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9910-045 (SFD)I illis I I (ILI 'I frass GltOLJP III: GOLD h sillier finishes 32.0 Fiber Optic, ili T)igitaliv C(trolled Multi -colored Ligliting Environ;ncnt $1.1100 yv .4 F. - jj.. M()I)[."I- 61 fS 100 811SWO I M IS 100 811SI50 10115150 6I -IS 100 8l -IS 100 E,XJ)(-)rt runip upgrades 0-re"'I's 1110(los (MlY.) 1.10V to 220V on I H.P. I H. 11 to I I /Z If. R Hydro Express Quick Ship (Sce pine 5 for terms and condilioris.) Whirlpool System Specifications AIR, VOLTS AMPS FI. P. CONTROIN ti I I Ito 2 110 10 2 Ito 8 1 1/2 2 1 [0/220 1(1/1;.0 W 1 1/2 2 110/220 16/8.0 6 1 220 6.0 8 1 2 220 6.0 N/A I N/A 2201240 4.815.0 Approval & Listings CITY OF UJIS ANGELES * I i 0A P. 0 01: STATI - E. EX A I N; 1: ILS, U L) OV ITU 1.4 C EYS A t4l) (;AS H 1 -TC -PS, (-IF MASSACMUSETIN COMMONWIA1113 WIT01101,1TAN IAAF. CODA rY, F1.011110A HYOROMAISSAGEPUMP 0 1"t'(W SAN' ITANCISCO EjAlIffuns OCNEX-V YORK STAIF. OF 1VlSC()M-1[\1 51 . Wfl: Of 0tV.4',0N PC) N'j',Vj'j: CM- WASIIINCTON j /a1 V 01: CHICAGO tl-'TFD BY IAPPA.0-USVC SIA I E OF S01I I'll CAPOIANA S 60 165 5%S .5 N ET PHASI: CYCLE 4 60 60 60 60 60 60 60 1 'SO 4 CITY OF LA QUINTA BUILDING & SAFETY DEPT. APPROVED FOR CONSTRUCTION DATE Client: Walling McCallum Ltd. (760) 960-0250 1 Project: Mathis Residence kJ Address: 78-571 Talking Rock Turn 4 The Traditions Community ' La Quinta "�k 1v BY. N.1 D P 4�0 Job: 99-160 Date: Revised 16 September 1999 1.1/�ln0 t17 7 ~� ,STRUCTURAL AND CIVIL ENGINEERING !Y - `DENISE R.-POELTLER, INC. 73.661c'Highway•,;Suite G • Palm Desert, California 92260 -� a \ Y o TEL(760) 77.9=0405. • FAX (760)6779-1317 . 5 k vw fda 1 m as � d ` '$ �� l �t e .. -Y. .i 7���'� 'h -P`" •� r �x°may. yy ' �,��r��� 0 0.�. Q r-' 1. Tin C.` _f)• t! .dC J 7 .. •�' .►h . :+�° of '. �• /n' a .. ' IL 14"'y BY 19DATE 'A I 73.661 Highway 111 • Suite G CKD DATE Palm Desert, California 92260 (760) 779-0405 0 FAX (760) 779-1317 JOBtj0040115 q 9a- I�,o ]8.511 TMIK-I & PG —I Tk� '(94),01T100 OF Q� 1 _ 41 ' PREPARED FOR: vj ket' L' N l� ti �Cb-ITU rl 1.'�5�_ Cd .�jZL I o GTS PSL G I -GU !„&'f I o0S 1191 uta MISslow TILS 13.o PSP. - - - -- 1 5l 1i . it - pry ),O/S_ _ o?+ . O P-4. P. a _i 14, i OF IP eR s/oN �Q��S� EPOF 9�F _ - I ;---:---�-- �'- - Na: 4 m ; Exp.6.30-02- - - — 1 i: PAF _ . �7 fel UCC�i/e�� BYDfkQ DATEJOB WAA4, 0.6o 1�t7 73.661 Highway 111 • Suite G CKD DATE Pr 2 Palm Desert, California 92260 _ (760) 779-0405 • FAX (760) 779-1317 OF q�✓' I I PREPARED FOR: ttalG STS occ-U PA__t_j GY I.G I,o�D .. cor-l�,i►J�'f�oN �� �t-I,oI•J,�1.� �'(�E�s. p�,�,i�l_,_ ,--- C = /0 E11 +- Ev . - 1,0.E,, (Eck. 30- t ' W t' 1,0 1 U�� I to PI•I 1%1 ST�Tl� pal vN fbrL �s sN•tz, . t Wft*- (TA'5t,, !co -Q, sons PF-OPIt,') spi �.1Nlo_ _Wal.! _5 -- N-t-- �. _ 0.; • T _.C��` r.l•!✓ - -lam - _ 1 � � 1 I I I ' I rj I I '�__.•___ _..._-_.i .. .y..--T--�.-f__✓-I .�_� li �%/-__-I-.y�/ _L.: -7 I__V.V.I/'1._4-4 --._ , i tL i 1 1 1 1 1 1 1 1 1 7 1 1 1 1 1 1 1 BY 09-4 ` JOB tMATN'lS iigq—ISO 73.661 Highway 111 • Suite G CKD DATE PG Palm Desert, California 92260 r (760) 779-0405 0 FAX (760) 779-1317 OF q7 PREPARED FOR: P, o, A- I No 1 T / UTH PI lz� G- TIor4 r 4,!5 -7 Cf�3.5� _ 0,01 � -. ► � � rax" 521zel TI �,as T.. / W f✓ST . �.. fJ_.1.. �-�.G'f La N `.:_. _ . _..... - - _ ..: _, rMa x, �12C�I � 'l 13,5:D 9 0.13 F��w — 5 2.325"" I.o I I I I I I I I I I I I I I I ' IL 141/� bu�G/42dd BY 2 Z �DATE JOB M6�iF `� # Ofti73 661 Highway 111 • Suite G CKD DATE PG Palm Desert, California 92260 (760) 779-0405 • FAX (760) 779-1317 OF �5 'PREPARED FOR: I 52..5 � x Zlo W/xlfS ws z (,z+ P6 -r- k 2<0<5 (2 x 9.5 �c l 8 ���x o. ! I - 138 Pc,F 11 PIS- F x . Ilk 4- 3, 5) = I++ PtF F.r�Ns J1 C Z ' 7Z vp�� 144 PV x 52.5 143 pt r WS = Com- pbt' x 52.E; C2 x x 18 P49;'F) K wW `Lx 5Z•5' - , , �P,�e � __ -_ -- --- -- .1 1 i i 0,&b--14CE-11 . oP SIC. y I% ' IL 14i"'y L11"-4.4 BY DRP DATE 7 A JOB —d A fkls u qq - 73.661 Highway 111 • Suite G CKD DATE PG _5 Palm Desert, Califomia 92260 ' (760) 779-0405 • FAX (760) 779-1317 OF q5 ' PREPARED FOR: u�y % C2`i'. P5P _x_ 3�.5 -I- C!L.x.._z_x _t•g_ P� 0.171 r- 1-1,A- 17,A- 10f7P K V2, 5�) 1R2 PLIP C41j""S � CZ - 2x31,5' UJ5 ('44-PSF x �lo•�� f C+ K _k _l8 PsFI x .O. 171.7- _.4_l -1__P_l F..._.._.._-- -- _-.- Unto : +1-7 Pct ,K 3115'. -7& PLP-I _... -- 2 x - ------ -•-- - ---=--- -N t� Q�- i- -L<vcl--Dot-M_aNs��!O_�_o_ C i ■ IL 14iZY011L6/Y2d:J BY P DATE 7/10i JOB M,11* 143:5 # -1(073.661 Highway 111 • Suite G CKD DATE PG rO Palm DeserL Colifomia 92260 (760) 779-0405 0 FAX (760) 779-1317 OF (35 ' PREPARED FOR: x �s '- C24- PSF x_ 4�•5�� �- ..�3. _x. 13_:_75' x l 1� P51`J � o. I "I 1.- 2 5.� Pt.P -- - - -'- -_ - ._.-- 2- 'Wo 174 Pe,P x 115.16' +-7') = 242 PUP 2515 F, v- x 5 3� _ .. 14ro PAF 2n 9-{0•� . (A)s. Z" C , P�v1� X. 52') 4- 4 y - 3� 75 y- l PSI-, x,- 4.171 3 ;mow Z- +21 pc�F X03 PAF x tCf-5� [.1.33 Pt�] riN0 _ �P__I,. e '• i i. 4. � i � y � ; � � 1 � z8 -- - i jr r I P LF - --- - - -- - . � s 133------�(5 --�----'-----t. _..._. ..L . IL 14iny &IM1112.4d BY V" DATE �_ JOB µ CH -IGO 73.661 Highway i l 1 • Suite G CKD DATE PG 77 ' Palm Desert, Colifomia 92260 (760) 779-0405 • FAX (760) 779-1317 OF�S ' PREPARED FOR: (J�s • .� .P�JP K . �/8�) 2 )< IZ iC 18Pr7(`�'K o.1� t 15Z Pyr✓ :..- -- ' wW- 17.4- PAF X �?' �- 6i-.1� l.S✓ Pl.f- CoaveRNs 72 ' ��fa• I63 PI.F ws C24 PsF x 3 2 . 't" C3 X 2 X t 8 f'sr-, x.. d. I I :. 1.8.?__P_t,>✓ _- _ _ —_ ' "� vb1�s tF�7 f'I•►� x 2�� z 82 Pt.F 2 x 3L' y ^: i --- ------------tj.5� .�I�}- I.�v_d;Acot�l.�i.o_NS __�, ��n�_o_'F _6.p!✓►� � _ � —1. I i //,14iny LIIM-4.4 BY t*f DATE qq JOB A'(N'IS q GO 73.661 Highway 111 • Suite G CKD DATE PG — Palm Desert, California 92260 ' (760) 779-0405 0 FAX (760) 779-1317 OF PREPARED FOR: -- - _.___._.------- -- — ws�_C2�-_P� l8 d5I FLIP z ' ? WW' = 17 + Pt 179 PLI- x z x Zg' ws y C24 L°v P . >c,. . 15ep..J 8. P6f) X 0,171 2_ b--3 f toef C-1-ovN - Zxo� --- I -� —1 a iL:.. �Y � µ: r'S1 1 �� .'''t �� !v- � � ♦ „�!� ti .� !) � �r � '� (iF 5115 �;� :=1.: a �. 1� ! >�{s ,�u-. . e mw _ wgw m m VA".6 ' 3'/,_ s A AMA. 0 v wall �A F L V plf 0 vallow A35's Anchor Bolts _ P 14W b � a 0 CD `� D �. Q X N 1 o t v cc, 144 82x'4,5' ►z2�- l� 77 1 34o lam`' 6) b 1.4 4'S a 34% Lo.S 3 30 2 510 l y" 5) G 144 4°a 288a ?.&.5 [09 1 340 Ido" 12 d,e Z45 uo S Z S Z 4-1 S,5 S2 S Z S 10 1 Z" 3 3 0.5 z 32 41 I v S03 t 340 10, 8 IqZ 2 �� 222, 4,5 lol I 340 13 7 2 '2-,Z Z 4 I g 8 340 I C. a)Ct> 2i 15 3C0 4 3 84 Z S I O ' 14.5 Z 13 °12 <0 ,7 5 2 07 1 3 40 1(0" 3 2 2540 +176 1 2" 3� o ` o 0 m m '► „JO ,, 3► z S11 -7c* Co.g 5.5 2483 1 34v 1l�� 3 -3 417 �� 3 `� 4- 0 2 -4,-7 5 7 8,5 5,6 , 3 ' 07 I 34o I Z 11 4 3 3 2 1 _ � q2& 1 1080 O2 , 14,77 30 24 5' 3 13 >3 l o "i 1 34-0 10 Z 2 3 3 S 25ti 1 rO z 20 n �,fi Z,s 25 2.5 .,5' I Co I 34t� l v i a) 2 z) Z k 255' So i Co375 2.ti A,S 4 t.5 61- 3 1. SIO o U J 2.55 S7/1 4-16,3 .515 41 7 2 510 V 25S 2 I 51 v 8,5 5 38 1 340 iG 3 L W 34-0 X 30 3 q.5 z l4`rc� 4 3 Co c� Z 510 12'' 2 y 3O3 q•S/i 1440 300 Z S►o ►2" 2 303 15�Z 2273 4-,' SOS . Z 510 12' Z I 303 + Coo (0 3 Co(o5 `SN 3 2 303 b: z I Z 1 2 4.5 t -7 1 34-0 160 Z 3 303 q,7/2 1440 3.7.y X5.5' /'1 -1 I 340 CO 0 303 ►�-,S1y 2187 4 X50. 3 X65 8" 3 1. 1 11 1 �fZC� �l�liZC� Ou���e14 BY Chq p DATE_ JOB AKI F}1 S # -1 foo 73.661 Highway 1 1 1 • Suite G CKD DATE PG Palm Desert, California 92260 (760) 779-0405 • FAX (760) 779-1317 OF v to v v S(`+co M LD to cn A m M w t�f �i �� � r► t�1 OJ � �h � N C4 m a 90 C4 S p LES M � `0���\Il� \� N 3 cr 1 o 14- cn o �^ — J ffZ� �LG�I�Z(� aLI�L/ end BY +oRi DATE CI 73.661 Highway 1 1 1 • Suite G CKD DATE Palm Desert, California 92260 a (760) 779-0405 0 FAX (760) 779-1317 PREPARED FOR: JOB PG 1+0 - OF q P L. 4 1L 2XCo STU>rJs w1 4'x Co Posts lE.,c., ti►.►� C�v�vzz tool a'Y' vlo��" 10510 10•1 PLF �s �, 2 Z� 4.5� U c�/ O P. io✓�'L N,brt-L = 101 (72` �i PcP e� y o. ooco. x 0. so = o. 003 Taf3�i� �3=2 =►� �,vR�t L. Uri b = I o• 5' w fed .._o .__s.P. (�otoa-) I. dh, = o . 06025" owe-) 1. (.-7 x .loll C� = 910' 'x l o3 P5,1 . ' t 101 PLF c.5 {- 0.1 a.511o.003l 6io;5�� - to -X I o3 (0.535 J la -s Z� 000o2"O.ioZ". <0.G74 , '�,at,�,oca aot.� 0 -00 1.5 a 00,5 (Cf '� I Z" 11 u U f/LG' �L!j6/ZCJ Guff e 1J By QfLP- DATE JOB M ATP1S 73.66/1 Highway 1 1 1 • Suite G CKO DATE PC; 14- b Palm Desert, California 92260 (760) 779-0405 io FAX (760) 779-1317 OF C1 PREPARED FOR: WPI,e,C,f O S s s L O ' a O O O O O O fl fl Q O o oO 1 <( O o 0 0 0 0 0 0 0 0 0 0 0 0 0 a O O O O - O o 0 0 0 0 0 0 0 0 O p p O O p Cj p p a r o N \'S cf� o - M o S o° 0 0 o x� o 000�oo 00 0000d0000 ox _ �fl `N "U► `Yl � �t1 �n :n � rVl inn -� - �'— — rn CA M M Q Li O 0 � � o Qfl� r� 9� K' _ — �n a— 0 �n ko \ O 1n \1) W �r 9 �P r1l g �1 rj r (Q dJ Z M co 0 -e "> > )C }- . — C-1 v 3 � 1 C J JOB rl TN'►s # •Ido //Y/yam l O �u�� �� BY ORP DATE � PG 73.661 Highway 11 1 • Suite G Palm Desert, California 92260 CKD DATE OF (760) 779-0405 0 FAX (760) 779-1317 C13 N Aj �. � t` M w!-- N .n N N (� J N N s .n N 1 I I 11 1 viO a a — cn Ul dJ CQ N dJ 03 — .► N 1 0 0 cn a \� W k.D v ! M en ip03 cn 1) An O (A �n \� UN `1► X11 pp h n�1 w rj 00 M A N N kn 0) M M .+\ M CA M \.n o1\ t!1 N (� N I\ N � A n O Cr., tJ S ^ cn U\ S Q- a V) \ U` a 1 (� } + \n N `� USa — \n N `� `� i3 X11 M ¢ — t^ c�► _ r M PCIN d- d- `g S N �" t1 c4N rn rn cA M c� cel �.► t� , n c4N cn cr 1 r� IL/ ` �uL� �� JOB � � TI-�15 # 419-1&0 g r '57 BY faQP DATE PG _f (�_ 73.661 Highway 111 • Suite G Palm Desert, California 92260 CKD DATE OF -96 (760) 779-0405 0 FAX (760) 779-1317 V) C4 (� N `� 111 \A _ a o CO N Q - N a N Q m� CA M g Ak 9 Nq 0 M �f A. U-1 O N O S r o 1 irk 1 0 Ab� alLff/t!?�� BY ORP DATE �A9 JOB � o TM'IS # • ILo 73.661 Highway 11 1 • Suite G CKD DATE PG, 17 Palm Desert, California 92260 q� (760) 779-0405 • FAX (760) 779-1317 OF OVERTUR.N.ING AT SHEAR PANELS H M S•P• FHD— (F"H)-Mreslst - —L HPAHD 22 O FORCE PL. HT. resisting L HOLDDOWN 1224 q,� I 7 Z-7 — b 3�5(o q,S 10,5 -3 -7 14 D 5A 60 G 20 80 °(,.5 ?.10.5 10 33' N'PbsN'b?rZ 4K� e 32-q--7 37.47 q.� 1to, 1q? D NPA It Z2, g Ios(o 1t�P�?�Z ¢ 117&1 Isar. Iq- 4 384.0 Wo 5a 60.75 291 iL 225 14, 5 4,75 087 Nb 8,4• �"`�' a- L tn,a 2q�lo Io•5' �,5 5.5 �mo4 4yr. I.rPafkGZjZ P 47x7 � 5 NRib, ►rozz 4x60 Q cj2(ol 12.5 13.5 87 7S Wo 10'& Cox (0 3p� (2 1274 4x4X404,5,3,13, H'Par.I�aZ? S 2040 I I 12.5 1-7q(u�P tL 4"O T 6315 I1,� 13.5F31 t mak„ 0 +103.5 5J 5 724• 1*0 e)* v 5 I a 13,75 8. 5, 5 520 W 1'2- �ko2 k 1440 13, 7 5 �}- �{-q jU 6p* rix fi i 1440 4 4•9 50 Gkv (s; 1 1 1 1 1. 1 1• 1 1 1 1 1 1 1 1 1 1 1 �lZB�Cl�lrt� bu��ne�� 73.661 Highway 111 • Suite G Palm Desert, California 92260 (760) 779-0405 • FAX (760) 779-1317 BY .QR±_ DATE 7 CKD DATE JOB M d, rN 15 # PG. J1633 / OF �7 OVERTURNING AT SHEAR PANELS O FORCE H PL. HT. M . resisting S.P. L (FXH)-Mreslst FHD= -L HPAHD 22 HOLDDOWN U73 13,75 4-15 6094C0 RO BA vx` Z 114111z 13,76 4, 7 ' 7 04 H P 5A, 3, 4. iq-qp 13,76 3,i�, 3,� 27 31 I�PbtirnaZ.4"y b' 21 7 13:75 -155 3 Cix[. Iola q.S Io,� q94 NPS► zz `�+`� 7 2-1215 q.S sa.5 3273 NPA�rozL � 8 4-7 a+ I �. 5 7, S, 47 04 N v ro K(& 10 2 421 I 20 16p4- S I hPa Nro Z2 4x L It cbIi 9,S 2 2 v&5 I-IPD�tVo2L 4Yy 1 13 Zos`i 12 Co 4, y '213 53 t'%I°a'1 22 4r(. I� 5� 12 X8.5 3coi� 15 3255 12. 1'21 3Z 5 �� N'pbN'n t L 4x>i SHEAR NAILING CONTINUOUS PANEL WALL SHEATHING Vallow EDGE (A) A35 CLIP FOOTING FIELD B SPACING ANCHOR BOLTS 15/32" APA -RATED STRUCT,1 340 PLF (A) 10d @ 16" O.C. 5/8",V@ 24" O.C. 1 PLYWD, EXPOSURE 1 OR EXT. 6" O.C. P.I. = 32/16 - (B) IOd@ 2X6 P.T. SILL PLATE 12" O.C. 15/32" APA -RATED STRUCT 1 510 PLF (A) 10d @ 12" O.C. 5/8" JY @ 16" O.C. 2 PLYWD, EXPOSURE 1 OR EXT. 4" O.C. P.I. = 32/16, (B) 10d @ 3X6 P.T. SILL PLATE 12" O.C. 15/32" APA: RATED STRUCT.1 665 PLF (A) 10d @ 8" O.C. 5/8"o @ 12" O.C. 3 PLYWD, EXPOSURE 1 OR EXT. 3" O.C. P.I. = 32/16 (B) 10d @ 3X6 P.T. SILL PLATE 12"O.C. 15/32" APA -RATED STRUCT.1 680 PLF (A) 10d @ 8" O.C. 5/8",0 @ 12" O.C, 4 PLYWD, EXPOSURE 1 OR EXT. 6" O.C. 2 LAYERS REQUIRED (B) 10d @ 3X6 P.T. SILL PLATE P.I. = 32/ 16 12" O.C. i • 73.661 Highway 111 • Suite G Palm Desert, Colifomia 92260 (760) 779-0405 0 FAX (760) 779-1317 PREPARED FOR: BY QR DATE' 9 CKD DATE JOB MAerI41S ii �9 IL7o PG 10. OF'�I�J 6;1 Imo f_1 bE1>41 at ' S.P.. . tj or i M hsT CZ?iSlo� x �7i-�('oIf Std6 «., • UPL)Fr - Jill e = r1 38367- -1 Q - (0- �WL'AY P .t ��e Z_1:coz�3 _ , . _ 6,33 �(± Z,oq, ct9 5 Psi X .1.33 ' (q:q5 PSF _ fIZE ll�if2� dilfff edJ BY PYP DATE Q�� JOB �tj % -T11^ 1 S # ' 773.661 Highway 111 • Suite G CKD DATE' PG rq b Palm Desert, California 92260 (760) 779-0405 0 FAX (760) 779-1317 OF PREPARED'FOR: Wb1Ll.' 10F x 13,5�.x 12.5 3o37`s: 1.50 Pc P.. �c . 2: S' �c 1.6' 2.J. S' - 1 z0'9 N fooF ' �4 PAF x 2L%y x (,3,6.. f1 m-_ j I,1✓ UPI,Ic-T Z I.5' U w► t N ) Psis L I'q'15 -P5F r -- USE . I8 ..W It�ir•..x .3o._.I�P Ca!�� ��r'( 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Roof Rafter[ 97 UBC (91 NDS)1'StruCalc 4.06 _ -By: Denise R. Poeltler, THE FLYING BUTTRESS on: 09-17-1999 Project: MATHIS - Location: R - 1° ' Summary: 1.50 INx 11.25 IN x 18.0 FT (Actual 18.554 FT) C)- 12.00 O.C. / #1 8 Btr - DOUGLAS FIR -LARCH - Dry Use: ^ Section Adequate By: 10.1% Controlling Factor: Section Modulus / Depth Required 10.72 In ' Deflections: Dead Load: DLD= : LLD= 0.20 • 0.16 -IN ` IN = U1421 Live Load: Total Load: TLD= 0.36 . -IN = U621. Rafter End Loads and Reactions: LOADS: RXNS: , Upper Live Load: ; •.180 PLF • 180 LB ' ' Upper Dead Load: Upper Total Load: 232 PLF 412 PLF ` 232 LB 412 LB Lower Live Load: _ 180 PLF 180 1_13.1b Lower Dead Load: 232 PLF 232 LB ' Lower Total. Load: 412 PLF 412 LB Upper Equiv. Tributary Width: UTWeq=- 9.277: FT Lower Equiv. Tributary Width: •. LTWeq= 9.277 , FT. Rafter Data: Interior Span: L= 18.0 ' FT t Cantilever Span: CS1= 0:0 FT Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 240 Rafter Spacing: SPC= 12.00 IN O.C.- ' Rafter Loads: Roof Live Load: LL= 20 PSF Roof Dead Load: _ DL= 25 PSF Rafter Pitch: RP= . . 3.00 :12 Rafter Unbraced Length: Lu= 8.0 FT ' Roof Duration Factor: Cd= °1.00 r, Slope Adjusted Spans And Loads: Interior Span: Ladj= ' 18.6 ., FT Cantilever Span:. CS1adi= _ 0.0 FT Rafter Live Load: wL= 19 PLF Roof Loaded Area: RLA= 19 $F Roof Live Load Method: 1 - Rafter Dead Load: - wD= , 24 PLF . Rafter Total Load:A. wT= 43 '' PLF Properties For: #1.& Btr- DOUGLAS FIR -LARCH Bendinq Stress ' ` Fb= , 1150 PSI Shear Stress: Fv= 95 PSI Modulus of Elasticity: E= 1800000. PSI ' Stress Perpendicular to Grain: Fc_perp= 625 PSI Adjusted Properties _ - Fb' (Tension): Fb'= 774 PSI Adjustment Factors: Cd=1.00 CI=0.59,Cf=1.00 Cr -1.15 ' Fv': Fv= 95'; .PSI ` -Adjustment Factors: Cd -1.00 ; Design,Requirements; * Maximum Moment(Inferior Spanj: Mcent= 1854 ' k FT -LB At Location(From UpperSupport):•e X= 9,277 FT ' Moment At Cantilever: i Mcant= .0 FT -LB Maximum Shear: Vmax= 400 ° LB Shear At Peak: Vpeak=, 400 LB Required Cantilever. Depth: D(cant)= 0.00 IN . Comparisons With Required Sections: •` Section Modulus: Sreq= .28 8 IN3 ' •. S= ` 31.6 IN3 ' Area: Areq= 6.4 ' IN2 A= 16.8 IN2 ' Moment of Inertia: Ireq= 68.8 IN4 1= 177.9 IN4 i Roof Rafterf 97 UBC (91 NDS)1 StruCalc 4.06 By: Denise R. Poeltler, THE FLYING BUTTRESS on: 07-30-1999 ' Project: MATHIS - Location: R - 2 Summary: 1.501N x 11.25 IN x 22.0 FT (Actual 22.677 FT) (a) 12.00 O.C. / #1 & Btr - DOUGLAS FIR -LARCH - Dry Use Section Adequate By: 10.9% Controlling Factor: Section Modulus / Depth Required 10.68 In Deflections: ' Dead Load: DLD= 0.45 IN Live Load: LLD= 0.35 IN = L/778 Total Load: TLD-- 0.80 IN = U340 Rafter End Loads and Reactions: LOADS: RXNS: ' . Upper Live Load: 220 PLF 220 LB Upper Dead Load: 283 PLF 283 LB Upper Total Load: 503 PLF 503 LB Lower Live Load: 220 PLF 220 LB Lower Dead Load: 283 PLF 283 LB Lower Total Load: 503 PLF 503 LB Upper Equiv. Tributary Width: UTWeq= 11.339 FT Lower Equiv. Tributary Width: LTWeq= 11.339 FT Rafter Data: ' Interior Span: L= 22.0 FT Cantilever Span: CS1= 0.0 FT Live Load Deflect. Criteria: ; U 360 Total Load Deflect. Criteria: U 240 ' Rafter Spacing: SPC= 12.00 IN O.C. Rafter Loads: Roof Live Load: LL= 20 PSF Roof Dead Load: DL= 25 PSF Rafter Pitch: RP= 3.00 :12 ' Rafter Unbraced Length: Lu= 4.0 FT Roof Duration Factor: Cd= 1.00 Slope Adjusted Spans And Loads: ' Interior Span: Cantilever Span: Ladi= CS1adi= 22.7 0.0 FT FT Rafter Live Load: wL= 19 PLF Roof Loaded Area: RLA= 23 SF Roof Live Load Method: 1 Rafter Dead Load: wD= 24 PLF ' Rafter Total Load: WT= 43 PLF Properties For: #1 & Btr- DOUGLAS FIR -LARCH Bendinq Stress: Fb= 1150 PSI 'Shear Stress: Fv= 95 PSI ' Modulus of Elasticity: E= 1800000 PSI Stress Perpendicular to Grain: Fc_perp= 625 PSI Adjusted Properties Fb' (Tension): Fb'= 1165 PSI Adjustment Factors: Cd=1.00 CI=0.88 Cf=1.00 Cr -1.15 ' FJ: I FV= 95 PSI Adjustment Factors: Cd=1.00 Design Requirements: MaAmurri Moment(Interior Span): Mcent= 2769 FT -LB At Location(From Upper Support): X= 11.339 FT Moment At Cantilever: Mcant= 0 FT -LB Maximum Shear: Vmax= 488 LB Shear At Peak: Vpeak= 488 LB ' Required Cantilever Depth: D(cant)= 0.00 -IN Comparisons With Required Sections: Section Modulus: Sreq= 28.6 IN3 S= 31.6 IN3 Area: Areq= 7.8 IN2 ' A= 16.8 'IN2 Moment of Inertia: Ireq= 125.6' IN4 1= 177.9 IN4 i 1 �7� 1 t% 15 Roof Rafter( 97 UBC (91 NDS)1 StruCalc 4.06 By: Denise R. Poeltler, THE FLYING BUTTRESS on: 07-30-1999 Project: MATHIS - Location: R - 3 Summary: 1.50 IN x 11.25 IN x 18.5 FT (Actual 19.069 FT) 0 16.00 O.C. / #1 & Btr - DOUGLAS FIR -LARCH - Dry Use Section Adequate By: 17.6% Controlling Factor: Section Modulus / Depth Required 10.37 In Deflections: Dead Load: DLD= 0.30 IN Live. Load: LLD= '0.23 IN = U982 Total Load: TLD= 0.53 IN = U429 Rafter End Loads and Reactions: LOADS: RXNS: Upper Live Load: 185 PLF 247 LB Upper Dead Load: 238 PLF 318 LB Upper Total Load: 423 PLF 564 LB Lower Live Load: 185 PLF 247 LB Lower Dead Load: 238 PLF 318 LB Lower Total Load: 423 PLF 564 LB Upper Equiv. Tributary Width: UTWeq= 9.535 FT Lower Equiv. Tributary Width: LTWeq= 9.535 FT Rafter Data: Interior Span: L= 18.5 FT Cantilever Span: CS1= 0.0 FT Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 240 Rafter Spacing: SPC= 16.00 IN O.C. Rafter Loads: Roof Live Load: LL= 20 PSF Roof Dead Load: DL= 25 PSF Rafter Pitch: RP= 3.00 :12 Rafter Unbraced Lenqth: Lu= 4.0 FT Roof Duration Factor: Cd= 1.00 Slope Adjusted Spans And Loads: Interior Span: Lad= 19.1 FT Cantilever Span: CS1adi= 0.0 FT Rafter Live Load: wL= 25 PLF Roof Loaded Area: RLA= 25 SF Roof Live Load Method: 1 Rafter Dead Load: wD= 32 PLF Rafter Total Load: wT= 57 PLF Properties For: #1 & Btr- DOUGLAS FIR -LARCH Bendinq Stress: Fb= 1150 PSI Shear Stress: Fv= 95 PSI Modulus of Elasticity: E= 1800000 PSI Stress Perpendicular to Grain: Fc_perp= 625 PSI Adjusted Properties Fb' (Tension): Fb'= 1165 PSI Adjustment Factors: Cd=1:00 CI=0.88 Cf --1.00 Cr -1.15 Adjustment FV: 95 PSI Adjustment Factors: Cd=1.00 , Design Requirements: Maximum Moment(Interior Span): Mcent= 2611 FT -LB At Location(From Upper Support): X= 9.535 FT Moment At Cantilever: Mcant= 0 FT -LB Ma)6mum Shear: Vmax= 548 LB Shear At Peak: Vpeak= 548 LB Required Cantilever Depth: D(cant)= 0.00 IN Comparisons With Required Sections: Section Modulus: Sreq= 26.9 IN3 S= 31.6 IN3 Area: Areq= 8.7 IN2. A= 16.8 IN2 Moment of Inertia: Ireq= 99.6 IN4 1= 177.9 IN4 Roof Rafterl' 97 UBC (91 NDS)1 StruCalc 4.06 By:i)enise R. Poeltler, THE FLYING BUTTRESS on: 09-17-1999 Project: MATHIS - Location: R7 4 PATIO ' ' .Summary: 5.50 IN x 7.50 IN x 15.0 FT (Actual 15.207 FT) @� 24.00 O'.C. / #1 -DOUGLAS FIR -LARCH - Dry Use , Section Adequate By-. 