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Specifications (77) 11�0\l:� - C� SHERMAN• C� �J+1 � \1 1�UJ 1 � . ENGINEEKING A 1 NE SANDY BINE.,Sum; 100 ORTLAND,OR 97232 �� INC1. 1-`�`�� j � � ll PHONE(503) 230-$876 7 SHERIVIANENGINEERS,C t>h,1 Structural Calculations REc Iv July 5, 2016 SEP 2 8 2016 CnyBU�®iVOF 1�'��D LOT - VIEWCREST � p�o� s G Div'�sronr Tigard, OR , ( 4c*.G,NE4. SEI Project # 16-MS1N-02-266 WA 11 4 • OREt. Prepared For: ✓"%P IO. ? Westwood Homes �0'V? sMES2- • 12118 NW Blackhawk Drive EXPIRES: 8{3111,. Portland, OR 97229 Subject Sheet No. Footing Schedule FD1 Retaining Wall Schedule RW1A-RW1F Framing: Floor Joists FJ1-FJ2 Girder Truss Loads GT1-GT3 Roof Beams RB1-RB3 Deck Beam DB1 Headers HD1-HD9 Floor Framing FB1-FB10 Main Floor Beam MFB1 Lateral: Loading LL1-LL2 Shearwalls LL3-LL4 Wind Loading/Diaphragms LL5-LL8 Overturning LL9 Shearwall Layouts LL10-LL12 Schedules LL13-LL14 Details D1-D32 I S. HERMAN ENGINEERING — 3151 NE SANDY BLVD.,Sura, 100 PORTLAND,OR 97232 SNC PHONE(503)230-8876 SHERMANENG INEER.S.C OM Structural Calculations July 5, 2016 LOT 19 - VIEWCREST Tigard, OR ��PRO, fi�s/ 456 ii- k 186 �4. ' SEI Project# 16-MSJN-02-266 A 41 A OREt 9N lib Prepared For: tfl y t0.4' at a .Westwood Homes �p skitik 12118 NW Blackhawk Drive EXPIRES: tow__ Portland, OR 97229 Subject Sheet No. Footing Schedule FD1 Retaining Wall Schedule RW1A-RW1F Framing: Floor Joists FJ1-FJ2 Girder Truss Loads GT1-GT3 Roof Beams RB1-RB3 Deck Beam DB1 Headers HD1-HD9 . Floor Framing FB1-FB10 Main Floor Beam MFB1 Lateral: Loading • LL1-LL2 Shearwalls LL3-LL4 Wind Loading/Diaphragms LL5-LL8 Overturning LL9 Shearwall Layouts LL10-LL12 Schedules LL13-LL14 Details D1-D32 FOOTING SCHEDULE SHERMAN ENGINEER/NG, INC. FD I JOB: LOT 19 - VIEWCREST 3/5/ NE Sandy Blvd. 7/5/I6 Client: WESTWOOD HOMES Port/and, OR 57232 AJW q, soil , I,500 psf(Assumed) REINFORCEMENT Number Type Wallow P,allow FTG Size USE REBAR • lbs/ft lbs width (inch) depth (inch) C I Cont. 1500 ' 6,000 12 7 (I) #4 Cont C2 Continous 1750 7,000 14 7 (I) #4 Cont C3 Continous 2000 8,000 - 16 I 0 (2) #4 Cont 04 Contrnous 2250 9,000 18 I 0 (2) #4 Cont Number Type Fallow A FIG Size kips ft2 b (mch) I (inch) d (inch) USE REBAR Bearing (psf) P I Pad 3.4 2.3 _l& ln. 22:05 Fina,`'. > 10. 1n 1 500 M u = 1 .08 k-ft As = .4 rn2 a = 0.52 M cap = 11 .66 k-ft (2) 4 E .WAY P2 Pad 6.0 4.0 24 : �.�...E 's .,.. _. 0 . 1500 Mu = 2.55k-ft As = .4rn2 a = 039 Mcap = 11 .89k-ft :. -(2)' #0,6:W`AY P3 Pad0 " .._�'30... :1 .... _.10 1504 9.4 6.3 M u = 4.99 k-ft As = .4 rn2 a = 0.3 I M cap = 12.04k-ftx" (3)#4•EA` 'AY P4 Pad 13.5 9.0 -.: $ x. $ ,. k 1500 M u = 8.61 k-ft As = .6 rn2 a = 0.39 M cap = 23.24 k-ft P5 Pad 18.4 2 342ff4.2 ,...4, 1 . 1502 Mu = 13.69k-ft As = .8int a = 0.45 Mcap = 30.79k-ft ' (4,) 4 A1YAYa P6 Pad 24.0 16.0 ~X48 {.... kJ.J,: 1500 M u =" 20.4 k-ft As = .8 in2 a = 039 M cap = 30.99 P7 Pad 28.8 18.8 5gil.4;:`,.;l' Ignit 1 1:111te I 534 Mu = 26.52k-ft As = 1. 1n2 a = 0.45 M cap = 38.46 k-ft "x (0..#41 11AY P8 Pad 40.0 28.4 M} . its. " . . 4 I2 I406 �. Mu = 45.33k-ft As = 1.2m2 a 0.44 Mcap 46.22k-ft P9 Pad 50.0 36.0 -: . :.2f`0i 1385 . .... M u = 63.75 k-ft As = I .55 rn2 a = 0.5 1 M cap = 87.14 k-ft (.fj ` A < P l 0 Pad 65.0 42.3 ,78 x ,{ 4. ,CMS ( 1538 Yx`'#f a%':.r `-man . CO 1 M u = 89.78 k-ft As =`I .86 rn2 a = 0.56 M cap = 104. 1 1 k-ft 6 .#51wA-VNO". . ,,.. � ,, ,.. )'... • i Sherman Engineering, Inc. RW,/A 3/5/ NE Sandy Blvd. Ste. /00 5-20- I G Portland, Oregon 97232 (503)230-5576 COEFF EQUIV SOIL EQUIV SURCH VERT FRICT ACTIVE WT FASS LOAD FILE: RWGarage.XLS 0.35 35 110 150 50 0 Wall Specs WALL W •ALL HEEL FTG THICK TH ICS =• FTG Effect TOT HT HT '"A" "5" "C" "0" WIDTH Length WT 4.00 0.00a O 6 0$67 0} , 0q 3.34 4. 14 1883 - 5.00 0.00 '; 0,67 .'083 `,. 2,67_ I. 00 •;;_ 4. 17 5.36 2730 6.00 0.00 ..0.;67 83 33 i 00 - 4.83 6. 12 3692 7.00 0.00 0 6 83 ; 4 0 -(, 90 5.50 6.90 4809 8.00 0.00 0 67 125~ 4 67 1, 00 6.59 8.84 6132 9.00 0.00 O 6 125 5.3 I: 00R7.25 9.61 7535 10.00 0.000'6 15 o3 I67 8.4 I 1 I .64 9425 11 .00 0.00 ;,,0.B O 6 0 1 . 17 9.33 13. 13 11197 12.00 0.00 „ 8'3 ,,,;2 25 7 ,1, 17v'.t:' 10.25 14.62 13 1 1 6 Sliding $ Overturning WALL SOIL SLIDE F.S. MOM MOM .S. SOIL d*.(t: f HT LAT RESIST SLIDE RESIST O,T. O.T. Pressure ' P/A+M/ 4.00 438 659 1 .5 1 3534 935 3.7891 0 8 5.00 630 956 1 .52 .:6431 1557 4. 13 I,''OI " ,93c,4. 6.00 858 1 292 1 .5 1 9935 2405 4. 13 1:207 ' 7.00 1 1 20 1683 1 .50 14568 3515 4. 15 ''';',••.1:•"3:0,5: :',',X'•-•'...!....r1 0.5 ', N 8.00 1418 2146 1 .5I 22988 4921 4.671387 1225 -, 9.00 1 750 2637 1 .5 1 30791 6658 4.62 '.,n,•:.,'••,;:-:'.:'1;''''1; 69 .` I3 10.00 2183 3299 1 .51 45743 9159 4.99 1 61 -,1379 x I 1 .00 2592 3919 1 .5 1 60741 11736 5. 18 1706' 42E 1 2.00 3035 4591 1 .5 1 78670 14756 5.331:' 94,. ' 74' 6 ,' t: Design Reinf (Vertical) Wall Ht. MOM Mu d As `° ; a Mcap Steel (Ft) STEM K ft (in) (1n),;' K ft Keinf 4.00 501 0.85 4.02 .,v10'`<.• 0. 196 I .76 #4 @ 24" o.c. 5.00 928 1 .58 4.02 •!`;':::4•40i',4 0. 196 1 .76 #4 @ 24" o.c. 6.00 1 546 2.63 4.02 0i1 5 _ 0.294 2.61 #4 @ 18" o.c. 7.00 239 1 4.06 4.02 `°O 4.,`,' 0.471 4.09 #4 @ 10" o.c. 8.00 3496 5.94 6.00 ::.'":1::',0=;.7, 0.524 6.90 #4 @ 9" o.c. 9.00 4897 8.32 6.04 :-,'",...,0,.i.3-7i'::' • 0.729 9.50 #5 @ I O" o.c. 10.00 6629 I 1 .27 7.961::'1, 3,:27]1'.''',< 0.729 12.7 1 #5 @ 1 0" o.c. 1 1 ,00 8727 14.84 7.96 :i0=4'4 ; 0.863 14.9 I #5 @ 8" o.c. 12.00 11225 19.08 7.96 .O162:rv1' 1 .216 20.51 (2) #5 @ 12" FTG Mu d v,)::::71 .,,::1.'''''' a Mcap 4.00 1 .50 10.00 ' 0. 10 2.24 #4 @ 48" 5.00 3.33 1000 0. 5` • 0.10 2.24 #4@48" 6.00 6.22 10.00 .•;,:'."0::,,07'";:::: 0. 13 3.00 #4 @ 24" 7.00 10.47 10.00Y•:',0•.:15, 0.29 6.65 #4 @ 18" 8.00 16.31 10.00 ' 0 25 0.49 10.97 #4 @ 9" 9.00 23.91 10.00 ,,-:0,'441,0.40.86 18.95 #5 @ 8" 10.00 31 .75 12.04 .•0 46 r;.,; 0.90 23.99 #5 @ 8" 1 1 .00 43.45 12.04 ; Q,efp = 35 PCF RW IB Q,surch = 50 PSF P,horiz = 16.50 PSF 5-20-16 OVERTURNING: lit = 6.00 FT (ABOVE FTG) Milos 2401 +. 404 "' 24O ' kp f ' WALL, tit = 6 HEEL, S 0.83 TOE, C = 3.33 FTG, D = 12 Resist, M: Wt (lbs) Ht L Wt L.A. M,resist WALL = I O I 6.00 603 1 . 1 7 702 FTG = 150 4.83 725 2.42 1750 SOIL = 110 6.00 3.33 2198 3. 17 6956 SURCH = 50 3.33 1.66.5 3. 17 527 TOTAL = 3692 M;r Sfst .90335 ;.' SAFETY FACTOR = i OKAY SO L BEARING: X,effect = (M,resist - M,ot)*3 = 6. 12 > L = 5.50 Wt eccentricty = 0.375 SLIDING: u = 0.40 f ,shd�n 858 F,resist 1477 SAFETY FACTOR = I G72 QKAY J SEISMIC: 9H^2 @ 0.611 F,seis = 729 Ht = 3.60 M,ot = 2624 + 2405 5029 lbs-ft SAFETY FACTOR = I 198 KA I SOIL BRG: X,effect = 3.99 < L eccentricty = -0.33 Q,max 453 psf Q,miri 1':076 SLIDING: u = 0.4 F,shdmg = 1 557 F,resist = 1477 SAFETY FACTOR = 'Q,efp -4-- 35 PCF RW IC Q,surch = 50 F'5F P,honz = I 6.50 P5F 5-20-I OVERTURNING: Ht = 7.00 FT (ABOVE FTG) WALL, ht = 7 I1EEL, b = 0.83 TOE, C = 4.0 FIG, D = 12 Resist, M: Wt (lbs) Flt L Wt L.A. M,resist WALL = 101 7.00 704 I . I 7 820 FTG — 150 5.50 825 2.75 2269 SOIL = H 0 7.00 4.00 3080 3.50 I 0780 SURCI-1 = 50 4.00 200.0 3.50 700 TOTAL = 4809 Nt.ne;5f6,1*1!44,:w4‘. SAFETY FACTOR = SOIL BEARING: X,effect = (M,resist - M,ot) 3 = 6.90 > L = 5.50 wt eccentricty = 0.45 I 444- SLIDING: u = 0.40 1?1ing 11 20 F,resist 1923 SAFETY FACTOR = SEISMIC: 911^2 @ 0.611 F,seis = 729 lit = 4.20 M,ot = 3062 + 3515 6576 lbs-ft SAFETY FACTOR =- SOIL DIRG: X,effect = 4.99 < L eccentricty = 0.0 I SLIDING: u = 0.4 = I 849 F,resist = I 923 SAFETY FACTOR = Q,efp = 35 PCF I RW ID Q,surch = 50 P5F P,horiz = 16.50 PSF 5-20-1 6 OVERTURNING: lit = 8.00 FT (ABOVE FTG) .. 5ot, ,..42:53 . . , . : + :CS .....*< K4&''.,1 ktp WALL, ht = 5 11EEL, B = I .25 TOE, C = 4.7 FTG, D = 12 Resist, M: Wt (Ibs) Jit L Wt L.A. M,resist WALL = I00 8.00 800 1 .58 1 267 FTG = 150 . 6.59 988 3.29 3254 SOIL = 110 8.00 4.67 41 10 4.25 1 7473 SURCII = 50 4.67 233.5 4.25 993 TOTAL = 6 13 2 X145401294 ' SAFETY FACTOR = ,�� 4P7 SOIL BEARING: X,effect = (M,resist - M,ot)*3 = 8.84 > L = 6.59 Wt eccentricty = 0.347 SLIDING: u = 0.40 r. bdin8 J4I F,resist , 2453 SAFETY FACTOR = I I . t7KA'1( SEISMIC: 911^2 @ 0.611 F,sels = 729 hit = 4.80 M,ot = 3499 + 492 1 8420 lbs-ft SAFETY FACTOR = 2? 4 pMY d SOIL BRG: X,effect = 7. 13 < L eccentricty = 0.55 2 max„= 1397 ' &fQ,mi :: 464 SLIDING: u = 0.4 F,shdmg = 2 147 F,resist = 2453 SAFETY FACTOR = 1 ,1;4 C?11'..;` "Q,efp = 35 PCF RW IE Q,surch = 50 PSF P,horiz = 16.50 PSF 5-20-1 6 OVERTURNING: Ht = 9.00 FT (ABOVE FTG) tall Cit' WALL, ht = 9 HEEL, B = I .25 TOE, C = 5.33 FTG, D = 12 Resist, M: Wt (Ibs) Ht L Wt L.A. M,resist WALL = I 01 9.00 905 1 .59 1434 FTG = 150 7.25 1088 3.63 3942 SOIL = HO O 9.00 5.33 5277 4.59 24194 SURCH = 50 5.33 "266.5 4.59 1 222 TOTAL = 7535 M,reSt .3z07i ° SAFETY FACTOR = OICM' I SOIL BEARING: X,effect = (M,resist - M,ot)*3 = 9.6 I > L = 2.24 Wt eccentricty = 0.422 Q,mas�`x= 14( 3 C I(,AY Q$mi C7G SLIDING: u 0.40 �, li ing I7 0 F,resist 30 I4 SAFETY FACTOR = I 1, 2 OKAY SEISMIC: 91-1^2 @ 0.6H F,seis = 729 Ht = 5.40 M,ot = 3937 + 6658 10595 lbs-ft SAFETY FACTOR = x SOIL BRG: X,effect = 8.04 < L eccentricty = 0.88 SLIDING: u = 0.4 F,shdMg = 2479 F,resist = 3014 SAFETY FACTOR = I > 4Y 'Q,efp 35 PCF KW IF Q,surch = 50 FSF F',horiz = I 6.50 FSF 5-20-I 6 OVERTURNING: Ht = 0.00 FT (ABOVE FTG) Mo 8130 1Q29 = 9r59 kip& WALL, ht = I 0 11EEL, b = I.75 TOE, C = 5.83 FTG, D = 14 Resist, M: Wt (1195) lit L Wt L.A. M,resist WALL = 1 25 10 1 245 2. 17 2695 FTG = 176 8.4 1 1476 4.21 6206 SOIL = HO 10 5.83 64 13 5.50 35239 SURCII = 50 5.83 291 .5 5.50 1602 TOTAL = 9425 e1t 45 SAFETY FACTOR = 4 99 SOIL BEARING: X,effect = (M,resist - M,ot)*3 = 1 I .64 > L = lbs-ft Wt eccentricty = 0.324 SLIDING: u = 0.40 f,resist 3770 SAFETY FACTOR = SEISMIC: 9h"2 @ 0.6t1 F,seis = 757 hlt = 6.00 M,ot = 454 1 + 9159 I 3700 lbs-ft SAFETY FACTOR = SOIL BRG: X,effect = 10.20 < L eccentricty = I .46 SLIDING: u = 0.4 F,slichng = 2940 F,resist = 3770 SAFETY FACTOR = F a R T E 4 MEMBER REPORT FLOOR JOISTS,Floor:Joist PASSED 2 piece(s) 117/8 TM® 110 @ 19.2" OC s Overall Length:20' $ ��,W` %�.,,, k t , 3 ",A4.% ^; "",2 e ^ BMs ."( p ; 's,: >..,:-..,p"l.< `";s ,>....;y,.3 ‘,,,,,P-07,-„,f„1.. �`u�- ".: aunt., :-",,. .1-741:V41' y}-1,,....t + 0 ... 4 ',`„,,';-,61,,', 1.. ,-,—.4-T, -4,,,, ;'%h + , - ,y� v X.., 20 X El o All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. ,;,;,;ems �� ;_�.. System:Floor Member Reaction(lbs) 880 @ 4 1/2" 2750(3.50") Passed(32%) 1.00 1.0 D+1.0 L(All Spans) Member Type:Joist Shear(lbs) 840 @ 51/2" 3120 Passed(27%) 1.00 1.0 D+1.0 L(All Spans) Building Use:Residential Moment(Ft-lbs) 4076 @ 10' 6320 Passed(64%) 1.00 1.0 D+1.0 L(All Spans) Building Code:IBC Live Load Defl.(in) 0.340 @ 10' 0.481 Passed(L/679) -- 1.0 D+1.0 L(All Spans) Design Methodology:ASD Total Load Deft.(In) 0.468 @ 10' 0.962 Passed(11494) 1.0 D+1.0 L(All Spans) TJ-Prot"Rating 41 38 Passed -- -- •Deflection criteria:LL(L/480)and TL(1/240). •Bracing(Lu):All compression edges(top and bottom)must be braced at 3'5 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 Edger"Panel(24"Span Rating)that Is glued and nailed down. •Additional considerations for the TJ-Pro'Rating Include:None �.T� 42:,1�.,.�..n,. b' 9@ r �r 1-Stud wall-SPF 5.50" 5,50" 1.75" 240 640 880 Blocking 2-Stud wall-SPF 5.50" 5.50" 1.75" 240 640 880 Blocking •Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. ¢ u Y 71 i...:,.• ]. �zi,....1 :.,A4,::..sem: 1, '.10,`,_ xj 5 r"1`' f a j M .t 1-Uniform(PSF) 0 to 20' 19.2" 15.0 40.0 Residential-Living. Areas , C'..jai, :ix�s; l) ,w �k Gu P 'k' "� 7 y,,,„,,„,.r f h.j�7 rTF.,15;;,-;17;-,""1 uL 3>; a _ .., �� C < ��, • SUSTAINABLE FORESTRY iNmATNE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disdains 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.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested In accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application,input design loads,dimensions and support information have been provided by Forte Software Operator NO*.., ,vane#-par,; . ,'wa Job Notea ^ . - '' k, p, - 6/28/2016 10:13.45 AM Andrew Williams Forte v5.0,Design Engine:V6.4.0.4,0 Sherman Engineering (503)230-8876 VSD9K1-Z.4TE a ndy©sherm anengineers.com __._...-....-_ .._.._.._.----.__.._.._.._..__.........___-.....___ Page 1 of 1 F 0 R T £ ' MEMBER REPORT FLOOR JOISTS,Floor Joist PASSED 2 piece(s) 11 7/8" TM® 110 @ 19.2" OC Overall Length: 19'2 1/2" � .a x ,.;,_,,,,.,,,,,,k, a : 'fi. a ,+ -,,,.:,,,,(-44.0,�" _ ,. ` , . ,- . , -.:'- - hi, '-, :: y-----4:443*,,,,,,t a;x '*Fa ,sem � r 18'5 1/2" 1 a o All locations are measured from the outside face of left support(or left cantilever end).Alldimensions are horizontal r 4 4n u itt � : I`C was a ,,u .x 4 _ 4 a te € a 4 ( ! : Rww System:Floor Member Reaction(lbs) 843 @ 41/2 2750(3.50") Passed(31%) 1.00 1.0 D+1.0 L(All Spans) Member Type:Joist Shear(lbs) 812 @ 5 1/2" 3120 Passed(26%) 1.00 1.0 D+1.0 L(All Spans) Building Use:Residential Moment(Ft-lbs) 3816 @ 9'8 1/4" 6320 Passed(60%) 1.00 1.0 D+1.0 L(All Spans) Building Code:IBC Live Load Defl.