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4 , / 3 fr( . • P. • • • • • • • •• •• • • • • • • ••• • • •• • • • • ••• • .. .. .. ... .... ••• • f 3 1 . S I ( I .h s i () (s 1 A .r 11 S. 1 11,r. :.. • . • .. • • . • ..... • • .. ... dECEIVED • • DEC 1 5 2006 11/20/06 • • • • • ........ • • • • • • • • CITY OF TIGARD Ridyecresl Homes BUILDING DIVISION Plan 2376A To Whom It May Concern: Please accept this letter as a resolution to a problem encountered in the field. Karl contacted me with some concerns over the trusses planning with the 2x8DF rafters shown on the print over the garage area. His concern was over the ability to scope cut the floor Joists. After looking at the information it was concluded that the floor Joists can be cut at a 6112 pitch as long as 2x8DF rafters are used as specified on the print. Please review the attached sheets. When the slope cut is applied there needs to be 9 square inches remaining in order for the joists to handle and perform correctly. Please note that there is enough material left over to make this work. Look at the clouded area on each catculation, the required and the actual. The calculation and drawings prove this. In order to make this plane evenly with the trusses the builder will need to add plates under the trusses. I'm thinking that he will need to add at least one plate and maybe two to make the trusses rafters plane. Please see the attached drawings. The builder will have to field verify this in the field_ Likewise the fascia and rafter tails might have to be extended. Please feel free to contact me with any questions thrd you might have on this issue. Sincerely, ., / ►'�$� aC 6 (¢" O C�lk2 Shawn Sci'nnidt .w . APPR Plan Support a. la. 0 - 7 Alan Mascord Design Associates, Inc, 503- 225-9161 ext 226 503- 225 -0933 fax 1305 NW 18 Pas hand, Oragon 97209 5031 225.9151 FAX 703) 225 -0933 wwwmascord.com • • 0 • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • . • • • . • • • • I • • • • • • • • • • • • . • • • • • • • • • • 1 • • : , A. 0...... i rzei.....,..1„.3 : ...........:2.- I ...., ••• ••• • • •• •• . . .. • • • GIRDER •• 1 • • • : ••• ••• •• • • TRUSS .• • : • ••• • • ' F .• 1. . , ;: • • • ; • • 2 X FR.AmINC3 MEMBERS -'' (SEE PLANS FOR SIZE 4 SPAGIN5 )1 ...- ., J. • • i-• t k r --- - 1 USE . 5 4, 1 TYPE 'X' GYP. BID. \----,. ........_ : : .--• ON ALL CLG.S., WALLS, 4 EX D POSE STRUCT. MRS. i : .••• .• • : . • • GAFR,AE : . . . . : • : - • . . : . • • : • . . . ... .;• • • MIN. 3 TOPPING SLAB WI • • 6 X 6 10/10 W.W.I OvEF2 . . 6 MIL VAPOR !BARRIER .•:• : 1 • OVER P41," STURD-1-FLR T 4 G . . . . . . : - . .••• RATED 51-ITG OVER 1- L.V.L. • : . "" • : "'", : AT 24 0/C (MAX SPAN I1'-0") ...j cia ( •.:.:.:-..:./-:..:.-..' 1 is -I -7 77 7777 1 1 ---- I -- .r: t-r--' .1 ‘...."*:. 1 .' : ": • • --.*: '. \ 2 . -..,.„..., / -..-- ',... ..-' ',....., -- ''' ■-.....„, : .... • • .. • • • • • • .. .. • ... .... .... .... N • .. d.. .... • .. • • .... • • • • • .... • • • .... .. • .... • Sd.- -� Maximum f 'T = S, Ait Sr7C -tss 6 v SH�,1 t Jrvizar Ar 1Varc,r b 1 0 OlgAM 04• SLOPED END CUT FOR ROOF DRAINAGE Loeareow elk) 3V 21 . 1 scie Z,F e't 1 3 • k • • .. •• • • • • •. • • . . . . . . • • • • • • • • • • • • • • • • • • . ... •• • • • • • • • • • • • • • . • • • • • •• S RAM ANALYSIS v1.5 STRUCTURAL • . • . . • • • • . • 2 PREPARED BY: Alan Mascord Aebitn A4sbciate4,: A:-c • (5)) 225 - 9161' Pditlana, '0R • • Client: /i/ "s.� W-a0Ve Project: PLAN #2376A ••• ••• • • •• •• • Location: 1410 -FLR. JSTS. OVEQ gRo r :ov:1C/Y} GAR. BAY • • ••• .. • • • [� " I1 • Date- 03 -25 -2004 ••• i:;«„Ee } ~Ma Calculation By: A.M.P. Comment: 2 X 12 PLR. JSTS. @ 16" O.C. Q.K. BRAM AND LOAD DIAGRAM 1 d 4 A 1 R1 R2 Reaction R1 = 485.2 lbs_ Reaction R2 = 716.8 lbs. Total load = 1,202.0 lbs. Dimensions: Clear span 14.0 feet, no overhang. Point loads: P1 - 507.0 lbs. at 9.0 feet. No triangular. load; No uniform beam weight. Uniform loads: U2 = 67.0 lbs /li at 9.0 feet to 14.0 feet. U1 = 40.0 lbs /lf at 0.0 feet to 9.0 feet. Deflection limit (live load plus dead load) : 1/360. w'k: :: <i ;.