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Plans (10)
RECEIVED JUL 1 2015 BUILDING CITY D DIVI ON Structural Calculations SMITH ADDITIONS / REMODEL 11490 SW Springwood Dr. Tigard, Oregon RICK CARLSON - ARCHITECT DESIGN LOADS: Roof Load = 42 psf (25 psf SL) Floor Load = 52 psf (40 psf LL) Max Soil Bearing Pressure = 1500 psf Wind: 95 mph Exp.B Seismic Design Category D1 11�ST'zots ct24 4 City of Tigard 40 oved Plans �4 4� , By 4kb7 Date -7 I�I I - _.hL q3141/4° ( (4V 5-0.3 Sir w b REoasaop ` VISION � �i,N OFFICE COPY Job No. 6338 TIM COVERT P.E. STRUCTURAL ENGINEER 1750 SW Skyline Blvd #221 Portland, Oregon 97221 Phone: (503) 228-0426 ,A, s • 633 5 cfru m TZusSJ5 as r � (t o) r GIR�i;72 'I�LtdSS _ ✓ 7 8 n � � U I I II I� I� G1 Ddb 7RuSS 5c6.5 (11) =77 Pte_ WT pb, wr. AI" ti EXISTING ROOF FRAMING PLAN : 4 , c , „ 1 4 (co PROFFsf 0G I NE4 �� /9381 OREGON .tt r 22.%111 1441 COVE-' RENEWS 12-31- 2"5"- 1 f 6S3 8 S ht-r4 4 Cr 10 ---00 _q 0 4 � �pi I L �l fr''/938i I E • CON I � t-.• � v d� /.41 coo I RENEWS 12_31_2.015 ' W J q--6._-‹ a M q--6._-‹ 4.1_ "' 2 r' lc o1 01 �4 I L 0 � I 1 ha ;17- -'i T 3 dry It . �• _ . I 41 CO rbl �1) o t 4/ I 1‘201=-2. r)9ri ,\. z--, c...2 1 ,.1 vi 3.-Kw) L 4.- I \l/ . I � 1 c2 1- ..... ...._ , ..._. ^!I V9054- a1 a 9 M: A I \P <---- --->, '� a _ t_ _ — — — — — -- V 'e1=---i r PROPOSED ROOF PLAN : F.T. 6.x8 _ IT�P- ( { ,L 6:3--- xg ri2o5-t-s. x 8 6 Cop-1,2-) j A P ` o W,--_____> RX ` "•:-", X I Q " oo2iret. •o Q NI mu OH x N (G) (4) a) �, % C3) i to oF� T-t P. i X Itaxt3'/2b /rO H �� c rs.s) 1 (6) C3) . (4) Hi I , - 0 i\l/ Port \ ^ C l E \ f r wv ' o �s w N 14x0/1� VI M \\ (Ltvlc I 4 V i N _ o� �. © 1 R-toge iii _ 1 A $ Rec,� �, ; PROPOSED -ROOF FRAMING PLAN : ti , t‘ a (SOUTH) ROOF NOTES: ',$ Ot ,� 1 i H = 4x6 DF-L No.2 4x_ = DF-L No.2 Typical. �a��\ , GLB = (24F-V4) 6x_ = DF-L N Iv n — 0.1 Typical vJ R = 2x12 DF-L No.2 at 24" o/c. XR = 2x8 DF-L No.2 at 24" o/c. I 6,33 g 5N-rt+ 5-- G -14- g- -¢ 13EAN ICY rm.- I=-i.....- um-. ..; Q r O , , , , , 1 ..,. .... , . ..___. 0 f ■43 . . z 0 Q --zi D. N 0 4 I z 6 4-- .- -r r111111.17111.11 Ce I LL ' fi I 6 6L1 i x ( ) L,.,d.Cqz 0• a / / d. 0 / re \woo // D.. / 1 // t4t3CTUR4` 5 <c%gyp PROFFSJ. 1, 9 l 4 ,9381 c"✓�f OREGON a ".... wc 12-31-2-619 638 —? - cf —� SMITH REMODEL (Tigard, OR): ROOF NOTES 1. Connect each rafter to each support with (1) Simpson "H2.5A" hurricane tie, typical ... OR as detailed otherwise. 2. Roof Sheathing: 1/2" plywood (32/16) plywood or APA sheathing. See Sheathing Schedule. 3. Typical Header : H = 4x6 DF-L No.2. 4. Provide INSULATION and VENTILATION per Code. 5. Bearing Walls: 2x6 DF-L No.2 studs at 16" o/c. 6. Vaulted Rafters: 2x12 DF-L No.2 at 24" o/c 7. Over-Framing Rafters: 2x6 DF-L No.2 at 24" o/c 8. For connections not called out otherwise, comply with 2011 ORSC. especially Table R602.3(1). WOW -� o f X--}, 7 .1)1.0th = >13) -5E6 (J-4)(7-.17) 7' 21 1 d i)4.10 . oohs = 7J 3-)d os8 ^ (10)(50) 7_ M 8 1 nods : Aay)kin rLsaam ooh = c 4.- $ = -� 7 y 4iy21 $ r -d' c (5L'b/Z,4 'ZIX-z47) = r) SZ• = 1 .21145 )9"\119 SWV 4/ BEAM SPAN = 6 . 25 FT. ROOF (a) BEAM CARRIES ROOF/SNOW LOAD LOAD CASE 1 UNIFORM LOAD ON FULL SPAN LOAD = 350 PLF . LOAD CASE : 1 SAWN BEAM USED: FB= 1000 PSI . FV= 180 PSI . FC PERP = 625 PSI . E= 1600000 PSI . MAXIMUM SHEARS, MOMENTS, AND DEFLECTIONS : V = 912 M = 1709 D = 7 . 5 /Ix REACTION (LEFT) = 1093 . 75 LBS . BEARING AREA REQ 'D = 1 . 75 IN2 . REACTION (RIGHT) = 1093 . 75 LBS . BEARING AREA REQ 'D = 1 . 75 IN2 . - SX = 17 . 85304. IN3 . AV (MIN) -= 6 . 608696 IN2 . MINIMUM BEAM SIZE = 3 . 5 X 5 . 5 (4-K ) / MAX: \DEFLECTION = . 1545562 INCHES = L/ 485 . 2604 A(PROVIDED) = 19 . 25 IN2 . SX`' (PROVIDED) = 17 . 64583 IN3 . D. F. = 1 . 090552 IX (PROVIDED) = 48 . 52605 IN . BRG ' ENGTH REQD (LEFT) = . 5 IN. BRG ENGTHIREQD (RIGHT) = . 5 I . 'ERP — '2c - fbj 001162.201 psi. EAF.: ( 34 . . ,._.IO . (LEFT) - L . 79 (RICH"_', . : 11. R44 . 7 . 33304 IN3. O t ) 6: EG?6''t i :? . Sb.� n v ��.. BEAM . _—.. :: MA,X :DEFLECT ( PROVIDED) Si: (PROVIDED) 1 `c; 422:\9 ] X (PROVIDED) = 4 . 2G05 :[. I . '1coJ ERG LE*Gi;Ii T-,FAG LENGTH RED:is (:z I CHT) ilj . EXPIRES fh = -iic: . 1 . . L Il- s BEAM SPAN = 8 FT. ROOF (b) BEAM CARRIES ROOF/SNOW LOAD LOAD CASE 1 UNIFORM LOAD ON FULL SPAN LOAD = 500 PLF. LOAD CASE : 1 SAWN BEAM USED : FB= 1000 PSI . FV= 180 PSI . FC PERP = 625 PSI . E= 1600000 PSI . MAXIMUM SHEARS, MOMENTS, AND DEFLECTIONS : V = 1667 M = 4000 D = 28 . 8 /Ix REACTION (LEFT) = 2000 LBS . BEARING AREA REQ 'D = 3 . 2 IN2 . REACTION (RIGHT) = 2000 LBS . BEARING AREA REQ 'D = 3 . 2 IN2 . SX = 41 . 73913„ IN3 . AV (MIN) 12 . 07971 IN2 . MINIMUM BEAM .SIZE = 3 . 5 X 9 . 25 yT )( c o) MAX:DEFLECTION = . 1247615 INCHES = L/ 769 . 4683 A (PROVIDED) = 32 . 375 IN2 . SX (PROVIDED) = 49 . 91146 IN3 . D. F. = 1 . 029343 IX (PROVIDED) = 230 . 8405 IN4 . BRGLENGTH:REQD (LEFT) = . 9142858 IN. BRG IENGTH-.'REQD (RIGHT) _ . 9142858 IN. L.fb1o00961:703 psi . V (2+2 3HEARL: . .1. ... :'1•.)N (LEFT) _ .,1's: . . _ I ODi (RIC HT) ! _ OD PDDU �RQ� 4 a . 1913 �� rk,MAX. . I)EFi,?:_ - . 124% . . _ ... = '6C11� (PROVIDED).. .- .. . 7E ... . ,v�Y22,�9� (PROVIU_:D) ;1i /14 COVe L X(PROV IDE2) = % . 8105 .. . . E1'.” L 1Ct' '1i RE(H. ' 1 T) RO LENc;:'1ii Fci:� : (. I�:_�' = _ _ s. BEAM SPAN = 8 FT. ROOF (c) BEAM CARRIES ROOF/SNOW LOAD LOAD CASE 1 UNIFORM LOAD ON FULL SPAN LOAD = 850 PLF. LOAD CASE : 1 GLULAM BEAM USED: FB= 2900 PSI . FV= 290 PSI . FC PERP = 650 PSI . E= 2000000 PSI . MAXIMUM SHEARS, MOMENTS, AND DEFLECTIONS : V = 2833 M = 6800 D = 39 . 2 /Ix REACTION (LEFT) = 3400 LBS . BEARING AREA REQ 'D = 5 . 230769 IN2 . REACTION (RIGHT) = 3400 LBS . BEARING AREA REQ'D = 5 . 230769 IN2 . SX = 24 . 46777, IN3 . AV (MIN) = 12-.-74213 IN2 . MINIMUM .BEAN. SIZE = 3 . 5 11_91.:15.331-11n____ MAX. DEFLECTION = . 1698142 INCHES = L/ 565 . 3237 A(PROVIDED) = 32 . 375 IN2 . SX--' (PROVIDED) = 49 . 91146 IN3 . D. F. = 1 . 029343 IX (PROVIDED) = 230 . 8405 . BRG 'LENGTH REQD (LEFT) 1 . 494546 IN. BRG LENGTH .REQD (RIGHT = 1 . 49'. 06 IN. fb 0 2EP11634.895 psi. V - t (LEFT) QA. l ON (RIGHT) - -- ) ; LBS . : sogUCTUR'9l 24 . 45777 TV.? . `C� ���/ ;.t't:. DEFL�a: TLL•� !*;(10 3 Li zi (PROVIDED) _ v�y22,'�9� • ;X (PROS"P. :D) C( OI��'� IX(PROV1DE0) = :': J . 8405 BRG :;LEN67H : 1:7"7) . . EXPIRES E.k. LENGTH . . . . . . .__—._s._.. -...,..�,. i ( BEAM SPAN = 8 FT. ROOF (c) l� BEAM CARRIES ROOF/SNOW LOAD LOAD CASE 1 UNIFORM LOAD ON FULL SPAN LOAD = 850 PLF . LOAD CASE : 1 SAWN BEAM USED : FB= 1000 PSI . FV= 180 PSI . FC PERP = 625 PSI . E= 1600000 PSI . MAXIMUM SHEARS, MOMENTS, AND DEFLECTIONS : V = 2300 M = 6800 D = 49 /Ix REACTION (LEFT) = 3400 LBS . BEARING AREA REQ 'D = 5 . 44 IN2 . REACTION (RIGHT) = 3400 LBS . BEARING AREA REQ 'D = 5 . 44 IN2 . SX = 70 . 95652. IN3 . AV (MIN) =16 . 66667 IN2 . MINIMUM. BEAM SIZE = MAX.. 'jDEFLECTION = . 1179918 INCHES = L/ 813 . 6161 yr A(PROVIDED) = 39 . 375 IN2 . SX- (PROVIDED) = 73 . 82813 IN3 . D . F. = 1 . 007197 IX (PROVIDED) = 415 . 2832 IN4 . BRG -LENGTH_,REQD (LEFT) = 1 . 554286 IN. BRG LENGTH;REQD (RIGHT) = 1 . 554286 IN. fb1b00.105''27 psi . c/ 3HEAP.: , N (LEFT) (RICi_r:' T^iyAk -;C . 5652 Irr:= V DR►ll t 16 . ti 41t t; 3EA.Mi . 5 X _.. . .. :. DEFLF.C_' 1 . 1.17'.' , _ :t1._-: ; _ i., . n!. x (PROVIDE:1)) 8 c� 1L, 6 1 L,ku .LENGTE k_ , . _.RC LE! C'_'I: EXPIRES tb . f BEAM SPAN = 6 . 25 FT. ROOF (d) - BEAM CARRIES ROOF/SNOW LOAD LOAD CASE 1 UNIFORM LOAD ON FULL SPAN LOAD = 935 PLF. LOAD CASE : 1 SAWN BEAM USED : FB= 1000 PSI . FV= 180 PSI . FC PERP = 625 PSI . E= 1600000 PSI . MAXIMUM SHEARS, MOMENTS, AND DEFLECTIONS : V = 2434 M = 4565 D = 20 /Ix REACTION (LEFT) = 2921 . 875 LBS . BEARING AREA REQ 'D = 4 . 675 IN2 . REACTION (RIGHT) = 2921 . 875 LBS . BEARING AREA REQ 'D = 4 . 675 IN2 . SX = 47 . 63478, " IN3 . AV (MIN) "_ 17.63768 IN2 . MINIMUM_ BEAMLSIZ E. = 3 . 5 X 9 . 25 ( o) s `• . r T " / MAX. DEFLECTION = 8 . 663991E-02 INCHES = L/ 865 . 6519 \// A (PROVIDED) = 32 . 375 IN2 . -. SX (PROVIDED) = 49 . 91146 IN3 . D. F. = 1 . 029343 IX (PROVIDED) = 230 . 8405 IN4 . BRG LENGTH REQD (LEFT) = 1 . 335714 IN. BRG LENGTH.REQD (RIGHT) = 1 . 335714 IN. `,fb, F, ,1,0971 544 psi . ; 434 ION (RIGHT) : _. ; 7 . 53478 TM . 109ROAtir fv) - 17 . b7t :•�: - ... i�X 3EA�i : __I•: 7 i . 5 X MAX . DEFI.F.: I'. :r -: 8 . 6ti3 "_ �. - ?$llir'►lle ( PROVIDED) s:" . , 7 E 91 EX (PROVIDED; ; : . '_ '1 �C27,� I X ( PRUV11 = c COVe FCC= LEWTHRF_( !: ur:n•) :.i.._ LENGTii r' +, .3__. : 633 5--7 -� t2- • Itit _ cGa ec.F gs-cs) fi L :- (4x2)(28?2)+7c-f- 715- 19(-F-- It_ 12-12. 6. (1 &. 5%x (3/2 GL (2`�c -v4) . i (.•} Y(b 0- + 25 = 36S P I L 31(6 x o`(2 Gug (24--P -V4) 0 Tzcvec &fru Cep) L = to c-E. Cti (esz) Z° z) e1-30 pc;F- i 3(7s- pax. 4x to (7F— L *2 6X g .D1F_ L ( h v (c? L r o -F-e. (A) 7_ (4.2,Xt2-Z/- -/ R_75) = 30S CURA( OPROF* ,tax- &KB DF- c- It1 48G T■M cogs. EXPIRES: - 13 BEAM SPAN = 15 . 