(In) 0.300 @ 9'8 1/4" 0.466 Passed(1,/745) -- 1.0 D+1.0 L(All Spans) Design Methodology:ASD Total Load Defl.(in) 0.412 @ 9'8 1/4" 0.931 Passed(1/542) -- 1.0 D+1.0 L(All Spans) T.)-Pro''Rating 43 38 Passed -- -- •Deflection criteria:IL(L/480)and TL(L/240). •Bracing(Lu):All compression edges(top and bottom)must be braced at 3'6 3/4"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 TI-Pro'"Rating Include:None -:,*.,...An,., Tt b mut t - Vii, 3 £`4' .(j ,1 ,. 1-Stud wall-SPF -- x 3. ,, .T 5.50" 4.25" 1.75" 233 620 853 1 1/4"Rim Board 2-Stud wall-SPF 3.50" 3.50" 1.75" 229 609 838 Blocking •Rim Board Is assumed to carry all 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. 7 Ep '4/1,,` & '' .fes...' ._. ;.,,,,p '•''; ��', P �5 ''§�' . :e 6 1J. „.•,,, �,,,'f_,{Rz�,�.:.. � lis...,,- k,- 1-Uniform(PSF) 0 to 19'2 1/2" 19.2' 15.0 40.0 Residential-Living Areas a v =ate�qp r�w �,r.'imra, . . *- `� ` i i 5g vii ..s41.11, ,,..4, >. a r,,, bu ,,1 3 v�d .. `7 ...ou,-',if.--'=± Iu Weyerhaeuser warrants that the sizing of Its products will be In accordance with Weyerhaeuser product designcriteria ands "�' ' •SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser expressly disclaims any other warranties related to the software.Refer to current Weyerhaeuserpublished design values, (www.woodbywy.com)Accessories(Rim Board,BlockingPanels andthiso ft literature for of this s ft areiis. 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.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested In accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.corn/services/s_CodeReports.aspx. The product application,Input design loads,dimensions and support information have been provided by Forte Software Operator . Ptfwfu Soff wtirt oiigittoi, 4. .: Job oTos _x 6/28/2016 3:36:12 PM Andrew Williams Forte v5,0,Design Sherman Engineering S Engine:V6.4.0.40 (503)230-8876 VSD9K'1-Z.4TE • andy@s herrn anengi nears.cam - __...__.-.....-................... Page 1 of 1 F 0 T E q MEMBER REPORT Level, GTI PASSED 2 piece(s) 13/4" x 11 7/8" 2.0E Microllam® LVL 611 Overall Length:20' 2, S `'2A, § 5 Ro/-�/�]M`7 44,1111°.41±:',�, ,‘. + VvI "0 4 1d.AVli.21/ 20' 0 02 All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. yrs "F^ �q � €4yvi t - wrr4, System:Floor Member Reaction(lbs) 2313 @ 19'8" 8181(5.50") Passed(28%) -- 1.0 D+1.0 Lr(All Spans) Member Type:Flush Beam Shear(lbs) 2007 @ 18'6 5/8" 9871 Passed(20%) 1.25 1.0 D+1.0 Lr(All Spans) Building Use:Residential Moment(Ft-lbs) 11496 @ 11' 22310 Passed(52%) 1.25 1.0 D+1.0 Lr(M Spans) Building Code:IBC Live Load Defl.(in) 0.273 @ 10'4 3/16" 0.483 Passed(L/851) -- 1.0 D+1.0 Lr(All Spans) Design Methodology:ASD Total Load Defl.(In) 0.750 @ 10'3 5/8" 1 0.967 Passed(L/310) -- 1.0 D+1.0 Lr(All Spans) •Deflection criteria:LL(L/480)and TL(1/240). •Bracing(Lu):All compression edges(top and bottom)must be braced at 13'4 9/16"o/c unless detailed otherwise.Proper attachment and positioning of lateral bracing is required to achieve member stability. ^eve a E i �,. 1m'sv't �. air N 1-Stud wall-SPF 5.50" 5.50" 1.50" 950 646 1596 Blocking 2-Stud wall-SPF 5.50" 5.50" .1.56" 1284 1029 2313 Blocking •Blocking Panels are assumed to carry no loads applied directly above them and the full load Is applied to the member being designed. 11-7' b ) l „ 1-Uniform(PSF) 0 to 11' 2' 15.0 25.0 Residential-Living A-. 2-Uniform(PSF) 11'to 20' 5' 15.025.0 3-Point(Ib) 11' N/A 1000 - �...'......x ,� ti e'` ^` `` ',.. 1 SUSTAINABLE-FORESTRY INITIATIVE 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 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.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested In accordance with applicable ASTM standards. For current code evaluation reports refer to htlp://vvww.woodbywy.com/servicesisSodeReports.aspx. The product application,input design loads,dimensions and support Information have been provided by Forte Software Operator .wte woftWam t3pecator, :. / Job l+lbtgs ' 6/29/2016 8:43:53 AM Andrew Williams Forte v5,0,Design Engine:V6.4,0.40 Sherman Engineering VSD9KI—Z.4TE (503)230-8876 andy@shermanengineers.com Page 1 of 1 0 T E ' MEMBER REPORT Level,GT3 PASSEDF 2 piece(s) 1 3/4" x 11 7/8" 2.0E Microllam® LVL Overall Length: 15' h Kr 4 % u f � e , ,mi,, Com✓ TN% erPCO 4 e Vt 1.,,,,,75..-:,,,, ,,;,.,,,aa' s f o 0 L' xr1s a K�.+ �. ,„,i;,,,!:,,,i4 ,:,44,44,0,7„ .,flie-e::,,4.4;,74'„,„* ..,:.i 7 ijit 15' 11 g All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. M °t r � � -4.7��. ** e, 34 ikss '.1 i'47 �G 9,„a-d., 4lIt .':,,a&,,,,,- 1;� .:V,�, System:Floor Member Reaction(lbs) 3494 @ 14'8" 8181(5.50") Passed(43%) -- 1.0 D+1.0 Lr(All Spans) Member Type:Flush Beam Shear(lbs) 2946 @ 1'5 3/8" 9871 Passed(30%) 1.25 1.0 D+1.0 Lr(All Spans) Building Use:Residential Moment(Ft-lbs) 13694 @ 6'6 1/8" 22310 Passed(61%) 1.25 1.0 D+1.0 Lr(All Spans) Building Code:IBC Live Load Defl.(in) 0.212 @ 7'8 3/16" 0.358 Passed(1/811) -- 1.0 D+1.0 Lr(All Spans) Design Methodology:ASD Total Load Defl.(In) 0.546 @ 7'4 11/16" 0.717 Passed(L/315) -- 1.0 D+1.0 Lr(All Spans) •Deflection criteria:LL(L/480)and TL(1/240). •Bracing(Lu):All compression edges(top and bottom)must be braced at 10'11 1/4"o/c unless detailed otherwise.Proper attachment and positioning of lateral bracing is required to achieve member stability. .�y u-� � +�xz€ ':—..-.17 " ''''.5,•;:":;'&:. x. ,€ a 7£ °y�"'tsr t ur P�s3 � axe — s ":; : �``,44€.�re„ g t , :'r �s:'s^ : ., - ae Vf6 ifi €4,- csT a i 3--,,,..,-.1,,,r-4..".,44, C+^ 'eu�� v>:. f''4 .. ` �.,x��.Sta.�. 61 �^ N'YY�a. t 4.11i4r,It 44., ,g!N,�a.,� v E� .'�.�.�a'.r�zm.�„,,�?, 1-Stud wall-SPF 5.50' 5.50" 2.07" 2051 1027 3078 Blocking 2-Stud wall-SPF 5.50" 5.50" 2.35" 1771 1723 3494 Blocking •Blocking Panels are assumed to carry no loads applied directly above them and the full load Is applied to the member being designed. F v.__... mw .._''....<. g:r4"It' 4.1:.x... e '.''' '''f'°/t t4}�eY '' w F ResidWen Hca ,�4 1-Uniform(PSF) 0 to 5' 2' 15.0 25.0 tlal-Uving , _s 2-Uniform(PSF) 5'to 15' 10' 15.0 25.0 Residential-Using 3-Point(Ib) ® N/A 2000 �." 'ir *" w ?-,. 0 SUSTAINABLE FORESTRY INITIATIVE..r aL`4'.�,r,s3 .,,:.t + '., . a �.,N,,,< . ,asf i =,z .,;., .,,s.,,- � ,.. 2 i .<a . » 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 tor 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.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested In accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application,input design loads,dimensions and support information have been provided by Forte Software Operator ")orf cittware tape ar --"`, ob�iote- " 6/28/2016 10:35:37 AM Andrew Williams Forte v5.0,Design Engine:V6.4.0.40 Sherman Engineering VSD9K1—Z.4TE (503)23043870 andy@shermanangineers.com Page 1of1 ValFORTE44 MEMBER REPORT Level, GT3 PASSED 2 piece(s) 1 3/4" x 11 7/8" 2.0E Microllam® LVL Overall Length:11'4" 37 • 4 ar 0 � � � 11'4" 0 All locations are measured from the outside face of left support(or left cantilever end).Ali dimensions are horizontal. ✓, " : � n.... ;- e hawm a,n�wi � 'a�J..�, .°'irt�� 3 w+fi� System:Floor h,.,ra Member Reaction(lbs) 3198 @ 4" 8181(5.50") Passed(39%) -- 1.0 D+1.0 Lr(All Spans) Member Type:Flush Beam Shear(Ibs) 1949 @ 1'5 3/8" 7107 Passed(27%) 0.90 1.0 D(All Spans) Building Use:Residential Moment(Ft-lbs) 6722 @ 4' 16063 Passed(42%) 0.90 1.0 D(All Spans) Building Code:IBC Live Load Defl.(In) 0.041 @ 5'5 1/4" 0.267 Passed(1(999+) -- 1.0 D+1.0 Lr(All Spans) Design Methodology:ASD Total Load Defl.(In) 0.172 @ 5'4 1/16" 0.533 Passed(1/746) -- 1.0 D+1.0 Lr(Ail Spans) •Deflection criteria:LL(11480)and TL(1/240). • •Bracing(Lu):All compression edges(top and bottom)must be braced at 11'4"o/c unless detailed otherwise.Proper attachment and positioning of lateral bracing Is required to achieve member stability. • Cs t ( � a�i�ra � :a• yid r .. ` .�& bra- vz a .�,. ,, „ -Stud wall-SPF 5.50" 5.50" 2.15" 2183 1015 3198 Blocking 2-Stud wall-SPF 5.50" 5.50" 1.50" 1177 535 1712 Blocking •Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. �dY 1. ¢w � � y d ar � �� l.yy CF{✓'ik '.3� A � J..d "`` 2� � 1-Uniform(PSF) 0 to 4' 10' 15.0 25.0 Residential-Living -.s 2-Uniform(PSF) 4'to 11'4" 3' 15.0 25.0 Residential-Living Area 3-Point(lb) 4' N/A 2300 - �"" l "-"• �•'° - Alriii ,:mss._.-, r: SUSTAINABLE FORESTRY INITIATIVE 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 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.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards, For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx- The product application,input design loads,dimensions and support information have been provided by Forte Software Operator Fol Saft•wato Opiratdr Jbb Notes . ,-_:.....�.._...__�....._...�___-.....,.- .. �., :. • ; 6/29/2016 8:47:35 AM Andrew Williams Forte v5.0,Design Engine:V6.4.0.40 Sherman Engineering VSD9K1--Z-4TE (503)230-8875 andy@shermanengineers.com • Page 1 of 1 K' ( • DeamChek v2007 licensed to:Sherman Engineering Inc Reg#7992-664/3 LOT 19 - VIEWCREST ROOF BEAM RBI Date: 6/28/16 5election PT 5-I/8x I 0-1/2 GLB 24F-V4 DF/DF Lu = 0.0 Ft Conditions NDS 2005 Min Bearing Area RI = 3.8 m2R2= 1.5 in2 (1 .5) DL Defl= 0. 12 in Recom Camber= 0.18 in Data Beam Span 10.5 ft Reaction I LL 648 # Reaction 2 LL 3 15 # Beam Wt per ft 13.08 # Reaction I TL 2477 # Reaction 2 TL 1001 # Dm Wt Included 137 # Maximum V 2477# Max Moment 5070'# Max V(Reduced) 2 150# TL Max Defl L/240 TL Actual Defl L/880 LL Max Defl L/360 LL Actual Defl L/ >1000 Attnbutes Section (ins) Shear (m2) TL Defl (in) LL Defl Actual 94.17 53.81 0.14 0.02 Critical 22.04 I 1 .69 0.53 0.35 Status OK OK OK OK Ratio 23% 22% 27% 7% Fb (psi) Fv(psi) E(psi x mil) Fol.(psi) Values Reference Values 2400 240 I .8 650 Adjusted Values 2760 276 I.8 650 Adjustments Cv Volume I.000 Cd Duration I .I 5 I . I5 Cr Repetitive 1 .00 Ch Shear Stress N/A Cm Wet Use 1 .00 1 .00 1 .00 00 I .00 CI Stability I .0000 Rb = 0.00 Le = 0.00 Ft _Loads Point TL Distance Par Unif LL Par Unif TL Start End 5 = I800 2.5 225 h = 360 0 2.5 50 1 = 80 2.5 10.5 I I-I Pt loads: El 0 RI = 2477 R2 = 1001 SPAN = 10.5 FT Uniform and partial uniform loads are lbs per lineal ft. e$2 DeamChek v2007 licensed to:5herman Engineering Inc Reg#7992-6641 3 LOT 19 - VIEWCREST ROOF BEAM Date: 6/28/16 5e%tion PT 5-I/8x 10-1/2 GLB 24F-V4 DF/DF Lu = 0.0 Ft Conditions NDS 2005 Min Bearing Area RI = 2.4 m2 R2= 2.4 in2 (I .5) DL Defl= 0.29 in Recom Camber=0.44 in Data Beam Span 18.0 ft Reaction I LL 900# Reaction 2 LL 900# Beam Wt per ft 13.08# Reaction I TL 1558 # Reaction 2 TL 1 558# Bm Wt Included 235 # Maximum V 1558# Max Moment 7010'# Max V(Reduced) 1406 # TL Max Defl L/ 240 TL Actual Defl L/389 LL Max Defl L/360 LL Actual Defl L/815 Attributes Section (m3) Shear(m2) TL Defl (in) LL Defl Actual 94. 17 53.81 0.56 0.26 Critical 30.48 7.64 0.90 0,60 Status OK OK OK OK Ratio 32% 14% 62% 44% Fb (psi) Fv(psi) E (psi x mil) Fc J (psi) Values Reference Values 2400 240 1 .8 650 Adjusted Values 2760 276 I .8 650 Adjustments Cv Volume I .000 Cd Duration I . I5 I .I5 Cr Repetitive 1 .00 Ch Shear Stress N/A Cm Wet Use I .00 1 .00 1 .00 1 .00 CI Stability I .0000 Rb = 0.00 Le = 0.00 Ft Loads Uniform LL: 100 Uniform TL: 160 = A Uniform Load A Z\ Q RI = 1558 R2 = 1558 SPAN = 18 FT Uniform and partial uniform loads are lbs per lineal ft. BeamChek v2OO7 licensed to:Sherman Engmeenng Inc Reg#7992-664/3 LOT 19 - VIEWCREST ROOF BEAM RB3 Date: 6128116 Selection PT 4x 8 HF#2 Lu = 0.0 Ft Conditions NDS 2005, Incised Min Bearing Area RI = 1 .5 in2R2= 2.3 tn2 (1.5) DL Defl= 0.1 I in Data Beam Span 7.75 ft Reaction 1 LL 279 # Reaction 2 LL 461 # Beam Wt per ft 6.17# Reaction I TL 61 5 # Reaction 2 TL 915 # Dm Wt Included 48# Maximum V 915 # Max Moment 1770'# Max V(Reduced) 772 # TL Max Defl L/240 TL Actual Defl L/54 I LL Max Defl L/360 LL Actual Defl L/ > 1000 Attributes Section (m3) Shear(in2) TL Defl (in) LL Defl Actual 30.66 25.38 0. 