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Plans (4) /trtST 02-0I S--- C0115. Hc.: l S Y0Z CI,} 66(f- tu4., HORN CONSULTING ENGINEERS LLC jLC A1 L i Digitally signed by Dave Horn DN:cn=Dave Horn, Structural Calculations 94.4. 14,,,rt Ibrn Co nsulting r neers.eu.Project: JTS-15-18 email=dav esornce.com, JUN 3 0 2015 t-°S Date: 6/22/15 Dale:2015.06.2316:3715 Project: New House: CITY OFTIGARD Lot 8 13402 SW Barnum Drive Tigard, OR BUILDING DIVISION 2545-3_EL_B_GR_3 CAR Subject Sheet #'s Lateral Loads 1_1 — L6 Framing 111 — F8 Footings 7TG-1 I . EDPROA- S ��INFFSS' /< 5i19PEPt r 4o .RS ION 0 k 2 \\'' 1D J.vi'V. Expires: 6-30-17 The following calculations are for lateral wind and seismic engineering and gravity loading of the beams and columns. All retaining wall designs should be verified by the geotechnical engineer of record prior to construction. Failure to do so invalidates their design. The design is based on information provided by the client who is solely responsible for its accuracy. The engineering represents the finished product. Discrepancies from information provided by the client invalidate this design. Horn Consulting Engineers shall have no liability (expressed,or implied),with respect to the means and methods of construction workmanship or the actual materials used in construction. Horn Consulting Engineers shall have no obl:_eation of liability,whether arising in contract(including warranty),Tort(including active,passive,or imputed negligence) or otherwise,for loss or use,revenue or pro!:! ,,r ■)r any other incidental or consequential damage. I ` ( ' . . \5 '>121. N\\- I4 \RHLR 15I.\1) • i', lI.\]U, ''K • 97219 -1 '1 n',' S s: • I.\I\II . 1),.. . r ll,,l:`. r,\I Ll E HORN CONSULTING ENGINEERS LLC I_ New House: 2545 Elevation B 3 Car Garage Code Basis of Design: 2014 O.S.S.C. and 2014 O.R.S.C. Wind Loading: Per ASCE 7 Fig 6-2 See attached elevations for wind loading breakdown per level. 120mph 3-sec gust Exp B. The mean roof height of the house h = 24' approximately. • Ilkm ( C • t9TWFRS Direction 11114 End Zones �� '♦ '',1?2-a,,,,,,--""Op,'410' 91410 - NNVFRS Direction 2a End Zones Note:End zone may occur at any corner of the building. a = .10*34' = 3.4' orforh = 24' a = .4(h) = .4(24') = 9.6' • a must be larger than .04(34') = 1.4' or 3' a = 3.4' controls Therefore: • 2a =7' see Fig 6-2 ASCE 7, and Figure above. • (i . , CAPITAL PLAZA SUITE 135 9 320 S\V BARBUR BLVD. • P ORTLAND, OR • 97219 PHONE: 5 03.892.5 782• E MAIL: DAVE @HORNCE.COM • L2 E. E HORN CONSULTING ENGINEERS LLC Seismic Loading: D1 seismic design category per O.R.S.0 Sips= .72, R = 6.5, W=weight of structure V = [1.2 SpS/(R x 1.4)]W V = .095W Roof Dead load = 15 psf Exterior Wall Dead load = 12 psf Interior Wall Dead load = 8 psf Floor Dead load = 12 psf Seismic in Front to Back: Wr= [.095(47')(15+6+4)] = 111.6plf < 137.1 plf therefore, wind