121.6% Controlling Factor. Moment of Inertia / Depth Required 5.75 In Deflections: t Dead Load: DLD= 0.19 IN Live Load: LLD= 0.15 IN = U1206' Total Load: TLD= 0.34 IN = U532 Rafter End,Loads`and Reactions:' LOADS:' RXNS: ; Upper Live Load: rr 150 PLF . 300113 t Upper Dead Load: 190 PLF 380 LB Upper Total Load: 340. PLF 680 LB Lower Live Load: 150 PLF ' 300 LB Lower Dead -Load: 190 PLF 380 LB ' Lower Total Load: 340 PLF 680 LB Upper Equiv. Tributary Width: UTWeq= 7.603., FT Lower Equiv. Tributary Width: LTWeq= 7.603 FT - Rafter Data: - - Interior Span: �, L= 15.0 FT. ' Cantilever Span: CS1= 0.0 , FT Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: - U 240 Rafter Spacing: SPC= 24.00 IN O.C. ' Rafter Loads: Roof Live Load: LL= 20 PSF Roof Dead Load:' DL= 25 PSF Rafter Pitch: RP= 2.00 :12 ' ,Rafter Unbraced Length:',' Lu= 15.0 FT. Roof Duration Factor: Cd= 1.00 • Slope Adjusted Spans And Loads: - , Interior Span: Ladi= 15.2 FT Cantilever Span: " CS1adj= 0.0 FT ' Rafter Live Load: wL= 39 PLF Roof Loaded Area: RLA= 30 SF Roof Live Load Method: 1 • - Rafter Dead Load: wD= 49 PLF Rafter Total Load: - wT= 88 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 FU (Tension): Fb'= - 1367 PSI Adjustment Factors: Cd=1.00 CI=0.99 Cf=1.00 Cr=1.15 , FV: Fv'= 85- PSI Adjustment Factors: Cd=1.00 Design Requirements: Maximum Moment(Interior Span): Mcent= 2551• FT -LB At Location(From Upper Support): X= 7.603 FT ' Moment At Cantilever: Mcant= . 0 , -. FT -LB Maximum Shear: Vmax=• 671` LB, Shear At Peak: Vpeak= 671 LB Required Cantilever Depth: y D(cant)= 0.00., IN Comparisons With Required Sections: ; Section Modulus: Sreq= 22.4 IN3 ` S= ' 51.5 IN3 Area: Areq= 11.9 IN2 A= 41.2 IN2 . Moment of Inertia: Ireq= 87.3' IN4 • 1= .193.3 IN4 Jr (91NDS)StruCalc4.06%/q Roof Rafter(97UBC ( ) 1 By: Denise R. Poeltler, THE FLYING BUTTRESS on: 09-17-1999 Project: MATHIS - Location:' R - 5 Summary: . 1.50 IN x 11.25 IN x 21.5 FT (Actual,22.162 FT) 0, 12.00 O.C. / #1 & Btr —DOUGLAS FIR -LARCH - Dry Use Section Adequate By: 16.10/6 Controlling Factor: Section Modulus / Depth Required 10.44 In Deflections: Dead Load: DLD= 0.41 IN r Live Load: LLD= 0.32-.' IN = U834 Total Load: TLD= 0.73 IN = U364 Rafter End Loads and Reactions: LOADS: RXNS: Upper Live Load: 215 PLF 215 LB Upper Dead Load: 277 PLF 277 LB Upper Total Load: 492 PLF 492 LB Lower Live Load: 215 PLF 215 LB Lower Dead Load: 277 PLF. 277 LB Lower Total Load: 492 PLF 492 LB Upper Equiv. Tributary Width: UTWeq=. 11.081 FT Lower Equiv. Tributary Width: LTWeq= 11.081 FT Rafter Data: - Interior Span: L= 21.5 FT Cantilever Span: CS1= 0.0 FT Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U240 . Rafter Spacing: SPC -_i-12.00 IN O.C. Rafter Loads: Roof Live Load: LL= 20 PSF Roof Dead Load: DL= 25.. PSF Rafter Pitch: RP= 3.00 : 12 Rafter Unbraced Length: Lu= 4.0 FT Roof Duration Factor: Cd= . 1.00' Slope Adiusted Spans And Loads: ' ' Ladi= 22.2 FT Interior Span: .Cantilever Span: CS1adi= 0.0,' FT ; - Rafter Live Load: wL= 19 • PLF Roof Loaded Area: RLA= 22 • SF Roof Live Load Method: 1 wD= 24 PLF ' Rafter Dead Load: - Rafter Total Load: .. wT= 43 • PLF. Properties For: #1 & Btr- DOUGLAS FIR -LARCH Bendinq Stress: Fb= 1150 PSI Shear Stress: Fv= 95 PSI Modulus of Elasticitv:E= 1800000 PSI, Stress Perpendicular to Grain: • Fc_perp= 625 PSI Adjusted Properties t . Fb'= 1165 PSI Fb' (Tension): Adjustment Factors: Cd=1.00 CI=0.88 Cf=1.00 Cr=1.15 FV: FV-- 95 PSI Adjustment Factors: Cd=1.00 Design Requirements: Maximum Moment(Interior Span): Mcent= 2645 FT -LB At Location(From.Upper Support): X= 11.081. FT. Moment At Cantilever: Mcant= 0 FT -LB Maximum Shear: Vmax= 477 LB Shear At Peak: : Vpeak= 477 LB Required Cantilever Depth: D(cant)= 0.00 IN Comparisons With Required Sections: Sreq= 27.3 IN3 Section Modulus: „ S= 31.6 IN3 Area: Areq= '7.6 IN2 ' A= 16.8 IN2 Moment of Inertia: - Ireq= 117.3" IN4 - 1= 177.9 IN4 1 1 fl Roof Rafter( 97 UBC (91 NDS) ) StruCalc 4.06 By: Denise R. Poeltler, THE FLYING BUTTRESS on: 07-30-1999 Project: MATHIS - Location: R - 6 Summary: 1.50 IN x 11.25 IN x 14.0 FT (Actual 14.431 FT) (& 24.00 O.C. / #1 & Btr - DOUGLAS FIR -LARCH - Dry Use Section Adequate By: 11.1% Controlling Factor: Section Modulus / Depth Required 10.67. In Deflections: Dead Load: DLD= 0.15 IN Live Load: LLD= 0.11 IN = U1510 Total Load: TLD= 0.26 IN = U660 Rafter End Loads and Reactions: LOADS: RXNS: Upper Live Load: 140 PLF 280 LB Upper Dead Load: 180 PLF 361 LB Upper Total Load: 320 PLF 641 LB Lower Live Load:. 140 PLF 280 LB Lower Dead Load: 180 PLF 361 LB Lower Total Load: 320 PLF 641 LB Upper Equiv. Tributary Width: UTWeq= 7.215 FT Lower Equiv. Tributary Width: LTWeq= 7.215 FT Rafter Data: Interior Span: L= 14.0 FT Cantilever Span: CS1= 0.0 FT Live Load Deflect. Criteria: , U 360 Total Load Deflect. Criteria: U 240 Rafter Spacing:, SPC= 24.00 IN O.C. Rafter Loads: Roof Live Load: LL= 20 PSF Roof Dead Load: DL= 25 PSF Rafter Pitch: RP= 3.00 :12 Rafter Unbraced Length: Lu= 6.0 FT Roof Duration Factor: Cd= 1.00 Slope Adjusted Spans And Loads: Interior Span: Ladj= 14.4 FT Cantilever Span: CS1adi= 0.0 FT Rafter Live Load: wL= 38 PLF Roof Loaded Area: RLA= 29 SF Roof Live Load Method: 1 Rafter Dead Load: wD= 49 PLF Rafter Total Load: WT= 86 PLF Properties For: #1 & Btr- DOUGLAS FIR -LARCH . Bending Stress: Fb= 1150 PSI Shear Stress: Fv= 95 PSI Modulus of Elasticity: E= 1800000 PSI Stress Perpendicular to Grain: Fc_perp= 625 PSI Adjusted Properties Fb' (Tension): Fb'= 945 PSI Adjustment Factors: Cd=1.00 CI=0.71 Cf --1.00 Cr -1.15 Fv': Fd= 95 PSI Adjustment Factors: Cd=1.00 . Design Requirements: Ma)amum Moment(Interior Span): Mcent= 2243 FT -LB At Location(From Upper Support): X= 7.215 FT Moment At Cantilever: Meant= 0 FT -LB - Mabmum Shear: Vmax= 622 LB Shear At Peak: Vpeak= 622 LB Required Cantilever Depth: D(cant)= 0.00 IN Comparisons With Required Sections: Section Modulus: Sreq= 28.5 IN3 S= .31.6 IN3 Area: Areq= 9.9 IN2 A= 16.8 IN2 Moment of Inertia: Ireq= 64.8 IN4 1= 177.9 IN4 Roof Rafterf 97 UBC (91 NDS) 1 StruCalc 4.06 F r By: Denise R. Poeltler, THE FLYING BUTTRESS on: 09-17-1999 • , Project: MATHIS - Location: R - 7 . ' Summary: 5.50 IN x 7.50 IN x 13.5.FT (Actual 13.915 FT) OD, 24.00 O.C. / #1 _ DOUGLAS FIR -LARCH - Dry Use Section Adequate By: 182.1% Controlling Factor: Section Modulus /Depth Required 5.22 In ' Deflections: 1 Dead Load: DLD= 0.13 IN Live Load: - LLD= 0.10 IN = U1627 Total Load: - TLD= 0.23 IN = L/7111 Rafter End Loads and Reactions: LOADS: RXNS:; Upper Live Load: 135 PLF 270 LB Upper Dead Load: 174 PLF 348 LB Upper Total Load: 'r 309 PLF 618113 Lower Live Load: 135 PLF 270 LB Lower Dead Load: 174 PLF 348 LB Lower Total Load: - 309 PLF 618 LB Upper Equiv. Tributary Width: UTWeq= 6.958 ' FT , Lower Equiv.', Tributary Width: LTWeq= 6.958 • FT. Rafter Data: Interior Span: -L= 13.5 FT Cantilever Span: CS1= 0.0 FT Live Load Deflect. Criteria. 1 U 360 Total Load Deflect. Criteria: - U 240; Rafter Spacing:SPC= 24.00, IN O.C. ' Rafter Loads: Roof Live Load: LL= 20 PSF Roof Dead Load: ' DL= 25, PSF Rafter Pitch: RP= 3.00. : 12 Rafter Unbraced Lenqth:�.: Lu= 13.0, FT ' Roof Duration Factor: Cd=' 1.00 Slope Adjusted Spans And Loads: Interior -Span: - Ladj= 13.9. FT Cantilever Span: CS1adi= 0.0' FT ' ' Rafter Live Load: wL= 38, PLF Roof Loaded Area: RLA= 28 SF -Roof.Live Load Method: 1. , Rafter Dead Load:'` wD= ' 49 PLF. Rafter Total Load: ': wT= 86 PLF. ' Properties For: #1- DOUGLAS FIR -LARCH ' Bendinq Stress: Fb= 1200 PSI - Shear Stress: Fv= 85; PSI Modulus of Elasticity: r E= 1600000. PSI ' Stress Perpendicular to Grain: Fcj)erp= 625 PSI Adjusted Properties Fb' (Tension): Fb'= 1369. PSI . Adjustment Factors: Cd=1.00 CI=0.99 Cf=1.00 Cr=1.15 ' Fv':Fy'= 85• PSI Adjustment Factors: Cd=1.00 , Design Requirements: , Maximum Moment(Interior Span): Mcent= 2085 FT -LB At Location(From Upper Support): - X= 6.958, FT t Moment At Cantilever: Mcant= 0 FT -LB r Maximum Shear: Vmax= 599, LB Shear At Peak: Vpeak= 599 LB Required Cantilever Depth:. D(cant)= 0.00 IN ' Com pari sons, With. Requi red Sections: Section Modulus: Sreq= 18.3 IN3 S= 51.5 IN3 . Area: . Areq= 10.6 IN2 A= 41.2 IN2, ' Moment of inertia: Ireq= 65!3: IN4 1= 1933 IN4 1 Multi -Loaded Beam( 97 UBC (91 NDS) ) StruCalc 4.06 ' By: Denise R. Poeltler, THE FLYING BUTTRESS on: 07-30-1999 Proiect: MATHIS - Location: VALLEY A Summary: 6.75 IN x 12.00 IN x 16.0 FT / 24F -V4 - VISUALLY GRADED WESTERN SPS - Dry Use Section Adequate By: 355.2% Controlling Factor: Section Modulus / Depth Required 7.09 In ' Deflections: Dead Load: DLD= 0.10 IN Live Load: LLD= 0.07 IN = U2843 Total Load: TLD= 0.17 IN = U1162 ' End Reactions(Left Side): Live Load: RL1= 853 LB Dead Load: RDI= __11.82__ LB Total Load: RT1= - 2035 W_ ' End Reactions(Right Side): Live Load: R -= 427 LB Dead Load: RD2 _.___-670 LB Total Load: T2= 1096 Bearinq LenIN ' Bearinq Lenqth Regd.(Right): BL2= 0.25 IN Camber Regd.: C= 0.15 IN Beam Data: Span: L= 16.0 FT Maximum Unbraced Span: Lu= 2.0 FT Live Load Duration Factor: Cd= 0.90 Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 240 Camber Adjustment Factor: CAF= 1.5 X DLD ' Uniform Load: Live Load: wL= 0 PLF Dead Load: wD= 0 PLF Beam Self Weight: BSW= 20 PLF ' Total Load: WT= 20 PLF Triangular Load (Max. @ Left): Live Load: wL TL= 160 PLF Dead Load: wD TL= 192 PLF Total Load: wT_TL= 352 PLF Properties For: 24F -V4- VISUALLY GRADED WESTERN SPS Bendinq Stress: Fb= 2400 PSI Shear Stress: Fv= 190 PSI Modulus of Elasticity: Ex= 1800000 PSI ' Ev= 1600000 PSI Stress Perpendicular to Grain: Fc_perp= 650 PSI Adjusted Properties: Fb' (Tension): Fb'= 2157 PSI Adjustment Factors: Cd=0.90 CI=1.00 Cv=1.00 ' Fv': FV= 171 PSI Adjustment Factors: Cd=0.90 Design Requirements: Maximum Moment: M= 6397 FT -LB 6.874 FT From Left Support Shear (0 d from beam end): V= 1674 LB Comparisons With Required Sections: Section Modulus: Sreq= 35.6 IN3 S= 162.0 IN3 ' Area: Areq= 14.7 IN2 Moment of Inertia: A= 81.0 IN2 Ireq= 200.7 IN4 I= 972.0 IN4 Roof Beam( 97 UBC (91 NDS)1 StruCalc 4.06 FT By: Denise R. Poeltler, THE FLYING BUTTRESS on: 07-30-1999 FT Project: MATHIS - Location: B - 1 GARAGE :12 Summary: DL2= 5.50 IN x 13.50 IN x 10.5 FT /Select Structural - DOUGLAS FIR -LARCH - Dry Use Roof Rafter Tributary Width: Section Adequate By: 26.6% Controlling Factor: Area /Depth Required 11.17 In _ Deflections: SF Dead Load: DLD= Live Load: LLD= Total Load: TLD= Reactions (Each End): Adjusted Beam Length: Live Load: RL= Dead Load: RD= Total Load: ` RT= Bearing Length Reqd.: - BL= Beam Data: wD= Span: L= Maximum Unbraced Span: Lu= Pitch Of Roof: RP= Live Load Deflect. Criteria: U Total Load Deflect. Criteria: U Beam Loading: Fb= Live Load: LL= Roof Loaded Area: RLA= `Roof Live Load Method: 1 E= 1600000 0.06 IN 0.05 - I N = U2771 0.11 IN = U1146 1575 LB 2232 LB. 3807 LB 1.11 IN 10.5 FT 2.0 FT 3.00 :12 360 DL2= 240 Roof Rafter Tributary Width: 20 PSF 158 SF Side One: Roof Dead Load: DL1= 24 Roof Rafter Tributary Width: TW1= 12.0 Side Two: Roof Dead Load: DL2= 24 Roof Rafter Tributary Width: TW2= 3.0 Roof Duration Factor:; . Cd= 0.90 Wall Load: WALL= 36 Slope Adjusted Lengths and Loads: Adjusted Beam Length: Ladj= 1.0.5 Beam Live Load W/ Slope Red'n: wL= 300 Beam Self Weight: BSW= 18 Beam Total Dead Load: wD= 425 Total Ma)amum Load: WT= 725 Controlling Total Design Load: wTcont= 725 Properties For: Select Structural- DOUGLAS FIR -LARCH . Bending Stress: Fb= 1600 Shear Stress: Fv= 85 Modulus of Elasticity: E= 1600000 Stress Perpendicular to Grain: Fc_perp= 625 Adjusted Properties: IN2 ' Fb' (Tension): Fb'= 1418 PSF FT PSF FT PLF FT PLF PLF PLF PLF PLF PSI PSI PSI PSI PSI Adjustment Factors: Cd=0.90 CI=1.00 Cf=0.99 FV: Fv = 77 PSI ' Adjustment Factors: Cd=0.90 Design Requirements: Maximum Moment: M= 9993 FT -LB Shear (0- d from beam end): V= 2991 LB ' Comparisons With Required Sections: Section Modulus: Sreq= 84.6 IN3 S= 167.0 IN3 Area: Areq= 58.7 IN2 A= -74.2 IN2 ' Moment of Inertia: Ireq= 236.1 IN4 1= 1127.6 IN4 1 Roof Beam( 97 UBC (91 NDS)1 StruCalc 4.06 By- Denise R. Poeltler, THE FLYING BUTTRESS on: 08-06-1999 Design Requirements: Project: MATHIS2 - Location: B - 2 GARAGE Summary: M= 290 5.50 IN x 5.50 IN x 2.0 FT / #1 - DOUGLAS FIR -LARCH - Dry Use Shear (01 d from beam end): V= Section Adequate By: 390.9% Controlling Factor: Area / Depth Required 1.88 In, LB Comparisons With Required Sections: Deflections: Dead Load: DLD= 0.00 Live Load: LLD= 0.00 Total Load: TLD= 0.00 Reactions (Each End): 6.2 IN2 Live Load: RL= 240 Dead Load: RD= 340 Total Load: RT= 580 Bearing Length Reqd.: BL= 0.17 Beam Data: Span: L= 2.0 Maximum Unbraced Span: Lu= 2.0 Pitch Of Roof: RP= 3.00 Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 240 Beam Loading: Live Load: LL= 20 Roof Loaded Area: RLA= 24 Roof Live Load Method: 1 Side One: Roof Dead Load: DLI= 24 Roof Rafter Tributary Width: TW1= 12.0 Side Two: Roof Dead Load: DL2= 0 Roof Rafter Tributary Width: TW2= 0.0 Roof Duration Factor: Cd= 0.90 Wall Load: WALL= 36 Slope Adjusted Lengths and Loads: Adjusted Beam Length: Ladj= 2.0 Beam Live Load W/ Slope Red'n: wL= 240 Beam Self Weight: BSW= 7 Beam Total Dead Load: wD= 340 Total Maximum Load: WT= 580 Controlling Total Design Load: wTcont= 580 Properties For: #1- DOUGLAS FIR -LARCH , Bending Stress: Fb= 1200 Shear Stress: Fv= 85 Modulus of Elasticity: E= 1600000 Stress Perpendicular to Grain: Fc_perp= 625 Adjusted Properties: Fb' (Tension): Fb'= 1079 Adjustment Factors: Cd=0.90 CI=1.00 Cf --1 .00 FV: FJ= 77 IN IN = U33891 IN = U14019 LB LB LB IN FT FT :12 PSF SF PSF FT PSF- FT PLF FT PLF PLF PLF PLF PLF PSI PSI PSI PSI PSI PSI Adjustment Factors: Cd=0.90 Design Requirements: Ma)dmum Moment: M= 290 FT -LB Shear (01 d from beam end): V= 314 LB Comparisons With Required Sections: Section Modulus: Sreq= 3.3 IN3 S= 27.7 IN3 Area: Areq= 6.2 IN2 A= 30.2 IN2 Moment of Inertia: Ireq= 1.4 IN4 1= 76.2 IN4 1 1 1 1 1 Roof Beam( 97 UBC (91 NDS) ) StruCalc 4.06 By: Denise R. Poeltler, THE FLYING BUTTRESS on: 08-06-1999 Design Requirements: Project: MATH182 - Location: B - 3 GARAGE Summary: M= 888 5.50 IN x 5.50 IN x 3.5 FT / #1 - DOUGLAS FIR -LARCH -'Dry Use Shear (A. d from beam end): V= Section Adequate By: 105.9% Controlling Factor: Area / Depth Required 3.28 In LB Comparisons With Required Sections: Deflections: - Dead Load: DLD= 0.01 - Live Load: LLD= 0.0.1 Total Load: TLD= 0.02 Reactions (Each End): 14.7 IN2 Live Load: RL= 420 Dead Load: RD= 595 Total Load: RT= 1015 Bearing Length Regd.': BL=. 