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Specifications af20z2...-0004s OFFICE COPY 1°41-0 %\) STRUCTURAL CALCULATIONS Project A New Office/Warehouse Building RECEIVED 10470 SW Park St. JAN 6 2012 Tigard, OR CITY OF TIGARD BUILDING DIVISION Prepared for: Ward & Vickie Bruner Middleton Holdings, LLC P.O. Box 23985 Tigard, OR 97281 503-484-5105 5 InrE ��O 16581 '' -7 digitally signed �REGON `/614 20,1945 j1CAE. W'\--- M EXPIRES: 12/31/23 by Civil Engineering Design William E. Barlow, P.E. P.O. Box 43 Philomath, OR 97370 541-609-8777 January 26, 2022 Digitally signed by William E. Barlow, P.E. Date:2022.01.26 11:40:18-08'00' 10470 SW Park St. Tigard, OR Table of Contents Title Page LIMITED TO LATERAL FORCE RESISTING SYSTEM AND IDENTIFIED BEAM 1-32 (SEE INDEX SHEET TO.0) ATC HAZARDS BY LOCATION 33 SEISMIC RESPONSE COEFFICIENT 34 WEIGHTS OF MATERIALS 35 WIND LOW-RISE DESIGN PRESSURES 36 ASCE 7 FIGURE 38.5-1 MWFRS 37 ASCE 7 FIGURE 30.4-1 CandC 38 FORCE TRANSFER 39 2SW2A (STAIR WELL WALL) 40 2SW21 (STAIR WELL WALL) 41 MB1 42 MB2 43 MB3 44 MB4 45 MH1 46 MH2 47 MH3 48 MH4 49 MH5 50 MH6 51 MH7 52 MH8 53 MH9 54 MH10 55 MH11 56 RB1 57 RB2 58 RB3 59 RB4 60 ASCE 7 SNOW DRIFTS 61 STAIR STRINGER BEAM 62 U F-J ST 63 UH1 64 UH2 65 UH3 66 UH4 67 UH5 68 WAREHOUSE STUDS— 17 FT 69 WAREHOUSE STUDS—20 FT 70 WAREHOUSE 2—SOUTH RETAINING WALL 71 OTCHazards by Location Page 30 of 74 Search Information Address: 10470 SW Park St,Tigard,OR 97223, USA Vancouver rye 238 ft Coordinates: 45.42388099999999,-122.7847084 ibeldi z°, land Hillsboro° o Q :,ok Elevation: 238 ft Beav on Gresham ci Timestamp: 2021-10-20T18:13:49.578Z IP Mt. Nation ti Hazard Type: Seismic Reference ASCE7-16 Go gie Map data©2021 Google Document: Risk Category: II Site Class: D Basic Parameters Name Value Description Ss 0.853 MCER ground motion(period=0.2s) Si 0.394 MCER ground motion(period=1.0s) SMS 0.989 Site-modified spectral acceleration value SM1 *null Site-modified spectral acceleration value SDS 0.659 Numeric seismic design value at 0.2s SA SD1 *null Numeric seismic design value at 1.0s SA *See Section 11.4.8 Additional Information Name Value Description SDC *null Seismic design category Fa 1.159 Site amplification factor at 0.2s F„ *null Site amplification factor at 1.0s CRS 0.885 Coefficient of risk(0.2s) CR1 0.866 Coefficient of risk(1.0s) PGA 0.389 MCEG peak ground acceleration FPGA 1.211 Site amplification factor at PGA PGAM 0.471 Site modified peak ground acceleration TL 16 Long-period transition period(s) Page 31 of 74 SsRT 0.853 Probabilistic risk-targeted ground motion(0.2s) SsUH 0.964 Factored uniform-hazard spectral acceleration(2%probability of exceedance in 50 years) SsD 1.5 Factored deterministic acceleration value(0.2s) Si RT 0.394 Probabilistic risk-targeted ground motion(1.0s) Si UH 0.455 Factored uniform-hazard spectral acceleration(2%probability of exceedance in 50 years) Si D 0.6 Factored deterministic acceleration value(1.0s) PGAd 0.5 Factored deterministic acceleration value(PGA) * See Section 11.4.8 The results indicated here DO NOT reflect any state or local amendments to the values or any delineation lines made during the building code adoption process. Users should confirm any output obtained from this tool with the local Authority Having Jurisdiction before proceeding with design. Disclaimer Hazard loads are provided by the U.S.Geological Survey Seismic Design Web Services. While the information presented on this website is believed to be correct,ATC and its sponsors and contributors assume no responsibility or liability for its accuracy.The material presented in the report should not be used or relied upon for any specific application without competent examination and verification of its accuracy,suitability and applicability by engineers or other licensed professionals.ATC does not intend that the use of this information replace the sound judgment of such competent professionals,having experience and knowledge in the field of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the report provided by this website. Users of the information from this website assume all liability arising from such use. Use of the output of this website does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site described by latitude/longitude location in the report. viiiimimosmorisimismiwo Page 32 of 74 OSSC 2019&ASCE 7-16 Project: 10470 SW PARK ST.,TIGARD,OR EQUIVALENT LATERAL FORCE PROCEDURE(12.8.1),p.71 Date: 10.20.2021 Occupancy Category II (OSSC Table 1604.5),p.350: I,II,Ill OR IV T=C,(hn)" (12.8-7) Ct= 0.020(Table 12.8-2),p.102 x= 0.75(Table 12.8-2),p.102 hn= 25.0 ft T= sec V=Cs(W)(12.8-1) _ Calculation of Seismic Response Coefficient(12.8.1.1),p.101 Sips= 0.659 g,Geotech Report SDI= 0.501 g,Geotech Report ss=napped MCE.5 percent damped.spectral ne- -_—_ spruce acrekmtion parameter at short periods.as R= 6.5(Table 12.2-1),p.90 defined in Section 111.1 —. S,=mapped MCE.5 perxm damped.speeaal re- I= 1.00(Table 1.5.-2),p.4 sponse xarkmtiom parameter at a period of 1 s as defined in Section 11.4.1 — $a=the site•specitrc NICE spectral response accetera• Cs= 0.1014 .8-2, 101 non at any period 12 ( ) p. Soo= dign.5 penxnt damped,spectral response ac- celeration parameter at short periods as defined in T = 16 sec(Figure 22-14),p.225 section 11.4..1 Cs I>= 0.3447 for T<TL percent(12.8-3),p.101 Sat=design.5 percent damped.spectral response ac- ', -. --_ celeratMn 1>''aranrter ar a period of 1 s as defined Or in Section 11,4.4 sus.