governs in both directions. W2 = [.095(52')(12+12+8)] + 111.6plf= 269.7plf< 270..2plf therefore, wind governs in both directions. Wr2 = [.095(20')(15+6+4)] = 47.5plf < 80.5pIf therefore, wind governs. Seismic in Side to Side: f I Wr= [.095(34')(15+6+4)] = 80.75plf W2 = [.095(34')(12+12+8)] + [.095(6')(15+6+4)] = 117.6plf Redundancy Factor= 1.0 per ASCE7 section 12.3.4.2 CAPITAL PLAZA SUITE 135 9 320 S\V BARBUR BLVD. • P ORTLAND, OR • 97219 PHONE: 5 03.8925 782• E MAIL: DAVE @HORNCE.COM E k.. HORN CONSULTING ENGINEERS LLC Roof Diaphragm: - Grid Line A Grid Line 2 P = (0.1371) klfx17' =.2.3k P = (0.1563) klf x 23.5' = 3.7k V = P/ (37)' = 63p1f Type A Wall V = P/(19.5)' = 190pIf Type A Wall Mot = 8.6kft Mot = 10.3kft Mr = 18.6kft No HD Req'd Mr= 3.9kft T = 1.06k Type 7 HD Grid Line B P = (0.1371) klf x 17' = 2.3k • Grid Line 5 V= P/ (42)' = 56p1f Type A Wall P =(0.1563) klf x 27.5' =4.3k Mot = 8.4kft . V= P/(12.5)' = 344p1f Type A Wall Mr = 22.6kft No HO Req'd . Mot= 6.9kft Mr.= 1.0kft • T= 2.4k : Type8HD • ..• • fi r. CAPITAL PLAZA SUITE 135 9320 SW BARBUR BLVD. • PORTLAND, OR • 97219 PHONE: 503.892.5782 • EMAIL: DAVE[@HORNCE.COM E HORN CONSULTING ENGINEERS LLC 2"d Floor Diaphragm: Grid Line A Grid Line 1 P = (0.1331) klf x 17' + 2.3k= 4.6k P = (0.0925) klf x 2.75' = 0.3k V = P/ (41)' = 111 plf Type A Wall V = P/(8.75)' = 29p1f Type A Wall Mot = 16.0kft Mot = 0.9kft Mr = 16.8kft No HD Req'd Mr = 1.5kft No HD Req'd Grid Line B Grid Line 2 P = (0.1331)(17')+(0.0975)(6') + 2.3k = 5.2k P = (0.0925)(2.75')+(0.1309)(14.5') + 3.7k = 5.9k V = P/(20.5)' = 251 p11 Type A Wall V = P/(11.25)' = 520plf Type B Wall Mot = 46.3kft Mot = 14.1kft Mr= 25.8kft Mr= 1.6kft T = 1.0k Type 1 HD T =4.2k Type 2 HD Check Sill Plate Grid Line C P = (0.08075)(19.75')+(0.1176)(17.25') P = (0.0975) klf x 6' = 0.6k = 3.4k/ 11.25' = 322p1f No 3x Sill Req'd V= P/ (20)' = 29p1f Type A Wall Mot = 5.3kft Grid Line 3 Mr = 26.2kft No HD Req'd P = (0.1309) klf x 24.5' = 3.2k V = P/(28)' = 115plf Type A Wall '• Mot= 12.7kft Mr= 10.9kft T = 0.2k No HD Req'd Grid Line 5 P = (0.1309) klf x 10.5' +4.3k = 5.7k V= P/(6)' = 946plf Type E Wall Mot =25.5kft Mr= 1.3kft T = 8.1k Type5HD Check Sill Plate P = (0.08075)(31.75')+(0.1176)(15') =4.3k/6' = 721 plf 3x Sill Req'd 'CAPITAL PLAZA SUITE 135 9 320 S\V BARBUR BLVD. • P ORTLAND, OR • 97219 PHONE: 5 03.892.5 782• E MAIL: DAVE @HORNCE.COM I 1 1' Asa- (2c) ri/W *sip:: 8 3-sec sT a= I-o fir 72-$/ 2$.e. 6 �r, 06 S: 0 D= o . �1 ► STUCCO BOARD �—` '�—��1IP/` I `_ Ad STUCG ` i p WITN Ix7 BATTE kopm....4 4 r-,_. ... niffilr211MOM .—.■14.,_■11■11.1... . g .. . by. Lea jJiiiii' _i"Intl _ 10.11111M V _ B '. iii AINU A , jp 71il■ IIII �, b"R2` •_.r.n.rnr �� ' • � i aura NM ,. =I 01111Mffi ail Ili' 15141_114-'-'1- Opp [,_ ...rin Ism __--,—,,- ma mum wer----111 lir ._ .,..„ 4. z.,...,_ ■,-- ka ems,& 74,2- L____/1.4/t"'+r= I1 AYU.