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Specifications (25) 1`(\ -1- 1 _ .-. 'kCA OD s1/4,7 kmc . i Y 11 C-t- . SHERMAN ENGINEERING A — 3151 NE SANDY Brum.,Surge 100 P\-- PORTLAND,OR 97232 INC r'—` ^ ( 1 (-1_, PHONE(503) 230-8876 � u1 � lI� _, ' SHEaraAavEtvctt¢Eats.COm Structural Calculations August 10, 2018 ' Filbert Plan RECEIVED qtr. PROT,: Lot 3, Annand Hts AUG 16 2018 f4`5��c,I"�E`� r s Tigard, OR 111 CITY OF TICARD wid 10 - BUILDING DIVISION _o^N� Prepared Far, 94/p cH G Suntel Designs, Inc. F�CP!REQ. 5,> _J/ 16865 Boones Ferry Rd. #103 :} Lake Oswego, OR 97035 Subject Sheet No. Lateral Load: Loading LL1-LL4 Shear walls LLS Overturning LL6 Offset Framing: BM#2 I FILBERT PLAN I Lateral Load LL 1 1 .LQatp `n -by{ 8/10/18 2012 IBC f W___ <- ,.rs j eer ASCE 7-10 Basic Wind Speed= 120 Exposure Category= B Kzt = I.00 ABudding Height= 19 I = 1.00 Roof Slope= 6:12 = 26.6' = 1.00 Zone Pressure A5D LC Pessu A 2-7.'" (-5=411 := 16. B 8.8 0.6 = 5.3 C 20.6 .6 _____7=.4.13 12.4 D 77 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% Bld Len th(ft) 38 = 2.9 ft Width x4%= I.2 ft x 1 O% = 3.8 ft Length x4%a 1.5 ft Minimum= 2,9 ft Edge Strip= 3.0 ft (end Zone=2x Edge Strip) End Zone= 6.0 ft t 2$e16tTliC z : Per 2014 055C �. Use Group= I Number of Stories= 2 <3 --► ASCE 7-10 9d5 = 0.72 R= 6.5 V = Sds R W = I 0.111 W 1 Roof W= 15.0 1240 Walls = 8 8.0 ft 1/2 I35 = 18.6 Partitions = G 8.0 ft 1/2 122 = 2.9 = 2.9 Floor W= 15 25.8 x 18 = 465 Walls = 8 1 100 = 16.5 9.0 ft 1/2 I35 + 4.3 Partitions = 6 9.0 ft 1/2 66 + 2.9 = 9'2 = 4.7 r 30.4 x 10 = 304 56.2 J769 X 0.111 6.2 = ease Shear Distribution: QRf = 6.2 769 X 465 = 143.8 = j 2.7 f QFlr = 6.2 i 769 X 304 2.4 = 1 1.8 Z LL-FilbertL2 2018.45 w.WLV IV Design Maps Summary Report ML � Design Maps Summary Report User-Specified Input kLL'2 Report Title FILBERT Fri August 10, 2018 15:29:41 UTC Building Code Reference Document 2012/2015 International Building Code (which utilizes USGS hazard data available in 2008) Site Coordinates 45.42525°N, 122.76567°W Site Soil Classification Site Class D- "Stiff Soil" Risk Category VII/III ' �.. -'4,,..'-,;, +r 3y� ly . , bb + rxs '',272'F":47'. Y. .vR ' j i, z ,`,.t.3.,;`,1^ ''-:a .r.:',..„;•..;,,,,'i f }� ,S ' � 9 s- t .....;t7".' r i ,€:!H "..^,,.„:, 4cct1 `.. r , l ,• ''i.:, , .4. m1. ,;4.7-,1 ,' x , ' -.-.,' .3',k �" Kyy7arsFFi 4 # a• pry H . 1 m , ?yve.,, f').-:.T.''''-T1.0.',.,,,,----.M . • '-&--„,c, i , x sd 4.,;,1,AO, ',, "ta1v Iv*,,..,17. a ,,,,.....--;',,%• Pi ` r7C.,)','"' r .ç i.} ". gv � - . Y ' dPwJx r tr ,p . 4r KA Ar x ix 7 "`.1',4:4p4, .,f,xr'#, rown y h tt -zsi 4 1'11.7 . .T� h lr4 ' Ss` i 7 "4,giqg'* �f3"'ZwLtR 7 �' a �+v 1� tP '1'11;11 . �z : S t,• ? i � • to, f t: & :,1':-%;41:*' � Y �z�� � . n� »t „ -:- , ,,,417.Ftl` V� � er ,...„...,:„,.„....,.„,„,,,..,,,.,,,.,,„ ._.� 4r� . .....„, 4,„,...„,..,,,,, :_,,,,‘..,,„„,,..„ier _ii h 1 -,. .,;,,,,,...,„„,,,. ,,,,,, • 4. ', 1i4 `� ; 3" mf Vi$ fa ,,,:i.,./.:4_,‘„.t..1.--,-..