17 0.06 Critical 24.03 9.66 0.39 0.26 Status OK OK OK OK Ratio 78% 38% 44% 23% Fb (psi) Fv(psi) E (psi x mil) Poi(psi) Values Reference Values 850 150 I .3 405 Adjusted Values 884 120 I .2 405 Adjustments CF Size Factor I .300 Cd Duration I .00 I .00 Cr Repetitive I .00 Ch Shear Stress N/A Ci Incised 0.80 0.80 0.95 I.00 CI Stability I .0000 Rb = 0.00 Le = 0.00 Ft _Loads Point TL Distance Par Unif LL Par Unif IL Start End 5 = 300 4.0 50 H = 80 0 4.0 144 1 = 230 4.0 7.75 I H Pt loads: B Z Q RI = 615 R2 = 915 SPAN = 7.75 FT Uniform and partial uniform loads are lbs per lineal ft. BeamChek v2007 licensed to:Sherman Engineering Inc Reg#79.92-66413 LOT 19 - VIEWCREST DECK BEAM DBI Date: 6/29/16 Selection PT 5-I/8x 13-1/2 GLB 24F-V4 DF/DF Lu = 0.0 Ft Conditions NDS 2005 Mm Bearing Area RI = 4.3 m2 R2= 4.3 m2 (1 .5) DL Defl-- 0.20 in Recom Camber=0.30 in Data beam Span 18.5 ft Reaction I LL 1943 # Reaction 2 LL 1943 # Beam Wt per ft 16.81 # Reaction I TL 2826# Reaction 2 TL 2826# Bm Wt Included 3 I I # Maximum V 2826 # Max Moment 13072'# Max V (Reduced) 2483 # TL Max Defl L/240 TL Actual Defl L/452 LL Max Defl L/360 LL Actual Defl L/760 Attributes Section (ins) Shear (m2) TL Defl (in) LL Defl Actual 155.67 69.19 0.49 0.29 Critical 65.36 15.52 0.93 0.62 Status OK OK OK OK Ratio 42% 22% 53% 47% Pb (psi) Fv(psi) E (psi x mu) Fc.1(psi) Values Reference Values 2400 240 I .8 650 Adjusted Values 2400 240 I .8 650 Adjustments Cv Volume I .000 Cd Duration 1.00 1 .00 Cr Repetitive I .00 Ch Shear Stress N/A Cm Wet Use 1.00 1 .00 1.00 1 .00 CI Stability I .0000 Rb = 0.00 Le = 0.00 Ft Loads Uniform LL: 210 Uniform TL: 289 = A Uniform Load A .0 Q RI = 2826 R2 = 2826 SPAN = 18.5 FT Uniform and partial uniform loads are lbs per lineal ft. I itiliFORTE ® MEMBER REPORT HEADERS,HD1 PASSED 1 piece(s)4 x 10 Douglas Fir-Larch No,, 2 \,S7' Overall Length;5'3" f' ,,,,� "S c asp `' B Fs � :i-xx. '" i'� 3«n r y, .- •' .,t . ,;: � *7a�t � xyr-ea1r e t ': - 1G+ ` 4 fy tei % nk ,' 'w. . -- 00 t 1. R N d;- fir. x;-" .:' , .-,s#,r...v,. ,. +lq4,<". a,,:"�",..;v;'`ri' twkf. .«...` 5' '1, x El All locations are measured from the outside face of left support(or left cantilever end).AIl dimensions are horizontal. t Y�., u ra r s " System:Wall Member Reaction(lbs) 337 @ 0 3281(1.50") Passed(10%) 1.0 D+1.0 Lr(All Spans) Member Type:Header Shear(lbs) 222 @ 10 3/4" 4856 Passed(5%) 1.25 1.0 D+1.0 Lr(All Spans) Building Use:Residential Moment(Ft-lbs) 442 @ 2'7 1/2" 5615 Passed(8%) 1.25 1.0 D+1.0 Lr(All Spans) Building Code:IBC Live Load Deft.(In) 0.003 @ 2'7 1/2" 0.175 Passed(L/999+) -- 1.0 D+1.0 Lr(All Spans) Design Methodology:ASD Total Load Defl.(In) 0.006 @ 2'7 1/2" 0.262 Passed(1/999+) -- 1.0 D+1.0 Lr(All Spans) •Deflection criteria:LL(1/360)and TL(L/240). •Bracing(Lu):All compression edges(top and bottom)must be braced at 5'3"o/c unless detailed otherwise.Proper attachment and positioning of lateral bracing Is required to achieve member stability. •Applicable calculations are based on NDS. *� f d'k^dy anF! y`•!Yktpr «.i.g.� i '- �w ` �v`a N p�T, d' F ti s ,39$ " tY� ' ,� ^ . y ,r r . y� ll # €:o, r � 4 :! ,.. U i, E a, P.I r@•A �a� ,i5" a: '' ¢»N a- .- ` . 1-Trimmer-SPF 1.50" 1.50" 1.50" 140 197 337 None 2-Trimmer-SPF 1.50" 1.50" 1.50" 140 197 337 None ' l°,ki"tib" 3 ,,iv �€ ,iL'" k 4 .... p.,.... , ,,.,.r ... 1 i.,...A- " -,Q .:?:4 SFS .E�...: ,a"'` 1-Uniform(PSF) 0 to 5'3" 3' 15.0 25.0 Residential-living Areas + y�^'9°r e s k iF- , x �+ ,. ,4 c•,.n`• :� t.,".. rz,+.!' x r . "`�;` "� - •"" "" "-' 's''-,.•�r- • -*''R-. >, "'w. ' s:=,in'a:i @ SUSTAINABLE FORESTRY 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 recons,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 t 3sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application,input design loads,dimensions and support information have been provided by Forte Software Operator • • Fifrtu t4oftware r. . :'• doteti:: , 6/23/2016 11:02:12 AM Andrew Williams • — __.__ _ t=orte v5.0,Design Engine:V6.4.0,40 Sherman Engineering (503)230-8876 andy@shermanengineers.com ._._._..._._._.-..__.__..._....__.._......__._..._._...___._._...._�_._. Page 1 of 1 ral F O R T E e MEMBER REPORT HEADERS,HD2 PASSED 1 piece(s)4 x 10 Douglas Fir-Larch No. 2 Overall Length:3'3" `C a s ^� •sem"' L47,4 l �A dim Pp� 77,u4.1 d°.:' 3' 4 a o All locations are measured from the outside face of left support(or left cantilever end).AII dimensions are horizontal. �,, -e• Pf�rr' ^z z ,' H /„.a:�rs x ti r 4 rte.,, � 3ih . _ �arS aa� ,-.T .,:,:i':;:j System:Wall Member Reaction(lbs) 208 @ 0 3281(1.50") Passed(6%) -- 1.0 D+1.0 Lr(All Spans) Member Type:Header Shear(lbs) 93 @ 10 3/4" 4856 Passed(2%) 1.25 1.0 D+1.0 Lr(All Spans) Building Use:Residential Moment(Ft-lbs) 169 @ 1'7 1/2" 5615 Passed(3%) 1.25 1.0 D+1.0 Lr(Ali Spans) Building Code:IBC Live Load Defl.(In) 0.001 @ 1'7 1/2" 0.108 Passed(L/999+) -- 1.0 D+1.0 Is(All Spans) Design Methodology:ASD Total Load Defl.(In) 0.001 @ 1'7 1/2" 0.162 Passed(1/999+) -- 1.0 D+1.0 Lr(All Spans) •Deflection criteria:LL(L/360)and TL(L/240). • •Bracing(Lu):All compression edges(top and bottom)must be braced at 3'3"o/c unless detailed otherwise.Proper attachment and positioning of lateral bracing is required to achieve member stability. •Applicable calculations are based on NOS. n. ��4, i amp`"tom,tijg 1_Trimmer-SPF 1.50" 1.50" 1.50" 86 122 208 None 2-Trimmer-SPF 1.50' 1.50" 1.50" 86 122 208 None ,�.f. s r �sem. i _"�g= a�� Alt ,_i. 1-Uniform(PSF) 0 to 3'3" 3' 15.0 25.0 Residential-Living A=.s 9 ' fZS�SUSTAINABLE FORESTRY INmATIVE Weyerhaeuser warrants that the sizing of its products will be In accordance with Weyerhaeuser product design criteria and published design values. 11 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.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application,Input design loads,dimensions and support information have been provided by Forte Software Operator Porte So tware Ofperator, .Job Notes '� � 612$!2018 9:35'03 AM Andrew Williams Forte v5.0,Design Engine:V6.4.0.40 Sherman Engineering (503)230-8876 VSD9K1-2.4TE andy@sherm anengineers.can __—_ Page 1 of 1 F O R T E. MEMBER REPORT HEADERS,HD3 PASSED 1 piece(s)4 x 10 Douglas Fir-Larch No. 2 Overall Length:4'9" &'p -.10,7,:•„.,:,, tt.: y u- �yr 1 + C+`.yy� .� ��rs„ ++' 4,''',';.:',":-.I: x... t ,„.,,,,t4W1',,,,:.;:44,4;74,, ,i'.7x$W-; ..:";:i.--47,7;.*:-72V,,,,,--7,',:;,..,: + 0 0 4'6" 4' 0 0 All locations are measured from the outside face of left support(or left cantilever end).Ali dimensions are ,. .. � ----"----P-4,---01- .,., horizontail. , -1-- -1.'-:. �" m system Wall. . igpp , t slid 1 �°w . .. > + : +. MT,,.. ; v ; ` ' , .„ - , �i Member Reaction(lbs) 1788 @ 0 3281(1.50") Passed(55%) -- 1.0 D+1.0 Lr(All Spans) Member Type:Header Shear(lbs) 1635 @ 10 3/4" 3497 Passed(47%) 0.90 1.0 D(All Spans) Building Use:Residential Moment(Ft-lbs) 1651 @ 1' 4043 Passed(41%) 0.90. 1.0 D(All Spans) Building Code:IBC Live Load Defl.(In) 0.002 @ 2'4 5/8" 0.158 Passed(L/999+) -- 1.0 D+1.0 Lr(All Spans) Design Methodology:ASD Total Load Defl.(In) 0.015 @ 2'1 11/16" 0.237 Passed(L/999+) -- 1.0 D+1.0 Lr(All Spans) • Deflection criteria:11(L/360)and TL(1/240). • Bracing(Lu):All compression edges(top and bottom)must be braced at 4'9"o/c unless detailed otherwise.Proper attachment and positioning of lateral bracing Is required to achieve member stability. •Applicable calculations are based on NDS. �fi ak a �' s ra —,,' "`a i'1.1 r �v �«- r l I , ms", `.` _ pt' m . 4Ft p 1,,,....-,,,;„..,- ,,,i,,,,-+ .e -c �� >i�r44 :. ,...��- �� '��"S aa �§�� .m '� fi.�e 5u.,•,r fit' %! � ...,,", ` , i4 1-Trimmer-SPF 1.50" 1.50" 1.50" 1670 119 1789 None Z-Trimmer-SPF 1.50" 1.50" 1.50" 512 119 631 None �? _ {J iv'Y11t,K v*,I: k ' ;� sa;'7 Y v'; ?:(';,:.;:,`',!';,'t , �I x ..,.. ,1.4,,.,.,,k. er"'� 11...tt�i 1 1 '�' ggyy��r f� .Lim. . .. 1-Uniform(PSF) 0 to 4'9" 2' 15.0 25.0 Residential-Using • -•s 2-Point(ib) 1' N/A 2000 - ,— aa„' -,,k�3 n f ,; , "_ n-n- . a ,.�:,..�_ ;l „w, ,, ,. __:. „: 0 SUSTAINABLE FORESTRY iNfAWIVE Weyerhaeuser warrants that the sizing of its products will be In accordance with Weyerhaeuser product design criteria and published design values. `wwi 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 having jurisdiction.The designer of record,builder or framer is responsible to circumvent the need for a design professional as determined by the authority assure that this calculation Is compatible with the overall project,Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReporls.aspx. The product application,input design loads,dimensions and support information have been provided by Forte Software Operator Porte tit(ware rat Job Natas' sa >� 6/28/2016 9:10:03 AM r Andrew Williams Forte v5.0,Design Engine:V6.4.0,40 Sherman Engineering VSD9K1--Z.4TE (503)230-8876 andy@sherm anengineers.com __ Page 1 of 1 ", Ta MEMBER REPORT HEADERS,HD4 PASSED 1 pieces)4 x 10 Douglas Fir-Larch No. 2 -VI Olt Overall Length:3'3" • ;`t E Y . "1":;,.„-; .4., ,tel.,..f.,...,..,,,. .,„4,t,...,,4:4**7.;:,-,L,.,,,,, ,,,,..,,,„zz,,,,,:__;44(:::.,...4„..4‘,0. + ,,, .,-,,,, ,,,,zic,4„ ..„,,, ,,„,„ 4„:„.4„.„,„„,..,„,,, , i,.... ,_ ., ,,,, , 0 ,x01.-.*„2.p.. . ,,,,, - - - ,,,,,„..„ „... .,,it. ,,,..„ ,„,,,„!,,4,5„,..„ _ ..` ma, fi,r,$; " `': � v �'k4r#�, _ X .,4"' �3,>w �"�. a � n . 3' ir 4' 0 0 All locations are measured from the outside face of left support(or left cantilever end).All dimensions arehorizontal. -w � �,:s. "ani 1' � z �,t �. ;i'sY fs w,e ,�,� ..�.�,,,i e ,e i `k aa ', + -,�.�. ..s......t 7.2,--7L .., � '��u,,. x!All SG(ans) Mn �.� System:Well Member Reaction(lbs) 1423 @ 3'3" 3281(1.50') Passed(43%) 1.0 D+1.0 Lr(All Spans) Member Type:Header Shear{lbs) 1200 @ 2'4 1/4" 3497 Passed(34%) D ) Building Use:Residential Moment{Ft lbs} Live Load Defl.(in) 0.001 @ 1'6 15/16" 0.108 Passed(L/999+) 1513 @ 2' 4043 Passed(37%) 0.0.9090 1.01.0 D(All(All SpansSpans) Building Code:IBC 1.0 D+1.0 Lr(Ali Spans) Design Methodology:ASD Total Load Defl.(in) 0.007 @ 1'7 3/4" 0.162 Passed(L/999+) 1.0 D+1.0 Lr(All Spans) •Deflection cdterla:11(1/360)and TL(L/240). •Bracing(Lu):All compression edges(top and bottom)must be braced at 3'3"o/c unless detailed otherwise.Proper attachment and positioning of lateral bracing Is required to achieve member stability. •Applicable calculations are based on NDS. : r x � ,t tx 1-Trimmer-SPF 1.50" 1.50' 1.50" 900 324 1224 None 2-Trimmer-SPF 1.50" 1.50" 1.50" 1234 189 1423 None .'-'1,,),!,;:44?-.1..._,:t°,',', + iT4 ,„1,, ..rec.,tt...,..:.., ..� ''.'..4-",-,-' ""- r T„...:;11,,-..,._34t,,,,,„.,:,,,,,,,,T.,-,..,a,,,,„d „ . esid x ...�,*z,'k� 1-Uniform(PSF) 0 to 2' 9' 15.0 25.0 Residential-Living A,•s 2-Uniform(PSF) 2'to 3'3" 2' 15.0 25.0 Residential-Living . -.s 3-Point(Ib) 2' N/A 1800 - Weyerhaeuser warrants that r � - 0 �� 3� a .. _ - a.� .,h•�*� �SUSTAINABLE FORESTRY INITIATIVE e 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 circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible bo assure that this calculation Is compatible with cite overall protect Products manufactured at Weyerhaeuser facilities arethird-party certified to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports FSR-1153 and ESR-1387 and/or tested In accordance with applicable ASTM standards. For current code evaluation reports refer to ht1p://www,woodbywy.torr/se rator/s_CodeReports,aspx. The product application,input design loads,dimensions and support information have been provided by Forte Software Operator S 0*.eli''E(ttl Chit it „' r' ", F Ngtee tr ., 'rayx • 6/28/2016 9:13:21 AM Andrew Williams ""` — Forte v5.0,Design Engine:V6.4,0 40 Sherman Engineering (503)230-887G UDgx7��.4TE andy@sherm anengineers.coni Page 1 of 1 F O R T E 4 MEMBER REPORT HEADERS,HD5 PASSED 1 piece(s) 4 x 10 Douglas Fir-Larch No. 2 Overall Length:5'3" iit:„ ,1"t'Air.c,,,,- *,-,•••,...,,„:.*a:,..g,,,VAr:,....,---,a...,,,-,'TA; A,,,,r,•'-.4,,,,,-A74,,,..„2„,,,,,,.; 40,71,. .,. ,.7.1„::.,4.,.,,,,,„..1,„,,,..,„„,„,„‘„,..,:4,1„.ii,...,..„, ,,z 4;14.t„„e'cr:,,•••<,,,,.•,r\'' 0a 4PA ,', Y -t,,, {: a .*' f 3 3'° yz t' • g 'ac!`Si•s•�' o - �' 1 r ::,:',/,' , �. Mme 4 .,: � , � � 4' 5' 4' O Alllocationsare measuredryyfrom the outside face of left support(or left cantilever� end).All dimensions are horizontal. 'v!r- L.ei}l\."av 4 i 4x.,. ..r'. F 74,51:45.-744v. ' . 7- lv- ro j j J f7: ,_ P. . k d�„ ` r rr�„ ova” ' .,,,..,�._.m .sas �� System Wall Member Reaction(lbs) 1098 @ 0 3281(1.50") Passed(33%) -- 1.0 D+1.0 Lr(All Spans) Member Type:Header Shear(lbs) 723 @ 10 3/4" 4856 Passed(15%) 1.25 1.0 D+1.0 Lr(All Spans) Building Use:Residential Moment(Ft-lbs) 1441 @ 2'7 1/2" 5615 Passed(26%) 1.25 1.0 D+1.0 Lr(All Spans) Building Code:IBC Live Load Defl.(In) 0.012 @ 2'7 1/2" 0.175 Passed(L/999+) -- 1.0 D+1.0 Lr(All Spans) Design Methodology:ASD Total Load Defl.(In) 0.019 @ 2'7 1/2" 0.262 Passed(L/999+) -- 1.0 D+1.0 Lr(All Spans) •Deflection criteria:U.(11360)and TL(1/240). •Bracing(Lu):All compression edges(top and bottom)must be braced at 5'3"o/c unless detailed otherwise.Proper attachment and positioning of lateral bracing Is required to achieve member stability. •Applicable calculations are based on NDS. „,-°- Wa'ErfC. ',--•.--q°'an 1 '�li.,.,..w. ' 4- �a`'''' -1Vi. ,, '? s ``,.. —11...?., 3-Trimmer-SPF 1.50" 1.50" 1.50" 425 673 1098 None 2-Trimmer-SPF 1.50" 1.50" 1.50" 425 673 1098 None '&'" tN.mrl ELWW 1_Uniform(PSF) 0 to 5'3" 10'3" 15.0 25.0 - °1,;...� � ` „'''74,',.:''''''''''.:O:*:',.''' " rka. '''4').". .. -s` n _, �. —� ,, .„^x • , "1,-.----s �7° ,i" �SUSTAit�LE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. 111 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.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested In accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application,Input design loads,dimensions and support Information have been provided by Forte Software Operator Fbrtd4cf'twrafe drier for t 4ob‘Notes 6128/201610:29:17 AM Andrew Williams Forte v5.0,Design Engine:V6.4.0.40 Sherman Engineering (503)230-8876 VSDg1(1--Z.4TE randy@shemr anengineers.cram ...