` Fc': Fc'= 604 '_ PSI, Adjustment Factors: Cd=1.00 Cf=1.10 Cp=0.38 Column Calculations (Controlling Case Only): . ' Controlling Load Case: Axial Total Load Only (L + D) Compressive Stress: fc= 205 PSI Allowable Compressive Stress:. Fc'= 604 PSI • V.,. .. .. ..y ,N`a e_.,..�.'v'� • ..-et•,�'W{{•ln XLy-' � tCharles D. Garland ' Afdhitect � ���t�t� ; �L� r r ' � �, 1 5 : { j, .i'. { �A L'74 {854Velie W.. 5 "DATE: ' F,:4_^4Suite y Y .4/2/02 PAGE r �;; •r ;;';w= ;Palm Desert, CA'922608rR ; - F ton. ' Structural Caions ons For. M/M SAPARITO _ , Columnr 97 Uniform Building Code (91 NDS) 1 Ver. 5.02 By: Charles D. Garland, Principle/Owner_ , Charles D. Garland, Architect on: 05-02-2002: 11:45:31 PM . Project: SAPARITO - Location: CH4 _ - •' Summary*-' - • r :� � w Mr � • ' •3.5 IN x 5.5 IN x 8 FT / #1 - Douglas Fir -Larch - Dry Use Section Adequate By: 46.5% Vortical Reactions: , Live:.Vert-LL-Rxn= • • 2005 .,LB - Dead: Vert -DL -1 • 4214 LB •'' Total: -4 Vert-TL-Rx_n= -' 6219 LB Abal Loads: ' • , Live Loads: PL= 2005 1 LB Dead Loads: PD= 4171 LB Column Self Weight: CPT= ' Total Loads: „ 6219 • LB' Eccentricity (X -X Abs): . ex= 0.00 IN , Eccentricity (Y -Y, Axis): ev-- 0.00 IN Abal Duration Factor Cd-A)dal= 1.00 Column Data: ` Length: .,._ - L= 18.0 FT Mabmum Unbraced Length (X -X Aids): br :8.0 FT" Maximum Unbraced Length (Y -Y A)ds): LV__ 8.0 ' FT -Column End Condition: : • Ke= , 1.0 - Calculated Properties: r Column Section (X -X A)ds): ' dx= 5.50 IN ' Column Section (Y -Y A)ds): dy= 3.50 IN "'Area: _Q _ A= 19.25 IN2 , Section Modulus (X -X A)ds): Sx= 17.65 IN3 Section Modulus (Y -Y A)ds): SV-- 11.23 • IN3 . Slenderness Ratio: Lex/d)= . 17.45 ' ; Ley/dy= >- 27.4 Properties For: #1- Douglas Fir -Larch" Compressive Stress:, ° Fc= 1450 - ,PSI Modulus of Elasticity. E= 1700000 PSI Bending Stress (X -X A)ds): Fbx= 1000, . PSI ' Bending Stress (Y -Y A)ds): Fby=, 1000 PSI Adjusted Properties: ry , • Fc': Fc'= 604 PSI Adjustment Factors: Cd=1.00 Cf=1.10 Cp=0.38 Column Calculations (Controlling Case Only): , ' Controlling Load Case: Abal Total Load Only (L + D) • • Compressive Stress: fc= , 323 PSI ,. 'Allowable Compressive Stress: Fc'= 604 PSI' .a -� :�`�•'.1'�. S' i� ri s ";t*• s,sr ,Yo2'n e>+r ri'•.a ..� [�{ :,1 g�,'1. �' ^i .a .''3-r'`i �..- .ur•;- :. .. .i - 4L'. 7•...,in wfi!-; - �'}'vrN "i -..- s a y xr v.,� - - f!t4r-. u ;i+d ,s.:.°.I�L r,X,, �- Y Fes. .,�.tp F� s 2. }. r1 � z,„t r-7gSf, �+.� '# 1' ?3�•� 5', . f it • F r�4Rle$ R!•• ri•.'4'w°, �'St:� �:r'�M+�a �v�wxgAJ.tw�+� - - t� r i'� F; � . < rtj {- d:;i k,�� s� •l��� ,r.,•. Archi•1t1bi•`rds - DGarlaid;f �S4r,fi �Chares � j � 74W54Vu Y-� �..:•_ : r , ; r #4t �� ` y 4/2/02 -PAGE-."- ;Palm Desert, 14, aCA,9226ODATE: .. _ L . - . f;^ k ABFR for: ' Structural Calculations For: 1 MIM sAPAluTo =; 1 Columnf 97 Uniform Buildinq Code (91 NDS) ) Ver. 5.02 ` By: Charles D. Garland, Principle/Owner, , Charles D. Garland; Architect on: 05-02-2002:11:47:03 PM Proiect: SAPARITO - Location: CH5 Summary. =• , : ' 3.5 IN x 5.5 IN x 8 FT 1#1 - Douglas Fir -Larch - Dry Use - k Section Adequate By. 85.1% - Vertical Reactions: Live: Vert-LL-Rxn= 420 LB Dead: Vert-DL-Rxn= 1318 LB Total: Vert-TL-Rxn= 1738 LB A)aal Loads: ; Live Loads: PL= 420 LB Dead Loads: PD= 1275 :1_13 Column Self Weight: CSW= 43 LB . ' Total Loads: PT= 1738 . '' LB Eccentricity (X -X A)is): ex= 0.00 IN Eccentricity (Y -Y Axis):' ey= 0.00 IN - Axial Duration Factor. 1, Cd-Abal= 1.00 Column Data: ' Length: L= 8.0 - FT Maximum Unbraced Length (X -X Axis): _ L)r- . 8.0 FT -Maximum Unbraced Length (Y -Y A)is): Lv= 8.0 FT ;Column End Condition: .. Ke= 1.0 Calculated Properties: Column Section (X -X Axis): dx= 5.50 IN ' Column Section (Y -Y A)as): dy= 3.50 IN Area: - A= 19.25 IN2 Section Modulus (X -X A)is): Sx= 17.65 IN3 Section Modulus (Y -Y A)is): ` Sv= 11.23 IN3 Slenderness Ratio: Lextdx= 17.45 ' Ley/d)r- 27.4 Properties For: #1- Douqlas Fir -Larch Compressive Stress: Fc= 1450 PSI ,1 Modulus of Elasticity. E= 1700000 PSI Bendinq Stress (X -X A)is): Fbx= 1000 ; PSI _ ' Bendinq Stress (Y -Y A)is): Fby= 1000 PSI Adjusted Properties: I • d Fc': Fc'= 604 PSI Adiustment Factors: Cd=1.00 Cf=1.10 Cp=0.38 Column Calculations (Controlling Case Only): ' Controllinq Load Case: Axial Total Load Only (L + D) Compressive Stress: ' fc= . 90 PSI Allowable Compressive Stress: Fc'= 604 PSI . -' r. S- is j'. -jl5 s 1:1Y •fA1 1rw .- '�-'`"'�`e� '"`r,.'i `r�';4` ^'�' •casvf.�"p-�K �} Tt+F z&y.;F`,{ R7 q 3. '}` KT. 1 i'•� .4 t h - l�i`:,11-.•tiHFti T 1f - F.Yt �r:l--'•'7. ASp 'Ai 21, :*4 r G 1{ �^ f ,}= s k• , S r,. 4 -rte S '•t' Y'�: Y.�, ;zy�'.•.0.tfi" _ {.Charles D GariandArchitect1wZ e^4r -, vac, ' .a•+ > I' 'S? 4?•i`- ty-.••LOc:• -7m 74-854 Velie V1%ay Suite-5�T- , fi. Palm Desert; CA 9MO ,DATE 4/2/02 t , PAGE 'It , Structural Calculations For: A SFR fon ' MI%M►P�R�u ' Footing Design r 97 Uniform Building Code (91 NDS) ) Ver: 5.02 By: Charles D. Garland, Principle/Owner, , Charles D. Garland, Architect on: 05-04-2002: 1:47.04 PM" Proiect: SAPARITO - Location: F1 Summary:. ' Footing Size' 2.5 FT x 2.5 FT x 12.00 IN '/ Reinforcement: #4 BARS @ 7.00 IN. O.C. ENV (4) min. Footing Loads = - 6 Live Load:- PL= 1276 LB Dead Load: PD= 3752. LB . Total Load:. -' _ PT= 5028 LB Ultimate Factored Load:' ... Pu= 7422 LB Footing Properties: Allowable Soil Bearing Pressure: Qs= - 1000 PSF Concrete Compressive Strength: Pc� - 2000 PSI ' Reinforcing Steel Yield Strength: . Fy= 40000 PSI Concrete Reinforcement Cover: C= 3.00 IN , Footing Size' - Width: W= 2.5 • FT Length: L= 2.5 ' - FT , ' Depth: Depth— 1 128 Effective Depth to Top Layer of Steel: ' 5 IN Column and Baseplate Size: . Column Type:. , (Wood)' Column Width: .. m= 3.50 IN Column Depth: n= • ' 5.50 IN Bearing Calculations: w t Required Footing Area: Areq= 5.92 SF Area Provided: A= 6.25 • SF Ultimate Bearing Pressure: - Effective Allowable Sal Bearing Pressure: Qu= 804 "PSF ' Qe= 850 PSF Baseplate Bearing: ; Bearing Required:.• Bearing= 7422 LB Allowable Bearing: Bearing -Allow= 45815 LB Beam Shear Calculations (One Way Shear): Beam Shear: ' • r Vul= 1608 LB ' Allowable Beam Shear: vc1= -19387 LB Punching Shear Calculations (Two way shear): Critical Perimeter: Bo= 52.00 IN Punching Shear: Vu2= 6037 LB " Allowable Punching Shear (ACI 11-35): - - - vc2-a= 76372 LB ' Allowable Punching Shear (ACI 11-36): vc2-b= 143462 LB Allowable Punching Shear (ACI 11-37): ; vc2-c= 67207 LB Controlling Allowable Punching Shear: vc2= 67207 LB Bending Calculations: Factored Moment: Mu= 27833. IN -LB ' Nominal Moment Strength: Mn= 231510 IN -LB Reinforcement Calculations: Concrete Compressive Block Depth: ` ' a= 0.62 IN Steel Required Based on Moment: As(1)= 0.09 IN2 Minimum Code Required Reinforcement(ShrinkagelremperatureACIA0.5.4): As(2)=, • 0.72 IN2 ' Controlling Reinforcing Steel: As-reqd= 0.72 IN2 Selected Reinforcement: (4) #4 BARS @ 7.00 IN. O.C. E/W Reinforcement Area Provided:. As= 0.79 IN2 Development Length Calculations: Development Length Required: Ld= 15.00 IN Development Length Supplied: Ld-sup= 12.00 IN Note: Plain concrete adequate for bending, therefore adequate development length not required. ' - £_ �•„�, ..�.` i�,Sany f/•�.i �JK-.`st"`'1'tn`c''yy" 'ri: k.` -l.J "."`y' *1'£t-`�.'Ji� ai. ''C*?,. y ...-., ,�,�.n.«... a.. N. - -.t r'f e d -y�i K'74 854'Velie Way Sw "l, y, >,,,11: r r Palm Desert CA 92260 4/2/02 PAGE: + Stlivctural = Calculations For. MjM SAPAIrITO, FootingDesign f 97 Uniform Building Code (91 NDS) ) Ver. 5.02 By. Charles D. Garland, Principle/Owner , Charles D. Garland, Architect on: 05-04-2002: 1:49:38 PM Project: SAPARITOt ;.Location: F2, . . Summar y 'Size: •> Footing2.0 FT x 2.0 FT x 12.00 IN. Reinforcement: #4 BARS @ 8.00 IN. O.C. ENV / (3) min. ; Footing Loads:. :• . . Live Load> ' - - PL= " 1054 . • ' LB • • ' Dead Load: - PD=_ 1866 LB _ ' Total Load: ... PT= 2920: ' LB - ' Ultimate Factored Load:., 4 Pu= : 4404 LB Footing Properties: Allowable Soil. Bearing Pressure: ` Qs= 1000' , PSF Concrete Compressive Strength: Fc—_ • 2000 PSI , ' Reinforcing Steel Yield Strength: Fv= 40000 PSI` Concrete Reinforcement Cover:c= f 3.00 JN " Footing Siize:.. , Width " - Length: ., L= • 2.0 ._ FT Depth: : o Depth= _' ,. 12.00 IN ' Effective Depth to Top Layer of Steel: d= ' -' 8.5 IN Column and Baseplate Size: Column Type:. Wood) Column Width:'. m=; 3.50 IN Column Depth: n= 5.50 IN Bearing Calculations: Required Footing Area: Areq= 3.44 SF 'SF Area Provided: A= 4.0 Ultimate Bearing Pressure: Qu= 730 PSF Effective Allowable Soil Bearing Pressure: Qe= .:850 ' Baseplate Bearing:. Bearing Required: . Bearing- 4404 LB Allowable Bearing: Bearing -Allow= 45815 LB Beam Shear Calculations (One Way Shear):` Beam Shear:, Vu1= 642 LB ' Allowable Beam Shear: vc1= 15509 i , LB Punching Shear Calculations (Two way shear): ' 'IN Critical Perimeter: ' Bo=. 52.00 ' . _ Punching Shear: Vu2= 3120 LB Allowable Punching Shear (ACI 11-35): vc2-a= 76372 LB ' ' Allowable Punching Shear (ACI 11-36): vc2-b= 143462 LB Allowable Punching Shear (ACI 11-37): vc2-c= 67207 LB ' Controlling Allowable Punching Shear:. vc2= 67207 LB Bending Calculations: Factored Moment: Mu= 13213. IN -LB ' Nominal Moment Strength: .Mn= 174041 IN -LB' Reinforcement Calculations: t Concrete Compressive Block Depth: .. a= 0.58 IN Steel Required Based on Moment: As(1)= 0.04 IN2 Minimum Code Required Reinforcement (Shrinkage/Temperature ACIA0.5.4): .. As(2)=. 0.58 IN2 ' Controlling Reinforcing Steel: As-reqd= 0.58 IN2 Selected Reinforcement: (3) #4 BARS @ 8.00 IN. O.C. ENV Reinforcement Area Provided: • . As= 0.59 IN2 Development Length Calculations: ' Development Length Required: Ld= 15.00 IN ' Development Length Supplied: Ld-sup= 9.00 IN Note: Plain concrete adequate for bending, therefore adequate development length not required. Footing Design ( 97 Uniform Building Code (91 NDS)1 Ver: 5.02 By Charles D. Garland, Principle/Owner , Charles D. Garland, Architect on: 05-042002: 1:51:21 PM Proiect: SAPARITO - Location: F3 Summary ' Footing Size: 4.5 FT x 4.5 FT x 12.00 IN Reinforcement: #4 BARS @ 7.00 IN. O.C. ENV / (7) min. Footing Loads: Lire Load: PL= 5336 LB Dead Load: PD= 9830 LB ' Total Load: PT= 15166 LB Ultimate Factored Load: Pu= 22833 LB Footing Properties: Allowable Soil Bearing Pressure: Qs= 1000 PSF Concrete Compressive Strength: F'c= 2000 PSI. ' Reinforcing Steel Yield Strength: Fv= 40000 PSI Concrete Reinforcement Cover: c= 3.00 IN Footing Size: Width: W= 4.5 FT Length: L= 4.5 — FT ' Depth: Depth= 12.00 IN Effective Depth to Top Layer of Steel: d= 8.5 IN Column and Baseplate Size: Column Tvpe: (Wood) Column Width: m= 5.50 IN ' Column Depth: n= 5.50 IN Bearing Calculations: Required Footing Area: Areq= 17.84 SF Area Provided: A= 20.25 SF Ultimate Bearing Pressure: Qu= 749 PSF Effective Allowable Soil Bearing Pressure: Qe= 850 PSF ' Baseplate Bearing: Bearing Required: Bearing= 22833 LB Allowable Bearing: Bearing-Allow= 71995 LB Beam Shear Calculations (One Way Shear): Beam Shear: Vu1= 7822 LB ' Allowable Beam Shear: vc1= 34896 LB Punching Shear Calculations (Two way shear): Critical Perimeter: Bo= 56.00 IN Punching Shear: Vu2= 21298 LB Allowable Punching Shear (ACI 11-35): vc2-a= 108566 LB ' Allowable Punching Shear (ACI 11-36): vc2-b= 146047 LB Allowable Punching Shear (ACI 11-37): vc2-c= 72377 LB Controlling Allowable Punching Shear: vc2= 72377 LB Bending Calculations: Factored Moment: Mu= 154124 IN-LB ' Nominal Moment Strength: Mn= 405566 IN-LB Reinforcement Calculations: Concrete Compressive Block Depth: a= 0.60 IN Steel Required Based on Moment: As(1)= 0.51 IN2 Minimum Code Required Reinforcement (Shrinkage/Temperature ACI-10.5.4): As(2)= 1.30 IN2 ' Controlling Reinforcing Steel: As-reqd= 1.30 IN2 Selected Reinforcement: (7) #4 BARS @ 7.00 IN. O.C. E/W Reinforcement Area Provided: As= 1.37 IN2 Development Length Calculations: Development Length Required: Ld= 15.00 IN ' Development Length Supplied: Ld-sup= 24.00 IN � ' � ' 7: •' fi ti �' Ti'• , } 'ZY a'•w'�i �rts.