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Specifications MS12013-0o2 us 10601 SW ASN/-W) SHERMAN ENGINEERING A __._ 3151 NE SANDY BLVD.,Surre 100 PORTLAND,OR 97232 INC PHONE(503) 230-8876 j—nufl f� SHERMANENOINEERS.COM Structural Calculations August 10, 2018 ,., ..LV EP Filbert Plan 1 zn� � P L©t 2, Armand Hts AUG �` N i s./lJ Tigard, OR CITY OF TIGAR j BUILDING DIVISION Y� 1? :_`t1 cob Prepared For: DIG Suntel Designs, Inc. -4/P SH 16865 Boones Ferry Rd. #103 EXPIRES: 61301 /11' �r.. Lake Oswego, OR 97035 Subject Sheet No. Lateral Load: Loading LL1-LL4 Shear walls LL5 Overturning LL6 Offset Framing: BM#2 I FILBERT PLAN Lateral Load LL I (s Loading, I 8/10/18 201 2 IBC I.I. Wird - Per ASCE 7-10 Basic Wind Speed= 120 Kzt Exposure Category= B = I.00 Building Height= 19 I = I.00 I = 1.00 Roof Slope= 6:12 = 26.6° Zone Pressure ASD LC ASO Pressure A 27.7 0.6 = 16.6 B 8.8 0.6 = 5.3 C 20.6 0.6 = 12.4 D 7.7 0.6 = 4.6 Use 5 psf at roof for MWFRS •End Zone Distance: Eave Ht(ft) 19 x 40% = 7.6 ft Bldg Width(ft) 29 x 10% = 2.9 ft Width x4%= 1.2 ft Bldg Length(ft) 38 x 1 0% = 3.8 ft Length x4%= I.5 ft Minimum = 2.9 ft Edge Strip = 3.0 ft (End Zone=2x Edge Strip) End Zone = 16.0 ft I I.2.' e15nt.1C • . Per 2014 OSSC Use Group= 1 Number of Stories= 2 <3 -► ASCE 7-10 yds = 0.72 R = 6.5 V = Sas--- I RW = 0.111 W I Roof W= 15.0 1 240 = Walls = g 18.6 8.0 ft I/2 135 = 4.3 Partitions = 0 8.0 ft 1/2 1 22 = 2.9 >' 25.8 x 18 = 465 Floor W = 15 1 100 - Walls = 8 9.0 ft 1/2 135 + 19.2 4.3 = 9.2 Partitions = 0 9.0 ft 1/2 00 + 2.9 = 4.7 30.4 x 10 = 304 56.2 1769 I X 0.111 6.2 = Base Shear Distribution: 6.2 QRf = 769 X 465 = 3:8 = I 2.7 I QFo- = 6.2 769 X 304 = 2.5 1.4 = I 1.8 I 2.LL-Albert L2 2018.rts tU10/2018 Design Maps Summary Report d61 � y� Design Maps Summary Report User—Specified Input L��� Report Title FILBERT Fri August 10, 201.8 15:29:41 UTC Building Code Reference Document 2012/2015 International Building Code (which utilizes USG hazard data available in 2008} Site Coordinates 45.42525°N, 122.76567°W Site Soil Classification Site Class D — "Stiff Soil" Risk Category I/II/III ': yw3a' R - ^l 'aY y fin„ I„;,:',04,,-4::-1-4„,k,.. . - fi;� 3 : ° '� ' s ?..':::',:'-‘14,-".. ' .' Y ��i '� +r�,�"''t $b e zls f: gga `� 4'N 1.,F' } t c 'o ”' Q�„ , * } :a.` �t ,�r .E # ' c,,, k .,,i: n �� � y - �� �'y h ,�.,ey. �p�aa°E .+r t * 3 fi � .�'li � d . ` Sr }g �, �ca // GTy sk,FP 'a»..,:,;. v" t � j `r: C 1w k e ), 'S-w Y t a.s �r .. S u fi a i.: 1" :� 3 ) ) t€ 4 s`I xxr ,7 ' iii:..---4::4-A;iP..:;:::ioii,,T,/,40's.: A '74,4„..,„:".;4-‘ , }r 1, :z i, '>tom' - E .` .e. ,:, '� � -{ ,G { sl £'' USGS—Provided Output Ss = 0.971 g S 1.080 — Ms = 9 Sos _ 0.720 g S1 = 0.422 g SM1 = 0.666 g SD1 = 0.444 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 appl cation and select the "2009 NEHRP"bulding code reference document. NICER Response Spectrum Design Response Sperm 1.u:1 0."P) 0:72 ... u,17 O.