-_..._._ Page 1 of 1 FORTE ' MEMBER REPORT HEADERS,. PASSED 1 piece(s) 6 x 10 Douglas Fir-Larch No. 2 i',V10 Overall Length:8'6" �d�v • U far iY . •• "• t 3 �...�,+�.,.3.�°�` � • y f 8' y` o to All locations are measured from the outside face of left support(or left cantilever end).Ali dimensions are horizontal. n C� -AI, = 1/4AI a •.xz 4Z1h� 3 w 3 Yn ,i I System:Wall Member Reaction(lbs) 2073 @ 8'4 1/2" 10313(3.00") Passed(20%) -- 1.0 D+1.0 Ix(All Spans) Member Type:Header Shear(lbs) 1601 @ 7'5 1/2" 5330 Passed(30%) 0.90 1.0 D(All Spans) Building Use:Residential Moment(Ft-lbs) 2215 @ 7' 5429 Passed(41%) 0.90 1.0 D(All Spans) Building Code IBC Live Load Defl.(in) 0.025 @ 4'2 13/16" 0.275 Passed(L/999+) -- 1.0 D+1.0 Is(All Spans) Design Methodology:ASD Total Load Defl.(in) 0.073 @ 4'5 5/16" 0.412 Passed(1/999+) - 1.0 D+1.0 Is(All Spans) •Deflection criteria:LL(L/360)and TL(L/240). • Bracing(Lu):All compression edges(top and bottom)must be braced at 8'6"o/c unless detailed otherwise.Proper attachment and positioning of lateral bracing is required to achieve member stability. •Applicable calculations are based on NDS. - it` pn w,w s .yz ray R nza "' �, '"" _ � y+ S ��.tfA;'r�'�+...�•.....; � �,,....::��.... S° �k��.�.��...,,. �,n�, �. ,._�� 1-Trimmer-SPF 3.00" 3.00" 1.50" 637 ® 1160 None 2-Trimmer-SPF 3.00" 3.00" 1.50" Ems 427 2073 None .4A'4i,tak�, ,�r4Lt: .;;;;;. • -Uniform(PSF) 0 to 7' 5' 15.0 25.0 Residential-Uving >•s 2-Point(Ib) 7' N/A 1600 - 3.-Uniform(PSF) 7'to 8'6" 2' 15.0 25.0 Residential-Living Areas i( • h,,, ., �"y�� xr� �. '� L°'p�s >�''° ,.....wx'F � 5.�n �' r> � • ...• ��;awa`6i 1 ... s' �s' ()SUSTAINABLE FORESTRY INITIATIVE 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 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.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application,Input design loads,dimensions and support information have been provided by Forte Software Operator ri�feraltware t3dkaior ;fob Nota's` 6/29/2016 9:33:49 AM W'. ._.__._ __..._ Forte v5.0,Design Engine:V6.4.0.40 Andrew Williams9 Sherman Engineering VSD9KI--Z.4TE (503)230.8876 andy©shermanengineers.com Page 1 of 1 _aFORT G MEMBER REPORT HEADERS,HD7 PASSED 1 piece(s) 6 x 10 Douglas Fir-Larch No. 2k/t1)-- 1 Overall Length: 16'6" fi0�, r if z , --.„,,,,,,',`"',"%=.4.,, P--”' x • 0 , ' `m ? _..o. st Yrs iii..',.; ',.'''!,',47. ...'„ .. � +.:r.-.: 0 . fi irPsem' ..a $i 7 z ad ' : Sia .Lm„$n1 4, 16' ` 0 0 All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. is taG,�„�1M�•°f ��. _-• ��sa'�' L � il� �vri , --'1..,,,,,, Fr « ��,.. ,,�.sr System:Wall Member Reaction lbs 1065 @ 16'4 1/2” 10313 3.00" Passed 10% 0 D+ l ~ (lbs) ( ) ( ) 1.0 L(All Spans) Member Type:Header Shear(lbs) 992 @ 15'5 1/2" 5922 Passed(17%) 1.00 1.0 D+1.0 L(Ail Spans) Building Use:Residential Moment(Ft-lbs) 4921 @ 8' 6032 Passed(82%) 1.00 1.0 D+1.0 L(All Spans) Building Code:IBC Live Load Defl.(in) 0.151 @ 8'4 13/16" 0.542 Passed(L/999+) -- 1.0 D+0.75 L+0.75 Lr(All Spans) Design Methodology:ASD Total Load Defl.(in) 0.443 @ 8'3 5/16" 0.813 Passed(L/440) -- 1.0 D+0.75 L+0.75 Lr(All Spans) •Deflection criteria:Il(L/360)and TL(L/240). •Bracing(Lu):All compression edges(top and bottom)must be braced at 16'6"o/c unless detailed otherwise.Proper attachment and positioning of lateral bracing Is required to achieve member stability. •Applicable calculations are based on NDS. ,� 7,-1.5,,,,...:e,-„; zr a ipre+i'°fie „- -1.„0:;i1‘S' -per— - °, :',., §�u € E.J'� �r ._, nw,,,g„ ,� ( "_7.—' u L r id 3�� z .3.. - . -. 1-Trimmer-SPF 3.00". 3.00" 1.50" 628 172 305 1105 None 2-Trimmer-SPF 3.00" 3.00" 1.50" 597 468 ME 1160 None 11 1-Uniform(PSF) 0 to 8' 2' 15.0 - 25.0 Residential-Living -.s 2-Uniform(PSF) Mr= 2' 15.0 40.0 Residential Using A:. 3-Point(Ib) 8' N/A 527 - - _— mT„; .•Lam” ,r px , q t m 'r:f;4 i•. , ?t ta & 1S .: h t + ;d . ' . r ,y. . . ,. 'f �� z !,. ` t5?J SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of its products will be in accordancewith 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 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.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested In accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application,Input design loads,dimensions and support Information have been provided by Forte Software Operator '�� 4rarl3 tee :4w‘',-..,v'01->.,4,:::r , 6/29/2016 9:28:16 AM ., ,rte ,; Andrew WilliamsForte v5.0,Design Engine:V6.4.0.40 Sherman Engineering VSD9K1—Z.4TE (503)230.8876 andy@shormanengineers.com Page 1 of 1 F O R T E ' MEMBER REPORT HEADERS, PASSED `+ 1 piece(s)4 x 10 Douglas Fir-Larch No. 2 xlD Overall Length:X3" ;10- 4,4 39�b h ' x.:?"'� t -4.:F�T r� .rM � �,...»'w3�}�#Sk:,�"w x .�,.�.n. P.r,� ..�•"'�'.az .,m'�� ..�x"vi',A';r.,�`, �� 3' 0 0 All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. _ n � r ry 'fi� ._. ',s6 F System:Wall Member Reaction(lbs) 1245 @ 0 3281(1.50") Passed(38%) -- 1.0 D+1.0 Lr(All Spans) Member Type:Header Shear(it's) 1018 @ 10 3/4" 3497 Passed(29%) 0.90 1.0 D(All Spans) Building Use:Residential Moment(Ft-lbs) 1285 @ 1'3" 4043 Passed(32%) 0.90 1.0 D(All Spans) Building Code:IBC Live Load Defl.(In) 0.001 @ 1'8 1/16" 0.108 Passed(1/999+) -- 1.0 D+1.0 Is(All Spans) Design Methodology:ASD Total Load Defl.(In) 0.007 @ 1'7 5/16" 0.162 Passed(1/999+) -- 1.0 D+1.0 Lr(All Spans) •Deflection criteria:LL(1/360)and TL(1/240). •Bracing(Lu):All compression edges(top and bottom)must be braced at 3'3"o/c unless detailed otherwise.Proper attachment and positioning of lateral bracing is required to achieve member stability. •Applicable calculations are based on NDS. 77:14. •'• i rr ry °ivr uy j. 1-Trimmer-SPF 1.50" 1.50" 1.50" 1052 193 NEM None 2-Trimmer-SPF 1.50" 1.50" 1.50" 790 332 1122 None T 44hr �...... d?� � �`.�„� ASL"' ' _...».pOt '"..h i ,.�' $f 1-Uniform(PSF) 0 to 1'3" 2' 15.0 25.0 Residential-Living Areas 2-Uniform(PSF) 1'3"to 3'3" 9'3" 15.0 25.0 Residential-Living Areas 3-Point(Ib) 1'3" N/A 1500 - �. } .:.T.�� eye product design criteria and published design values. .. ...,. �'.• `f•SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizingof its products will be in accordance with Weyerhaeuser `� 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.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application,input design loads,dimensions and support Information have been provided by Forte Software Operator • Forte Software Operator . ..' • Job Note 6/23/2016 11:53:56 AM __.._..._. .,, ;�� Forte v5.0,Design En Ire:V6.4.0.40 Andrew Williams g g Sherman Engineering (503)230-8876 andy©sherm anongineers.com Page 1 of 1 ifilFORTE* MEMBER REPORT FLOOR BEAMS,FB1 PASSED 1 piece(s) 5 1/8" x 12" 24F-V4 DF Glulam Overall Length:20'3" mss` yywit E s r . a '`a 4!" A + * +, pgy.s 'r' xf ..;77£9' S.S%iss s, £ "1:427„,;,r7:°`'W,',1 i � f+� '.,M '� s'7�r-'. '.cao� zy L. 'fig S,g 3 20'3" All locations are measured fromothe-outside face of left support(or left cantilever end),All dimensions are horizontal. ;1: ,e'4-.,I rir.,,,, 1177,-. .1`t;;� a_ 'f,nIalr, .,f,WiJf, i .,«7r 4' " i 0,7frank s v- 0 ' sysw. Floor Member Reaction(lbs) 3309 @ 4" 11980(5.50") Passed(28%) -- 1.0 D+1.0 Lr(All Spans) Member Type;Flush Beam Shear(lbs) 2737 @ 1'5 1/2" 9779 Passed(28%) 0.90 1.0 D(All Spans) Building Use:Residential Pos Moment(Ft-lbs) 8601 @ 3'6" 22140 Passed(39%) 0.90 1.0 D(All Spans) Building Code:TBC Live Load Defl.(In) 0.125 @ 10'1 1/2" 0.490 Passed(L/999+) -- 1.0 D+1.0 Lr(All Spans) Design Methodology:ASD Total Load Defi.(in) 0.506 @ 9'5 3/16" 0.979 Passed(L/464) -- 1.0 D+1.0 Lr(All Spans) •Deflection criteria:LL(1/480)and TL(1/240). •Bracing(Lu):All compression edges(top and bottom)must be braced at 20'3"o/c unless detailed otherwise.Proper attachment and positioning of lateral bracing is required to achieve member stability. •Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L=19'7". •The effects of positive or negative camber have not been accounted for when calculating deflection. •The specified giulam is assumed to have Its strong laminations at the bottom of the beam.Install with proper side up as indicated by the manufacturer. •Applicable calculations are based on NDS. �, `� 5 � r se; ,ss ,• �� : =' *,. '�• 1-Stud wall-SPF 5.50' 5.50" 1.52" 2802 506 3308 Blocking 2-Stud wall-SPF 5.50" 5.50" 1.50" 908 506 1414 Blocking •Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. mps4 'rf s� asks ) a �.b.»;i am'.`\�•.:��c ,. :�* @•§!,:...�,.7.!`r Yx,�,,�1� Vii.., are�S`'�4 1-Uniform(PSF) 0 to 20'3" 2' 15.0 25.0 Residential-Living Areas 2-Point(Ib) 3'6" N/A 2800 - t as o �"r°` rz )i• t �� 3t�7 #'. f s 1 Tz' f i4T � v a3., � - /�,. t�y �.x s. .,. .,... a :+ •SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of its products will be In accordance with Weyerhaeuser product design criteria and published design values. 1111 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.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application,input design loads,dimensions and support Information have been provided by Forte Software Operator 'Ohe Sure operatorJab Nimes". r 6/28/2016 10:32:30 AM Andrew Williams Forte v5.0,Design Engine:V6.4.0.40 Sherman Engineering VSD9K1—Z,4TE (503)230-8876 andy©sherm anengineers.coni Page 1 of 1 F O R T E " MEMBER REPORT Level,FB2 PASSED 1 piece(s) 5 1/8" x 12" 24F-V4 DF Glulam P152- Overall Length:9' • 0 _ 9'• CI All locations are measured from the outside face of left support(or left cantilever end),AII dimensions are horizontal. . . ., , M. ,, r72 t � > r �4oSystem Floort . A2., , ,ar_r Member Reaction(lbs) 2657 @ 3 1/2" 4997(1.5(r) Passed(53%) -- 1.0 D+1.0 Lr(All Spans) Member Type:Flush Beam Shear(lbs) 2461 @ 7'6 1/2" 13581 Passed(18%) 1.25 1.0 D+1.0 Lr(All Spans) Building Use:Residential Pos Moment(Ft-lbs) 7069 @ 5'2 1/2" 30750 Passed(23%) 1.25 1.0 D+1.0 Li-(All Spans) Building Code:IBC Uve Load Defl.(in) 0.022 @ 4'5 13/16" 0.209 Passed(L/999+) -- 1.0 D+1.0 Lr(All Spans) Design Methodology:ASD Total Load Defl.(in) 0.064 @ 4'6 7/8" 0.419 Passed(L/999+) -- 1.0 D+1.0 is(All Spans) •Deflection criteria:LL(1/480)and IL(1/240). •Bracing(Lu):All compression edges,(top and bottom)must be braced at 8'8 1/2"o/c unless detailed otherwise.Proper attachment and positioning of lateral bracing is required to achieve member stability. •Critical positive moment adjusted by a volume factor of 1,00 that was calculated using length L=8'4 1/2". •The effects of positive or negative camber have not been accounted for when calculating deflection. •The specified glulam is assumed to have its strong laminations at the bottom of the beam,Install with proper side up as indicated by the manufacturer. •Applicable calculations are based on NDS. ? sig r t 7 t r W rl _ .. 1-Hanger on 12"SPF beam 3.50" Hangers 1.50" 1622 1176 2798 See note 2-Stud wall-SPF 5.50" 5.50" 1.50" 2002 1187 3189 Blocking •Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to 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. r a' �'r '3�°+ &`x r/ '"9 � saC � ., 1✓r yP .��d5.�+, 'w'� tl�au', w��.. �" ��-i � , � � �?�' 3�• irk' ,� �"" � � R"' "��A�� `' sc��r 1-Face Mount Hanger HGUS5.25/10 4.00" N/A 46-16d common 16-16d double shear C 4X �} f : Aub rob 44 _ z 9�si c s✓ iy rr f-Uniform(PSF) 0 to 9' 10'6" 15.0 25.0 Residential-Living Areas 2-Uniform(PLF) 0 to 9' N/A 64.0 - 3-Point(Ib) 11111123111111 N/A 1500 ,3,°,:: 7 f •.- .�- a.-�r�.._.., a, A . to , L ��" �`z: ltS1 SUSTAINABLE FORESTRY INITIATIVE 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 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.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested In accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application,input design loads,dimensions and support information have been provided by Forte Software Operator Pole orfiware Operator - '' a ,Job rptibia ' -- 6/23/2016 10:59:27 AM Forte Williams V5.0,Design Engine:V6.4.0.40 Sherman Engineering (503)230.8876 andy@shermanengineers.com Page 1 of 1 F O R T E . MEMBER REPORT Level,FB3 PASSED 53 1 piece(s) 5 1/8" x 10 1/2" 24F-V4 DF Glulam G Overall Length:12' wo A ik _ i 4W ='; z6, Ota" 4. '12' 4 El All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. ......, ... ,. .� :' +.:� � h l System:Floor Member Reaction(lbs) 3762 @ 4" 11980(5.50") Passed(31%) 1.0 D+1.0 L(All Spans) Member Type:Drop Beam Shear(lbs} 2926 @ 1'4" 9507 Passed(31%) 1.00 1.0 D+1.0 L(All Spans) Building Use:Residential Pos Moment(Ft-lbs) 10068 @ 6' 18834 Passed(53%) 1.00 1.0 D+1.0 L(All Spans) Building Code:IBC Live Load DeFl.(in) 0.167 @ 6' 0.378 Passed(L/815) 1.0 D+1.0 L(All Spans) Design Methodology:ASD Total Load Deft.