*k''' 3` "� <-�t.. �•tir+G px4^ "� �f '< r :fir � � � '� '`� ;rcy t : 'a s .E- X 4 x'- x + s•.. H.-•' -. ,+� z* �'� t� y , •Y .S� ��� Sig?. � Y� r -L Suite,5 s. ,ef``.." - -1:'.; e"e r..ir i� 'PAGE y.1. ..i- .����. �_F4rPalmDesert; <,��74-854Uelie;Way, ��R ,.- ,. f #� DATE 400 �°= ' SCA 92260 a "..Y 'i - >'-f?�jZ-s.d._y a t '��'` ':!R `{ r''`.K-t^;. .,�•ti h_ _ .+' Y f'- ..- s f,�' 4rt�'y: �_-� ,•.,. ; ,,1„ �, y ;: •; F ti 'Calculatioln`s ' A SFR for: Structural For s IM 8APARITO t) Footing Design r 97 Uniform Building Code (91 NDS) ) Ver. 8.02 By: Charles D. Garland, Principle/Owner, , Charles D. Garland, Architect on: 05=04-2002: 2:02:02 PM j ,. = Proiect: SAPARITO - Location: F4 Summary.-.. a :" '. - .. .: : .. ' Footing Size 3.0 FT x 3.0 FT x 16.00 IN v Reinforcement: #4 BARS @ 5.90 IN. O.C. ENV / (6) min. Footing Loads: • . = , Live Load: - - PL= 1718 LB . ; , Dead Load:. PD= , 5145 LB ' Total Load: PT= 6863 1B Ultimate Factored Load: • Pu= 10124 LB Footing Properties: Allowable Soil Bearing Pressure: Qs=. 1000 PSF Concrete Compressive Strength: F'c= • 2000 PSI.. -' ' Reinforcing Steel Yield Strength: Fy= 40000 PSI Concrete Reinforcement Cover: c= 3.00 , 'IN Footing Size' }'i•' •.Width:`:, W=;. 3.0 FT Length: L= 3.0 - FT . ' Depth:' Depth= 16.00 IN Effective Depth to Top Layer of Steel: t d= 12.5 IN " Column and Baseplate Size: Column Type: (Steel) ` Column Width: m= 5.50 IN Column Depth: n= 5.50 IN ' Baseplate Width: bsw= 12.00 IN ; Baseplate Length: bsl= 12.00. IN Bearing Calculations: ^ Required Footing Area: Areq= } 8.58 SF Area Provided: , A=" 9.0 , SF ' ' Ultimate Bearing Pressure: Qu=' .763 PSF Effective Allowable Soil Bearing Pressure: Qe= - '800 PSF Baseplate Bearing: `_:•.,. - • Bearing Required: Bearing= 10124 LB Allowable Bearing: v Bearing -Allow= 342720 LB ' Beam Shear Calculations (One Way Shear): Beam Shear: Vu1= .316 - LB Allowable Beam Shear: vc1= 34212 LB Punching Shear Calculations (Two way shear): Critical Perimeter:- Bo= 85.00 IN"... ' Punching Shear: Vu2= .6596 LB Allowable Punching Shear (ACI 11-35): vc2-a= 242334 . . LB Allowable Punching Shear (ACI 11-36): vc2-b= 318360 LB Allowable Punching Shear (ACI 11-37): vc2-c= 161556 LB, Controlling Allowable Punching Shear: vc2= 161556 LB ' Bending Calculations: _ Factored Moment: Mu= 40040 IN -LB' Nominal Moment Strength: Mn=' '513563 IWLB. Reinforcement Calculations: Concrete Compressive Block Depth: a= 0.77 IN ' _ Steel Required Based on Moment: As(1)= 0.09 IN2 Minimum Code Required Reinforcement (Shnnkagerremperature ACI -10.5.4): As(2)= 1.15 . IN2 Controlling Reinforcing Steel: As -read= 1.15 IN2 Selected Reinforcement: (6) #4 BARS @ 5.90 IN, O.C. E/W Reinforcement Area Provided: As= 1.18 IN2 Development Length Calculations: ' Development Length Required: Ld= 15.00 IN Development Length Supplied: Ld-sup= 13.88 IN Note: Plain concrete adequate for bending, therefore adequate development length not required. ' MSA ;,h Y�.�4 K. K.�w. .ti xZ}.u� t"Vw�`S74•'.riQ �tC,y`:tlf ^c4 ':. �,�q.,..M1'.'x lM.'^:� ti.•. ' -a,�r v-y:i' �. i. •' t w'4. tv .+�.-q.•wi.ys tt w :f• M r »Jv '+i +±`.d C % r^t r f.: asi,•.,i. _'iw 5,{�i,•iiri ,' ,� •-x%9-'niGir 10-'.'• d !. `y�• ,y. s:.,�'�{{{{v�Y.3w:' ` '�''�Cs�''.�d'°'.:;sa'Lti+ y--nI'3,�• J F�,S,kittl�f 3 . 37'Y s�sT�a."i Sl ;::Y-+- „'•' F' it ,=t Y •'kNO r'Arill •`;� �' ti"' V-; 4x'ri _ 'Y ^'• s';ti �'t �k f �..` '+«.{""! F fxk.:a. ✓` {za' • i f. y "r $:-.*•:-r' •..4'.•„ i', 3Er3� . �:: ifh `o tri ark 1 n7n, tax •`' R " x : .....,,. �v.. ,:'�,� ..cY�slunl;�`Et'�7t�:-1s-4^��t'-...�� � :�: � Ai •.ri L' � 1 .,.y, ,yf'� �,� ,t,-J�' `�::t,.'y. a•d.ie:Y,4.jt'y�aYL'�. c .n. :.isnrrASY.roti.n.x.itl3s'us.�5»�-a�`9"q.?.��.rr�Jir!r Lha'1`4+y'r.• y � "f'� �h'i"�tx.1.iF q, s>•"9'i i ,rF <�+ �'•.-=x�3� ru.;�"'.ix-•iK`•7c+aWYo+;r{�,.• 4.yr �+^•�95�?•n j�»� ^r �� �•,�i�ji'� 5-:�� .rye', i+..l,�'7� �.�'.4 `�i �-2 SSA i` �•�.c� =• ,Charles D Garland Wchitect 3's ` ' � � r�i 'a ., _ . r ;t .."C: ,rt _g:y� s.A��. .Fsi t.. :F"y, �3SSr `�:� 9 t�#�„lr 3� .r1 r�74-8 Velie Way Suite 5 � 'y Palm Desert, CA 92260 "' " DATE :4/2/02 - ;PAGE �* r •� '' r�' ""•t'a .a' } ,s.t., k. �` "t ,''? s .3• +� '� ,kms, A. SFR for. y 3Y ' Structural Calculations For:'. ; _ �. • . Y MIN 84PA1RITo h Y Footing Design f 97 Uniform Building Code (91 NDS) 1 Ver. 5.02 By. Charles D. Garland, Principle/Owner, Charles D. Garland, Architect on: 05-042002: 2:0445 PM' ; Project: SAPARITO - Location: F5 ' Summary- Footing ummaryFooting Size: 4.0 FT x 4.0 FT x 16.00 IN Reinforcement: #4 BARS @ 5.93 IN. O.C. ENV / (8) min. Footing Loads: t Live Load: PL=; 3124 LB ' Dead Load: r PD= 9029 113 Total Load: PT= 12153 LB Ultimate Factored Load: ' Pu= 17951 LB ' Footing Properties: - Allowable Soil Bearing Pressure:. Qs= 1000 PSF Concrete Compressive Strength: F'c=• X2000 PSI' ' Reinforcing Steel Yield Strength: Fy=. 40000 PSI Concrete Reinforcement Cover: c= 3.00 IN Footing Size' ,! _ ' Width:' W= 4.0 FT Length: + _ L= ' 4.0 ' FT , Depth: Depth= 16.00 IN Effective Depth to Top Layer of Steel: r ' d= 12.5 IN Column and Baseplate Size: - Column Type: r (Steel) Column Width: •m= bsw- n= 6.50 IN 6.50 IN ' Column Depth: ' Baseplate Width: » w= 12.00 IN . Baseplate Length: bs• 12.00. : IN Bearing Calculations: < - ' Required Footing Area: Areq= 15.19 SF ' Area Provided: A= X16.0 ` SF Ultimate Bearing Pressure: Qu= 760 PSF Effective Allowable Soil Bearing Pressure:. - Qe= • 800 PSF Baseplate Bearing: Bearing Required: Bearing= 17951 LB ' Allowable Bearing: Bearing-Allow= 342720 LB - Beam Shear Calculations (One Way Shear): t. Beam Shear: Vu1= 2571 LB Allowable Beam Shear: - vc1= 45616 LB Punching Shear Calculations (Two way shear): *, ' Critical Perimeter: Bo= . 87.00 IN ' Punching Shear: Vu2= 14266 LB Allowable Punching Shear (ACI 11-35): } vc2-a= 248036 LB Allowable Punching Shear (ACI 11-36): vc2-b=. - 320261 LB Allowable Punching Shear (ACI 11-37): vc2-c= 165357 LB ' Controlling Allowable Punching Shear:H - vc2= 165357 LB 'Bending Calculations: Factored Moment: Mu= 91536 IN-LB Nominal Moment Strength: Mn= 684751 IN-LB r Reinforcement Calculations: ' Concrete Compressive Block Depth: a= a 0.77 IN , Steel Required Based on Moment: r As(1)= 0.20 IN2 Minimum Code Required Reinforcement (Shrinkageffemperature ACI-10.5.4): As(2)= 1.54 IN2 Controlling Reinforcing Steel: As-read= .1.54 IN2 Selected Reinforcement: ' (8) #4 BARS @ 5.93 IN. O.C. ENV ' Reinforcement Area Provided: As= 1.57 IN2 Development Length Calculations: + Development Length Required: Ld= 15.00 , 'IN Development Length Supplied: Ld-sup= 19.13 IN - . : a .. Y• . - + �� ,Y ..4n} 1Y� i��'/rR!a S � 'l �7.�•i ' du �iw Tarrtw' iArch t! yn -'k - Y9v � z['V!Aw >p 7Y �h ., ' i �u�T4rvtt.. ;'r•1s:. �q..;jLt.� ; ....w .Charles';D J.l.40 ianit' L,� '•�'_�•1.!!G.""', L, `o.Z._f.�f. i'ii Y • LY. M:s� ., L �".z w} 7c�' R,.., ..y�d,..,1',aa.�•: r_ 74-854,Velie,Way,1s6lte5' L,!�.i;!' .•,i V Sl~,. • DATE S. ' j:e.�. r �-Nf„ 't1 PalmDeset, CA 92260 � ?4i2i02 PAGE:' k * ♦'' .x r - , ^. l.. -•.M1 - '•• '� �` ! L __,YN As■F RYfor: ' Structural Calculations For CT i . M/M SAPARITO' Footing Design r 97 Uniform Building Code (91 NDS) ) Ver: 5.02 By. Charles D. Garland, Principle(Owner, , Charles D. Garland, Architect on: 05-04-2002: 2:05:36 PM Project: SAPARITO - Location: F6 Summary ' Footing Size: 6.0 FT x 6.0 FT x 16.00 IN Reinforcement: #4 BARS @ 5.95 IN. O.C. ENV / (12) min. Footing Loads: Live Load: PL= 7929 LB ' Dead Load: PD= 16919' LB .Total Load: PT=' - 24848 LB Ultimate Factored Load: '. Pu= 37166 LB Footing Properties:, ',Allowable Soil Bearing Pressure: Qs= 1000 PSF Concrete Compressive Strength: F'c= 2000 PSI'.'- SI' '- Reinforcing Reinforcing Steel Yield Strength: Fy= 40000 PSI Concrete Reinfoccement Cover c= . 3.00 IN Footing Size: Width: r'` ,i - W= .6.0 FT .: Length: - L= 6.0 ” FT Depth: ;; Depth=• 16.00 IN Effective Depth to Top Layer of Steel: d= ..12.5 IN Column and Baseplate Size: . - Column Type: '' (Steel) Column Width: m= 6.50 IN ' Column Depth: + n= 6.50 IN Baseplate Width: bsw- 12.00 IN _ Baseplate Length: bsl= 12.00 `' IN Bearing Calculations: Required Footing Area: ti Areq= 31.06 SF Area Provided: A= 36.0 SF ' r Ultimate Bearing Pressure: Qu= 690 PSF . Effective Allowable Soil Bearing Pressure.� Qe= 800 PSF Baseplate Bearing: - Bearing Required: Bearing= 37166 LB Allowable Bearing: 342720 LB Beam Shear Calculations (One Way Shear): Beam Shear: iBearing-Allow= Vu1= 9743 LB' Allowable Beam Shear: , vc1= '68424 LB Punching Shear Calculations (Two way shear): Critical Perimeter:! Bo= 87.00 IN ' Punching Shear: Vu2= 33774 LB ^ Allowable Punching Shear (ACI 11-35): vc2-a= - 248036 LB Allowable Punching Shear (ACI 11-36): vc2-b=' 320261 LB Allowable Punching Shear (ACI 11-37): vc2-c= 165357. LB' Controlling Allowable Punching Shear: vc2= 165357 LB Bending Calculations: r, Factored Moment: Mu= 300557. . IN -LB Nominal Moment Strength: Mn= 1027126 IN -LB Reinforcement Calculations: Concrete Compressive Block Depth: a= 0.77 IN Steel Required Based on Moment: As(1)= 0.67 IN2 . Minimum Code Required Reinforcement (Shrinkage/Temperature ACI -10.5.4): As(2)= 2.30 IN2 Controlling Reinforcing Steel: As-reqd= 2.30 IN2 ` Selected Reinforcement: (12) #4 BARS 5.95 IN. O.C. ENV Reinforcement Area Provided: .@ As= 2.36 IN2 Development Length Calculations: - •, Development Length Required: Ld= 15.00 IN Development Length Supplied: Ld-sup=• 31.13 IN e > S:W Cili+?.d.-.Kf�YiS:i•tT .Y �."�.."sN�',rTl. I,.! 3y:. th'l�s .t'S•- .i.' ..fes 1 l T4„ -. 'Ti Ei`.i�ifr�-.'yi8 .' c I'rTw • •'�i 'Z•` yy. �. �.-`ixY,'J'' tC” .:Ysy 1.+3 it �•••TSl f t'�{••� .:/�,[yA . _ S AL 4ky,'%/.. ^Y 3 .•a* 4 J '.. r.# .,,,p y}'h, iLL i�, •. 5+ •�'�' •_. Y l .,� ! _\• `. >`V•-. 1" eid.•-+ }a -'It r:1'-rvt�.1 NR.v.au4�ls� 'd�C+ •IiMi'i�Ai'•1'- M•3 t.Ri:V. �.M'?;'3e�4rt''6-�'a:;,_X�`'�^ct�''rJ �y 31•�M[i t"J ate'^} yY t.+lc t�.` +. ..� ;jt��'�i, .�.• '�� C!! Mi Y �f •$ �. L 1 .� �• x , `\J. .