=220•`/ 61O>' /3*•1 41/' 240.3 • (ew`b 26'.3 1^)t' (—f 1-1 mt..: 22!.V (.e> v 13 3= ' (f� r 0 Asti •I /20 MPH e)(P g 3-Se' us-r = !•0 A: Zs.-+ We,. Z.5••-(W2.- ls)(e) - ?2•s °V A V° g 11--le, C : Ze4 b rc.4o Pr / / $ B Illilly■ L A \ wR2^RZs IA/, III 1%116: _ '�' II. - I 2!0°4 2r/2.CO 316.2 w� I I IPVG.=2(.4. °c ' = }{C HORN PROJECT . f 5-- S\ SHEET T— CONSULTING DATE 4 -I E ENGINEERS LLC SUBJECT /PAP"11'‘ BY As r1 1 _ x El 1 %.; tiv•; ..0, ‹ p151,1 ...,. 0.81 if-,/, ,4 c,,s31 (s- , -L , zde , , 7- ‘ , 2 SI- • .5 4x8 . ' ? .s 6Z29.3 In -r.440 o.l6.1v-' ,e Ital 2-1-4 vv-:. . 4,4c r) I. t -.: 0. a .------- .,.zz (c Z i ,bb Ic z ` k 4X10 ,�, ti' o:L'L1 A c 1,4. i'''i V„4. a52[ilk] 4., a4t i LI ,�, 012 ('� = '3713 ° • 3 5;a10(.. OS' '6.1V-) ma) 4'IA• 05. c ' .L G Ps-2 - .ti CX1a i9;i,.,,, G�•Ibr3 WI ' -ac-i..6-A-A• 4°=12o3k.adc(Z- t3 ��, I� .l1'!° it-101 I 21. z , . 1.i ♦ .`i�v'° : Ivj,.A .air hstIZ ♦.• ' �1 i ° ! - is gs t- \4 . �± 2 1 i a b-n (D G•s' Z 4 +1 0 6 Is . I(cc /2, • •� �L -13` ■I . 3 3 7.62- !�. v.. h 4 4 (C\ , (1 F'P Z - . � 1302 SW BERTHA BLVD. • PORTLAND, OR • 97219 PHONE: 503.892.5782 • EMAIL: DAVERHORNCE.COM Hc H ORN PROJECT )TS--/5".- J® SHEET rz. ECONSULTING DATE 4-�Q'.'is* ENGINEERS LLC SUBJECT f? y,M03 BY pj . A Tj 1 4* 1 i ' w,; or:15- /-/, (S-Af'.0 AS 1-13� • "? F 0:15 (14 Z 0 5 ,3. le- ?____ 11;--(- --)* 1" sesiA * 10 G� . Y Z ff)' t P ' IS ks f, F-k.---" ."5/. X12`• 1, r.t. 1,v/ -PO *----- • Z. - gZ Liil°I w. . 10115-6-s ey 5,5- 0,0 ' ' 4 x y c Za 2 In F4- air.) I'L �� X 'I Zj ni_ gA V4r1 r x gam, G-, 9. • 1 I ki �^ Z.gCrb o 3.210 VI/4 i agSC���I.'' %A v•Z`1 ' 514.10 I . Iq 1 1,Z-� le* v;in (•\ z.- ♦ 4xtz ,,. Z lit, '- .c4s6b)1. ('IL� 'o-1 1 o��1*1.....42.2r/k 4X10 W� ' ,0:41\ AZ - o.16k1I -� ,n. 1' s• 1 3 Z'T 2,14 iv ZZ ; 'In(-64k -1(.0 :2,ik N2_44 9 ��z r ,11.(36 t 3. : 4.4.i .In s 1 atnI'2 Z. ' çFao . 1. 1 zor9/r� :I\ 2,i)(-,) - . 1, % ) e Z 1 p� 9. 1 I' .6 1302 SW BERTHA BLVD. • PORTLAND, OR• 97219 ����-- .-q ‘..1145:-- Iv7R�1 PHONE: 503.892.5782 • EMAIL: DAVE @HORNCE.COM C TS RN PROJECT J S ___ I SKEET V3 ECONSULTIN(} ENGINEERS I,LC SUBJECT DATE -27 By D i rt . V . �-�-1 v■r' , z.. irl-/- -t.v,z(1 . 64-c(4/1. - 0.6 4 1 '+ it l 0 -2 57-.1r, re 'P tri 6.27 1 1 PfoaP -2.. / 3k 4Z. it. 11 6 . 4 1c1 49.%,) w , ..c2. (a),,.. ••q1 { R0., s, 3,1 (s¢0 + . o`7 610Y12.- . 3,+.•")t- I.x 3.b`ll' ' it/ 2/ J c ?A ,� ; - 9,5 W= . 645 (22��i '4 1 a.s 7.s i 2 3g loFin C,�. S �� C 2 , k. �¢ _ ,� S •�b. r, o .s (9,G• ?, t� t1 1.di iii� CAL(a1 4 7,b s,` to.r' re vy ,o*S 0� �- z p.15 ' 20c6 • J- , 3S In 3 Z 3$ _190 I-1442 1 4 ?( )e3- 4 5Fodr:' 2.4 1302 SW BERTHA BLVD. •PORTLAND,OR • 97219 PHONE: 503.892.5782 • EMAIL: DAVE HORNCE.COM t F 0 R T E" MEMBER REPORT Level,Floor:Joist F'1 PASSED 1 piece(s) 11 7/8" TM@ 560 @ 16" OC Overall Length:22'7" •�"+'Af�!�*�'. ,q'�k.w`5v�;l'mar.xa h'•� r u�� '4`s];lk=vpn^„�;4ir..:r:�4•; 0,t, `I k t'Yk 3 M- 1yJ X w I11 t'PL 1 5 1,,e4 41 t ` . °+ � 3r f`� . 