(In) 0.262 @ 6' 0.567 Passed(1/520) - 1.0 D+1.0 L(All Spans) •Deflection criteria:LL(1/360)and TL(1/240). Bracing(Lu):All compression edges(top and bottom)must be braced at 12'o/c unless detailed otherwise.Proper attachment and positioning of lateral bracing is required to achieve member stability. Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L=11'4". ••The effects of positive or negative camber have not been accounted for when calculating deflection. •The specified glulam is assumed to have Its strong laminations at the bottom of the beam.Install with proper side up as indicated by the manufacturer. •Applicable calculations are based on NDS. Ver y g fir" .' „ <...1.4.1„1„.4.71..,,,, ,,,z-s,,,,,„..;,, ,101.4.,,,, l r,'� ' �.7,,', n � d t � ' . � '41 A ''''''' ''' '''43k4''''''''''''''''''' '''" „at,'' 12400 3762 None. - . 5.50" 5.50i. 1.73" 3621-Stud wall-SPF 2-Stud wall-SPF 5.50" 5.50" 1.73" 1362 2400 3762 None 1 ., ne.,. ..7-1*m. ^,,.'' ''' F�fi _,a.,e x l .> .�- se a Res'a so r. 7-Uniform(PSF) 0 to 12' . 10' 15.0 40.0 Residential-Living Areas 2-Uniform(PIE) 0 to 12' N/A 64.0 - :1. r " _aza'''04'0''''''.7:3!:',"•,,. .. i ,„ _published _es al s,. >W1x: SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sling of its products will be in accordance with Weyerhaeuser product design criteria and published design values. ll5 Weyerhaeuser expressly disclaims any other warranties related to the software.Refer m 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 judsdiclon.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 m sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ES under technical reports ESR-1153 and ESR-1387 and/or tested In accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application,input design loads,dimensions and support information have been provided by Forte Software Operator Forts 8ottwarg Operdtor s " 'ot' t *,- 6/23/2016 10:59:39 AM Andrew Williams '- Forte v5.0,Design Engine:V6.4.0.40 Sherman Engineering (503)230.8876 a ndy@s herm anengineers.com Page 1 of 1 F I E' MEMBER REPORT FLOOR BEAMS,FB4 PASSED 1 piece(s) 3 1/8" x 12" 24F-V4 DF GlulamL1 Overall Length: 11' z".."-$4‘`..;,' K lF i4 +'r A `F, -- q ra �,s>.✓',. t? „��G.;?,�.,.... ,: ... ^ - .._ .safe d1t t r,ttY $ "� +q ' ��iefi4 ^.fi� ; � est..4« A r ,)! 11 4' 0 0 All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. ) . i4,;;;,i" ,= ' dai4,: ,tom' c"'4, .. [� .r w e,,k' ' " : ip.IVIN ! :rt , :!:„ System:Floor Member Reaction(lbs) 1812 @ 4" 7305(5.50") Passed(25%) -- 1.0 D+1.0 L(All Spans) Member Type:Flush Beam Shear(ibs) 1181 @ 1'5 1/2" 6625 Passed(18%) 1.00 1.0 D+1.0 L(All Spans) Building Use:Residential Pos Moment(Ft-lbs) 3136 @ 5'6" 15000 Passed(21%) 1.00 1.0 D+1.0 L(All Spans) Building Code:IBC Live Load Deft.(In) 0.022 @ 5'6" 0.258 Passed(1./999+) -- 1.0 D+1.0 L(All Spans) Design Methodology:ASD Total Load Defl.(In) 0.081 @ 5'6" 0.517 Passed(1./999+) -- 1.0 D+1.0 L(All Spans) •Deflection criteria:U.(L/480)and TL(1./240). • Bracing(Lu):All compression edges(top and bottom)must be braced at 11'o/c unless detailed otherwise.Proper attachment and positioning of lateral bracing Is required to achieve member stability, •Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L=10'4". •The effects of positive or negative camber have not been accounted for when calculating deflection. •The specified glulam Is assumed to have Its strong laminations at the bottom of the beam.Install with proper side up as indicated by the manufacturer. •Applicable calculations are based on NDS. ' Rt � � 1...�,-,'�L ' . u � ,, f c,;, 11 " --.-51,-.,%, a.,' rfb ns _� m,,. ..-a, 753,:';°? .�da,�' .a_ �Bma,..e r �, .Sd tu «s,va< s Zrx .., ,- „.,� 1-Stud wall-SPF 5.50" 5.50" 1.50" 1137 675 1812 Blocking 2-Stud wall-SPF 5.50 5.50" 1.50" 1137 675 1812 Blocking •Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. tr;itARIRti. ., f 1-Uniform(PLF) 0 to 11' N/A 64.0 a Residential-Living Areas 2-Point(Ib) 3' N/A 330 - 3-Point(Ib) 8' N/A 330 4-Uniform(PSF) 0 to 3' 9' 15.0 25.0 5-Uniform(PSF) 8'to 11' 9' 15.0 25.0 -- '' ans, F ��44L95a Meg5.� . .•. aw --4, --`,, 'd3v .3 N vx ''•4 • < -, SUSTAINABLE FORESTRY INITIATIVE 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 drcumvent 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.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application,input design loads,dimensions and support Information have been provided by Forte Software Operator Forte software Operator ' .tab foot's 6/23/2016 11:07:36 AM Andrew Williams Forte v5.0,Design Engine:V6.4.0.40 Sherman Engineering (503)230-8875 andy©shermanengineers.com Page 1 of 1 1 • F MT E * MEMBER REPORT FLOOR BEAMS,FB5 PASSED 1 piece(s) 3 1/8"x 12" 24F-V4 DF Glulam Overall Length:16'3" ' F t` i > as '' : libo��" " F - + tea ��" p 1 2; sa v xr�« : Jr 15'6" 4' 0 0 . All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. #".C '.. y" �< `" .S i '.*yes ' ..s,..^vs 2�$,'''S' .,i �P ' b y,.}n s ;; , " fi�'a�114t,un.�._, "„>.a 3� ��.� km�„r _�„u„dr?�` ,_aJ�. _:;t System:Floor Member Reaction(lbs) 3155 @ 3 1/2” 3155(1.55") Passed(100%) -- 1.0 D+1.0 Lr(All Spans) Member Type:Drop Beam Shear(lbs) 2882 @ 1'3 1/2" 8281 Passed(35%) 1.25 1.0 D+1.0 Is(All Spans) Building Use:Residential Pos Moment(Ft-lbs) 7221 @ 3'8 1/2" 13500 Passed(53%) 0.90 1.0 D(All Spans) Building Code:IBC Live Load Defl.(in) 0.156 @ 7'8 9/16" 0.521 Passed(1/999+) -- 1.0 D+1.0 Lr(All Spans) Design Methodology ASD Total Load Defl.(in) 0.484 @ 7'5 3/4" 0.781 Passed(1/387) -- 1.0 D+1.0 Lr(All Spans) •Deflection criteria:LL(1/360)and TL(1/240). •Bracing(Lu):All compression edges(top and bottom)must be braced at 15'11 1/2"o/c unless detailed otherwise.Proper attachment and positioning of lateral bracing is required to achieve member stability. •Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L=15'7 1/2". •The effects of positive or negative camber have not been accounted for when calculating deflection. •The specified giulam is assumed to have its strong laminations at the bottom of the beam.Install with proper side up as indicated by the manufacturer. •Applicable calculations are based on NDS. "ss .'- iii' -v, .'t'@ F i" a $ r zu r. "y. s r R , tls 1-Hanger on 12"SPF beam 3.50" Hangers 1.55" 3162 969 4131 See note s 2-Stud wall-SPF 5.50" 5.50" 1.50" 873 568 1441 Blocking •Blocking Panels are assumed to carry no loads applied directly above them and the full load Is applied to 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. .40 s i k .•�y � a p a m IJ!�+.�.^' b :.,� ..R,,, .-,., ,...� ,xee x ..� Y"G�-...:tea,.,:.,<...f. ._,�i�rJ -ii,,.,.:-,:LB�' ,....a. ,.....,;a° :, .,,�'_€ .,.—,,';.',75',...11:i:;., igm � ' .0em'�<._ �. 1-Face Mount Hanger Connector not found N/A N/A N/A N/A teafi 7I-1,1, yk••• ;_ ';:!;.•z :aa a 41af� ....;a?b ' `rte', 11N:., l ,,.r,,..,,.,,,i " _�' ` :-74%;',a ri '....,,, 1-Uniform(PSF) 0 to 4' 5' 15.0 25.0 Residential-Using Areas 2-Uniform(PLF) 0 to 4' N/A 64.0 - 3-Point(Ib) 3" N/A 900 aIIMIIIIIII■ 4-Point(Ib) 4' N/A 1812IIIIIIIIIIIIII 5-Uniform(PSF) 4'to 6' 10'6" 15.0 25.0 Residential-Using A=. 6-Uniform(PSF) 6'to 16'3" 2' 15.0 25.0 Residential-Living h.-.s " 7,. _.a '" `' `.�`. M2*�`_ .„� " ," ..._; '.:1'5W:.: 0 SUSTAINABLE FORESTRY INITIATIVE product design Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeusercriteria 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 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.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested In accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application,Input design loads,dimensions and support information have been provided by Forte Software Operator Forte Software operator x .1.a` 'x= = ' 6/29/2016 9:17:41 AM Andrew Williams Forte v5.0,Design Engine:V6.4.0.40 Sherman Engineering VSD9K1—Z.4TE (503)230-8876 andy@sherm anengineers.com Page 1 of 1 ,... F T E ' MEMBER REPORT FLOOR BEAMS,Feb PASSED 1 piece(s) 5 1/8" x 18" 24F-V4 DF Glulam WO Overall Length:20' g' LT,n••,."' ��a '4�'�'r^1�"-'ati :,Y r + __F � � u,�cT� ' 6 �l ilk".•- Pr 6�Yaf'y 2 0 a 4-A,, Y X G r ix.742-',Y-42c447414;t4';'*.'ff.d" x5 tfzg, m e', s s +sw��._"x.� .»x .ssa��«h. �&,b� ,>�kl-,`�d ei,r� 4V 20' X All locations are measured from the outside face of left support(or left cantilever end),All dimensions are horizontal. 1N .. .. k , i ' ^->r," 4:1Fl?��ll.,.:y:1�rr'if;tVq%' ps �Vd q;i:T:if,t7 "?tTt ��; System:Floor Member Reaction(lbs) 5598 @ q 11980(5.50") Passed(47%) -- 1.0 D+0.75 L+0.75 Lr(All Spans) Member Type:Drop Beam Shear(lbs) 4605 @ 1'11 1/2" 16298 Passed(28%) 1.00 1.0 D+1.0 L(All Spans) Building Use:Residential Pos Moment(Ft-lbs) 33535 @ 9' 53592 Passed(63%) 1.00 1.0 D+1.0 L(All Spans) Building Code IBC Live Load Def.(In) 0.070 @ 9'7 3/4" 0.644 Passed(L/999+) 1.0 D+0.75 L+0.75 Lr(All Spans) Design Methodology:ASD Total Load Defl.(in) 0.441 @ 9'8 3/16" 0.967 Passed(1/526) -- 1.0 D+0.75 L+0.75 Lr(All Spans) •Deflection criteria:U.(L/360)and TL(1/240). •Bracing(Lu):All compression edges(top and bottom)must be braced at 20'o/c unless detailed otherwise.Proper attachment and positioning of lateral bracing Is required to achieve member stability. •Critical positive moment adjusted by a volume factor of 0.97 that was calculated using length L=19'4". •The effects of positive or negative camber have not been accounted for when calculating deflection. •The specified glulam is assumed to have its strong laminations at the bottom of the beam.Install with proper side up as indicated by the manufacturer. •Applicable calculations are based on NDS. K i ', v"n ,� : r .., 01 `'?r 1V ^i6 t .' ." cap iZF. ', .� � ' "€a it fes.� �.:.:.,. —,,..4.-„,:',-, �� f ,t;, �� ..�'Lr� � `I�," 1�;,"'iv,E�`�'v a`,. �2°x`...,�*. 1-Stud wall-SPF 5.50" 5.50" 2.57" 4336 800 882 6018 Blocking 2-Stud wall-SPF 5.50" 5.50" 1.79" 3094 800 Ma 4137 Blocking •Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. 'ma t�` �� dAk "i 'f',,,f,' �+"k 4y�y� 3 1-Uniform(PSF) 0 to 20' 2' 15.0 40.0 Residential-Living Areas 2-Uniform(PLF) 0 to 9' N/A 64.0 - 3-Uniform(PSF) 0 to 9' 5' 15.0 - 25.0 4-Point(Ib) 9' N/A 1000 - - 5-Point(Ib) 9' N/A ECM - MEM , r�y7e ai. ,rte '" � � rs. :?::. : r a v_' r � D :£ %, SUSTAINABLE FORESTRY INITIATIVE 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 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.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application,input design loads,dimensions and support information have been provided by Forte Software Operator i to a ap0l'a �/%7/'l''i#,,,.. r 3 s iV t✓' \ ,%.. ws t� tvrT04ftwsrs �� 74:144 ,, > °` a *' 6/29/2016 9:24:25 AM Andrew Williams Forte v5.0,Design Engine:V6.4.0.40 Sherman Engineering VSD9KI-2 ATE (503)230-8876 andy@shermanengineers coin Page 1 of 1 'aFORTE' MEMBER REPORT FLOOR BEAMS,FB7 PASSED 1 piece(s) 5 1/8" x 21" 24F-V4 DF Glulam Overall Length:21'6" } �x... nc.Y. sn "'%�+.,0SA✓_.S"s,` ."r.," _? Q t aF ) g. `t Tx Ywkx 21'6" ir • 0 p All locations are measured from the outside face of left support(or left cantilever end).AII dimensions are horizontal. !� @ p�-1`..n '� �J i � dk rr i ...�.. 3 •'�'a;.E r,1 ,p�' j°'",�., J - �-s, x *stem:Floor Member Reaction(lbs) 9241 @ 21'1/2" 9241(2.77") Passed(100%) -- 1.0 D+1.0 L(All Spans) Member Type:Flush Beam Shear(lbs) 8670 @ 2'2 1/2" 19014 Passed(46%) 1.00 1.0 D+1.0 L(All Spans) Building Use Residential Pos Moment(Ft-lbs) 59474 @ 9'9 1/8" 71337 Passed(83%) 1.00 1.0 D+1.0 L(All Spans) Building Code:IBC Uve Load Def.(in) 0.256 @ 10'93/16" 0.518 Passed(L/969) -- 1.0 D+1.0 L(All Spans) Design Methodology:ASD Total Load Defl.(in) 0.613 @ 10'6 7/16" 1.035 Passed(L/405) -- 1.0 D+1.0 L(All Spans) • Deflection criteria:LL(1/480)and TL(11240). • Bracing(Lu):All compression edges(top and bottom)must be braced at 21'1/2"o/c unless detailed otherwise.Proper attachment and positioning of lateral bracing is required to achieve member stability. • Critical positive moment adjusted by a volume factor of 0.95 that was calculated using length L=20'8 1/2". •The effects of positive or negative camber have not been accounted for when calculating deflection. •The specified glulam is assumed to have its strong laminations at the bottom of the beam.Install with proper side up as indicated by the manufacturer. •Applicable calculations are based on NDS. k ms" �+ b� 'il',� t 7 • �,F7i r«y"°tr%... �• � „ � • f 414 -- 1-Stud wall-SPF 5.50" 5.50" 4.67" 5693 4490 '® 10434 Blocking , 2-Hanger on 21"SPF beam 5.50" Hangers 2.77" 4553 4990 67 9610 See note •Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to 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. i€+,a ..a��.A.a�� :. f �t � C c z •�' �r' ' ; x t � y >� � _' �' °".��tTz � arQ'r xo � . .a, 1 ..... 5�„C • :.. .. �� " `Y� .rv�k �•. .1 2-Face Mount Hanger Connector not found N/A N/A N/A N/A a a" f 1. � zt Tf9"pf i3 F 'p` w a' t 'ti y �,. my'M„ '(. wif nV, �-�vf� �. � �..,dm.