% Ci ON, 0:1„ 'L15 1 :.6- 033° ` gettn+i U 1 033 03:1 21 ,-,,,/21 0.16 0.11 0iffi O:M n):�:� ti.?1) 0.30 !:iha 1.10 I'2:' 1,3fj 0C° I f,'i0 1 ia3 244) 0):.i o,s:. I:r.10 00) 4225:1 LXX) I.S) 1,41. 1.50 ukl ri) aPyr+-.� ) �r Ck RMly T 7 Although this information Is a product of the U.S. Geological Survey, we provide no warranty, expressed or implied, as to the accuracy of the data contained therein. This tool is not a substitute for technical subject matter khowledge., https://prod02-ea s.gov/desig nmaps/us/surnmaryphp9templ ate=mini mal&latitude=45.42524799781644&long it de=-122:765'67-91 1/1 SHERMAN ENGINEERING, INC. 3151 NE Sandy Blvd Suite 100 Portland, OR 97232 {WIND LOAD PER IBC 2012 I JOB: CARSON C Loading: SIDE SIDE I V1 V2 V3 Roof Wall V4 End Zone= 5.3 psf 16.6 psf Interior= 5 psf 12.4 psf End Zone ♦ 1 Interior End Zone End Zone Length = 6.8 ft Roof Ht. 8 ft Diaph 1 width 16 ft Wall Ht. 14 ft Qn Qn Diaph 2 width 22 ft Qn Shear VI V2 V3 Line Condition load trib trib total load trib trib total load trib trib total load trib V trib total REACTION ROOF width height width Q 9 width height width width height width width height width psf ft ft ft psf ft ft ft psf ft ft ft 1 End Left 5.3 6.8 1 16 5 1 8 16 psf ft ft ft kips 2 Inter 5.3 6.8 1 16 5 0.1 1 8 16 5 15.2 I 1 I 22 5.3 f 6.8 6 I 22 0.1 3 End Right 5 15.2 1 22 5.3 6.8 6 22 0.2 Shear V1 V2 V3 Line Condition load trib trib total load trib trib total load trib trib total load trib V trib total REACTION UPR FLR width height width width height width Q g width height width width height width psf ft ft ft psf ft ft ft psf ft ft ft psf ft ft ft 1 End Left 16.6 6.8 4 16 12.4 9.2 5 16 kips 2 Inter 16.6 6.8 4 0.5 16 12.4 9.2 5 16 12.4 15.2 6 22 16.6 6.8 4 1 22 1.3 3 End Right 12.4 15.2 6 22 16.6 6.8 4 22 0.8 TOTAL UPPER FLOOR LOAD I LINE ROOF UPR FLR TOTAL 1 0.1 0.5 0.57 2 0.1 1.3 1.42 3 0.2 0.8 0.98 3.0 SHERMAN ENGINEERING, INC. 3151 NE Sandy Blvd Suite 100 Portland, OR 97232 MAIN FLR Roof Wall End Zone= 5.3 psf 16.6 psf Interior= 5 psf 12.4 psf Wall Ht. 9 ft Diaph 1 width 18 ft Diaph 2 width 20 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 MAIN FLR width height width width height width width height width width height width Q psf ft ft ft psf ft ft ft psf ft ft ft psf ft ft ft kips 1 End Left 16.6 i 6.8 I 9 i 18 12.4 I 11.2 I 9 f 18 1.21 2 Inter 16.6 6.8 9 18 12.4 11.2 9 18 12.4 1 13.2 i 9 1 20 16.6 I 6.8 i 9 I 20 2.21 3 End Right 12.4 13.2 9 20 16.6 6.8 9 20 1.33 4.8 • 1 LATERAL Lr9; Lt, 3-In-lZ 120017-- '71A\71-k 1 22 5 I , • z2.' y -' °1661 (o1 "9 © 1.- 2.� r 2,5 2,�5 2.8 VI : 0193V) 193V)01 bl'rr' q2 /7- ( s) / 175-01-- pr-no! [2(z /& (z ' l o 2o VS' 0 LS - iv\AciA 5/0 219 2S14•+ s g- .2,S1-) • 2- I '`A2s1 " 67 12. (2 )/i]( ) ¢4/ CAC'd OVERTURNING - FRONT BACK 8/10/2018 GRID SHEAR DEAD DEAD DEAD LOAD LOAD NET LINE LEVEL LENGTH SHEAR/FT HEIGHT TRIG LOAD M,resist REDUCTION M,ot ABOVE UPLIFT LINE 3 V-2 2.5 0.092 8 4 15 0.39 WIND 1.8 0.00 0.64 Use MSTA36 V-1 2.5 0.289 9 4 15 0.41 WIND 6.5 0.64 3. 