50 *. Fi y +v r '°:e:' C r.. s n . i Y +: ?"d .a 1v 7=Y ?' :••S�lW°,�:. sp0.tx1.1%S1 Q -."1:V tT O 5, �. h4 � �N3'4:t� 't z .'P 4' ) --ia x ^i. ur .r44 . •,- i i- I 7.'2 4,X F. 20' o. Dp All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. 't` � System•:Floor, i a � �°f ^ � i •. - ,. on+( .,. ` Member Reaction(Ibs) 685 @ 22 4 1/2" 1396(2.25") Passed(49%) 1.00 1.0 D+1.0 L(Alt Spans) Member Type:Joist Shear(Ibs) 672 @ 22'3 1/2" 2050 Passed(33%) 1.00 1.01)+1.0 L(Alt Spans) Building Use:Residential Moment(Ft-Ibs) 3317 @ 12'7 1/8" 9500 Passed(35%) 1.00 1.0 D+1.0 L(Alt Spans) Building Code:IBC Live Load Defl.(In) 0.321 @ 12'3 1/8" 0.506 Passed(L/757) -- 1.0 D+1.0 L(Alt Spans) Design Methodology:ASD Total Load Defl.(In) 0.388 @ 12'4 1/2" 1.011 Passed(L/625) -- 1.0 D+1.0 L(Alt Spans) D-ProTM Rating 43 40 Passed -- -- •Deflection criteria:LL(L/480)and TL(L/240). •Overhang deflection criteria:LL(21/480)and TL(21/240). •Bracing(Lu):AU compression edges(top and bottom)must be braced at 8'5 3/8"o/c unless detailed otherwise.Proper attachment and positioning of lateral bracing Is required to achieve member stability. •A structural analysis of the deck has not been performed. •Deflection analysis is based on composite action with a single layer of 23/32"Weyerhaeuser Edge""Panel(24"Span Rating)that is glued and nailed down. •Additional considerations for the TJ-Pro`"Rating include:None .�-`44 1 11.4-0 ..0'14 :AWY tr y" .s +ite a 11 ,y' "vi -:037,17.V."`Ili 6S ,r:m �+a' I'•I. - .,. '1 �i71" <.,y � "Iu: i � 1y .TM� r i 4 ° r3 1 t W I �t�` �T�II' �lii-dY' titf :f tg i�.lug t �,c:Vidig 4°r.fi"41 a'1 . ei..sc ., t C i , [E�,. I0 i '{"U$%e c`.r..Lh- �` w�j ,f'�-�1,. 1. 1 1. 'Y ;'fy.7��,:�.s�.eraam'- t. ra:_C'..�i. �T l,:. ��, 1„..�`._ k-+-e. •s s •b ^�, I-Stud wall-DF 3.50" 3.50" 3.50" 419 660 37 1116 Blocking 2-Stud wall-DF 3.50" 2.25" 1.75" 142 551/-1 -4 693/-5 1 1/4"Rim Board •Rim Board Is assumed to carry al loads applied directly above It,bypassing the member being designed. •Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. ?�':.� k4"..`t'; v-:w�:1.iii il.!gt.... '�� "(S.2! *.. ,'i4, rte ' 55'1'''t j 9..d g ira': .i i��..�. . .� ..'..��.'i iii' 1-Uniform(PSF) 0 to 22'7° 16" 12,0 40.0 - Residential-Living Areas 2-Point(PLF).q..,. 0 16° 150.0 - 25.0 }.•„'-�j� '�!'+�..Y4„. �.�. . -, ,�_ tg.-,V y.L ,,, . t'Y I4b-. . ,-,44::::.°.^,...:;S,.` .t1;s?f.P �^.�;"eP } _I �.'4 .4'�` e _ .r• „i „2-4 • ,,Jig. c. t t:•'::: . • SUSTAINABLE FORESiRY INITIATIVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. �i Weyerhaeuser expressly disclaims any other warranties related to the software.Refer to current Weyerhaeuser literature for Installation details. (www.woodbywy.com)Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Use of this software Is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation Is compatible with the overall project Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. The product application,input design loads,dimensions and support information have been provided by Forte Software Operator F40510reg_petatoc'..: '' , Job Notes .. 