�ef 3w""3`.,.,t.,,v'✓s ..l. .e� �- F 1-Uniform(PSF) 0 to 10'6" 10' 15.0 40.0 Residential-UWng ® Areas 2-Uniform(PSF) 10'6"to 21'6" 12' 15.0 40.0 Residential-UWng 3-Point(ib) 10'6" MC= 1500 - - 4-Uniform(PLF) 0 to 2'6" IllirEM 64.0 - 5-Uniform(PLF) 8'9"to 10'6" N/A 64.0 - 6-Uniform(PSF) 0 to 2'6" 3' 15.0 - 25.0 7-Uniform(PSF) 8'9"to 10'6" ® 15.0 - 25.0 8-Point(Ib) 11111111111111111111M 200 - - - 9-Point(Ib) ®� 400 - - - 10-Point(Ib) ® N/A 200 - 11111111111111111 11-Point(Ib) 8'9" N/A 3377 •forte oitware tUr 6/29/2016 8:50:48 AM ..-W ..-' .. ._ -.; ...___ Forte v5.0,Design Engine:V6.4.0.40 Andrew Williams Sherman Engineering VSD9K1—Z.4TE (503)230-8876 andy@shermanengineers.com Page 1 of 2 i F T E'3' MEMBER REPORT FLOOR BEAMS,FB8 PASSED 1 piece(s) 3 1/8" x 12" 24F-V4 DF Glulamp Overall Length: 10'• o N 49p, it - § =';''''':'''''',4'' 'X.«a .re, l' C s" a ° ry .:m a, .tak s 44 c,:',,,4&V4%,4'd, ew 7" 10' 0 02 All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. (("" „ !k, r 4,'i•. " Bf. r v'°v°; z ; System:Floor Member Reaction(lbs) 2492 @ 9'8" 7305(5.50") Passed(34%) -- 1.0 D+0.75 L+0.75 Lr(All Spans) Member Type:Flush Beam Shear(lbs) 1888 @ 8'6 1/2" 5963 Passed(32%) 0.90 1.0 D(All Spans) Building Use:Residential Pos Moment(Ft-lbs) 4824 @ 5' 13500 Passed(36%) 0.90 1.0 D(All Spans) Building Code:IBC Live Load Defl.(In) 0.014 @ 5'2 1/8" 0.233 Passed(L/999+) -- 1.0 D+0.75 L+0.75 Li-(All Spans) Design Methodology:ASD Total Load Defl.(in) 0.098 @ 5'1 3/8" 0.467 Passed(L/999+) -- 1.0 D+0.75 L+0.75 Li-(All Spans) • Deflection criteria:LL(L/480)and TL(1/240). •Bradng(Lu):All compression edges(top and bottom)must be braced at 10'o/c unless detailed otherwise.Proper attachment and positioning of lateral bracing Is required to achieve member stability. •Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L=9'4". •The effects of positive or negative Camber have not been accounted for when calculating deflection. •The specified glulam is assumed to have Its strong laminations at the bottom of the beam.Install with proper side up as Indicated by the manufacturer. •Applicable calculations are based on NDS. ��` E 4i ^� sr s x l s ,'-i.:-�('$7�' ` M. I+�'r"z y ,"°.. ' �9inw-' '�3"B .v'5,.8'`'a .,;; xv ds S� 'FF, x' gam`, �.�4/,. �b� � Cox � �' 7 is � �� a-1k-' ,. ft ,� �' 1� r ux � m �e µ ..:s ,�:, ., .1 ,4:72,-dew ."ii • ,• s.• Yi;A$6 i;?;o_ ll -- '•(fA g • fN 1-Stud wall-SPF 5.50" 5.50" 1.50" 1376 84 250 1710 Blocking 2-Stud wall-SPF 5.50" 5.50" 1.88" 2082 296 250 2628 Blocking •Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. � Hrx.T i-Uniform(PLF) 0 to 1'9" N/A 64.0 - - Residential-Uving Areas 2-Uniform(PLF) 8'3"to 10' N/A 64.0 - - Residential-Uving Areas 3-Un Farm(PSF) 0 to 10' 2' 15.0 - 25.0 • 4-Uniform(PSF) 5'3"to 10' 2' 15.0 40.0 - 5-Point(Ib) 1'9" N/A 200 - - 6-Point(Ib) 5' N/A 1400 - - 7-Point(Ib) 8'3" N/A 1100 - - P ybh ; ax ;� ,ex , r I s ' v1 ss, ,xx. 3 • 1 ., .t'i ,4 :_ . }...L.a • SUSTAINABLE FORESTRY INmATIVE 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 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.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application,Irput design loads,dimensions and support Information have been provided by Forte Software Operator Forte Seftwat^e•Opa ettrr -=f el'Motas -: .,ter`. 6/23/2016 11:59:41 AM Andrew Williams~ _. a • n. Forte v5.0,Design Engine:V6.4.0.40 Sherman Engineering (503)230-8876 andy©shermanengineers.nom Page 1 of 1 il F 0 R T E* MEMBER REPORT FLOOR BEAMS,FB9 PASSED 1 piece(s) 5 1/8" x 12" 24F-V4 DF Glulam Overall Length: 14'6" �, '45'x,.""' ' :;:,4,--:,--:.,:,,,,,,,':'7P-'-', 3 urs dv�' wt v y ' ----:,''...,24,4er,Niii44;•)'• ',- .../,2f.', :-:,,ii.:.;40.4,1,--, -:;-, .,4,,,,,a*,.-14:r7a6J4-4k7,.!: . e ? .' 5 50' e Y # .* ;. �,, 14 6" X 0 0 z All locations are measured from F the outside face of left support(or left cantilever end).All dimensions are horizontal. vr:%, rfi :sf;xi3 nau: ;'W.'''''S:✓1c.e 1:`-- ' j. 4! ,,, *Ud iisoi '1� - 1.0 D 'Yi , i'.ws.Tacs i,._ tem:Floor Member Reaction(ibs) » 3020 @ 14'2" 11980(5.50") Passed(25%) 1.0 D+1.0 Lr(All Spans) Member type:Flush Beam Shear(lbs) 2560 @ 13'1/2" 13581 Passed(19%) 1.25 1.0 D+1.0 Lr(All Spans) Building Use:Residential Pos Moment(Ft-lbs) 10432 @ 7'5 7/16" 30750 Passed(34%) 1.25 1.0 D+1.0 Lr(All Spans) Building Code:IBC Live Load Def.(In) 0.116 @ 7'3" 0.346 Passed(L/999+) -- 1.0 D+1.0 is(All Spans) Design Methodology:ASD Total Load Deft.(in) 0.270 @ 7'3 1/4" 0.692 Passed(L/614) 1.0 D+1.0 Lr(All Spans) •Deflection criteria:LL(I./480)and TI(1/240). •Bracing(Lu):All compression edges(top and bottom)must be braced at 14'6"o/c unless detailed otherwise.Proper attachment and positioning of lateral bracing is required to achieve member stability. •Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L=13'10". •The effects of positive or negative camber have not been accounted for when calculating deflection. •The specified giulam is assumed to have Its strong laminations at the bottom of the beam.Install with proper side up as indicated by the manufacturer. •Applicable calculations are based on NDS. .,n� '`:" a 3 ',' T I J r t h 3 I r a C� 7 } 3d ,.,:i. r. t 1-Stud wall-SPF1359 2947 Blocking 5.50" 5.50" 1.50" 1588 2-Stud wall-SPF 5.50" 5.50" 1.50" 1660 1359 3019 Blocking •Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. w � - - ' A • i �� i u A d„� € ,.. , m.,''.14 ''''' a 1-Uniform(PSF) 0 to 14'6” 7'6" 15.0 25,0 Residential-Living Areas 2-Point(Ib) 2'3" N/A 200 - 3-Point(Ib) 5'6" N/A 400 - 4-Point(Ib) 8'6" N/A 400 - 5-Point(lb) 11'6" N/A 400 - 14'44 6,1 I't-Et..1 vt r.'''''r1 _ a .,1.�e. ,,,.,il""' . t"�;-ps ' ... .'.» _` <�'r'he"r r ss o ---1',}4='�w- /� .,r r .,, .- (Z�)SUSTAINABLE FORESTRY INmATivE Weyerhaeuser warrants that the sizing of its products will be In accordance with Weyerhaeuser product design criteria and published design values. YY 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 softwareis not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder olr framer is responsible to assure that this calculation is compatible with the overall project.Products manufactured at Weyerhaeuser facilities are third-party certlfled to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested In accordance withapplicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy. product application,input design loads,dimensions and support information have been provided by Forte Software Operator i F e t r of ;1,10Job Ar, ,1°` 7 6/28/2016 9:05:53 AM _. .... .,.....,,,,. .o.,..,-..z.,-.,:................1.W Andrew Williams • Forte v5.0,Design Engine:V6.4.O.40 Sherman Engineering (503)230-8876 VSD9K9 Z.4TE andy@,shemi enengineers.corn _ _ ......_..__..._._....... Page 1 of 1 F 0 R I 4s MEMBER REPORT FLOOR BEAMS,FB10 PASSED 6• 1 piece(s) 1 3/4" x 11 7/8" 2.0E Microllam® LVL .,, , Overall Length:4'6" � i„w 'Caw :','"1,40,-...-41., ---'1''' %�, .xis - - ' - .., ,., r'�,-te. . _ .r: .•.�`3.;cau:'""` d. .a ` ^� ,< i w es1Peh'c ek 'S, ` a°^ts j er4 . , - Jr 3 6" .{' 1' ,l' 0 0 All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. .,ys ,=, """ s"ff 'a' ,eFri�P 11,.7,,,,,',_,rs . ,, „« �a .�""° er, + '" `.1 ,.-7 n . .. 4' -a L ' ' ''..,-,.<s! -.v� ..,..y - ; - —' ,: 3° .,1-..-',L-",a �?9: r� x System:Floor Member Reaction(lbs) 465 @'3'3 1/4" 4091(5.50") Passed(11%) -- 1.0 D+1.0 L(All Spans) Member Type;Flush Beam Shear(lbs) 79 @ 2'5/8" 3948 Passed(2%) 1.00 1.0 D+1.0 L(All Spans) Building Use:Residential Moment(Ft-lbs) -162 @ 3'3 1/4" 8924 Passed(2%) 1.00 1.0 D+1.0 L(All Spans) Building Code:IBC IJve Load Defl.(in) 0.001 @ 1'10 3/8" 0.070 Passed(L/999+) -- 1.0 D+1.0 L(Alt Spans) Design Methodology:Aso Total Load Defl.(In) 0.002 @ 4'6" 0.200 Passed +) 1.0 D+0.75 L+0.75 Lr(Alt Spans) •Deflection criteria:LL(L/480)and TL(1/240), •Overhang deflection criteria:LL(21/480)and TL(0.2"). •Bracing(Lu):M compression edges(top and bottom)must be braced at 4'1/2"o/c unless detailed otherwise.Proper attachment and positioning of lateral bracing is required to achieve member stability. E � i "'^m,,.,ka e "x,.. a a°" 4..at, 't y't'' 'a .= .'.i. i +- $ s j'',',..'",',1,„1",,,,')3 at „,,,,,,„41405,44„..wItt,'St,,,,:,,,, ,-9 v1 �wx`.. 'rF.-. 4 �rc -AA. f h.a fr: 1 ,. f 1-Hanger on 11 7/8"SPF beam 5.50" Hangers 1.50" 3228 149 -13 3377/-13 See note I- 2-Stud wall-SPF 5.50" 5.50" 1.50" 232 232 63 527 Blocking •Blocking Panels are assumed to carry'no loads applied directly above them and the full load Is applied to the member being designed. •At hanger supports,the Total Bearing dimension is equal to the width of the material that is supporting the hanger •'See Connector grid below for additional Information and/or requirements. s W 6. �>�, 'ILIA,, . 4 � )d s4 r ty A f�.', �3§ 454,441,1y d �; 9'�''� '� 3 � , , at n sxw it .2�_ �.�.,. � �rad,,., n. _. �:� � � `°' �a��« �.,, ,::�a,,, ,, .� .. �' c.... I �s�" :',.06.1!''1'x �, 1-Face Mount Hanger IUS1.81/11.88 2.00" N/A 10-lOd x 1-1/2 2-10d x 1-1/2 � xAia § r N $tr.j44,7' 711t 1.41,13:2 `,41,1diL , fa ,, - a,tZ .a " . .a nrm' , 1-Uniform(PLF) 3'6"to 4'6" N/A 72.0 - Residential-Living Areas 2-Uniform(PSF) 3'6"to 4'6" 2' 15.0 - 25.0 Residential-Cluing Areas 3-Point(Ib) 3" N/A 3200 - - 4-Uniform(PSF) 0to4'6" 2' 15.0 40.0 - ' , .. .. .. l '.;.::' ' fill �' SUSTAINABLE FORESTRY INITIATIVE ''.71 ' b '` ' i - ' a ...r ., 3 : .: .. ,, 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 circumvent the need for a design professional as determined by theauthority 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.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy,com/services/s_CodeReports.aspx. The product application,Input design loads,dimensions and support information have been provided by Forte Software Operator forte 3treptrawwr6/29/2016 8:50:04 AM Andrew Williams -1.... �,-_ Forte v5.0,Design Engine:V6.4.0.40 Sherman Engineering VSD9K1^Z.4TE (503)230-8876 andy©shermanengineers.com Page 1 of 1 F ORT E* MEMBER REPORT MAIN FLOOR BEAMS,MFB1 PASSED 1 piece(s) 1 3/4" x 11 7/8" 2.0E Microllam® LVL nA` •✓I Overall Length:20'1 1/2" Y"" °,4 0.;i, s. `F b., , tiger ,+s ,�. h a•x '� fNa w z a Y � wa t s� xaa r s:� ro ^ • '. 1 µA a� Y, vW,He'A s i "�� W h ..pitaF;t 1'8" 18'51/2" All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. k „Pr, e,�. • ..,,. ^� system:Floor Member Reaction(lbs) 1798 @ 1'10 3/4" 4091(5.50") Passed(44%) -- 1.0 D+1.0 L(All Spans) Member Type:Hush Beam Shear(lbs) 957 @ 3'1 3/8" 3948 Passed(24%) 1.00 1.0 D+1.0 L(All Spans) Building Use:Residential Moment(Ft-lbs) 4159 @ 11'3 3/4" 8924 Passed(47%) 1.00 1.0 D+1.0 L(Alt Spans) Building Code:IBC Live Load Defl.(In) 0.396 @ 10'10 1/8" 0.447 Passed(L/543) -- 1.0 D+1.0 L(Alt Spans) Design Methodology:ASD Total Load Defl.(In) 0.504 @ 11'1/4" 0.895 Passed(L/426) -- 1.0 D+1.0 L(Alt Spans) •Deflection criteria:LL(L/480)and TL(1/240). •Overhang deflection criteria:LL(21/480)and TL(21/240). •Bracing(Lu):All compression edges(top and bottom)must be braced at 11'4 15/16"o/c unless detailed otherwise.Proper attachment and positioning of lateral bracing is required to achieve member stability. 1 'k r1 ,ee'�s I 1 �! 3. a 4. sem' ��}} � .ts �o '••• T. }.. xffi «rfiy sGjl *�.i;... �- a ad't 3 r � �{ E .�' 'I 17 ,-; ^� . ,....-N I.:�. ,rvdsr.,� _ ,rztt' ,,,..,_,...,.h �.. 1 ,�.�a.5.?,`% �z'- v.bJ.,,,, 1��..w.. ''�.. �...,�" .,.,,�,.�,.,,.,., 1-Stud wall-SPF 5.50" 5.50" 2.42" 922 876 1798 Blocking 2-Stud wall-SPF 5.50' 5.50" 1.50" 277 743/-8 1020/-8 Blocking •Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. H • Z 't wN - 1-Uniform(PSF) 0l0 20'1 1/2" Residential Living 2' 15.0 40.0 :.-as 2-Point(PLF) 0 1'7 3/16" 300.0 - � t t r (16 As& (iJ)SUSTAINABLE FORESTRY INMATIYE 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 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 incompatible with the overall project.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code waluatlon reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application,input design loads,dimensions and support information have been provided by Forte Software Operator '4Forte6/28/2016 3:35:46 PM ' forts-fvftt�iars Operator" }tib t0oitt _ _ • ...:' Forte v5.0,Design Engine:V6.4,0.40 Andrew Williams VSD9K14Z.4TE Sherman Engineering (503)230-8876 andy©shermanengineers.com Page 1 of 1 I LOT 19 VIEWCREST Lateral Load LL 1 6/23/IG 2012 IBC b ,,y Per ASCE 7-1 0 Basic Wind Speed= 120 Kzt = 1.00 Exposure Category= B A = 100 Budding height= 21 I = I.00 Roof Slope= 4 :12 = 18.4° Zone Pressure ASD LC ASD pressure A 30.7 0.6 = 18.4 B -8.7 0.6 = -5.2 Use 5 psf at roof for MWPRS C 20.5 0.6 = 12.3 D -4.9 0.6 = -2.9 Use 5 psf at roof for MWFRS • End Zone Distance: Eave Ht(ft) 21 x 40% = 8.4 ft Bldg Width(ft) 62 10% = 6.2 ft Width x4%= 2.5 ft Bldg Length(ft)56 10% = 5.6 ft Lengthx4%= 2.2 ft Minimum = 5.6 ft Edge Strip 5.6 ft (End Zone = 2x Edge St End Zone 4'I-1.2 ft ;) I � Per IBC 2012 Use Group= I Number of Stories= 2 <3 Simplified analysis per IBC Section 1613.5.6.2 SA„= 0.712 R= 6.5 1.2 5do V= W = 0.131 Roof = 15 805.0 = 12,I Walls = 8 8.0 ft 1/2 116.0 = 3,7 Partitions= 6 8.0 ft 1/2 93.0 = 2.2 21 18.0 x 28 = 505 Upr. Floor W= 15 3772.0 = 56.6 Walls = 8 9.0 ft 1/2 236.0 + 3.7 = 1 2,2 Partitions = 6 9.0 ft 1/2 188.0 + 2.2 = 7.3 1" 76.1 x 20 = 1522 Main Floor W= 15 2620.0 = 39.3 Walls = 8 9.0 ft 1/2 236.0 + 12.2 = 20.7 Partitions = 6 9.0 ft 1/2 100.0 + 7.3 = 10.0 Im 70.0 x 10 = 700 164 I 2727.:::' x 0.13 21.6,;:! = Base Shear Distribution: Ckf = 21.6 X 505 = 4.0 2727 1.4 A2 • QFIr - 2727 X 1 522 = 11221.6 _ 6 ()Fir = 2727 X 700 = 5.21.6 � = 4.0,* 2 LL-252 RC-Protect II ,, 11 mat vonoirsalidif Design Maps Summary Report ..