5 FT . ROOF (e) BEAM CARRIES ROOF/SNOW LOAD LOAD CASE 1 UNIFORM LOAD ON FULL SPAN LOAD = 715 PLF. LOAD CASE 2 UNIFORM LOAD ON PARTIAL SPAN, LEFT LOAD = 168 PLF. A= 4 FT . FROM LEFT SUPPORT. LOAD CASE 3 POINT LOAD AT ANY POINT LOAD = 2190 LBS . A = 4 FT. FROM LEFT SUPPORT. LOAD CASE : 1 LOAD CASE : 2 LOAD CASE : 3 GLULAM BEAM USED: FB= 2400 PSI . FV= 240 PSI . FC PERP = 625 PSI . E= 1800000 PSI . MAXIMUM SHEARS, MOMENTS, AND DEFLECTIONS : V = 6611 M = 26770 D = 649 /Ix REACTION (LEFT) = 7751 . 38 LBS . BEARING AREA REQ 'D = 12 . 40221 IN2 . REACTION (RIGHT) = 6193 . 121 LBS . BEARING AREA REQ 'D = 9 . 908992 IN2 . SX = 116 . 3913 IN3 . AV (MIN) = 35 . 92935 IN2 . MINIMUM BEAM SIZE = 5 . 125 X 13 . 5 MAX. DEFLECTION = . 6176334 INCHES = L/ 301 . 1495 A(PROVIDED) = 69 . 1875 IN2 . SX (PROVIDED) = 155 . 6719 IN3 . D. F. = . 9869982 IX (PROVIDED) = 1050 . 785 IN4 . BRG LENGTH REQD (LEFT) = 2 . 419943 IN. BRG LENGTH REQD (RIGHT) = 1 . 933462 IN. TC1 fb = 2063 . 571 psi . PR . • BEAM SPAN = 12 FT. ROOF (f) BEAM CARRIES ROOF/SNOW LOAD LOAD CASE 1 UNIFORM LOAD ON FULL SPAN LOAD = 365 PLF. LOAD CASE : 1 GLULAM BEAM USED : FB= 2200 PSI . FV= 190 PSI . FC PERP = 625 PSI . E= 1700000 PSI . MAXIMUM SHEARS, MOMENTS, AND DEFLECTIONS : V = 1825 M = 6570 D = 100 /Ix REACTION (LEFT) = 2190 LBS . BEARING AREA REQ 'D = 3 . 504 IN2 . REACTION (RIGHT) = 2190 LBS . BEARING AREA REQ 'D = 3 . 504 IN2 . SX = 31.16296. IN3 . AV (MIN) = 12 . 52861 IN2 . MINIMUM,BEAM SIZE. = 3 . 125 X 10 . 5 00 MAX? DEFLECTION = . 3317137 INCHES = L/ 434 . 1094j A(PROVIDED) = 32 . 8125 IN2 . SX (PROVIDED) = 57 . 42188 IN3 . D. F. = 1 . 014947 IX (PROVIDED) = 301 . 4649 IN4 . BRG LENGTH:REQD (LEFT) = 1 . 12128 IN. BRG LENGTHrREQD (RIGHT) = 1 . 12128 IN. . agl�p fb 11372��96 psi . 0_ 1700 _ "._,_ (LEFT; . _ (kIGH_'t - : . ' 1.T.35 0111r471:77N 16 206 N_ 4` ,01 = 1 . _ _8 - C�` DEFT E - _ - _ PROVILEI%i =_ 1 5 :.._ . 001 (PROW.L D ;:?1., _: : _ 1 ' 42,\14 IX (PROV111112) - - 1 . 4G49 i> �'� F-C LENC;'H RE . : I:_ . , Cw� _.k. LE NC'_'I: I I -•-• • -(5 BEAM SPAN = 10 FT. ROOF (g) S BEAM CARRIES ROOF/SNOW LOAD LOAD CASE 1 UNIFORM LOAD ON FULL SPAN LOAD = 430 PLF. LOAD CASE : 1 SAWN BEAM USED : FB= 1000 PSI . FV= 180 PSI . FC PERP = 625 PSI . E= 1600000 PSI . MAXIMUM SHEARS, MOMENTS, AND DEFLECTIONS : V = 1792 M = 5375 D = 60 . 5 /Ix REACTION (LEFT) = 2150 LBS . BEARING AREA REQ 'D = 3 .44 IN2 . REACTION (RIGHT) = 2150 LBS . BEARING AREA REQ 'D = 3 . 44 IN2 . SX = 56 . 08696 IN3 . AV (MIN) = 12 . 98551 IN2 . MINIMUM BEAM, SIZE = 3 . 5 X 9 . 25 (4'00) MAX:"DEFLECTION = . 2620857 INCHES = L/ 457 . 8655 A( ROVIDED) = 32 . 375 IN2 . SX` (PROVIDED) = 49 . 91146 IN3 . D. F . = 1 . 029343 IX (PROVIDED) = 230 . 8405 IN4 . BRG 'LENGTH -REQD (LEFT) = . 9828572 IN. BRG TI,ENGTHIREQD (RIGHT) = . 9828572 IN. n fb — 11292•.289 psi . 1SGOuu, 1752 - - 5375 • ON LEFT) . . LBS . : T1. ... 1C'N (RiGH"') = ::_ 3 : LEE . 0869E 1N2 . 01°Np'1`1: 14) 1[: . : 5E.: 1 e u � BEAM :�_ _�: 5 i. Q e• MAX. DEF%,f:' 'I; t. -_ . 2 6 2 0 . . : • .- _ / _ , 51 j4 f)— A(PROVIDED) = i7� .... . kcb1 ci' alizbVID-n) - ; : . 911 + �`X RG LENC':H F:r.t ;_:1 _.:`_ - . Tf EXPIRES: _- ._ 1 . BEAM SPAN = 10 FT. ROOF (g) BEAM CARRIES ROOF/SNOW LOAD LOAD CASE 1 UNIFORM LOAD ON FULL SPAN LOAD = 430 PLF . LOAD CASE : 1 SAWN BEAM USED : FB= 1350 PSI . FV= 170 PSI . FC PERP = 625 PSI . E= 1600000 PSI . MAXIMUM SHEARS, MOMENTS, AND DEFLECTIONS : V = 1792 M = 5375 D = 60 . 5 /Ix REACTION (LEFT) = 2150 LBS . BEARING AREA REQ 'D = 3 .44 IN2 . REACTION (RIGHT) = 2150 LBS . BEARING AREA REQ 'D = 3 .44 IN2 . SX = 41 . 5459 AV (MIN) _- 13.. 74936 IN2 . MINIMUM_BEAM SIZE = 5 . 5 X 7 . 5 (6 )(6) MAX. DEFLECTION = . 3128889 INCHES = L/ 383 . 5227 A(PROVIDED) = 41 . 25 IN2 . SX (PROVIDED) = 51 . 5625 IN3 . D. F. = 1 . 05361 IX (PROVIDED) = 193 . 3594 IN4 . BROJENGTH REQD (LEFT) = . 6254546 IN. BRG LENGTH REQD (RIGHT) = . 6254546 IN. JFRP ' ' / .fb 250 909 v T V (LEFT) RIG1 1 . 5459'. 1N3 . '���QRQ�t 2 '!' °+ 3EAM .E " , E DEFLEc TI, `7 . 7128 y ' 7 7311- .- E•ROVIr)ia i = �. y,. •4i0.11% (PROVi), } _ . _ r�`_ • `�r22 N9 1 gyp_ (PRO�V/1-.U :J [E {)� e - _ .T3 <��, . . 'Ai F kG Li N.6TH R i: :I .._ , . BEAM SPAN = 10 FT . ROOF (h) BEAM CARRIES ROOF/SNOW LOAD LOAD CASE 1 UNIFORM LOAD ON FULL SPAN LOAD = 325 PLF. LOAD CASE : 1 SAWN BEAM USED: FB= 1000 PSI . FV= 180 PSI . FC PERP = 625 PSI . E= 1600000 PSI . MAXIMUM SHEARS, MOMENTS, AND DEFLECTIONS : V = 1354 M = 4063 D = 45 . 7 /Ix REACTION (LEFT) = 1625 LBS . BEARING AREA REQ 'D = 2 . 6 IN2 . REACTION (RIGHT) = 1625 LBS . BEARING AREA REQ 'D = 2 . 6 IN2 . SX = 42 . 39653 IN3 . AV (MIN) = 9 . 811595 IN2 . MINIMUM BEAM, SIZE = 3 . 5 X 9 . 25 (kK(o) MAX:-DEFLECTION = . 1979722 INCHES = L/ 606 . 1457 A(PROVIDED) = 32 . 375 IN2 . SX- (PROVIDED) = 49 . 91146 IN3 . D . F. = 1 . 029343 IX (PROVIDED) = 230 . 8405 IN4 . BRG LENGTH.REQD (LEFT) = . 7428571 IN. ERG Ij,E{�TGTH'rREQD (RIGHT) = . 7428571 IN. t>J fb1s0O976 : 8498 psi. `J u . LBS . It12 . S�tOpROF�s /41 -7 '9 3::ATyi .. i; :•:i=t.. DEFLL ] 9 i 5 AWN.- :3. 75 I::_. . (PROV.II):L c.I I 22, i.<';_(PROVDDF.C ) = 3 . 8405 ": 1 /1/44 CQ�Fic` �f�.G :LENC".'Fi PE; : - . E• i.G LENCT}: RE(.: (:<Z_ ..Ti . EXP1RES7 ._ r (• 7 . fi . . _ . • • • BEAM SPAN. 10 FT. • (h) - •••• •: .BEAM CARRIES. ROOF/SNOW LOAD - 4 1 _ '.;• LOAD CASE 1 UNIFORM LOAD ON FULL SPAN LOAD = 325 PLF. LOAD CASE : 1 SAWN BEAM USED : FB= 1350 PSI . FV= 170 PSI . FC PERP = 625 PSI . E= 1600000 PSI . MAXIMUM SHEARS, MOMENTS, AND DEFLECTIONS : V = 1354 M = 4063 D = 45 . 7 /Ix REACTION (LEFT) = 1625 LBS . BEARING AREA REQ 'D = 2 . 6 IN2 . REACTION (RIGHT) = 1625 LBS . BEARING AREA REQ 'D = 2 . 6 IN2 . Si7AA : • SX = 31 . 40483 IN3 . AV (MIN) = 10 :38875 IN2 . MINIMUM_,BEAM SIZE = 5 . 5 X 7 . 5 ( 7)(2:) '25 / MAX. DEFLECTION = . 2363475 INCHES = L/ 507 . 727 v A(PROVIDED) = 41 . 25 IN2 . SX (PROVIDED) = 51 . 5625 IN3 . D. F. = 1 . 05361 IX (PROVIDED) = 193 . 3594 IN4 . BRG LENGTH REQD (LEFT) = .4727273 IN. BRG LENGTH . REQD (RIGHT) = . 4727273 IN. fb1 c o?45 • I5,709 • _ ..*: (LEFT T . _�, _ �11 . 0483 TN? . 5`c pPROEF' pj_ e�) := 10 . s'i 2 . 2> AM ': E : . _ X : Or DEFLF ::'!'1. . 2363 1 :7 kiu 1^ (PROVIL'=;D} _.. :.; : . 562!; 1L' 1X(PROVIUI:.��) = 1 . 359: :. ; . CON04 BRG LENGTH RE'j:[ F.FT) . . , . DEC LENGTH RED:'' EXPIRES: -... -. • � Y-. C. _L J•. - i i 1 6338 S .t.k, 1s- .1 l ` ..._ _. . r c) N Dl �- 1z . . (3 (3 it- (4) 7: ( )0772 (6` , . 52C e u"F C_ `(-KG. VF L# 2 t It. . kit SS oU -1, coy ct .. (7 Ps c- (2 clIlowat.c} 6(-2- f's F TL ) -�. f goo i.J . 4 .2x1 4I-0 `r POS7s e 5k . 'hay. 6x24 p(Yi . L aK.�. C,oA+ne..- — .I 0. U 5-x) 2x 6 712-4.SS k Melt a c 2� o4 __,, 0.83 P-'F ) 578`(GYP.. } S 4 c,�-�c d ski (2.g ps-�) GEC c c�� - r -f- R(Ste. RooF10% = 3 PsF PLY woos = i. 5 ps-F. P&6 C2� D.1Z 'ps = ��$ftDROF,. / 2x 4- F o$-rc o . 43 195F- v,r- 4 << 7 SS.S = 0.8-3)0-1-/-05-+ /.4.1)/2_ = 3.2 Ps f. y</z)),a Eo :+1 <` Ca, (634 (-2.8 + I + I ) _ 4-.8 psi. TAM covey TrP L.- (pro?o s eA) :. (5,7 __. r e. EXPIRES: --~, .—�-�- Govt R. -Z( BEAM SPAN = '� 5 . 25 FT. ROOF (�) BEAM CARRIES ROOF/SNOW LOAD LOAD CASE 1 UNIFORM LOAD ON FULL SPAN LOAD = 525 PLF. LOAD CASE : 1 SAWN BEAM USED : FB= 1000 PSI . FV= 180 PSI . FC PERP = 625 PSI . E= 1600000 PSI . MAXIMUM SHEARS, MOMENTS, AND DEFLECTIONS : V = 1149 M = 1809 D = 5 . 6 /Ix REACTION (LEFT) = 1378 . 125 LBS . BEARING AREA REQ 'D = 2 . 205 IN2 . REACTION (RIGHT) = 1378 . 125 LBS . BEARING AREA REQ 'D = 2 . 205 IN2 . ..Z,1V = . 2 5 i SX = 18 . 87652„ IN3 . AV (MIN) 8 . 326087 IN2 . MINIMUM BEAM` SIZE = 3 . 5 X 5 . 5 (4-a ) MAX: DEFLECTION = . 115402 INCHES = L/ 545 . 918 A(PROVIDED) = 19 . 25 IN2 . SX` (PROVIDED) = 17 . 64583 IN3 . D. F . = 1 . 090552 IX (PROVIDED) = 48 . 52605 IN4 . BRG '1r,ENGTH .REQD (LEFT) = . 63 IN. BRG lL TGTH :REQD (RIGHT) = . 63 IN. fb" r 120'.:206 psi . . _ 1 .7 _ . 125 ?_. :..,__r;IN�; t..<r:.:. : : D = 1 : . 37652 ICJ... 0 C tl'l1. J) � . ... IJt s / MM 01111) s .. 3E['d'1 S _.1'. . J �. . ff 7 c - ^ Jam:. MA.X. • DEFL1 IC: . . 1154 : ........;; = Lj - _) . a 2- ;(PROVIDED) = 1.(j . 2 5 AUMOR^ SX. ('PROVIDED) -- : ' . 645<; :i: , ... . . - - i .0E. "G4y22,"''l 4 IX (PROVIDI-,'D) = - . ::? 0c- 11:7) 141 �•PC LENG''I PF ; CO" �•iCv LIaC'.;i Irk. ;..� . SWIM :s • f �' ,. ,,, Set ,,, 6 Z -,‘ ._'' '',,6,\ ii 1 g , .7 v ��-45:-)7 7- .x b 31 1 4— - --7.4 i,5 = ( = TM 1 s Lb = 4-- • r - *7(3 a Is(' L-hsi = ( Koch) = 4 (z# 1 —34) n8 ; o) = }119$ 5 XVW : 5 9x2 I 1 ;laTW 1)o 0) o14 , 7i -')° -17Z e 5'SSW411- S' ■11111111111111111141•00. -P 34-xml 5- 619 c1 3(`0 4Q 121 „°;5 „ 4 ; L-1 c,ro 11-D 5 f Ig 2G3no S 5 - 1 . 22 BEAM SPAN = 11 . 5 FT. ROOF (j ) OVER-FRAME RAFTERS BEAM CARRIES ROOF/SNOW LOAD LOAD CASE 1 UNIFORM LOAD ON FULL SPAN LOAD = 59 PLF. LOAD CASE : 1 SAWN BEAM USED: FB= 1000 PSI . FV= 180 PSI . FC PERP = 625 PSI . E= 1600000 PSI . MAXIMUM SHEARS , MOMENTS, AND DEFLECTIONS : V = 283 M = 975 D = 14 . 5 /Ix REACTION (LEFT) = 339 . 25 LBS . BEARING AREA REQ 'D = . 5428 IN2 . REACTION (RIGHT) = 339 . 25 LBS . BEARING AREA REQ 'D = . 5428 IN2 . i1 . 5 SX = 10 . 17391 IN3 . AV (MIN) = 2 . 050725 IN2 . /L t( MINIMUM BEAM, SIZE = 1 . 5 X 5 . 5 (2x e 2`C o(c MAX. DEFLECTION = . 6972201 INCHES = L/ 197 . 