0.30 Beam Data: Span: L= 3.5 Maximum Unbraced Span: Lu= 2.0 Pitch Of Roof: RP= 3.00 Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 240 Beam Loading: Live Load: LL= 20 Roof Loaded Area: RLA= 42 Roof Live Load Method: 1 Side One: Roof Dead Load: DL1= 24 Roof Rafter Tributary Width: TW1= 12.0 Side Two: Roof Dead Load: DL2= 0 Roof Rafter. Tributary Width: TW2= 0.0 Roof Duration Factor: Cd= 0.90 Wall Load: WALL= 36 Slope Adjusted Lenqths and Loads: Adjusted Beam Lenqth: Ladi= 3.5 Beam Live Load W/ Slope Red'n: wL= 240 Beam Self Weiqht: BSW= 7 Beam Total Dead Load: wD= 340 Total Maximum Load: wT= 580 Controlling Total Design Load: wTcont= 580 Properties For: #1- DOUGLAS FIR -LARCH . Bendinq Stress:' Fb= 1200 Shear Stress: Fv= 85 Modulus of Elasticity: E= 1600000 Stress Perpendicular to Grain: Fc_perp= 625 Adjusted Properties: Fb' (Tension): Fb'= 1079 Adjustment Factors: Cd=0.90 CI=1.00 Cf--1-00 F�� Fv'= 77 IN IN = U6324 IN = U2616 LB LB LB . IN. FT FT :12 PSF SF PSF FT PSF FT PLF FT PLF PLF PLF PLF " PLF PSI PSI PSI PSI PSI PSI Adjustment Factors: Cd=0.90 Design Requirements: Maximum Moment: M= 888 FT -LB Shear (A. d from beam end): V= 749 LB Comparisons With Required Sections: Section Modulus: Sreq= 9.9 1N3 S= 27.7 IN3 Area: Areq= 14.7 IN2 A= 30.2 IN2 Moment of Inertia: Ireq= 7.0 IN4 ' 1= 76.2 IN4 1 n Adjustment Factors: Cd=0.90 CI=1.00 Cf=1.00' FV- Fv,= Adjustment Factors: Cd=0.90 Design Requirements: Ma)amum Moment: M= Shear 01- d from beam end): V= Comparisons With Required Sections: Section Modulus: Sreq= Area: Moment of Inertia: S= Areq= A= Ireq= 1= 77 PSI 3613 FT -LB 1374 LB 31.2 IN3 121.2 IN3 27.0 IN2 63.2 IN2 61.3 IN4 697.0 IN4 Roof Beam f 97 UBC (91 NDS)1 StruCalc 4.06 q By: Denise R. Poeltler, THE FLYING BUTTRESS on: 07-30-1999 Project: MATHIS - Location: B - 4 Summary: 5.50 IN x 11.50 IN x 8.0 FT / Dense #1 - DOUGLAS FIR -LARCH - Dry Use Section Adequate By: 134.8% Controlling Factor: Area / Depth Required 5.83.1n Deflections: Dead Load: DLD= 0.02 IN Live Load: LLD= 0.02 IN = U6330 Total Load: TLD= 0.04 IN = U2734 Reactions (Each End): Live Load: RL= 780 LB Dead Load: RD= 1026 LB Total Load: RT= 1806 LB Bearing Length Reqd.: BL= 0.45 IN Beam Data: Span: L= 8.0 FT Maximum Unbraced Span: Lu= 2.0 FT Pitch Of Roof: RP= 3.00 :12 Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 240 Beam Loading: t Live Load: LL= 20 PSF Roof Loaded Area: RLA= 78 SF Roof Live Load Method: 1 Side One: Roof Dead Load: DLI= 24 PSF Roof Rafter Tributary Width: TW1= 8.75 FT Side Two: Roof Dead Load: DL2= 24 PSF -Roof Rafter Tributary Width: TW2= 1.0 FT Roof Duration Factor: Cd= 0.90 Slope Adjusted Lengths and Loads: Adjusted Beam Length: Ladj= 8.0 FT Beam Live Load W/ Slope Red'n: wL= 195 PLF Beam Self Weight: BSW= 15 PLF Beam Total Dead Load: wD= 257 PLF Total Maximum Load: WT= 452 PLF Controlling Total Design Load: wTcont= 452 PLF Properties For: Dense #1- DOUGLAS FIR -LARCH Bending Stress: Fb= 1550 PSI Shear Stress: Fv= 85 PSI Modulus of Elasticity:. E= 1700000 PSI Stress Perpendicular to Grain: Fc_perp= 730 PSI Adjusted Properties: Fb' (Tension): Fb'= 1392 PSI Adjustment Factors: Cd=0.90 CI=1.00 Cf=1.00' FV- Fv,= Adjustment Factors: Cd=0.90 Design Requirements: Ma)amum Moment: M= Shear 01- d from beam end): V= Comparisons With Required Sections: Section Modulus: Sreq= Area: Moment of Inertia: S= Areq= A= Ireq= 1= 77 PSI 3613 FT -LB 1374 LB 31.2 IN3 121.2 IN3 27.0 IN2 63.2 IN2 61.3 IN4 697.0 IN4 738.0 Multi -Loaded Beam[ 97 UBC (91 NDS)1 StruCalc 4.06 By: Denise R. Poeltler, THE FLYING BUTTRESS on: 07-30-1999 Proiect: MATHIS - Location: B - 5 Summary: 5.125 IN x 12.00 IN x 18.0 FT / 24F -V4 - VISUALLY GRADED WESTERN SPS - Dry Use Section Adequate By: 284:1% Controllinq Factor: Area /Depth Required 5.23 In ' Dead load to live load ratio is high, verify camber requirements. ' Deflections: Dead Load: DLD= 0.05 Live Load: LLD-- 0.02 Total Load: TLD= 0.07 End Reactions(Left Side): Live Load: RLI= 43 Dead Load: RD1= 192 Total Load: RTI= 235 ' End Reactions(Right Side): Live Load: RL2= 737 Dead Load: RD2= 1104 Total Load: RT2= 1840 Bearinq Length Regd.(Left) : BL1= 0.07 ' Bearing Lenqth Regd.(Right): BL2= 0.55 Camber Regd.: C= 0.08 Beam Data: ' Span: Max<mum Unbraced Span: L= Lu= 18.0 17.0 Live Load Duration Factor: Cd= 0.90 Live Load Deflect. Criteria: L/ 360 Total Load Deflect. Criteria: U 240 Camber Adjustment Factor: CAF= 1.5 1 Uniform Load: Live Load: wL= 0 Dead Load: wD= 0 'Beam Self Weight: BSW= 15 ' Total Load: WT= 15 Concentrated Load 131: Live Load: PL1= 780 Dead Load: PD1= 1026 Total Load: PTI= 1806 ' Location: X1= 17.0 Properties For: 24F -V4- VISUALLY GRADED WESTERN SPS' Bending Stress: Fb= 2400 Shear Stress: Fv= 190 Modulus of Elasticity: Ex= 1800000 Ev= 1600000 Stress Perpendicular to Grain: Fc_perp= 650 Adjusted Properties: Fb' (Tension): Fb'= 2099 ' Adjustment Factors: Cd=0.90 CI=0.97 FV: FV= 171 Adjustment Factors: Cd=0.90 Design Requirements: ' Maximum Moment: M= 1845 15.712 FT From Left Support Shear ((& d from beam end): V= 1825 ' Comparisons With Required Sections: Section Modulus: Sreq= 10.6 S= 123.0 Area: Areq= 16.1 A= 61.5 Moment of Inertia: Ireq= 61.3 ' 1= 738.0 Roof Beam f 97 UBC (91 NDS) ) StruCalc 4.06 /q By: Denise R. Poeltler, THE FLYING BUTTRESS on: 08-06-1999 ' Project: MATHIS2 - Location: B - 6 Summary: ' 5.50 IN x 5.50 IN x 3.5 FT / #1 - DOUGLAS FIR -LARCH - Dry Use Section Adequate By: 77.0% Controlling Factor: Area / Depth Required 3.54 In Deflections: ' Dead Load: DLD= 0.01 IN Live Load: LLD--' 0.01 IN = U5420 Total Load: TLD= 0.02 IN = U2249 Reactions (Each End): Live Load: RL= 490 LB Dead Load: RD= 691 LB Total Load: RT= 1181 LB Bearing Length Reqd.: BL= 0.34 IN Beam Data: Span: L= 3.5 FT Maximum Unbraced Span: Lu= 2.0 FT Pitch Of Roof: RP= 3.00 :12 Live Load Deflect. Criteria: U 360 ' Total Load Deflect. Criteria: U 240 Beam Loading: Live Load: LL= 20 PSF Roof Loaded Area: RLA= 49 SF Roof Live Load Method: 1 Side One: Roof Dead Load: DL1= 24 PSF Roof Rafter Tributary Width: TW1= 9.0 FT Side Two: Roof Dead Load: DL2= 25 PSF Roof Rafter Tributary Width: TW2= 5.0 FT ' Roof Duration Factor: Cd= 0.90 Wall Load: WALL= 36 PLF Slope Adjusted Lengths and Loads: Adjusted Beam Length: Ladj= 3.5 FT Beam Live Load W/ Slope Red'n: wL= 280 PLF ' Beam Self Weight: BSW= 7 PLF Beam Total Dead Load: wD= 395 PLF Total Maximum Load: WT= 675 PLF Controlling Total Design Load: wTcont= 675 PLF ' Properties For: #1- DOUGLAS FIR -LARCH Bending Stress: Fb= 1200 PSI Shear Stress: Fv= 85 PSI Modulus of Elasticity: E= 1600000 PSI Stress Perpendicular to Grain: Fc_perp= 625 PSI Adjusted Properties: Fb' (Tension): Fb'= 1079 PSI Adjustment Factors: Cd=0.90 CI=1.00 Cf=1.00 FJ; Fv'= 77 PSI ' Adjustment Factors: Cd=0.90 Design Requirements: Maximum Moment: M= 1033 FT -LB Shear (A. d from beam end): V= 872 LB ' Comparisons With Required Sections: Section Modulus: Sreq= 11.5 IN3 S= 27.7 IN3 Area: Areq= 17.1 IN2 A= 30:2 IN2 ' Moment of Inertia: Ireq= 8.2 IN4 1= 76.2 IN4 1 .. Roof Beam( 97 UBC (91 NDS)1 StruCalc 4.06 By: Denise R. Poeltler, THE FLYING BUTTRESS on: 07-30-1999 ' Project: MATHIS - Location: B - 7 RIDGE Summary: 6.75 IN x.12.00 IN x 10.0 FT / 24F -V4 - VISUALLY GRADED WESTERN SPS - Dry Use Section Adequate By: 262.1% Controlling Factor. Area /Depth Required 6.57 In Deflections: 'Dead Load: DLD= 0.05 IN Live Load: LLD= 0.03 IN = U3456 Total Load: TLD= 0.08 IN = U1464 Reactions (Each End): ' Live Load: RL= 1350 LB Dead Load: RD= 1838 LB Total Load: RT= 3188 LB Bearing Length Regd.: BL= 0.73 IN ' Camber Regd.: C= 0.07 IN Beam Data: Span: L= 10.0 FT 'Mabmum Unbraced Span: Lu= 2.0 FT Pitch Of Roof: RP= 3.00 :12 ' Live Load Deflect. Criteria: U 360 .Total Load Deflect. Criteria: U 240 Camber Adjustment Factor: CAF= 1.5 ' X DLD ' Beam Loading: Live Load: LL= 20 PSF Roof Loaded Area: RLA= . 135 SF Roof Live Load Method: 1 . Side One: Roof Dead Load: DLI= 25 PSF Roof Rafter Tributary Width: TW1= 6.75 FT ' Side Two: Roof Dead Load: DL2= 25 PSF Roof Rafter Tributary Width: TW2= 6.75 FT Roof Duration Factor: Cd= 0.90 Slope Adjusted Lengths and Loads: Adjusted Beam Length: Lad'1= 10.0 FT Beam Live Load W/ Slope Red'n: wL= 270 PLF Beam Self Weight: BSW= 20 PLF Beam Total Dead Load: wD= 368 PLF Total Ma)amum Load: WT= 638 PLF ' Controlling Total Design Load: wTcont= 638 PLF Properties For: 24F -V4- VISUALLY GRADED WESTERN SPS 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 Adjusted Properties: ' Fb' (Tension): Fb'= 2157 PSI Adjustment Factors: Cd --0.90 CI=1.00 Fv : FJ= 171 PSI Adjustment Factors: Cd --0.90 Design Requirements: ' Maximum Moment: M= 7970 FT -LB Shear ((d)_ d from beam end): _ - V2550 LB Comparisons With Required Sections: ' Section Modulus: Sreq= S= 44.4 162.0 IN3 IN3 Area: Areq= 22.4 IN2 A= 81.0 IN2 Moment of Inertia: Ireq= 159.4 IN4 ' 1= 972.0 IN4 y �I Roof Beam( 97 UBC (91 NDS)1 StruCalc 4.06 By: Denise R. Poeltler, THE FLYING BUTTRESS on: 07-30-1999 Project: MATHIS - Location: B - 8 Summary: 5.50 IN x 9.50 IN x 7.0 FT / Dense #1 - DOUGLAS FIR -LARCH - Dry Use Section Adequate By: 175.1 % Controlling Factor: Area / Depth Required 4.54 In Deflections: Dead Load: Live Load: Total Load: Reactions (Each End): Live Load: Dead Load: Total Load: Bearing Length Regd.: Beam Data: Span: Maximum Unbraced Span: Pitch Of Roof: Live Load Deflect. Criteria: Total Load Deflect. Criteria: Beam Loading: Live Load: Roof Loaded Area: Roof Live Load Method: 1 Side One: Roof Dead Load: Roof Rafter Tributary Width: Side Two: Roof Dead Load: Roof Rafter Tributary Width: Roof Duration Factor: Wall Load: Slope Adjusted Lengths and Loads: Adjusted Beam Length: Beam Live Load W/ Slope Red'n: Beam Self Weight: Beam Total Dead Load: Total Maximum Load:' , Controlling Total Design Load: Properties For: Dense #1- DOUGLAS FIR -LARCH Bending Stress: Shear Stress: Modulus of Elasticity: Stress Perpendicular to Grain: Adjusted Properties: Fb' (Tension): Adjustment Factors: Cd=0.90 CI=1.00 Cf=1.00 FV: Adjustment Factors: Cd=0.90 Design Requirements: Maximum Moment: Shear (0- d from beam end): Comparisons. With Required Sections: Section Modulus: Area: Moment of Inertia: 7 DLD= 0.02 LLD= 0.01 TLD= 0.03 RL= 473 RD= 779 RT= 1252 BL= 0.31 L= 7.0 Lu= 2.0 RP= 3.00 U 360 U 240 ,. LL= 20 RLA= 47 DLI = 25 TW1= 6.75 DL2= 0 TW2= 0.0 Cd=- 0.90 WALL= 36 Ladi= 7.0 wL= 135 BSW= 13 wD= 223 WT= 358 wTcont= 358 Fb= 1550 Fv= 85 E= 1700000 Fc perp= 730 E Fb'= 1393 Fv'= 77 M= 2191 V= 969 Sreq= 18.9 S= 82.7 Areq= 19.0 A= 52.2 Ireq= 32.5 1= 392.9 IN IN = U7694 IN = U2904 LB LB LB IN FT FT 12 PSF SF PSF FT PSF FT PLF FT PLF PLF PLF PLF PLF PSI PSI PSI PSI PSI PSI FT -LB LB IN3 IN3 I N2 IN2 IN4 IN4 Roof Beamf 97 UBC (91 NDS)1 StruCalc 4.06 By: Denise R. Poeltler, THE FLYING BUTTRESS on: 08-06-1999 ' Proiect: MATHIS2 - Location: B - 9 Summary: 5.50 IN x 7.50 IN x 6.5 FT / #1 - DOUGLAS FIR -LARCH - Dry Use Section Adequate By: 18.3% Controlling Factor: Area / Depth Required 6.59 In Deflections: ' Dead Load: DLD= 0.05 IN Live Load:. LLD= 0.04 IN = U2146. Total Load: TLD= 0.09 IN = U887 Reactions (Each End): ' Live Load: RL= 910 LB . Dead Load: RD= 1292 LB Total Load: RT=. 2202 LB Bearing Length Reqd.: BL= 0.64 IN Beam Data: ' Span: L= 6.5 FT Maximum Unbraced Span: Lu= 2.0 FT Pitch Of Roof: RP= 3.00 :12 Live Load Deflect. Criteria: U 360 ' Total Load Deflect. Criteria: U 240 Beam Loading: Live Load: LL= 20 PSF Roof Loaded Area: ` RLA= 91 SF Roof Live Load Method: 1 Side One: Roof Dead Load: DLI= 24 PSF Roof Rafter Tributary Width: TW1= 9.0 FT Side Two: Roof Dead Load: DL2= 25 PSF Roof Rafter Tributary Width: TW2= 5.0 FT Roof Duration Factor: Cd= 0.90 Wall Load: WALL= 36 PLF Slope Adiusted Lengths and Loads: ' Adiusted Beam Length: Beam Live Load W/.Slope Red'n: Ladi= wL= 6.5 280 FT PLF Beam Self Weight: BSW= 10 PLF Beam Total Dead Load: wD= 398 PLF Total Maximum Load: WT= 678 PLF Controlling Total Design Load: wTcont= 678 PLF ' Properties For: #1- DOUGLAS FIR -LARCH Bending Stress: Fb= 1200 PSI Shear Stress: Fv= 85 PSI Modulus of Elasticity: - E= 1600000 PSI ' -Stress Perpendicular to Grain: Fc_perp= 625' PSI Adjusted Properties: Fb' (Tension): Fb'= 1079 PSI Adjustment Factors: Cd=0.90 CI=1.00 Cf=1.00 Fv': FV= 77 PSI ' Adjustment Factors: Cd=0.90 Design Requirements: - Ma)dmum Moment: M= 3578 FT -LB Shear (0__ d from beam end): V= 1778 LB ' Comparisons With Required Sections: Section Modulus: Sreq= 39.8 IN3 " S= 51.5 1N3 Area: Areq= 34.9 IN2 A= 41.2 IN2 ' Moment of Inertia: Ireq= 52.4 IN4 1= 193.3 IN4 f r 11 11 1 7 L [I� Roof Beam[ 97 UBC (91 NDS)1 StruCalc 4.06 By: Denise R. Poeltler, THE FLYING BUTTRESS on: 08-06-1999 Project: MATHIS2 - Location: B - 10 Summary: 5.50 IN x 7.50 IN x 7.0 FT / #1 - DOUGLAS FIR -LARCH - Dry Use Section Adequate By: 99.7% Controlling Factor: Area / Depth Required 5.22 In Deflections: Dead Load: DLD= 0.04 IN Live Load: LLD= 0.02 IN = U3436 Total Load: TLD= 0.06 IN = U1313 Reactions (Each End): Live Load: RL= 490 LB Dead Load: RD= 792 LB Total Load: RT= 1282 LB Bearing Length Regd.: BL= 0.37 IN Beam Data: Span: L= 7.0 FT Maximum Unbraced Span: Lu= 2.0 FT Pitch Of Roof: RP= 3.00 :12 Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 240 Beam Loading: Live Load: LL= 20 PSF Roof Loaded Area: RLA= 49 SF Roof Live Load Method: 1 Side One: Roof Dead Load: DL1= 25 PSF Roof Rafter Tributary Width: TW1= 7.0 FT Side Two: Roof Dead Load: DL2= 0 PSF Roof Rafter Tributary Width: TW2= 0.0 FT Roof Duration Factor: Cd= 0.90 Wall Load: WALL= 36 PLF Slope Adjusted Lengths and Loads: Adjusted Beam Length: Ladi= 7.0 FT Beam Live Load W/ Slope Red'n: wL= 140 PLF Beam Self Weight: BSW= 10 PLF Beam Total Dead Load: wD= 226 PLF Total Ma)amum Load: WT= 366 PLF Controlling Total Design Load: wTcont= 366 PLF Properties For: #1- DOUGLAS. FIR -LARCH Bending Stress: Fb= 1200 PSI Shear Stress: Fv= 85 PSI Modulus of Elasticity: E= 1600000 PSI Stress Perpendicular to Grain: Fc_perp= 625 PSI Adjusted Properties: Fb' (Tension): Fb'= 1079 PSI Adjustment Factors: Cd=0.90 CI=1.00 Cf --1.00 FV- Fd= 77 PSI Adjustment Factors: Cd=0.90 Design Requirements: Maximum Moment: M= 2244 FT -LB Shear (Ccs d from beam end): V= 1053 LB Comparisons With Required Sections: Section Modulus: Sreq= 25.0 IN3 S= 51.5 IN3 Area: Areq= 20.7 IN2 A= 41.2 IN2 Moment of Inertia: Ireq= 35.4 IN4 1= 193.3 IN4 Lam' F 11 f' �1 Roof Beam( 97 UBC (91 NDS)1 StruCalc 4.06 By: Denise R. Poeltler, THE FLYING BUTTRESS on: 08-06-1999 Project: MATHIS2 - Location: B - 11 Summary: 5.50 IN x 5.50 IN x 3.5 FT / #1 - DOUGLAS FIR -LARCH - Dry Use Section Adequate By: 59.7% Controlling Factor: Area / Depth Required 3.82 In Deflections: Dead Load: " Live Load: Total Load: Reactions (Each End): Live Load: Dead Load: Total Load: Bearing Length Reqd.: Beam- Data: Span: Maximum Unbraced Span: Pitch Of Roof: Live Load Deflect. Criteria: Total Load Deflect. Criteria: Beam Loading: Live Load: Roof Loaded Area: Roof Live Load Method: 1 Side One: Roof Dead Load: Roof Rafter Tributary Width: Side Two: Roof Dead Load: Roof Rafter Tributary Width: Roof Duration Factor:, Wall Load: , Slope Adjusted Lengths and Loads: Adjusted Beam Length: Beam Live Load W/ Slope Red'n: Beam Self Weight: Beam Total Dead Load: Total Mapmum Load: Controlling Total Design Load: Properties For: #1- DOUGLAS FIR -LARCH Bending Stress: Shear Stress: Modulus of Elasticity: Stress Perpendicular to Grain: Adjusted • Properties: Fb' (Tension): Adjustment Factors: Cd=0.90 CI=1.00 Cf --1.00 FW': Adjustment Factors: Cd=0.90 Design Requirements: Maximum Moment: Shear (00- d from beam end): Comparisons With Required Sections: Section Modulus: Area: Moment of Inertia: DLD= 0.01 IN LLD= 0.01 IN = U4818 TLD= 0.02 IN = U2029 RL= 551 LB RD= 758 LB RT= 1309 LB BL= 0.38 IN L= 3.5 FT Lu= 2.0 FT . RP= 3.00 :12 U 360 U 240 LL= 20 PSF RLA= 55 SF DLI = 24 PSF TW1= 15.75 FT DL2= 0 PSF 7W2= 0.0 FT Cd= 0.90 WALL= 36 PLF Ladi= 3.5 _ FT wL= 315 PLF BSW= 7 PLF wD= 433 PLF WT= 748 PLF wTcont= 748 PLF F& 1200 PSI Fv= 85 PSI E= 1600000 PSI Fc_perp= 625 PSI Fb'= 1079 PSI FV= 77 PSI M= 1145 FT -LB V= 966 LB Sreq= 12.8 IN3 S= 27.7 IN3 Areq= 19.0 IN2. A= 30.2 IN2 Ireq= 9.1 IN4 1= 76.2 IN4 1 1 Roof Beam[ 97 UBC (91 NDS) ) StruCalc 4.06 By: Denise R. Poeltler, THE FLYING BUTTRESS on: 07-30-1999 Project: MATHIS - Location: B - 12 Summary: 5.50 IN x 9.50 IN x 6.5 FT / Dense #1 - DOUGLAS FIR -LARCH - Dry Use Section Adequate By: 25.9% Controlling Factor: Area / Depth Required 7.94 In Deflections: Dead Load: Live Load: Total Load: Reactions (Each End): Live Load: Dead Load: Total Load: Bearing Length Reqd.: Beam Data: Span: Maximum Unbraced Span: Pitch Of Roof - Live Load Deflect. Criteria: Total Load Deflect. Criteria: Beam Loading: Live Load: Roof Loaded Area: Roof Live Load Method: 1 Side One: Roof Dead Load: Roof Rafter Tributary Width: Side Two: Roof Dead Load: Roof Rafter Tributary Width: Roof Duration Factor: Wall Load: Slope Adjusted Lengths and Loads: Adjusted Beam Length: Beam Live Load W/ Slope Red'n: Beam Self Weight: Beam Total Dead Load: Total Ma)amum Load: Controlling Total Design Load: Properties For: Dense #1- DOUGLAS FIR -LARCH Bending Stress: - Shear Stress: Modulus of Elasticity: Stress Perpendicular to Grain: Adjusted Properties: Fb' (Tension): Adjustment Factors: Cd=0.90 CI=1.00 Cf=1.00, Fv': Adjustment Factors: Cd=0.90 Design Requirements: Ma)dmum Moment: Shear ((? d from beam end): Comparisons With Required Sections: Section Modulus: Area: Moment of Inertia: DLD= 0.03 LLD= 0.02 TLD= 0.05 RL= 1154 RD= 1645 RT= 2799 BL= 0.70 L= 6.5 Lu= 2.0 RP= 3.00 U 360 L/ 240 LL= 20 RLA= 115 DLI= 25 TW1= 15.75 DL2= 25 TW2= 2.0 Cd= 0.90 WALL= 36 Ladi= 6.5 wL= 355 BSW= 13 wD= 506 WT= 861 wTcont= 861 Fb= 1550 Fv= 85 E= 1700000 Fcj)erp= 730 Fb'= 1393 Fv'= 77 M= 4548 V= 2117 Sreq= 39.2 S= 82.7 Areq= - 41.6 A= 52.2 Ireq= 62.6 1= 392.9 IN IN = U3655 IN = U1507 LB LB LB IN FT FT :12 PSF SF PSF FT PSF FT PLF FT PLF PLF PLF PLF PLF PSI PSI PSI PSI PSI FT -LB LB IN3 IN3 IN2 IN2 IN4 IN4 Roof Beam( 97 UBC (91 NDS) ) StruCalc 4.06 By: Denise R. Poeltler, THE FLYING BUTTRESS on: 08-06-1999 Project: MATHIS2 - Location: B - 13 Summary: 5.50 IN x 5.50 IN x 2.5 FT / #1 - DOUGLAS FIR -LARCH - Dry Use Section Adequate By: 134.2% Controlling Factor: Area / Depth Required 2.97 In Deflections: Dead Load: DLD= 0.00 IN Live Load: LLD= 0.00 IN = U11731 Total Load: TLD= 0.01 IN = U5004 Reactions (Each End): Live Load: RL= 444 LB Dead Load: RD= 597 LB Total Load: RT= 1040 LB Bearing Length Reqd.: BL= 0.30 IN Beam Data: Span: L= 2.5 FT Mapmum Unbraced Span: Lu= 2.0 FT Pitch Of Roof: RP= 2.00 :12 Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 240 Beam Loading: Live Load: LL= 20 PSF Roof Loaded Area: RLA= 44 