—.the MCE.5 percent dampedh spectral response CS I>= 24.6646 for T>TL(12.8-4),p.101 acceleration at short periods adjusted for site etas, &eels as defined in Section I t A.;e Cs l<= 0.0290(12.8-5),p.101 Cs 1<= 0.0424(12.8-6),p.101 Seismic Design Category Sos= D (Table 11.6-1),p.85 Sol= D ''`(Table 11.6-2),p.85 _ Note: Ct= (Table 12.8-2),p.102 Steel frame:0.028,Concrete frame:0.016,Steel ecc.braced frame:Table 12.2.1,Steel buckling-restrained braced frame:0.03,All others:0.02 X= (Table 12.8-2, .102 Steel frame:0.8,Concrete frame:0.9,Steel ecc.braced frame:Table 12.8.2,Steel buckling-restrained braced frame:0.75,All others:0.75 ' Page 33m74 z �s|onraopMATs��a � � 7�-----�� ----- � City and State inQmrd.On �10.22.2021 � , - oa�n�m DeAo�m�oa �ocsr� ` --' T� - -- ,� 426... -- ' �p f-� -- -- | ' -- SECOND FLOOR | ..-_. - -_ *m - 1�''Sho�mng opOF ---�� ----M PSF--^-Wood Trusses Tmunev o Pep | sm^Sheathing o�Gp -- n-4emmu|mnon 1por ----Wood Floor Joists fflo^oC- -- -4PGp-' ------- 1/2''Gyp.Bd.Ceiling upnF Sound Batts Ipap _ NA � uPGF - 1m^Gyp,ou.-C emng -- uPaF - -- mmmnnioo|mmslemnvo| opaF Mechanical and Electrical oPoF |N Fisc Ceiling Items u/PGF Mmc Ceiling Items -- - upSF - -- 195pSp 37pep _ - - INTERIOR FIRST pLnWALLS �mT�mo�oscow�p��vx��a - -- ) 1x2"o pap 1urovn.Bd.Each Side u�vwmusmue��roo Pap �4vw,mda�uo 1rnp ' Mechanical and --- kmv�,��Tmn�- ---------�----�� Pa� -ctrical 2 PSF Mechanical and --------�--trical -'` - ---- _ m/ao�a /mmv | NA opGF NA - --o|sSF | - w* oPGF w^ OPGF wx -__ oPGF | NA oPGF � NA / OPSF - NA 0P8r - � oPop opoF - _ / | � EXTERIOR FIRST FLnWALLS EXTERIOR SECOND pLnWALLS -- / '--- ammg- --uPaF | Siding �-- 21Pap � 1/2"Sheathing(Ply'dmoGB) / oPSF 1/2"Sheathing(Ply'dmOSB) — opSF | — mm Studs @ 24roc | sPoF 2xa Studs @ 24"oc spop na1 |nvu|at|nn 1 PGF R'21mou|nmon 1 pSF ` 1m^Gyp.Bd. 2 FSr----- '- 1or'Gyp.Bd. �------�-l----�-uPor -- ----- ` Mechanical and Electrical uPar | ��maniva|and s|em,/ou/ 2Pap o � MivE°a |�mo ' 1 Pnp� _ M|un:mo|� --m� --- 1 PGF � NA | npGF m* -- o'PSF ' _�aPGp x�por ^ / | � r. Main Wind Force Resisting System(MWFRS),-Envelope Method h<=60 ft Page 34 of 74 III Design Wind Pressures Walls&Roofs I Project:Middle Trust Building,Tigard Date:11.10.2021 Envelope Procedure (ASCE 7-16),Chapter 28 Part Enclosed Simple Diaphragm Low-Rise Buildings,p 302 ----- - -- -- - - - - Risk Category:[I,II,III,or IV]= II OSSC 2019,p.476,Table 1604.5(Selects Importance Factor) - --- - - - Wind Speed,V„t,(100,110,115,120,125,130,135,or 145 mph)= 1W mph OSSC 2019-TABLE 1609.3,p.488 Exposure Category(B,C,or D)= B OSSC 2019-1609.4.2,p.487 Topography Factor,Kzt= 1.00 ASCE 7-16,p 266 Building Width,L= 74.00 ft Roof Height,hr= 24.00 ft Roof Eave Height,he= 24.00 ft Building Period - - Importance Factor,1= 1.00 ASCE 7-16,Table 1.5-2,p.5 _ Ct= 0.02 ASCE 7-10,p 90 Table 12.8-2 _ Mean Roof Height,h= 24.00 ft _ - - x= 0.75 ASCE 7-10,p90 Table 12.8-2 _ - - --- Roof Angle= 0.00 degrees h= 24.00 ft RoofPitch= 0.00 in 12 - Ta=Ct(hn^x)I 0.221sec Distance from One End of Bldg,0.6h mean 14.40 ft 0.1(Least Width of Structure,b) 7.40ft Building Least Dimension 14.00ft - - --- a=Lesser of(04.hmean or 0.1b)= 7.40 ft Building Height= 24.00 ft 2"a=I 14.801ft 14 ft 9 10/16in if h>4*(L1),then Flexible ASCE 7-10,p90 4*L1= 56.00 ft Intermediate Value: 24.00 ft - I - - Rigid Building] - --- - - - NOTE:Walls:+=Inward&-=Outward,Roof:+=Inward&-.Upward Not to be confused with Diaphragm Horizontal Wind Pressures on Vertical Proiecton of Building - - --- -- - -.... ___ _. r-- _r_.__- _ p,=T•Kzt'P,3o-ASCEEq.(28:6=11;-p 306 Main Wind Force Resisting System(Load Case 1) Simplified Wind Pressure,p,30(psf) Horizontal Pressures Vertical Pressures Overhangs Wall Force- Roof Force- Roof Force- Roof Force- Roof Force- Roof Force- ft Wall Force- Roof Force- Interior Zone Interior Zone Roof Force- Interior Zone Roof Force- Interior Zone Over Hang Over Hang (ASCE,p 40) End Zone A End Zone B C D End Zone E F End Zone G H EOH GOH 15 1.00 15.9 -8.2 10.5 -4.9 -19.1 -10.8 -13.3 -8.4 -26.7 -20.9 20 1.00 15.9 -8.2 10.5 -4.9 -19.1 -10.8 -13.3 -8.4 -26.7 -20.9 25 1.00 15.9 -8.2 10.5 -4.9 -19.1 -10.8 -13.3 -8.4 -26.7 -20.9 30 1.00 15.9 -8.2 10.5 -4.9 -19.1 -10.8 -13.3 -8.4 -26.7 -20.9 Exposure B 35 1.05 16.7 -8.6 11.0 -5.1 -20.1 -11.3 -14.0 -8.8 -28.0 -21.9 40 1.09 17.3 -8.9 11.4 -5.3 -20.8 -11.8 -14.5 -9.2 -29.1 -22.8 45 1.12 17.8 -9.2 11.8 -5.5 -21.4 -12.1 -14.9 -9.4 -29.9 -23.450 1.16 18.4 -9.5 12.2 -5.7 -22.2 -12.5 -15.4 -9.7 -31.0 -24.2 55 1.19 18.9 -9.8 12.5 -5.8 -22.7 -12.9 -15.8 -10.0 -31.8 -24.9 60 1.22 19.4 -10.0 12.8 -6.0 -23.3 -13.2 -16.2 -10.2 -32.6 -25.5 NOTE:Min.design wind pressure for Zones A&C=+16 lb/ft`;Zones B&D=+8 Ib/fe;Zones E,F,G,&H=0 lb/ft` Main Wind Force Resisting System(Load Case 2)(For Roof Angle 25°to 45°) Simplified Wind Pressure,p, (psf) Horizontal Pressures Vertical Pressures Overhangs Wall Force- Roof Force- Roof Force- Roof Force- Roof Force- Roof Force- ft A Wall Force- Roof Force- Interior Zone Interior Zone Roof