9289 A(PROVIDED) = 8 . 25 IN2 . SX (PROVIDED) = 7 . 5625 IN3 . D. F. = 1 . 090552 IXa,ROVIDED) = 20 . 79688 IN4 . ERG -LENGTH REQD (LEFT) = . 3618667 IN. BRG LE£[GTH . REQD (RIGHT) = . 3618667 IN. Lb PERP fb10C101547r107 psi . '' ` _ .-- L(24 ' ` Iv:V {LEFT). ? . c L.... . •, UHT . .r not J . -. C . 17391 P (PR DEI)) = . : I F2 . ��t�(MON,\ SX (PROVTt) D) 7 . 562S F) `: )_ OS Tv4Y22,'�`�� TX(PROViLf.: ) _ :. . ;968E ,/ ERC : LENCTE RT . F:: CO LLNC:'IH . BEAM SPAN 10 . 67 FT. ROOF (j ) OVER-FRAMED RAFTERS BEAM CARRIES R•• SNOW LOAD LOAD CASE 1 UNIFORM LOAD ON FULL SPAN LOAD = 59 PLF . LOAD CASE : 1 SAWN BEAM USED : FB= 1000 PSI . FV= 180 PSI . FC PERP = 625 PSI . E= 1600000 PSI . MAXIMUM SHEARS, MOMENTS, AND DEFLECTIONS : V = 262 M = 840 D = 10 . 75 /Ix REACTION (LEFT) = 314 . 765 LBS . BEARING AREA REQ 'D = . 5036241 IN2 . REACTION (RIGHT) = 314 . 765 LBS . BEARING AREA REQ 'D = . 5036241 IN2 . SX = 8 . 765218 IN3 . AV (MIN) -- 1 . 898551 IN2 . n MINIMUM-,BEAM, SIZE = 1 . 5 X 5 . 5 (Q4 (��' 014 MAX: DEFLECTION = . 5169046 INCHE = L/ 247 . 7053 A(PROVIDED) = 8 .25 IN2 . SX (PROVIDED) = 7 . 5625 IN3 . D. F. = 1 . 090552 IX (PROVIDED) = 20 . 79688 IN4 . BRG 'IrJENGTH REQD (LEFT) = . 3357494 IN. BRG , NGTH TREQD (RIGHT) = . 3357494 IN. ?E`;P fb T 1332:893 psi. 1000uL)._ t/ vl SHEAR. , • (LEF'.') t . ION (RIGHT) = L . 7t;5 '_ AI. • 44p. Ot , � . 755:..'18 t s / 3FAM .. . . :. _'-.(PROVIDED) = . ? : Itti:: .• L (PROVFU":'L J . . . )9 cr/ C IX(PROVIDE : 9C8C LRG LE/4GTI: RzC . ; "_I' ''' ) : . _'; i-,RO LI:;tS,1C 'Ii Rit... .<j :.'.. ) . EXPIRES: • I ! s - o : 1- o „ 5c Otc k • (2�D bV A _per Dr f OqS I'L. D 01,4-40* AlE5 41000111 --ram r s .s* e, 2+ a Cc, 34 04 CoLo' r t O rc OVER-FRAMING NOTES: 1. New Rafters: 2x6 DF-L No.2 over each truss (24" o/c) as shown. Max span = 10'-8" 2. New Sheathing: 1/2" plywood (32/16) minimum. 3. Install new 2x4 "posts" over existing panel points only. Provide 2x6 blocking btwn rafters over each post. Typical. 4. Connect 2x6 rafters to 2x4 post with Simpson "TP37" each side. Orient w/ 7" dimension vertically. Nail w/ (2) 8d nails into each rafter; (4) 8d nails into each post, typical. 5. Connect rafters together at ridge w/ Simpson "TP35" each side. t p <Crs Nail w/ (4) 8d nails into each rafter, typical. (5" vertical) p 6. Remove existing roofing, leaving existing plywood only. :aao� e22,� 44 Cove EXpIREB: • ® so/wt..- CUe,,r---- -E-1/A L t,a,c o 6 4 << (±) Ac 17,46i902'5 12-- A 11111111111a, 3/8x ( 0t(2,- EX(S-roiQ -rya ussPJs C 24-0(c. G OVER-FRAMING NOTES: 1. New Rafters: 2x6 DF-L No.2 over each truss (24" o/c) as shown. { 2. New Sheathing: 1/2" plywood (32/16) minimum. 1 3. Remove existing roofing, leaving existing plywood only. 1 � �Ea PRpcc3, F3(30I4 A 7°4 y 22.\'' (as" 1 I6 � �c ? �'�---mac D�C E 1 t2 t� 1 11 1 ,R1 (1.- / (&1/4)\ 41111.1111■■,_ b q-�5° x ca-'c`` 0 c °, L.• • t-. V" t ' { r =tt '` (5 '— 54 � 31 --6? k . 'ER--T, C'1•e'1+ (x/5) (q.t.-3 + (31•?S--x)) 3 il if 4 -tco '' c ,s..ci UCTU 4 `. rte 49 PRQP,31, z: 1 r _ I 1_ 9331 4 - • p t (� ''41 OREGON ' 0 }'22,''‘4‘ Z14(0 l,,4 cove "` EXPIRES: x 3 s 23. 1 ( -{- K 2 Q.S -f. 11-7S- — x 2 _ K = ( g. t ( 1SK (3. o8}) 44,-(212 6.22 + 434- i`f. Iq l�f. l 7-crl -f- (0/3) 13 : tzt' (3.G`�` •ar1 00813) I2.1-7 �•q� - ((fit 33 22 r 3 1; G1R C+O,0 9 z = (sX(5.90e (� EXPIRES: yN cove- (.1 i b336 , -z8 Rini r H , H 578 i(kt ,- o -=- -_., el ?: il: 14 D H e 4x 0 0 �, H4 4x to r T l 4 • © ) (8) CI: H rr \\ b r D 1' H � 4x2'' \ 4, / (s) /, 0 ,_o)., — - - - --, 4, ___.-d -:,- 0 .... L...._7 / I V- "2 . cl4X10 / ir j c r up X ffi 5���Ep PROFFf ,-- t.‘) IN /9381 l ,,,„.,9,, H gla to, c0,6.0 RENEWS 12-31- g°15 I ROOF FRAMING PLAN (EAST SIDE) : 6336 GIP x -- 21 if Y 5M∎--R-A- H H -fgict _.__. . c o w H 4x to e a \ d CO Hy `\ I-1 1 1-xiil - N / (8 0 0 -/ 66-) 1 H 4-x co ✓ V c T v R 3 II ���p PROFFff G u \�� GIHEP � H ^ I H kl /9381 l \OREGON r 22.'911 .. TAM COVE-�� RENEWS 12-31- z p'. 15 0 ROOF FRAMING PLAN (EAST SIDE) : 633g SM 7- -3 L 5' 5 p ( q8o K — Z?6 6 4,(g 4-C (co.s2 2 ?.?S) = 3556 0 x = °-st Of) 4-x DP, L 2 0 -A` E �ASe-Iitt 'QEPc/\ = SIMPSo .S " LSptt a.) 13 arge. fZGt 1- -; (_ - 13 ( _ � (3.5 (A) - (50)62'12 = 5o r c 1Z = 350* x8 pp_ L.,*- 2 (,-t(t-1) b f c, 3 So*. x 2 100 4111 •• Sx ) ►035 c ' t�•,) 4, Zx9 DF- Lit Z 2 Tv/y227 `c 'M cove EXPIRES: �- - 3 ( BEAM SPAN = 5 . 5 FT. ROOF (1) BEAM CARRIES ROOF/SNOW LOAD LOAD CASE 1 POINT LOAD AT ANY POINT LOAD = 1980 LBS . A = 2 . 75 FT . FROM LEFT SUPPORT . LOAD CASE : 1 SAWN BEAM USED : FB= 1000 PSI . FV= 180 PSI . FC PERP = 625 PSI . E= 1600000 PSI . MAXIMUM SHEARS, MOMENTS, AND DEFLECTIONS : V = 990 M = 2723 D = 7 .41 /Ix REACTION (LEFT) = 990 LBS . BEARING AREA REQ 'D = 1 . 584 IN2 . REACTION (RIGHT) = 990 LBS . BEARING AREA REQ 'D = 1 . 584 IN2 . SX = 28 . 41391 IN3 . AV (MIN) = 7 . 173913 IN2 . MINIMUM BEAM SIZE = 3 . 5 X 7 . 25 C4-' 0 MAX. DEFLECTION = 6 . 666799E-02 INCHES = L/ 989 . 9803 A (PROVIDED) = 25 . 375 IN2 . SX (PROVIDED) = 30 . 66146 IN3 . D. F . = 1 . 057587 IX (PROVIDED) = 111 . 1478 IN4 . BRG LENGTH REQD (LEFT) = . 4525714 IN. BRG LENGTH REQD (RIGHT) = . 4525714 IN. fb = 1065 . 703 psi . 4-‘1' 4 - .� J1dSGON V�CyZ2. ‘� 4t COO" BEAM SPAN = 1 . 75 FT. ROOF (m) BEAM CARRIES ROOF/SNOW LOAD LOAD CASE 1 POINT LOAD AT ANY POINT LOAD = 3556 LBS . A = . 75 FT. FROM LEFT SUPPORT. LOAD CASE : 1 SAWN BEAM USED: FB= 1000 PSI . FV= 180 PSI . FC PERP = 625 PSI . E= 1600000 PSI . MAXIMUM SHEARS, MOMENTS, AND DEFLECTIONS : V = 2500 M = 1482 D = . 42 /Ix REACTION (LEFT) = 2032 LBS . BEARING AREA REQ 'D = 3 . 2512 IN2 . REACTION (RIGHT) = 1524 LBS . BEARING AREA REQ 'D = 2 . 4384 IN2 . SX = 15 . 46435 IN3 . AV (MIN) = 18 . 11594 IN2 . MINIMUM BEAM SIZE = 3 . 5 X 5 . 5 (4-KG')MAX. DEFLECTION = 8 . 655146E-03 INCHES = L/ 2426 . 302 A(PROVIDED) = 19 . 25 IN2 . SX (PROVIDED) = 17 . 64583 IN3 . D. F. = 1 . 090552 IX (PROVIDED) = 48 . 52605 IN4 BRG LENGTH REQD (LEFT) = 28 142 IN. BRG LENGTH REQD (RIGHT) . 69 6858 IN. fb = 1007 . 83 psi . _excip PRO* . OREGON A T`M 022,N4A Cove..`' Immak 12''33 BEAM SPAN = 13 . 5 FT. ROOF (n) a) BEAM CARRIES ROOF/SNOW LOAD LOAD CASE 1 UNIFORM LOAD ON FULL SPAN LOAD = 50 PLF. LOAD CASE : 1 SAWN BEAM USED: FB= 1000 PSI . FV= 180 PSI . FC PERP = 625 PSI . E= 1600000 PSI . MAXIMUM SHEARS, MOMENTS, AND DEFLECTIONS : V = 282 M = 1139 D = 23 . 35 /Ix REACTION (LEFT) = 337 . 5 LBS. BEARING AREA REQ 'D = . 54 IN2 . REACTION (RIGHT) = 337 . 5 LBS. BEARING AREA REQ 'D = . 54 IN2 . SX = 11 . 88522 IN3 . AV (MIN) = 2 . 043478 IN2 . MINIMUM BEAM, SIZE = 1. 5 X 7 .25 (2x8) MAX. DEFLECTION = .4901882 INCHES = L/ 330 . 4853 A(PROVIDED) = 10 . 875 IN2 . SX (PROVIDED) = 13 . 14063 IN3 . D.F. = 1 . 057587 IX (PROVIDED) = 47 . 63477 IN4 . BRG LENGTH REQD (LEFT) = . 36 IN. BRG LENGTH REQD (RIGHT) = . 36 IN. fb = 1040 .133 psi. 01 11°61.4& oNI►► , V :7 Ex 8- BEAM SPAN = 10 . 75 FT. RX (EXTERIOR RAFTERS) BEAM CARRIES ROOF/SNOW LOAD LOAD CASE 1 UNIFORM LOAD ON FULL SPAN LOAD = 80 PLF. LOAD CASE : 1 SAWN BEAM USED : FB= 1000 PSI . FV= 180 PSI . FC PERP = 625 PSI . E= 1600000 PSI . MAXIMUM SHEARS, MOMENTS, AND DEFLECTIONS : V = 358 M = 1156 D = 15 /Ix REACTION (LEFT) = 430 LBS . BEARING AREA REQ'D = . 688 IN2 . REACTION (RIGHT) = 430 LBS . BEARING AREA REQ 'D = . 688 IN2 . SX = 12 . 06261 IN3 . AV (MIN) = 2 . 594203 IN2 . 2 k MINIMUM BEAM SIZE = 1 . 5 X 7 . 25 gv nQ ¢26(c) MAX. DEFLECTION = . 3148961 INCHES = L/ 409 . 659 A (PROVIDED) = 10 . 875 IN2 . SX (PROVIDED) = 13 . 14063 IN3 . D. F. = 1 . 057587 IX (PROVIDED) = 47 . 63477 IN4 . BRG 'LENGTH REQD (LEFT) = . 4586667 IN. BRG LENGTH REQD (RIGHT) _ . 4586667 IN. , c/ fbi=` `1055. 658 psi . li . )6",„61 ;N ; . . DEF . , TZCAIII1 ; ^21,�9 , CQV� LENC':is } . . • � ... Li:NC:'4 ii EXPIRES • `)$ Ctit t T 4-- 5/9 ( ¶ mA(1.1 - I . . T b ,, Y " di - - ol ii, tiv r& b 1/4-_-::, / TIP TIP. / 4-x$ , 0 co TY P. c.�sn)3 4 (8) o .00o PROP( t 0 . . , oolxt4 �, Tyr. s-TREGoti 0381 • it z:.l'fi V RENEWS 12-31-2017 ' • AI" FLOOR FRAMING PLAN (ADDITION): Note: Floor Joists MAY be 2x12 at 24" o/c (DF-L No.2) Simpson "LUS210" and "LB212" hangers. • << DA4-1o`Max) TIP- / l( -- -1 - - - - - :- - co 1 - - - - - -= - - -c.- -1 i II x i u 3 -) -) 7 g., • .t. U- IP-.. 8 7. 0 -"/ / / l l / l / / / l / // // / l / / . /, LIP. ... cos U I I 1, F-- -c_ I I 'p I I FLOOR FRAMING PLAN (ADDITION) : t � --' SPECIAL JOISTS under POST LOADS -431Psr Note: Floor Joists MAY be 2x12 at 24" o/c (DF-L No.2) Simpson "LUS210" and "LB212" hangers. Z t D JcMPsoll « `( gA4-tO(I\ax) SI M,Psokl TYP- `` 5Pr 4 g ( x)t' ----- 77-7111-1 Ti i___ -ry P_ /7/ i cl - � o ° i& rEii°/ _ u o g,-- 49 1 ,`, T P_ TY p ¢Xg I I / / / / / l l / l / / / � / 7/ / / r / l/7 ____L- __ I Ij 7 F .c. I I T / I I .-.� 7 FLOOR FRAMING PLAN (ADDITION): LL + SPECIAL JOISTS under POST LOADS f Alw Z D • 633$ s' 8 rte PAA(6 - 2 SMITH RESIDENCE ADDITION: MAIN FLOOR NOTES 1. FJA = 2X10 DF-L No.2 at 16" o/c. Lmax = 13'-0" Simpson "LUS210" and "LB210" h.d. galv. FJB = 2X8 DF-L No.2 at 16" o/c. Lmax = 10'-2" Simpson "LUS28" and "LB28" h.d. galv. FJC = 2X6 DF-L No.2 at 16" o/c. Lmax = 7'-8" Simpson "LUS26" and "LB26" h.d. galv. 2. Subfloor: 3/4" plywood (48/24) or APA rated sheathing. See Sheathing Schedule. 