<3rles.D?Garland,Architect ,•yiL.syr'Y"'�TI?e"C>�ikXti-�:�k�' . �f;:7 Sa �x F\'xK"M r,. �T� :� ;lr: F' ti vim»= w-rr�i r.r. =-74-854 Velie Way, Sulte 5 c *"412/02 "z r .. ,? DATE PAGE Is ' Palm Desert, CA92-2610 T ;•iti ..t ." r S :4 .:i' 8FR for: Structural Calculations For: is HIM 8APA1!lITO Footing Design r 97 Uniform Building Code (91 NDS)1 Ver. 5.02 BY: Charles D. Garland, Principle/Owner, Charles D. Garland, Architect on: 05-04-2002: 2:11:59 PM ' •' ' Proiect: SAPARITO - Location: FT, ' Summary 2 • Footing Size: 3.5 FT x 3.5 FT x 16.00 IN t Reinforcement: #4 BARS @ 5.92 IN. O.C. ENV / (7) min. e "Footing Loads: ^; Live Load: PL=.. • 2838 LB Dead Load: PD= 5104. • LB ' Total Load: PT= 7942: LB ' , Ultimate Factored Load: Pu= .11970 LB Footing Properties: • Allowable Soil Bearing Pressure: Qs= .1000 PSF Concrete Compressive Strength: Fc= ' 2000 PSI , °. " ' Reinforcing Steel Yield Strength: Fv= • 40000. . PSI Concrete Reinforcement Cover: c= 3.00 IN Footing Size :... Width: W= 3.5 FT • x : ; Length: L= ' • ' 3.5 FT - Depth: fid 1= Effective Depth to Top Layer of Steel 2.5 IN Column and Baseplate Size: ' Column Type: - (Wood) %Column Width: m= 5.50 IN ' Column Depth: n= 5.50 IN "Bearing Calculations: Required Footing Area: Areq= 9.93 SF Area Provided: , _ , A= • 12.25 SF Ultimate Bearing Pressure: Qu= 648 PSF Effective Allowable Soil Bearing Pressure: Qe= 800 PSF ' Baseplate Bearing: Bearing Required: Bearing= 11970. LB. , Allowable Bearing: Bearing -Allow- 71995 LB Beam Shear Calculations (One Way Shear): Beam Shear:�: Vu1= 2423 • LB ' Allowable Beam Shear:. vc1= 39914 LB Punching Shear. Calculations (Two way shear): Critical Perimeter. Bo= 72.00 IN Punching Shear: Vu2= 9772 LB Allowable Punching Shear (ACI 11-35): vc2-a= 205271 LB ' ' Allowable Punching Shear (ACI 11-36): vc2-b= 306006 LB . Allowable Punching Shear (ACI 11-37):. vc2-c= 136847 LB Controlling Allowable Punching Shear: vc2= 136847 LB Bending Calculations: Factored Moment: Mu= 62844 IN -LB ' Nominal Moment Strength: Mn= 599157 IN -LB Reinforcement Calculations: + Concrete Compressive Block Depth: a= 0.77 IN Steel Required Based on Moment: As(1)= 0.14" IN2 Minimum Code Required Reinforcement (Shrinkage/Temperature ACI -10.5.4): As(2)= .1.34 IN2 Controlling Reinforcing Steel: As-reqd= 1.34 IN2 Selected Reinforcement: (7) #4 BARS @ 5.92 IN. O.C. ENV , Reinforcement Area Provided: As= 1.37 IN2 _ Development Length Calculations: Development Length Required: Ld= • '15.00 1N ' Development Length Supplied: Ld-sup= 18.00 IN r,R.1' y��'_4��i � 9 � � r 7. 1x � - t r i � `!^;rS. � ��". ��Y r i .Ga- � .; ar � t.. R,. � � s _.�E�� a. '�' i r r• � f 1,�, - r� . � fiea " 1 1 , F, - c:nanes a -a �A t ananrcnitect �,t�' i � 7 rn,f' cKl, 5a. +}.x .�T .,+^yx r•, i S� .w •: .{'x r w :k w74-854 VeliepayxSuite'S DATE1 -4/2/02 PAGE , cr r:+ Palm Desert CA°92260 Z.. / •Y.V!,,L1.O,�.M'.'�✓.��.�".ni':%s.`7�{.�(,`.�He Y'c'_f+'.. lh Y1 ..1� .%7• ,. 15) 'T( lA. �,V•P '4• .•j R f ; VA/ •'. Yi �'/!/ a.la'r P'� • �,;: < / A SFR for. 1 al u at ons For: `,.. Structural C c 1 ► � M�M SAPAItITO r ' f •i F t•Q�� �_ An��-�-lam 1 -- s. r _ 1 - S01 L ..Ty Pf� lh�sS;Ohoo`f So v V_Eq:On-7 eTykx' ton/'AL N000 � �L �t /'ELLS 1 'INASs-T0fZY , i/ r �A-T ' * � � � r ✓ � `{ (,ice \. . 'PxPPI_ t C;P\-it 0 N� (pf Z'�" 018D ENV 0,60.4 .>4a � V l�,+7�l�ij�i.r.}.'7•k,.a''- S,;�i.$swv�•,s�4�%'Y+n,.Y+.r'�3?vS.�.�csi'�•'�},•'kr�x.firi"st;}. 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'� fi:" +.x♦. .s �r�,'f .{ , 3 . ` ♦ �. ,r;.,,FA' r: % 4' � at F.. <.r �alcula r p r y A 5rR for• Structural C t ons F r ; �� °�■ �. -- �' i - M/Mt SAPAQITO C4z�71 _ 1 ��� =- ,--� �=113 z �� • • -�:. , (� 1 T (2eUo �00 I _ ✓ � � f3� /6ov II Ca C5 �� a!�L -T yq.. 4 -#r b•!Nw'+C .,'� - °( 4x. � _- `` 3� � S�} Y�� FM^j- ••r+r .i'<a �f. k •i i= .x.✓' 3'..Y..� at'.t �r#1i s, t 7r i,6 E<n ;'jv Charles D., GE " h �k �., �. r74-854 Velie -Way Swte 5 ' � F , • .. , � .. , .. .�• . ,', -,� r <;- -,�,� r�} 1 r zs +: DATE:''4/2/02. PAGE t Palm Desert+=CA'92260 Structural C A SFR for: }: 1 { alcWations For: HIM BAPARITO _ 6Y _ Q t -N -TF VILAL.. A�ti (515 _ 1 WAL.L... I X48 0 ae 21. 5 �� �, .� ' �,••� � � 1 ���--O _- 1•k- ` w (fel '. �co1 / Lim Fv.� Usk,_ vitmD LA c(Z2L�7 ��� 1 ;�d - -� > ¢ ': x :�',F'- +:C".�`:r r k ;4• t 'i:., ss'T& f" `''i, i 31�J�"'+�::w.. —r _ .'Ik+%" +r .. ��„ . ' n';" - Mw +sP n• e ',•�Y sr^•x't?lt � �,n '��'. 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'CharlMA esD ;Garland' y t 7� r Architect ~74-854 Velie W_ay; Suites DA ..Palrb Desert,'CA'92260 TE 4/2/02; PAGE: - •y • k y.:.-r,,r. ate" �� a'.:�' .��'�...FUy ! ri, '1r -..s, � . - i - � 1"e��,i ; A SrR for: a� 'Structural Calculations'For• -" M/M SAPAItITo s NF s SSM« -4> as ------------ f'\ coy , *` _ r7 I\�/^J t SSjSMI L 14 CO 07 I rti `�M 21 X,7 lig(( kty1 :, , 0"61 %2 72 (410 NA�LL- V -r /VQ �-- _✓ (0 �w .(cc> =2u�t� tv ' -`'_ vm W% ural ■v�.' -..... i =, - + s ,� .,:xis.; StructCalculatio.ns Fo' r: r `zt t fw 0.1 tob 4, A. p -•lo icy TO71,; = i �-; ,olb .�� u5- �TIrID�Pj` 5 o (4zy7)/2- N c/4 3c�co 07 = (,z USE,'c e2" TD Ho�t,vL r -on --5/A¢b X13 LL t\i Fv� _ �(2���7 use � •� � � % 7s���s���• Charles D. Garland, Architect 74-854 Velie Way, Suite 5 Palm Desert, CA 92260 Structural Calculation's For: DATE: 4/2/02 A s,rR for. MIM MPARITO nLL N C2 * (9) � 0 rvq 4 2ceo ;I_ x,35 9V�I& ------- ac \> �� = c � /� 4 �Om�> 40b 0� c4u. 6A 7A Oaa /Z� ------- '2� Lkl b 6 C Ll rel U ..................... ZT7 mn Charles D.'Garland, Architect 74-854 Velie Way, :Suite 5' DATE: 4/2/02 PAGE: ' Palm Desert, CA k2 60 A SFR for: ' Structural Calculations For: HIM SAPARITO , �N-rF ,(-AL_. CIP 07(0 • � �°off 1/Z c � C(.� �1� _ — _ .� 4 0A 0 us N 2Q39/2,i t� O�l%- L�� " �J' c� �j�t G L Y22 tv r� 5 (,� 4�r k VDD e Charles D. Garland, Architect 74-854 Velie Way, Suite 5 Palm -Desert, CA 92260 Structural Calculations For: �'IVTE VLAL s DATE: 4/2/02 PAGE: - ' A SFR for: "I" 8""ITO yq/ALI,. L1�1F- „- _ 7i`l I 5-7 iP Y� _ (/tel - (Q Ci ���. -- .. . IS _ \N . L )r 3511 Z ,w.ZI LOkl -�_ lax �u�,c .+� �s l� 1 Charles D. Garland Architect.. 74-854 Velie Way, Suite 5 DATE: 4/2/02 PAGE: ' 1 Palm Desert, CA 92260 'A SFR for. 1 Structural Calculations For:'.MIM SAPAItITo LiNF- 00 z P� - � 1(1^x•' {� 2` j ..�►���-�4\~J-\`I- Vim-�r'.._._,......: ...�._�� .......... oV=C 1 W^ckuV4E 6ri-� 1 C01,15 1 � . LkR cct cL [.dv Gay 1 /� . 6b (6� l �loX: (_ (o 2 1-710 FP, 1 269oo// ' s Charles D. Garland, Architect, r . 1 35-325 Date Palm Dr., Suite 151-J ' DALE: ,f, PAGE: Cathedral City, CA 92234 f 1 Structural Calculations For: „ - '540, Lk -co C (U� I� : ,•�fi a� ST'S Seo r�� �� Co�1� _ ���i,,Ft.. , � . E1.\ijya =-4j20 1 I (OOIVJ 1 9 7I,�, L oil. Y ��oNL PIPE COL. . 1 i�XL- 500 /No, 0fL 17 — -. ' L 2 �n5�►L�'/`n(ON��'�P`l �' � 2 coo L 2 ?,qolg _Al-� 1 Charles D.'Garland, Architect 35-325 Date Palm Dr., Suite 151-J DATE:PAGE: 1 Cathedral City, CA 92234 Structural Calculations For: 1 (L�° tA .7 CSEtswu f=klc O"L= 0 2 o nnANu C> �PPL►��n � wnt�� Llnl� (060 - _ 3Ir tcp zz (16c) IV 1 Py �Y LoO �. I too Om 1000 �siV - � Z 1 '°y y , �2 etDy Charles D. Garland, Architect 35-325 Date Palm Dr., Suite 151-J DATE: PAGE: Cathedral City, CA 92234 / Structural Calculations For: �16PD (L(7() CD 4 Charles D.IGarlaind, Architect 35-325 Date Palm Dr., Suite 151-J.DATE: �Q Z PAGE: Cathedral City, CA 92234 1 Structural Calculations For:Pr7 �Iw 4 \N(C')N�Pt-- 17 VIL �loP1 L p (pe CoAfL � L M L / eL A42 P� o 1 - _ L 6 3-25 1L\ = ,59 G- �V1 '•off c`5 = ��� c " 5T 0 Charles. D. Garland, Architect 74-854 Velie Way, Suite 5 DATE: 4/2/02 PAGE: Palm Desert, CA 92260 A sFR for: i Structural Calculations For: Him 8"ARITO (' (r VORDkool 154 v 1 A _11 ,� �- 2�" C 3 S 82 ,775 =D P, �.7-'�(z,a-)= z� ►alp . Pvl,oq 0 1(37, L YLOV VA '11 @ —8) 1, 1 — ff.°1, � VOw - - P� �0 Charles D. Garland, Architect 74=854 Vel ie Way, Suite 5 Palm Desert, CA 92260 Structural Calculations For: I�A--Cf M.L.Aq,&f DATE: 4/2/02 PAGE: A SFR for: nim sAPARITo cd, �71,� N -)( I OC 0 � _ L-- 0441 ts� �✓ _ a F ff C�— � ~ Z, �,�f� - 1 /J� iF ° 1 ���,WW �s ✓ tel, CIA Z t &, 7 4 f o ct r — 535 �:5 % i'5 2,2 e2 (oo. 9 MSI Charles D. Garland, Architect' 74-854 Velie Way, Suite 5 Palm Desert, CA 92260 Structural; Calculations For: A 5rR for: HIM SAPARITO J yo 14 77 7 Charles D. Garland, Architect '"` t 60 ' '35-325 Date Palm Dr., Suite 151-J DATE: PAGE: Cathedral, C_ ity, CA 92234 1 Structural Calculations For: w. C\�A t 4S1 WALL uwlZ{�� �� 2,21 �L•��� ( - tI l i 1= .(5( L07- �= 'v,'�Z L�tq� i VY -Coe LOTT. �' = 2�c1000rz��i KF� ��1e c tc �-•� e e l � de � 5 - Structural Calculations For: O =- �% WA L LrI fq&ztr, s ' I 10 b qe �= ,q L07 Wa�� .3Z LFI�G`l 1 (2 zoe P)TT , _R=41 T r2, MA ef- 1 1 1 1 1 1 1 Charles D. Garland, Architect 74-854 Velie Way, Suite 5 Palm Desert, CA 92260 Structural Calculations For: DATE: 412102 A SFR for. HIM SAPORITO PAGE: :_ , C LNIN BEAD: AND FOOTING SCHEDULE: COL'M. COL -MI RE- BEAM COLUMN BEAM FTG FOOTING REINFORCEMENT NUMB. POST LAT 'D SIZE BASE CAP NUMB. 'SIZE SIZE & NUMB. SIZE BEAM _ 101 HIP MASTER -1 1 TRUSS No. 1 CHP 46. 'No. I DF 0 HIP MASTER TRUSS No. 2 CHP 46HIP No. 1 OF _ MASTER TRUSS No. 3 CHP 46 No. 1 OF. _ HIP MASTER TRUSS No. 4 CMP 46HIP No.1 OF _ MASTER TRUSS No. 5 CG1 4x6 No. 1 OF _ GIRDER TRUSS No. 1 CG2 6x6GIRDER No. 1 OF _ TRUSS No. 2 CSUB 4x6 N6.1 OF 67 STUBBED GIRDER TRUSS 6' DIAM. XXSTR. CIX A53 -S PIPE COL. 6" DIAM. XX-STR. C14 A53 -S PIPE COL. CB46 I H15 or . I p2 H15-2 63/a' x 15' '4F -V4 (DFIDF) GLULAM 01 CB46 H15 or H15-2 p� wl STO. CAMBER BASE PL. w/ CB46 H15 or H15-2 p� 4- %" x 12" CB46 H15 or H15-2 p� CB46 H15 or H15 2 p1 61 (DFIDF) GLULAM CB46 H15 or H15-2 F2 wl STD. CAMBER BASE PL. wl 4- %" x 12' CB66 H15 or H15-3 F3 CB46 I H15 or . I p2 H15-2 T-6" SQ. x 12' THK. PAD FTG. WIBOTT. 18' BELOW F.F. 2'-0' SQ. x 12' THK. PAD FTG. WIBOTT. 18' BELOW F.F. 2'-F SQ. x 12" THK. PAD FTG. W/BOTT. 18' BELOW F.F. 2'-0' SQ. x 12' THK. PAD FTG. WIBOTT. 18' BELOW F.F. 2'-0' SQ. x 12" THK. PAD FTG. W/BOTT. 18" BELOW F.F. 4'-6' SQ. x 12" THK. PAD FTG. WIBOTT. 18' BELOW F.F. 2'-0' SQ. x 12' THK. PAD FTG. WIBOTT. 18' BELOW F.F. 3'-0' SQ. x 16' THK. ERECTION PAD FTG WIBOTT. @ 5'-4' BELOW F.F. 4'4Y SQ. x 16' THK. ERECTION PAD FTG. WIBOTT. @ 5'-0" BELOW F.F. 4 — #4 EA. WAY @ 3' CLEAR OF THE BOTT. 4 — #4 EA. WAY -@3-CLEAR OF THE BOTT. 4 — #4 EA. WAY @ 3' CLEAR OF THE BOTT. 4 — #4 EA. WAY . @ 3' CLEAR OF THE BOTT. 3 — #4 EA. WAY @ 3' CLEAR OF THE BOTT. 7 —44 EA. WAY @ 3" CLEAR OF THE BOTT. 3 — #4 EA. WAY I @ 3' CLEAR OF THE BOTT. 6 — #4 EA. WAY @ 3' CLEAR OF THE BOTT. 8 — #4 EA. WAY @ 3' CLEAR OF THE BOTT. 63/a' x 15' '4F -V4 (DFIDF) GLULAM 12'x 12' x s/a" A36 STEEL CCO7 B1 wl STO. CAMBER BASE PL. w/ F4 4- %" x 12" LONG A.B. 63/a x 15' 24F -V4 12' x l7 x %" LEG7 x 15" 61 (DFIDF) GLULAM A36 STEEL ATTACH wl STD. CAMBER BASE PL. wl 4- %" x 12' TO B4 LONG A.B. S 63/a x 15' 24F -V4 B4 (DF/DF) GLULAM CC07 wl STD. CAMBER T-6" SQ. x 12' THK. PAD FTG. WIBOTT. 18' BELOW F.F. 2'-0' SQ. x 12' THK. PAD FTG. WIBOTT. 18' BELOW F.F. 2'-F SQ. x 12" THK. PAD FTG. W/BOTT. 18' BELOW F.F. 2'-0' SQ. x 12' THK. PAD FTG. WIBOTT. 18' BELOW F.F. 2'-0' SQ. x 12" THK. PAD FTG. W/BOTT. 18" BELOW F.F. 4'-6' SQ. x 12" THK. PAD FTG. WIBOTT. 18' BELOW F.F. 2'-0' SQ. x 12' THK. PAD FTG. WIBOTT. 