=.6_,(1:36_,.._, User-Specified Input Report Title HAPPY VALLEY Thu October 17, 2013 22;24:34 UTC Building Code Reference Document ASCE 7-10 Standard (which utilizes USG5 hazard data available in 2008) Site Coordinates 45.45266°N, 122.53023°W Site Soil Classification Site Class D- "Stiff Soil" Risk Category I/II/III �� -1",,,,, ,,,13,,,,,,,m- • ## �' � � �3" e ', �yj"'. r� fsa"d s �. E 2 ,� �n d' --, Mi w �`.;�£' ,, �'�u&r,. '- '''=',',', ,'�r '.',',;:x.~;a ' x .-,-,,,,,,.7.+4.,,,,„,,i,, :,..,,,,,,4::, �,.�,.7 + ,, �"�d �t E C ,--r' � h,i 'k w.a.,.,„,,T ; ' s e T ^f...y s 's ,� br e`f +r^ sa, ',,,1„,,,,,,,,, ,.,-4..,' 'w. y- a. "+ 5 '�`' 'x� W. ,,,.,5 9...,W 4, : �y •C!u,, ep r'�Y Y -4..,:,; cA"�=' t"k R r fi h,,, f L / 1 E ,,,,,-,:'"i-''`',77 ..„ 4Yt„.. 2 ..Y" . �,µ }� .fJ i ./ �+q SbF k a �A nrs. fi '°.r ',� ' x� : h `� ,,„,,,,,e.„,,,,.is �` ,:,4 �8Y r ,y< 6 n k'r ,.x ''''.11'.'-/-• a '�� 1`t x, v y i f N ,s, .' a: v. $ -i6�;,1,,,T, ,..� -4,. k '..€%-%,7,'f ` �, 44",',';''',' J '� � ,044 ..�1-t)9. � i i' .cam }.,.q Y'ata C. - - 7� 4,d�� .i", T . /r: s '' ' 7,-..,,,,,,, , bra -4-1,'..1-4r,., xis'' :, .-ra � ,. � Yy asa -� ev '4."'I-6,,,11,..«, PfX •3. F �'uWM'. fl ' 3 t -:�,,� a"�.� g ,','„1,'5,,, ,, s s �, d `� _ :. V sus �, ,�f' 1 2I : f YS '., it? tEt ,Ar. ' '.0 - .a Y S.L ,.-- vl` ' �, it°" - sa `' "� r# tea ,cga e � � N `" 's USGS-Provided Output S5 = 0.956 g. SSS = 1.0688 S°5 = 0.7128 S1 = 0.403 g SM1 = 1.644 g S°1 = 0.429 g For information on how the SS and Si values above have been calculated from probabilistic (risk-targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the "2009 NEHRP" building code reference document. MCER Response;Spect"runt ' DeSign ResponseSpectrum 1.10 0.95. 0.64 • 0.86 0.17 en -.I 0,t6 ..ft :. 0.42 iv 0,55 i . ��1.40 in IT Al b.33:: 0.24 G. 0.16 0.11 0.00: • 0.00 !.00 0,0 9-0.20 0.40 0.60 0.00 1.00 1.20 1.40 1;60 c1.00 2.00 0.00'0.2- 0.40 0.• 0 0 00 1.02 1.20 1.40 1X0 00 2.00 Period, T fse� .Period.T'{ crl For PGAM,7„ CRS, and CRI values, please view the detailed report. Sherman Engineering, Inc. LI- 3161 NE Sandy Blvd. Portland, OR 97232 I'VOJCr: 06/24/16 (503)230-8876 Phone (503)226-4745 Fax Of 19 VIWC 51" JIM FI?ONf/ CLACK LOVING WIND(k) 5E15MIC(k) Z,.s, V2 1.6 1.5 ti' i I , V2.5 1,6 1.5 1 C;00F PIApH, �,.... . ' 1 tit V , SNfAJWALL5 @ UPP FH I , °" '' , V2 1. k + 14 1-F ( III #/9) ) . w I.6k + 14 1-F = 119 #/' �...... t 1 ' r4 Parf Wall: 119 + Co 1,00 -. 119 #/' t.v V2.5 s i. k + 13 LF _ ( 115 4/') .64 I w 1.6 k + 13 1-F = 123 ft/' 1. Peri'Wall: 123 + Co 1,00 - 123 #/' '41&: WINK k) 5�I5MICC k) .•++�' .4w , VI L8 2.0 1� ; �� , �`. 6.5 V2 3,7 4.0 I , FLI;: IIAPN, V3 2.6 .0 I I I, l .r' 5, ,,,:: SNEAPWALLS @ LOMP SLP igee ," �.�a - VI s 0.0 k + 2.0 k - 2 k + 11 LP ----- 44/r.182 e- _ Bil i w 0:0 k + 1.8 k = 2 k + II LF 164 .. """ I Pert Wali; 182 Co 1.00 - 182 # j "' k'11 �V • „: 00_,...,_ �f Wim: w IAB'k + 3:7 k 5 k + 25 LP = 212 h7+ s. ' Peri'Wall. 220 + Co 1:00 - 220 #/' V3 s 9,0 k + 5,0 k = 3 k + Zi LF - :2b tt2 Pis.kw., i+)(ses1: w 9,0'k + 2.6k = 3k + .14 LF = j'g le Ij- Oi . '" l 3 I.hj PerF Wall: ?(%r + Co 1.00 - Zr.. */' 0. �nj. 1i*WINI7(k) se15MIC(k) _° E . VI 1:8 0.9 13A5Mf, FLP, tIAFN: V2 3:7 2,0 0. i I .== V3 2.6 1,2 lis w 51dEAJWALL5 @ 6A5eMf, FLS �^11-I «: i . ' 11 °, VI s 2,0 k + 0:9 k = 3 k + 32 LF = 90:6 r i 1 "'"-.„„4--, w 1,8k + 1.8k = 4k 32 LF - 113 ii , , b t __ s `_ t} s a ,,..,.,,,,„,42,.., Y xSs V2 5,5 k + 2.0 k 8 k - 47 LF = 160 ,�i: �'` x w „„,„,:l F h`r �A „ 1�M: W 5.3 k + 3,7 k - 9 k + 47 LP = 191 11/ i. "i I!I4;72";'424=;,-1,„, F?' . Vas 5.ok + 1.2k _ 4k ' .. : . w 2:6 k + 2.6 k = 5 k Sherman Engineering, Inc. [A.k 3151 NE Sandy Blvd. Portland, OR 97232 PPOJ�C1': 06/24/16 (503)230-8876 Phone (503)226-4745 Fax I-Of 19 VIWCI: 51" JI2M 5112 / 5117 1.0Al2ING WIN17(k) 51:15MIC(k) . 7 2,.5' 1' VA 1,1 L5 , I. �: i V1.3 I;I 1,5 ; 1 W0F 171A191-1, °........ 1� .: 1 , 51 AI;WALLS © l�I'P ALF -0. 1' _1: SHERMAN ENGINEERING, INC. 3151 NE Sandy Blvd Suite 100 Portland, OR 97232 WIND LOAD PER IBC 2012 . JOB: LOT 19 VIEWCREST Loading: FRONT BACK I VI V2 V3 V4 Roof Wall End Zone = ''' 5 psf 18.4 psf Interior= .5 psf 12.3 psf End Zone v Interior v End Zone End Zone Length = 11.2 ft Roof Ht. -,'6 ft Diaph 1 width . - 35 ft Wall Ht. . ' '8 ft IQn ArCIn 0n Diaph 2 width- •:„,.35.ft Shear V1 V2 V3 V4 REACTION Line Condition load trib trib total load trib trib total load trib trib total load trib trib total Q ROOF width height width width height width width height width width height width psf ft ft ft psf ft ft ft psf ft ft ft psf ft ft ft kips 2 End Left ..6„e ' 11.2<.;;:' - '8,' , 35 "-1.-6 ;,,',,2 .--.8 n 6 -': 35,:' ':;-. ;''' 94 2.5 End Right '5'.';',. 23.8 ,. ' ,. 6 -55 5 '11.2 ',.',6' ',-35' . - . "e 5 ,.. ... , .., . Shear V1 V2 V3 V4 REACTION Line Condition load trib trib total load trib trib total load trib trib total load trib trib total Q UPR FLR width height width width height width width height width width height width psf ft ft ft psf ft ft ft psf ft ft ft psf ft ft ft kips 2 End Left '.2.:181:41::z.-*.2:.0 4- :::.:;:4''1 ,;-;st- ':::,',::12.1:: IS)j,:., ;;:,;-*-,:::',F::.40'1 Tc".:- 11 2.5 End Right e:12.3 ,,- 23.8-t,", ‘;','-',4,':-'-.'---, ', 5 -14:4 11.2 ,-. ,4',',.:.,i',- ...14'... '4,,.,..-1 '1;1•,-,"-,-,:,„'li.; MAIN FLR Roof Wall BASE FLR Roof Wall TOTAL UPPER FLOOR LOAD End Zone=: -. 5',psf 18.4 psf End Zone= ‘,'‘ . -5spsf 18):4-psf Interior= ,''- Si psf ;-: ' 1 :1-psf Interior= '-,- . 5.psf ','I2.4::psf LINE ROOF UPR FLR TOTAL Wall Ht. '9 Wall Ht: .s: '' 79 '' 2 0.5 1.1 A-, ', -1.6 Diaph 1 width '''.2410:,ft Diaph 1 width -' .'''''-,41,-ft 2.5 0.5 1.1 ,-,,. ‘‘,.:i-;,-1.6.,'., -, Diaph 2 width -.,.1=:,,,§8.ft Diaph 2 width'., ' '.;',31 ft _ •---i"-A.Z.,:,,.,''.' I "--1-- SHERMAN ENGINEERING, INC. 3151 NE Sandy Blvd Suite 100 Portland, OR 97232 Shear V1 V2 V3 V4 REACTION Line Condition load Crib trib total load trib trib total load trib trib total load trib trib total Q MAIN FLR width height width width height width width height width width height width psf ft ft ft psf ft ft ft psf ft ft ft psf ft ft ft kips 1 End Left 18.4 , 11.2 4 24.5 --.1-2:*`:: 13.3'; 9 rte"24.,t 1.8 . 2 Inter 18.4 11.21 '�9 24 5 . .:' 1'2 ,; 13.3 9 ` 24 . 12.3 26 8 9 y , 38 18.4 11.2 9 38 37 3 End Right ,'12 3F , 2.8 9;,-,,,,,i, 38 18.4 11.2 9 ,38 a26_ , Shear V1 V2 V3 V4 REACTION Line Condition load trib trib total load trib trib total load trib trib total load bib bib total Q BASE FLR width height width width height width width height width width height width 1 End Left 18.4 flit,,n „9,,,, ,,1W' 12 3,,, ; ; '8 ' 9 x,•31, . . 2 End Right . 3.,.::',40:, .9, . . 1. 18.4 11:`2, 9 19'.31 ,, ;;,,,i`,,,,,47.:;.-,,. , SHERMAN ENGINEERING, INC. 3151 NE Sandy Blvd _ Suite 100 Portland, OR 97232 WIND LOAD PER IBC 2012 JOB: LOT 19-VIEWCREST Loading: SIDE/SIDE V1 V2 V3 V4 Roof Wall End Zone= 5 psf 18.4 psf Interior= 5 psf 12.3 psf End Zone s I Interior i • End Zone End Zone Length= 11.2 ft Roof Ht. 6 ft Diaph 1 width 23 ft Wall Ht.. 8 ft Qn Qn Qn Diaph 2 width ' 23 ft Shear VI V2 V3 V4 REACTION Line Condition load trib trib total load trib trib total load trib trib total load trib trib total Q ROOF width height width width height width width height width width height width psf ft ft ft psf ft ft ft psf ft ft ft psf ft ft ft kips A End Left s;5. 11 C0-,6 ' 23 :5. , 11:.8 6 1 23 0 C End Right 5t 11_8 .6,\\.4.,„ 2 5` , 11.2, 6 ,234.,_•, tl!3 . Shear VI V2 V3 V4 REACTION Line Condition load trib trib total load trib trib total load trib trib total load trib trib total Q UPR FLR width height width width height width width height width width height width psf ft ft ft psf ft ft ft psf ft ft ft psf ft ft ft kips A End Left , 18.4'�J 1.2 . ,54 !..,, tii '::.f,2 3,.' E11 8 :44'46.: 3 0.8 C End Right 2, - 9 ti12:4 11 8 1,,:,t.5 4 .,,.... ,. �X, :.. 4 .f.,:'.?-1§1/4,;!",k•"k•. .V. .1 0.8..x.N. MAIN FLR Roof Wall BASE FLR Roof Wall TOTAL UPPER FLOOR LOAD End Zone 5 psf it, 18 4 psf End Zone= 6 psf 18.4 psf Interior= ,:..,,-;...,A psf 12.3 psf Interior= , 5 psf ';12.3 psf LINE ROOF UPR FLR TOTAL Wall Ht. ' 9 Wall Ht.' . 9 A 0.3 0.8 .',.* X1.1 . Diaph 1 widths 32 ft Diaph 1 width �,3 -ft c 0.3 0.8 "��` Diaph 2 width ,,30 ft Diaph 2 width ft SHERMAN ENGINEERING, INC. 3151 NE Sandy Blvd Suite 100 Portland, OR 97232 Shear V1 V2 V3 V4 REACTION Line Condition load trib trib total load trib trib total load trib trib total load trib trib total Q MAIN FLR width height width width height width width height width width height width psf ft ft ft psf ft ft ft psf ft ft ft psf ft ft ft kips A End Left 18.4 11.2 9 32 1 2:4f44,20.8 Y"; 9 32 2.3 B Inter 18:4 11.2 , 9 32 12.1k:— 20.8 9 32 12.3 18.8', 9 30 18.4 ;11.2 a .,:-,..3,a 3.7 C End Right 12.3 18.89 30 18.4 11.2 9 2.2 2:,k6,,' 8.1 Shear V1 V2 V3 V4 REACTION Line Condition load trib trib total load trib trib total load trib trib total load trib trib total Q BASE FLR width height width width height width width height width width height width x, A End Left 18.4 11 2 9 32 12.3 ;,20 9 32 ='1.3 BInter 18.4 11.x41 `:,',•;..1;:',9 32 3,, 0.8 . 9 . 32 -. 123 18 8 a x t9, 30 18:4 11.2. 9_ 0 i 4 a" C End Right 12.3 18.8 30 18.4 11.2 9 „-,3-O. , 21'4.1f-11- 8.1 2x.8.1, OVERTURNING LL 06/24/16 " GRID SHEAR DEAD DEAD DEAD LOAD LOAD NET LINE LEVEL LENGTH SHEAR/FT HEIGHT TRIG LOAD M,resist REDUCTION M,ot ABOVE UPLIFT LINE I V-2 5 0.182 9 4 15 1.65 WIND 8.2 0.00 1 .44 .Use M5Ta7 . V-1 32 0.113 9 4 15 67.58 WIND 32.5 I .44 1 . I9 U ST DI4 LINE 2 V-3 4.5 0.119 8 4 15 1.26 WIND 4.3 0.78 UeMT'A36 V-2 25 0.170 9 4 15 41.25 WIND 38.3 0.78 I .32 else M5TA3� V-1 20 0.191 9 4 15 26.40 WIND 34.4 I .32 2.25Us ;, Tf1D 14 LINE 2A V-3 13 0.123 8 4 15 10.48 WIND 12.8 0.50 ii Use{v1OTA36 " ;: 7 LINE 3 V-2 i 7 0.2.Dc 9 4 15 323 WIND ..fiz,4 '• 6.o 0.93 I r se STtiD 14 y% : REDUCTION GRID SHEAR DEAD DEAD .GG7 WIND LOAD NET LINE LEVEL LENGTH SHEAR/FT HEIGHT TRIB LOAD M,resist .85 SEISM M,ot ABOVE UPLIFT LINE A V-2 2.5 0.200 8 4 15 0.39 WIND 4.0 0.00 I .5 I r Use M5T37 V-1 3 0.446 8 4 15 0.56 WIND 10.7 0.00 3.46 Use STHD14 LINE B V-3 14 0.044 8 4 15 12.15 WIND 4.9 -0. 17 `O / 1K t. V-2 2_7-5- 11 0.196 8 4 15 0.47 WIND 4.3 0.00 1 .47 U$e t4;5T 7 n V-1 15 0.175 8 4 15 13.95 WIND 21.0 0.00 0.84 , Use STHD.414 LINE C V-2 2.75 0.113 8 4 15 0.47 WIND 2.5 0.00 0.80 Usk NTA36 V-1 6 0.092 8 4 15 2.23 WIND 4.4 0.80 I .3 1 lyse STHD 14 5.OT-Project " , LIID SHERD 3151 NE SANDY BLVD.,SUITE 100 ENGINEERING - PoaT[,arm,OR 87282 INC L (— (_., jr PHONE(503)280-8876 lJ—"iJ SHERNANENGINEERs.Com 22•S t -;---1.---1' I C: r 0 - 2... (rA 1 E 1 I CHASE ', /5,Z'B . - rr 1 :5 \('`' • 11 4 BATH • 11111 1 ....1- DR___ . OPEN TO jNom BELOW Vi NA MINIM 1 am ON LOFT i ' 1 3,......0.11—_,C , C.) —4'5 I1 0 1 A il, ( 9 •.:, ikk,, ' � • 1 ' ,s ai � ' ' u.19't.( eve L... 1,..0 I-I01 VI -P-c-0 ee-e-S''r 1g,,_ 1 ,roe, M I► LI1 r : . , HERMAN _..... ENGINEERING 3151 NE SANDY BLVD.,SurrE 100 PORTLAND,OR 97232 viimmimINC r PHONE(503)230-8876 2LiI 5' 2 3q 51 O I I 41.A 4.5 I I r BOX, T I COVERED 5 A O _ _ _PATIO _ ``i ` r" ^ M. SUITE I .��.��_.... ......,I.. ........�.. ....... 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WALL FASTENER TYPE WOOD SILL PLATE WOOD 50LE PLATE SHEARHALL TO S+EARI•IALL TO ROOF WOOD SILL TO MARK(I) SHEATHING (2)(BUILDERS PREFERENCE) (3)TO GONG CONN. (4)TO RIM JST./BLK6(5)BLK6/RIM BD. (6) BIRD BLOCK CONN.(-I) EXISTING FOUND. (8) 5 SD,0.131'X2-I/2"POWER DRIVEN �"APA RATED FASTENER OR 136AXI-1/2"STAPLE, k-DIAXIO"A.B.'S a 51MP50N'L550'0 51MP50N TIFF' (7554 5HT6 ONE SIDE SPACE 0 6"OGG.EDGES 4 I2"O.G.FIELD 32"0,G. 16d 0 6"OG. A35 0 24'OG. 24"OG, SPACED 0 60"O.G. „//e,\ t'APA RATED SD,0.131'X2-I/2"POWER DRIVEN 5H FASTENER OR 136A,XhV2"STAPLE, i"-DIA.X10"A9.S @ SIMPSON'LSRO'0 SIMPSON'UFP' ( T6 ONE SIDE SPACE 0 4'04.ED6E5 4 12"O.G.FIELD 24"O.G. 16d 0 4"OC. A35'a IB"O.C. 24'O,G. SPACED 0 45"O.G. \ a"APA RATED 8D 0.131'X2-I/2"POWER DRIVEN SHT6 ONE SIDE FA5TEI R OR 136A.XI-I/2"STAPLE, )1"-DIA.XIO"A.B.S 0 , ' SIMPSON 7..540'0 SIMPSON•UFP' ' Ib"OG. 20d 0 3"Of, A35 812 O.C, SPACE 0 3 O.G.EDGES 4 12"OL.FIELD 24"O.G, SPACED 0 32"O.G. E "APA RATED 8D OR 0.131°X2-1/2"POWER DRIVEN. 3/4"-DIA,XI2"AB.S SIMPSON LS0O'0 24" SITE ONE SIDE FASTENER 4 SPACE 0 2'O.G.EDGES 4 20d 0 3"OG. 