Force- Interior Zone Roof Force- Interior Zone Over Hang Over Hang (ASCE,p 40) End Zone A End Zone B C D End Zone E F End Zone G H EOH GOH 15 1.00 #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A 20 1.00 #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A - 25 1.00 #N/A #N/A #N/A #N/A #N/A RN/A #N/A #N/A #N/A #N/A 30 1.00 #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A Exposure B 35 1.05 #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A - - - - - 40 1.09 #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A -_- -----__-- ------ ---- 45 1.12 #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A -- - - -- - - SO 1.16 #N/A #N/A RN/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A 55 1.19 RRN/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A 60 1.22 #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A - NOTE:Min.design wind pressure for Zones A&C=+16 Ib/ft`;Zones B&D=+8 lb/ft`;Zones E,F,G,&H=0 lb/ft` Main Wind Force Resisting System(MWFRS),-Envelope Method h<=60 ft Page 35 of 74 Design Wind Pressures Walls&Roofs - Project:Middle Trust Building,Tigard Date:11.10.2021 Envelope Procedure (ASCE 7-16),Chapter 28 Components and Cladding h<=60 ft 'Low-Rise Buildings(Simplified) _.. Roof Overhang Net Design Pressure,psnet30(Ib/ft2) Roof and Wall Design Pressure,psnet30(Ib/ft2) ps=)<*Kzt*ps30-ASCE Eq.(30.4-1),p334 __. -__.. --. _-_ ps=a*Kzt*ps30-ASCE Eq.(30.4-1),p 334 Effective -- _------. _.- Effective --- Wind Speed Wind Area Wind Area Roof Degrees (mph) Zone (sf) pnet30(psf) Zone (sf) pnet30(psf) j,_ A- Inward Outward Exposure B I 1.00 10 -25.9 -I 1.00 10 18.0 -19.5 20 -25.5 --- - --- - --- -- - 1&1' ___ __ 4 20 17.2 -18.7 Kit= 50 -24.9 -- Kit= - 50 16.1 -17.6 --- 1.00 100 -24.4 -..- I 1.00 100 15.3 -16.8 10 -35.1 Note:Min. _.._ Walls 10 18.0 -24.1 0.00 100 2 20 -31.8 design wind - - Roof Type 5 20 17.2 -22.5 50 -27.5 pressure= I Flat 50 16.1 -203 100 -24.3 z 100 15.3 -18.7 10 -48.8 16 Ib/ft Wind Speed(mph) 10 7.3 -28.7 --- 20 -43.1 I 100 20 6.9 -26.8 Note: 3 50 -35.6 1 50 6.3 -24.3 Min. _.- --__ -29.9 100 - ---- -- -- 100 5.8 -22.4 design _- 10 7.3 -16.5 wind For Zone 20 6.9 -16.5 Location,See _ 1 50 6.3 -16.5 pressure 100 5.8 -16.5 =16 Ib/ftz FIGURE 30.4- Roof 10 7.3 -37.8 1 next page - 20 6.9 -35.4 2 50 6.3 -32.2 100 5.8 -29.7 10 7.3 -51.5 _._ 20 6.9 -46.7 3 _._. 50 6.3 -40.2 • 100 5.8 -35.4 For Zone I. Location,See Shall be not less than 16 lb/ft` FIGURE 30.4- Section 30.2.2.,p.333 1 next page • Page 36 of 74 Diagrams O po011/44410rId' wip 0 liiiti .........._ _40'6 0111.11F-, v P 111 o a ../ ill ''�� Q 401. Case A ,10. %, -. Case B Notation a 10%of least horizontal dimension or 0.4h,whichever is smaller,but not less than either 4%of least horizontal dimension or 3 ft (0.9 m). EXCEPTION: For buildings with 0=0 to 7° and a least horizontal dimension greater than 300 ft(90 m), dimension a shall be limited to a maximum of 0.8 h. h Mean roof height, in ft (m), except that eave height shall be used for roof angles< 10°. 0 Angle of plane of roof from horizontal, in degrees. Notes 1. Pressures shown are applied to the horizontal and vertical projections,for Exposure B,at h=30 ft(h=9.1 m).Adjust to other exposures and heights with adjustment factor X. 2. The load patterns shown shall be applied to each corner of the building in turn as the reference corner(See Fig. 28.3-1). 3. For Case B, use 0=0°. 4. Load cases 1 and 2 must be checked for 25°<0<45°.Load case 2 at 25°is provided only for interpolation between 25°and 30°. 5. Plus and minus signs signify pressures acting toward and away from the projected surfaces, respectively. 6. For roof slopes other than those shown, linear interpolation is permitted. 7. The total horizontal load shall not be less than that determined by assuming ps=0 in Zones B and D. 8. Where Zone E or G falls on a roof overhang on the windward side of the building, use Eon and GoH for the pressure on the horizontal projection of the overhang. Overhangs on the leeward and side edges shall have the basic zone pressure applied. 9. Unit conversions for tables: Adjustment Factor for Building Height and Exposure, X Exposure Mean roof height(ft) B C D 1 15 1.00 1.21 1.47 1 20 1.00 1.29 1.55 25 1.00 1.35 1.61 30 1.00 1.40 1.66 35 1.05 1.45 1.70 40 1.09 1.49 1.74 45 1.12 1.53 1.78 50 1.16 1.56 1.81 55 1.19 1.59 1.84 60 1.22 1.62 1.87 Note: Unit conversions for tables: 1.0 ft=0.3048 m; 1.0 lb/ft2=0.0479 kN/m2; 1 mph=l.6 km/h FIGURE 28.5-1 Main Wind Force Resisting System, Part 2[h<60 ft(h<18.3 m)]: Design Wind Pressures for Enclosed Buildings-Walls and Roofs continues 316 STANDARD ASCE/SEI 7-16 Page 37 of 74 Diagrams a a 0 'glitz... ° © �� 111 a°.... it g +1oa V ©© `6 �r Flat/Hip/Gable (0° 5 0 5 7°) Hip Roof(7° 5 0 5 45°) r111 ® 0 .\>7> ® M o1110 Gable Roof(7° < 0 5 45°) Notation a = 10%of least horizontal dimension or 0.4h,whichever is smaller,but not less than either 4%of least horizontal dimension or 3 ft(0.9 m). Exception:For buildings with 0=0°to 7°and a least horizontal dimension greater than 300 ft(90 m),dimension a shall be limited to a maximum of 0.8 h. h =Mean roof height,in ft(m),except that eave height shall be used for roof angles<10°. 