4/28/2015 12:40:32 PM David Hom Forte v4.5,Design Engine:V6.1.1.5 Horn Conslulting Engineers (503)892-5782 dave©hornce.com Page 1 of 1 F 0 R T E* MEMBER REPORT Level,Copy of Floor:Joist - PASSED r 1 piece(s) 11 7/8"TM®360 @ 16" OC J Overall Length:18'7" t-.....,-."..r e4 ni 4 y •;r. ya ti. .x"1'5 ,M...r Fa? :.4 I '"' aw��' elf} i r Y....4 ',,a vi 11;1*,,..{e'� 5 1, a. G "� ' ,• r :f a r ur s fr J rn s �: Nv + 1 � -.� � ,.4r e1. .. { `. ;? :.r :, ...:..es ?• ?%0 0 - Y L y 4 t� .nom Y'( 4-i�;yi--a.a,---' fx +' '`2; r( '▪ .� i�,e,�k,� . y .32 k*.3 .„ 5 t+�4 rte, ..:.. ,,,,, hs t,:_ a .. _. .__�... Jt.a..�, r'� �-rY _'x�"",..,. .*.r"*' .:c'°*Dz ''��`Y:'S:°tia { 18' r El All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. 6 ~ .ir.5 k_ `l,.11 °, :;i'�'F`o-' r m':,f4,ef:P2s3'i t„f16 :11,,8�` (4'd= '; ra� -i0- ut w u ` f.,a System:Floor Member Reaction(ibs) 627 @ 3 1/2” 1080(1.75") Passed(58%) 1.00 1.0 D+1.0 L(All Spans) Member Type:.west Shear(Ibs) 627 @ 3 1/2" 1705 Passed(37%) 1.00 1.0 D+1.0 L(All Spans) Building Use:Residential Moment(Ft-lbs) 2834 @ 9'4" 6180 Passed(46%) 1.00 1.0 D+1.0 L(All Spans) Building Code:IBC Live Load Defl.(in) 0.297 @ 9'4" 0.452 Passed(L/730) -- 1.0 D+1.0 L(All Spans) Design Methodology:ASD Total Load Defl.(In) 0.387 @ 9'4" 0.904 Passed(L/561) -- 1.0 D+1.0 L(All Spans) . TI-Pro*"Rating 42 40 Passed — — •Deflection criteria:LL(L/480)and TL(1/240). •Bracing(Lu):All compression edges(top and bottom)must be braced at 4'10 7/16"o/c unless detailed otherwise.Proper attachment and positioning of lateral bracing Is required to achieve member stability. •A structural analysis of the deck has not been performed. •Deflection analysis Is based on composite action with a single layer of 23/32"Weyerhaeuser Edge"Panel(24"Span Rating)that is glued and nailed down. •Additional considerations for the TD-Pro"Rating include:None x-hoot° q ,w,,,, cr a ? �i � r � ?' � ` �w� �! �� � t �+ & �> "�µ� � .'4 s _�x'" ; „ � ",y �~� �� a ! P 1 r ° r W ,o 'li ,, j,I n . - Y u a ' a"r. — .� --' 1a ,.�..,?l.ug � 5_ _ m m s4 „a ,. 1-Hanger on 11 7/8"DF beam 3.50" Hangers 1.75" 349 498 33 880 See note 1 2-Stud wall-DF 3.50" 2.25" 1.75" 148 493 - 641 1 1/4"Rim Board •Rim Board is assumed to carry all loads applied directly above it,bypassing the member being designed. •At hanger supports,the Total Bearing dimension is equal to the width of the material that is supporting the hanger •1 See Connector grid below for additional information and/or requirements. KeS e,Sf�.i7 l40 (). ' ' `.'lii ,._.' j'6PP.{S2�( • a C .�£ , ���..M „. '�PY� s rr c 7.7P f ��m' �w*�Ymat1n us� � +"i. A :V� , T x YS E 2 1 {��S17;.; r 7 `.