SF Roof Live Load Method: 1 Side One: Roof Dead Load: DLI= 25 PSF Roof Rafter Tributary Width: TW1= 2.0 FT Side Two: Roof Dead Load: DL2= 24 PSF Roof Rafter Tributary Width: TW2= 15.75 FT Roof Duration Factor: Cd= 0.90 Wall Load: WALL= 36 PLF Slope Adjusted Lengths and Loads: Adjusted Beam Length: Ladi= 2.5 FT Beam Live Load W/ Slope Red'n: wL= 355 PLF Beam Self Weight: BSW= 7 PLF Beam Total Dead Load: wD= 477 PLF Total Maximum Load: WT= 832 - PLF ' Controlling Total Design Load: wTcont= 832 PLF Properties For: #1- DOUGLAS FIR -LARCH ` Bending Stress: Fb= 1200 PSI Shear Stress: Fv= 85 PSI Modulus of Elasticity: , E= 1600000 PSI Stress Perpendicular to Grain: Fc_perp= 625 PSI Adjusted Properties: Fb' (Tension): Fb'= 1079 PSI Adjustment Factors: Cd=0.90 CI=1.00 Cf=1.00 Fd: FV'= 77 PSI Adjustment Factors: Cd=0.90 Design Requirements: Maximum Moment: M= 650 FT -LB Shear (0- d from beam end): V= 659 LB Comparisons With Required Sections: Section Modulus: Sreq= 7.3 IN3 S= 27.7 IN3 Area: Areq= 13.0 IN2 A= 30.2 IN2 Moment of Inertia: Ireq= 3.7 IN4 1= 76.2 IN4 1 i 1 1 Roof Beam[ 97 UBC (91 NDS) ) StruCalc 4.06 By: Denise R. Poeltler, THE FLYING BUTTRESS on: 07-30-1999 Proiect: MATHIS - Location: B - 14 Summary: 5.50 IN x 9.50 IN x 9.0 FT /Dense #1 - DOUGLAS FIR -LARCH - Dry Use Section Adequate By: 412.4% Controlling Factor: Area / Depth Required 3.89 In Deflections: Dead Load: Live Load: Total Load: Reactions (Each End): Live Load: Dead Load: Total Load: Bearing Length.Regd.: Beam Data: Span: Ma)amum Unbraced Span: Pitch Of Roof. Live Load Deflect. Criteria: Total Load Deflect. Criteria: Beam Loading: Live Load: .Roof Loaded Area: Roof Live Load Method: 1. Side One: Roof Dead Load: Roof Rafter Tributary Width: Side Two: Roof Dead Load: Roof Rafter Tributary Width: Roof Duration Factor: Wall Load: Slope Adiusted Lengths and Loads: Adjusted Beam Length: Beam Live Load W/ Slope Red'n: Beam Self Weight: Beam Total Dead Load: Total Maximum Load Controlling Total Design Load: Properties For: Dense #1- DOUGLAS FIR -LARCH Bending Stress: Shear Stress: .Modulus of Elasticity: Stress Perpendicular to Grain: Adjusted Properties: Fb' (Tension): " FV:' Adjustment Factors: Cd=0.90 CI=1.00 Cf --1.001.00 ' Adjustment Factors: Cd=0.90 Design Requirements: Mabmum Moment: Shear ((cb- d from beam end): Comparisons With Required Sections: Section Modulus: Area: Moment of Inertia: DLD= 0.02 LLD= 0.01 TLD= 0.03 RL= 180 RD= 451 RT= 631 BL= 0.16 L= 9.0 Lu= 2.0 RP= 3.00 U 360 U 240 LL= 20 RLA= 18 DL1= 25 TW1= 2.0 DL2= 0 TW2= 0.0 Cd= 0.90 WALL= 36 Ladi= 9.0 wL= 40 BSW= 13 wD= 100 WT= 140 wTcont= 140 Fb= 1550 Fv= 85 E= 1700000 Fc_perp= 730 Fb'= 1393 FV= 77 M= ' 1420 V= 520 Sreq= 12.3 S= 82.7 Areq= 10.2 A= 52.2 Ireq= 27.1 1= 392.9 IN IN = U12218 1N = L/3485 LB LB LB IN FT FT :12 PSF SF PSF FT PSF FT PLF FT PLF PLF PLF PLF PLF PSI PSI PSI PSI PSI PSI FT -LB LB IN3 IN3 IN2 IN2 IN4 IN4 1 1 L7 1 1 1 1 1 Adjustment Factors: Cd=0.90 CI=1.00 Roof Beam( 97 UBC (91 NDS)1 StruCalc 4.06 Fv= 171 PSI By: Denise R. Poeltler, THE FLYING BUTTRESS on: 07-30-1999 Project: MATHIS - Location: B - 15 Summary: M= 5613 FT -LB 5.125 IN x 12.00 IN x 9.0 FT / 24F -V4 - VISUALLY GRADED WESTERN SPS - Dry Use V= 1940 Section Adequate By: 261.3% Controlling Factor: Area / Depth Required 6.18 In Comparisons With Required Sections: Deflections: Section Modulus: Sreq= 31.3 Dead Load: DLD= 0.04 IN Live Load: LLD= 0.02 IN = U4418 Total Load: TLD= 0.06 IN = U1753 Reactions (Each End): Moment of Inertia: Ireq= 101.1 Live Load: RL= 990 LB Dead Load: RD= 1505 LB Total Load: RT= 2495 LB Bearing Length Regd.': BL= 0.75 IN Camber Regd.: C= 0.06 IN Beam Data: Span: L= 9.0 FT Ma)amum Unbraced'Span: Lu= 2.0 FT Pitch Of Roof: RP= 3.00 :12 Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 240 Camber Adjustment Factor: CAF= 1.5 X DLD Beam Loading: Live Load: LL= 20 PSF Roof Loaded Area: RLA= 99 SF Roof Live Load Method: 1 .. Side One: Roof Dead Load: DL1= 25 PSF Roof Rafter Tributary Width: TW1= 11.0 FT Side Two: Roof Dead Load: DL2= 0 PSF Roof Rafter Tributary Width: TW2= 0.0 FT Roof Duration Factor: Cd= 0.90 Wall Load: WALL= 36 PLF Slope Adjusted Lengths and Loads: Adjusted Beam Length: Ladi= 9.0 FT Beam Live Load W/ Slope Red'n: wL= 220 PLF Beam Self Weight: BSW= 15 PLF Beam Total Dead Load: wD= 334 PLF Total Ma)amum Load: WT= 554 PLF Controlling Total Design Load: wTcont= 554 PLF Properties For: 24F -V4- VISUALLY GRADED WESTERN SPS 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 Adjusted Properties: Fb' (Tension): Fb'= 2154 PSI Adjustment Factors: Cd=0.90 CI=1.00 Fv': Fv= 171 PSI Adjustment Factors: Cd=0.90 Design Requirements: Mabmum Moment: M= 5613 FT -LB Shear ((rD d from beam end): ". V= 1940 LB Comparisons With Required Sections: Section Modulus: Sreq= 31.3 IN3 S= 123.0 IN3 Area: Areq= 17.1 IN2 A= . 61.5 IN2 Moment of Inertia: Ireq= 101.1 IN4 1= 738.0 IN4 1 Roof Beam[ 97 UBC (91 NDS)1 StruCalc 4.06 ' By: Denise R. Poeltler, THE FLYING BUTTRESS on: 07-30-1999 Project: MATHIS - Location: B - 16 Summary: 5.125 IN x 12.00 IN x 10.5 FT / 24F -V4 - VISUALLY GRADED WESTERN SPS - Dry Use Section Adequate By: 189.0% Controlling Factor: Section Modulus / Depth Required 7.22 In Deflections: ' Dead Load: DLD= 0.07 IN Live Load: LLD= 0.05 IN = U2782 Total Load: TLD-- 0.11 IN = U1104 Reactions (Each End): i Live Load: RL= 1155 LB Dead Load: RD= 1756 LB Total Load: RT= 2911 LB Bearing Length Reqd.: BL= 0.87 IN Camber Regd.: C= 0.10 IN i Beam Data: Span: L= 10.5 FT Maximum Unbraced Span: Lu= 2.0 FT Pitch Of Roof: RP= 3.00 :12 i Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 240 Camber Adjustment Factor: CAF= 1.5 X DLD Beam Loading: Live Load: LL= 20 PSF ' Roof Loaded Area: RLA= 116 SF Roof Live Load Method: 1 Side One: Roof Dead Load: DLI= 25 PSF Roof Rafter Tributary Width: TW1= 11.0 FT ' Side Two: Roof Dead Load: DL2= 0 PSF Roof Rafter Tributary Width: TW2= 0.0 FT Roof Duration Factor: Cd= 0.90 Wall Load: WALL= 36 PLF i Slope Adjusted Lengths and Loads: Adjusted Beam Length: Ladi= 10.5 FT Beam Live Load W/ Slope Red'n: wL= 220 PLF Beam Self Weight: BSW= 15 PLF Beam Total Dead Load: wD= 334 PLF i Total Ma)amum Load: WT= 554 PLF Controlling Total Design Load: wTcont= 554 PLF Properties For. 24F -V4- VISUALLY GRADED WESTERN SPS ' Bending Stress: Shear Stress: Fb= Fv= 2400 190 PSI PSI Modulus of Elasticity: Ex= 1800000 PSI Ev= 1600000 PSI Stress Perpendicular to Grain: Fc_perp= 650 PSI Adjusted Properties: ' Fb' (Tension): Fb'= 2154 PSI Adjustment Factors: Cd=0.90 CI=1.00 FV: Fd= 171 PSI Adjustment Factors: Cd=0.90 ' Design Requirements: Mabmum Moment: M= 7640 FT -LB Shear WED d from beam end): V= 2356 LB Comparisons With Required Sections: Section Modulus: Sreq= 42.6 IN3 i S= 123.0 IN3 Area: Are q= 20.7 IN2 A= 61.5 IN2 Moment of Inertia: Ireq= 160.5 IN4 1= 738.0 IN4 1 . I 1 O IN IN = U25418 IN = U4914 LB LB LB IN FT FT :12 PSF SF PSF FT PSF FT PLF FT PLF PLF PLF PLF PLF PSI PSI PSI PSI PSI PSI FT -LB LB IN3 IN3 IN2 IN2 IN4 IN4 Roof Beam[ 97 UBC (91 NDS) ) StruCalc 4.06 By: Denise R. Poeltler, THE FLYING BUTTRESS on: 08-06-1999 ' Project: MATHIS2 - Location: B - 17 Summary: 5.50 IN x 5.50 IN x 4.0 FT / #1 - DOUGLAS FIR -LARCH - Dry Use Section Adequate By: 383.7% Controlling Factor: Area / Depth Required 2.24 In Deflections: ' Dead Load: DLD= 0.01 Live Load: LLD= _ 0.00 Total Load: TLD=" 0.01 Reactions (Each End): ' Live Load: RL -i. 80 Dead Load: RD= 334 Total Load: RT= 414 Bearing Length° Regd.: BL= 0.12 Beam Data: t Span: L= 4.0 Maximum Unbraced Span: Lu= 4.0 Pitch Of Roof: RP= 3.00 Live Load Deflect..Criteria: U 360 ' Total Load Deflect. Criteria: U 240 Beam Loading: Live Load: LL= 20 Roof Loaded Area: RLA= 8. Roof Live Load Method: 1 ' Side One: Roof Dead Load: DL1= 25 Roof Rafter Tributary Width: TW1= 2.0 Side Two: Roof Dead Load: DL2= 0 Roof Rafter Tributary Width: TW2= . 0.0 ' Roof Duration Factor: Cd= 0.90 Wall Load: WALL= 108 Slope Adjusted Lengths and Loads: Adjusted Beam Length: Ladi= 4.0 ' Beam Live Load W/ Slope Red'n: wL= 40 Beam Self Weight: BSW= 7 Beam Total Dead Load: wD= 167 Total Ma)amum Load: wT= 207 Controlling Total Design Load: wTcont= 207 ' Properties For: #1- DOUGLAS FIR -LARCH Bending Stress: Fb= 1200 Shear Stress: Fv= 85 Modulus of Elasticity: , Stress Perpendicular to Grain: E= 1600000 Fc_perp= 625 Adjusted Properties: Fb' (Tension): Fb'= 1079 Adjustment Factors: Cd=0.90 CI=1.00 Cf=1.00 FJ: Fv'= 77 ' Adjustment Factors: Cd=0.90 Design Requirements: Maodmum Moment: M= 414 Shear (0- d from beam end): V= 319 t Comparisons With Required Sections: Section Modulus: Sreq= 4.7 S= 27.7 Afea: Areq= 6.3 A= 30.2 Moment of Inertia: Ireq= 3.8 1= 76.2 . I 1 O IN IN = U25418 IN = U4914 LB LB LB IN FT FT :12 PSF SF PSF FT PSF FT PLF FT PLF PLF PLF PLF PLF PSI PSI PSI PSI PSI PSI FT -LB LB IN3 IN3 IN2 IN2 IN4 IN4 L 7 1 Roof Beam[ 97 UBC (91 NDS)1 StruCalc 4.06 1961 PSI -T� By: Denise R. Poeltler, THE FLYING BUTTRESS on: 07-30-1999 PSI M= 62629 Project: MATHIS - Location: B - 18 RIDGE V= 8916 LB Summary: 383.4 IN3. S= 6.75 IN x 21.00 IN x 24.0 FT / 24F -V4 - VISUALLY GRADED WESTERN SPS - Dry Use IN3 Am= Section Adequate By: 29.4° Controlling Factor: Section Modulus / Depth Required 18.46 In IN2 A= Deflections: Dead Load: DLD= 0.44 IN Live Load: LLD= 0.25 IN = L/1130 Total Load: TLD= 0.69 IN = U416 Reactions (Each End): Live Load: RL= 3840 LB Dead Load: RD= 6598 LB Total Load: RT= 10438 LB Bearing Length Regd.: i BL= . 2.38 IN Camber Reqd.: C= - 0.66 IN Beam Data: Span: L= 24.0 FT Maximum Unbraced Span: Lu= 2.0 FT Pitch Of Roof: RP= 3.00 :12 Live Load Deflect. Criteria: L/ 360 Total Load Deflect. Criteria: L1 240 Camber Adjustment Factor: CAF= 1.5 X DLD Beam Loading: Live Load: LL= 16 PSF Roof Loaded Area: RLA= 480 SF Roof Live Load Method: 1 Side One: Roof Dead Load: DL1= 25 PSF Roof Rafter Tributary Width: TW1= 9.0 FT Side Two: Roof Dead Load: DL2= 25 PSF Roof Rafter Tributary Width: TW2= 11.0 FT Roof Duration Factor: Cd= 0.90 Slope Adjusted Lengths and Loads: Adjusted Beam Length: Ladi= 24.0 FT Beam Live Load W/ Slope Red'n: wL= ' 320 PLF Beam Self Weight: BSW= 34 PLF Beam Total Dead Load: wD= 550 PLF Total Maximum Load: WT= 870 PLF Controlling Total Design Load: wTcont= 870 PLF Properties For: 24F -V4- VISUALLY GRADED WESTERN SPS Bending Stress: Fb= 2400 Shear Stress: Fv= 190 Modulus of Elasticity: Ex= 1800000 Stress Perpendicular to Grain: Adjusted Properties: Fb' (Tension): Adjustment Factors: Cd=0.90 CI=1.00 Cv=0.91 Fv': Adjustment Factors: Cd=0.90 Design Requirements: Maximum Moment: Shear (CD_ d from beam end): Comparisons With Required Sections: Section Modulus: , Area: Moment of Inertia: Ey= 1600000 Fc_perp= 650 PSI PSI PSI PSI PSI Fb'= 1961 PSI Fv'= 171 PSI M= 62629 FT -LB V= 8916 LB Sreq= 383.4 IN3. S= 496.1 IN3 Am= 78.3 IN2 A= 141.7 IN2 Ireq= 3006.2 IN4 1= 5209.3 IN4 Roof Beamf 97 UBC (91 NDS)1 StruCalc 4.06 S By: Denise R. Poeltler, THE FLYING BUTTRESS on: 08-06-1999 ' Project: MATHIS2 - Location: B - 19 Summary: 5.50 IN x 5.50 IN x 6.5 FT / #1 - DOUGLAS FIR -LARCH - Dry Use Section Adequate By: 134.7% Controlling Factor: Section Modulus / Depth Required 3.59 In Deflections: ' Dead Load: DLD= 0.05 IN Live Load: LLD= 0.01 IN = U5924 Total Load: TLD= 0.07 IN = U1179 Reactions (Each End): ' Live Load: RL= 130 LB Dead Load: RD= 523 LB Total Load: RT= 653 LB Bearing Length Reqd.: BL= 0.19 IN Beam Data: ' Span: L= 6.5 FT Maximum Unbraced Span: Lu= 6.5 FT Pitch Of Roof: RP= 3.00 :12 Live Load Deflect. Criteria: U 360 ' Total Load Deflect. Criteria: U 240 Beam Loading: Live Load: LL= 20 - PSF Roof Loaded Area: RLA= 13 SF Roof Live Load Method: 1 ' Side One: Roof Dead Load: DL1= 25 PSF Roof Rafter Tributary Width: TW1= 2.0 FT Side Two: Roof Dead Load: DL2= 0 PSF Roof Rafter Tributary Width: TW2= 0.0 FT ' Roof Duration Factor: Cd= 0.90 Wall Load: WALL= 102 PLF Slope Adjusted Lengths and Loads: Adjusted Beam Length: Ladj= 6.5 FT Beam Live Load W/ Slope Red'n: wL= 40 PLF Beam Self Weight: BSW= 7 PLF Beam Total Dead Load: wD= 161 PLF Total Maximum Load: wT= 201 PLF Controlling Total Design Load: wTcont= 201 PLF ' Properties For: #1- DOUGLAS FIR -LARCH , Bending Stress: Fb= 1200 PSI Shear Stress: Fv= 85 PSI Modulus of Elasticity: Stress Perpendicular to Grain: E= 1600000 Fc_perp= 625 PSI PSI Adjusted Properties: Fb' (Tension): Fb'= 1078 PSI Adjustment Factors: Cd=0.90 CI=1.00 Cf=1.00 FV: Fv'= 77 PSI ' Adjustment Factors: Cd=0.90 Design Requirements: Maximum Moment: M= 1061 FT -LB Shear (Cil d from beam end): V= 561 LB ' Comparisons With Required Sections: Section Modulus: Sreq= 11.9 IN3 S= 27.7 IN3 Area: Areq= 11.0 IN2 A= 30.2 IN2 Moment of Inertia: Ireq= 15.6 IN4 1= 76.2 IN4 Roof Beamf 97 UBC (91 NDS) ) StruCalc 4.06 By: Denise R. Poeltler, THE FLYING BUTTRESS on: 08-06-1999 Project: MATHIS2 - Location: B - 20 Summary: 5.50 IN x 7.50 IN x 5.5 FT / #1 - DOUGLAS FIR -LARCH - Dry Use Section Adequate By: 95.2% Controlling Factor: Area / Depth Required 4.82 In Deflections: Dead Load: DLD= 0.02 IN Live Load: LLD= 0.01 IN = U5834 Total Load: TLD= 0.03 IN = U1956 Reactions (Each End): Live Load: RL= 468 LB Dead Load: RD= 927 LB Total Load: RT= 1394 LB Bearing Length Reqd.: BL= 0.41 IN Beam Data: Span: L= 5.5 FT Maximum Unbraced Span: Lu= 1.0 FT Pitch Of Roof: RP= 3.00 :12 Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 240 Beam Loading: Live Load: LL= 20 PSF Roof Loaded Area: RLA= 47 SF Roof Live Load Method: 1 Side One: Roof Dead Load: DLI= 25 PSF Roof Rafter Tributary Width: TW1= 8.5 FT Side Two: Roof Dead Load: DL2= 0 PSF Roof Rafter Tributary Width: TW2= 0.0 FT Roof Duration Factor: Cd= 0.90 Wall Load: WALL= 108 PLF Slope Adjusted Lengths and Loads: Adjusted Beam Length: Lads= 5.5 FT Beam Live Load W/ Slope Red'n: wL= 170 PLF Beam Self Weight: BSW= 10 PLF Beam Total Dead Load: wD= 337 PLF Total Maximum Load: WT= 507 PLF Controlling Total Design Load: wTcont= 507 PLF Properties For: #1- DOUGLAS FIR -LARCH Bending Stress: Fb= 1200 PSI Shear Stress: Fv= 85 PSI Modulus of Elasticity: E= 1600000 PSI Stress Perpendicular to Grain: Fc_perp= 625 PSI Adjusted Properties: Fb' (Tension): Fb'= 1079 PSI Adjustment Factors: Cd=0.90 CI=1.00 Cf --1 .00 FV: FV= 77 PSI Adjustment Factors: Cd --0.90 Design Requirements: Maximum Moment: M= 1917 FT -LB Shear ((a. d from beam end): V= 1078 LB Comparisons With Required Sections: Section Modulus: Sreq= 21.4 IN3 S= 51.5 IN3 Area: Areq= 21.2 IN2 A= 41.2 IN2 Moment of Inertia: Ireq= 23.8 IN4 1= 193.3 IN4 1 Roof Beamf 97 UBC (91 NDS)1 StruCalc 4.06 By: Denise R. Poeltler, THE FLYING BUTTRESS on: 07-30-1999 Project: MATHIS - Location: B - 21 LB Summary: LB 5.50 IN x 9.50 IN x 6.0 FT / Dense #1 - DOUGLAS FIR -LARCH - Dry'Use IN Section Adequate By: 69.4% Controlling Factor: Area / Depth Required 6.29 In FT Deflections: FT Dead Load: OLD= Live Load: LLD= Total Load: TLD= Reactions (Each End): PSF Live Load: RL= Dead Load:. RD= Total Load: RT= Bearing Length Regd.-. BL= Beam Data: LB Span: L= Maximum Unbraced Span: Lu= Pitch Of Roof: RP= Live Load Deflect. Criteria: U Total Load Deflect. Criteria: U Beam Loading: Live Load: LL= .Roof Loaded Area: RLA= Roof Live Load Method: 1 Areq= Side One: Roof Dead Load: DI -1= Roof Rafter Tributary Width: TW1= Side Two: Roof Dead Load: DL2= Roof Rafter Tributary Width: TW2= Roof Duration Factor: Cd= Wall Load: WALL= Slope Adjusted Lengths and Loads: Adjusted Beam Length:, Ladj= Beam Live Load W/ Slope Red'n: wL= Beam Self Weight: BSW= Beam Total Dead Load: wD= Total Maximum Load: WT= Controlling Total Design Load: wTcont= Properties For: Dense #1- DOUGLAS FIR -LARCH 0.02 IN 0.01 IN = U5688 0.03 IN = U2316 870 LB 1267 LB 2137 LB 0.53 IN 6.0 FT 2.0 FT 3.00 :12 360 Fb' (Tension): 240 PSI 20 PSF 87 SF 25 PSF 5.5 FT 25 PSF 9.0 FT 0.90 36 PLF 6.0 FT 290 PLF 13 PLF 422 PLF 712 PLF 712 PLF Bending Stress: Fb= 1550 PSI Shear Stress: Fv= 85 PSI Modulus of Elasticity: E= 1700000 PSI Stress Perpendicular to Grain: Fc_perp= 730 PSI Adjusted Properties: Fb' (Tension): Fb'= 1393 PSI Adjustment Factors: Cd=0.90 C1=1.00 Cf=1.00 FV:. Fv'= 77 PSI ' Adjustment Factors: Cd=0.90 Design Requirements: Maximum Moment: M= 3206 FT -LB Shear ((a)_ d from beam end): V= 1573 LB ' Comparisons With Required Sections: Section Modulus: Sreq= 27.7 IN3 S= 82.7 IN3 Area: Areq= 30.9 IN2 A= 52.2 IN2 ' Moment of Inertia: Ireq= 40.8 IN4 1= 392.9 IN4 L 1 1 Roof Beam[ 97 UBC (91 NDS) ) StruCalc 4.06 By: Denise R. Poeltler, THE FLYING BUTTRESS on: 07-30-1999 Project: MATHIS - Location: B - 22 Summary: 5.50 IN x 7.501N x 6.0 FT / Dense #1 - DOUGLAS FIR -LARCH - Dry Use Section Adequate By: 197.5% Controlling Factor: Area / Depth Required 3.73 In Deflections: Dead Load: Live Load: Total Load: ' Reactions (Each End): Live Load: Dead Load: Total Load: Bearing Length Regd.: Beam Data: Span: Maximum Unbraced Span: Pitch Of Roof: Live Load Deflect. Criteria: Total Load Deflect. Criteria: Beam Loading: Live Load: .Roof Loaded Area: Roof Live Load Method: 1 Side One: Roof Dead Load: Roof Rafter Tributary Width: Side Two: Roof Dead Load: Roof Rafter Tributary Width: Roof Duration Factor: Wall Load: Slope Adjusted Lengths and Loads: Adjusted Beam Length: Beam Live Load W/ Slope Red'n: Beam Self Weight: Beam Total Dead Load: Total Maximum Load: Controlling Total Design Load: Properties For: Dense #1- DOUGLAS FIR -LARCH Bending Stress: • Shear Stress: Modulus of Elasticity: Stress Perpendicular to Grain: Adjusted Properties: Fb' (Tension): - Adjustment Factors: Cd=0.90 C1=1..00 Cf=1.00 FV: Adjustment Factors: Cd=0.90 Design Requirements: Maximum Moment: Shear (0 d from beam