6 =Angle of plane of roof from horizontal,in degrees. Notes 1. Pressures shown are applied normal to the surface,for Exposure B,at h=30 ft(9.1 m).Adjust to other conditions using Eq.(30.4-1). 2. Plus and minus signs signify pressures acting toward and away from the surfaces,respectively. 3. For hip roofs with 0<_25°,Zone 3 shall be treated as Zone 2e and 2r. 4. For effective wind areas between those given,values may be in terpolated;otherwise use the value associated with the lower effective wind area. 5. If overhangs exist,the lesser horizontal dimension of the building shall not include any overhang dimension,but the edge distance, a,shall be measured from the outside edge of the overhang. FIGURE 30.4-1 Components and Cladding, Part 2[h<60 ft(h<18.3 m)]: Design Wind Pressures for Enclosed Buildings—Walls and Roofs continues Minimum Design Loads and Associated Criteria for Buildings and Other Structures 351 Page 38 of 74 Force-transfer Shear Wall SDPWS,2015 Edition rtM Input Results Project: Middle Trust Building North Stair Wall Date: 11.5.2021 Force 5 8 F F= 1322.00 lb T A ' o F Wall Zone Dimensions H= 16.00 ft t B OPEraiNc Ht= 1.50 ft 3_ a., Hw= 13.00 ft Hb= 1.50 ft L= 9.58 ft F LI= 2.62 ft c T Lw= 4.34 ft Lr= 2.62 ft LI Lw Lr L Aspect Ratio (4.3.4.4) H/LI='WPM ft <3.5&3.5(4.3.4.4)&(Table 4.3.2;blocked) Results T=C=? /,'1V4 lb <=Hold Down Force Shear B&G Horiz.=717:4plf Mid B&G D&E Vert.= plf Mid D&E <=Controls Sheathing Shear T&C @ 2/7&3/7=ELF/13 lb F&H Horiz.=7.7„:wgit plf @ A F&H Horiz.= plf @ F A&C Horiz.= plf Sheathing&Nailing(Strength Level) Wood Structural Panels 15/32 in Table 4.3A,Wind) Nailing 8 d Common Nail Spacing 6" O.C. Sheathing Edge Nailing Lines 6&7 6" O.C.Edges Boundary Nailing(Table 4.3A,Wind) 12" O.C.Intermediate Supports Blocking&Strap:2&3=2x6 Blocking &Simpson CS16 w/0.148x2 1/2"FULL WIDTH • Project:Middle-Trust-Bldg Page 39 of 74 page 1 caed Location:2SWSA(STAIR WELL WALL) StruCalc Version 10.2.1.0 1/5/2022 11:21:46 AM Wall Hof [2015 International Building Code(2015 NDS)] 1.5INx5.5INx19.94FT@8O.C. #2-Douglas-Fir-Larch-Dry Use Section Adequate By:16.6% Controlling Factor:Combined Stress Factor DEFLECTIONS LOADING DIAGRAM Deflection due to lateral loads only: Defl= 1.14 IN=L/210 Live Load Deflection Criteria: L/180 VERTICAL REACTIONS 3 Live Load: Vert-LL-Rxn= 17 lb Dead Load: Vert-DL-Rxn= 143 lb B Total Load: Vert-TL-Rxn= 160 lb tdt HORIZONTAL REACTIONS ,' Total Reaction at Top of Column: TL-Rxn-Top= 106 lb :) Total Reaction at Bottom of Column. TL-Rxn-Bottom= 106 lb WALL DATA t xtr .. Total Stud Length: 19.94 ft I ) ,r( Wall Dead Weight: 10 psf Unbraced Length(X-Axis)Lx: 19.94 ft _ Unbraced Length(Y-Axis)Ly: 0 ft ./ Stud End Condition-K(e): 1 19.94 a- w Axial Load Duration Factor 1.15 ;ja ai Lateral Load Duration Factor(Wind/Seismic) 1.33 ' STUD PROPERTIES f�'fi) #2-Douglas-Fir-Larch ` 9 Base Values Adjusted 31 Compressive Stress: Fc= 1350 psi Fc'= 245 psi Cd=1.33 Cf=1.10 Cp=0.12 Bending Stress(X-X Axis): Fbx= 900 psi Fbx'= 1790 psi Cd=1.33 CF=1.30 Cr=1.15 CI=1.00 t `#� Bending Stress(Y-Y Axis): Fby= 900 psi Fby'= 1790 psi ` Cd=1.33 CF=1.30 Cr--1.15 Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi A Stud Section(X-X Axis): dx= 5.5 in WALL LOAD CALCULATOR Stud Section(Y-Y Axis): dy= 1.5 in Live Load Dead Load Tributary Width Area: A= 8.25 in2 Load Tracker: LL= 0 plf DL= 0 plf Section Modulus(X-X Axis): Sx= 7.56 in3 Roof: LL= 25 psf DL= 15 psf TA= 1 ft Section Modulus(Y-Y Axis): Sy= 2.06 in3 Upper Floor: LL= 40 psf DL= 15 psf TA= 0 ft Slenderness Ratio: Lex/dx= 43.51 Upper Floor Height: 0 ft Ley/dy= 0 Middle Floor: LL= 40 psf DL= 15 psf TA= 0 ft Middle Floor Height: 0 ft Stud Calculations(Controlling Case Only): Calculated Load: LL= 25 plf DL=214.4 plf Controlling Load Case:Axial Dead Load and Lateral loads(D+W or E) Actual Compressive Stress: Fc= 17 psi AXIAL LOADING Allowable Compressive Stress: Fc'= 245 psi Live Load: PL= 25 plf Eccentricity Moment(X-X Axis): Mx-ex= 0 ft-lb Dead Load: PD= 214 plf Eccentricity Moment(Y-Y Axis): My-ey= 0 ft-lb Total Axial Load: PT= 239 plf Moment Due to Lateral Loads(X-X Axis): Mx= 530 ft-lb Moment Due to Lateral Loads(Y-Y Axis): My= 0 ft-lb LATERAL LOADING (Dy Face) Bending Stress Lateral Loads Only(X-X Axis): Fbx= 841 psi Uniform Lateral Load: wL-Lat= 16 psf J Allowable Bending Stress(X-X Axis): Fbx'= 1790 psi Bending Stress Lateral Loads Only(Y-Y Axis): Fby= 0 psi Allowable Bending Stress(Y-Y Axis): Fby'= 1790 psi Combined Stress Factor: CSF= 0.51 Project:Middle-Trust-Bldg Page 40 of 74 page William E. Barlow,P.E. Location:2SWS21 (STAIR WELL WALL) StruCalc Version 10.2.1.0 1/6/2022 12:39:17 PM Wall of [2015 International Building Code(2015 NDS)] 1.5 IN x 5.5 IN x 16.0 FT @ 16 O.C. #2-Douglas-Fir-Larch-Dry Use Section Adequate By: 12.8% Controlling Factor:Combined Stress Factor DEFLECTIONS LOADING DIAGRAM Deflection due to lateral loads only: Defl= 0.95 IN=L/203 Live Load Deflection Criteria: L/180 VERTICAL REACTIONS Live Load: Vert-LL-Rxn= 33 lb Dead Load: Vert-DL-Rxn= 233 lb B Total Load: Vert-TL-Rxn= 267 lb HORIZONTAL REACTIONS Total Reaction at Top of Column: TL-Rxn-Top= 171 lb Total Reaction at Bottom of Column: TL-Rxn-Bottom= 171 lb WALL DATA Total Stud Length: 16 ft ,o Wall Dead Weight: 10 psf Unbraced Length(X-Axis)Lx: 16 ft Unbraced Length(Y-Axis)Ly: 0 ft Stud End Condition-K(e): 1 16 ft a w Axial Load Duration Factor 1.15 /{ Lateral Load Duration Factor(Wind/Seismic) 1.33 STUD PROPERTIES #2-Douglas-Fir-Larch Base Values Adjusted Compressive Stress: Fc= 1350 psi Fc'= 374 psi Cd=1.33 Cf=1.10 Cp=0.19 Bending Stress(X-X Axis): Fbx= 900 psi Fbx'= 1790 psi ? ?