15 Use STHD 14 LINE 3 V-2 2.5 0.073 8 6 15 0.48 SEISMIC 1.5 0.00 0.47 Use MSTA36 V-1 2.5 0.157 9 6 15 0.51 SEISMIC 3.5 0.00 I .29 Use 5T1-ID 14 Wil # V ix II G ILfiaa MEMBER REPORT PASSED Floor Framing, BM#2 Garage 1 piece(s)5 1/2"x 24"24F-V8 DF Glulam i2M"2 Overall Length: 16' 6" - - tom ,�K `l ;f .5s-. 8l..c..,, : ,c„ �E''4b.A .�. -,;,,.r, 4 ' A S^'ly, 8,....w<b-.. .<N ' ��. I. ..atgsa'L»,ti3ax'�s :4�s,Y� �S,nv...-.2t4:. 16' /El gi All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. Design Results r ",,AcamI*Location=`'" Arrowed .,...Result Lpg Member Reaction lbs �� >• ",''i'cemtNnAitioln°(4aftiem)�,. ,, =-, System:Wall (lbs) 10165 @ 1 1/2" 10725(3.00") Passed(95%) 1.0 D+1.0 L(All Spans) Member Type:Header Shear(lbs) 7393 @ 2'3" 23320 Passed(32%) Building Use:Residential Pos Moment Ft lbs 1.00 1.0 D+1.0 L(All Spans) (Ft-lbs) 40668 @ 8'3" 100376 Passed(41%) 1.00 1.0 D+1.0 L(All Spans) BuildingiecCoho:log :AS Live Load Deft(in) 0.055 @ 8'3" 0.542 Passed Design Methodology:ASD • Total Load Defl.(in) (U999+) -- 1.0 D+1.0 L(All Spans) 0.169 @ 8'3" 0.813 Passed(L/999+) -- 1.0 D+1.0 L(All Spans) •Deflection criteria:LL(L/360)and TL(1/240). •Top Edge Bracing(Lu):Top compression edge must be braced at 16'6"o/c unless detailed otherwise. •Bottom Edge Bracing(Lu):Bottom compression edge must be braced at 16'6"o/c unless detailed otherwise. •Critical positive moment adjusted by a volume factor of 0.95 that was calculated using length L=16'3". •The effects of positive or negative camber have not been accounted for when calculating deflection. •Applicable calculations are based on NOS. 'Beating Length Loadstc SUpperts(lbs) " Supports Total; Available Required "Dead F[oor).rt!e„,.,`Wind Seismic•, 1-Trimmer-DF ToWf;"ACC ), 3.00" 3.00" 2.84" 6865 3300 98 181/-181 10 444/- None — 2-Trimmer-DF 3.00" 3.00" 2.84" 6865 3300 -98 181/-181 1 279/ None Dead Floor Live „ilHihd", smic t Loads" 'Lovation(S&te) 'Tributary Width (0.90) (100} 60, ,S.1.; ) '.:,,,,'....-(1:.00.;:, tomrtwnts•., 0-Self Weight(PLF) 0 to 16'6" N/A 32.1 - - 1-Uniform(PSF) 0 to 16'6" 10' 80.0 40.0 - 2-Point(Ib) Default Load 6' N/A 640 1175 3-Point(Ib) 8'6" N/A - - -640 -1175 We erhaeuser Notes.'•.-: ,,Or,' 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.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.Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards.For current code evaluation reports,Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.00m/woodproducts/document-library. The product application,input design loads,dimensions and support information have been provided by dps A ' SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser ForteWEB Software Operator )ab Notes Don Sherman Designed:8/10/2018 4:38:35 PM UTC Sherman Engineering,Inc. ForteWEB v1.3,Engine:V7.2.0.247, Data:V7.1.1.2 (503)230-8876 donpsherman@gmaii.com File Name: Filbert Plan