18' BELOW F.F. 3'-0' SQ. x 16' THK. ERECTION PAD FTG WIBOTT. @ 5'-4' BELOW F.F. 4'4Y SQ. x 16' THK. ERECTION PAD FTG. WIBOTT. @ 5'-0" BELOW F.F. 4 — #4 EA. WAY @ 3' CLEAR OF THE BOTT. 4 — #4 EA. WAY -@3-CLEAR OF THE BOTT. 4 — #4 EA. WAY @ 3' CLEAR OF THE BOTT. 4 — #4 EA. WAY . @ 3' CLEAR OF THE BOTT. 3 — #4 EA. WAY @ 3' CLEAR OF THE BOTT. 7 —44 EA. WAY @ 3" CLEAR OF THE BOTT. 3 — #4 EA. WAY I @ 3' CLEAR OF THE BOTT. 6 — #4 EA. WAY @ 3' CLEAR OF THE BOTT. 8 — #4 EA. WAY @ 3' CLEAR OF THE BOTT. I.; Charles D. Garland, Architect 74-854 Velie Way, Suite 5 Palm Desert, CA 92260 Structural Calculations For: COLUMN, BEAM AND FOOTING SCHEDULE: DATE: , 412102 PAGE: A SFR for: M/M SAPORITO COL'M. COL'M/ RE- BEAM COLUMN BEAM FTG FOOTING REINFORCEMENT NUMB. POST LAT'D SIZE BASE CAP NUMB. SIZE SIZE & NUMB. SIZE BEAM F21 6' DIAM. XX-STR. A53S B2 6% x 15'24F -V4 (DFIDF) GLULAM w/ STD. CAMBER 12' x 12' x 5/a" A36 STEEL BASE PL. wl CC07 F4 T-0' SQ. x IT THK. ERECTION PAD FTG. WIBOTT. @ 6 - #4 EA. WAY @ 3' CLEAR OF THE BOTT. PIPE COL. 4- %" x 12' 5'4' BELOW F.F. LONG A.B. C23 6' DIAM. XX-STR. B2 63/4" x 15' 24F -V4 (DFIDF) GLULAM 12' x 12" x %" A36 STEEL LEG705" 15" ATTACH 4'-0' SQ. X 16" THK. ERECTION PAD FTG. 8 — #4 EA. WAY @ 3' CLEAR A53S PIPE COL. w/ STD. CAMBER BASE PL. wl 4- %" x 12" TO B2 F5 WIBOTT. @ 5'-4' BELOW F.F. OF THE BOTT. LONG A.B. 63/4' x 15'24F -V4' B3 (DF/DF) GLULAM CC07 W/ STD. CAMBER 6" DIAM. XXSTR. 6%'x 15" 24F -V4 (DF/DF}GLULAM 12'x 12' x %s" A36 STEEL 4'-0'SQ. x 16'THK. ERECTION PAD FTG. 8 — #4 EA. WAY @ 3' CLEAR C2X A53 S PIPE COL. w/ STD. CAMBER BASE PL. wlWIBOTT. e " 4-/e x12" rLEG7x @ 5'-0' BELOW F.F. OF THE BOTT. LONG A.B. 63/a x 15' 24F -V4 61 (DFIDF) GLULAM CC07 w/ STD. CAMBER RA53-S 6" DIAM. XXSTR. PIPE COL. 63/4" x 15"24F -V4 (DFIDF) GLULAM wl V CAMBER 12' x 12" z.s/e" A36 STEEL BASE PL. w/ 4- %" x 12" ECC07 6'-0" SQ. x 16" THK. ERECTION PAD FTG. W/BOTT. @ 5'-4" BELOW F.F. 12 — #4 EA. WAY @ 3"CLEAR OF THE BOTT. LONG A.B. 63/4' x 15'24F -V4 LEG7 x 15" 65 (DFIDF) GLULAM ATTACH w/ %' CAMBER TO B4 C56 6' DIAM. XXSTR. A53S PIPE COL. 65 63/4° x 15" 24F -V4 DF ( /DF) GLULAM w/ %* CAMBER 12'x 12'x 5/s" A36 STEEL BASE PL. w/ 4 %" x 12. LEG7 x 15" ATTACH TO 136 F5 4'-0" SQ. x 16" THK. ERECTION PAD FTG. WlBOTT. @ 5'-0" BELOW F.F.. . 8 — #4 EA. WAY @ 3' CLEAR OFTHE OTT. LONG A.B. 63/4" x 15'24F -V4 B6 ,(DFIDF) GLULAM CC07 wl %' CAMBER RC6 46 No. 1 DF 66 63/4" x 15" 24F -V4 (DFIDF) GLULAM wl/as" CAMBER CB46 ECC74 P1 2'-6' SQ. x'12' THK. PAD FTG. W/BOTT. 18' BELOW F.F. 4 — #4 EA. WAY @ 3' CLEAR OF THE BOTT. C7 6x6 No. 1 DF b7 63/4' x 15"24F -V4 (DFIDF) GLULAM wl %" CAMBER CB66 ECC76 F1 2'-6' SQ. x 12" THK. PAD FTG. WIBOTT. 18' BELOW F.F. 4 — #4 EA. WAY @ 3' CLEAR OF THE BOTT. Charles. D. Garland, Architect 74-854 Velie Way, Suite 5 Palm Desert, CA 92260 Structural Calculations For: DATE: 412102 A SFR for: F "I" SAPORITO IJTeT4 COL'M. NUMB. COL'M/ POST SIZE RE- LAT'D BEAM BEAM SIZE COLUMN BASE BEAM CAP FTGFOOTING NUMB. SIZE REINFORCEMENT SIZE & NUMB_. C8 T DIAM. STANDARD A53 -S PIPE COL. B8 6%x 15"24F -V4 (DRDF) GLULAM w/ STD. CAMBER 17 x 12"x 6/e° A36 STEEL BASE PL. w/ 4- %' x 12" LONG A.B. CC07 F4 3'-0" SQ. x 16" THK: ERECTION PAD FTG. WIBOTT. @ 5'-4" BELOW F.F. 6 - #4 EA. WAY @ 3" CLEAR OF THE BOTT. Fcslx 6" DIAM. STANDARD A53-S PIPE COL. 12'x 12" x 6/e° A36 STEEL BASE PL. w/ 4- %" x 12" LONG A.B. CC07 F4 3'-0' SQ. x 16' THK. ERECTION PAD FTG. W/BOTT. @ 5'-4' BELOW F.F. 6 - #4 EA. WAY @ 3" CLEAR OF THE BOTT. C9 46 No. 1 DF B9 6x8 No. 1 DF LCB46 EPC64 FZ 2'4" SQ. x 1T THK. PAD FTG. W/BOTT. 18" BELOW F.F. 3 - 44 EA. WAY @ 3- CLEAR OF THE BOTT. C�0 6x6 No. 1 DF 610 51/8"x 15" 24F, V4 - DF/DF GLULAM CB66 ECC5'/4 - 6 F7 3'-6" SQ. x 12" THK. PAD FTG. W/BOTT. 18" BELOW F.F. 7 - #4 EA. WAY @ 3' CLEAR OF THE BOTT. 10 0 CH1 6x6 No. 1 DF H� 51/8"x 12" 24F, V4 - DF/DF GLULAM CB66 ECCV/4 - 6 F2 2'-T SQ. x 12" THK. PAD FTG. W/BOTT. 18" BELOW F.F. 3 - #4 EA. WAY @ 3" CLEAR OF THE BOTT. nCH 4x6 No. 1 DF H2 51/8"x 12" 24F, V4 - DFIDF GLULAM CB46 ECC5�/4 - 4 F1 2'-" SQ. x 12" THK. PAD FTG. W/BOTT. 18" BELOW F.F. 4 - #4 EA. WAY @ 3" CLEAR OF THE BOTT. CH3 46 'No. 1DF H3 602 No. 1 DF CB46 ECC64 F1 2'-6" SQ. x 12" THK. PAD FTG. W/BOTT. 18" BELOW F.F. 4 - #4 EA. _WAY @3"CLEAR OF THE BOTT. CN4 No. DF H4 51/8"x 161/2" 24F, V4 - DF/DF GLULAM CB46 ECC5/4 - 4 F7 3'-6" SQ. x 12" THK. PAD FTG. W/BOTT. 18" BELOW F.F. 7 - #4 EA. WAY @ 3" CLEAR OF THE BOTT. CH5 4� DF No. Hg 6x8 No.1 DF LCB46 EPC64 F2 2'-T SQ. x 12" THK. PAD FTG. W/BOTT. 18" BELOW F.F. 3 - #4 EA. WAY @ 3" CLEAR OF THE BOTT. COLUMN BASES CALLED OUT AT THIS TABLE SHALL BE SUPERrCEDED BY IND TION PLAN. HOLDOWN HARDWARL GALLtu rum r, 1 Charles D. Garland, Architect 74-854 Velie Way (Suite 5) Palm Desert, CA, 92260 DATE: 412102 PAGE: Structural Calculations For: A 5FR for: 41" SAPORI TO SHEAR WALL TABULATION DWALL LENGTH V WALL V DIAPH V (pIQ WALL CONSTRUCTION TYPE & HOLDOWN REQUIREMENTS AB DIAM. & SPACING CONSTRUCTION NOTES A 8' — 1480 185 D A35 @ 24" OIC @ ROOF DIAPH. SHEAR TRANSFER sus" @ 48" 1 4' PIER 740 — — STHD14 @ EA. END TO (2)2x STUDS 4' PIER 740 — — STHD14 @ EA. END TO (2)2x STUDS B 8' — 904 113 D A35 @ 24" OIC @ ROOF DIAPH. SHEAR TRANSFER sus" @ 48" 1 4' PIER 452 — — STHD14 @ EA. END TO (2)2x STUDS 4' PIER 452 — — STHD14 @ EA. END TO (2)4 STUDS C 17.5' — 1800 144 - D A35 @ 24" OIC @ ROOF DIAPH. SHEAR TRANSFER NO HOLDOWNS REQUIRED sus" @ 48" 1 D 25.5' — 3111 122 D A35 @ 24" OIC @ ROOF DIAPH. SHEAR TRANSFER 1 NO HOLDOWNS REQUIRED %"@48" 1 E 9.5' — 1463 154 1 D A35 @ 24" OIC @ ROOF DIAPH. SHEAR TRANSFER STHD8 @ EA. END TO (2)2x STUDS sus" @ 48" 1 F 4.5' PIER — 2718 604 4 D A35 @ 12" OIC @ ROOF DIAPH. SHEAR TRANSFER STH14 @ EA. END TO (2)2x STUDS '/." @ 16" 1, 3 & 6 G 14' — 4032 2882 D A35 @ 24" OIC @ ROOF DIAPH. SHEAR TRANSFER STHD14 @ EA. END TO (2)2x STUDS %"@32 1 H 11' — 2068 188 1 D A35 @ 24" OIC @ ROOF DIAPH. SHEAR TRANSFER STHD8 @ EA. END TO (2)b STUDS sus" @ 48" 1 J 15.5' — 2387154 1 D A35 @ 24" OIC @ ROOF DIAPH. SHEAR TRANSFER STHD8 @ EA. END TO (2)2x STUDS sus" @ 48" 1 K 3.5' — 1218 348 SM D A35 @ 24" OIC @ ROOF DIAPH. SHEAR TRANSFER — — SM21x7 609 — — STANDARD MFR. HOLDOWNS & ANCHOR BOLTING SM21x7 609 — - STANDARD MFR. HOLDOWNS & ANCHOR BOLTING L 6' — 2988 498 4 D A35 @ 12" OIC @ ROOF DIAPH. SHEAR TRANSFER STH14 @ EA. END TO (2)2x STUDS V @ 16" 1,3&6 M 3.5' — 1218 348 SM D A35 @ 24" OIC @ ROOF DIAPH. SHEAR TRANSFER — — SM21x7 609 — — STANDARD MFR. HOLDOWNS & ANCHOR BOLTING SM21x7 609 — — STANDARD MFR. HOLDOWNS & ANCHOR BOLTING N 12' — 1836 153 SM >- A35 @ 24" OIC @ ROOF DIAPH. SHEAR TRANSFER — — SM36x11 459 — — STANDARD MFR. HOLDOWNS & ANCHOR BOLTING SM36x11 459 — — STANDARD MFR. HOLDOWNS & ANCHOR BOLTING SM36x11 459-7 — STANDARD MFR. HOLDOWNS & ANCHOR BOLTING T Charles D. Garland, Architect ' 74-854 VelieWay (Suite 5) Palm Desert, CA, 92260 SATE: 4/2/02* 'Structural Calculations For: A SFR for. _ M/M SAPORITO O SHEAR WALL TABULATION DWALL LENGTH V WALL V DIAPH V (plo WALL CONSTRUCTION TYPE & HOLDOWN REQUIREMENTS AB DIAM. & SPACING CONSTRUCTION NOTES 0 21' — 3234 154 D A35 @ 24" OIC @ ROOF DIAPH. SHEAR TRANSFER Y @ 48- 1 13.5' 2079 — — STHD8 @ EA. END TO (2)2x STUDS 7.5' 1155 — — STHD8 @ EA. END TO (2)2x STUDS P SM48x13 — 1464 366 SM A35 @ 24" OIC @ ROOF DIAPH. SHEAR TRANSFER STANDARD MFR. HOLDOWNS & ANCHOR BOLTING R 10' — 3480 348 A35 @ 24" OIC @ ROOF DIAPH. SHEAR TRANSFER 2 D STHDB @ EA. END TO (2)2x STUDS s/e" @ 32" 1 S 8' — 2824 354 2 D A35 @ 12" OIC @ ROOF DIAPH. SHEAR TRANSFER STHD14 @ EA. END TO (2)2x STUDS %" @ 32" 1 T 9.5' — 3876 408 A35 @ 24" OIC @ ROOF DIAPH. SHEAR TRANSFER 6.5' 2652 — — 3 D STH14 @ EA. END TO( 2)2x STUDS V @ 32" 1, 3 & 6 SM36x13 1224 — — SM D STANDARD MFR. HOLDOWNS & ANCHOR BOLTING — — U 9.5' — 3724 392A35 @ 12" OIC @ ROOF DIAPH. SHEAR TRANSFER 3 D PH08 w I SSTB28's @ EA. END TO 4x POSTS V @ 32" 1, 3 & 6 V 21.5' — 3526 164 A35 @ 24" OIC @ ROOF DIAPH. SHEAR TRANSFER 4.5' PIER 738 — — D STHD8 @ EA. END TO (2)b STUDS s/e" @ 48" 1 5.5' PIER 902 — — D . STHD8 @ EA. END TO (2)2x STUDS s/e" @ 48" 1 5.5' PIER 902 — — D STHD8 @ EA. END TO (2)2x STUDS s/e" @ 48" 1 SM36x13 492 — — SM D STANDARD MFR. HOLDOWNS & ANCHOR BOLTING — — SM36x13 492 — — SM D STANDARD MFR. HOLDOWNS & ANCHOR BOLTING W 10.5' — 1260 120 A35 @ 12" OIC @ ROOF DIAPH. SHEAR TRANSFER 6.5' 780 — — D A35 @ 24" OIC @ ROOF DIAPH. SHEAR TRANSFER Y @ 48" 1 SM48x13 480 — — SM D STANDARD MFR. HOLDOWNS & ANCHOR BOLTING — — X 10' — 2410 241 D A35 @ 24" OIC @ ROOF DIAPH. SHEAR TRANSFER Y @ 48" 1 6' PIER 1446. — — STHD8 @ EA. END TO (2)2x STUDS 4' PIER 964 — — STHD8 @ EA. END TO (2)2x STUDS Charles D. Garland, Architect 74-854 Velie;Way (Suite 5) -Palm Desert, CA, 92260 Structural Calculations For: DATE: 412102 PAGE: A SFR for. H/M SAPORITO SHEAR WALL TABULATION V WALL V V AB DIAM. & CONSTRUCTION DWALL LENGTH DIAPH(plt) WALL CONSTRUCTION TYPE & HOLDOWN REQUIREMENTS SPACING NOTES Y 23' — 2438 106 1 D A35 @ 24" OIC @ ROOF DIAPH. SHEAR TRANSFER s/s" @ 48" 1 5.5' PIER 583 — — STHD8 @ EA. END TO (2)2x STUDS 17.5' 1855 — — NO HOLDOWNS REQUIRED Z 11.5' — 2346 204 D A35 @ 24" OIC @ ROOF DIAPH. SHEAR TRANSFER s/s" @ 48" 1 STHD8 @ EA. END TO (2)2x STUDS AA 15' — 2340 ' 156 D A35 @ 24" OIC @ ROOF DIAPH. SHEAR TRANSFER s/s" @ 48" 1 1 NO HOLDOWNS REQUIRED BB 4' — 1376 344 SMD A35 @ 12" OIC @ ROOF DIAPH. SHEAR TRANSFER SM24x11 688 — — STANDARD MFR. HOLDOWNS & ANCHOR BOLTING SM24x11 688 — — STANDARD MFR. HOLDOWNS & ANCHOR BOLTING CC 21.5' — 3956 184 D A35 @ 12" OIC @ ROOF DIAPH. SHEAR TRANSFER s/e" @ 48" 1 6.5' 1196 — — STHD8 @ EA. END TO (2)2x STUDS 15' 2760 — — NO HOLDOWNS REQUIRED DD SM48x13 — 3212 803 SM D A35 @ 8" OIC @ ROOF DIAPH. SHEAR TRANSFER STANDARD MFR. HOLDOWNS & ANCHOR BOLTING _ — EE 9' — 1485 165 D A35 @ 24" OIC @ ROOF DIAPH. SHEAR TRANSFER s/s" @ 48" 1 1 STHD8 @ EA. END TO (2)2x STUDS . 