} Cd=1.33 CF=1.30 Cr=1.15 CI=1.00 Bending Stress(Y-Y Axis): Fby= 900 psi Fby'= 1790 psi Cd=1.33 CF=1.30 Cr=1.15 Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi A Stud Section(X-X Axis): dx= 5.5 in WALL LOAD CALCULATOR Stud Section(Y-Y Axis): dy= 1.5 in Live Load Dead Load Tributary Width Area: A= 8.25 in2 Load Tracker: LL= 0 plf DL= 0 plf Section Modulus(X-X Axis): Sx= 7.56 in3 Roof: LL= 25 psf DL= 15 psf TA= 1 ft Section Modulus(Y-Y Axis): Sy= 2.06 in3 Upper Floor: LL= 40 psf DL= 15 psf TA= 0 ft Slenderness Ratio: Lex/dx= 34.91 Upper Floor Height: 0 ft Ley/dy= 0 Middle Floor: LL= 40 psf DL= 15 psf TA= 0 ft Middle Floor Height: 0 ft Stud Calculations(Controlling Case Only): Calculated Load: LL= 25 plf DL= 175 plf Controlling Load Case:Axial Dead Load and Lateral loads(D+W or E) Actual Compressive Stress: Fc= 28 psi AXIAL LOADING Allowable Compressive Stress: Fc'= 374 psi Live Load: PL= 25 plf Eccentricity Moment(X-X Axis): Mx-ex= 0 ft-lb Dead Load: PD= 175 plf Eccentricity Moment(Y-Y Axis): My-ey= 0 ft-lb Total Axial Load: PT= 200 plf Moment Due to Lateral Loads(X-X Axis): Mx= 683 ft-lb Moment Due to Lateral Loads(Y-Y Axis): My= 0 ft-lb LATERAL LOADING (Dy Face) Bending Stress Lateral Loads Only(X-X Axis): Fbx= 1083 psi Uniform Lateral Load: wL-Lat= 16 psf Allowable Bending Stress(X-X Axis): Fbx'= 1790 psi Bending Stress Lateral Loads Only(Y-Y Axis): Fby= 0 psi Allowable Bending Stress(Y-Y Axis): Fby'= 1790 psi Combined Stress Factor: CSF= 0.66 William E.Barlow,P.E. Project Title: A New Office/ZArehoys,e Building Engineer: William E. Bar fP1!5,`P.e.'4 Project ID: 20003 Project Descr: Printed: 6 JAN 2022, 1:55PM Multiple Simple Beam Project File:Middleton-Trust-Building.ec6 LIC#:KW-06015332,Build-20.21.12.16 William E.Barlow,P.E. (c)ENERCALC INC 1983-2021 Description : MB1-L AND MB1-R Wood Beam Design : MB1-L Calculations per NDS 2018,IBC 2018,CBC 2019,ASCE 7-16 BEAM Size: 5.25x9.25, Parallam PSL, Fully Unbraced Using Load Resistance Factor Design with IBC 2018 Load Combinations,Major Axis Bending Wood Species: iLevel Truss Joist Wood Grade: Parallam PSL 2.0E Fb-Tension 2,900.0 psi Fc-Prll 2,900.0 psi Fv 290.0 psi Ebend-xx 2,000.0 ksi Density 45.070 pcf Fb-Compr 2,900.0 psi Fc-Perp 750.0 psi Ft 2,025.0 psi Eminbend-xx 1,016.54 ksi Applied Loads Unif Load: D=0.040, L=0.0330 k/ft,0.0 ft to 3.520 ft,Trib=2.250 ft 1 Point: S=-2.40 k @ 0.420 ft 2Point: S=2.40 k @ 2.690 ft Design Summary Max fb/Fb fb:ActualRatio = 910.99 psi tat 2.689 ft in Span#1 o.osolL(o o7a25) -__ Fb:Allowable: 6,196.12 psi Load Comb: +1.20D+0.50L+1.605 Max fv/FvRatio= 0.138: 1 5.25x9.25 ,;r;, fv:Actual: 86.35 psi at 0.778 ft in Span#1 6.667 ft H Fv:Allowable: 626.40 psi Load Comb: +1.20D+0.50L+1.60S Max Deflections Max Reactions (k) D L Lr S W E H Transient Downward 0.028 in Total Downward 0.031 in Left Support 0.23 0.19 -0.82 Ratio 2829 Ratio 2543 Right Support 0.08 0.07 0.82 LC:S Only LC:+D+S Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Wood Beam Design : MB1-R Calculations per NDS 2018,IBC 2018,CBC 2019,ASCE 7-16 BEAM Size : 5.25x9.25, Parallam PSL, Fully Unbraced Using Allowable Stress Design with IBC 2018 Load Combinations,Major Axis Bending Wood Species: iLevel Truss Joist Wood Grade: Parallam PSL 2.0E Fb-Tension 2,900.0 psi Fc-Prll 2,900.0 psi Fv 290.0 psi Ebend-xx 2,000.0 ksi Density 45.070 pcf Fb-Compr 2,900.0 psi Fc-Perp 750.0 psi Ft 2,025.0 psi Eminbend-xx 1,016.54 ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D=0.040, L=0.0330 k/ft,9.830 ft to 11.90 ft,Trib=2.250 ft 1 Point: W=3.106 k @ 10.180 ft 2Point: W=-3.106 k @ 11.90 ft Design Summary ... Max fb/Fb Ratio = 0.107. 1 D(0.060 L 0..07425) fb:Actual: 485.60 psi at 10.155 ft in Span#1 Fb:Allowable: 4,529.73 psi Load Comb: +D+0.60W 5.25x9.25 4101, ax v/FvRatio= MFv fA Actual : 464.001 psi 1 1 i-so ft fv:Actual: 54.71 psi at 11.107 ft in Span#1 i - Load Comb: +D+0.60W Max Deflections Max Reactions (k) D L Li S W E hi_ Transient Downward 0.118 in Total Downward 0.085 in Left Support 0.11 0.01 0.45 Ratio 1211 Ratio 1685 Right Support 0.26 0.14 -0.45 LC:W Only LC:+D+0.60W Transient Upward 0.000 in Total Upward 0.000 in • Ratio 9999 Ratio 9999 LC: LC: Project:Middle-Trust-Bldg Page 42 of 74 page William E.Barlow, P.E. Location:MB2 Multi-Loaded Multi-Span Beam StruCalc Version 10.2.1.0 1/6/2022 12:21:30 PM [2015 International Building Code(2015 NDS)] of 5.5 IN x 9.0 IN x 5.98 FT 24F-V4-Visually Graded Western Species-Dry Use Section Adequate By:349.8% Controlling Factor:Shear DEFLECTIONS Center LOADING DIAGRAM Live Load 0.03 IN L/2400 Dead Load 0.01 in Total Load 0.04 IN L/2006 Live Load Deflection Criteria: U240 Total Load Deflection Criteria:L/180 REACTIONS A B Live Load 1869 lb 1869 lb Dead Load 367 lb 367 lb Total Load 2236 lb 2236 lb Bearing Length 0.63 in 0.63 in BEAM DATA Center Span Length 5.98 ft .., ? €€ri <,.., " 7 a is }4 Unbraced Length-Top 0 ft 5.98 ft Unbraced Length-Bottom 5.98 ft