end): Comparisons With Required Sections: Section Modulus: Area: Moment of Inertia: DLD= 0.02 LLD= 0.01 TLD= 0.03 RL= 330 RD= 563 RT= 893 BL= -0.22 L= 6:0 Lu= 2.0 RP= 3.00 U 360 U 240 LL= 20 RLA= 33 IN IN = U7378 IN = U2726 LB LB LB IN FT FT :12 PSF SF DLI= 25 PSF TW1= 5.5 FT DL2= 0 PSF TW2= 0.0 FT Cd= 0.90 WALL= 36 PLF Ladi= 6.0 FT wL= 110 PLF BSW= 10 PLF wD= 188 PLF WT= 298 PLF wTcont= 298 PLF Fb= 1400 PSI Fv= 85 PSI E= 1700000 PSI Fc_perp= 730 PSI Fb'= 1259 PSI Fv'= 77 PSI M= 1340 FT -LB V= 707 LB, Sreq= 12.8 IN3 S= 51.5 IN3 Areq= 13.9 1N2 A= 41.2 IN2 Ireq= 17.1 IN4 1= 193.3 IN4 n n Roof Beam[ 97 UBC (91 NDS)1 StruCalc 4.06 By: Denise R. Poeltler, THE FLYING BUTTRESS on: 07-30-1999 13516 FT -LB Project: MATHIS - Location: B - 23 3884 LB Sreq= Summary: IN3 S= 123.0 5.125 IN x 12.00 IN x 11.5 FT / 24F -V4 - VISUALLY GRADED WESTERN SPS - Dry Use Areq= 34.1 Section Adequate By: 63.4% Controlling Factor: Section Modulus / Depth Required 9.39 In A= 61.5 Deflections: Ireq= 310.9 IN4 Dead Load: DLD= 0.14 IN Live Load: LLD= 0.10 IN = U1391 Total Load: TLD-- 0.24 IN = U570 Reactions (Each End): Live Load: RL= 1926 LB Dead Load: RD= 2775 LB Total Load: RT= 4701 LB Bearing Length Reqd.: BL= 1.41 IN Camber Regd.: C= 0.21 IN Beam Data: Span: L= 11.5 FT Ma)amum Unbraced Span: Lu= 2.0 FT Pitch Of Roof: RP= 3.00 :12 Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 240 Camber Adjustment Factor: CAF= 1.5 X DLD Beam Loading: Live Load: LL= 20 PSF Roof Loaded Area: RLA= 193 SF Roof Live Load Method: 1 Side One: Roof Dead Load: DLI= 25 PSF Roof Rafter Tributary Width: TW1= 7.75 FT Side Two: Roof Dead Load: DL2= 25 PSF Roof Rafter Tributary Width: TW2= 9.0 FT Roof Duration Factor: Cd= 0.90 Wall Load: WALL= 36 PLF Slope Adjusted Lengths and Loads: Adjusted Beam Length: Ladi= 11:5 FT Beam Live Load W/ Slope Red'n: wL= 335 PLF Beam Self Weight: BSW= 15 PLF Beam Total Dead Load: wD= 483 PLF Total Maximum Load: wT= 818 PLF Controlling Total Design Load: wTcont= 818 PLF Properties For: 24F -V4- VISUALLY GRADED WESTERN SPS ' Bending Stress: Fb= 2400 Shear Stress: Fv= 190 Modulus of Elasticity: Ex= 1800000 Stress Perpendicular to Grain: Adjusted Properties: Fb' (Tension): Adjustment Factors: Cd=0.90 CI=1.00 Fv': Adjustment Factors: Cd=0.90 Design Requirements: Mabmum Moment: Shear ((D_ d from beam end): Comparisons With Required Sections: Section Modulus: Area: Moment of Inertia: Ey= 1600000 Fc_perp= 650 Fb'= 2154 PSI PSI PSI PSI PSI PSI FY= 171 PSI M= 13516 FT -LB V= 3884 LB Sreq= 75:3 IN3 S= 123.0 IN3 Areq= 34.1 IN2 A= 61.5 IN2 Ireq= 310.9 IN4 1= 738.0 IN4 1 n 1 Roof Beam[ 97 UBC (91 NDS) ) StruCalc 4.06 By: Denise R. Poeltler, THE FLYING BUTTRESS on: 07-30-1999 Project: MATHIS - Location: B - 24 Summary: 5.50 IN x 11.501N x 9.0 FT / Dense #1 - DOUGLAS FIR -LARCH - Dry Use Section Adequate BY: 124.3% Controlling Factor: Area ! Depth Required 6.22 In Deflections: Dead Load: Live Load: Total Load: Reactions (Each End): Live Load: Dead Load: Total Load: Bearing Length Reqd.: Beam Data: Span: Maximum Unbraced Span: Pitch Of Roof: Live Load Deflect. Criteria: Total Load Deflect. Criteria: Beam Loading: Live Load: Roof Loaded Area: Roof Live Load Method: 1 Side One: Roof Dead Load: Roof Rafter Tributary Width: Side Two: Roof Dead Load: Roof Rafter Tributary Width: Roof Duration Factor: Wall Load: Slope Adjusted Lengths and Loads: Adjusted Beam Length: Beam Live Load W/ Slope Red'n: Beam Self Weight: Beam Total Dead Load: Total Maximum Load: Controlling Total Design Load: Properties For: Dense #1- DOUGLAS FIR -LARCH Bending Stress: Shear Stress: Modulus of Elasticity: Stress Perpendicular to Grain: Adjusted Properties: FW (Tension): Adjustment Factors: Cd=0.90 CI=1.00 Cf=1.00 FV: Adjustment Factors: Cd=0.90 Design Requirements: Maximum Moment: Shear (Ca)_ d from beam end): Comparisons With Required Sections: Section Modulus: Area: Moment of Inertia: DLD= 0.03 LLD= 0.02 TLD= 0.05 RL= 698 RD= 1130 RT= 1827 BL= 0.46 L= 9.0 Lu= 2.0 RP= 3.00 U 360 U 240 LL= 20 RLA= 70 DLI = 25 TW1= 7.75 DL2= 0 TW2= 0.0 Cd= 0.90 WALL= 36 Ladi= 9.0 wL= 155 BSW= 15 wD= 251 WT= 406 wTcont= 406 Fb= 1550 Fv= 85 E= 1700000 Fc_perp= 730 Fb'= 1392 Fv'= 77 5�G IN IN = U5593 IN = U2135 LB LB LB IN FT FT :12 PSF SF PSF FT PSF FT PLF FT PLF PLF PLF PLF PLF PSI PSI PSI PSI PSI M= 4112 FT -LB V= 1438 LB Sreq= 35.5 IN3 S= 121.2 IN3 Areq= 28.3 IN2 A= 63.2 IN2 Ireq= 78.4 IN4 1= 697.0 IN4 1 1 n 1 Roof Beam[ 97 UBC (91 NDS)1 StruCalc 4.06 - By: Denise R. Poeltler, THE FLYING BUTTRESS on: 08-06-1999 Project: MATHIS2 - Location: B - 25 Summary: 5.501N x 11.50 IN x 7.5 FT / #1 - DOUGLAS FIR -LARCH - Dry Use Section Adequate By: 94.5% Controlling Factor: Area / Depth Required 6.75 In Deflections: Dead Load: Live Load: ' Total Load: Reactions (Each End): Live Load: Dead Load: Total Load: Bearing Length Regd.: Beam Data:. Span: Maximum Unbraced Span: Pitch Of Roof: Live Load Deflect. Criteria: Total Load Deflect. Criteria: Beam Loading: Live Load: Roof Loaded Area: Roof Live Load Method: 1 Side One: Roof Dead Load: Roof Rafter Tributary Width: Side Two: Roof Dead Load: Roof Rafter Tributary Width: Roof Duration Factor: Wall Load: Slope Adjusted Lengths and Loads: Adjusted Beam Length: Beam Live Load W/ Slope Red'n: Beam Self Weight: Beam Total Dead Load: . Total Maximum Load: Controlling Total Design Load: Properties For: #1- DOUGLAS FIR -LARCH Bending Stress: Shear Stress: Modulus of Elasticity: Stress Perpendicular to Grain: Adjusted Properties: Fb' (Tension): Adjustment'Factors: Cd=0.90 CI=0.99 Cf --1.00 Fv': ' Adjustment Factors: Cd=0.90 Design Requirements: Maximum Moment: Shear ((fl d from beam end): Comparisons With Required Sections: Section Modulus: Area: Moment of Inertia: DLD= 0.03 LLD= 0.01. TLD= 0.04 RL= 600 RD= 1628 RT= 2228 BL= 0.65 L= 7.5 Lu= 7.5 RP= 2.00 U 360 U 240 LL= 20 RLA= 60 DLI= 25 TW1= 8.0 DL2= 0 TW2= 0.0 Cd= 0.90 WALL= 216 Ladi= 7.5 wL= 160 BSW= 15 wD= 434 WT= 594 wTcont= 594 Fb= 1350 Fv= 85 E= 1600000 Fc_perp= 625 Fb'= 1207 FV= 77 M= 4177 V= 1659 Sreq= 41.6 S= 121.2 Areq= 32.6 A= 63.2 I req= 70.5 1= 697.0 5¢�q5 IN IN = U8812 IN = U2373 LB LB LB IN FT FT :12 PSF SF PSF FT PSF FT PLF FT PLF PLF PLF PLF PLF PSI PSI PSI PSI PSI PSI FT -LB LB I N3 IN3 IN2 IN2 IN4 IN4 Multi-Loaded Beamf 97 UBC (91 NDS)1 StruCalc 4.06 By: Denise R. Poettler, THE FLYING BUTTRESS on: 08-06-1999 ' Proiect: MATHIS2 - Location: B - 26 Summary: 5.125 IN x 16.50 IN x 12.0 FT / 24F-V4 - VISUALLY GRADED WESTERN SPS - Dry Use Section Adequate By: 65.0% Controlling Factor: Section Modulus / Depth Required 12.85 In ' Deflections: Dead Load: DLD= 0.09 IN Live Load: LLD= 0.07 IN = U2013 Total Load: TLD= 0.16 IN = U879 ` End Reactions(Left Side): ' Live Load: RLI = 2402 LB Dead Load: RD1= 3129 LB Total Load: RT1= 5531 LB End Reactions(Right Side): Live Load: RL2= 2402 LB Dead Load: RD2= 3129 LB Total Load: RT2= 5531 LB Bearing Length Regd.(Left) : BL1= 1.66 IN ' Bearing Length Regd.(Right): BL2= 1.66 IN Camber Reqd.: C= 0.14 IN Beam Data: Span: L= .12.0 FT Maximum Unbraced Span: Lu= 1.33 FT ' Live Load Duration Factor: Cd= 0.90 Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 240 Camber Adjustment Factor: CAF= 1.5 X DLD ' Uniform Load: Live Load: wL= 185 PLF Dead Load: wD= 232 PLF Beam Self Weight: BSW= 21 PLF ' Total Load: WT= 438 PLF Concentrated Load P1: Live Load: PL1= 2583 LB Dead Load: PD1= 3228 LB Total Load: PTI= 5811 LB ' Location: X1= 6.0 FT Properties For: 24F-V4- VISUALLY GRADED WESTERN SPS 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 Adjusted Properties: Fb' (Tension): Fb'= 2155 PSI ' Fv': Adjustment Factors: Cd=0.90 CI=1.00 Fv'= 171 PSI Adjustment Factors: Cd=0.90 Design Requirements: ' Maximum Moment: M= 25309 FT-LB 6.0 FT From Left Support Shear ((a. d from beam end): V= 4929 LB Comparisons With Required Sections: Section Modulus: Sreq= 141.0 IN3 ' S= 232.5 IN3 Area: Areq= 43.3 IN2 A= 84.5 IN2 Moment of Inertia: Ireq= 523.8 IN4 ' 1= 1918.5 IN4 r 1 �1 Multi -Loaded Beam[ 97 UBC (91 NDS) ) StruCalc 4.06 cj<v By: Denise R. Poeltler, THE FLYING BUTTRESS on: 08-05-1999 Project: MATHIS - Location: B - 27 Summary: 5.125 IN x 15.00 IN x 12.0 FT / 24F -V4 - VISUALLY GRADED WESTERN SPS - Dry Use Section Adequate By: 9.4% Controlling Factor: Section Modulus / Depth Required 14.34 In Deflections: Dead Load: DLD= 0.14 IN Live Load: LLD- 0.12 IN = U1168 Total Load: TLD= 0.26 IN = U550 End Reactions(Left Side): Live Load: RL1= 3093 LB Dead Load: RDI= 3348 LB Total Load: RT1= 6441 LB End Reactions(Right Side): Live Load: RL2= 3093 .LB Dead Load: -RD2= 3348 LB Total Load: RT2= 6441 LB Bearing Length Regd.(Left) : BL1= 1.93 IN Bearing Length Regd.(Right): BL2= 1.93 IN Camber Reqd.: C= 0.21 IN Beam Data: Span: L= 12.0 FT Maximum Unbraced Span: Lu= 12.0 FT Live Load Duration Factor: Cd= 0.90 Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 240 Camber Adjustment Factor: CAF= 1.5 X DLD Uniform Load: Live Load: wL= 232 PLF Dead Load: wD= 185 PLF Beam Self Weight: BSW= 19 PLF Total Load: WT= 436 PLF Concentrated Load P1:, Live Load: PL1= 3401 LB Dead Load: PD1= PTI 4252 7653 LB LB Total Load: Location: X1= 6.0 FT Properties For: 24F -V4- VISUALLY GRADED WESTERN SPS 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 Adjusted Properties: Fb' (Tension): Fb'= 2105 PSI Adjustment Factors: Cd=0.90 CI=0.97 .Fv': FV'= 171 PSI Adjustment Factors: Cd=0.90 Design Requirements: Mawmum Moment: M= 30801 FT -LB 6.0 FT From Left Support Shear (0. d from beam end): V= 5896 LB Comparisons With Required Sections: Section Modulus: Sreq= 175.7 IN3 S= 192.1 IN3 Area: Areq= 51.8 IN2 A= 76.8 IN2 Moment of Inertia: Ireq= 629.1 IN4 1= 1441.4 IN4 t S7 Roof Beam( 97 UBC (91 NDS)1 StruCalc 4.06 By: Denise R. Poeltler, THE FLYING BUTTRESS on: 08-06-1999 ' Project: MATHIS2 - Location: B - 28 Summary: 5.50 IN x 7.50 IN x 6.0 FT / #1 - DOUGLAS FIR -LARCH - Dry Use Section Adequate By: 178.5% Controlling Factor: Area / Depth Required 4.17 In 1 Deflections: Dead Load: DLD= 0.02 IN Live Load: LLD 0.01 IN = U6366 Total Load: TLD= 0.03 IN = U2401 ' Reactions (Each End): ; Live Load: RL= 360 LB Dead Load: RD= 594 LB Total Load: RT= 954 LB Bearing Length Reqd.: BL= 0.28 IN ' Beam Data: Span: L= 6.0 FT Mabmum Unbraced Span: Lu= 2.0 FT Pitch Of Roof: RP= 2.00 :12 Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 240 Beam Loading: Live Load: LL= 20 PSF Roof Loaded Area: ` RLA= 36 SF Roof Live Load Method: 1 - Side One: Roof Dead Load: DLI= 25 PSF Roof Rafter Tributary Width: TW1= 6.0 FT Side Two: Roof Dead Load: DL2= 0 PSF Roof Rafter Tributary Width: TW2= 0.0 FT ' Roof Duration Factor: Cd= 0.90 Wall Load: WALL= 36 PLF Slope Adjusted Lengths and Loads: Adjusted Beam Length: Ladi= 6.0 FT ' Beam Live Load W/ Slope Red'n: wL= 120 PLF Beam Self Weight: BSW= 10 PLF Beam Total Dead Load: wD= 198 PLF Total Maximum Load: WT= 318 PLF ' Controlling Total Design Load: wTcont= 318 PLF Properties For: #1- DOUGLAS FIR -LARCH Bending Stress: Fb= 1200 PSI Shear Stress: Fv= 85 PSI ' Modulus of Elasticity: E= 1600000 PSI Stress Perpendicular to. Grain: Fc_perp= 625 PSI Adjusted Properties: Fb' (Tension): Fb'= 1079 PSI Adjustment Factors: Cd=0.90 CI=1.00 Cf --1.00 1 FV: FV= 77 PSI Adjustment Factors: Cd=0.90 Design Requirements: Ma)amum Moment: M= 1431 FT -LB ' Shear (A d from beam end): V= 755 LB Comparisons With Required Sections: Section Modulus: Sreq= 16.0 IN3 S= 51.5 IN3 Area: Areq= 14.9 IN2 ' A= 41.2 IN2 Moment of Inertia: Ireq= 19.4 IN4 1= 193.3 IN4 .1 .1 1� 11 Roof Beam[ 97 UBC (91 NDS)1 StruCalc 4.06 By: Denise R. Poeltler, THE FLYING BUTTRESS on: 08-06-1999 Project: MATHIS2 - Location: B - 29 Summary: 5.50 IN x 9.50 "IN x 6.0 FT / #1 - DOUGLAS FIR -LARCH - Dry Use Section Adequate By: 49.3% Controlling Factor: Area / Depth Required 6.97 In Deflections: Dead Load: Live Load: Total Load: Reactions (Each End): Live Load: Dead Load: Total Load: Bearing Length Reqd.: Beam Data: Span: Ma)amum Unbraced Span: Pitch Of Roof: Live Load Deflect. Criteria: Total Load Deflect. Criteria: Beam Loading: Live Load: Roof Loaded Area: Roof Live Load Method: 1 Side One: Roof Dead Load: Roof Rafter Tributary Width: Side Two: Roof Dead Load: Roof Rafter Tributary Width: Roof Duration Factor: Wall Load: Slope Adjusted Lengths and Loads: Adjusted Beam Length: Beam Live Load W/ Slope Red'n: Beam Self Weight: Beam Total Dead Load: Total Maximum Load: Controlling Total Design Load: Properties For: #1- DOUGLAS FIR -LARCH Bending Stress: Shear Stress: Modulus of Elasticity:. Stress Perpendicular to Grain: Adjusted Properties: Fb' (Tension): Adjustment Factors: Cd=0.90 CI=1.00 Cf=1.00 Fv': Adjustment Factors: Cd=0.90 Design Requirements: Maiamum Moment: Shear (00- d from beam end): Comparisons With Required Sections: Section Modulus: Area: Moment of Inertia: ' DLD= 0.02 LLD= 0.02 TLD= 0.04 RL= 1005 RD= 1420 RT= 2425 BL= 0.71 L= 6.0 Lu= 1.33 RP= 2.00 U 360 U 240 LL= 20 RLA= 101 DLI = 25 TW1= 6.0 DL2= 25 TW2= 10.75 Cd= 0.90 WALL= 36 Ladi= 6.0 wL= 335 BSW= 13 wD= 473 WT= 808 wTcont= 808 Fb= 1350 Fv= 85 E= 1600000 Fc_perp= 625 Fb'= 1214 FV= 77 M= 3637 V= 1785 Sreq= 36.0 S= . 82.7 Areq= 35.0 A= 52.2 lreq= 49.1 1= 392.9 IN IN = U4634 IN = U1921 LB LB LB IN FT FT :12 PSF SF PSF FT PSF FT PLF FT PLF PLF PLF PLF PLF PSI PSI PSI PSI r4ffl PSI FT -LB LB IN3 IN3 IN2 IN2 IN4 IN4 Roof Beam[ 97 UBC (91 NDS) ) StruCalc 4.06 By: Denise R. Poeltler, THE FLYING BUTTRESS on: 08-06-1999 Project: MATHIS2 - Location: B - 30 Summary: 5.50 IN x 5.50 IN x 4.5.FT / #1 - DOUGLAS FIR -LARCH - Dry Use Section Adequate By: 208.7% Controlling Factor: Area / Depth Required 2.93 In Deflections: Dead Load: Live Load: Total Load: Reactions (Each End): Live Load: Dead Load: Total Load: Bearing Length Regd.:. ; Beam Data: Span: Maximum Unbraced Span: Pitch Of Roof: Live Load Deflect. Criteria: Total Load Deflect. Criteria: Beam Loading: Live Load: Roof Loaded Area: Roof Live Load Method: 1 Side One: Roof Dead Load: Roof Rafter Tributary Width: Side Two: Roof Dead Load: Roof Rafter Tributary Width: Roof Duration Factor: Wall Load: Slope Adjusted Lengths and Loads: Adjusted Beam Length: Beam Live Load W/ Slope Red'n: Beam Self Weight: Beam Total Dead Load: Total Maximum Load: Controlling Total Design Load: Properties For. #1- DOUGLAS FIR -LARCH Bending Stress: Shear Stress: Modulus of Elasticity: Stress Perpendicular to Grain: Adjusted Properties: Fb' (Tension): Adjustment Factors: Cd=0.90 CI=1.00 Cf --1.00 FV: Adjustment Factors: Cd=0.90 Design Requirements: Maximum Moment: Shear ((cry d from beam end): Comparisons With Required Sections: Section Modulus: Area: Moment of Inertia: DLD= 0.02 LLD-- 0.00 TLD= 0.02 RL= 90 RD= 538 RT= 628 BL= 0.18 L= 4.5 Lu= 4.5 RP= 3.00 U 360 U 240 IN IN = U17852 IN = U2560 LB LB LB IN FT FT :12 e LL= 20 PSF RLA= 9 SF DL1= • 25 PSF TW1= 2.0 FT DL2= 0 PSF 1'W2= 0.0 FT Cd= 0.90 IN4 WALL= 180 PLF Ladi= 4.5 FT wL= 40 PLF BSW= 7 PLF wD= 239 PLF WT= 279 PLF wTcont= 279 PLF Fb= 1200 PSI Fv=- 85 PSI E= 1600000 PSI Fc_perp= 625 PSI Fb'= 1078 PSI FV= 77 PSI M= 706 FT -LB V= 500 LB Sreq= 7.9 IN3 S= 27.7 IN3 Areq= 9.8 IN2 A= 30.2 IN2 I req= 7.2 IN4 1= 76.2 IN4 Roof Beam f 97 UBC (91 NDS)1 StruCalc 4.06 By: Denise R. Poeltler, THE FLYING BUTTRESS on: 08-06-1999 Project: MATHIS2 - Location: B - 31 Summary: 5.50 IN x 7.50 IN x 6.0 FT / #1 - DOUGLAS FIR -LARCH - Dry Use . Section Adequate By: 543.9% Controlling Factor: Area / Depth Required 2.74 In Deflections: Dead Load: - Live Load: Total load: Reactions (Each End): Live Load: Dead Load: Total Load: Bearing Length Reqd.: Beam Data: Span: Maximum Unbraced Span: Pitch Of Roof: Live Load Deflect. Criteria: Total Load'Deflect. Criteria: Beam Loading: Live Load: Roof Loaded Area: Roof Live Load Method: 1 Side One: Roof Dead Load: Roof Rafter Tributary Width: Side Two: Roof Dead Load: Roof Rafter Tributary Width: Roof Duration Factor. Wall Load: Slope Adjusted Lengths and Loads: Adjusted Beam Length: Beam Live Load W/ Slope Red'n: Beam Self Weight: Beam Total Dead Load: Total Mabmum Load: Controlling Total Design Load: Properties For: #1- DOUGLAS FIR -LARCH Bending Stress: Shear Stress: Modulus of Elasticity: Stress Perpendicular to Grain: Adjusted Properties: Fb' (Tension): Adjustment Factors: Cd=0.90 CI=1.00 Cf=1.00 Fv': Adjustment Factors: Cd=0.90 Design Requirements: Ma)amum Moment: Shear ((a. d from beam end): Comparisons With Required Sections: Section Modulus: Area: Moment of Inertia: DLD= 0.01 LLD= 0.00 TLD= 0.01 RL= 120 RD= 293 RT= 413 BL= 0.12 L= 6.0 Lu= 2.0 RP= 3.00 U 360 U 240 LL= 20 RLA= 12 DL1= 25 TW1= 2.0 DL2= 0 TW2= 0.0 Cd= 0.90 WALL= 36 Ladi= 6.0 wL= 40 BSW= 10 wD= 98 WT= 138 wTcont= 138 Fb= 1200 Fv= 85 E= 1600000 Fc_perp= 625 Fb'= 1079 Fv'= 77 COI IN IN = U19097 IN = U5553 LB LB LB IN FT FT :12 PSF SF PSF FT PSF FT PLF FT PLF PLF PLF PLF PLF PSI PSI PSI PSI PSI PSI M= 619 FT -LB V= 327 LB Sreq= 6.9, IN3 S= 51.5 IN3 Areq= 6.5 • IN2 A= 41.2 IN2 Ireq= 8.4 IN4 1= 193.3 IN4 1 I 1 Roof Beam[ 97 UBC (91 NDS)1 StruCalc 4.06 - By: Denise R. Poeltler, THE FLYING BUTTRESS on: 07-30-1999 Project: MATHIS - Location: B - 32 Summary: 6.75 IN x 12.00 IN x 8.0 FT / 24F -V4 - VISUALLY GRADED WESTERN SPS - Dry Use Section Adequate By:.206.7% Controlling Factor: Area/ Depth Required 6.30 In Deflections: Dead Load: DLD= 0.03 IN Live Load: LLD= 0.02 IN = U4238 Total Load: TLD= 0.05 IN = U1816 Reactions (Each End): Live Load: RL= 1720 LB Dead Load: RD= 2295 LB Total Load: RT= 4015 LB Bearing Length Reqd.: BL= 0.92 IN Camber Reqd.: C= 0.05 IN Beam Data: Span: L= 8.0 FT Maximum Unbraced Span: Lu= 2.0 FT Pitch Of Roof: RP= 3.00 :12 Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 