(47.7,-.4-7s d qy ;4.10,',4:,.. s ¢ ys , f' z�dQ,-- :' " v czt ,itir,; fi r" e" T + - p ' H m> # * USGS-Provided Output ass ..,. , •; ;. Ss = 0.971 g SMS = 1.080 g S„ 0.7209 Si = 0.422 g SMx = 0.666 g S01 = 0.444 g For information on how the SS and Si values above have been calculated from probabilistic (risk-target-d) 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. NICE1,Response Spectrum Design Response Speciram 1.10 0.73 0.99 0341 0$sl A.1.77 77 USN r4 ON, 4V S. 0.45 740.33 , U.1.{ Q 040 V! 033 032 0.23 0,11 ].IL °.m O 0 001 Krfi 040 ,3110 1:1B) I!:A 1.3:r 1:I+) .i to 110:+ 2A, QA ,T ' OM r,.a3 +)uT Ohls:r i ao ¢. 140 110 .t Period,T(cm) Although this information is a product of the U.S. l Survey, we (ns to the accuracy of the data contained therein. This tool as not a substitute For tecrovide no hs cal subject-matter as to thee, surranty, expressed or implied, ttps://prod02 earthquake,cr.usgs.gov/designmaps/us/summaryphp?template=minimal&latitude=45.42524799781644&longitude=-122.76,67391702233&si teslas... 1/1 SHERMAN ENGINEERING, INC. 3151 NE Sandy Blvd Suite 100 +WIND LOAD PER IBC 2012 , Portland, OR 97232 JOB: CARSON C Loading: SIDE SIDE Roof Wall V1 V2 V3 V4 End Zone= 5.3 psf 16.6 psf Interior= 5 psf 12.4 psf End Zone Interior End Zone End Zone Length = 6.8 ft Roof Ht. 8 ft Diaph 1 width 16 ft Wall Ht. 14 ft Diaph 2 width 22 ft LinV2 Qn Shear V1 ee Condition load trib trib V2 V3 V4 total load trib trib total load trib trib total load trib trib total REACTION ROOF width height width Q 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 psf ft ft ft _ kips 8 16 0.1 2 Inter 5.3 6.8 1 165 1 3 End Right 8 16 5 15.2 1 22 5.3 6.8 6 22 0.1 5 15.2 1 22 5.3 6.8 6 22 0.2 Shear V1 Line Condition load trib trib total load trib V2 V3 V4 trib total load trib trib total load trib trib total REACTION UPR FLR width height width Q width height width width height width width height width psf ft ft ft psf ft ft ft psf ft ft 1 End Left 16.6 6.8 4 16 12.4 9.2 5 16 ft psf ft ft ft kips 2 Inter 16.6 6.8 4 16 12.4 9.2 5 0.5 3 End Right 16 12.4 15,2 6 22 16.6 6.8 4 22 1.3 -- 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 Line Condition load trib trib total load trib trib total load trib V3 trib total load trib V trib total REACTION MAIN FLR width height width width height width width height width Q psf width ft height width ft ft _ psf ftft ft psf ftft ft 1 • End Left 16.6 6.8 9 18 12.4 11,2 9 18 psf ft ft ft kips 2 Inter 16.6 6.8 9 18 12.4 11.2 9 18 12.4 13.2 9 20 16.6 6.8 9 20 1.21 2.21 3 End Right 12.4 13.2 9 20 16.6 6.8 9 20 1.33 • 4.8 i i • i 1 i { 1 --A9 4/#+bI 1 , (0c60E1,-/Oz), Z v,(1, ',011.).4/.4 D:9,16,d . • 1 . V. ..(-4.. D 4/f b8 . . . . . JA. 2/,, .*:t Yb . . . . . . . i . (.., 11) -4 '5 r -,IFbIO 4:710 it 2r 4'/\' u� - al -13.1 . !I Is 0 . . . .. . . . (-71 4'0). z &. 1 1 ; WHIG ziOQ 4 1. 10-y4.0„.gl . (%2)E2/ lz) ] Tr9:11"v_a . ;01.1-v21 _1o1W , V ( ) % L . ----41-k..q'OCARIoto c h . giz gie z siz Lt-7- . 0 . . CA2. L0)-712b107--: 44/\I Apt sM `z1` .-1-1� . I i \-18.9/(6 _goo zi I 21.01"9- \ 1 q• -1 —1 0121 Ncil . 