- °• OE z � Kel i' rog, 1-Face Mount Hanger 1052.37/11.88 2.00° N/A 10-10d x 1-1/2 N/A yry } 1-Uniform(PSF) 0 to 18'7" 16" 12.0 40.0 - Residential-Living Areas 2-Point(PLF) 0 16" 150.0 - 25.0 °" e. &5d e?�i. t'!t ..., ' SUSTAINABLE(ORESTRY INITIATIVE• Weyerhaeuser warrants that the sizing of Its products will be In accordance with Weyerhaeuser product design criteria and published design values. ���ii(""" Weyerhaeuser expressly disclaims any other warranties related to the software.Refer to current Weyerhaeuser literature for Installation details. (www.woodbywy.com)Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Use of this software is not Intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation Is compatible with the overall project Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. The product application,Input design loads,dimensions and support information have been provided by Forte Software Operator .:'Forte_Softxiaiir Operation . ; •J4b Notes . 4!28/2015 12:41:49 PM De d Horn Forte v4.5,Design Engine:V6.1.1.5 . Horn Corisluiting Engineers (503)8925/82 dove @hornce.com Page 1 of 1 1 F 0 R T E ` MEMBER REPORT Level, Copy of Copy of Floor.Joist (0 PASSED 1 piece(s) 11 7/8" TM® 210 @ 16" OC Overall Length:28'10 1/2" a a iF_ "' 7: i g '; s i z` i R x rb n r u i6 +a 9 �kr r i :'�z- f tr ' 4.--L.2, 401,1 u 4.*Q � 1- •wY i it b ' r >.A t ry s a n k ,. h F , � k n r + ‘:;''',,- 're' ''' ,ttl ,,,e-'"1....-4-_-,izt,,t,,4_,.4„„kr.„,1,1A 4,t,.,04 : ,,...47,-1-4-.4-1 4.„"4.1.-. '''de,. u'; ..: i ,':"S. t y. x u--%-' .£,c.._x,53 V2` tt : a a t'F tiv" ti �^ s its �,%ti ,•Z3 fy' 'F.,<`t, 7 S 5 is 'My� 1 4, - "M ' y�" ;:wa r ?'+ � .- a .A#`Yf, -s sr}✓ .�'kY-fit .... �.-.'",t�< .'n�:x� r �'•' 11' 4.4' 17 All locations are measured from the outside face of left support(or left cantilever end).All dimensioonns are horizontal. �c 3Z siT' � '�`�:r_.i` •-'.,.� z'4 f ".'�'�5E •ki 7 `sf `'' System :,±.`� � ��n� Wig;. .�. -� t.�.+�".,.'2�k^. �r(. � :Floor Member Reaction(Ibs) 1277©11'5 1/4" 2145(3.50") Passed(60%) 1.00 1.0 D+1.0 L(All Spans) Member Type:Joist Shear(ibs) 673 @ 11'7" 1821 Passed(37%) 1.00 1.0 D+1.0 L(All Spans) Building Use:Residential Moment(Ft-lbs) -1985 @ 11'5 1/4" 3795 Passed(52%) 1.00 1.0 D+1.0 L(All Spans) Building Code:IBC IJve Load Defl^(In) 0.210 @.20'7 15/16" 0.431 Passed(L/984) -- 1.0 D+1.0 L(Alt Spans) Design Methodology:ASD Total Load Defl.(In) 0.265 @ 20'8 5/8" 0.861 Passed(L/779) -- 1.0 D+1.0 L(Alt Spans) 73-Prom Rating 44 40 Passed -- -- •Deflection criteria:LL(1./480)and TL(L/240). •Bracing(W):Ail compression edges(top and bottom)must be braced at 4'6 5/16"o/c unless detailed otherwise.Proper attachment and positioning of lateral bracing is required to achieve member stability. •A structural analysis of the deck has not been performed. •Deflection analysis Is based on composite action with a single layer of 23/32"Weyerhaeuser Edge"Panel(24°Span Rating)that is glued and nailed down. •Additional considerations for the TJ-Pro"Rating Include:None "� I r. :, � v ' 'L t i 4 P ?