240 Camber Adjustment Factor: CAF= 1.5 X DLD Beam Loading: Live Load: LL= 20 PSF Roof Loaded Area: RLA= 172 SF Roof Live Load Method: 1 Side -One: Roof Dead Load: DLI= 25 PSF Roof Rafter Tributary Width: TW1= 10.75 FT Side Two: Roof Dead Load: DL2= 25 PSF Roof Rafter Tributary Width: TW2= 10.75 FT Roof Duration Factor: Cd= 0.90 Slope Adjusted Lengths and Loads: Adjusted Beam Length: Ladi= 8.0 FT Beam Live Load W/ Slope Red'n: wL= 430 PLF Beam Self Weight: BSW= 20 PLF Beam Total Dead Load: wD= 574 PLF Total Maximum Load: wT= 1004 PLF Controlling Total Design Load: wTcont= 1004 PLF Properties For: 24F -V4- VISUALLY GRADED WESTERN SPS 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 Adjusted Properties: Fb' (Tension): Fb'= 2157 PSI Adjustment Factors: Cd=0.90 CI=1.00 Adjustment Fd: 171 PSI Adjustment Factors: Cd=0.90 Design Requirements: Maximum Moment: M= 8030 FT -LB Shear (0- d from beam end): V= 3011 LB Comparisons With Required Sections: Section Modulus: Sreq= 44.7 IN3 S= 162.0 IN3 Area: Are q= 26.5 IN2 A= 81.0 IN2 Moment of Inertia:. Ireq= 128.5 IN4 1= 972.0 IN4 11 Cot Roof Beamj 97 UBC (91 NDS)1 StruCalc 4.06 �r By: Denise R. Poeltler, THE FLYING BUTTRESS on: 08-06-1999 ' Project: MATHIS2 - Location: B - 33 Summary: 6.75 IN x 12.00 IN x 4.5 FT / 24F -V8 - VISUALLY GRADED WESTERN SPS - Dry Use Section Adequate By: 610.5% Controlling Factor: Area / Depth Required 3.61 In Deflections: Dead Load: DLD= 0.00 IN Live Load: LLD= 0.00 IN = U23814 Total Load: TLD= 0.01 IN = U9849 Reactions (Each End): Live Load: RL= 968 LB Dead Load: RD= 1372 LB Total Load: RT= 2339 LB Bearing Length Regd.:' BL= 0.53 IN Camber Regd.: C= 0.00 IN ' Beam Data: Span: L= 4.5 FT Maximum Unbraced Span: Lu= 1.33 FT Pitch Of Roof: Live Load Deflect. Criteria: RP= U 3.00 360 :12 Total Load Deflect. Criteria: U 240 Camber Adjustment Factor: CAF= 1.5 X DLD Beam Loading: ; Live Load: LL= 20 PSF ' Roof Loaded Area: RLA= 97 SF Roof Live Load Method: 1 Side One: Roof Dead Load: DL1= 25 PSF Roof Rafter Tributary•Width: TW1= 10.75 FT ' Side Two: Roof Dead Load: DL2= 25 PSF Roof Rafter Tributary Width: TW2= 10.75 FT Roof Duration Factor: Cd= 0.90 Walt Load: WALL= 36 PLF Slope Adjusted Lengths and Loads: Adjusted Beam Length: Ladi= 4.5 FT Beam Live Load W/ Slope Red'n:. wL= , 430 PLF Beam Self Weight: BSW= 20 PLF Beam Total Dead Load: wD= 610 PLF ' Total Maximum Load: wT= 1040 PLF Controlling Total Design Load: wTcont= 1040 PLF Properties For: 24F -V8- VISUALLY GRADED WESTERN SPS 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 Adjusted Properties: ' Fb' (Tension): Fb'= 2158 PSI Adjustment Factors: Cd=0.90 CI=1.00 Fv': Fv = 171 PSI Adjustment Factors: Cd=0.90 ' Design Requirements: Maximum Moment: M= 2632 FT -LB Shear (0, d from beam end): V= 1300 LB Comparisons With Required Sections: Section Modulus: Sreq= 14.7 IN3 ' S= 162.0 IN3 Area: Areq= 11.5 IN2 A= 81.0 IN2 Moment of Inertia: Ireq= 23.7 IN4 ' 1= 972.0 IN4 11 11 11 d 11 Multi -Loaded Beam[ 97 UBC (91 NDS)1 StruCalc 4.06 By: Denise R. Poeltler, THE FLYING BUTTRESS on: 08-06-1999 Proiect: MATHIS2 - Location: B - 34 Summary: 5.50 IN x 11.50 IN x 5.5 FT / #1 - DOUGLAS FIR -LARCH - Dry Use Section Adequate By: 92.3% Controlling Factor: Area / Depth Required 6.15 In Deflections: Dead Load: Live Load: Total Load: End Reactions(Left Side): Live Load: Dead Load: Total Load: End Reactions(Right Side): 'Live Load: Dead Load: Total Load: Bearing. Length Regd.(Left) Bearing Length Regd.(Right): Beam Data: Span: Maximum Unbraced Span: .Live Load Duration Factor: Live Load Deflect. Criteria: Total Load Deflect. Criteria: Uniform Load: Live Load: Dead Load: Beam Self Weight: Total Load: Concentrated Load P1: Live Load: Dead Load: Total Load: Location: Properties For: #1- DOUGLAS FIR -LARCH Bending Stress: Shear Stress: Modulus of Elasticity: Stress Perpendicular to Grain: Adjusted Properties:. Fb' (Tension): Adjustment Factors: Cd=0.90 CI=1.00 Cf --1.00 Fv': Adjustment Factors: Cd=0.90 Design Requirements: Maximum Moment: 2.0 FT From Left Support Shear 01) d from beam end): Comparisons With Required Sections: Section Modulus: Area:, Moment of Inertia: DLD= 0.01 LLD= 0.01 TLD= 0.01 RL1= 726 RDI= 1053 RT1= 1779 RL2=. 462 RD2= 679 RT2= 1141 BL1= 0.52 BL2= 0.33 L= 5.5 Lu= 5.5 Cd= 0.90 U 360 U 240 wL= 40 wD= 50 BSW= 15 WT= 105 PL1= 968 PD1= 1372 PT1= 2340 X1= 2.0 Fb= 1350 Fv= 85 E= 1600000 Fc_wp= 625 Fb'= 1209 Fd= 77 IN IN = U12134 IN = U4959 LB LB. LB LB LB LB IN IN FT FT PLF PLF PLF PLF LB LB LB FT PSI PSI PSI PSI PSI fid M= 3347 FT -LB V= 1678 LB Sreq= 33.3 IN3 S= 121.2 IN3 Areq= 32.9 IN2 A= 63.2 * IN2 Ireq= 33.8 IN4 1= 697.0 IN4 7 . I I I Roof Beam[ 97 UBC (91 NDS)1 StruCalc 4.06 By: Denise R. Poeltler, THE FLYING BUTTRESS on: 08-06-1999 Protect: MATHIS2 - Location: B - 35 Summary: 5.50 IN x 5.50 IN x 2.0 FT / #1 - DOUGLAS FIR -LARCH - Dry Use Section Adequate By: 2024.8% Controlling Factor: Area / Depth Required 0.90 In Deflections: Dead Load: Live Load: Total Load: Reactions (Each End): Live Load: Dead Load: Total Load: Bearing Length Regd.: Beam Data: Span: Ma)amum Unbraced Span: Pitch Of Roof: Live Load Deflect. Criteria: Total Load Deflect. Criteria: Beam Loading: Live Load: Roof Loaded Area: Roof Live Load Method: 1 Side One: Roof Dead Load: Roof, Rafter Tributary Width: Side Two: Roof Dead Load: Roof Rafter Tributary Width: Roof Duration Factor: Wall Load: Slope Adjusted Lengths and Loads: Adiusted Beam Length: Beam Live Load W/ Slope Red'n: Beam Self Weight: Beam Total Dead Load: Total" Maximum Load: Controlling Total Design Load: Properties For: #1- DOUGLAS FIR -LARCH Bendinq Stress: Shear Stress: Modulus of Elasticity: Stress Perpendicular to Grain: Adjusted Properties: Fb' (Tension): Adjustment Factors: Cd=0.90 CI=1.00 Cf=1.00 Fv': Adjustment Factors: Cd=0.90 Design Requirements: Maximum Moment: Shear ((off d from beam end): Comparisons With Required Sections: Section Modulus:., Area: Moment of Inertia: DLD 0.00 LLD= 0.00 TLD= 0.00 RL= 40 RD= 94 RT= 134 BL= 0.04 L= 2.0 Lu= 2.0 RP= 2.00 U 360 U 240 LL= 20 RLA= 4 DL1= 25 TW1= 2.0 DL2= 0 TW2= 0.0 Cd= 0.90 WALL= 36 Ladi= 2.0 wL= 40 BSW= 7 wD= 94 WT= 134 wTcont= 134 Fb= 1200 Fv= 85 E= 1600000 Fc_perp= 625 Fb'= 1079 Fd= 77 IN IN = U203347 IN = U60682 LB LB LB IN FT FT :12 PSF SF PSF FT PSF FT PLF FT PLF PLF PLF PLF PLF PSI PSI PSI PSI PSI PSI M= 67 FT -LB V= 73 LB Sreq= 0.8 IN3 S= 27.7 IN3 Areq= 1.5 IN2 A= 30.2 IN2 Ireq= 0.4 IN4 1= 76.2 . IN4 Roof Beam[ 97 UBC (91 NDS)1 StruCalc 4.06 By: Denise, R. Poeltler, THE FLYING BUTTRESS on: 08-06-1999 Proiect: MATHIS2 - Location: B - 36 Summary: 5.50 IN x 5.50 IN x 6.0 FT / #1 - DOUGLAS FIR -LARCH - Dry Use Section Adequate By: 313.4% Controlling Factor: Section Modulus / Depth Required 2.70 In Deflections: Dead Load: DLD= 0.02 IN Live Load: LLD= 0.01 IN = L/7531 Total Load: TLD= 0.03 IN = U2247 Reactions (Each End): Live Load: ' RL= 120 • LB ' Dead Load: RD= 282 LB Total Load: RT= 402 LB Bearing Length Reqd.: BL= 0.12 IN Beam Data: ' Span: L= 6.0 FT Maximum Unbraced Span: Lu= 2.0 FT Pitch Of Roof. RP= 2.00 :12 ' Live Load Deflect. Criteria: Total Load Deflect. Criteria: L/ U 360 240 Beam Loading: Live Load: LL= 20 PSF Roof Loaded Area: RLA= 12 SF Roof Live Load Method: 1 ' Side One: Roof Dead Load: DLI= 25 PSF Roof Rafter Tributary Width: TW1= 2.0 FT Side Two: Roof Dead Load: DL2= 0 PSF Roof Rafter Tributary Width: TW2= 0.0- FT ' Roof Duration Factor: Cd= 0.90 Wall Load: WALL= 36 PLF Slope Adiusted Lengths and Loads: Adjusted Beam Length: Ladi= 6.0 FT Beam Live Load W/ Slope Red'n: wL= 40 PLF ' Beam Self Weight: BSW= 7 PLF Beam Total Dead Load: wD= 94 PLF Total Maximum Load: WT= 134 PLF Controlling Total Design Load: wTcont= 134 • PLF Properties For: #1- DOUGLAS FIR -LARCH Bending Stress: Fb= 1200 PSI Shear Stress: Fv= 85 PSI Modulus of Elasticity: E= 1600000 PSI ' Stress Perpendicular to Grain: Fc_perp= 625 PSI Adjusted Properties: Fb' (Tension): Fb'= 1079 PSI Adjustment Factors: Cd=0.90 CI=1.00 Cf=1.00 Fv': FV= 77 PSI ' Adjustment Factors: Cd=0.90 Design Requirements: Mabmum Moment: M= 603 FT -LB ' Shear (0 d from beam end): Comparisons With Required Sections: V= 341 LB Section Modulus: Sreq= 6.8 IN3 S= 27.7 IN3. Area: Areq= 6.7 IN2 A= 30.2 , IN2 ' Moment of Inertia: Ireq= 8.2 IN4 1= 76.2 IN4 Roof Beam( 97 UBC (91 NDS). ) StruCalc 4.06 By: Denise R. Poeltler, THE FLYING BUTTRESS on: 08-06-1999 ' Proiect: MATHIS2 - Location: B.- 37 Summary: 5.50 IN x 11.50 IN x 10.5 FT / #1 - DOUGLAS FIR -LARCH - Dry Use Section Adequate By: 179.5% Controlling Factor: Area / Depth Required 6.35 In . Deflections: ' Dead Load: DLD= 0.06 IN Live Load: LLD= 0.01 IN = U12846 Total Load: TLD= 0.07 IN = U1911 Reactions (Each End): ' Live Load: RL= 210 LB . Dead Load: RD= 1202 LB Total Load: RT= 1412 LB Bearing Length Reqd.: BL= 0.41 IN Beam Data: Span: L= 10.5 FT Maximum Unbraced Span: Lu= 10.5 FT Pitch Of Roof: RP= 3.00 :12 Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 240 Beam Loading: Live Load: LL= 20 PSF Roof Loaded Area: RLA= 21 SF Roof Live Load Method: *1 Side One: Roof Dead Load: DL1= 25 PSF Roof Rafter Tributary Width: TW1= 2.0 FT Side Two: Roof Dead Load: DL2= 0 PSF Roof Rafter Tributary Width: TW2= 0.0 FT ' Roof Duration Factor: Cd= 0.90 Wall Load: WALL= 162 PLF Slope Adiusted Lengths and Loads: Adiusted Beam Length: Ladi= 10.5 FT ' Beam Live Load W/ Slope Red'n: wL= 40 PLF Beam Self Weight: BSW= 15 PLF Beam Total Dead Load: WD= 229 PLF Total Maximum Load: WT= 269 PLF Controlling Total Design Load: wTcont= 269 PLF ' Properties For: #1- DOUGLAS FIR -LARCH Bending Stress: Fb= 1350 PSI Shear Stress: Fv= 85 PSI ' Modulus of Elasticity: Stress Perpendicular to Grain:. E= 1600000 Fc_perp= 625 PSI PSI Adjusted Properties: Fb' (Tension): Fb'= 1204 PSI Adjustment Factors: Cd --0.90 CI=0.99 Cf=1.00 Fv': Fv'= 77 PSI ' Adjustment Factors: Cd=0.90 Design Requirements: Mawmum Moment: M=. 3706 FT -LB Shear M, d from beam end): .' V= 1154 LB ' Comparisons With Required Sections: Section Modulus: Sreq= 37.0 IN3 S= 121.2 IN3 Area: Areq= 22.7 IN2 A= 63.2 IN2 Moment of, Inertia: Ireq= 87.6 IN4 I= 697.0 IN4 �7, Roof Beam( 97 UBC (91 NDS) ) StruCalc 4.06 By: Denise R. Poeltler, THE FLYING BUTTRESS on: 08-06-1999 Qy ' Project: MATHIS2 - Location: B - 38 Summary: 5.50 IN x 11.50 IN x 4.0 FT / #1 - DOUGLAS FIR -LARCH - Dry Use Section Adequate By: 469.9% Controlling Factor: Area / Depth Required 3.421n Deflections: Dead Load: DLD= 0.00 IN Live Load: LLD= 0.00 IN = U43229 Total Load: TLD= 0.00 IN = U17104 Reactions (Each End): ' Live Load: RL= 430 LB Dead Load: RD= 657 LB Total Load: RT= 1087 LB Bearing Length Reqd.: BL= 0.32 IN Beam Data: ' Span: L= 4.0 FT Mabmum Unbraced.Span: Lu= 1.33 FT Pitch Of Roof: RP= 3.00 :12 Live Load Deflect. Criteria: U 360 ' Total Load Deflect. Criteria: U 240 Beam Loading: Live Load: L L= 20 PSF Roof loaded Area: RLA= 43 SF Roof Live Load Method: 1 ' Side One: Roof Dead Load: DLI= 25 . PSF Roof Rafter Tributary Width: TW1= 10.75 FT Side Two: Roof Dead Load: DL2= 0 PSF Roof Rafter Tributary Width: TW2= 0.0 FT ' Roof Duration Factor: Cd= 0.90 Wall Load:. WALL= 36 PLF Slope Adjusted Lengths and Loads: Adjusted Beam Length: Ladi= 4.0 FT Beam Live Load W/ Slope Red'n: wL= 215 PLF Beam Self Weight: BSW= 15 PLF Beam Total Dead Load: wD= 328 PLF Total Maximum Load: WT= 543 PLF Controlling Total Design Load: wTcont= 543 PLF ' Properties For: #1- DOUGLAS FIR -LARCH Bending Stress:. Fb= 1350 PSI Shear Stress: Fv= 85 PSI Modulus of Elasticity: E= 1600000 PSI ' Stress Perpendicular to Grain: Fc_perp= 625 PSI Adjusted Properties: Fb' (Tension): Fb'= 1214 PSI Adjustment Factors: Cd=0.90 CI=1.00 Cf=1.00 FJ: FV= 77 PSI ' Adjustment Factors: Cd=0.90 Design Requirements: Maximum Moment: M= 1087 FT -LB Shear (Cca d from beam end): V= 566 LB Comparisons With Required Sections: Section Modulus: Sreq= 10:8 IN3 S= 121.2 IN3 Area: Areq= 11.1 IN2 A= 63.2 IN2 ' Moment of Inertia: Ireq= 9.8 IN4 1= 697.0 IN4 �7, Roof Beam( 97 UBC (91 NDS) ) StruCalc 4.06 By: Denise R. Poeltler, THE FLYING BUTTRESS on: 08-06=1999 Project: MATHIS2 - Location: B - 39 Summary: 5.125 IN x 12.00 IN x 14.0 FT / 24F-V4 - VISUALLY GRADED WESTERN SPS - Dry Use Section Adequate By: 66.1% Controlling. Factor: Section Modulus /Depth Required 9.55 In Deflections: Dead Load: DLD= 0.21 IN Live Load: LLD= 0.14 IN = U1201 Total Load: TLD= 0.35 IN = U476 Reactions (Each End): Live Load: RL= 1505 LB Dead Load: RD= 2296 LB Total Load: RT= 3801 LB Bearing Length Reqd.: BL= 1.14 IN Camber Reqd.: C= 0.32 IN ' Beam Data: Span: L= 14.0 FT Maximum Unbraced Span: Lu= 1.33 FT Pitch Of Roof:' RP= 3.00 : 12 Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 240 Camber Adjustment Factor: CAF= 1.5 X DLD Beam Loading: Live Load: LL= 20 PSF Roof Loaded Area: RLA= 151 SF Roof Live Load Method: 1 Side One: Roof Dead Load: DI-1 = 25 PSF Roof Rafter Tributary Width: TW1= 10.75 FT ' Side Two: Roof Dead Load: DL2= 0 PSF Roof Rafter Tributary Width: TW2= 0.0 FT Roof Duration Factor: Cd= 0.90 Wall Load: WALL= 36 PLF Slope Adjusted Lengths and Loads: ' Adjusted Beam Length: Ladj= 14.0 FT Beam Live Load W/ Slope Red'n: wL= 215 PLF Beam Self Weight: BSW= 15 PLF Beam Total Dead Load: wD= 328 PLF ' Total Maximum Load: WT= 543 PLF Controlling Total Design Load: wTcont= 543 PLF Properties For: 24F44- VISUALLY GRADED WESTERN SPS Bending Stress: Fb= 2400 PSI ' Shear Stress: Fv= Ex= 1800000 190 PSI PSI Modulus of Elasticity: Ev= 1600000 PSI Stress Perpendicular to Grain: Fc_perp= 650 PSI Adjusted Properties: ' Fb' (Tension): F b'= 2156 PSI Adjustment Factors: Cd=0.90 CI=1.00 F�: Fv'= 171 PSI. • Adjustment Factors: Cd=0.90 ' Design Requirements: Mawmum Moment: M= 13303 FT-LB Shear (0, d from beam end): V= 3258 LB Comparisons With Required Sections: Section Modulus: Sr 74.1 IN3 ' S= S= 123.0 IN3 Area: Areq= 28.6 IN2 A= 61.5 IN2 Moment of Inertia: Ireq= 372.5 IN4 ' 1= 738.0 IN4 } Roof Beam( 97 UBC (91 NDS)1 StruCalc 4.06 �G By: Denise R. Poeltler, THE FLYING BUTTRESS on: 08-06-1999 ' Proiect: MATHIS2 - Location: B - 40 RIDGE Summary: 6.75 IN x 12.00 IN x 12.0 FT / 24F -V4 - VISUALLY GRADED WESTERN SPS - Dry Use Section Adequate By: 202.8% Controlling Factor: Section Modulus / Depth Required 7.43 In ' Deflections: Dead Load: DLD= 0.08 IN Live Load: LLD= 0.06 IN = U2348 Total Load: TLD= 0.14 IN = U1011 Reactions (Each End): Live Load: RL= .1380 LB ' Dead Load: RD= 1825 LB Total Load: RT= 3205 LB Bearing Length Reqd.: BL= 0.73 IN Camber Reqd.: C= 0.12 IN ' Beam Data: Span: L= 12.0 FT Mabmum Unbraced Span: Lu= 2.0 FT Pitch Of Roof: Live Load Deflect. Criteria: RP= U 3.00 360 :12 Total Load Deflect. Criteria: U 240 Camber Adjustment Factor: CAF= 1.5 X DLD Beam Loading: Live Load: LL= 20 PSF Roof Loaded Area: RLA= 138 SF Roof Live Load Method: 1 Side One: Roof Dead Load: DL1= 24 PSF Roof Rafter Tributary Width: TW1= 7.0 FT ' Side Two: Roof Dead Load: DL2= 24 PSF Roof Rafter Tributary Width: TW2= 4.5 FT Roof Duration Factor: Cd= 0.90 Slope Adiusted Lengths and Loads: Adjusted Beam Length: Ladi= 12.0 FT ' Beam Live Load W/ Slope Red'n: wL= 230 PLF Beam Self Weight: BSW= 20 PLF Beam Total Dead Load: wD= 304 PLF Total Maximum Load: WT= 534 PLF ' Controlling Total Design Load: wTcont= 534 PLF Properties For: 24F -V4- VISUALLY GRADED WESTERN SPS 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 Adjusted Properties:. Fb'= 2157 PSI Fb' (Tension): Adjustment Factors: Cd=0.90 CI=1.00 F�: Fd= 171 PSI Adjustment Factors: Cd=0.90 Design Requirements: Maximum Moment: M= 9615 FT -LB ' Shear (0 d from beam end): V= 2671 LB Comparisons With Required Sections: Section Modulus: Sreq= 53.5 IN3 S= 162.0 IN3 ' Area: Areq= 23.5 IN2 A= 81.0 IN2 Moment of Inertia: Ireq= 230.8 IN4 ' 1= 972.0 IN4 1 71 0:01 IN 0.01 IN = U14773 . 0.01 IN = U6361 748 989 1736 0.40 0.01 6.5 2.0 3.00 360 240 1'.5 20 75 24 7.0 24 4.5 0.90 6.5 230 20 304 534 534 Bending Stress: Fb= 2400 Shear Stress: . IFv= 190 Modulus of Elasticity: Ex= 1800000 15.7 Roof Beam( 97 UBC (91 NDS)1 StruCalc 4:06 Stress Perpendicular to, Grain: Fc_Wp= 650 BY: Denise R. Poeltler, THE FLYING BUTTRESS on: 08-06-1999 ' Project: MATHIS2 - Location: B - 41 RIDGE Fb'= 2157 36.7 Summary: 972.0 IN4 6.75 IN x 12.00 IN x 6.5 FT / 24F -V4 - VISUALLY GRADED WESTERN SPS - Dry Use Section Adequate By: 668.3% Controlfing Factor: Area / Depth Required 4.02 In Deflections: ' Dead Load: DLD= Live Load: LLD= Total Load: TLD= Reactions (Each End): Live Load: RL= Dead Load: RD= Total Load: t RT= Bearing Length Reqd.: BL= Camber Regd.: C= ' Beam Data: Span: L= • Maximum Unbraced Span: Lu= Pitch Of Roof: RP= Live Load Deflect. Criteria: U Total Load Deflect. Criteria: U Camber Adjustment Factor: CAF= Beam Loading: Live Load: LL= ' Roof Loaded Area: RLA= Roof Live Load Method. 1 Side One: Roof Dead Load: DL1= Roof Rafter Tributary Width: 1W1= ' Side Two: Roof Dead Load: DL2= Roof Rafter Tributary Width: TW2= Roof Duration Factor: Cd= Slope Adjusted Lengths and Loads: Adjusted Beam Length: Ladi= Beam Live Load W/ Slope Red'n: wt-= Beam Self Weight: BSW= Beam Total Dead Load: wD= Total Maximum Load: WT= ' Controlling Total Design Load: wTcont= Properties For: 24F -V4- VISUALLY GRADED WESTERN SPS 71 0:01 IN 0.01 IN = U14773 . 