A B Live Load Duration Factor 1.15 Camber Adj.Factor 0 Camber Required 0 UNIFORM LOADS Center Notch Depth 0.00 Uniform Live Load 625 plf MATERIAL PROPERTIES Uniform Dead Load 112 plf Beam Self Weight 11 plf 24F-V4-Visually Graded Western Species Total Uniform Load 748 plf Base Values Adjusted Bending Stress: Fb= 2400 psi Controlled by: Fb_cmpr= 1850 psi Fb'= 2760 psi Cd=1.15 Shear Stress: Fv= 265 psi Fv'= 305 psi Cd=1.15 Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Comp. L to Grain: Fc- = 650 psi Fc- = 650 psi Controlling Moment: 3342 ft-lb 2.99 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 2236 lb At left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Req'd Provided Section Modulus: 14.53 in3 74.25 in3 Area(Shear): 11 in2 49.5 in2 Moment of Inertia(deflection): 33.41 in4 334.13 in4 Moment: 3342 ft-lb 17078 ft-lb Shear: 2236 lb 10057 lb Project:Middle-Trust-Bldg Page 43 of 74 page William E. Barlow,P.E. Location:MB3 Multi Loaded Multi-Span Beam StruCalc Version 10.2.1.0 1/6/2022 1:52:01 PM [2015 International Building Code(2015 NDS)] of 5.5 IN x 9.0 IN x 13.0 FT 24F-V4-Visually Graded Western Species-Dry Use Section Adequate By: 168.7% Controlling Factor:Shear DEFLECTIONS Center LOADING DIAGRAM Live Load 0.12 IN L/1314 Dead Load 0.09 in Total Load 0.21 IN U750 Live Load Deflection Criteria:L/240 Total Load Deflection Criteria:U180 REACTIONS A B Live Load 428 lb 2221 lb Dead Load 352 lb 1521 lb Total Load 780 lb 3742 lb TR1 Bearing Length 0.22 in 1.05 in BEAM DATA Center Span Length 13 ft �_trnn a, {:_srrrxJ„af? Unbraced Length-Top 1 ft 13 ft Unbraced Length-Bottom 13 ft A B Live Load Duration Factor 1.15 Camber Adj.Factor 1.5 Camber Required 0.13 UNIFORM LOADS Center Notch Depth 0.00 Uniform Live Load 33 plf MATERIAL PROPERTIES Uniform Dead Load 22 plf 24F-V4-Visually Graded Western Species Beam Self Weight 11 plf Base Values Adjusted Total Uniform Load 66 plf Bending Stress: Fb= 2400 psi Controlled by: TRAPEZOIDAL LOADS-CENTER SPAN Fb cmpr= 1850 psi Fb'= 2758 psi Load Number One Cd=1.15 CI=1.00 Left Live Load 888 plf Shear Stress: Fv= 265 psi Fv'= 305 psi Left Dead Load 579 plf Cd=1.15 Right Live Load 888 plf Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Right Dead Load 579 plf Comp. to Grain: Fc- = 650 psi Fc-1'= 650 psi Load Start 10.5 ft Load End 13 ft Controlling Moment: 4567 ft-lb Load Length 2.5 ft 10.53 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -3742 lb At right support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Rend Provided Section Modulus: 19.88 in3 74.25 in3 Area(Shear): 18.42 in2 49.5 in2 Moment of Inertia(deflection): 80.16 in4 334.13 in4 Moment: 4567 ft-lb 17062 ft-lb Shear: -3742 lb 10057 lb William E.Barlow,P.E. Project Title: A New OfficeM��are,,II��o a Building Engineer: William E. BarI tT 4,`P.E�' Project ID: 20003 Project Descr: Printed: 6 JAN 2022, 1:19PM Multiple Simple Beam Project File:Middleton-Trust-Building.ec6 -- - LIC#.KW-06015332,BwId.20.21.12.16 William E.Barlow,P.E. (c)ENERCALC INC 1983-2021 Description : MB4-L AND MB4-R Wood Beam Design : MB1-L Calculations per NDS 2018,IBC 2018,CBC 2019,ASCE 7-16 BEAM Size : 5.25x9.25, Parallam PSL, Fully Unbraced Using Load Resistance Factor Design with IBC 2018 Load Combinations, Major Axis Bending Wood Species: iLevel Truss Joist Wood Grade: Parallam PSL 2.0E Fb-Tension 2,900.0 psi Fc-PrIl 2,900.0 psi Fv 290.0 psi Ebend-xx 2,000.0 ksi Density 45.070 pcf Fb-Compr 2,900.0 psi Fc-Perp 750.0 psi Ft 2,025.0 psi Eminbend-xx 1,016.54 ksi Applied Loads Unif Load: D=0.040, L=0.0330 k/ft,0.0 ft to 3.520 ft,Trib=2.250 ft 1 Point: S=-2.40 k @ 0.420 ft 2Point: S=2.40 k @ 2.690 ft Design Summary r Max fb/Fb Ratio = 0.147 1 iii......m.p D(o.o9m L(0.07425)_ fb:Actual: 910.99 psi at 2.689 ft in Span#1 Fb:Allowable: 6,196.12 psi I Load Comb: +1.20D+0.50L+1.605 Max fv/FvRatio= 0.138: 1 5.25x9.25 fv:Actual: 86.35 psi at 0.778 ft in Span#1 6.667 ft Fv:Allowable: 626.40 psi Load Comb: +1.20D+0.50L+1.60S Max Deflections Max Reactions (k) D L Lr S W E i Transient Downward 0.028 in Total Downward 0.031 in Left Support 0.23 0.19 -0.82 Ratio 2829 Ratio 2543 Right Support 0.08 0.07 0.82 LC:S Only LC.+D+S Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Wood Beam Design : MB1-R Calculations per NDS 2018,IBC 2018,CBC 2019,ASCE 7-16 BEAM Size : 5.25x9.25, Parallam PSL, Fully Unbraced Using Allowable Stress Design with IBC 2018 Load Combinations,Major Axis Bending Wood Species: iLevel Truss Joist Wood Grade: Parallam PSL 2.0E Fb-Tension 2,900.0 psi Fc-PrIl 2,900.0 psi Fv 290.0 psi Ebend-xx 2,000.0 ksi Density 45.070 pcf Fb-Compr 2,900.0 psi Fc-Perp 750.0 psi Ft 2,025.0 psi Eminbend-xx 1,016.54 ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D=0.040, L=0.0330 k/ft,9.0 ft to 11.90 ft,Trib=2.250 ft 1Point: W=3.106 k @ 9.710 ft 2Point: W=-3.106 k @ 11.90 ft Design Summary Max fb/Fb Ratio = 0.133. 