3. Bearing Walls: Reinforce 6" concrete stem walls. 4. Provide 2x solid blocking under all partitions. (Simpson "LUS26") 5. For connections not called out otherwise, comply with I.R.C. Chapter 6, especially Table R602.3(1). Note: Floor Joists MAY be 2x12 at 24" o/c (DF-L No.2) Simpson "LUS210" and "LB212" hangers. Jit$(}oN (/4 22.19 MARES: 6338 GSM i 5- s - ( L IRA r 0 -3 _ R-Oo g.. J o (S-TS (17 Zn e I.L r`sI Q) Zxlo De_ 2 @ ( c, " . ( G L- t 31- a b) 2X «45(e.-- L l'Lax - ( b s 2 1' 6) 2x6 Dp- L. Z e ( ( `46(: L -716 CO se_Am: L.- -7- C :- (52)(tif ) = 315 r(� OPRO% F — L *2. 0:4 c , A + M a-x (2 Di- L z Li/ vopspo < S(Mpcvr.1 " L1,t54(c a6.� `` ��+1'1' etx. rj:c22o1SS6 EXPIRES: BEAM SPAN = 13 FT. FJ (a) LOAD CASE 1 UNIFORM LOAD ON FULL SPAN LOAD = 53 . 33 PLF . LOAD CASE : 1 SAWN BEAM USED: FB= 1000 PSI . FV= 180 PSI . FC PERP = 625 PSI . E= 1600000 PSI . MAXIMUM SHEARS, MOMENTS, AND DEFLECTIONS : V = 289 M = 1127 D = 21 . 41 /Ix REACTION (LEFT) = 346 . 645 LBS . BEARING AREA REQ 'D = . 554632 IN2 . REACTION (RIGHT) = 346 . 645 LBS . BEARING AREA REQ 'D = . 554632 IN2 . SX = 13 . 524 IN3 . AV (MIN) = 2 . 408333 IN2 . MINIMUM BEAM SIZE = 1 . 5 X 9 . 25 (ZX.Av ( Up o(G\ MAX. DEFLECTION = . 2164121 INCHES L/ 720 . 8471 A(PROVIDED) = 13 . 875 IN2 . SX (PROVIDED) = 21 . 39063 IN3 . D. F . = 1 . 029343 IX (PROVIDED) = 98 . 93164 IN4 . BRG 'LENGTH REQD (LEFT) = . 3697547 IN. BRG LENGTH REQD (RIGHT) = . 3697547 IN. fb = 632 .2396 psi . L 822 I, (4' 4 /..'>)'01)51 P;.; OREGON RCw1 . Gay 1�°\ LEN(C ' • ��/ ec't cov anion: Mato -� BEAM SPAN = 10 . 167 FT. FJ (b) LOAD CASE 1 UNIFORM LOAD ON FULL SPAN LOAD = 53 . 33 PLF . LOAD CASE : 1 SAWN BEAM USED : FB= 1000 PSI . FV= 180 PSI . FC PERP = 625 PSI . E= 1600000 PSI . MAXIMUM SHEARS, MOMENTS, AND DEFLECTIONS : V = 226 M = 689 D = 8 /Ix REACTION (LEFT) = 271 . 1031 LBS . BEARING AREA REQ 'D = . 4337649 IN2 . REACTION (RIGHT) = 271 . 1031 LBS . BEARING AREA REQ 'D = . 4337649 IN2 . SX = 8 . 268 IN3 . AV (MIN) = 1 . 883333 IN2 . t( MINIMUM BEAM SIZE = 1 . 5 X 7 . 25 2x8 " ( W O(G1 MAX. DEFLECTION = . 1679446 INCHES = 726 . 454 A(PROVIDED) = 10 . 875 IN2 . SX (PROVIDED) = 13 . 14063 IN3 . D. F . = 1 . 057587 IX (PROVIDED) = 47 . 63477 IN4 . BRG LENGTH REQD (LEFT) = . 2891766 IN. BRG LENGTH REQD (RIGHT) = . 2891766 IN. fb . =.. ' 629 . 1938 psi . a 3 Ct " k _.. . . x • OREGON ��4 cove` . •~6 / 'A1 — BEAM SPAN = 7 . 67 FT. .. ' FJ (C) - --- 7 - ,; -, .7 LOAD CASE 1 UNIFORM LOAD ON FULL SPAN LOAD = 53 . 33 PLF . LOAD CASE : 1 SAWN BEAM USED : FB= 1000 PSI . FV= 180 PSI . FC PERP = 625 PSI . E= 1600000 PSI . MAXIMUM SHEARS, MOMENTS, AND DEFLECTIONS : V = 170 M = 392 D = 2 . 6 /Ix REACTION (LEFT) = 204 . 5206 LBS . BEARING AREA REQ 'D = . 3272329 IN2 . REACTION (RIGHT) = 204 . 5206 LBS . BEARING AREA REQ'D = . 3272329 IN2 . SX = 4 .794 IN3 . AV (MIN) '= 1 .416667 IN2 . MINIMUM BEAM SIZE = 1 . 5 X 5 . 5 2x &_ _� _ __ olG_ MAX. DEFLECTION = . 1250188 INCHES = / 736 . 209 - A(PROVIDED) = 8 . 25 IN2 . SX (PROVIDED) = 7 . 5625 IN3 . D. F . = 1 . 090552 IX (PROVIDED) = 20 . 79688 IN4 . BRG LENGTH REQD (LEFT) = . 2181553 IN. BRG LENGTH REQD (RIGHT) = . 2181553 IN. fb = 622 . 0166 psi . - . L1 _ .00 1 . . . 1M 1.N),) y 1 . 4 : -,b- . 0 ?N_ app S i ■ `�y22,\9� i:Jl i; L .. �� NC.� .: id,- ... . . . . - - -. \ COVG BEAM SPAN = 7 . 5 FT . MAIN FLR BEAM LOAD CASE 1 UNIFORM LOAD ON FULL SPAN LOAD = 325 PLF . LOAD CASE: 1 SAWN BEAM USED: S)I il0 FB= 1000 PSI . �-j A4-f3 ��K 4 FV= 180 PSI . %) V FC PERP = 625 PSI . E= 1600000 PSI . (3800) MAXIMUM SHEARS, MOMENTS, £ ID DEFLECTIONS : V = 1015 M = 2 86 D = 14 . 5 /Ix REACTION (LEFT) = 218 . 7 LBS . BEARING AREA REQ 'D = 1 . 95 IN2 . REACTION (RIGHT) 1218 . 5 LBS . BEARING AREA REQ 'D = 1 . 95 IN2 . SX = 27 . 432 IN3 . AV (MIN) = 8 . 458333 IN2 . ��(( MINIMUM BEAM SIZE = 3 . 5 X 7 . 25 (4 1 S) MAX. DEFLECTION = . 1304569 INCHES = L/ 689 . 8828 A(PROVIDED) = 25 . 375 IN2 . SX (PROVIDED) = 30 . 66146 IN3 . D. F . = 1 . 057587 IX (PROVIDED) = 111 . 1478 IN4 . BRG LENGTH REQD (LEFT) = . 5571429 IN. BRG LENGTH REQD (RIGHT) = . 5571429 IN. • fb = 894 . 6737 psi . V _ .. 7 '7 . 132 • E NC �! F?�. . �.• . 1, x'22, e;\ :..: CO' 038 s'Mi-k, s--S c 4, M'D - ( - , ) • n P( .— ; A-rE / J o.ts-r be-TA c l.., : . • A, . � n �" 2x6 sTups e ► b rc6(G /2 ?L•1b3o00 • 2 . (AS sft°W^' ) ►6d�DI e 7,---- 8 o(U P.-rue SI .,(.- pLAS 1/- l+ •c rJ) .. ' ' • .W( 5f 4) A:. gou-r's - pi..00oo(J. (KI PPEo TO 8"9 . .-: ..._ P.-- ./ r • • (2 #¢- Co kiI-r. : v ,•1 4\ . L • ► ,, - - --- SIMP.So0 "t-B210 • �0 µ,fl, LvAktt%eo•. . • , , 1 . Ta? FwANge . 46 -1 •. tt�w 4 •r t`-1 P. • S . .. . , ...:. Note: Floor Joists MAY be 2x12 at 24" o/c (DF-L No.2) , • Simpson "LUS210" and "LB212" hangers. ;ti h '.• ''1PE - ....K.----i....„..."aOfi • {t / . `9� �� . ( ;c_,) Tx?? DATE: --_1�f3- rte . 6 3 8 -C/4-1-k. 5---. M P - pATE/ 01ST DE 7A( L : _.,.....- ; b, 23(6 ST uvs e l o rr6(4 . (AS 5fto ) (w d colt e 7 8 "o(c, pT:.2)(S SiGG FLAT6 3/i-Hi 0.4 W( -VSn4) A.. 6oL-rs pj(wo 0D. (Kl PPE • -'O 8") - , . . . _. . _ Milai :L . (2 #¢- CO 0'(': .-o o - tJ A LL - k — — - �% ' ( tCR.. par.' . s.\ A V J , r _. — — -- SIMPSOP3 "Lg2 g n . - �P F�AN5a . �� fAJ4621 1-‘1. PP• • • O • 2 f j:, t v8 ° ...1 ir �Y22�� s� 63.11 l • '' coy (WM ..c_.) . 0,:a DATE.• 1t1 t . 6 38 .S'M6-41.. s_-S _ I M ► - • OCNA-T/ JoisT bs rAcL : 4 • 23(6 STuv$ c IIo lrqc . (2 PLYwp00 2 . (AS stow^i) i 6 d colt e 7,„-- aLIO(G. P C.2)(S SI Lc- PLATE 3/1-ill(fit(NI) W( q"4' A.. Sous Pt-`fr000.•(KiPPE( -10 .8'9 - -z:. • • V . . (2.) #¢- Co N-1 VE 3TS) 1 . i . , _..- _ _ _ SIM Pso.h4 " It B 2(o �, • - 11.2. Cs-NwAN l� i - . , . Td? F(A"-"'E ' A� H` 4e12-.r '71 P•• o . - • • 1.-7,- -C.y i qr.'i i L . (t414-(-) ._._.,_ r : _OAT 31 MI i _-I IS-8 -lit 14. P — ' I I d J of T 6gfirbE sExt-II 0 'A-(L. : f/2" PL'twoc (As st o ) 2Zx6, s-rup s f 6 uocG_ ; 11 ((vct Cbl't 8 tf o(G . IDA K 2`(� tr� @ 6 ocC-. it\ 1 3/4)' pi-■ew ono _am=_ T. P.T. 2x6 sill plate ��i/ ..-- w/518" dia anchor bolts e - ��01 ' at 32" or 48" o/c. I • 2x g e _ Z $ ' /(o stoCc_ (--s) /Pt Ilv tt Cv" . .c RUC UR,1z Cor3CPe O.D PROF�s�i bepr9E -� ''' . � 9381 � OREGON ��Z'22. `� '` i41 Co\( €XPIRES: 77-1 • - I 5: 8 -lit MD -S f._ 7-1-7- .J o►sT � M 0 ��t✓ e 1 f/2" 'L�)00 QD (AS s („o t,N) 7:- 2x(o STUDS I G aocG. ( , Cbt-t r. g (1o(G . �r ob rod x_ 2'�1- @ ac CL Al e 3/4-" pL_ Lo o eY0 1 • ' P.T. 2x6 sill plate fMa,!% w/5/8" dia anchor bolts ��it:%� at 32" or 48" o/c. • ■-__.--' x() g i 2. (o,--- 1 6o r,o(c.... L_-.).7 ` . 1 I& " c" gUCTLIi CoOC re �",i..% PROs . ip A tl _'' :.. 9381 g - ((r v,OREGON,` 8 s,,nl“, s-$ - (k - T�P t cA L_ s-cE (-J t4L.L/ b-i-► 4 • W W W CC CC CC » >Lii O O O U)U) U)J to Lc) LL)U IIII o) co a) P.T. 2x8 (2x6) plate w/ WW W W 5/8" dia x 12" Anchor Bolts 2222 at 48" (max) o/c with plate N N washers (PL 1/4" x 3" sq). I I I I NCDhf- r) Cl) CI CO N N N 7— • -7-0-p OP (,J W c4 �, UeA-lc< ?er CoAe,. gA)6{ ,)\ - 4- L Vir1R--TS 0 45t4/4-,A)c- o/4-! C ( ) ¢ G(e%r) bo wt. c r• 1 1< l 2" 4)'22,"- 174i CONA'. i EXPIRES: c FOD T t b- cccTt.O tJ vs" PL1Wi0 As s?-I-o tom. cf,U)� r r- www • w,uw z ,r ; �U)� ISS)OO N • ::-T O N�d N N N N N N .c P T 2 x/ Pc- Te Li( a. . i NW- -..4i >7.------s .5- 404 A -130 Cr.5_ ..... .�rimst 1 (i)14. cot.,---F �, F� -gyp ov- c,� 1cu., co. g ,r_s--- mi .. 0 .Z . . - .. t 4 Lwrc ` ..- (Z)-#¢ Cb 1.0 PRO- o 24, -3 6�{ '3 iC� . 9381 PE 41 riga-014 n`,91 CPrc ) 4, c 0\1` " TAP. DATE: 12/31/,_. 633s Sri.i-E-k s —q — (y- ► • 0 Se- r(013 @_ £X I STI+ F ov, S O,\T \ : <.< EX c S-r(4S C� Aoo'rl >? t CC CC >W 300_1 0 Wu)J_ C) In fit)LL. 0(/)(I)h uwww uw Ill III C_ __ 0U)pu)CI) O N N III ! I o � n n woo° ) ) M M M 44 ( 1 M M M I---I o " F.T Ci sr m Psou `{Luc2 c 1, eMSTi,.4 Go 1• CROTE POU OP PC-Ft o1 / / i / l / / z/' l l / f l l / / / cize PROP:cf . 1 41422.1. ; • .■ S" — ( ► -- F4seci(06 e., exts-r(! Fout.‘OA ctt : , LAW { EK(s-r(�� AcV/4 ›, D= W 'Atnu)LL iiii TIFF- T_ ' � {I 7-IEEE o l a . iiW MI Ill =zsx I 0)(0 Cl) ° 8sg � y 1 -- tsJ U .tf 1 ' Nail first joist (ledger) to existing framing w/ 16d corn nails at 12" o/c IKtS'('1 ■ 4 staggered. C\......... . 7 l / ,7 l / Z V l / / / l l / / v - .(2014 R 0 P/(3:1; _ Lie:i.i.C.' * 3':'' ' ali$anDI 41Y22,\*'l ,S ''4 COQ' , mss: ---- - — -. I 6-3 8 S •ti l-l-L, s -9 -- c FD— _. 5f ec t Lop --rO isew t._.0O-r-e Ww » w w as I W (4-0 psF)(44(Z) P 1-SSo (7 ' ( s20 , 8s) 0 , " 1_ 1_ 1_ www UCH _ 1- 888 pax , - 755 - 451 iii R.-t,, 4$68 (w± ' M R. c,i _ = ,08[) 4-(8o W Pore-LA u- = e = 6r °X1 s(f 5 Aii. ) 0 0 )1,e4 JA:c ,iikcil �Q QVi yx ° <',C3C)< 0 4,-) \ / ( g.91) 2.5' I219 615' 3.5 3•5' G•5 3 0 I 41 )1 ZS ( • It -34) -emu S SAS w 890 Pct w =P�F I w =79° P.E (ck) .. 03o A,,. (n aX.) ^ 7s5-4 / (15o b — (4xsorsf)) . - :,`, = 5. 8 ( �F . ' (assu � (2 (��c'py x `4. #1_ wile -t.) f = 6((� (2)(3 2`` 045i-1;4j , :,x_ `/ 4.22: soma_____ ''M cove' X33 S sr‘,-t-\ 1 c-- 5 FD - c,ke&(_ S7/'j PSoa3 62ç ) CO CD iww W0_, 0 _, �) I� - 755-- « 4 C9 L� cu.S-Ero vt- ? 