3 CANTI- 1100 PROVIDE (3) 6" XX STR. PIPE COLUMNS w112" SQUARE BY CC LEVERED — 3300 @ EA. %" THK. BASE PLATE AND (4) %" x 12" LONG ANCHOR BOLTS ST'L COL. COLUMN at A 16" THK. CONC ERECTION PAD PER COUBM SCHEDULE CC 2 CANTI- LEVERED — 2090 1045 @ EA. PROVIDE (2) 6" XX STR. PIPE COLUMNS wl 12" SQUARE BY s/e" THK. BASE PLATE AND (4) %" x 12" LONG ANCHOR BOLTS ST'L COL. COLUMN at A 16" THK. CONC ERECTION PAD PER COUBM SCHEDULE 2 CANTI- 855 PROVIDE (2) 6" XX STR. PIPE COLUMNS wl 12" SQUARE BY CC3 LEVERED — 1710 @ EA. %" THK. BASE PLATE AND (4) %" x 12" LONG ANCHOR BOLTS ST'L COL. COLUMN at A 16" THK. CONC ERECTION PAD PER COUBM SCHEDULE 4 CANTI- 325 PROVIDE (4) 6" ST'D. WT. PIPE COLUMNS wl 12" SQUARE BY CC LEVERED — 1300 @ EA. %" THK. BASE PLATE AND (4) %" x 12" LONG ANCHOR BOLTS ST'L COL. COLUMN at A 16" THK. CONC ERECTION PAD PER COUBM SCHEDULE Charles D. Garland, Architect ' 74-854 Velie Way (Suite' S) Palm Desert, CA, 92260 DATE: 412102 PAGE: ' Structural Calculations For: A SFR for: M1114 SAPORUO SHEAR WALL CONSTRUCTION D 112 GYPSUM WALL BOARD APPLIED DIRECTLY TO 2x STUDS WITH STANDARD WALL BOARD NAILS (15/8" x .086" DIAMETER wl 9/32" HEADS) OR 5d COOLER NAILS (1%"x.086" DIAMETER w/ 15/64" HEADS) AT 7" O/C ' MAX. TO ALL STUDS, SILLS, PLATES AND BLOCKING. ANCHOR w/ 5/" DIAMETER x 10" LONG ANCHOR BOLTS (wl 2"x 2"x 3/16" THICK PLATE WASHERS BETWEEN NUT AND WOOD SILL) @ 6'-0" O/C MAX. (ALLOWABLE LOAD: 50 pIf — PER UBC TABLE 25-1-1997 UBC) ' D 718" PORTLAND CEMENT PLASTER ON WOVEN WIRE OR EXPANDED METAL LATH NAILED AT EACH STUD, SILL AND PLATE @ 6" OIC MAX. w/ No. 11 x 1'/2" GALVANIZED NAILS WITH 7/16' DIAMETER HEADS OR ' ATTACHED wl No. 16 GAUGE STAPLES HAVING 718" LONG LEGS. ANCHOR wl 5/8 DIAMETER x 1U" LONG ANCHOR BOLTS (wl 2"x 2"x 3/16" THICK PLATE WASHERS BETWEEN NUT AND WOOD SILL) @ 48" OIC MAX. (ALLOWABLE LOAD: 180 plf —PER UBC TABLE 25.1-1997 UBC) ' THE NEXT THREE(3) SHEAR WALL TYPES SHALL ALL HAVE THE FOLLOWING IDENTICAL TICAL STRUCTURAL WOOD PANEL DIAPHRAGM: (WALLS 1 D, 2 D &3' D ONLY) 8 %CDX APA PLYWOOD OR %" ORIENTED STRAND BOAR P . D APPLIED DIRECTLY TO THE STUDS, WITH THE LONG DIMENSION OF FULL PANELS LAID PARALLEL OR PERPENDICULAR TO THE LENGTH OF THE STUDS, ALL EDGES OF EACH PANEL SUPPORTED ON STUDS, SILLS, PLATES OR BLOCKING AND NAILED AND ANCHORED AS FOLLOWS: ' D 8d COMMON NAILS @ 6" OIC AT ALL PANEL EDGES AND 8d COMMON NAILS @ 12" O/C AT ALL FIELDS. ANCHOR WITH %" DIAMETER BY 10" LONG ANCHOR BOLTS AT 48" OIC. (ALLOWABLE LOAD: 260 Of — PER UBC TABLE 23.11.1.1; FOOT NOTE No. 4-1997 UBC) ' CONSTRUCTION NOTE (S) 1, 2, 3, 4, 5 & 6 MAY APPLY (3, 4, 5 AND 6 APPLY WHEN DIAPHRAGM AT BOTH SIDES) ' 2 D 8d COMMON NAILS @ 4" O/C AT ALL PANEL EDGES AND 8d COMMON NAILS @ 12" O/C AT ALL FIELDS. - ANCHOR WITH '/" DIAMETER ANCHOR BOLTS (HAVING THE APPROPRIATE LENGTH — 10" LONG AT STANDARD 2x SILLS AND 12" LONG AT 3x SILLS) AT 32" 0/C. (ALLOWABLE LOAD: 380 pIf— PER UBC TABLE 23.11-1-1; FOOT NOTE No. 4-1997 UBC) CONSTRUCTION NOTE(S) 1, 2; 3, 4, 5 & 6 MAY APPLY (3, 4, 5 AND 6 APPLY WHEN DIAPHRAGM AT BOTH SIDES) t 3 D 8d COMMON NAILS 3" O/C AT ALL PANEL EDGES AND 8d COMMON NAILS " @ @ 12 0/C AT ALL FIELDS. ANCHOR WITH'/4" DIAMETER BY 12" LONG ANCHOR BOLTS AT 32" O/C. ' (ALLOWABLE LOAD: 490 pIf— PER UBC TABLE 23.11-1-1; FOOT NOTE No. 4-1997 UBC) CONSTRUCTION NOTE(S) 1, 2, 3, 4, 5 & 6 MAY APPLY (3, 4, 5 AND 6 APPLY WHEN DIAPHRAGM AT BOTH SIDES) Charles D. Garland, Architect ' 74-854 Velie Way (Suite 5) Palm Desert, CA, 92260 DATE: 412102 PAGE: ' Structural Calculations For: A SFR for: "I" SAPORUO SHEAR WALL CONSTRUCT 1 O N (cont d.) 4 D 15/32" STRUCT. I APA PLYWOOD OR 15132" ORIENTED STRAND BOARD (OSB) APPLIED DIRECTLY TO THE STUDS, WITH THE LONG DIMENSION OF FULL PANELS PARALLEL OR PERPENDICULAR TO THE LENGTH OF THE STUDS, ALL EDGES SUPPORTED ON STUDS, SILLS, PLATES OR BLOCKING AND NAILED AND ANCHORED AS FOLLOWS: 8d COMMON NAILS @ 3" OIC AT ALL PANEL EDGES AND 8d COMMON NAILS @ 12" O/C AT ALL FIELDS. ANCHOR WITH'/<" DIAMETER ANCHOR BOLTS AT 16" O/C. (ALLOWABLE LOAD: 550 Of— PER'UBC TABLE 23.11.1-1-1997 UBC) CONSTRUCTION NOTE(S) 1, 2, 3, 4, 5 & 6 MAY APPLY (4, 5 AND 6 APPLY WHEN DIAPHRAGM AT BOTH SIDES) CONSTRUCTION NOTES: 1 SEISMIC ZONE 4: 2"x 2".x 3116" PLATE WASHERS SHALL BE PROVIDED BETWEEN ALL ANCHOR BOLT NUTS AND THE WOOD SILL. 2 SEE ANCHOR BOLT CALCULATIONS FOLLOWING THESE NOTES IN THE CALCULATIONS. 3 EDGE NAILING AT ABUTTING PANEL EDGES FOR WALLS LOADED IN EXCESS OF 350 plf SHALL BE APPLIED TO 3x OR WIDER STUDS. 4 APPLYING EQUAL THICKNESS STRUCTURAL WOOD PANELS TO BOTH STUD FACES OF A SHEAR WALL AND WITH MATCHING NAILING FOR BOTH SIDES SHALL PROVIDE DOUBLE THE LOAD CAPACITY OF WALLS HAVING THE SAME PANELS AND NAILING APPLIED TO ONLY ONE FACE. 5 STRUCTURAL WOOD PANEL SHEAR WALLS WITH PANELS APPLIED TO BOTH FACES AND WITH EDGE NAILING LESS THAN 6" O/C SHALL HAVE ABUTTING PANEL EDGES FOR ONE SIDE OFFSET ONE STUD SPACE FROM THE OTHER SIDE (NOTE No. 3 ALSO APPLIES) 6 ALL SHEAR WALLS HAVING A LOAD CARRYING CAPACITY IN EXCESS OF 350 plf SHALL BE PROVIDED .WITH 3x P.T.D.F. SILL PLATES AND 12" LONG ANCHOR BOLTS OF THE DIAMETER PROSCRIBED FOR THAT WALL CONSTRUCTION TYPE (ALL ANCHOR BOLTS SHALL BE SET 7" INTO CONCRETE) 7 WHERE THE CONTRACTOR DESIRES TO CONSTRUCT THE SLAB -ON -GRADE AND THE FOOTINGS AND FOUNDATION IN A TWO POUR SYSTEM, ALL ANCHOR BOLTS SHALL HAVE A MINIMUM LENGTH OF 14", SETTING THEM A MINIMUM OF 4" INTO THE TOP OF THE FOUNDATIONS BEFORE POURING THE SLAB. 8 ALL ANCHOR BOLTING, HOLDOWN BOLTS OR STRAPS AND OTHER FORMS OF CONCRETE INSERTS SHALL BE SECURELY HELD IN PLACE WITH JIGS OR OTHER SUCH DEVISES PRIOR TO REQUESTING FOUNDATION INSPECTION, DURING INSPECTION AND DURING ACTUAL POURING OF CONCRETE. 9 ALL ANCHOR BOLTS AND HOLDOWN BOLTS SHALL BE BROUGHT PLUMB PRIOR TO THE CONCRETE HARDENING. MECHANICAL STRAIGHTENING OF BOLTS AFTER THE CONCRETE HAS HARDENED THAT RESULTS IN SLAB EDGE BREAKING SHALL RESULT IN REJECTION OF A PORTION OF THE SLAB AND FOUNDATION BY THE ARCHITECT OR STRUCTURAL DESIGNER OF RECORD AS HE DEEMS NECESSARY, ITS REMOVAL AND REPOURING OF THAT PORTION OF THE CONCRETE. 10 HOLDOWN STRAP HOOKS SHALL BE STABLIZED DURING THE CONCRETE POUR IN ORDER TO ENSURE THEY REMAIN AT THE MANUFACTURER'S PROSCRIBED ANGLE OF INSERTION. TITLE 24 REPORT Title 24'Report for: A Custom. Res for Chuck and Sheila Saporito .78-362 Talking Rock Turn La Quinta, Ca. 92253-1120 „n . Project Designer: GLS Group 74-854 Velie Way, Suite A Palm Desert, Ca. 92260 760-340-3528 Report Prepared By: Jack LaFontaine Energy Management Service 41- 485 Adams Street, Unit C Bermuda Dunes, CA 92201 760-360-4631 CITY OF LA QUINTA BUILDING & SAFETY DEPT. APPROVED t112 -1164 - ON RUCTIO DATB -- • x-381 f,- 24 • 7-0aad Ga�JTlzot. � • (t) 150 &kL wN l'1 ► t4c +IRA? • 12-6 S6Ee.1 So-� kos lz�tAaT "ewrL% q!AS9— . k%- µAQ S S ` %- 536 --A6K*56-R�TUwJ TY OF LA QUI �b Number BUI G & S DEPT. 040302 AP VED F ONS CTION Date: rE 101- BY 4/22/2002 40Joa sc The EnergyPm computer program has been used to perform the calculations summarized in this compliance report This program has approval and is authorized by the California Energy Commission for use with both the Residential and Nonresidential 2001 Building Energy Efficiency Standards. This program developed by Gabel DoddfEnergySoft, LLC (415) 883-5900. I EnergyPro 3.1 By EnergySoft Job Number. 040302 User Number. 5021 79to UX 74tKw� W Tow oi�KF/(aP4 cdL TITLE 24 REPORT Title 24 Report for: ACustom Res for Chuck and Sheila'Saporito 78-362 Talking Rock Turn La Quinta, Ca. 92253-1120 Project Designer: GLS Group 74-854 Velie Way, Suite #5 Palm Desert, Ca. 92260 760-340-3528 Report Prepared By: Jack LaFontaine Energy Management Service 41- 485 Adams Street, Unit C Bermuda Dunes, CA 92201 760-360-4631 Job Number: 0403021 Date: 4/22/2002 The Energyft computer program has been used to perform the calculations summarized in this compliance report. This program has approval and is authorized by the California Energy Commission for use with both the Residential and Nonresidential 2001 Budding Energy Efficiency Standards. This program developed by Gabel Dodd[ErwgySoft, LLC (415) 883-5900. EnwgyPro 3.1 By EnergySoft Job Number. 040302 User Number: 5021 TABLE OF CONTENTS: Cover Page 1 Table of Contents 2 Form CF -1 R Certificate of Compliance 3 Form MF -1 R Mandatory Measures Checklist 7 Form C 2 Computer Method Summary 8 HVAC System Heating and Cooling Loads Summary 15 Room Load Summary 19 Room Heating 'Peak Loads 23 Room Cooling- Peak Loads 27 EnegWPro 3.1 By EneMySoft Job Number. 040302 User Number. 5021 Certificate of Compliance: Residential (Part 1 of 2) CF -111 A Custom Res.for Chuck and Sheila Saporito 4/22/2002 Project Title IDate 78-362 Talking Rock Tum La Quinta Project Address Budding Permit # Energy Management Service 760-360-4631 Pkr Check / Date DocurnentWon Author Telephone Computer Performance 15 Field Check / Date Compliance Method (Package or Computer) Clunate Zone Enforcernent Agency Use only GENERAL INFORMATION Total Conditioned Floor Area: 4,885 f? Average Ceiling Height 12.6 It Total Conditioned Slab Area: 4,885 fid Building Type: (check one or more) ® Single Family Detached ❑ Addition ❑ Single Family Attached ❑ Existing Building ❑ Multi -Family ❑ Existing Plus Addition Front Orientation: (East) 90 deg Floor Construction Type: ® Slab Floor Number of Dwelling Units: 1.00 Number of Stories: 1 ❑ Raised Floor Component Const Frame Assembly Location/Comments R-38 Roof (R.38.ac14.16) Wood 0.028 Exterior Roof Slab On Grade Na 0.756 Covered Slab w/R-0.0 Perimeter Insulation Slab On Grade Na 0.756 Exposed Slab w/R-0.0 Perimeter Insulation R-21 Wall (W.2126.16) Wood 0.059 Exterior Wall Solid Wood Door None 0.387 Exterior Door FENESTRATION Shading Devices Type Orientation Area Fenestration Exterior Overhang Side Fins S Shading Yes / No Yes / No Skylight 3.0 0.66 0.40 None ❑ X❑ ❑ X❑ Left (Southwest) 64.0 0.43 0.35 Bug Screen 0 ❑ ❑ 0 Left (Southwest) 48.0 0.57 0.38 Bug Screen X❑ ❑ ❑ X❑ Left South 12.0 0.57 0.32 Bug Screen ❑ 0 ❑ 0 Left (South) 18.7 0.43 0.35 Bug Screen 11 X❑ 1:1 N1 Rear (West) 14.0 0.43 0.35 Bug Screen ❑ X❑ ❑ X❑ Rear (West) 24.0 0.65 0.40 Bug Screen ❑ Q ❑ Q Right (North) 24.0 0.57 0.32 Burl Screen ❑ 0 ❑ 0 Right (North) 36.6 0.43 0.35 Bug Screen ❑ X❑ ❑ X❑ Right (North) 30.0 0.57 0.38 Bug Screen ❑ X❑ ❑ X❑ Front (East) 12.0 0.57 0.32 Bug Screen ❑ X❑ ❑ X❑ Front (East) 1.6 0.49 0.40 Bug Screen ❑ X❑ ❑ X❑ Run Inttiation Imre: 04/22/02 14:51:01 Run Code: 1019512261 E.myPro 3.1 By EmaySaft User Number: 5021 Job Number: 040302 :3 of 33 Certificate of Compliance: Residential (Part 1 of 2) CF -1 R A Custom Res for Chuck and Sheila Saporito 4/22/2002 Project Tdle Date 78-362 Talking Rock Tum La Quinta Project Address Building Pern* # Energy Management Service 760-360-4631 Plan Com, Date Documentation Author Telephone Computer Performance 15 Field chem I Date Compliance Method (Package or Computer) Clunate Zone Enforcement Agency Use Only GENERAL INFORMATION Total Conditioned Floor Area: 4,885 ft2 Average Ceiling Height: 12.6 It Total Conditioned Slab Area: 40885 ftp Building Type: (check one or more) ® Single Family Detached ❑ Addition ❑ Single Family Attached ❑ E)Mng Building ❑ Multi -Family ❑ Existing Plus Addition Front Orientation: (East) 90 deg Floor Construction Type: ® Slab Floor Number of Dwelling Units: 1.00 Number of Stories: 1 ❑ Raised Floor BUILDING SHELL INSULATION Const. Component Frame Assembly Location/Comments Type U Value (attic, garage, typical, etc.) FENESTRATION Shading Devices Type Orientation Area Fenestration Exterior OverhangSide Fins S Shadin Yes / No Yes / No Front (East) 102.0 0.57 0.38 Bug Screen ❑ 0 ;; ❑ Front (East) 39.6 0.43 0.35 Bug Screen ❑ X❑ ❑ X❑ Front (East) 9.0 0.43 0.35 Bug Screen X❑ ❑ ❑ X❑ Rear (West) 97.0 0.43 0.35 Bug Screen R] ❑ ❑ X❑ Rear (West) 192.0 0.57 0.38 Bug Screen X❑ ❑ : ❑ X❑ Right (North) 48.0 0.65 0.40 Bug Screen ❑ &I ❑ X❑ Rear (Northwest) 24.0 0.65 0.40 Bug Screen 0 ❑ ° ❑ 0 Rear (Norfirmsi) 56.0 0.43 0.35 Bun Screen X❑ ❑ . ❑ X❑ Right (North) '34.0 0.43 0.35 Bug Screen X❑ ❑ '' ❑ X❑ Left (South) 6:0 0.47 0:40 Bun Screen ❑ X❑ ❑ X❑ Left (South) 30.0 0.57 0.38 Bua Screen ❑ X❑ , ❑ X❑ ❑ ❑, ❑ ❑ Run Initiation Tune: 04/22/02 14:51:01 Run Code: 1019512251 EnewPro 3.1 By Energ~ User Number. 