'A35'0 10'O.0. O.G.4 TlmberLOK spAGE N ISP' (67011) 12'O.G.FIELD ®�"OD: I/4X6"SCREW SPAGED 0 24"O G. "APA RATED SD OR 0.131"X2-1/2"POWER DRIVEN 3/4"-DIA.XI2"ABS 20d a 9"O G.! SIMPSON L54O'0 12" 5HT6 TWO SIDES FASTENER L SPACE 0 4 OA EDGES 4 A35'a 8"O G. OG.4 Timber LOK n` ) 12 OG.HELD ®�"OC• A35'0 5"OG. WA 8D OR 0.131"X2-I/2"POWER DRIVEN SI X6"SGREV{ �"APA RATED FASTENER 4 SPACE•3'OG.EDGES 4 3/4"DIA.XI2"AE.S 20d•o 3"OG.4 SIMPSON'L5•10 0 12" (10040 51-1T6 TWO SIDES 12"O.G.FIELD 0 IS"O.G. A95'0 4"OG. A35'o b"OG. OG.4 TlmberLOK WA �"APA RATED SD'OR O.13I"X2-I/2"POWER DRIVEN 1/4X6"SCREW 4 SPACE 0 2"OG.EDGES 4 3/4"-DIA.XI2"A B.S 20d a 3"O.G.4 OG.4 Ti 'ASS'0 4"OG. SIMPSON 75g0'®T" WA (580*) 9141.6 TWO SIDE$ 12"O.G.FIELD 0 12'O.G.(3X REQ'D) 'A35'0 3"O.G. mberLOK NATE&: 1/41(6"SCREW I.)ALLOWABLE SHEAR CAPACITY FOR TYPE'5'WALLS MAY BE INCREASED TO 330-PLF AND TYPE'G'WALLS MAY BE INCREASED TO 460-PLF FOR WIND LOADING 2.)ALL PLYWOOD SHEATHING EDGES SHALL BE SUPPORTED AND NAILED BY 2X BLOCKING. WHERE DOUBLE PLY WALLS ARE REQUIRED,STAGGER STUDS THAT RECEIVE NAILING EACH SIDE OF WALL. FRAMING AT ADJOINING PANEL EDGES SHALL BE 3X AND NAILS SHALL BE STAGGERED(DBL 2X ACCEPTABLE 111-EN SPIKED TOGETHER WITH Ibd SPACED TO MATCH SHEARHALL NAILING PATTERN). WALL STUD SPACING SHALL BE SPACED AT A MAXIMUM OF Ib"ON CENTER. 3.)DO NOT PENETRATE TIE SURFACE OF THE SHEATHING WITH THE NAIL HEAD. LOCATE NAIL t MIN.FROM PANEL EDGE. FOR WALL TYPES'5,G 4 D'-STAPLES ARE ALLOWED IN LIEU OF NAILING,USE 136A.X H/2"STAPLES. 3X(OR DEL 2X)REQUIRE AT PANEL EDGES FOR WALL TYPES b-H'. 4)ALL ANCHOR BOLTS SHALL HAVE A STEEL PLATE WASHER 4X3°X9"INSTALLED(GALVANIZED AT TREATED SILLS). LOCATE ANCHOR BOLT 50 THAT EDGE OF PLATE WASHER 15 • WITHIN}"AWAY FROM FACE OF PLYWOOD SHEATHING,AT DBL SHEATHED WALLS USE A 5X4 PLATE WASHER TO MAINTAIN THE 4j"EDGE DISTANCE. IF BOLT SPACING IS GREATER THAN WALL LENGTH INSTALL AN ANCHOR BOLT WITHIN 12"OF EACH END OF WALL, 5)HALING SHALL BE LOCATED IN THE CENTER OF THE RIM OR BLOCKING MATERIAL. 'A95'CLIPS GAN BE REPLACED BY'LPTS,'INSTALL'LPT5'OVER WALL PLYWOOD4154 INSTALLED ON PLYWD.SIDE OF WALL. 6)SIMPSON CLIPS AT TOP OF WALLS ARE NOT REQUIRED IF WALL SHEATHING 15 LAPPED AND NAILED TO RIM BO.OR BLOCKING ABOVE. 'A35'CLIPS CAN BE REPLACED BY 7_PT5' 1)INSTALL'LS'CLIPS FROM INSIDE OF BLOCKING TO SHEAR-WALL BELOW WHERE VENT BLOCKS ARE LOCATED,ADD UP THE AMOUNT OF CLIPS REQUIRE)AT THE SHEAR-WALL LENGTH AND SPACE CLIPS AT NON-VENT BLOCK AREAS ALONG THE SAME LINE.TMberLOK SCREWS ARE REQUIRED AT TRUSS ONLY SPACED AT 24"ON CENTER. S.)SPECIAL INSPECTION 15 REQUIRED FOR POST-INSTALLED CONCRETE ANCHORS ON SIMPSON UFF'BRACKETS. EACH ANCHOR REQUIRES A STANDARD GUT WASHER. SHEARWALL DETAILS: WOOD SOLE PLATE • °' WOOD SOLE TO RIM JSTJBLK6 AME AS PLATE NAILI SHEAR/NALL TO ROOF �� 81 nCK C/NJp HALL SITE NAILING TO ii * ". BLKGWODD SOLE F7a4TE'A35 OR 4hjII Jr �! LPT5 ; 3 ` �/ 4; ., 6:i...... SCREWS +• W/(5 �►'` y�, �eK'ET11. 1 ..... SEE ..• •. . J M1" 011ibiiiii6., _ �r 0 ,, SHEARHALL TO i(!�. WOOD SILL PLATE ')' •\ • •14& BLK6RRIM BD. III ...- TO GONG C,(Z (2LTS i"-DIA. 4E/P ?;-3 :'•!� I1IP �� 5 CLIPS EMBEDMT. SHEARWALL TO L HOOD SILL TO HI K4/RIM BD SHEATHING 1 L/ EXISTING FOUND, FASTENERS PER SCHEDULE HOLDOV\N SCHEDULE MARK HOLDOWN FASTENERS ANCHORAGE INTO COMPRESSION/ (I) (2) CONCRETE (3) TENSION MEMBERS (4) NO HOEDOWN REQUIRED CONNECT BTM. PLATE TO FLR J5T/I3M/BLK'6 W/ Ibd a 4"O.G. N/A (2) 2X6 STUDS SIMPSON 'M5TA36' (13) 10d COMMON NAILS AT EACH END N/A (3)2X6 STUDS (22pp otos) 1.-3/4"O.G.STAGGERED IN FLR.SPACE L= SIMPSON'MST-31' (II) Ibd COMMON NAILS AT EACH END a �A (2) 2X6 STUDS (2,46o0) 1-3/4"O.G.STAGGERED IN FLR.SPACE SIMPSON 'MST46' (IT) Ibd COMMON NAILS AT EACH END a N/A (2) 2X6 STUDS (3,630$) I-3/4" O.G.STAGGERED IN FLR.SPACE 0 (24) 16d COMMON NAILS AT EACH END® (2)�"-DIA. BOLTS a SIMPSON 'MST60' „ CONC.'ANCHORAGE (2) 2X6 STUDS (4,8301) 1-3/4 O.G.STAGGERED IN FLR.SPACE ONLY SIMPSON'GMSTI2' (44) 16d COMMON NAILS AT EACH END a N/A (2) 2X6 STUDS (VIM) 1-3/4"O.G.STAGGERED IN FLR.SPACE /6\ SIMPSON 'STHDI4' (30) 16d COMMON NAILS® STUDS 20d® 3"O.G. (2) 2X6 STUDS (3,64os) T SIMPSON 'HDU5-5D52.5' " 5 (14) 4" -I/2 SD5 SCREWS 557824' (2) 2X6 STUDS ,18019 '" ` SIMPSON 'HDU5DS2S' (20) 4"-DIA.X2-I/2"SD5 SCREWS 'SSTB23' (1.'1oo) (3) 2X6 STUDS UD5 SIMPSON 'HDUII-5052.5' (SO)4"-DIA.X2-I/2"505 SCREWS 'SBIX30' 6X6 POST ('53511) 1O SIMPSON 'HDUI4-5052.5' (36)4"-DIA.X2-I/2"SOS SCREWS 'SBIX3O' 6X6 POST 049250 it SIMPSON 'HDGIO/22-5052.5' ��_ (y) ) (24)4" -I/2 505 SCREWS 58X24 A,S. (2) 2X6 STUDS SIMPSON 'T522' (W 160 COMMON NAILS AT EACH END® N/A (2) 2X6 STUDS (2,4600 1-3/4"O.G.STAGGERED IN FLR.SPACE NOTES: I)U5P-MITEK CONNECTORS OR APPROVED EQUIVALENT ARE ACCEPTABLE FOR THE HOLDOWNS LIST t)ABOVE. 5111014 STRAPS ARE ALLOWED TO BE BENT ONE TIME ONLY DOWN q0-DEGREES AND THEN BENT VERTICAL,BUT CONCRETE SPALLING MIGHT OCCUR. CONTACT ENGINEER IF SPALLING EXISTS FOR REVIEW AND RECOMMENDATIONS. USE STHD14-RJ AT RIM JOIST CONDITIONS. INSTALL STRAPS OVER WALL PLYWOOD SHEATHING, 2.)FASTENERS SPECIFIED SHALL BE INSTALLED EQUALLY INTO.THE STUDS LOCATED ABOVE THE FLOOR AND INTO THE STUDS BELOW THE FLOOR LEVEL. IF A BEAM 15 LOCATED BELOW THEN WRAP STRAPPING AROUND BEAM IF APPLICABLE AND INSTALL THE NAILING INTO THE BEAM. 3)AS AN ALTERNATIVE TO THE SIMPSON 'SSTB OR SB'BOLTS,ALL-THREAD RODS WITH SAME LENGTH,DIAME1 tl2 AND STRENGTH CAN BE USED. PROVIDE A DOUBLE STEEL PLATE WASHER 4X3"X3"AND DOUBLE NUT AT BOTTOM END OF BOLT. 4.)SPIKE STUDS TOGETHER WITH(2) IGD® G" ON CENTER FULL HEIGHT OF STUDS. ri Roseburg J7 MAIN 0REC g 4-16 EI 7:54am A Forest Products Crnnpany 1 of 1 CS Beam 2016.1.0.13 kmBeamFngine 4.13.15.1 Materials Database 1547 SEP 2 8 2016, Member Data ��JCJ�I�T�V OF Description: Member Type:Joist Application. Tinil __ Top Lateral Bracing: Continuous "IaRin ,( Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 12 PSF Deck Connection: Glued& Nailed Filename: Beam1 VIttiP T / 17 9 0 17 9 0 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall DFL Plate(625psi) N/A 1.750" 744# — 2 17' 9.000" Wall DFL Plate(625psi) N/A 1.750" 744# — Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Live Dead 1 573#(358p1f) 172#(107p1f) 2 573#(358p1f) 172#(107p1f) Design spans 17'10.750" Product: DBL 11 7/8" RFPI-20 19.2" O.C. PASSES DESIGN CHECKS Minimum 1.75"bearing required at bearing#1 Minimum 1.75"bearing required at bearing#2 Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Lateral support is required at each bearing. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 3331.'# 7280.'# 45% 8.87' Total Load D+L Shear 744.# 2840.# 26% 0' Total Load D+L TL Deflection 0.3163" 0.8948" L/678 8.87' Total Load D+L LL Deflection 0.2433" 0.4474" L/882 8.87' Total Load L Control: LL Deflection DOLs: Live=100% Snow=115% Roof=125% Wind=160% SIMPSON All product names aretrademaksoftheirrespectiveownes KAMI L HENDERSON EWP MANAGER StS'O11 T1e. Copyright(C)2016 by Simpson Strong-Tie Company Inc.ALL RIGHTS RESERVED. PACIFIC LUMBER&TRUSS "Passing is defined as when the member,Floor joist,beam or girder,shown on this drawing meets applicable design criteria for Loads,Loading Conditions,and Spans listed on this sheet.The design BEAVERTON,OREGON cast be reviewed bye qualified designer or design professional as required for approval.This design assumes product installation according to the manufacturer's specifications. .ri(1;;_R.rifl-4fifi:3 Roseburg J2 UPPER : am -16 755am 0:A Forest Products Company 1 of 1 CS Beam 2016.1.0.13 kmBeamEngine 4.13.15.1 Materials Database 1547 Member Data Description: Member Type:Joist Application: Floor Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 12 PSF Deck Connection: Glued& Nailed Filename: Beam1 _ t�ya :Q 19 0 0 19 0 0 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall DFL Plate(625psi) N/A 1.750" 796# — 2 19' 0.000" Wall DFL Plate(625psi) N/A 1.750" 796# — Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Live Dead 1 613#(383p1f) 184#(115p1f) 2 613#(383p1f) 184#(115p1f) Design spans 19' 1.750" Product: DBL 11 7/8" RFPI-20 19.2" O.C. PASSES DESIGN CHECKS Minimum 1.75"bearing required at bearing#1 Minimum 1.75"bearing required at bearing#2 Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Lateral support is required at each bearing. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 3812.'# 7280.'# 52% 9.5' Total Load D+L Shear 796.# 2840.# 28% 0' Total Load D+L TL Deflection 0.4102" 0.9573" L/560 9.5' Total Load D+L LL Deflection 0.3155" 0.4786" L/728 9.5' Total Load L Control: LL Deflection DOLS: Live=100% Snow-115% Roof=125% Wind=160% SIMPSON All product names aretrademaksoftheirrespectiveownes KAMI L HENDERSON EWP MANAGER lst1OIIgT1e Copyright(C)2016 by Simpson Strong-Tie Company Inc.ALL RIGHTS RESERVED. PACIFIC LUMBER&TRUSS "Passing is defined as when the member,floor joist,beam or girder,shown on this drawing meets applicable design criteria for Loads,Loading Conditions,and Spans listed on this sheet.The design BEAVERTON,OREGON oust be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation according to the manufacturer's specifications. ,r,()�_R.riR-QRFi:� J2 MAIN 8-4-16 C Roseburg 7:54am A Forest Products Comparnp 1 of 1 CS Beam 2016.1.0.13 kmBeamEngine 4.13.15.1 Materials Database 1547 Member Data Description: Member Type:Joist Application: Floor Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 12 PSF Deck Connection: Glued& Nailed Filename: Beam1 IF h 1r / / / 15 2 0 910 0 9 2500 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall DFL Plate(625psi) 3.500" 1.750" 652# -- 2 15' 2.000" Wall DFL Plate(625psi) 3.500" 3.500" 1660# -- 3 25' 0.000" Wall DFL Plate(625psi) 3.500" 1.750" 409# -79# Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Live Dead 1 507#(253p1f) 145#(72plf) 2 1277#(638p1f) 383#(192p1f) 3 347#(173p1f) 62#(31plf) Design spans 14'11.375" 9' 7.375" Product: 11 7/8" RFPI-20 24.0" O.C. PASSES DESIGN CHECKS Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Lateral support is required at each bearing. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 2038.'# 3640.'# 55% 6.2' Odd Spans D+L Negative Moment 2238.'# 3640.'# 61% 15.17' Total Load D+L Shear 926.# 1420.# 65% 15.16' Total Load D+L End Reaction 652.# 1316.# 49% 0' Odd Spans D+L Int.Reaction 1660.# 1935.# 85% 15.17' Total Load D+L TL Deflection 0.2217" 0.7474" L/809 6.95' Odd Spans D+L LL Deflection 0.1764" 0.3737" L/999+ 6.95' Odd Spans L Control: Max Int.React. DOLs: Live=100% Snow=115% Roof=125% Wind=160% SIMPSON All product names are trademarks of their respective owners KAMI L HENDERSON ..� EWP MANAGER St}ro•.,yeCopyright(C)2016 by Simpson Strong-Tie Company Inc.ALL RIGHTS RESERVED. PACIFIC LUMBER&TRUSS "Passing is defined as when the member,floor joist,beam or girder,shown on this drawing meets applicable design criteria for Loads,Loading Conditions,and Spans listed on this sheet.The design BEAVERTON,OREGON oust be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation according to the manufacturer's specifications. Sol-RSR-f1RR3 C Roseburg J1 LOWER 8-4-16 7:26am A Forest Products Company 1 of 1 CS Beam 2016.1.0.13 kmBeamEngine 4.13.15.1 Materials Database 1547 Member Data Description: Member Type:Joist Application: Floor Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 12 PSF Deck Connection: Glued& Nailed Filename: Beam1 .> / / / / / 9 5 0 811 0 5 3 0 711 0 9 31 6 0 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall DFL Plate(625psi) 3.500" 1.750" 406# -- 2 9' 5.000" Wall DFL Plate(625psi) 3.500" 3.500" 1130# -- 3 18' 4.000" Wall DFL Plate(625psi) 3.500" 3.500" 841# -- 4 23' 7.000" Wall DFL Plate(625psi) 3.500" 3.500" 879# -- 5 31' 6.000" Wall DFL Plate(625psi) 3.500" 1.750" 348# - Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Live Dead 1 320#(160plf) 86#(43plf) 2 873#(436p1f) 257#(129p1f) 3 693#(346p1f) 148#(74plf) 4 701#(350p1f) 178#(89p1f) 5 271#(136p1f) 77#(38plf) Design spans 9' 2.375" 8'11.000" 5' 3.000" 7' 8.375" Product: 9 1/2" RFPI-20 24.0" O.C. PASSES DESIGN CHECKS Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Lateral support is required at each bearing. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 788.'# 2820.'# 27% 3.9' Odd Spans D+L Negative Moment 997.'# 2820.'# 35% 9.42' Adjacent 1 D+L Shear 586.# 1220.# 47% 9.41' Adjacent 1 D+L End Reaction 406.# 1151.# 35% 0' Odd Spans D+L Int.Reaction 1130.# 1775.# 63% 9.42' Adjacent 1 D+L TL Deflection 0.0618" 0.4599" U999+ 4.36' Odd Spans D+L LL Deflection 0.0511" 0.2299" U999+ 4.36' Odd Spans L Control: Max Int.React. DOLs: Live=100% Snow=115% Roof=125% Wind=160% SIMPSON All p oduc names are tradema ks of the r respective owns s KAMI L HENDERSON .�.� EWP MANAGER Strong'Tle Copyright(C)2016 by Simpson Strong-Tie Company Inc.ALL RIGHTS RESERVED. PACIFIC LUMBER&TRUSS "Passing is defined as when the member,Floor joist,beam or girder,shown on this drawing meets applicable design criteria for Loads,Loading Conditions,and Spans listed on this sheet.The design BEAVERTON,OREGON Host be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation according to the manufacturer s specifications. FM-RSA-PAM