1- � ( 2r7So) ( se( )- � I w W w I w W W �COCOU) r,,t,-,-, _ -il2� c X888 I- N N : 8 ci. r- +� co , el0c, b R- = 4-668 « �W481,0-co" W ( 5285 ) (5_23 ) O U 0 AD P--C. " ?os--r-`` opo.ea_ 4-E-Als :_-P._. '?. ?SScf ' • 4 X t o SVE.cl t- \ o ( ST 11!A l� c V °k) k 4-( c7(` (520c) T41 . 2S. — 226 It NeeSek (t473) - Pf it 4/ ; 2 - q27* - ,ara-milello -34f.c t ------1------- I - 3 - 6s8 II u V/ P T 2 X Co P O.S—r- A-c.,4 (13 ST x.ts.c(#.3 q E M w4 LL, 5/66 .�Q�>� R64.40' -4.7.rifaill 1 NN, fib / NO 0/ '":C1744' ' 3 6 (2 i�--�Q d< L) 4E_- 4 U`' �1/ i� .?.ate' . �-- �1(f�1J S( O� goL 5 �' . . ),i.Bi001, ,,(e fArk.0 a -31(ri:' 114,(, .)( /41 COVE' EXPIRES: _ .SOlid Sawn Jrat 7F11,11r , � - _- . •n SIMPSON TOP FLANGE HANGERS W/WPU/WNP/WM/WMU/HW/HWU/GLT/HGLT i Strong-Tie • The W,WPU,HWU and HW series purlin hangers offer the greatest design '] 7Ga r flexibility and versatility.WM5 are designed for use on standard 8'grouted 61�./i�� f�;_ nlGa. masonry block wall construction. / 1 • MATERIAL:See tables on pages 80-82. 4e Some model FINISH:Simpson Strong Tie®gray paint;hot dip galvanized available: 12Ga. )- configurations specify HDG,contact Simpson Strong-Tie. Top ""-- 7 may differ INSTALLATION:•Use all specified fasteners.WM—two 16d duplex nails must Range i from those be installed into the top flange and embedded into the grouted wall.Verify shown. that the grouted wall can take the required fasteners specified in the table. Contact •H dimensions are sized to account for normal joist shrinkage.W dimensions Simpson are for dressed timber widths. Strong Tie •Hangers may be welded to steel headers with weld size to match material thickness(approximate thickness shown)W for W,3/16''for WNP/WPU and '' �_ for details.• W for HW WU,by 1'h'fillet welds located at each end of the top flange /4e� •y' (see page 17 for welding information).Weld-on applications produce maximum allowable load listed.For uplift loads refer to technical bulletin W WP/WNP T-WELDUPLFT(HWU and WPU hangers only)(see page 232 for details). •GLT/HGLT may be welded to steel headers,see page 94 for ��you l2G. requirements. F +o• e - •{ s .. 14— O •Hangers can support multi ply carried members;the individual members must be secured together to work as a single unit before installation into 2n;-', , r. Fasteners Co) the hanger. 24' o -.''?� . —nolrep�Cd 7Ga. i d •Embed WM into block with a minimum of one course above and one ' t in n e :_ a course below the top flange with one#5 vertical rebar minimum 24'long z t in each cell.Minimum grout strength is 2000 psi. OPTIONS: '" •Refer to technical bulletin T-SLOPEJST for information regarding load reduc- WM tions on selected hangers which can be used without modification to support • (WMU joists which have shallow slopes(53/.:12)(see page 232 for details). similar) to •See Hanger Options,page 215-224 for hanger modifications srm ar) and associated load reductions. CODES:See page 13 for Code Reference Key Chart. Top , Allowable Down Loads NAILER TABLE WPU Model Nailer Flange Uplift The table indicates I Nailing (160) 1 SPF/HF LSL the maximum allowable loads for W,WNP and 2x 21010d — 1600 1600 — 'r' 1�ia%14 2-2x 2-10d — 1665 1665 _ HW hangers used on '7 i7rorr><11 . �!' W 3x2-16dx2'h — 1765 — = wood milers.Nailers ,� - 0 12. -r2x•,I -- are wood members 4x 2-10d — 2200 — — attached to the top of t -, I . r - 2x 2-10dx1'h -- 2525 2500 3375 a steel I-beam,concrete WP 2-2x 2-10d — 3255 3255 — or masonry wall. and 3x 2-16dx21/2 — 3000 2510 3375 H WNP 4x 2-10d — 3255 3255 — 1.Uplift value for the ' .� 2-2x 7-10d 700 3255 — — HWU hanger is for WPU 3x 7-16dx2% 970 3000 __-___= depths<-18'and are 4x 7-16d 1095 3255 -_-. -- for DF/SP values only. �- 2-2x 4-10d — 4860 — — Refer to uplift values 9 •l vi HW 3x 4-16dx21 — 4845 - — in table below for 4x 4 16d — 5285 — — taller depths. Typical WM GLT HGLT 2.Attachment of nailer Mid-Wall Installation (fasteners included) (fasteners included) ici 2-2x 8-16dx2'h 710 5430 — — to supporting member See pages 159 160 for W HWU 3x 8-16dx2'h 970 5430 — — is the responsibility models and information. See pages 94-95 for GLT and HGLT information. C- 4x 8-16d 1160 _ 5430 — — of the Designer. Z ci W SERIES WITH VARIOUS HEADER APPLICATIONS Z Joist Fasteners Allowable Loads Header Type Code oModel Width Depth Top Face Joist (BUt LVL PSL LSL DF/SP SHF/ I-Joist Masonry Rel. F 11/2 to 4 31/21030 2-10dx11/2 — 2-10dx1%2 — 1635 1740 — 1600 1415 — __ 17_0 -__ • W 1'1 to 4 3'1 to 30 2-10d — 2-10dx1'1 — 2150 2020 — 2200 1435 — — 110,F9,L14 cc 1'1 to 4 3'1 to 30 2-16d — 2-10dx1'1 — 2335. 1950 2335 1765 1435 — — • N 11/2 to 71 3'1 to 30 2-16d DPLX — 2 lOdx1'h — MID WALL INSTALLATION' 4175 -,•-: s-e ,, o WM 2-'/.x13/. IL12,L1,L11 a 1'1107'1 3'11030 Titens — 2-10dx11 — TOP OF WALL INSTALLATION 3380 Installation on Wood Nailer m iii 11/21071/2 9 to 28 2-16d DPLX 4T tense 6-10dx1%2 625 MID-WALL INSTALLATION' 4175 1.Code values are based on • WMU 11 107'1 9 to 28 2-'/.x13/. 4-''/.x13/. 6-10dx11/2 545 TOP OF WALL INSTALLATION 3380 170 DF/SP header species. Titens Titens 2.WMU,WPU and HWU uplift loads E. 1%to 71/2 31/2 to 30 3-10dx11/2 — 2-10dx11/2 — 2865 J 3250 J — 2500 2000 2030 — _ have been increased for wind or ce WP/ 11/2to7'% 3'1 to 30 3-10d — 2-10dx1'h — 2525 3250 3650 3255 2525 — — earthquake loading with no further WNP 1'1to7'1 3'1to30 3-16d — 2-10dx1'1 — 3635 3320 3650 3255 2600 — — 110,119, increase allowed.Reduce where F9,F18, other loads govern. WPU/ 11/2to 51/2 7%to 18 3-16d 4-16d 6-10dx11/2 1095 4700 4880 3650 4165 4165 — — L11,L14 3.For hanger heights exceeding the W PU 1'h to 5'1 18'1 to 28 3-16d 4-16d 6 10dx1'1 390 4700 4880 3650 4165 — — joist height,the allowable load is 1'1 to 7'1 3'1 to 32 4-16d - 2-10dx1'F2 - 3100 4000 — 5285 00 — — 0.50 of the table load. HW 1'1107f 3'1 to 32 4-16d 2 10dx1'1 5100 4000 4511 5285 .65 — 4.Mid-wall Installation requires 11/2 to 31/2 9 to 18 4-16d 4-16d 6-10dx11/2 1160 6335 5500 553 • . 5415 — — 110 119 minimum of one grouted course 1'1to3'1 18%2 to 28 4-16d 4-16d 6-1odx1'1 965 6335 5500 5535 6335 5415 — — above and below the hanger. F9,F18, 3W 1'1 to 3'1 28'1 to 32 4-16d 4-16d 8-1odx1'1 985 6335 5500 5535 6335 5415 — — 5.NAILS:16d=0.162'dia.x 3 111,L14 long,10d=0.148'dia.x 3'long, HWU 41/2107 9 to 18 4-16d 4-16d 6-10dx1'1 1160 6000 5500 5535 6000 5415 — — 1 Odx1'1=0.148'dia.x 11/2'long. 41/2 to 7 181/2 to 28 4-16d 4-16d 6-10dx11/2 965 6000 5500 5535 6000 5415 — — See page 22-23 for other nail 41/2 to 7 281/2 to 32 4-16d 4-16d 8-10dx1' 985 6000 5500 5535160001 5415 — — sizes and information. 79 6338 I SN.tz 1 -5-- q — ( Ft -- S J OtsT Sk)PPOt2-T 6ETA( C_ ex1 N.iq 222 So1-A71-4- WA(..L % », 2§ EK«STo.i4 AD0`1J g1 777�� b LL III ■ ;HA Z S S Z z(N co °88u 1 1 1 1 3/4.4 F'L (LJoOO . 04MM M I. V L /( ` V k.--.. i _ F TA : t-t ' ..._ XtST�►J� SIM?SO II LAS210 „ Go cfae-re vpy) ``/ / / / / 7 ! i l / l / 7 l7 7 / / r i r (s's i- Area) I CTU 4--- - 4 < , ' . #,- , 4if , _ - i--- -c--(1-3—___ _ , ,, JERGOlt.0 ',,/cove` 6338 sr.tz t4- ( `F ��p _ • FG JOIST SvPPO(z-r` t cA( L `fixi -r m1q wwW Souyc4 WAL-1. CC cc ac DMDLij CO Cf) C EX(STo.167 PcDO`KI �A � �LL IIII N 0) 0)Cn LU W W W W W W W x= == Cl)Cl) Cl)Cl) 8888 � N N I I I I 3/4'4 pL`(uooO . PT N N N H ^ 51 M?SO t " L.kitS 2 2) �XtSTr�� GAG FOv► S9ATtokk vFr) • - . r � � � s "7 7 / / 7 7 / / / / / 77 / 77 / / • CTU - • "4- - • ('1 Pre ( mu-‘) U �' L � �QUIY,‘ (l)1a2,19'‘ 411CoVe' - 633 sr-i.Ur s: ci - l `-E ED -- ( o w w W JOIST S)PPnt2 T j E -hc C, @. ex Lg-F sou-I-4- WAcL.1. CC aC D < <C <D Er a EKCST0■167 1 Pcfl0`,J in to Lo ri. i i i i 0) 0)0)0) wwww xm== co (.On to fn A`)D e7-)( B O N N I I I I (so(AD) g s4. 344 pL woo . 4444 COMChC') _. - H W O � T U j‹/F- e . Cy_ a S°t 4t ,I yl S� M� A '� �w D -P o 9 A-c o Ks -• _ i (Fie)) - P.T. 2x6 "post" under the \ , 1� "heavy" 4x10 Special Joist. V �) �` Cut for tight fit top and bottom. (2) 3/4" dia. Simpson "Wedge- All" expansion bolts (embed 3-1/2" min) Provide 6" end distance, top & bottom. l / / / .41CTU. _ -7r-- -..- ' '- 1/44 f ('Z Prey .4,4 ,, c----= . . , c M(,y ARGON ,` x. S. 6338 s14.tzi{- s q — ( vi- Fv --- ( l FSJOIST s)pcoca—r be:TAcc _ @ exIgrnf iq u w w Sou-(-4- WALL CC CC C »> w CO CO CO- C EXCS-r t4 1 pi-D0`1.1 ? CO CO CO J IA to �lL t W W W W W W W ==== 8888 � C 2x � o $ oo `/ r iii (s �r� CV gcocK- -2 u /4-. pt- u000 . M M M M 4444 c9MMM milt . 4 W O • U 1'71- .� 4.x l 0 ( LPr►-1 c 51 M?SOaL " H W 41011 XtS1-1)■-) TOP- FLAkgE -Pvv09/TcoKs (FtaD . vPY) ' 7 / / / / 7 / ( / / / / / / K / / / / / . GTU (\PROP, v (2'1 Precp ' s U C< X. '22,1 ' 6338 1 gN.tz sz- ? - 1 PO - l2 F JOIST cuPPotlT bEYA( c. @ exlg-rmiq 4wW Sou-m4- WAc_L ; XCCCC » Dw D a �J « EKcSTO■VT A-DO`1J ,1 IIII I- co L W W L 1!W W W L 2 2 Z 2888 At/� n J BONN LJ� (so1Ap) 8WC X74-* PL W000 . = 9094 , Imiliiiil . W 0 o xF7 k: ' 4)( B (see PL.A4 S) : ,c ......_... xtS�r o� 51M�SofA " 1-11A/42711 op t.SGp -Ce- TOQ- FLA►��pa (ROA) . VERA ly) . / / / / / / ( / / / / / / 7 / / / / / / 1. .I . CTO • . •-- ' e2 IsF # - x,41 eov . . eT,Pc.t.i. savt e . ii I i 1/2" plywood one side installed continuously... 