0.01 IN = U6361 748 989 1736 0.40 0.01 6.5 2.0 3.00 360 240 1'.5 20 75 24 7.0 24 4.5 0.90 6.5 230 20 304 534 534 Bending Stress: Fb= 2400 Shear Stress: . IFv= 190 Modulus of Elasticity: Ex= 1800000 15.7 Ey= 1600000 Stress Perpendicular to, Grain: Fc_Wp= 650 Adjusted Properties: ; IN2 Fb (Tension) Fb'= 2157 Adjustment Factors: Cd=0.90 CI=1.00 FV: Adjustment Adjustment, Factors: Cd=0.90 Design Requirements: Maximum Moment: M= Shear 0.) d from beam end): V= Comparisons With Required Sections: Section Modulus: Sreq= Area: Moment of Inertia: S= Areq= A= Ireq= 1= LB LB LB IN IN FT FT :12 X DLD PSF SF PSF FT. PSF FT FT PLF PLF PLF PLF PLF PSI PSI PSI PSI PSI PSI 171 PSI 2821 FT -LB 1202 LB 15.7 IN3 162.0 IN3 10.6 IN2 81.0 IN2 36.7 IN4 972.0 IN4 Roof Beamf 97 UBC (91 NDS) ) StruCalc 4.06 By: Denise R. Poeltler, THE FLYING BUTTRESS on: 07-30-1999 Project: MATHIS - Location: B - 42 Summary: 6.75 IN x 12.00 IN x 16.0 FT / 24F -V4 - VISUALLY GRADED WESTERN SPS - Dry Use Section Adequate By: 66.6% Controlling Factor: Section Modulus / Depth Required 9.98 In Deflections: - ' Dead Load: DLD= 0.27 IN Live Load:• LLD= 0.19 IN = U990 Total Load: TLD= 0.46 IN = U417 Reactions (Each End): Live Load: RL= 1840 LB Dead Load: RD= 2528 LB Total Load: RT= 4368 LB Bearing Length Regd.: BL= 1.00 IN Camber Reqd.: C= -0.40 IN ' Beam Data: Span: L= 16.0 FT Maximum Unbraced Span: Lu= 2.0 FT Pitch' Of Roof. RP= 3.00 :12 ' Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria:. U 240 Camber Adjustment Factor: CAF= 1.5 X DLD Beam Loading: Live Load: LL= 20 PSF ' Roof Loaded Area: RLA=• 184 SF Roof Live Load Method: 1 Side One: Roof Dead Load: DL1= 25 PSF Roof Rafter Tributary Width: TW1= 7.0 FT ' Side Two: Roof Dead Load: DL2= 25 PSF Roof Rafter. Tributary Width: TW2= 4.5 FT Roof Duration Factor: Cd= 0.90 Slope Adjusted Lengths and Loads: ' Adjusted Beam Length: Ladi= 16.0 FT Beam Live Load W/ Slope Red'n: wL= 230 PLF Beam Self Weight: BSW= 20 PLF Beam Total Dead Load: WD-- 316 PLF Total Maximum Load: WT= 546 PLF ' Controlling Total Design Load: wTcont= 546 PLF Properties For: 24F -V4- VISUALLY GRADED WESTERN SPS Bending Stress: Fb= 2400 PSI ' Shear Stress: Modulus of Elasticity: Fv= 190 Ex= 1800000 PSI PSI Er- 1600000 PSI Stress Perpendicular to Grain: i Fc_perp= 650 PSI Adjusted Properties: Fb' (Tension): Fb'= 2157 PSI ' Adjustment Factors: Cd=0:90 CI=1.00 Cv=1.00 Fv': FV'= 171 PSI Adjustment Factors: Cd --0.90 Design Requirements: ' Maximum Moment: M= 17473 FT -LB Shear (OD, d from beam end): V= 3822 LB Comparisons With'Required Sections: Section Modulus: Sreq= 97.3 IN3 S= 162.0 IN3 ' Area: Areq= 33.6 IN2 A= 81.0 IN2 Moment of Inertia: Ireq= • 559.2 IN4 1= 972.0 IN4 1 Roof Beams' 97 UBC (91 NDS)1 StruCalc 4.06 7�/ By: Denise R. Poeltler, THE FLYING BUTTRESS on: 08-06-1999 c�Gj Project: MATHIS2 - Location: B'- 43 Summary: 5.50 IN x 7.50 IN x 6.5 FT / #1 - DOUGLAS FIR -LARCH - Dry Use Section Adequate By: 118.7% Controlling Factor: Area/ Depth Required 4.85 In Deflections: ' Dead Load: DLD= 0.03 IN Live Load: LLD= 0.02 IN = U4292 Total Load: TLD= 0.05 IN = U1640 Reactions (Each End): ' Live Load: RL= 455 LB Dead Load: RD= 736 LB Total Load: RT= 1191 LB Bearing Length Regd.: BL= 0.35 IN Beam Data: Span: L= 6.5 FT Maximum Unbraced Span: Lu= 2.0 FT Pitch Of Roof: RP= 3.00 :12 Live Load Deflect. Criteria: U 360 ' Total Load Deflect. Criteria: U 240 Beam Loading: Live Load: LL= 20 PSF . Roof Loaded Area: ` RLA= 46 SF Roof Live Load Method: 1 ' Side One: Roof.Dead Load: DLI= 25 PSF Roof Rafter Tributary Width: TW1= 7.0 FT Side Two: Roof Dead Load: DL2= 0 PSF Roof Rafter Tributary Width: TW2= 0.0 FT ' Roof Duration Factor: Cd= 0.90 Wall Load: WALL= 36 PLF Slope Adjusted Lengths and Loads: Adjusted Beam Length: Ladi= 6.5 FT Beam Live Load W/ Slope Red'n: wL= 140 PLF ' Beam Self Weight: BSW= 10 PLF Beam Total Dead Load: wD= 226 PLF Total Mabmum'Load: WT= 366 PLF -Controlling Total Design Load: wTcont= 366 PLF ' Properties For: #1- DOUGLAS FIR -LARCH Bending Stress: Fb= 1200 PSI Shear Stress: Fv= 85 PSI Modulus of Elasticity: E= 1600000 PSI ' Stress Perpendicular to Grain: Fc_perp= 625 PSI Adjusted Properties: Fb' (Tension): Fb'= 1079 PSI Adjustment Factors: Cd=0.90 CI=1.00 Cf --1.000 FY; Fv'= 77 PSI 1 Adjustment Factors: Cd=0.90 Design Requirements: Maximum Moment: M= 1935 FT -LB Shear ((cD. d from beam end): V= 962 LB ' Comparisons With Required Sections: Section Modulus: Sreq= 21.6 IN3 S= 51.5 IN3 Area: Areq= 18.9 IN2 A= 41.2 IN2 ' Moment of Inertia: IM= 28.4 IN4 I= 193.3 IN4 1 1 Roof Beam[ 97 UBC (91 NDS)1 StruCalc 4.06 5 By: Denise R. Poeltler, THE FLYING BUTTRESS on: 08-06-1999 Project: MATHIS2 - Location: B - 44 ' Summary: 5:50 IN x 7.50 IN x 5.0 FT / #1 - DOUGLAS FIR -LARCH - Dry Use Section Adequate By: 715.6% Controlling Factor: Area / Depth Required 2.28 In ' Deflections: Dead Load: DLD= 0.00 IN Live Load: LLD= 0.00 IN = U33000 Total Load: TLD= 0.01 IN = U9595 ' Reactions (Each End): Live Load: RL= 100 244 LB LB Dead Load: RD= Total Load: RT= 344 LB Bearing Length Reqd.: ` BL= 0.10 IN Beam Data: L= 5.0 FT ' Span: Ma)dmum Unbraced Span: Lu= 2.0 FT Pitch Of Roof: RP= 3.00 :12 ' Live Load Deflect. Criteria: Total Load Deflect. Criteria: U U 360 240 . Beam Loading: Live Load: LL= 20 PSF Roof Loaded Area: RLA= 10 SF Roof Live Load Method: 1 ' Side One: Roof Dead Load: DL1= 25 PSF Roof Rafter Tributary Width: TW1= 2.0 FT Side Two: Roof Dead Load: DL2= 0 PSF Roof Rafter Tributary Width: TW2= 0.0 FT ' Roof Duration Factor: Cd= 0.90 Wall Load: WALL= 36 PLF Slope Adjusted Lengths and Loads: Adjusted Beam Length: Ladi= 5.0 FT Beam Live Load W/ Slope Red'n: wL= 40 PLF ' Beam Self Weight:. BSW= 10 PLF Beam Total Dead Load: wD= 98 PLF Total Maximum Load: WT= 138 PLF Controlling Total Design Load: wTcont= 138 PLF ' Properties For #1- DOUGLAS FIR -LARCH Bending Stress: Fb= 1200 PSI Shear Stress: Fv= 85 PSI Modulus of Elasticity: E= 1600000 PSI Stress Perpendicular to Grain: Fc_perp= 625 PSI ' Adjusted Properties: Fb' (Tension): Fb'= 1079 PSI. Adjustment Factors: Cd=0.90 CI=1.00 Cf=1.00 F�: Fv= 77 PSI Adjustment Factors: Cd=0.90 Design Requirements: w Mamum Moment: M= 430 FT -LB Shear (0 d from beam end): V= 258 LB ' Comparisons With Required Sections: Section Modulus:-- Sreq= 4.8 IN3 . S= 51.5 IN3 Area: Areq= 5.1 IN2 A= 41.2 IN2 ' Moment of Inertia: Ireq= 4.9 IN4 1= 193.3 IN4 1 1 Roof Beam[ 97 UBC (91 NDS)1 StruCalc 4.06' By: Denise R. Poeltler, THE FLYING BUTTRESS on: 08-06-1999 PfOlect: MATHIS2 -Location: B - 45. Summary: 5.50 IN x 7.50 IN x 3.0 FT / #1 - DOUGLAS FIR -LARCH - Dry Use Section Adequate By: 536.3% Controlling Factor: Area / Depth Required 2.27 In Deflections: Dead Load: Live Load: Total Load: Reactions (Each End): Live Load: Dead Load: Total Load: Bearing Length Regd.:.' , Beam Data: Span: Maximum, Unbraced Span: Pitch Of Roof: Live Load Deflect. Criteria: Total Load Deflect. Criteria: Beam Loading: Live Load: Roof Loaded Area: Roof Live Load Method: 1 Side One: Roof Dead Load: Roof Rafter Tributary Width: Side Two: Roof Dead Load: Roof Rafter Tributary Width: Roof Duration Factor: Wall Load: Slope Adjusted Lengths and Loads: Adjusted Beam Length: Beam Live Load W/ Slope Red'n: Beam Self Weight: Beam Total Dead Load: Total Maximum Load: Controlling Total Design Load: Properties For: #1- DOUGLAS FIR -LARCH Bending Stress: Shear Stress: Modulus of Elasticity: Stress Perpendicular to Grain: Adjusted Properties: Fb' (Tension): Adjustment Factors: Cd=0.90 CI=1.00 Cf=1.00 FW': Adjustment Factors: Cd=0.90 Design Requirements: Ma)dmum Moment: Shear (Cad d from beam end): Comparisons With Required Sections: Section Modulus: Area: Moment of Inertia: M DLD= 0.00: .LLD= 0.00 TLD= 0.00 RL= 218 RD= 349 RT= 567 BL= 0.16 L= 3.0 Lu= 2.0 RP= 3.00 U 360 U 240 LL= 20 RLA= 22 DLI= 25 TW1= 5.25 DL2= 25 TW2= 2.0 Cd= 0.90 WALL= 36 Ladi= 3.0 wL= 145 BSW= 10 wD= 233 WT= 378 wTcont= 378 Fb= 1200 Fv= 85 E= 1600000 Fc_perp= 625 Fb'= 1079 FW'= 77 M= 425 V= 331 Sreq= 4.8 S= 51.5 Areq= 6.5 A= 41.2 Ireq= 2.9 1= 193.3 IN IN = U42146 IN = U16173 LB LB LB IN FT FT :12 PSF SF PSF FT PSF FT PLF FT PLF PLF PLF PLF PLF PSI PSI PSI PSI PSI PSI FT -LB LB 1N3 IN3 1N2 IN2 IN4 IN4 1 1 1 Multi -Loaded Beam( 97 UBC (91 NDS)1 StruCalc 4.06 '?g By: Denise R. Poeltler, THE FLYING BUTTRESS on: 08-06-1999 -b Proiect: MATHIS2 - Location. B - 46 Summary: 5.125 IN x 12.00 IN x 9.0 FT / 24F -V4 - VISUALLY GRADED WESTERN SPS - Dry Use „ Section Adequate By: 85.1% Controlling Factor: Section Modulus / Depth Required 8.82 In Deflections: Dead Load: DLD= 0.07 IN Live Load: LLD= 0.04 IN = U2647 Total Load: TLD= 0.11 IN = U1000 End Reactions(Left Side): Live Load: RL1= 1100 LB Dead Load: RDI= 1961 LB Total Load: RT1= 3061 LB End Reactions(Right Side): Live Load: RL2= 1100 LB Dead Load: RD2= 1961 LB Total Load: RT2= 3061 LB Bearinq Lenqth Regd.(Left) : BL1= 0.92 IN Bearinq Lenqth Regd.(Right): BL2= 0.92 IN Camber Reqd.: C= 0.10 IN Beam Data: Span: L= 9.0 FT Maximum Unbraced Span: Lu= 9.0 FT Live Load Duration Factor: Cd= 0.90 Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: - U 240 Camber Adjustment Factor: CAF= 1.5 X DLD Uniform Load: Live Load: wL= 40 PLF Dead Load: wD= 140 PLF Beam Self Weight: BSW= 15 PLF Total Load: WT= 195 PLF Concentrated Load P1: Live Load: PL1= 1840 LB Dead Load: PD1= 2528 LB Total Load: PT1=. 4368 LB Location: X1= 4.5 FT Properties For: 24F -V4- VISUALLY GRADED WESTERN SPS 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 Adjusted Properties: Fb' (Tension): Fb'= 2131 PSI Adjustment Factors: Cd=0.90 CI=0.99 Fw: Fv'= 171 PSI Adjustment Factors: Cd=0.90 Design Requirements: Maximum Moment: M= 11802 FT -LB 4.5 FT From Left Support Shear (0- d from beam end): V= 2866 LB Comparisons With Required Sections: Section Modulus: Sreq= 66.5 IN3 S=' 123.0 IN3 Area: Areq= 25.2 IN2 A= 61.5 IN2 Moment of Inertia: Ireq= 177.1 IN4 1= 738.0 IN4 S Roof Beam[ 97 UBC (91 NDS) ) StruCalc 4.06 �� By: Denise R. Poeltler, THE FLYING BUTTRESS on: 08-06-1999 G% Project: MATHIS2 - Location: B - 47 Summary: 5.50 IN x 11.50 IN x 9.0 FT / #1 - DOUGLAS FIR -LARCH - Dry Use Section Adequate By: 147.0% Controlling Factor: Area / Depth Required 6.35 In Deflections: ' Dead Load: DLD= 0.03 IN Live Load: LLD= 0.02 IN = U5828 Total Load: TLD=, 0.05: IN = U2213 Reactions (Each End): Live Load: RL= 630 LB ' - Dead Load: RD= 1030 LB Total Load: RT= 1660 LB Bearing Length Reqd.: BL= 0.48 IN Beam Data: ' Span: L= 9.0 FT Maximum Unbraced Span: Lu= 2.0 FT Pitch Of Roof: RP= 2.00 :12 Live Load Deflect. Criteria: U 360 ' Total Load Deflect. Criteria: U 240 Beam Loading: Live Load: LL= 20 PSF Roof Loaded Area: RLA= 63 SF Roof Live Load Method: 1 ' Side One: Roof Dead Load: DL1= 25 PSF Roof Rafter Tributary Width: TW1= 4.5 FT Side Two: Roof Dead Load: DL2= 25 PSF Roof Rafter Tributary Width: TW2= 2.5 FT ' Roof Duration Factor: Cd= 0.90 Wall Load: WALL= 36 PLF Slope Adjusted Lengths and Loads: Adjusted Beam Length: Ladj= 9.0 FT Beam Live Load W/ Slope Red'n: wL= 140 PLF ' Beam Self Weight: BSW= 15 PLF Beam Total Dead Load: wD= 229 PLF Total Maximum Load: wT= 369 PLF Controlling Total Design Load:, wTcont= 369 PLF Properties For: #1- DOUGLAS FIR -LARCH Bending Stress: Fb= 1350 PSI Shear Stress: Fv= 85 PSI Modulus of Elasticity: E= 1600000 PSI ' Stress Perpendicular to Grain: Fc_perp= 625 PSI Adjusted Properties: Fb' (Tension): Fb'= 1213 PSI Adjustment Factors: Cd=0.90 CI=1.00 Cf=1.00 FV: FV= 77 PSI ' Adjustment Factors: Cd=0.90 Design Requirements: Maximum Moment: M= 3734 FT -LB ' Shear M, d from beam end): Comparisons With Required Sections: V= 1306 LB Section Modulus: Sreq= 37.0 IN3 S= 121.2 IN3 Area: Areq= 25.7 IN2 A= 63.2 IN2 Moment of Inertia: Ireq= 75.7 IN4 1= 697.0 IN4 • Roof Beam( 97 UBC (91 NDS)1 StruCalc 4.06 By:'Denise R. Poeltler; THE FLYING BUTTRESS on: 08-06-1999 Proiect: MATHIS2 - Location: B - 48 Summary: 5.50 IN x 5.50 IN x 2.5 FT / #1 - DOUGLAS FIR -LARCH - Dry Use Section Adequate By: 440.2% Controlling Factor: Area / Depth Required 1.85 In Deflections: Dead Load: DLD= 0.00 IN Live Load: LLD= 0:00 IN = U29747 Total Load: TLD= 0.00 IN = U11544 Reactions (Each End): Live Load: RL= 175 LB Dead Load: RD= 276 LB Total Load: RT= 451 LB Bearing Length Regd.:. BL= . 0.13 IN Beam Data: Span: L= 2.5 FT Maximum Unbraced Span: Lu= 2.0 FT Pitch Of Roof: RP= 2.00 :12 Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 240 Beam Loading: Live Load: LL= 20 PSF Roof Loaded Area: RLA= 18 SF Roof Live Load Method: 1 Side One: Roof Dead Load: DLI= 25 PSF Roof Rafter Tributary Width: TW1= 4.5 FT Side Two: Roof Dead Load: DL2= 25 PSF Roof Rafter Tributary Width: TW2= 2.5 FT Roof Duration Factor: Cd= 0.90 Wall Load: WALL= 36 PLF Slope Adiusted Lengths and Loads: Adiusted Beam Length: Ladi= 2.5 FT Beam Live Load W/ Slope Red'n: wL= 140 PLF Beam Self Weight: BSW= 7 . PLF Beam Total Dead Load: wD= 221 PLF Total Maximum Load: WT-;. 361 PLF Controlling Total Design Load: wTcont= 361 PLF Properties For: #1- DOUGLAS FIR -LARCH Bending Stress:'- Fb= 1200 PSI Shear Stress: Fv= 85 PSI Modulus of Elasticitv: E= 1600000 PSI Stress Perpendicular to Grain: Fc_perp= 625 PSI Adjusted Properties: Fb' (Tension): Fb'= 1079 PSI Adjustment Factors: Cd=0.90 CI=1.00 Cf=1.00 FY: Fv'= 77 PSI Adjustment Factors: Cd=0.90 Design Requirements: Maximum Moment: M= 282 FT -LB Shear (0 d from beam end): V= 286 LB Comparisons With Required Sections: Section Modulus: Sreq= 3.2 IN3 S= 27.7 IN3 Area: Areq= 5.7 IN2 A= 30.2 IN2 Moment of Inertia: Ireq= 1.6 IN4 1= 76.2 IN4 N Roof Beam[ 97 UBC (91 NDS)1 StruCalc 4.06 By: Denise R. Poeltler, THE FLYING BUTTRESS on: 08-06-1999 Project: MATHIS2 - Location- B - 49 Summary: 5.50 IN x 5.50 IN x 3.5 FT / #1 - DOUGLAS FIR -LARCH - Dry Use Section Adequate By: 412.5% Controlling Factor: Area / Depth Required 2.08 In Deflections: Dead Load: Live Load:" Total Load: Reactions (Each End): Live Load: Dead Load: Total Load: Bearing Length Reqd.: Beam_ Data: Span: Ma)amum Unbraced Span: Pitch Of Roof: Live Load Deflect. Criteria: Total Load Deflect. Criteria: Beam Loading: Live Load: Roof Loaded Area: Roof Live Load Method: 1 Side One: Roof Dead Load: Roof Rafter Tributary Width: Side Two: Roof Dead Load: Roof Rafter Tributary Width: Roof Duration Factor: Wall Load: Slope Adjusted Lengths and Loads: Adjusted Beam Length: Beam Live Load W/ Slope Red'n: Beam Self Weight: Beam Total Dead Load: Total Maximum Load: Controlling Total Design Load: - Properties For. #1- DOUGLAS FIR -LARCH Bending Stress: Shear Stress: Modulus of Elasticity: Stress Perpendicular to Grain: Adjusted Properties: Fb' (Tension): Adjustment Factors: Cd=0.90 CI=1.00 Cf=1.00 FV: Adjustment"Factors: Cd=0.90 Design Requirements: Ma)amum Moment: Shear (Ca)_ d from beam end): Comparisons With Required Sections: Section Modulus - Area: Moment of Inertia: 0 DLD= 0.01 LLD= 0.00 TLD= 0.01 RL= 70 RD= 338 RT= 408 BL= 0.12 L= 3.5 Lu= 3.5 RP= 2.00 U 360 U 240 LL= 20 RLA= 7 DL1= 25 TW1=" 2.0 DL2= - ( 0 TW2= 0.0 Cd= 0.90 WALL= 135 Ladi= 3.5 wL= 40 BSW= 7 wD= 193 WT= 233 wTcont= 233 Fb= 1200 Fv= 85 E= 1600000 Fc_perp= 625 Fb'= 1079 FV= 77 M= 357 V= 301 Sreq= 4.0 S= 27.7 Areq= 6.0 A= 30.2 Ireq= 2.9 1= - 76.2 IN IN = U37942 IN = U6513 LB LB LB IN FT . FT :12 PSF SF PSF FT PSF FT PLF FT PLF PLF PLF PLF PLF PSI PSI PSI PSI PSI PSI FT -LB LB IN3 IN3 IN2 IN2 IN4 IN4 1 Roof Beam[ 97 UBC (91 NDS)1 StruCalc 4.06 By: Denise R. Poeltler, THE FLYING BUTTRESS on: 08-06-1999 Project: MATHIS2 - Location: B - 50 Summary: 5.50 IN x 7.50 IN x 9.0 FT / #1 - DOUGLAS FIR -LARCH - Dry Use Section Adequate By: 94.3% Controlling Factor: Section Modulus / Depth Required 5.38 In Deflections: Dead Load: DLD= 0.09 Live Load: LLD= 0.02 Total Load: TLD= 0.11 Reactions (Each End): 2387 FT -LB Live Load: RL= 180 Dead Load: RD= 881 Total Load: RT= 1061 Bearing Length Reqd.: BL= 0.31 Beam Data: S=• 51.5 Span: L= 9.0 Maximum Unbraced Span: Lu= 2.0 Pitch Of Roof: RP= 2.00 Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 240 Beam Loading: IN4 Live Load: LL= 20 Roof Loaded Area: RLA= 18 Roof Live Load Method: 1 Side One: Roof Dead Load: DL1= 25 Roof Rafter Tributary Width: TW1= 2.0 Side Two: Roof Dead Load: DL2= 0 Roof Rafter Tributary Width: TW2= 0.0 Roof Duration Factor: Cd= 0.90 Wall Load: WALL= 135 Slope Adjusted Lengths and Loads: Adjusted Beam Length: Ladj= 9.0 Beam Live Load W/ Slope Red'n: wL= 40 Beam Self Weight:, BSW= 10 Beam Total Dead Load: wD= 196 Total Maximum Load: WT= 236 Controlling Total Design Load: wTcont= 236 Properties For: #1- DOUGLAS FIR -LARCH Bending Stress: Fb= 1200 Shear Stress: Fv= 85 Modulus of Elasticity: E= 1600000 Stress Perpendicular to Grain: Fc_perp= 625 Adjusted Properties: Fb' (Tension): Fb'= 1079 Adjustment Factors: Cd=0.90 CI=1.00 Cf=1.00 9=%100Fd= 77 IN IN = U5658 IN = L/960 LB LB LB IN FT FT :12 PSF SF PSF FT PSF FT PLF FT PLF PLF PLF PLF PLF PSI PSI PSI PSI PSI PSI Adjustment Factors: Cd=0.90 Design Requirements: Ma)dmum Moment: M= 2387 FT -LB Shear ((C7 d from beam end): V= 913 -LB Comparisons With Required Sections: Section Modulus: Sreq= 26.6 IN3 S=• 51.5 IN3 Area: Areq= 18.0 IN2 A= 41.2 IN2 Moment of Inertia: Ireq= 48.4 IN4 1= 193.3 IN4 1 �� Multi -Loaded Beam[ 97 UBC (91 NDS)1 StruCalc 4.06 By: Denise R. Poeltler, THE FLYING BUTTRESS on: 08-06-1999 q 5 Project: MATHIS2 - Location: B - 51 Summary: 5.125 IN x12.00 IN x 7.0 FT / 24F -V4 - VISUALLY GRADED WESTERN SPS - Dry Use Section Adequate By: 105.2% Controlling Factor: Area / Depth Required 5.94 In Deflections: Dead Load: DLD= 0.02 IN Live Load: LLD= 0.01 IN = U7349 Total Load: TLD= 0.03 IN = U3094 End Reactions(Left Side): ' Live Load: RL1= 1491 LB Dead Load: RDI= 2031 LB Total Load: RT1= 3522 LB, End Reactions(Right Side): Live Load: - RL2= 509 LB Dead Load: RD2= 719 LB Total Load: RT2= 1228 LB Bearing Length Regd.(Left) : BL1= 1.06 IN Bearinq Lenqth Regd.