& . c',a d te t 3 ti r . =• ''r. . a ,'1 i 7 0 r o zr O '.c,o- Ai 711fiktif r?-.1--,4741.4, - 1—Hanger on 11 7/8"DF beam 3.50° Hangerr 1.75" 253 284/-92 33 5701-92 4 See note I 2-Stud wall-DF 3.50" 3.50" 3.50" 295 982 - 1277 None 3-Stud wall-DF 3.50" 2.25° 1.75" 115 401/-13 - 516/-13 1 1/4°Rim Board •Rim Board is assumed to carry all loads applied directly above it,bypassing the member being designed. •At hanger supports,the Total Bearing dimension Is equal to the width of the material that is supporting the hanger •fir see Connector grid below for additional information and/or requirements. ia-u�'-17141,n'/,d'sS .€1''s -v.. ,A, �'° nom^ '' l'; ,g�v. f i .' 3 'f'- 5 �' ,-°-c �. s��A.�L '� r � � `rte 'sar"�w."i�r'��. �! �n-AV�" 5 '�a�' ,a^'`��s�.;,_� •.,�x�i �^�' �� E�a.`����� cud i �n`A :-x� mia` 5:. 1 4 u ..1-f _4 ..�B. 4._`"r.--,4R Ai', -4=y!. 1 l:;r-h R! I if`t�-'�• ]w''`s e4 x' 1-Face Mount Hanger RUS2.06/11.88 2.00" N/A 10-10d x 1-1/2 N/A gyp,E F} ;; 3 � +'� She•—s'f X.*- 0 7 '-k ,',Pi I ar' d`rx' t r 's� ran S,a�" '°y'a g 1,4:i:1 ;a n r -1•J...t ,Ti(tlY€ 2'•fi �i�"Y . k ' t a1. ¢ �;: ,:.,aka. •�� ,E .4 P"'t� i ft °. f'',1;';',:,i .Rte, ,d. -10 i•4 a"ig ''"I 4 e1-, YSL iaa." �� ... w - .,m.- �..u.u.1^d�_ .a 0...�.1t�?a�.sraj.$ 1-Uniform(PSF) 0 to 28'10 1/2" 16" ,12.0 40.0 - Residential-Uving Areas 2-Point(PLF) .0 16" 150.0 - 25.0 ;L p i ,i, `tt t'a; j.s, � M )3 4 ."c -kr � .} 7-,,,v,-. .„„4,---1.4.,.., ; ' :3 }. a .1*•. �,e. .,.�• . r. ;ai...t- . �suS7AiIJABLE'FORESTRY INir1A11VE Weyerhaeuser warrants that the sizing of Its products will be In accordance with Weyerhaeuser product design criteria and published design values. ``````������ Weyerhaeuser expressly disclaims any other warranties related to the software.Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com)Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Use of this software is not intended to drtumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. The product application,Input design loads,dimensions and support Information have been provided by Forte Software Operator ForteSofwareOperatoi' JOB Notes. 4/28/2015 12:43:19 PM David Hom Forte v4.5,Design Engine:V6.1.1.5 Horn t;onslulting Engineers JTS 15 11.4te (503)892-5782 _ dave@homce.com _ _. Page 1 of 1 I . HC. HORN PRomer . SHEET "f T.7— CONSULTING DATE to.2;1#os . ENGINEERS LLC SUBJECT FRAMPNfr By, FRAM • I Yir T4-6, P1X o cOCE, • • cPileg 5.44P. e 04-. , • to .1 •IrrP •.24.4k% Cv %IC IJS- 403 32/17,.. 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(15 WI' .1 P4 --� 7 e 411's 444. fr,~ 1...041$ f ■,Ar e �1 )(Ai- c. / 1302 SW BERTHA BLVD. • PORTLAND, OR• 97219 PHONE: 503.892.5782 • EMAIL: DAVE BORNCE_COM