7 CA i I 6 0 i above and below all D openings, typical. TIP 1 4,-,P. MIR 07-e P- O-ryf'. Y ====,_,......„-, ..":-._7.ili \_ izi e- .�-� 1/2" plywood one side installed continuously... I above and below all GI , openings, typical. 4 u G r u R T�P 5 \'�Ep PROrc i oGINE�R /9 X9381 l OREGON '--1 r- I 'c'4)-Z2."11 41) tat CCVER.\ RENEWS 12-31-aol5 r— 0 --41 .- ..____ , , ..., t 1 t I PROPOSED BRACE-WALL PLAN : -f, • 3 wwW 3 "3 < < 0 CC CC CC 2 f oa_, .•a O �■ J. (n(f) (n J /56; 1 ___3(A)1111 '56 v4 i WWWW W IIO - =i== I I 1/2"plywood one side N N S S installed continuously... r N N above and below all MI I I openings, typical. ' r0i0c^irni ... • • R4 ° 4 —-— — — — — -(� -- — — — - - — - - - --t . - 4 lt.irj `C) 1 2`` 55 w L\ 8 i , --- - g V �f �l `9 1/2"plywood one side 1 installed continuously... W above and below all : _ openings, typical. T • • I IJ I JId . . . t 1 1 4 ‘ r 9 , r_ 54_ �s4- AD,. PROPOSED BRACE-WALL PLAN: ti5.?'" 0,._ S___,---j: - :.,iii{,.41, • r'41 CO'J opfrRES: 0111111 • :...• rM `•; � CITY OF PORTLAND, OREGON - BUREAU OF DEVELOPMENT SERVICES �� o "�� % 1900 SW Fourth Avenue• Portland, Oregon 97201 • 503-823-7300•www_portlandoregon_gov/bds � _ti .mss CALCULATIONS FOR LENGTH OF BRACED WALL PANELS STORY. i ST• Multiply all adjustment factors and the required wall bracing lengths to determine the total adjusted wall bracing length for each wall-tine for wind and for seismic.The bracing length provided shwa oTT orWater than the higher of the two. Provide a separate calculation for each story. WIND CALCULATION Refer to Table R602.10.1.2(1) ce 5 h p u gg P. e). Braced Bradng Braced Required General Wind Specific Wind Total Adjusted Bracing length Bracing Wall Line Method Wall tine Bradng Adjustment Adjustment (Required Bradng Length Length Spacing Length Factor Factor(s)• X All Adjustment Factors) Provided 1 s x,21 5-75 I. 3 — 7`-� �� 4 0 / ICA__, Gs 3Z` 5575"1 L•3 71-6" << 38r. Pr- 1 3 CC '3'.2) 5.75' !, 3 . T-- 7-6, i' << Z'7— C ' a - 4 . S A Gs 30( 5.5 ' 1. 3 7 i 20 << Z?1�t it Gs 'l4 4:5' / 3 <<°" <` 32.!-.9" _. c Gc Z r 4.#9' l•3 51 /04 <c --a" ei, D E *A braced wall line may have more than one specific wind adjustment factor'. it li SEISMIC CALCULATION Refer to Table 8602.10.1.2(2) SD G D • Braced Bradng Braced Required Seismic -Total Adjusted Bracing length Bracing Wall Line Method Wall tine Bracing Adjustment (Required Bradng Length Length Length Length Factor(s)• X All Adjustment Factors) Provided el- ® c5 32' 5.5 ' !. 2¢ (O _,'o" < 4o' 0 G s 32- i. 5,5' 1.24- 6. -ion « 3a � 9 0 cc 32` 5.5' /.Z4- . (o-' lo" << Z7= & k .' 4 5 0 CS 30 ( 5;1 ' ' 1. 2 67 24 « 21=(CI 0 GS 24.( 4. 1 ' 1. 0 4 - " << 32-5`` eill 0 GS , 2¢1 4,1 ' 10 4=2" << 33 i it dO D E *A braced wall line will be likely to have more than one seismic adjustment factor.Show all adjustment factors. All information in this document is subject to change. Prescriptive Wall Bracing Worksheet 11/14/11 Page 3 WALL CONSTRUCTION t l "4- -81i L & -dpi 00/ TABLE R602.10.4.2 LENGTH REQUIREMENTS FOR BRACED WALL PANELS WITH CONTINUOUS SHEATHING'(In ties) ADJACENT CLEAR \-WRtt-FHE1 OPENING HEIGHT METHOD (Inches) 8 9 10 11 12 `/ — 27 30 33 36 68 26 27 30 — — 72 28 27 30 — — 76 29 30 30 — — 80 31 33 30 — — 84 35 36 33 — — 88 39 39 36 — — 92 44 42 39 — — 96 — 48 45 42 — — CS-WSP 100 48 45 — — 104 — 51 48 — — 108 — 54 51 — — 112 — — 54 44 — 116 — — 57 — — 120 — — 60 — — 122 — — — — 48 132 - — — 66 — 144 — — — — 75 CS-G S 120 24 27 30 — — CS-PF 5 120 16 18 20 — — For SI: I inch=25.4 mm,l foot=304.8 mm. a. Interpolation shall be permitted. 6-34 2011 OREGON RESIDENTIAL SPECIALTY CODE 6;335 -f(4- CAT- 5 mac+-S�i PAkic -S a GA') W CC CC tlicc i i i l_ (e x c s 'F -- 3— — = 4.0 cuthM) Dcoif' F/p tVoi Z. L ( -{- )(t;+.1) = 2 I + ( t .�. = 38 f � sf 5 0 ek _ (7411+ 7221-1- c " f 6-¢4G2,") t-72- viec,, _ (&o°'-- 61"-F- 5-Z4 f34 -1- s2+3‘" 3o0 2'l r 1 it FJ 2 = ((W-1- 62"-x- 824 -f- SS U\J = 32 e✓ 0 X (5 T 4 = (5M+ 5'f t( -t (6'-{-8l ) - 33 _04 �.� CTUF 2 4/4 Y22,'‘9� Locates: b336 1AT- SHEATHING SCHEDULE: SMITH ADDITION / REMODEL Roof Sheathing: 1/2" plywood (32/16) or APA rated sheathing (Oriented strand board (OSB) or plywood okay) With 8d corn nails at 6" o/c all panel edges And 8d corn nails at 12" o/c field. (Edges may be unblocked for shear) (240/180) Floor Sheathing: 3/4" plywood (48/24) or APA rated sheathing With 10d corn nails at 6" o/c all panel edges And 10d corn nails at 10" o/c field. (Edges may be unblocked for shear) (285/215) Exterior Walls: 1/2" plywood (32/16) or APA rated sheathing * (Typical) With 8d corn nails at 6" o/c all panel edges And 8d corn nails at 12" o/c field. All edges must be blocked. (260/365) Anchor Bolts: P.T. 2x6 (min) sill plates with 5/8" dia x 12" Anchor Bolts at 48" o/c. (Typical) Provide plate washers between nut and sill plate: PL 1/4" x 3" square. Interior Braced Wall Lines: 2x4 (2x6 okay) sill plate w/ 16d corn nails at 8" o/c Nail plate to subfloor. Hurricane Ties: Connect each truss and rafter to each support With (1) Simpson "H2.5A" hurricane tie. * Install "continuously" above and below all openings. %- OPROrtf ke,4 ' " T '''. e 3 fe---- ti. 2 i`G`Y22,\I:3 DES I 6338 .c. g• 7 TZ.fl - ( goo, t 1 Pc(L_ ( OL-D 141X E) : 000CO L W W i_?Q cc 8d corn nails at 6" o/c. di W J o in to it I I I Cont. "beveled" 2x10 sill plate I 1 1 1 / (2) 16d corn nails into each truss, "W W W Toe-nail each new rafter to cont C=22 8 § § plate w/ (3) 8d toe nails, typical. `N 1111 �p'� 1.- u o(. tu o T '"'" �� l • X 1, c- 2 • Simpson "LSTA12" vertical steel EX(STI 1.4 strap (thru slot) new rafter-to-existing , CCes truss top chord (as shown). -Ze"o(G .,,,..- 'i'UlCTU - t. 1-,aO ex a.�"R - ..5.:;, c 1 ;},jig GON ;!A CO\J � EXPIRES: ,3 is S • 5.- _ TZ-0 -2 5 RooF DeTACL- 130,3 izt:Dg E = 1 ,u). J W W rCCCC » OW � gll ii" )cocoa , � In Li I I I I ( (ttX) 1 --� �� J W W W • !WWII' i0)ic=nccoo l-2- IZ S N N [ 4- : : Z46 2.k.6 �“.........___f S( S00 dyc Q • "TP35`' • god Sl�Dcs 4 + 5(NIPS o" " Te37 N 43o-ri-{- Scp€S. x 1. Connect 2x6 rafters to 2x4 post with Simpson "TP37" both sides. Orient wl 7" dimension vertically. Nail w/ (4) 8d nails into rafter; 6 - i (4) 8d nails into each post, typical. ql ROA'e''- 2. Connect rafters together at ridge w/ Simpson "TP35" each side. ,:� ,9` i",;;\ - . Nail w/ (4) 8d nails into each rafter, typical. (5" vertical) ,--e—- : 4 c:::::: 3. Remove existin g roofing, leaving existing plywood only. "" ~ x; O ;'‘:\ z/p es C OU 1 6.333 S, R-4) • ne- -tss De-t-A(l, 0.. L W W »>W A 1n Lo a: 1 1 1 1 v t; 12 L W W W E ai ai ii- CO n888 IIII 8�� n CO � • copt_ -roe kSPAlLS E'kc�{-St 0 Tt P c,clok cr • • pp -musses gt oc.-- • • ;cRUCTUF 14 `. i r e°Rar,9 ir Simpson "LSTA21" vertical steel uA -P" strap (thru slotted hole) new 2x4 post to truss webbing (as shown). (4) 8d nails into each member, top & bottom. J(1. 7:3,<1/4 j`'%C0\I _. (7438 S . s,, —c ,.1 (2,0 _4, , D ie,(,,, s,EAQ-c►\c, (,)A(. .De-c-ACC, CS��o,►J) Ct CC PC Nail new rafters 0 v a J 1V2u?L�` o� (2x6 & 2x12) stud (a, to tn o it into each 2x6 I I I I 7) I w nails, wtiwL typical. wow(0 X 88NN GQ, °` u C 1 1 1 1 2 B _ Y �• Go M &, 0 G 4444 C- �z I/2<< wopd 4 1 2XC' RAT "a o -_,...1 1 I 1 Dou'a..6 D4 C I -r-.., 2.1.-- s os �24- �cG 1 I ( 1 2 1 q ik 111 I ?L‘"°°0.t7--- 1 I V Cont.t 2x6 plate GO --14- 1 1 1 ' I Shim right side for 1 1 I I 1 existing roof contact. `, 16d com at 16" o/c I into solid blocking; tit III 1 i 16d com nails at 8" o/c / N ' n 1 into existing roof. Q. \` 1 0, r "6(G. / D Q� b TY-9(6A c. . -Tue�ss>✓s r .•P801Cç , 11, ki (ikl i 4 1 V r p r 4. to pos-c- 4- ik:!, - .338 i' -.-r".- \15*.FIDANM, .,_ ... ---7---"*.---=' . .. I (Y92,\9 .1j/14 C0\1 '.?'- - 1 e�c'x�PtL� EXPIRES: .. .. - I 1 X33 ■-k-, 1s--.-c? — (f, 1 i4-A ; _______ E) ,- G D ►\ .rrc tJ "r <el-A NI co (i) co w w w acc t QQQ, J aaa y2« � ooD Lc) Lo In ir ilil wwww --iv wwww 2 2 2 2 0000 i O N N 11 11 LC) conn I I M M CO CO '4 9 9 M P...■ I 1 ( (° 1 lop W 2 8 Over-framing rafters: 2x1.2 rafters 2x4 DF-L No.2 at 24" o/c Max span = 4 ft. 2x6 studs at 16" o/c Provide 2x4 "post" (infill wall) (Ht varies) supports over trusses only (stagger posts on 2x4 flat "braces" at 48" o/c every other truss; every (2) 16d corn nails each end, other rafter. 1/2(PLywOd0 5-1/8 x 13-1/2 GLB I / (24F-V4) ��� III Existing trusses at 24" o/c. y Simpson "LU210" -( 2 w/ 16dnails. , `- i:. fY2L\ am :9 Mkt= . . 03 i,'1 > . . \' ,:uov:s r_. ���s 2 � V S�!N-S 9 Z Q dh /I 7)°„ C' ra `) Z-. -1 )a't'.L ..- hVS'ZH II "QS<LW)S Z 7) < __,)o I \ 0 0 e ` m I .719 I7 ` O - -7 rd r4 ' 1.46,0 r S _/// b b b -+ N N W W W V V 7, Ni-A-,o1Q ai1aS p9J(z) ggs ___ mmm -b l -arooc-i J•- d 16), 0 o, co Zl III 11 CT 01 I8O D D a) ((y o 11-03.59 M 33 3:1 M -1 )'d Z9Q DcW '11V -1-1J Y1QS — Q-4 )- L `s gZ `J 6z3_3_8____li S- . 6---7, ( Lid 124) —G • • SEc T b & ksiftk\ g€A---fZc ►\ WAIL:* CO Z DCC 8C1 0 & torG Dc5aJ imq _ _ 0 c cn --I sr frt Pso� �'L-3 3 o t) : �wwW SIM?