(Right): BL2= 0.37 IN Camber Reqd.: C= 0.02 IN Beam Data: Span: L= 7.0 FT .Maximum Unbraced Span: Lu= 7.0 FT Live Load Duration Factor: Cd= 0.90 Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 240 Camber Adjustment Factor: CAF= 1.5 X DLD Uniform Load: Live Load:. .. wL= 40 PLF Dead Load: wD= 50 PLF Beam Self Weight: BSW= 15 PLF Total Load: WT= 105 PLF Concentrated Load P1: Live Load: PL1= 1720 LB Dead Load: PD1= 2295 LB Total Load: PTI= 4015 LB Location: X1= 1.5 FT Properties For: 24F -V4-. VISUALLY GRADED WESTERN SPS 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 Adjusted Properties: Fb' (Tension): Fb'= 2138 PSI Adjustment Factors: Cd=0.90 CI=0.99 Fel: Fd= 171 PSI Adjustment Factors: Cd=0.90 Design Requirements: Maximum Moment: M=- 5165 FT -LB 1.5 FT From Left Support Shear (A d from beam end): V= 3417 LB Comparisons With Required Sections: Section Modulus: Sreq= 29.0 IN3 S= 123.0 IN3 Area: Areq= 30.0 IN2 A= 61.5 IN2 Moment of Inertia: Ireq= 57.3 IN4 1= 738.0 IN4 Roof Beam[ 97 UBC (91 NDS)1 StruCalc 4.06 By: Denise R. Poeltler, THE FLYING BUTTRESS on: 07-30-1999 Project: MATHIS - Location: B - 52 Summary: 6.75 IN x 12.00 IN x 11.0 FT / 24F -V4 - VISUALLY GRADED WESTERN SPS - Dry Use Section Adequate By: 136.9% Controlling Factor: Section Modulus / Depth Required 7.84 In Deflections: IN = U2306 Dead Load: DLD= Live Load: LLD= Total Load: TLD-- LD=Reactions Reactions(Each End): LB Live Load: RL= Dead Load: RD= Total Load: RT= Bearing Length Reqd.: BL= Camber Reqd.: C= Beam Data: Span: L= Ma)amum Unbraced Span: Lu= Pitch Of Roof: RP= Live Load Deflect. Criteria: L/ Total Load Deflect. Criteria: U Camber Adjustment Factor: CAF= Beam Loading: Live Load: LL= Roof Loaded Area: RLA= Roof Live Load Method: 1 Side One: Roof Dead Load: DL1= Roof Rafter Tributary Width: TW1= Side Two: Roof Dead Load: DL2= Roof Rafter Tributary Width: TW2= Roof Duration Factor: Cd= Slope Adjusted Lengths and Loads: Adjusted Beam Length: Ladj= Beam Live Load W/ Slope Red'n: wL= Beam Self Weight: BSW= Beam Total Dead Load: wD= Total MaAmum Load: WT= Controlling Total Design Load: wTcont= Properties For: 24F -V4- VISUALLY GRADED WESTERN SPS 0.10 IN 0.06 IN = U2306 0.15 IN = U862 1672 LB 2801 LB 4473 LB 1.02 IN 0.14 IN 11.0 FT 1.0 FT 3.00 :12 360 240 1.5 X DLD 16 PSF 209 SF 25 PSF 9.5 FT 25 PSF 9.5 FT 0.90 Fb'= 2158 11.0 304 20 509 813 813 Bending Stress: Fb= 2400 Shear Stress: Fv= 190 Modulus of Elasticity: Ex= 1800000 =- Ey= 1600000 Ev Stress Perpendicular to Grain: Fc; 650 Adjusted Properties: Fb' (Tension):' Fb'= 2158 Adjustment Factors: Cd=0.90 C1=1.00 FV: FV= Adjustment Factors: Cd=0.90 Design Requirements: Maximum Moment: M= Shear (0 d -from beam end): V-- Comparisons =Comparisons With Required Sections: Section Modulus: Sreq= Area: Moment of Inertia: S= Areq= A= Ireq= I= FT PLF PLF PLF PLF PLF PSI PSI PSI PSI PSI PSI 171 PSI 12301 FT -LB 3660 LB 68.4 IN3 162.0 IN3 32.2 IN2 81.0 IN2 270.7 ` IN4 972.0 IN4 f Multi -Loaded Beam( 97 UBC (91 NDS)1 StruCalc 4.06 �2 'Project: MATHIS - Location: B -53 By: Denise R. Poeltler, THE FLYING BUTTRESS on: 07-30-1999 �5. Summary: 6.75 IN x 12.00 IN z 18.5 FT /.24F -V4 - VISUALLY GRADED WESTERN SPS - Dry Use Section Adequate By: 168.7% Controlling Factor: Moment of Inertia / Depth Required 8.63 In ' Deflections: Dead Load: DLD= 0.20 IN Live Load: LLD= 0.14 IN = U1590 Total Load: TLD= 0.34 IN = U645 End Reactions(Left Side): Live Load: RL1= 1141 LB Dead Load: RD1= 1613 LB Total Load: RTI = 2754 LB End Reactions(Right Side): ' Live Load: RL2= 570 LB Dead Load: RD2= 897 LB Total Load: RT2= 1468 LB Bearing Length Regd.(Left) : BL1= 0.63 IN ' Bearing Length Regd.(Right): BL2= 0.33 IN Camber Reqd.: C= 0.31 1N Beam Data: Span: L= 18.5 FT .Mabmum Unbraced Span: Lu= 1.0 FT ' Live Load Duration Factor: Cd=, 0.90 Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 240 Camber Adjustment Factor: CAF= 1.5 X DLD ' Uniform Load: Live Load: wL= 0 PLF Dead Load: wD= 0 PLF Beam Self Weight: BSW= 20 PLF Total Load: WT= 20 PLF Triangular Load (Max. @ Left):. Live Load: wL TL= 185 PLF . Dead Load: wD TL= 232 PLF Total Load: wT_TL= 417 PLF Properties For: 24F -V4- VISUALLY GRADED WESTERN SPS Bending Stress: Fb= 2400 PSI Shear Stress: Fv= 190 PSI Modulus of Elasticity: Ex= 1800000 PSI ' Stress Perpendicular to Grain: FcJ��Ey= 1600000 PSI P= 650 PSI Adjusted Properties: Fb' (Tension): Fb'= 2128 PSI Adjustment Factors: Cd=0.90 CI=1.00 Cv=0.99 FV': Fv = 171 PSI Adjustment Factors: Cd=0.90 Design Requirements: Maximum Moment: M= 9979 FT -L6 7.929 FT From Left Support ' Shear ((ani d from beam end): V= 2328 LB Comparisons With Required Sections: Section Modulus: Sreq= 56.3 IN3 S= 162.0 IN3 ' Area: Areq= 20.5 IN2 Moment of Inertia: A= 81.0 IN2 Ireq= 361.8 IN4 1= 972.0 IN4 1 P Max. Col. Footing Rebar. Beam..,. -Post Load Size Size Hardware `Hardware P - 0 2500 7. 12" Wide 1-#4 1,2-2x6'S 4x6 18" Dp. Cont. Top ,& ST -6224 , ' Bottom P_ 1 2500 4x6 12" Wide 144 Dtl. 21 HPAHD22 18" Dp. Cont. TopA ST 6224 OR HD Bottom lSee Plan -See Plan P-,2 5400 4x6 24" Sq. Pad 244's See Plan HPAHD22' 6x6 - 18" Dp. Ea. Way OR HD ` See Plan P-3 7968 6x6 30" Sq. Pad' 344's • See Plan CB 66 - 18" Dp: Ea. Way See Plan . P - 4 IIE0 6x6 ,. 36"'Sq. Pad,, 444's CC 66 CB 66 ..12, • k 18" D Ea. Way , See Plan r f �LG�6iZCf buffredJ By DRP: DATE" q JOBS t b i'i fa # ' 73.661 Highway 111 • Suite G CKD DATE Pr Palm Desert, California 92260 (766)'7 7 9-0 4 0 5 • FAX (760) 7.79-1317 OF q� PREPARED FOR - OR:F00TINb F -001 I N 6- t 1500' Por x j r WT, iv of >;T� .7"s I WT oP. PTh` . co L. to r1 N �oprp x.b'. lav PLS 3'50�, 1 r ' IL dLL//"' BY Qgf DATE JOB M /y'tF�'iS # 11 - I!� 73.661 Highway 11 1 • Suite G CKD DATE PG_ Palm Desert, California 92260 ' (760) 779-0405 • FAX (760) 779-1317 OF PREPARED FOR: T�.��s_._ �+...I--...pis-l�►J._. __...__. . -------�-=53----C247G�`�-------_-- ... . ........ .... _..__� -----� ----- ---- 14.o+° I i4 Q4 !8• Ian 2, 0 .�N ,� --- - --7666 -- - -- -- ___ ._ I -- : fl22 �LGf6/Z f a16�6/ 2� f BY r -DATE L JOB # - - - t--73.661 Highway 111 .• Suite G - , CKD - DATE A- PG a4a Palm Desert, California 92260 r (760) 779-0405 • FAX (760) 779-1317 PREPARED FOR: 1 JOIN T +1 e0.V� -, (-111k) = 14.0+10 2�o.ggK x 10 8 P � 4?�0�. x . 1.2 , _. S.I;IZ'� ! _ . } tJC�S g.31•� �ta�'1� - X-1 1 0_ 3K ? i' -_.or x o.. 9�9.._x I • o = I.2:- PSlhzc�,t C�; cosZt�-i 5112 Str,��l4.o¢d� f 278`x.cos'14.04-°� 4 67+- U s� 7u � � -. 5'3� �1rvr-- �o- 7lPj� eoLTS ( 5 112 �-/eo0 — ...fiZE� � � �uf�/•B�J BY r? RP DATE A cl JOB _1'lPIWA,11S # 91 -1 . 73.661 Highway 1 1 1 • Suite G CKD DATE PC $ b Palm Desert, 'California 92260 (760) 779-0405 • FAX (760) 779-1317 OF f PREPARED FOR: Jo( .. �, - •. �,q" - 9'� i 7690 �,.¢,_ ,_ � � z� 9 k _ 2 32.2 50 0 2ro.98" 2 " t_.!.-_..;- N ., 4.7 2bo-160Uf Ford 6 �:`.Ie•I�o ;.__ i___, ` FoR t✓ 5 _� :_2.7;_. { 5;.7. USF Co - 7l2" $ f1 �Rr . 4- -Co :_ _ _28�`:.._ I�1 Et'! - - 4 2 ?,00 - 71 use' �•7/6" 15 112, I • '} N N y O N� a N u O 'R () 0 RISA -2D �s The Flying Buttress Versin 3.0 3 Job ' Page Date 1 MATHIS CUSTOM HOME TRUSS #1 Units Option : US Standard AISC Code Checks : 9th Edition ASD Shear Deformation: Yes ' P -Delta Effects : Yes Redesign : Yes ' Edge Forces : Yes A.S.I.F. : 1.000 ---------------------------- ----------------------------- ------------------ Node Boundary Conditions ' NoX-Coord Y-Coord X-dof Y-dof Rotation Temp. - ------ - (ft) -------- (ft) ----- (in, K/in) ---- (in, K/in) --- (r, K-ft/r) -.---- (F) - 1 0.00 0.00 1 R 1 0.00 2 18.50 0.00 0.00 3 37.00 0.00 R 1 0.00 4 10.50 2.63 1 0.00 5 18.50 4.63 1 0.00 ' 6 26.50 2.63 1 0.00 ' Material. Elastic Label Modulus Poisson's Thermal Weight Yield Stress Ratio Coefficient Density (Fy) . --------------- (Ksi)----------------------- (F) -------- (K/ft3)------ (Ksi)---- WOOD 1800.00 0.30000 0.65000 0.035 2.400 ---------------------------------------------------------------------------- .Section Database Matl. Area Moment of As y/y Label Inertia Coef -----------Shape--------Set ------------- TOP CHORD WOOD 70.80 651.100 1.00 ' BOT CHORD WEB WOOD 81.00 972.000 1.00 WOOD 50.63 237.300 1.00 ---------------------------------------------------------------------------- I J I Releases J End Offsets ' No Node Node Section x y z x y z Sec Sway I J Length ------------------------------------------------------(in)----(in)------(ft) ' 1 1 - 2 BOT CHORD 2 2 - 3 BOT CHORD 1 18.50 1 18.50 3 1 - 4 TOP CHORD 1 10.82 4 4 - 5 TOP CHORD 1 8,25 ' 5 5 -, 6 TOP CHORD 1 8,25 6 6 - 3 TOP CHORD 1 10.82 ' RISA-2D(R) �7 ( ) V r i e s on 3 .03 The Flying Buttress, Job ' Page Date MATHIS CUSTOM HOME ' TRUSS #1. t---------------------------------------------------------------------------- I J I Releases J End Offsets. No Node Node Section x y z x y z Sec Sway I J Length ' -------------------=----------------------------------(in)----(in)------(ft) 7 4- 2 WEB 1 1 8.42 8 5- 2 WEB 1 1 4.63 ' 9 2- 6 WEB 1 1 .8.42 ' ---------------------------------------------------------=------------------ BLC No. Basic Load Case Load Totals Description Nodal Point Dist. ---=------------------------------------------------------------------------ 1 DEAD + LIVE ROOF LOAD i ' Nodal Loads, BLC 1: DEAD + LIVE ROOF LOAD ------------------------------------------------------- Node --------------------- ' Number Global X Global Y Moment ------------------------(K)------------------(K)-----------------(K-ft)---- 5 0.000 -13.658 0.000 ---------------------------------------------------------------------------- Load Combination Self Wt BLC BLC BLC BLC BLC W E ' No. Description ----------------------------------------- Dir Fac Fac Fac Fac Fac Fac DYNA S V 1 DL + LL ------------------------------------ Y -1 1 1 1 tRISA -2 R Version 3.03 The Flying Buttress Job ' Page. Date MATHIS CUSTOM HOME ' TRUSS #1 ' Load Combination is 1 DL + LL Nodal Displacements -Global -Y Node X Global Rotation ---------------------(in)------------------(in)----------------(rad)--------- 1 0.00000 -0.00000 0.00000 2 0.04109 -0.37143 0.00000 3 0.08217 -0.0000.0 .0.00000 4 5 0.05373 0.04109 -0.33224 -0.37141 0.00000 0.00000 6 0.02844 -0.33224 0.00000 Load Combination is 1 DL + LL Reactions ----------------------------------------------------------------------------- Node Global X Global Y Moment ----------------------(K)------------------(K)---------------(K-ft)--------- 1 0.00.000 7.65344 0.00000 ' 3 0.00000 7.65344 0.00000 Totals 0.00000 15.30688' 0.00000 Load Combination is 1 DL + LL ' Member End Forces ' ---------------------------------------------------------------------------- Nodes =________= No I J Axial I -End =_________ Shear _________= Moment Axial J-End Shear Moment --------------- (K) -------- (K) ------ (K -ft) ------- (K) -------- (K) ------ (K -ft) -- 1 1- 2 -26.98 0.31 0.00 26.98 0.05 2.45 2 2- 3 -26.98- 0.05 -2.45 26.980.31 0.00 3 1- 4 27.95 0.60 0.00 -27.90 -0.42 5.56 4 4- 5, 28.05., 0.21 1.18 -2.8.01 -0.07 0.00 5 5- 6 28:01 -0.07 0.00 -28.05 0.21 -1.18 6 6- 3 27.90 -0.42 -5.56 -27.95 0.60 0.00 7 4- 2 -0.20 0.05 0.00 0.17 0.05 0.00 ' 8 5- 2 -0:05 9 2- 6 -0.17 0.00 0.05 0.00 -0.00 0.00 0.20 0.00 0.00 0.05 0.00 Load Combination is.l DL + LL ' CodeChecks----------------------------------------------------------- -AIS-- - Nodes Member Quarter Points ' JMaximum0- -No---I------ ----- ----------------------------------------------- L Shear 1 1- 2 - Not Calculated - 2 2- 3 - Not Calculated - ' 3 1- 4 - Not Calculated - 4 4- 5 - Not Calculated - RISA -2D (R) Version 3.03 �q5 The Flying Buttress Job. ' Page Date MATHIS CUSTOM HOME ' TRUSS #1 , -----------------------------,-----------------------------------=---------- Nodes Member Quarter Points No I J Maximum 0 1/4 1/2 3/4 L Shear ---------------------------------------------------------------------------- .5 5- 6 - Not Calculated - 6 6- 3 - Not Calculated - 7 4- 2 - Not Calculated - 8 .5- 2 - Not Calculated - 9 2- 6 - Not Calculated - 1 1 BYy(tP DATE N!j JOB # q 9 - Iro0 73.661 Highway 111 • Suite G CKD DATE PG q O Palm Desert, California 92260 )760) 779-0405 • FAX (760) 779-1317 OF�— PREPARED FOR: _ so36'� - - - - - - - - - --- -- y'' - -- --- - -`N -- -- -- 3�Dr 1 � ez � I'x 12 41l01-6 -tom J 1 .......... � 1 04 �+ co ' RISA-2D(R) R Version 3.03 The Flying Buttress Job Z q S Page Date ' MATHIS CUSTOM HOME TRUSS #2 -- ----------- Units --Units Option : US Standard AISC Code Checks : 9th Edition ASD Shear Deformation: Yes ' P -Delta Effects : Yes 2 BOT CHORD 1 Redesign : Yes ' 2 2 - ' Edge Forces : Yes CHORD 1 18.50 3 A.S.I.F. . 1.000 4 TOP CHORD 1 --------------------------------------------------.-------------------------- 4 4 - 5 Node Boundary Conditions 8.25 ' S No X-Coord Y-Coord X-dof Y-dof Rotation Temp. TOP ----------- (ft) --------.(ft) ----- (in, K/in) ---- (in, K/in) --- (r, K-ft/r) ----- (F) - 6 - 1 0.00 0.00 1 R 1 0.00 10.82 2 18.50 0.00 0.00 t 3 37.00 0.00 R 1 0.00 4 10.50 2.63 1 0.00 5 18,50 4.63 1 0.00 6 26.50 2.63 1 0.00 ---------------------------------------------------------------------------- Material Elastic Poisson's Thermal I Weight Label Modulus Ratio Coefficient Density Yield Stress (Fy) --------------- (Ksi)----------------------- (F) -------- (K/ft3)------ (Ksi)---- WOOD 1800.00 0.30000 0.65000 0.035 2.400 ---------------------------------------------------------------------------- Section Database Matl. Area Moment of As y/y Label Shape Set----_ Inertia Coef --------------------------------- (in"2)---------(in"4)-----'----------- TOP CHORD WOOD 70.80 651.100 1.00 BOT CHORD WEB WOOD 81.00 972.000 WOOD 50.63 237.300 1.00 1.00 ---------------------------------------------------------------------------- I J I Releases J End Offsets No Node Node Section x y z x y z Sec Sway I J Length ------------------------------------------------------(in)----(in)------(ft) 1 1 - 2 BOT CHORD 1 18.50 ' 2 2 - 3 BOT CHORD 1 18.50 3 1 - 4 TOP CHORD 1 10.82 4 4 - 5 TOP CHORD 1 8.25 ' S 5 - 6 TOP CHORD 1 8.25 6 6 - 3 TOP CHORD 1 10.82 1 ' RISA-2D(R) ) V r i ne s o' 3.03 The Flying Buttress Job ' Page Date ' MATHIS CUSTOM HOME TRUSS #2 ---------------- -------------------------------------------------=-------------------------- I J I Releases J End Offsets No Node Node Section x,y z x y z Sec Sway I J Length ------------------------------------------------------(in)----(in)------(ft) 7 4- 2 WEB 1 1 8.42 8 5- 2 WEB 1 1 4.63 9 2- 6 WEB 1 1 8.42 ---------------------------------------------------------------------------- BLC Basic Load Case Load Totals ' No. Description Nodal Point Dist. --------------------------------------------------------------------------- 1 DEAD + LIVE ROOF LOAD, 1 1 ' Nodal Loads, BLC 1: DEAD + LIVE ROOF LOAD ------------ ' Node Number Global X Global Y Moment ------------------------(K)------------------(K)------------------(K-ft)---- 5 0.000 -8.946 0.000 Member Point Loads,BLC:l: DEAD,+ LIVE ROOF LOAD ---------------------------,--------------------------------------•----------- ' Memb I J No Node Node Direction Magnitude Location --------------------------------------- (K,K-ft,F)----------------- (ft)------ ' 3 1 - 4 Y -2.035 7.500 -----------------------=---------------------------------------------------- Load Combination Self Wt BLC BLC BLC BLC BLC W E No. Description Dir Fac Fac Fac Fac Fac Fac DYNA S V t ---------------------------------------------------------------------------- 1 DL + LL Y -1 1 1 1 RISA -2D Version IS D ( R )3.03 614�S The Flying Buttress Job ' Page Date ' MATHIS CUSTOM HOME TRUSS #2 7 ' Load Combination is 1 : DL + LL Nodal Displacements ---------------------------------------------------------------------------- 1 1 1 Node Global X Global Y Rotation ---------------------(in)-----------------(in)----------------(rad)--------- 1 0.00000 -0.00000 0.00000 2 0.03519 -0..29342 0.00000 3 0.06594 -0.00000 0.00000 .4 0.04418 -0.27683 0.00000 5 0.03144 -0.29270 0.00000 6 0.02349 -0.25766 0.00000 Load Combination is 1 DL + LL Reactions ---------------------------------------------------------------------------- Node . Global X Global Y Moment ----------------------(K)------------------(K)---------------(K-ft)--------- 1 0.00000 6.82132 0.00000 3 0.00000 5.80856 0.00000 Totals 0.00000 12.62988 0.00000 Load Combination is 1 DL + LL Member End Forces ---------------------------------------------------------------------------- Nodes =--------- - I -End - ---------------- -- J -End ---------- - ---------- No I J Axial Shear Moment Axial Shear Moment --------------- (K) -------- (K) ------ (K -ft) ------- (K) --------(K) ------ (K -ft)-- 1 1- 2 -23.11 0.28 0:00 23.11 Qe09 1.76 2 2- 3 -2 0.09 -1.76 20.20 0.28 0.00 3 1- 4 24.00 0.76 0.00' -23:46 1.39 0.74 4 4- 5 0.13 0.51 -20.85 0.01 0.00 5 5- 6 20.86 -0.06 0.00 -20.90 0.20 -1.09 6 6- 3 20:88 -0.30 -4.26 -20.93 0.48 0.00 7 4- 2 3.02 0.05 0.00 -3.05 0.05 0.00 8 5- 2 -1.22 0.00 0.00 1.16 0.00 0.00 9 2- 6 -0.01 0.05 0.00 0.05 0.05 0.00 Load Combination is 1 DL + LL -AISC-Code -Checks ------------------------------------------------------------------------- Nodes Member Quarter Points No I J ---------------------------------------------------------------------------- Maximum 0 1/4 1/2, 1 3/4 L Shear 1 1- 2 - Not Calculated - 2 2- 3 - Not Calculated - 3 1- 4 - Not Calculated - 4 4- 5 - Not Calculated - RISA -2D (R) Version 3.03��y. The Flying Buttress Job Page Date MATHIS CUSTOM HOME ` ' TRUSS #2 ---------------------------------------------------------------------------- Nodes Member Quarter Points No I J Maximum 0 1/4 1/2 3/4 L Shear ----------------------------------- •5 ------- --------------------------------- 5- 6 - Not Calculated - 6 6- 3 - Not Calculated - 7 4- 2 - Not Calculated - ' 8 5- 2 - Not Calculated - 9 2- 6 --Not Calculated - 1 1