1 p D(0.090) 5j L(0.0742 fb:Actual: 604.24 psi at 9.679 ft in Span#1 Fb:Allowable: 4,529.73 psi Load Comb: +D+0.60W 5.25x9.25 Max fv/FvRatio= 0.117: 1 11.90 ft fv:Actual: 54.26 psi at 11.107 ft in Span#1 Fv:Load Cmb:e +D++0.60W Max Deflections Max Reactions (k) D L If s W E H Transient Downward 0.147 in Total Downward 0.106 in Left Support 0.12 0.03 0.57 Ratio 971 Ratio 1344 Right Support 0.32 0.19 -0.57 LC:W Only LC:+D+0.60W Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Page 45 of 74 page Project:Middle-Trust-Bldg William E. Barlow,P.E. Location:MH1 Multi-Loaded Multi-Span Beam StruCalc Version 10.2.1.0 1/6/2022 9:55:20 AM [2015 International Building Code(2015 NDS)] of 5.5IN x 9.0 IN x 7.06 FT 24F-V4-Visually Graded Western Species-Dry Use Section Adequate By: 1048.1% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.01 IN L/7122 Dead Load 0.01 in Total Load 0.02 IN U3819 Live Load Deflection Criteria:L/240 Total Load Deflection Criteria:L/180 REACTIONS A_ Live Load 452 lb 452 lb Dead Load 391 lb 391 lb Total Load 843 lb 843 lb Bearing Length 0.24 in 0.24 in BEAM DATA Center W Span Length 7.06 ft Unbraced Length-Top 0 ft 7.06ft Unbraced Length-Bottom 7.06 ft AB Live Load Duration Factor 1.15 Camber Adj. Factor 0 Camber Required 0 UNIFORM LOADS Center Notch Depth 0.00 Uniform Live Load 128 plf MATERIAL PROPERTIES Uniform Dead Load 100 plf Beam Self Weight 11 plf 24F-V4-Visually Graded Western Species Total Uniform Load 239 plf Base Values Adjusted Bending Stress: Fb= 2400 psi Controlled by: Fb_cmpr= 1850 psi Fb'= 2760 psi Cd=1.15 Shear Stress: Fv= 265 psi Fv'= 305 psi Cd=1.15 Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Comp.-I to Grain: Fc- L= 650 psi Fc- = 650 psi Controlling Moment: 1487 ft-lb 3.53 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -843 lb 7.0 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Req'd Provided Section Modulus: 6.47 in3 74.25 in3 Area(Shear): 4.15 in2 49.5 in2 Moment of Inertia(deflection): 15.75 in4 334.13 in4 Moment: 1487 ft-lb 17078 ft-lb Shear: -843 lb 10057 lb Page 46 of 74 page Project:Middle-Trust-Bldg William E. Barlow,P.E. Location:MH10 Multi-Loaded Multi-Span Beam StruCalc Version 10.2.1.0 1/6/2022 12:29:13 PM of [2015 International Building Code(2015 NDS)] 5.5 IN x 9.0 IN x 5.52 FT 24F-V4-Visually Graded Western Species-Dry Use Section Adequate By:667.7% Controlling Factor:Shear DEFLECTIONS Center ' LOADING DIAGRAM Live Load 0.01 IN L/8440 Dead Load 0.01 in Total Load 0.01 IN L/4621 Live Load Deflection Criteria:U360 Total Load Deflection Criteria:L/240 REACTIONS A B Live Load 624 lb 624 lb Dead Load 515 lb 515 lb Total Load 1139 lb 1139 lb Bearing Length 0.32 in 0.32 in BEAM DATA Center W Span Length 5.52 ft 9 azee rraat:zi i xr "r rlr e ' xsr Unbraced Length-Top 0 ft 5.52 ft Unbraced Length-Bottom 5.52 ft A B Live Load Duration Factor 1.00 Camber Adj. Factor 1.5 Camber Required 0.01 UNIFORM LOADS Center Notch Depth 0.00 Uniform Live Load 226 plf MATERIAL PROPERTIES Uniform Dead Load 176 plf Beam Self Weight 11 plf 24F-V4-Visually Graded Western Species Total Uniform Load 413 plf Base Values Adiusted • Bending Stress: Fb= 2400 psi Controlled by: Fb cmpr= 1850 psi Fb'= 2400 psi Cd=1.00 Shear Stress: Fv= 265 psi Fv'= 265 psi Cd=1.00 Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Comp.l to Grain: Fc- = 650 psi Fc- = 650 psi Controlling Moment: 1572 ft-lb 2.76 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -1139 lb 6.0 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Req'd Provided Section Modulus: 7.86 in3 74.25 in3 Area(Shear): 6.45 in2 49.5 in2 Moment of Inertia(deflection): 17.35 in4 334.13 in4 Moment: 1572 ft-lb 14850 ft-lb Shear: -1139 lb 8745 lb • Project:Middle-Trust-Bldg Page 47 of 74 page William E.Barlow,P.E. -Location:MH11 Multi-Loaded Multi-Span Beam StruCalc Version 10.2.1.0 1/6/2022 12:31:45 PM [2015 International Building Code(2015 NOS)] of (2)5.5 IN x 9.0 IN x 10.09 FT 24F-V4-Visually Graded Western Species-Dry Use Section Adequate By:533.4% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.04 IN L/3203 Dead Load 0.03 in Total Load 0.07 IN L/1695 Live Load Deflection Criteria:U360 Total Load Deflection Criteria:L/240 REACTIONS A_ Live Load 984 lb 984 lb Dead Load 875 lb 875 lb Total Load 1859 lb 1859 lb Bearing Length 0.26 in 0.26 in BEAM DATA Center Span Length 10.09 ft Unbraced Length-Top 0 ft 10.09 ft Unbraced Length-Bottom 10.09 ft A B Live Load Duration Factor 1.00 Camber Adj.Factor 0 Camber Required 0 UNIFORM LOADS Center Notch Depth 0.00 Uniform Live Load 195 plf MATERIAL PROPERTIES Uniform Dead Load 152 plf Beam Self Weight 21 plf 24F-V4-Visually Graded Western Species Total Uniform Load 368 plf Base Values Adjusted Bending Stress: Fb= 2400 psi Controlled by: Fb cmpr= 1850 psi Fb'= 2400 psi Cd=1.00 Shear Stress: Fv= 265 psi Fv'= 265 psi Cd=1.00 Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Comp. L to Grain: Fc-l= 650 psi Fc--L'= 650 psi Controlling Moment: 4689 ft-lb 5.05 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 1859 lb At left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Req'd Provided Section Modulus: 23.45 in3 148.5 in3 Area(Shear): 10.52 in2 99 in2 Moment of Inertia(deflection): 94.61 in4 668.25 in4 Moment: 4689 ft-lb 29700 ft-lb Shear: 1859 lb 17490 lb Project:Middle-Trust-Bldg Page 48 of 74 page William E. Barlow,P.E. Location:MH2 Multi-Loaded Multi-Span Beam StruCalc Version 10.2.1.0 1/6/2022 11:33:23 AM of [2015 International Building Code(2015 NDS)] 5.5 IN x 9.0 IN x 10.09 FT 24F-V4-Visually Graded Western Species-Dry Use Section Adequate By: 1824.5% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.01 