$oL' �1 C��` r R 2� rte, == __ 14 2.SA (o ►1\ n 8 N N ® ./ viii WI- - ade646(yj \ � � Q col `'NIoq noMM �L / 1/Silo I% ; i 2�(v �Le3. W 2 0 ____\\■--.. \4 l2 —14 Cont. 2x6 plate w/ 16d com at 8" o/c rf'2t( Pry s into solid blocking. REMAINS; 16d corn at 12" o/c into existing roof. eXIST� `rtc.cS3-,E.s Ivu s c 6 k o(e_ `, / 81e_ 6 uatc_ r ist- -›‹ €x\sZ.c►.14 _ _ ; p AO 'RO% 4W r y OREGON 1 'CI Y22,19� '. X335 - L SM _ 1 5--(2 - (C KV-7 , __ _ _ elG--8 et--f D G.101/4-t..).__ S'E c.71 t) P J Sd Co/-I . uA-1L.r e yi0( & ) (T7 P c &kL) vs " p Y 1 -L. I 0 ix , ; -N , , ....._ t • sir (t _...._ 2x12. SOLID 3G k /`tc o ( G. <3/ ve0T H-oL5) {/2" Pl_•6w oo 6 lac 6 STUDS ,----- e ( Co " clja. V C T U R Sk • 5�cc0 PRCII4 r ( / 1N E � 0381 v� OREGON ✓t). 22.191'1 TAM CO`J , RENEWS 12-31--09 f 6336 5H(T(-1- -- --5 -C2 - t te — S LOU 0K o d F ( G EYZ D 'Pr{ L., . r- MASS, o " -V- - 4 CoO�(n� �� S�k1nS. I P t..-1 ( r4S v gok Gott. iJAct-s 7 6 " a ( G t\f ,,, °- 1/2." PLY CS)_ (2) 16d corn nails into each "Gable" 2 l2 truss stud (verify 24" o/c max). 11 --4r7 Zx (2 ILAPTY2l -- 4 E Z. . iv FA .r r <4i>. Zx4- (2x C ,...,__ Xt S'r(LI q• -.fir, . 074 ttA; f 381tk'E . : S-ND (,)Ac.c . '-€....:y;"7"- f 'Lot- Fr ' V 1 Pg.nv Boa. oas V{ y . [ _ (Q33 8 SR. (.0 T•I pc CA(____ Picig La Go A LL DeT_A( L __: Vz"pL.-t 000o sd com • vs4(Ls 1 -1-(e P. ) / 1 1 1 • uts-Trz_ 5-E.,s- e .4------- seti, , •-•••• •--411. ... ."."' °I.C■., /\ . ! Yi" pLywoof) TtP(c-AL„ - • „ . i . _ ___ . 1 . i . i - I Pr- L --- --------A) cTh tiii:141;..10 1**- 1 % f N ) .."'./,.-C / . 41 C 0‘4V-1:-V ' - , • . 91 f-I-, s --c-z- RP - 1 o _ . Spe. AL (JAL , -- r°pF SC ell be \ WWw xCC CC = W O°d -_-_" iii I t2 00( coM C � `e(C- IJLTWw L W W W r2 =2 2 2 cn :ow B O S S 7 T I i l l Q Q h. c ,, 1 a M C7 ,� 1 ' r6A8`W I U ^ 5c. tt .._ ....4.1„ ...____,„ 0 s(MPsoo rte- 1` '/2u pLYwooD- �� L3o It TYP• e2ir °tL . 1 s-itAesoki .,.. --- ,...---11.--.:1.• G( ``{-}Z.Si}u (T ) 1 1 Ix+ (it(o3) S`[tlDS e., t fo 4-(c. Cie Cep) UCTU v -.x Ash;nt4 .4Y22,10�" •t, DEEP TR uss EAV e sEGTc o 12 ( 4 -____--,, 0 1 TraussES )t v+ es4-".,, "FfiNAC , J� 5 ■ K(►.S4 i �i o`� 1/2 i \ ( C • 4) N.„,, in i---------5- NMI el (/Z`( ?Lr.,5bo9 -MUSS es. 1 2X6 s7UDs e z4 o(LI C,us-r ALi6t (,w/ t1akssEs) 4 3 C T V R OF-L 2 55���� PROft - �lGINEr4 9 /'9381 OREGON Tai CO\O\ .3 g (s 5--c Z C20- ( - elT P Pc,AT OE-T-Pc--c t._. : C3 c,2--(-`ct PP JS E t_._ `/2," PAYwoop \ x.1- 6 -ck( 4 \ \ sTJ pS (22`f&t1 0/ ) 2+n oCc_ ` \ 1 (CA Cam. 8 "0e- - \ f `2- - '4---) I; © (p �1 7) k P 6 "o(c. TYP«c. . --------Y2 ti pC.y oo O . 1 2x6. s- u0 @ IC. 'cofc„ ,1.000kii-u:.' 40 ZX 4 S-- J as— v Y ) 70?R 0/5tri5; ,701NR, 4 . f '49 9381 ONI a T-0'22,.°. ,s fill C Ou EXP1RL S: 1 - _63_3_8 1 - - - 6--12 R-°— (3 -- CIIIILevA/LorJ U(e-kl % 6LoC 0..i4 E'Aki LS. v ti f `' PLiwon 15) ,,,k,) P I _ . l - jZ. . A , i .. , _ poi A •1 � w _ i i \ 1 1 1 I\ \ I \, \I \\N. • P I I ti . .iici 6 s15 4:11 \Sx 6 ; \ 2r _ Zx4 1 • /•� I_ "-- , 2g- -� \--bor x),.\ 4 . kii • YS"FL‘fWod O ZK C (3t-4)c. �t TEIP . pA,-S€ 5 w 1 , PLAMS 1 CAS S -o(Aw ) C¢ ° CT URf •x(60 PROit �� _,,G 9 I xE • 4 19381 `?^ OREGON C - `9 114 MO x x , c • 0,,, p. • RENEWS 12-31-2-0 is X335 SM- s-(2- c41- f2-6 - • • exts-rc;\6t Roop 7 1-ie(A_. -F _ CCM » >w 100 )C/) Cf)--I ) LOLI)LI III )al U)cl) •1- 1-1- ,www iwww t i888 gA GoM . ►-SP l-5 a la(G III r?------. -Ize etc.&(..- : 818 '8 INN ,- X ir q ek o '2 EXkS-n►■ CC o 4A---------- M2-U.SS El \ 1 (GA ( 2 40(G X. VI — I 6 "oe __- 1 CAT eAcbF ``STv©k) t i 6 A ,.5 , i_NN.L. I 130(013)5 5RCTU c:_-----.______ �GiY221�', `,� ..,iii EXPIRES. • 633 8 I ,SM 1T+4. 12 ( CAK\— c4 o P r — LftZ` 2AL, qs5 n p q- ex f. Pte. W- 0" CO Cl)CO § LJ 4-Th ! cnmmm - - ¢; Z wwww xxxx LTh i4olcs6 l32�c�0 WALL- cr„ = f f. 2 Ps-F C K 0.57) C � — S G o. SS t F = Cic.2Y.s6Xl.g5.7C;01/2 + 543) -37 141 cods *` 242. p os*. 0,Y22.1� ,` /41 COVe WNW 6-;-g$ I s .l-r1-1- I 6= cZ c 4- CAKI - 2 5-E15M (C : SS z 1. 0 e ; 1. l cc cc ww hcc0.7 3 3 n- Z<<Z A s ) - 0.7 1[) Lt)LL I I I e5 _ , ZO.� www xxr NCC gg III LEI L)e wr IZOofI Li q 3 Ps-1 0 Pte_ P LY ao 6 = I`l-z. Psi r sx.s e 'L4'`‘ o(G =. 1.2 Psc Cos(;,;612 G o1 F f T .Sieocrf T -s c = l• g PSC< toe_ 8 P&4 04-on-1%) BeAM( : 4x to = 7. 2 P !o Pty. 60(- q. 2 P uF V4I �g x22`(2) - - ( 0)a.5x3-€ ao) (_fir;b) 117c -f--- 400 -{- a,o O fin)C- bhs cols. 1_770 ' PAD 47, ;,.,7* F - (sos)0-n-n o 365- # kti r �2� � �.'� �.v�Y22'�9�1 �P '�cove WIRE S: 6338, Sitt cry I $4Z- OLU best Lt ( ,� ,COCI, W W :CC CC !§§LJ P AcadL _ (' 4-)(1770) = 708 * iii ___ p - (2s)( )(to`) i G2g iv,v,to Sno1,.1 :888 \ . 242 7 (2( Ea) CO c) (' -� • (k„) 2 W �* # los I2S �:t6 �--i 242 ;o _o -1 4P- / 77/ � t 9 2'? "� l `I 7°$ � W � 2333 4/ m - 1-S6 - P T 6KB , . GTu tAr16-ro2, (8 11 ( 'y ei 2� - r,4 72,i9�� 4 cove- EXPIRES. :gam Q a�o��,, )-sd 8f = g•4, v g-2z 7- (q-';‘4) dn monpw- ( J.' a-4 b) ys'd g 'ZZ — =- d Z - � IVY?n ,-14*-- ! v .i�oa0 � 1 1 - ' -z,- ' '2,'E. - -.12.1s1 o No ,.. .' I7 - ' 1;1 -- ' z-z - Saroa o l'8) N 051 -2rn ' 0 )0) - 1 32)( H. -' S CI \I t ":" d ; 5.1.c-mac-/oak4 09 -L'1 — _50. --2,.// 1 I T ,d,sd -x '11 - = Ts' -'112 _ j n7 _ ' nbW Z V -- -2.5)1 c- 5 a U'Vf\ i'l 2 � s�14`'a� 1rn. \ 4 O , ' J -- 9 ' � ► was o m m .2.---5--y:� _ 4/1,---- z-i7 101 a S-12 ti 2A V V s 911 .1 J\ 1 1 1 mmm � 1Z_9 = I I I T 0, U1 m sL•3 f Z/i 1)) c?_i_L_ ��� '°II NSW a K I ' g ' d' 3 +MW _51 °. J- 11 d o • Company May 13, 2014 • Designer 5:32 PM . Job Number Checked By: Global Display Sections for Member Calcs 5 Max Internal Sections'for'Member Calce ,; 7 Include Shear Deformation Yes Merge-Tolerance'(in) , .,, . i`) ,1=Wr P-Delta Analysis Tolerance 0.50% • k — Hot Rolled Steel Code AISC: ASD 9th Cold Formed Steel Code AISI 99: ASD Wood Code NDS 91/97: ASD t Wood Temperature ,<"100E I o Concrete Code ACI 2002 Number of Shear Regions _ 4 Re•ion S•acing Increment(in) 4 Concrete Stress Block Rectangular IUse Cracked Sections Yes ii ."i Bad Framing Warnings _ No Unused Force Warnings Yes Wood Material Properties _----- Label Species Grade Cm _ Emod Nu Therm(11E... Dens[k/ft^3] 1 1 Hem Fir Hem-Fir No.1 1 .3 .3 .035 Wood Section Sets Label hape Type Design List Material Design Rules A[in2] I(90,270)[i... 1(0,180)[in4]., 1 WOODcol 6x8 Column Rectangular Hem Fir Typical 41.25 103.984 193.359 Wood Design Parameters Label Shape Length[ft] Le-out[ft] Le-in[ft] le-bend to... le-bend bo... K-out K-in CH Cr Out sway In sway L 1 Ml WOODcoi 10 2.1 2.1 Member Primary Data Label I Joint J Joint Rotate(deq) Section/Shape Type Design List Material Design Rules [ _ M1 N1 I N2 WOODcol Column Rectangular Hem Fir Typical Member Advanced Data Label I Release J Release I Offset[in] J Offset[in] T/C Only Physical TOM Inactive 1 M1 L L___ I I Yes Joint Coordinates and Temperatures Label X eft] alibi Temp[F] 1 , N1 0 1111 0 i 0 � 2 N2 0 10 _.0, .. Joint Boundary Conditions Joint Label X[k/in] Y(k/iin] Rotation[k-ft/rad] Footing I 1 I N1 I Reaction Reaction Reaction RISA-2D Version 7.0.0.6 [C:\RISA\Smith Canopy 1.r2d] Page 1 -Company 5May 2 1PM 2014 DeiNnuemr ber Checked By: Basic Load Cases BLC Description Cate•o X Gravity Y Gravi Joint Point Distributed 1 Dead3Load None 1 3 Wind (horiz) None _ 1 Member Distributed Loads Member Label Direction Start Magnitude[k/ft d...End Mag_nitude[k/ft,d... Start Location[ft,%] End Location[ft.%1 No Data to Print ... Joint Loads and Enforced Displacements (BLC 1 : Dead Load) Joint Label L.D.M Direction Ma•nitude I*s^2/ft 1 N2 L Y -.708 Joint Loads and Enforced Dis•lacements BLC 2 : Snow Load Joint Label _ L,D.M Dir-ction Ma.ni .e -ft in rad `s^2/ft 1 N2 L Y WNW -1.625 Joint Loads and Enforced Displacements (BLC 3 : Wind(horiz) Joint Label L,D,M •ection Magnitude . -ft in,rad *s"2/ft] 1 N2 L I X .242 Member Point Loads Member Label Direction Magnitude[k.k-ft] Location[ft%] l No Data to Print... Load Combination Design Description ASIF CD IF Service Hot Rolled Cold Formed Wood Concrete Footin•s 1 1 Combo#3 2 Combo#5 I - 1.15 ' Yes Yes Yes Yes Yes . 1.6 Yes Yes Yes Yes Yes 1 3 Combo#6 _ Yes Yes J Yes Yes Yes Load Combinations Description Solve PD... SR... BLC Factor BLC Factor BLC Factor BLC Factor_BLC Factor BLC Factor BLC Factor BLC Factor [ 1 Combo#3 Yes 1 1 2 1 �� 2 Combo#5:Yes. 1 1 3 _ 3 Combo#6 iYes 1 1 2 .75 3 .75 Fr I Joint Deflections (By Combination) LC Joint Label X[in] _ Y[in] Rotation[radl 1 1 N1 0 0 I 0 1 2 1 �N2 ta` � , ? x.: ��, ,=, D� � •-.; � -:005 _ '0 � . _ 3 I 2 N1 0 0 4 ` 2 N2 — — —:556 y -.002 -6.932e-3 5 3 Ni Sw 1 0 0 6 3 N2 — _ .417 -.004 5.199e-3 RISA-2D Version 7.0.0.6 [C:\RISA\Smith Canopy 1.r2d] Page 2 Company• May 13, 2014 Designer 5:32 PM Job Number Checked By: Joint Reactions LC Joint Label - X[k] Y[)<1 MZ[k ft] - Ni 0_.-- 2.333 t 1 0 2 1 1 Totals_ r-__ 0 2.333 1 3 1 COG (f1)1 X: O - - Y; 10- 4 2 N1_ -.242 .708 2.42 5 2 Totals: -.242 .708 6 i 2 I COG (ft): X: 0 [ Y_10 7 3 Ni -.181 1.927 1.815 8 3 Totals_ I -.181 � 1.927 i-_9- 3 COG )_: X:0 Y: 10 Member Section Deflections LC Member Label Sec - x in y[in] (n)Uy Ratio 1 1 M1 1 0 0 . NC 2 ,2 . -.001 0 NC 3 3 -.003 0 NC I 4 4 1 -.004 0 NC 5 _ __ _ 5 -.005 0 NC__ 6 -2 T �- M1 � 1 0 0 NC 7 2 0 -.048 2496.377 8 " 3 -O , -.174 689.176 9 4 -.001 -.352 340.754 ! 