�:: -- ::s::.:a:a :,;:is:'"" :::;;N..::2i:::i ; i:C.S .. >w-. .- ..) %:tc �>.'" . " >�• %:a. ::a %•rp• ..:4,... . ,ci:' �x ::i:i'v + :.3'•:i; � "£s'•:: ::�w : ;o):i3 ?. .;3:`.::,�.. ai:;.;;% %'^�:!: %; ^`,:: %: <' <u^^ ,....... c..x» ?:ii;.icaii:" ::.. ........ : >..............S:.Tr., , ......,.......,?: i3: i?:..... a. a.......+,.....• f ."•`:..... -::•. BEAM TYPE DF.b -REPET 2X12 #$2" COMPUTED STRESS/STRAIN DESIGN VAL. PROPERTIES REQUIRED ACTUAL Shear (lbs) 716.8 F'V 109.3 Area (Sq. In.) 2 10_ 15 Moment (ft -lbs) 2,746.6 PB 1,190.3 Sect.Modulus 28* Deflection (in) 0.47 E 1.60E6 Mom.Inertia 115 156 ..8'ti3 •••, Actual Maximum Deflection = 0.34 inches. Maximum Deflection occurs at ) . 5 feet. Maximum Moment occurs at 9.0 feet. MINIMUM BEAM SIZE (W x g): 1.313" by 11.250" MINIMUM BEAM AREA (Sq.In. ): 14.77 VERIFY WITH BUILDING OF'ICIAt, PRIOR TO MAKING MATERIAL SUBSTITITI'IONS . • • • • • • • • • • • • BEAM •. : t • L: Y4 A i ;ri . 5 SHAKE ROOF PREPARED BY Alan Mascord Design Associates, Inc. r • (503) 225- 9l61• •OR •••• •': •• • •• ••.••• • • Client: 2376A • • • • • • • • • • • • • • • • :.• • Project: Ridgecrest Homes --- • • • • • • Location: JOISTS UNDER BEDROOM 3 - Date: 11 -•20 -2006 ••• ••• • • •.' :.:::........ .................... Calculation 33y: • S. S . • • Comment: USE 2X12 16" ••• : ••• ••• •• • • • ••• • • BEAM AND LOAD DIAGRAM P1 y 4, A A l Ri R2 Reaction R1 = 585.5 lbs. Reaction R2 = 489.0 lbs. Total load = 1,074.5 lbs. Dimensions: Clear span = 14.0 feet, no overhang. Point loads: P1 = 237.0 lbs. at 1.5 f e e t . No triangular loads. No uniform beam weight. . . Uniform loads: U1 = 67.0 lbs /lf at 1.5 feet to 14-0 feet. Deflection limit • (live load plus dead load) : 1./3.60. BEAM TYPE WOOD: DFL-SINGL 2X12 ##2 COMPUTED STRESS /STRAIN DESIGN VAL. PROPERTIES. REQUIRED ACTUAL Shear (lbs) 585.5 PV 95.0 Area (Sq . In .) 9 14 Moment (ft -lbs) 1,783.2 FB 990.0 Sect.Modulus 22* Deflection (in) 0.47 E 1.60E6 Mom.Inertia 85 100 Actual Maximum Deflection = 0.40 inches. Maximum Deflection occurs at 7 . 0 feet. Maximum Moment occurs at 6.5 feet. MINIMUM BEAM SIZE (W x H) : 1.500" by 9.298" MINIMUM BEAM AREA (Sq. In .) : 13.95 VERIFY WITH BUILDING OFFICIAL PRIOR TO MAKING MATERIAL SUBSTITUTIONS • • S. •• •• • • • • •• • • • • • • • • • • • • • • • • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • • • w • • • . • • • • • • • • • • • ••• • • • • • • • • • • • • • • • • • 0111 • • • • • • • • • • • • • ••• • •• • • ••• ••• • • •• •• • • i • • • • • • • • • • • • • i r �I ! r i r 1.CI .G' . � 4 IP 1i` > S ` AT1-- • 7 F.B. ! - MFD. MONO T LLSES ( An ,.! (SEE PLANS) . \,.. " - ...- 1 . 4 Ir 115E 5 '' TYPE 'X' GYP_ BI • ON ALL CLGS, WALLS, i EXPQSED STRUGT. M • • r, -P;fr„ j;c"-,i :. - GA fRAGE • MIN. 3' TOPP1N& SLAB iv/ • • 6 X 6 Im /10 mull ovER 6 MIL VAPOR 13ARR1ER . OVER Ik STURD -I -FLR T 4 RATED 6 -ITG OVER Peex11 I :� - AT 24' 0/C (MAX SPAN 16'- 1 !i /i i i 11 i /i p� .z i► 4 tlJ , a • . r. Rill r__T — N - IL it i , y -- _... i __........, . Iiik it la ;! Ci • , • 61:` 1 x. 3•! A/C) ry.J►� : i : , 1n,__... III . 1 ; l • � �t �; i tt f�/ ' :.•O w • • _ N ; rr 71!! " � r � xx al j r a • 9 11 3 II I i ai ' • e.,—...... N $ .. y .. :Jt• t; •� • � : ' l ,• i, ... � I ' ..... _ ! i � F� i 11 ill 3 g 1 is m l j • "•.'. . . :.. •.., "' :i :fs = 1� �', / ✓''i 4 =yN`a , • ff �j _ • ._ 7i.� t ips ss_affsat#iissvis - ' 1.0;Fi ai3 'ial# ii'.. K rl. ,.;•. GI�RR -ItiY ' i Ip a ; I ' • ■ /J I !•, • 1 -Ws LOW , ; I , �♦ . : ,: ; 7a•(,"..7Y MX I`�/ I Z. _..._ ........ ..... .......................... .4.►C s yfl i iT__ In ♦ , : �..- t I • 97tP -In .w� r••ra,n. aa. . 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