1 . I . • OVERTURNING - FRONT BACK 8/10/2018 GRID SHEAR D DEADLINE LEVEL LENGTH SHEAR/FT HEIGHT TEAK LOAD DEAD LOAD LOAD NET M,resist REDUCTION M,ot ABOVE UPLIFT LINE 3 V-2 2.5 0.092 8 4 V-1 2.5 0.289 9 15 0.39 WIND 1.8 0.00 0.64 Use MSTA36 4 15 0.41 WIND 6.5 0.64 3. I5 Use STHD14 LINE 3 V-2 2.5 0.073 8 6 V-1 2.5 15 0.48 SEISMIC 1.5 0.00 0.47 0.157 9 6 15 0.51 SEISMIC 3.5 Use M 0.00 1 .29 Use STVID HD 14 14 MEMBER REPORT PASSED Floor Framing,BM#2 Garage • 1 piece(s)51/2"x 24"24F-V8 DF Glulam i kA"2 Overall Length: 16' 6" s �sry r.. � t;ui t0tc # ' �� 11' 16' © f , IN All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. •.Dtesl_!rt Results :•>,- �F .. A*.it 0 4,1600, • ti Member 'Rerun(lbs) AI a.;^i "u x'";`v' `` `,., 10165 @ 1 1 2" t! i ' 1.0 L16go panstiRAt7 „? 5 kl* system:Wall Shear(lbs) 10725(3.00) Passed(95%) - 1.0 D+1.0 L All Spans) Member Type:Header Pos Moment(Ft-lbs) 23320 Passed(32% 1.00 1.0 D+1.0 L(All Spans) Building Use:Residential 40668 @ 8'3" 100376 Passed(41%) 1.00 1.0 D+1.0 L(All Spans) Deriding Code:log :ASDS Live Load Defl.(in) 0.055 @ 8'3' Design Methodology Total Load Defl.(in) 0.542 Passed(1/999+) — 1.0 D+1.0 L(All Spans) °9v� 0.169 @ 8'3" 0.813 Passed999+ •Deflection criteria:LL(L/360)and Ti-(1/240), (� ) 1.0 D+1.0 L(All Spans) •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 NDS. • i. e it psi o-aarlog[PnM s ' x -e- ...:* "I01 64 , sF a �t.it�r. Nc sbSUppyys - NTotal Avaltabfe Rew re�d Deedfloo`r Aff SeISArCi• .Tota l e ‘,..-;:t.1-Trimmer-DF 1 /-3.00" 3.00" 2.84" 6865 3300 98 181/-181 181 None2-Trimmer-DF 3.00" 3.00" 2.84" 6865 3300 -98 181/-181 10346/- 279 None • ,.u -.;:17.00,1,40'e ":::::8'0,1),,u>,, ,, e' MYAW. fLoads>` o+ (srdeTfiu�Y dh (O t 1O0 60) yG Coitoefs .'0-Self Weight(Ph) 0 o 16'6" 321 — 111.111.111111 ' 0 to 16'6" 10' 80.0 40.0 - - ��}�� Default Load _ 1175 — = - - -640 -1175 •W erFaeuseic=lYote Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser, ? : `+�,' � -��� -- Weyerhaeuser a useso is ;she•dam. . al yr,� .;; 7.4.&T :46`44•.-.) rn software.Use of this sotodigproduct design determineda and published design values Weyerhaeuser responsible to assure that this this calculation is not bthe overall project.needAccfora design professional as by the authority having jurisdiction.The designer of record,builder or framer is expressly disclaims any other warranties Weyerhaeuser facilities are caparty certified>p sustainable withe for �0nes(Rim Board,Blocking Panels and Squash Blocks)are not designed bythis so Weyerhaeuser ateeuseed fin accordance with applicable es standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation Productsertsmanufactured at PP ASTM standards.For current code evaluation reports,Weyerhaeuser reports FS - www.Weyerhaeuser.cam/woodproducts/cacumen- user Po R 1153 www.weyerhaeuser.com/woodproducts/document-library. Y product literature and installation details refer to and ESR-1387 The product application,input design loads,dimensions and support information have been provided by dps SUSTAINABLE FORESTRY INITIATIVE0 Weyerhaeuser ForteWEB Software Operator Don Sherman Sherman Engineering,Inc. Designed:8/10/2018 4:38:35 PM UTC (503)230-8876IIIIIIIII ForteWE6 v1.3,Engine:V7.2.0.247,Data:W.1.1.2 donpshemtan@gmail.com Ale Name:Elbert Plan n...... 1 /.