10 5 -.002 -.556 T 215.753 11 3 M1 1 0 ---0 NC 12 2 -.001 .036 3328.503 113 3 -.002 -.131 918.902 14 4 -.003 :264 454.339 15 5 -.004 1 -.417 L 287.67 , Member Section Forces LC Member Label Sec Axial[kJ- Shea-r[k] Moment[k-ft] 1 1 M1 1 � 2.333 _-_ 0 I 0 2 T 2 2.333 0 0 3 1 3 2.333 0 0 r 4 4 1 2.333 0 0 5 5 2.333 - 0 0 6 2 M1 1 7 .708 .242 2.42 7 2 .708 - -_.242 1.815 8 3 .708 .242 1.21 9 4 .708 .242 .605 10 5 .708 .242 0 11 3 1 M1 1 1.927 .182 _ 1.815 12 2 1:927 .182 . I_ 1.361 13 3 1.927 .182 .908 14 4 1.927 .182 .454 15 5 1.927 .182 - 0 Member Section Stresses LC Member Label Sec Axial[ksi] Shear[ksi] Top Bending[ksi] Bot Bending ksi 1 1 M1_ 1 .057 l 0 0 0 . 2 - 2 .057 0 0 0 3 3 .057 0 0 0 4 4 .057 0 0 0 RISA-2D Version 7.0.0.6 [C:\RISA\Smith Canopy 1.r2d] Page 3 Company May 13, 2014 • Designe 5:32 PM Job Number r Checked By: Member Section Stresses (Continued) LC Member Label Sec __-- Axialjksi] Shear[ksi] Top Bending[ksi] Bot Bendin4Lksi]_ 5 5 .057 0 0 0 6 2 M1 1 .017 .009 -.563 .563 7 _ 2 .017 .009 -.422 .422 8 r 3 .017 .009 -.282 .282 9 4 .017 _.009 _ _141 .141 C 10_ 5 .017 .009 0 0 11 3 M1 1 .047 .007 -.422 .422 12 2 .047 .007 -.317 .317 13 3 .047 .007 -.211 .211 14 4 .047 .007 -.106 - .106 15 5 .047 .007 0 0 Member Wood Code Chec = Combination) LC Member Sha•e C Max Loc ft hear... Lo ft Fc'ksi F'ksi Fb'ksi Fv'ksi RB CL CP Eqn 1 1 M1 6x8 .318 0 ' .000 0 .178 .747 1.092 .081 5.455 1 1 .182 1 3.6.3 2 .. 2� 'I '' 6x8 .399 0 .079 0 .18 Iill4 1.52 .112'`.5.455 1`' ,133 3.9-3 3 3 M1 6x8 i .584 0 I .094 I 0 .177 .65 .95 .07 5.455 1 .208 3.9-3 • RISA-2D Version 7.0.0.6 [C:\RISA\Smith Canopy 1.r2d] Page 4 X33'6 I S.n 16-- (2 -ecf- cA 6, Tt?CCP<C. CALC 0PLe -FDo- z ►SCE DETA-CL nCO V) 11 W W Z CC CC o pp W 3 °°� p.-r C. )(S iii 1 o./ r o.S T_ -r )(CAL._ II- (r)(.0 LWww EM CO Cr)CO CO`t∎G(Z1�/�{"e� `�off,4T 5 � O N N (/J AUc �TG_Vv �L1 .0 co 1.-- r. ___7-:9 M M M l DD f - -1 1 W ` 5I 8 u et) o \I >)( PO61i (� � Vz u) + -5‘c-- \ -- ` �± � ` ii 7 i // / • / u ti TITICAL " C“ / l 8 w'stY- (D/AttE E9 UCTUI . !clp D ROP/ nn DESIGN EMPLOYING IBC CHAPTER 18 LATERAL BEARING a \� ,, 13.; FORCE = 242 LBS . q HEIGHT = 11 FT. ABOVE GRADE. MAX SOIL BEARING PRESSURE = 300 PSF/FT . = FOOTING DIAMETER = 1. 5 FT. +(14)122 \4‘ POLE/FOOTING IS NON-CONSTRAINED AT GRADE �61�J CO t� MINIMUM DEPTH INTO GRADE REQUIRED = 4 FT. oong: 6338 I Sit 15--- 14—(Y" CD — t gcrxe b rkcc_ (SEtttoL ) : A CO Cl) UW W ,' .1/2" plywood (typical) 010 In U. I I I I 8d corn nails at 6" o/c (typical) 0 wow uriitirii "w W W 2x8 DF-L No.2 at 24" o/c 0222 ow(/)co 0888 N N I I I I 2x solid blocking (typical) II- VI cra ,,,___ ,`I. 1— **), —___I 4 0 03 0 CO W 2 O V A -m I g I I I I I Simpson "H2.5A" hurricane ties, typical. 6x8 Ridge Beam (DF-L No.1) II P.T. 6x8 post (beyond) CI Hem Fir No.1 I I Connect 6x8 beam to 6x8 post I471) w/Simpson "CC66" column cap. L._I jCTUF ,,IN,oRngt - 0 37 . -7 . ." 4. ---,...-1---___ :,. uu �� cp.-r. 6x8) r �Y22,�9 X41 Cove¢ I `� EXPIRES: MO 63348 I S.lVt,1-'4. 15--(cP —( `f- CP -2 , 04, -Ypt L. JEi sE c O n W�W� L ince 3S 12 NE E 1/2" plywood (typical) W W AtN 0A � 8d corn nails at 6" olc (typical) 2888 12x8 DF-L No.2 at 24" o/c 112 't 2x solid blocking (typical) 2 O U i 8 S GAS—BEAR !- Y s S I 1 1 - - - " — — — H2.5A"r Simpson H2.5A hurricane ties, typical. Connect Gable Beam to Eave Beam with I 6x8.Eave Beam (DF-L No.1) Simpson "HUC68TF" (top flange'hanger). ( .I I P.T. 6x8 post (beyond) Hem Fir No.1 tk ,,.., • Connect Gable Beam I .T� Connect 6x8 beam to 6x8 post to center post with ( � � w/ Simpson "CC66" column cap. , Simpson "HUC68" L. — if (top flange hanger). �- c1 I S-7--"-,..._L____ 41 Cf:c 6)(6) f - ousoolv,, , 71Y22:\9'‘ r/4/CCINJ EXPIRES: 111111 i L-33 8 1 Sf'l,l'f3, 1 5-( 4 -( 1' « - 1 W000.__. 12. -r- +s( )3 i CALLS l 35- pc_- . U) (.0 W W , CC CC a O J co. J 7 Lr■ Ell Fes--F-F-- C/.0 J i±±1/-1j C 0 r1 " . `/w w W W W r ` mot' 1— Q H _ ( ( r� I Ix=(0 (0 L_ U l C� S88 1 _ q 1 (t' il 1 I I 2 (Ci :il --% S4 --i^ 44% 11� i co Psi. ■W ` 12;T: Q-� �- .� O c _ Bs 57PF o c ____ ( 5-64P7,c_t . __:_. __\_____. F .-.e.4 4° ,46, `` . „-- U_ . (05 Ps 4T. < , < . r ` R c t v* „-- - ( 07 pup o.0 c - Al. S ao-rro , 113 PLF 0 12:1: 'Lx G 12-e-4-61i 1 h Gf r4S . „,vRUCTU z_ C-ci)(g50X1.3 0.r 5) = 1lq. psc t'ii9uR()%x(94 ---7,1 n # ( - CC2-- ` /;Y22,\g ,t a (L LI 1%C0\0- EXPIRES: I ›338 S . 5--I* -( - '16grAO.S l 6( ---t'.S : ((2`` d(c--) ww t11 w 0 C5 1 1 3 ' -3-3 (/) co Cf., I- I-I- www Www 222 50tt. sss pf.eSSU/LeS j iii (oS co n n if- 31 35 I OS is-P: -38112. (q tit. c et 112. Zb U ir 12U 4ir (24 jr S y41 -/ - r d, T T T 1 C'5- 113 6.5 !3 Z rP 32 P c,F 13 11-7 3q 17- PUF- ez 6C °k P tF L_.(24 0 ikkICT u `0 _KS -� GcfL-r (MQx, o� t,ik --- TVz pt`( e <<z c.c-) , zg RS c— isisuoi,. , ( tick( T�4 '12,'"9 Cat kcri .41 c0'J .. DES: r 638 (Z_cAS -3 0 CO (/) L W W Y CC CC 1 Q Q fr n,CO CO 2 J A A to LL r I I I I G Acnmco - - L w L 1111 P.T. 1/2" plywood both sides. 0 CO CO CO 8d com.nails at 6" o/c (typ) n' 888 N N 1 1 1 1 P.T. 4x6 top girt with wr. r. V N N Simpson "HUC46max" 75' 44 each end. 0 611 L, X P.T. 2x6 girts as shown — with Simpson "HU26" each end. Simpson "L50" angle to column, typ. All steel in contact with P.T. chemicals must be hot dipped galvanized _ (or equal). r UCTU rno l . I / ( ( ( Gy22:\ ES: tt,1 BEAM SPAN = 9 . 333 FT. SITTING BEAM LOAD CASE 1 POINT LOAD AT ANY POINT LOAD = 200 LBS . A = 4 . 667 FT. FROM LEFT SUPPORT. LOAD CASE 2 UNIFORM LOAD ON FULL SPAN LOAD = 15 PLF . LOAD CASE : 1 LOAD CASE : 2 SAWN BEAM USED: FB= 1000 PSI . FV= 180 PSI . FC PERP = 625 PSI . E= 1600000 PSI . MAXIMUM SHEARS, MOMENTS, AND DEFLECTIONS : V = 158 M = 630 D = 5 . 26 /Ix • REACTION,J (LEFT) = 169 . 9868 LBS . BEARING AREA REQ 'D = . 2719789 IN2 . REACTION , (RIGHT) , = 170 . 0082 LBS . BEARING AREA REQ 'D = . 2720131 IN2 . L: SX = 7 . 56 IN3 AV (MIN) = 1.316667 IN2 . r MINIMUM BEAML SIZE = 5 . 5 X 3 . 5 ( (+S(0 u " arcs MAX. DEFLECTION = . 2676703 INCHES = L/ 418 .4102 A(PROVIDED) = 19 . 25 IN2 . SX` (PROVIDED) = 11 . 22917 IN3 . D. F. = 1 . 146719 IX (PROVIDED) = 19 . 65104 IN4 . BRG LENGTH REQD (LEFT) = . 0494507 IN. BRG HUGTHJREQD (RIGHT) = 4 . 945693E-02 IN. PERP - fb1S00673 .2467 psi . SilEA:: . . ..... . 'ION (LEFT) _ . . 9856 :REQ'D = � , .'£UN (RICHT) = 1". j . 0082 RIND :.:�L. .._:;�' D = �� 55 IN' A - - 1 . .__ S5 .: . Q AA ''UX BEAM `' i ,,- : I� aUlV,� DEFL1:::` 1:.!i - . 2676'76 :(:i.E:= = ! t _3 . '�-j ' 2! 9� � A (PROVIDED) = COV�� SX. (PROV:I�t,n) 11 . 229_ . � ,.. 3 , :- 1 . 146 1K (PROVILE.:-) _ :. . L5104 _ - I . I S: J BRG LENGTH REY1 ; _EFT) 1 . BRG LENGTH REc : BEAM SPAN = 9 . 333 FT. RETAINING GIRT (STRENGTH) LOAD CASE 1 UNIFORM LOAD ON FULL SPAN LOAD = 66 PLF. LOAD CASE : 1 SAWN BEAM USED : FB= 1000 PSI . FV= 180 PSI . FC PERP = 625 PSI . E= 1600000 PSI . MAXIMUM SHEARS, MOMENTS, AND DEFLECTIONS : V = 257 M = 719 D = 7 /Ix REACTION (LEFT) = 307 . 989 LBS . BEARING AREA REQ 'D = . 4927824 IN2 . REACTION (RIGHT) = 307 . 989 LBS . BEARING AREA REQ 'D = . 4927824 IN2 . SX = 8 . 628 IN3 . .. . AV (MIN) '= 2 . 141667 IN2 . "PJC7F MINIMUM..BEAM SIZE = 1 . 5 X 5 . 5 ?•T 2 x MAX. DEFLECTION = . 3365891 INCHES = L/ 332 . 7381 A(PROVIDED) = 8 . 25 IN2 . SX (PROVIDED) = 7 . 5625 IN3 . D. F. = 1 . 090552 IX (PROVIDED) = 20 . 79688 IN4 . ERG 'LENGTH REQD (LEFT) = . 3285216 IN. BRG LENGTH REQD (RIGHT) = . 3285216 IN. Gov fb1o0,1140.:893- psi . (► Li 0`44-1 I • '.:7: iONT (LEFT) 31. :2":7 'D :1c !RICH. ! _ ... '_) -- . • z, . 628 I:Iv:3 . MAX . DEFLEcTI . 33r r 97 .. '.: :S "s«,. � V A PROVIDED, (PROV1:):11), D.P. 1 }. (PROV I:1I;..) = :. . , 9 i.ii ERG JENG H RFCD RFC IN. 4., :43 .BRG .LENGTH 18. L 0 "CANOPY" RETAINING WALL PLAN : JWLU it )»W C) U)--I IIII / ` )v)v)CI) J W W W �p-�'� iaCOU) l ' �Xa. s g g 12, p pos-r (TYp, IIII 3 C,, ,,, „ Q a W 2 U 1P^r. 4 x ego 7 / / l z l l //-/ Pa ; 7P./i//J// (2x� / - . DPRN;t7i,--ii, ,: 4 • 4, Csaa1F, .3°o41 COyeC I8: _ 3-0235— 50 SHEETS —5 SQUARES COMET 3-0236— 100 SHEETS —5 SQUARES . 3-0237—200 SHEETS —5 SQUARES 3-0137—200 SHEETS — FILLER . • -- DESIGN EMPLOYING IBC CHAPTER 18 LATERAL BEARING FORCE = 315 LBS. HEIGHT = 1.25 FT. ABOVE GRADE. MAX SOIL BEARING PRESSURE = 300 PSF/FT. FOOTING DIAMETER = 1.5 FT. c POLE/FOOTING IS NON-CONSTRAINED AT GRADE `.T-- MINIMUM DEPTH INTO GRADE REQUIRED = 2.75 FT. 14 P � Cn( H x )X Q I } FL' i � � 11, ,, , 1/4...._.... , A „i„,„,,..- pp.- ...3 0 ---\--_,,_ , „i / 0 ( hi I) Ctlax. , v - T v -� F 0 w c,, 0 N Cr ""): 1---.' tl -..?' cr '' III 4 ' i5. 7 ry r v \1 1 r CTj �J '"P % ) ' ....4v KO -- -- 1 :3381d)G 4sNoo 011.; .,, .).,v,,,, # 4 €! L_ ti tr. r 3-�.�,,' /7 / 7./ N► ‹t'af......21-V' N _ '- ' / ' * / - / � �V S-1)) \ ; . - / �c1 31. 21'JiI a' \ , ' • N\\‘ 4s' , , . / S 3d 75 j-11-08 -------- Q�a� bfl SN pN SS • tuna S SV - . ___ mmm r_vim 417(-)2 'I'cl (.0 ii, co H I , sir m()i Q1 h ) mcc; mDn: (\--4 o 1.1----) 5 ) 4) 33 xl: VJ- J r' 1 aoJ. -- ,L.sQd (To :, s - 7/ ,--H- � .1-15 I g�Lq � '� - 4 .