5021 Job Number: 040302 :4 of 33 Certificate of Compliance: Residential - (Part 2 of 2) CF -1R A Custom Res for Chuck and Sheila Saporito 4/22/2002 Project Title Date HVAC SYSTEMS Note: mptd Hydronic or Combined Hydronic data under Water Heating Systems, except Design Heating Load. Distribution Heating Equipment Minimum Type and Duct or Type (fumace, heat Efficiency Location Pipingg Thermostat Location / pump, etc.) (AFUE/HSPF)(ducts, attic,. etc.) R -Value Type Comments Cpntral Fumarp 80% AFUE Ducts in Attic 42 Setback HVAC Zone I Central E, mace 80% AFUE n Irts in Attic 47 Setback 1-11VACMme 11 Central Furnace 80% AFUE Duds in Attic 42 Setback HVAC Zone III COMM Fumarp 80% AFUE Duds in Attic 4.2 Setback HVAC Zone IV I Cooling Equipment Minimum Duct Type (air conditioner, Efficiency Location. Duct Thermostat Location / heat pump, evap. cooling) (SEER) (attic, etc.) R -Value Type Comments Split Air Condlitimu 17-0 AFER Ducts Attic 47 Rfft2ek HVAr7nnal Split Air Conditioner 11 1 N1_ 1 Attic 47 p1• : « _ •i1 p 11 Split Air Conditioner 17.0 -qFFR Ducts Attic 4.2 Setback HVAC Zone III Split Air Conditioner 112�2 SEER Ducts Attic 4.2 Setback HVAC Zone IV WATER NEATING'SYSTEMS 1 Rated Tank 1 1 Energy Fact. External Water Heater Water Heater Distribution # in Input Cap. or Recovery Standbyy Tank Insul. System Name Type Type Syst Btu/hr (gal) Efficiency Loss R -Value RHEEM 44V50 __ Small Gas Recirc1r1me+Temn 1 40-000 so 0-61 n/a n/a 1 For small gas storage (rated inputs of less than or equal to 75,000 Btu/hr), electric resistance and treat pump waiter heaters, list energy factor. For large gas storage water heaters (rated input of greater than 75,000 Btulhr), list Rated Input, Recovery Efrrcienry and Standby Loss. For instantaneous gas water heaters, list Rated input and Recovery Efficiency. REMARKS COMPLIANCE STATEMENT This certificate of corrmpti nce fists the building features and performance specifications needed to comply with Tide 24, Parts 1 and 6 of the California Code of Regulations, and the administrative regulations to implement them. This certificate has been sighed by the individual with overall design responsibility. When this certificate of compliance is submitted for a single building plan to be built in multiple orientations, any shading feature that is varied is indicated in the Special Features/Reniaris section. Designer or Owner f Business 8 A Professions Code) Documentation Author Name: - U. ( A A (H Title/Firm: GLS Group , / Lcy t Dr -CT. Address: /-74.854 Veiie Way. suite #5 Tell Lic. Agency Name: _ Title/Firm: _ Address: Telephone_' Name: Jack LaFontaine Title/Firm: Energy MgnNgMent Service ..Address: 41- 465 Adams Street. Unit C Z 0z X22-t)Z. (date) (asp) (fie) Run Initiation Tyre: 04/22/02 14:51:01 Run Code: 1019512261 EnergyPro 3.1 By EnergySoft User Number. 5021 Job Number. 040302 Page:5 of 33 Certificate of Compliance: Residential (Addendum) CFA R A Custom Res for Chuck and Sheila Saporito 4/22/2002 tProjed Title Date Special Features and Modeling Assumptions The local enforcement agency should pay specialattention to the items specified in this checklist. These items require special written justification and documentation, and special verification to be used with the performance approach. The local enforcerrment agency determines the adequacy of the justification, and may reject a building or design that otherwise complies based on the adeauacv of the sDecial iustification and documentation submitted. I plan I Field The HVAC System "HVAC Zone I" must meet all CEC Criteria for a Zonally Controlled system serving o* Sleeping Areas. The HVAC System "HVAC Zone r Includes credit for a Radiant Barrier Installed per Section 8.13 of the Residential Manual. HIGH MASS Design(see C -2R) - Verify Thermal Mass: 512 sgft Covered Slab Floor, 3.50" thick at Master Bdrm Suite HIGH MASS Design(see C -2R) - Verify Thermal Mass: 394 sqft Exposed Stab Floor, 3.50" thick at Master Bdrm Suite The HVAC System "HVAC Zone Ir includes credit for a Radiant Barrier installed per Section 8.13 of the Residential Manual. HIGH MASS Design(see C -2R - Verify Thermal Mass: 771 sqft Covered Slab Floor, 3.50" thick at LawVDen/F /BR2 Suite HIGH MASS Design(see C -2R - Verify Thermal Mass: 461 sqft Exposed Stab Floor, 3.50 thick at Laun/Den/F /BR2 Suite The HVAC System "HVAC Zone Ili incudes credit for a Radiant Barrier installed per Section 8.13 of the Residential Manual. HIGH MASS Design(see C -2R) - Verify Thermal Mass: 1968 sgft Exposed SlabFloor, &W thtccat Git Rm/Nook/IGUHall/Pantry The HVAC System "HVAC Zone IV" must meet all CEC Crtteria for a Zonally Controlled system serving only Sleeping Areas. The HVAC System "HVAC Zone IV' includes credit for a Radiant Barrier installed per Section 8.13 of the Residential Manual. HIGH MASS Design(see C -2R) - Verify Thermal Mass: 554 sgft Covered Slab Floor, 3.50 thick at BRO & BR3# Suites HIGH MASS Design(see C -2R) - Verify Thermal Mass: 225 sgft Exposed Stab Floor, 3.50 thick at BFM & BR3# Suites HERS Required Verification These features must be confirmed and/or tested by a certified HERS rater under the supervision of a CEC approved HERS provider. The HERS rater must docurnent the field verification and diagnostic testing of these measures on a form CF -6R. plan Field Run Initiation Time: 04/22/0214:51:01 Run Code: 10195 2261 EneWPro 3.1 By EnergySoR User Number. 5021 Job Number: 040302 Pa ge:6 of 33 Mandatory Measures Checklist: Residential MF -1 R, NOTE: Lowrise residential buildings subject to the Standards must contain these measures regardless of the compliance approach used. Rema marked with an asterisk (*) may be superseded by more stringent compliance requirements listed on the Certificate of Compliance. When this checidist is incorporated into the permit documents, the features noted shall be considered by all parties as minimum component specifications for the mandatory measures whether they are shown elsewhere in the documents or on this checklist only. (DESCRIPTION hkstrucions: check or uittial applicable boxes or enter NIA if not applicable. I DEs16Nl3t 13iFORCEIVIHIiI Envelope Measures '§ 150(a): Mmimum R-19 ceiling insulation in wood frame assembly, or equivalent L"atue. § 150(b): Loose fig insulation manufacturers labeled R Value. :§150(c): NGnimum R-13 wail insulation in wood framed walls or equivalent U me -value in metal frawalls (does not apply to exdenor mass walls). '§ 150(d): Minimum R-13 raised floor insulation in framed floors. § 150(Q: Slab edge insulation - water absorption rate = 0.3%, water vapor transmission rate — 2.0 pemdinch. §118: Insulation specified or installed meets insulation quality standards. Indicate type and form. 6116-17: Fenestration Products, Exterior Doors and Inflbation/Exdilhation Controls 1. Doors and windows between conditioned and unconditioned spaces'designed to rima air leakage. 2. Fenestration products (except field fabricated) have label with certified LI -Factor, certified SHGC, and infiltration cedifcation. 3. Exterior doors and windows weathershWed; all joints and penetrations caulked and seated. §150(8): Vapor barriers mandatory in Climate Zones 14 and 16 only. §150(f): Special infiihation barrier installed to comply with Section 151 meets Comnx.gxmlity standai. §IW(e): Installation of Fireplaces, Decorative Gas Appliances and Gas Logs. 1. Masonry and factory -built fireplaces have closable doors, outside air intake with damper and control, and flue damper and control; 2. No continuous burning gas pilots allowed. ice Conditioning, Water Heating and Plumbing System Measures §110-13: HVAC equipment, water heaters, showuerheads and faucets certified by the Commission. §150(h): Heating and/or cooling loads calculated in accordance with ASHRAE, SMACNA or ACCA. §150n: Setback thermostat on all applicable heating and/or cooling systems. §1500): Pipe and Tank Insulation 1. Storage gas water heaters with less than 0S8 energy factor shag be extemaily.wrapped with R-12. 2. First 5 feet of pipes closest to water heater tank, non -recirculating systems, insulated (R-4 or greater) 3. Back-up tanks for solar system, unfired storage tanks, or other indirect hot watertarts have R-12 external insulation or R-16 combined intemal/extemal insulation. 4. All buried or exposed piping insulated in recirculating sections of hot water systems. 5. Cooling system piping below 55 degrees F. insulated. 6. Piping insulating between heating source and indirect hot water tank. '§150(m): Duds and Fans 1. All duds and plenums installed, sealed and insulated to meet the requirements of the 1998 CMC Sections 601, 603, 604 and Standard 6-3; duds insulated to a minimum installed level of R-42 or enclosed in conditioned space. Openings shall be sealed with mastic, tape aerosol sealard or other dud- closure system that meets the applicable requirements of U1.181, UL181A, or UL181 B. ff mastic or tape is used to seal openings greater than 1/4 inch, the combination of mastic and either mesh tape or tape shall be used. Building cavities shag not be used for conveying conditioned air. Joints and seams of dud systems and Meir components shag not be sealed with cloth back rubber adhesive dud tapes unless such tape is used in combination with maelic and dnawbands. 2. Exhaust fans systems have back draft or automatic dampers. 3. Gravity ventilating systems serving conditioned space have either automatic or readily accessible, manually operated dampen §114: Pool and Spa Heating Systems and Equipment 1. Certified with 78% Memel efficiency, on-off switch, weatherproof instructions, no electric resistance heating, no pilot. 2. System is installed with at least 36' of pipe between filter and heater for future solar, cover for outdoor pools or spas. 3. Pool system las directional inlets and a circulation pump time switch. §115: Gas fired central furnaces, pod heaters, spa heaters or household cooling appliances have no continuously burning pilot light. (Exception: Non -ell cooking appliances with pilot < 150 Btu/hr) htina Measures § 150(k)1: Luminaires for general lighting in kitchens stag have lamps with an'affiiacy 40 hunanslwatt or greater for general fighting in kitchens. This general fighting shall be controlled by a switch on a readily accessible lighting control panel at an entrance to the kitchen. IWM2: Rooms with a shower or bathtub must have either at least one luminaire with lamps with an efficacy of 40 IumensMatt or greater switched at the entrance to the room or one of the alternative to this, requirement allowed in Section 150(k)2:; and recessed ceiling fodures are IC (insulation cover) approved. JEnewPro 3.1 BY Energy User Number. 5021 Job Number. 040302 PageJ of 33 Computer Method Summary (Part 1 of 3) C-2R A Cl istnm_Des for Chuck antiSheila Saporito 4/22/2002 Date Project Title 78-399 ing Rn Project Address .k Tum La Qttinta Building Pemrit # Fntaray Management Service 760-360-4631 Doc 'on AuMor Telephone Plan checkmate (`omo Iter Performance 15Field Check/Date Comps Method (Package or computer) Clirnate zone Source Energy Use Standard Proposed Compliance (ItBtulsf-yr) .Design Design Margin -Space Heating 4.24 5.04 -0.79 .Space .Cooling 38.80 36.58 2.22 Domestic Hot Water 5.83 4.91 0.92 Conditioned Floor Area: 4,885 Floor Construction Type: X❑ Slab Floor Building Type: Single Fam Detached ❑ Raised Floor Building Front Orientation: (East) 90 deg Number of Dwelling Units: 1.00 Total Conditioned Volume: 61,572 Number of Stories: 1 Slab Floor Area: 4,885 BUILDING -ZONE INFORMATION Zone Name HVA[` 7nne I HVAr, 7nno II HVAC Znne 111 HVAC Zwe IV OPAQUE SURFACES Act. Floor Area Volume 906 1 747 1 966 ns Solar Gains Type Area U-VaI. Awn Tilt Y I N Form 3 Reference Location / Comments # of Units Zone Type n 1 Q Slaw+in_A n 7s tenth finned n_40 Cenditiened n.16 Sleeping Thermostat Type Glemnasw Setback Setback sleminnstat Vent Hat. Area Computer Method Summary (Part 1 of 3) C -2R A Cl istom RAs fuer Chuck and Sheila Saporito 412212nn2 Date ' Project Title 78-362 Talking Rack Project Address Tum La Quinta Building Permit # Fnernv Management Service 760-360-4631 Docuffffifflation A _ Telephone Piaii checkwate (:omo 1t _r Performance 15 Field ChecklDate Compliance Method (Package or Computer) Climate Zone Source Energy Use Standard Proposed Compliance (kBt dsf yr) Design Design Margin Space Heating 4.24 5.04 -0.79 . Space Cooling .38.80 36.58 2.22 Domestic Hot Water 5.83 4.91 0.92 Totals 48.87 46.53 2.35 Conditioned Floor Area: Building Type: :Building .Front -Orientation: Number of Dwelling Units: Number of Stories: 4,885 Single Fam Detached .(East) 90 deg 1.00 1 BUILDING ZONE INFORMATION Zone Name Floor Area . Volume OPAQUE SURFACES Act. Type Area U Val. Azm. Tilt Wall 100 0.059 _ 270 90 ]Nan 79 OD59 315 sain Wall a2 0 os9 0 90 Wall 214 0.059 _ 270 _9Q Wan 25. ...0059.._�141.r. 90 WaR 125 0 059 _0 _ n Nall— 21 0 059 _ 315 _ g0 Bppt_ 778 0-028 _ 1 Rn Wan 242 0 059 _gn gn MR 406 n (149 i an _ go ]Najd 73 O 059 _ 270 _0 Waft 99 0-059 go gn Wan 1 R7 0059 270 gn Door 20 0.387 770 — 0 Walf 101 n 049 _0 — n Floor Construction Type: X❑ Slab Floor ❑ Raised Floor Total Conditioned Volume: 61,572 Slab Floor Area: 4,885 # of Thermostat Vent Units Zone Type Type HgL Area Solar Gains Y / N Form 3 Reference Location / Comments I EnegrRm 3.1 By EnergySoft User Number: 5021 Job Number. 040302 Page:9 of 33 1 A it dh ■ ■ Location / Comments I EnegrRm 3.1 By EnergySoft User Number: 5021 Job Number. 040302 Page:9 of 33 1 Computer Method Summary (Part 2 of 3) C -2R A Custom Res for Chuck and Sheila Saporito 4/22/2002 Project Title Date FENESTRATION SURFACES # Type Area U- Factor SHGC Act. Am. Glazing Type Tilt Location/ Comments 1SInAI M R'oht (j aft in Q 650_ O 40 _n 77 Solahihe lir 7nna I MRR Suite 2 Window Left ScuftwAN t) 16.0 0.430 0.35 225 90 Milgard 710AL-DP/FIX Zone I MBR Suite 2 Window Left (Southwest) 48.0 0.570 0.38 225 90 Milgard 450.AL-DP-TB/SLDG Zone I MBR Suite 4 Window Left (Southwest) 16.0 0.430 0.35 225 90 Milord 710.AL-DP/FIX Zone I MBR Suite 5 Window Left (South) 6.0 0.570 0.32 180 90 Milord 910C.AL-DP/ CSMT Zone 1 MBR Suite 5 Window Left (South) 1.6 0.430 0.35 180 90 Milord 710,AL-DP/FIX Zone I MBR Suite Window Rear (West( 14.0 0-430 0.35, 270 _ 90 Milgard 710 AL-DP/FIX _Zone I MBR Suite .L 8 Window Rear (lest) 24.0 0.650 0.40 270 90 Fr Door DP Clear Default Zone I MBR Suite 5 Window Right (North) 6.0 0.570 0.32 _� 90 Milgard 910C,_AL-0P/ CSMT Zone I MBR Suite - ja Window Riaht (No.= 1.6 0=430 _ 0.35 (L , 90 Mllgard 7t0,AI-DP/FIX Zone 1 MBR Suite Al Window Right (North) 30.0 0.570 0.38 _0 900 Milord 450.AL-DP-TB/SLDG Zone I MBR Suite 12 Window Right (North) 14.0 0.430 0.35 0 90 Milgard 710AL-DP/FIX Zone I MBR Suite Aa SlgfW Front (East) 0-5 0-650 0-40 90 _ M. Sotatube Itr Zona 11Laun/Den/BR2 14 .Window Front (East)_ 6.0 0.570 0.32 90 90 Mill and 910C.AL-DP/ CSMT Zone II LaumDen/BR2 15 Windom Front (East) 1.6 0.490 0.40 90 90 Milgard 3310AL-DP/FIX Zone li Laun/DenBR2 M Windaw Front (East) 36.0 0.570 0.38 90 90 Milgard 45OA"P-TB/SLDG Zone 11 Laun/Den/BR2 AZ Window Front (East) 14.0 0.430 0.35 90 90 Mi!prd 710.AL-DP/FIX Zone 11 Laun/Den/BR2 �$ Window Front (East) 6.0 0.570 0.32 90 90 Mill and 910CAL-0P/ CSMT Zone 11 Laun/Den/BR2 Window Front (Fw) 1.6 0.430 0-35 90 _90 Milaard 710 AL-DPIFIX Zone II Laun/Den/BR2 2D Window Front (East) 9:0 0.430 0.35 90 90 MiWard 710AL-DP/FIX Zone II Laun/DenBR2 21 Window Front (East) 36.0 0.570 0.38 90 90 Md-gard 450AL-DP-TBISLDG Zone 11 Laun/DenBR2 Z2 Window Front (EaW 14.0 0.430 0'35 90 90 Milord 710 AL-DP/FIX Zmle 11 Lau R2 23 Wmdaw Rear (West) 16.0 0.430 0.35 270 90 Ml-aard 710,AL-DP/FIX . Zone 11 Laun/Den/BR2 24 Window . Rear (Westt 48.0 -0.570 0.38 270 90 MP-wrd 450AL-DP-TB/SLDG Zone 11 -Laun/Den/BR2 25 Window Rear (Westt 16.0 0.430 0.35 270 90 Milgard 710.AL-DP/FIX Zone II Laun/Den/BR2 26 Window Right (North) 9.0 0.570 0.32 0 90 Milord 910CAL-0P/ CSMT Zone 11 Laun/DenBR2 27 Window Right (North) 3.5 0.430 0.35 0 90 Milgard 710,AL-DP/FIX Zone II Laun/Den/BR2 28 Window Right (North) 48.0 0.650 0.40 0 90 Fr Door DP Cir Default Zone 11 Laun/Den/BR2 29 Window Right (North) 14.0 0.430 0.35 0 90 MiWard 710AL-DP/FIX Zone 11 Laun/Den/BR2 INTERIOR AND EXTERIOR SHADING Window Overhang Left Fin Right Fin # Exterior Shade Type SHGC HgL Wd. Len. Hgt. LExL REA. Dist. Len. HgL Dist. Len. Hgt. 1 Norte 1.00 2 Bug Screen 0.76 8.0 2.0 17.0 1.0 2.0 2.0 3 Bug Screen 0.76 8.0 6.0 10.0 1.0 2.0 2.0 4 Bug Screen 0.76 8.0 2.0 7.0 1.0 _ 1_0 1.0 5 Bug Screen 0.76 6 Bug Screen76 7 Bug Screen 0.76 8 Bug Screen 0.76 9 Bug Screen 0.76 10 Bug Screen 0.76 11 Bug Screen 0.76 12 Bug Screen 0.76 13 Norte 1.00 14 Bug Screen 0.76 15 Bug Screen 0.76 16 Bug Screen 0.76 17 Bug Screen 0.76 18 Bug Screen 0.76 19 Bug Screen 0.76 Za Bug Screen 0.76 1.5 6.0 14.0 1.0 2.0 2.0 21 Bug Screen 0.76 22 Bug Screen 0.76 23 Bug Screen 0.76 8.0 2.0 14.0 1.0 2.0 2.0 24 Bug Screen 0.76 8.0 6.0 14.0 1.0 2.0 2.0 25 Bug Screen 0.76 8.0 2.0 14.0 1.0 ZO 2.0 26 Bug Screen 0.76 27 Bug Screen 0.76 28 Bug Screen 0.76 29 Bug Screen 0.76 I EnermPm 3.1 BV EnemySoft User Number. 5021 Job Number. 040302 Page:10 of 33 I m A Custom Res for Chuck and Sheila Saporito Project Title Window Overhang Date 4/22/2002 FENESTRATION SURFACES H9L Wd. Len. HgL LExt. RExL Dist. Len. Hgt Dist. Len. Hgt. 1.00 U- 33 Act. Glazing Type Location/ # Type Area Factor SHGC Azm. Tilt Comments J9 Bug Screen 0.76 8.0 3ft Window 31 Window Right (Nodw Right (North) 9 0 3.5 n s7p 0.430 0 I? 0.35 _f) 0 -90 Milgard Qinr- AI -DP/ CSMT 90 Mord 710AL-DP/FIX Zona 111 ann/Dan/BR? Zone 11 Laun/Den/BR2 22 5WW Rear (West) 1.0 0.650 0.40 270 22 Solatube 10" Zone III Grt Rm/Nk/Kt 33 window Front (East) 30.0 0.570 0.38 90 90 MiWW 450AL-DP-TB/SLDG Zone III GR Rm/Nk/Kt 21 Window FroM (Eat) 10.0 0.430 0.35 90 90 Milgard 710.AL-0P/FIX Zone III Grt Rm/NM X Window Left (Southwest) 32.0 0.430 0.35 225 90 Milaard 710AL-DP/FIX Zone III Grt Rm/Nk/Kd 311 Window Rear Mew 40.0 0.430 0.35 270 - 0 Milaard 710710AI -DP/FIX Zona III Grt Rm/_N_k[Kd 37 Window Rear (Northwest) 24.0 0.650 0.40 315 90 Fr Door DP Clear Default Zone III Grt Rm/NWKt _M window Rear Mew 96.0 0_570 0.35 Z70 __M Wgard 450AL-0P-TB/SLDG Zone 111 Grt Rm/NkKd 3a Wmdow Rear oumm 25.0 0.430 0.35 2M _90Mitaard 710,AL-0P/FIX Zone III rrt Rm/_N_klK�t 9!Z Window Rear (Norttmmt) 25.0 0.430 0.35 315 90 Milgard 710.AL-0P/FIX Zone III Grt RmINk(Kt 41 Window Right (North) 19.0 0.430 0.35 0 90 MiWard 710AL-DP/FIX Zone III Grt Rm/NWKt A2 Window Right (Not" 15.0 0.430 0.35 _a 90 AtZlgard710 AL-DP/FIX Zona III Grt Rm/Nk/Kd 43 Window Rear (Northwest) 31.0 0.430 0.35 315 90 Milgard 710AL-DP/FIX Zone Ill Grt Rm/NWKt 44 Skylight Left (South) 0.5 0.650 0.40 180 22 Solatube 10" Zone IV BR#3 & BR#4 Window Left (South) 6.0 0.470 0.40 180 90 Mi!ggrd 3510, AL-0P/CSMT Zone IV BR#3 & BR#4 -4 Aft Window Left (South) 1.6 0.430 0:35 180.. 90 Milgard 710AL-013/FIX Zone IV BR#3 & BR#4 47 Window Left (South) 30.0 0.570 0.38 180 90 Milgard 450AL-DP-TB/SLDG Zone IV BR#3 & BR#4 M window Left (South) 14.0 0"430 0.35 180 _ 0 Milaard 710 AL-DPIFIX Zone IV 13R#3 & 13R#4 _ 49 Window Left (South) 6.0 0.570 0.32 180 90 Milgard 910CAL-DP/ CSMT Zone IV BR#3 & BR#4 50 Wmdow Left (South) 1.6 0.430 0.35 180 90 MiWard 710AL-DP/FIX Zone IV BR#3 & BR#4 6m INTERIOR AND EXTERIOR SHADING Window Overhang Left Fin Right Fin # Exterior Shade TvDe SHGC H9L Wd. Len. HgL LExt. RExL Dist. Len. Hgt Dist. Len. Hgt. 31 Bug Screen 0.76 32 None 1.00 33 Bug Screen 0.76 34 Bug Screen 0.76 J9 Bug Screen 0.76 8.0 4.0 6.Q _1.0 ---2.0 2-0 36 Bug Screen 0.76 8.0 5.0 16.0 1.0 20 2.0 37 Bug Screen 0.76 8.0 3.0 10.0 1.0 20 2.0 38 Bug Screen 0.76 8.0 10.0 15.0 1.0 20 20 39 Bug Screen 0.76 6.8 3.8 15.0 1.0 20 20 40 Bug Screen 0.76 6.8 3.8 4.0 1.0 4.0 4.0 41 Bug Screen 0.76 6.8 2.8 3.0 1.0 20 2.0 42 Bug Screen 0.76 8.0 9.2 10.0 1.0 20 2.0 43 Bug Screen 0.76 10.0 3.9 8.0 1.0 20 2.0 44 None 1.00 45 Bug Screen 0.76 46 Bun Screen 0.76 47 Bug Screen 0.76 48 Bug Screen 0.76 49 Bug Screen 0.76 Ri Bug Screen 0.76 51 Bug Screen 0.76 8.0 6.0 20.0 1.0 20 20 Run Initiation Time• 04/2210214.51.01 Run Code• 1019512261 EnergyPro 3.1 By EnwgySoft User Number: 5021 Job Number. 040302 Page:11 of 33 Computer Method Summary Insulation R Val. Depth Location / Comments (Part 3 of 3) C -2R 0.0 —Q zone 1 MBR Sade Stab Perimeter 44 0.76 0.0 —0 Zone I MBR Suite A Custom Res for Chuck and Sheila Saporito 4/22/2002 Project Title 0.0 _0 Zone 11 l aunmon/RR2 Date THERMAL MASS FOR HIGH MASS DESIGN Comments Area Thick. Heat Inside Location Type (sf) (in.) Cap. Cond. Form 3 Reference R -Val. Comments Concrete. Heajomicht 512 -am --M Concrete. Heavyweight _394 3.50 28 n 9fl n/a 0.98 n/a 2 7nne 1 MRR suite / Slah on Grade 0 Zone I MBR Suite / Slab on Grade Concrete- _ 71 –LW _2$0_98 Na _2 Zona II i aun/Den/RR / Slab on Grade Concrete, HmWmdaht 461 3_50 28 JM n _ 0 Zone II Laun/DenBR2 / Slab on Grade Concrete HgaMmight I -QW 3.50 -- Q n/a 0 Zone III Gn R /Nk/Kit / Slab on Grade PERIMETER LOSSES F2 Type Length Factor Insulation R Val. Depth Location / Comments Slab Perimeter 5 0.76 0.0 —Q zone 1 MBR Sade Stab Perimeter 44 0.76 0.0 —0 Zone I MBR Suite Slab Perimeter _90 0.76 0.0 0 zone 11 i aun/DenBR2 Slab Perimeter 69 .0.76 0.0 _0 Zone 11 l aunmon/RR2 Slab Perimeter 108 0=76 -D-0 _ 0 Zone III rd Rm/Nk/10 HVAC SYSTEMS Heating Equipment Minimum Distribution Type Duct Thermostat Location / Type (furnace, heat Efficiency and Location pump, etc.) (AFUEIHSPFxducts/attic, etc.) R -Value Type Comments Central Furnace 80% AFUE 80%AFUE Duds in Attic 4-2 Setback 4.2 Setback Setback HVAC Zone I HVAC Zone 11 Duds in Attic Central Furnace HVAC Zone III Central Fumace Central Fumace 80% AFUE 80% AFUE Ducts in Attic Duds in Attic 4.2 42 Setback HVAC Zone IV Hydronic Piping pipe Pipe Insul. System Name Length Diameter Thick. Cooling Equipment . Minimum. Duct Type (air conditioner, Efficiency Location Duct Thermostat' Location / heat pump, evap. cooling) (SEER) (attic, etc,) R Value Type Comments SpR Air Conditioner 12.0 SEER Dues in Attic 4-2 S@Hmtck HVAC Zone I SR -R Air Conditioner 12.0 SEER Duds in Attic 4.2 Setback HVAC Zone It Split Air Conditioner 12-0 SEER Duds In Attic 4.2 Setback HVAC Zone III %M Air Conerftmer 12-2 SEER Duds in Attic 4.2 Setback HVAC Zone IV WATER HEATING SYSTEMS Rated' Tank Energy Fact? 1 Tank Insul. Water Heater Water Heater Distribution # in Input Cap. or Recovery Standby R -Value System Name Type Type Syst. (Bh tr) (gal) Efficiency Loss (%) Ext. RHEEM 44V50 Small Gas Recirc/Time+Teme 10.000 50 0.61 n/a No 1 For small gas storage (rated input — 75000-Btu/hr), elecbic'resistance:and.heat pump water.heaters, fist energy factor. For large gas storage water heaters (rated input > 75000 Btu/hr), fist Rated input, Recovery Efficiency and Standby Loss. For instantaneous gas water heaters, list Rated Input, and Recovery Efficiency. ' REMARKS Run Initiation Tane: 04/21/0214:51:01 Run Code: 1019512261 EnmyPro 3.1 By Enm ySatt User Number. 5021 Job Number: 040302 Page: 12 of 33 Computer Method Summary (Part 3 of 3) C -2R A Custom Res for Chuck and Sheila Saporito 4/22/2002 Project Title Date THERMAL MASS FOR HIGH MASS DESIGN Area Thick. Heat Inside Location Type (sQ (in.) Cap. Cond. Form 3 Reference R -Val. Comments Concrete- H_Mmight SEA —IM --M -QM n/a _2 7nne IV RR*3 & RR44 / Slah nn Grade Concrete Heawweicht 225 3.50 --$0_98 n/a 0 Zone IV RR#3 & RR#4 / Slab on Grade PERIMETER LOSSES F2 Insulation Type Length Factor R -Val. Depth Location / Comments Slab Perimeter _ 5 0.7B —U 0 Zone IV RR#3 & RR#4 Slab Perimeter 60 -0-M _p Q _ 0 7nnp IV ARM & RR#4 HVAC SYSTEMS Heating Equipment Minimum Distribution Type Type (furnace, heat Efficiency and Location Duct Thermostat Location / PUMP, etc.) (AFUE/HSPFxducts/attic, etc.) R -Value Type Comments For small gas storage (rated input r- 75000 Btu/hr), electric resistance and heat pump water heaters, list energy factor. For large gas storage water heaters (rated input > 75000 BhAr), fist Rated Input, Recovery Efficiency and Standby Loss For instantaneous gas water heaters, list Rated Input, and Recovery Efficiency. Pipe Insul. Hydronic Piping Pipe System Name Length Diameter Thick. Cooling Equipment Minimum Duct Type (air conditioner, Efficiency Location Duct Thermostat Location / heat pump, evap. cooling) (SEER) (attic, etc,) R -Value Type Comments Rated' Tank Energy Fact? Tank InsuL WATER HEATING SYSTEMS Water Heater Water Heater Distribution # in Input Cap. or Recovery Standby R -Value System Name Type Type Svst. (Btu/hr) (gaq Efficiency Loss (%) Ext. For small gas storage (rated input r- 75000 Btu/hr), electric resistance and heat pump water heaters, list energy factor. For large gas storage water heaters (rated input > 75000 BhAr), fist Rated Input, Recovery Efficiency and Standby Loss For instantaneous gas water heaters, list Rated Input, and Recovery Efficiency. Computer Method Summary (Addendum) C -2R A Custom Res for Chuck and Sheila Saporito 4/22/2002 Project Titte Date Special Features and Modeling Assumptions The local enforcement agency should pay special attention to the dems specified in this checklist. These dems.require special written justification and documentation, and special verification to be used with the performance approach. The local enforcement agency determines the adequacy of the justification, and may reject a building or design that otherwise complies based on the adequacy of the special justification and documentation submitted I Pian I Field - The HVAC System "HVAC Zone I" must meet all CEC Criteria for a Zonally Controlled system serving only Sleeping Areas. The HVAC System "HVAC Zone I" includes credit for a Radiant Barrer installed per Section 8.13 of the Residential Manual. HIGH MASS Design(see C -2R) - Verify Thermal Mass: 512 sqft Covered Stab Floor, 3.50" thick at Master Bdrm Suite HIGH MASS Design(see C -2R) - Verify Thermal Mass: 394 sqft Exposed Slab Floor, 3.50 thick at Master Bdrm Suite The HVAC System "HVAC Zone II" includes credit for a Radiant Barrier Installed per Section 8.13 of the Residential Manual. HIGH MASS Design(see C -2R - Verify Thermal Mass: 771 sqft Covered Slab Floor, 3.50 thick at LauNDerUFo /BR2 Suite HIGH MASS Design(see C -2R - Verify Thermal Mass: 461 Slab Floor, 3.50 thick at LaumDe /F /BR2 Suite The HVAC System "HVAC Zone III" includes credit for a Radiant Barrier installed per Section 8.13 of the Residential Manual. HIGH MASS Design(see C -2R) - Verify Thermal Mass: 1968 sgft Exposed Slab Floor, 3.50 thick at Gil RmINook/KUHaIUPantry The HVAC System "HVAC Zone IV" must meet all CEC Criteria for a Zonally Controlled system serving only Sleeping Areas. The HVAC System "HVAC Zone IV" incudes credit for a Radiant Barrier installed per Section 8.13 of the Residential Manual. HIGH MASS Design(see C -2R) - Verify Thermal Mans:. 554 sqft Covered..Slab Floor, 3.50 thick at BR#3 & BR3# Suites HIGH MASS Design(see C -2R) - Verify Thermal Mass: 225 sqft Exposed Slab Floor, 3.50" thick at BR#3 & BR3# Suites HERS Required Verification These features must be confirmed and/or tester b a certified HERS rater under the supervision of a CEC approved HERS provider. The HERS rater must document the fuddverification and diagnostic testing of these on a form CF4R. Plan Field' Run Initiation Time: 2210214:51:01 Run Code: 10195 2261 EnergyPro 3.1 By EnergySoft User Number. 5021 Job Number. 040302 Page: 14 of 33 (HVAC SYSTEM HEATING AND COOLING LOADS SUMMARY PROJECT NAME A Custom Res for Chuck and Sheila Saporito DATE 4/22/2002 ySTEM NAME FLOOR AREA HVAC Zone 1 906 Number, of Systems 1 Heating System Output per System 32,E Total Output (Btuh) 32,O Output (Bwwsgft) 35.3 Cooling System Output per system 23,400 Total Output (Btuh) 23,400 Total Output (Tons) 2.0 Total Output (Btuhisgft) 25.8 Total Output (sgftrron) 464.6 Air System CFM per System 800 Airflow (cfm) 800 Airflow (cfmfsgft) 0.88 Airflow (cf nITon) 410.3 Outside Air'(%) 0:0 Outside Air (cfm/sgft) 0.00 Note: values above given at ARI conditions 26.0 OF 310 Outside — 0 cfm 69.2 of Total Room Loads Return Vented Lighting Return Air Ducts Return Fan Ventilation Supply Fan Supply Air Ducts TOTAL SYSTEM LOAD .COIL COOLING -PEAK COIL.HTG. PEAK CFM Sensiblel Latent CFM I Sensible 61 11,384 31 358 13,695 0 569 685 0 0 0 0 0 o 0 0 0 569 685 1 Z75jj310 15064 York H40H024/P3HUA08L032 U&H 16,014 4,987 32,000 Total Adjusted System Output16,014 4,987 32,000 (Adjusted for Peak Design Conditions). TIME OF SYSTEM PEAK Aug2prnI Jan 12 am ream TemDeratures at Time of Heating Peak) 69.2 OF 69.20F r=1 106.80F Ill Supply Fan Heating Coil Soo cfrrt i* Retum Air Duds 4 Supply Air Duds 106.0 of ROOMS 70.0 of DOLING SYSTEM PSYCHROMETRICS Airstream Temperatures at Time of Cooling Peak 111.0/77.6OF 78.7/65.3OF 78.7/65.3OF 59.9/58.80F 0 Supply Air Ducts Outside Air 0 cfm Supply Fan Cooling.Cofi 60.5 / 59.0 of 800 cfm 50.4% R.H. ROOMS 78.7/65.30F 78.0/65.1OF �% Retum Air Duds ; I EnermFro 3.1 By EnemvSaft User Number: 5021 Job Number. 040302 Paw: 15 of 33 1 HVAC SYSTEM HEATING AND COOLING LOADS SUMMARY PROJECT NAME DATE A Custom Res for Chuck and Sheila Saporito 4/22/2002 SYSTEM NAME FLOOR AREA HVAC Zone II 1,232 Number of Systems 1 Heating System Output per system 32,000 Total Output (Btuh) 32,000 Output (Btuh/sgft) 26.0 Cooling System Output per system. 35,200 Total Output (Btuh).. 35,200 Total Output (Tons) 2.9 Total Output (Btuh/sgft) 28.6 Total Output (sgfttron) 420.0 Air System CFM per system 1,200 Airflow (cfm) 1,200 Airflow (cf nisgft) 0.97 Airflow (cfmlTon) 409.1 Outside'Aii (%) 0.0 Outside Air (chWsgft) 0.00 Note: values above given at ARI conditions 26.0 ° F —) 0 Outside Air 0 cfm 69.2 OF 11.0/77.60F 30 1 Outside Air 0 cfm 78.7165.3 °F Total Room Loads Retum Vented Lighting Return Air Ducts Return Fan Ventilation Supply Fan Supply Air Ducts TOTAL SYSTEM LOAD COIL.C.00LING.PEAK COIL.HTG..PEAK CFM ISensiblel Latent CFM I Sensible 97 18,196 465 836 20,843 0 910 1,042 0 0 0 0 0. 0 . 0 0 0 910 1 1,042 20.0151 York H4DHO36/P3HUA12LO32 U&H 24,192 7,377 32,000 Total Adjusted System Output2x,192 7,377 32,000 (Adjusted for Peak Design Conditns) TIME OF SYSTEM PEAK Aug2pmI Jan 12 am 69.2°F 69.2°F n 94.2°F � lit Supply Fan Heating Coil 1200 cfrn $% Return Air Duds `S 78.7/65.3°F 78.7/65.30F M. 59.8/58.70F Supply Fan Cooling Coil 1200 cfm h Return Air Duds ; Supply Air Ducts 93.4 OF ROOMS 70.0 OF 1 Supply Air Duds 60.5/58.9°F 50.3% R.H. ROOMS 78.0165.0 OF EneWPro 3.1 By EnergySoft User Number: 5021 Job Number. 040302 Page: 16 of 33 1 HVAC SYSTEM HEATING AND COOLING LOADS SUMMARY PROJECT NAME A Custom Res for Chuck and Sheila Saporito DATE 4/22/2002 SYSTW NAME FLOOR AREA HVAC Zone III 1,968 Number of Systems I.COILHTG.PEAK Heating System Output per system 32,000 Total Output (Btuh) 32,000 Output (Btuh/sgft) 16.3 Cooling System Output per System 35,200 Total Output (Btuh)... 35,200 Total Output (Tons) 2.9 Total Output (Btuh/sgft) 17.9 Total Output (sgft/Ton) 670.9 Air System CFM per System 1,200 Airflow (cf n) 1,200 Airflow (cfrn/sgft) 0.61 Airflow (cf nfTon) 409.1 Outside Air (%) 0.0 Outside Air (cfm/sgft) 0.00 Note: values above given at ARI conditions 26.0°F 69.3°F outside Air o cfm Supply Fan 1200 cfm 69.3 OF 11.0 / 77.6 OF Outside Kir 0 cfm 78.8 / 65.6 OF Total Room Loads Retum Vented Lighting Retum Air Duds Retum Fan Ventilation Supply. Fan . Supply Air Duds TOTAL SYSTEM LOAD C. OIL.0000NG:PEAK I.COILHTG.PEAK CFM Sensible Latent I CFM I Sensible 1,094 19,994 915 720 16,124 0 1,000 906 0 0 0 0 0 0 0 0. 0 1,000 906 21.9941 915 19 9Ci7 H4DH036JP3HUA12LO32 U&H 23,924 7,805 32,000 Total Adjusted System Output 924 7806 32 000 (Adjusted for Peak Design Conditions) TIME OF SYSTEM PEAK Aug2 m Jan 12 am 69.3°F n 94.3 OF Heating Coil 1% Retum Air Ducts `i 78.8/65.6°F 78.8/65.60F rl 60.0/59.0°F Supply Fan 1200 cfm Cooling Coil !► Retum Air Ducts `S Supply Air Duds 93.6 of ROOMS 70.0 OF Supply Air Ducts —, 60.8`//59.3°F 51.2% R.H. ROOMS 78.0 65.3 OF I EnergyPro 3.1 By EnergySoit User Number: 5021 Job Number. 040302 Page: 17 of 33 HVAC SYSTEM HEATING AND COOLING LOADS SUMMARY PROJECT NAME DATE A Custom Res for Chuck and Sheila Saporito 4/22/2002 SYSTEM NAME FLOOR AREA HVAC Zone IV 779 !ENGINEERING CHECKS 11SYSTEM LOAD Number of Systems -F7771 COIL HTG. PEAK Heating System Output per system 32,000 Total Output (Btuh) 32,000 Output (OWWsgft) 41.1 Cooling System Output per system 18,200 Total Output (Btuh) 18,200 Total Output (Tons) 1.5 Total Output (Btuh/sgft) 23.4 Total Output (sgWTon) 513.6 Air System CFM per system 600 Airflow (cfm) 600 Airflow (cf n1sgft) 0.77 Airflow (cfm/ron) 395.6 Outside Air (%) 0.0 Outside Air (cfrNsgft) 0.00 Note: values above given at ARI conditions (EATING SYSTEM PSYCHROMETRICS 26.0 OF 69.1 OF 69.10 F Outside Air Q 0 cfm Supply Fan 600 cfm 69.1 of Total Room Loads Return Vented Lighting Return Air Duds Return Fan Ventilation Supply Fan Supply Air Duds TOTAL SYSTEM LOAD COIL .COOLING .PEAK COIL HTG. PEAK CFM Sensible Latent CFM Sensible 41 8,357 231 11,873 0 418 594 0 0 0 0 0 0 0 0 0 418 594 91 13060 York H4DH018/P3HUA08L032 U&H 12,938 3,186 32,000 Total Adjusted System Output 12938 3186 32000 (Adjusted for Peak Design Conditions) TIME OF SYSTEM -PEAK. Aug.2 F Jan 12 am 119.20F Heating Coil k Retum Air Duds 4 Supply Air Ducts 118.30F ROOMS 70.0 of I COOLING SYSTEM PSYCHROMETRICS Airstream Temperatures at Time of Coot Peak 111.0/77.6 OF 78.7/64.5 OF 78.7/64.50F 58.4/57.20 O Supply Air Duds Outside Air 0 cfm j rSupply Fan Cooling Coil 59.0 / 57.5 OF 600 cfm 47.8% R.H. ROOMS 78.7164.5 OF 78.0 / 64.3 OF Retum Air Duds EnergyPm 3.1 By EnergySoft User Number: 5021 Job Number: 040302 PZe:18 of 33