IN L/9464 Dead Load 0.01 in Total Load 0.03 IN U4479 Live Load Deflection Criteria:L/240 Total Load Deflection Criteria:L/180 REACTIONS A B Live Load 166 lb 166 lb Dead Load 185 lb 185 lb Total Load 351 lb 351 lb Bearing Length 0.10 in 0.10 in BEAM DATA Center Span Length 10.09 ft r n acw r ... .: rua i ar5u Unbraced Length-Top 0 ft ...,,., .'o.osft., Unbraced Length-Bottom 10.09 ft A B Live Load Duration Factor 1.15 Camber Adj. Factor 0 Camber Required 0 UNIFORM LOADS Center Notch Depth 0.00 Uniform Live Load 33 plf MATERIAL PROPERTIES Uniform Dead Load 26 plf Beam Self Weight 11 plf 24F-V4-Visually Graded Western Species Total Uniform Load 70 plf Base Values Adjusted Bending Stress: Fb= 2400 psi Controlled by: Fbcmpr= 1850 psi Fb'= 2760 psi Cd=1.15 Shear Stress: Fv= 265 psi Fv'= 305 psi Cd=1.15 Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Comp.-L to Grain: Fc- = 650 psi Fc- L'= 650 psi Controlling Moment: 887 ft-lb 5.05 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 352 lb At left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Read Provided Section Modulus: 3.86 in3 74.25 in3 Area(Shear): 1.73 in2 49.5 in2 Moment of Inertia(deflection): 13.43 in4 334.13 in4 Moment: 887 ft-lb 17078 ft-lb Shear: 352 lb 10057 lb • Project:Middle-Trust-Bldg Page 49 of 74 page William E. Barlow,P.E. Location:MH3 Multi-Loaded Multi-Span Beam StruCalc Version 10.2.1.0 1/6/2022 11:30:55 AM [2015 International Building Code(2015 NDS)] of 5.5 IN x 9.0 IN x 5.34 FT 24F-V4-Visually Graded Western Species-Dry Use Section Adequate By: 1196.0% Controlling Factor:Shear DEFLECTIONS Center LOADING DIAGRAM Live Load 0.00 IN L/MAX Dead Load 0.00 in Total Load 0.01 IN L/8336 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria:L/240 REACTIONS A B Live Load 363 lb 363 lb Dead Load 312 lb 312 lb Total Load 675 lb 675 lb Bearing Length 0.19 in 0.19 in BEAM DATA Center Span Length 5.34 ft Unbraced Length-Top 0 ft A 5.34 ft Unbraced Length-Bottom 5.34 ft B Live Load Duration Factor 1.00 Camber Adj.Factor 0 Camber Required 0 UNIFORM LOADS Center Notch Depth 0.00 Uniform Live Load 136 plf MATERIAL PROPERTIES Uniform Dead Load 106 plf 24F-V4-Visually Graded Western Species Beam Self Weight 11 plf Total Uniform Load 253 plf Base Values Adjusted Bending Stress: Fb= 2400 psi Controlled by: Fb_cmpr= 1850 psi Fb'= 2400 psi Cd=1.00 Shear Stress: Fv= 265 psi Fv'= 265 psi Cd=1.00 Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Comp.±to Grain: Fc- = 650 psi Fc- = 650 psi Controlling Moment: 901 ft-lb 2.67 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 675 lb At left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Req'd Provided Section Modulus: 4.5 in3 74.25 in3 Area(Shear): 3.82 in2 49.5 in2 Moment of Inertia(deflection): 9.62 in4 334.13 in4 Moment: 901 ft-lb 14850 ft-lb Shear: 675 lb 8745 lb Project:Middle-Trust-Bldg Page 50 of 74 page William E.Barlow,P.E. 'Location:MH4 Multi-Loaded Multi-Span Beam StruCalc Version 10.2.1.0 1/6/2022 11:34:05 AM [2015 International Building Code(2015 NDS)] of 5.5 IN x 9.0 IN x 7.51 FT 24F-V4-Visually Graded Western Species-Dry Use Section Adequate By:3373.9% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.00 IN L/MAX Dead Load 0.00 in Total Load 0.01 IN L/MAX Live Load Deflection Criteria:L/240 Total Load Deflection Criteria:L/180 REACTIONS A B Live Load 124 lb 124 lb Dead Load 138 lb 138 lb Total Load 262 lb 262 lb Bearing Length 0.07 in 0.07 in BEAM DATA Center Span Length 7.51 ft rx saa Fs w Unbraced Length-Top 0 ft A ... . .... ......_�w .. 7.51 ftUnbraced Length-Bottom 7.51 ft B Live Load Duration Factor 1.15 Camber Adj.Factor 0 Camber Required 0 UNIFORM LOADS Center Notch Depth 0.00 Uniform Live Load 33 plf MATERIAL PROPERTIES Uniform Dead Load 26 plf 24F-V4-Visually Graded Western Species Beam Self Weight 11 plf Total Uniform Load 70 plf Base Values Adjusted Bending Stress: Fb= 2400 psi Controlled by: Fb_cmpr= 1850 psi Fb'= 2760 psi Cd=1.15 Shear Stress: Fv= 265 psi Fv'= 305 psi Cd=1.15 Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Comp.-L to Grain: Fc- = 650 psi Fc-l'= 650 psi Controlling Moment: 492 ft-lb 3.76 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -262 lb 8.0 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Req'd Provided Section Modulus: 2.14 in3 74.25 in3 Area(Shear): 1.29 in2 49.5 in2 Moment of Inertia(deflection): 5.54 in4 334.13 in4 Moment: 492 ft-lb 17078 ft-lb Shear: -262 lb 10057 lb Project:Middle-Trust-Bldg Page 51 of 74 page William E. Barlow, P.E. Location:MH5 Multi-Loaded Multi-Span Beam StruCalc Version 10.2.1.0 1/6/2022 11:40:33 AM ' of [2015 International Building Code(2015 NDS)] 5.5 IN x 9.0 IN x 6.75 FT 24F-V4-Visually Graded Western Species-Dry Use Section Adequate By:3615.9% Controlling Factor:Shear DEFLECTIONS Center I LOADING DIAGRAM Live Load 0.00 IN L/MAX Dead Load 0.00 in Total Load 0.01 IN L/MAX Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 REACTIONS A B Live Load 111 lb 111 lb Dead Load 124 lb 124 lb Total Load 235 lb 235 lb Bearing Length 0.07 in 0.07 in BEAM DATA Center W Span Length 6.75 ft Unbraced Length-Top 0 ft 6.75 ft Unbraced Length-Bottom 6.75 ft A B Live Load Duration Factor 1.00 Camber Adj. Factor 0 Camber Required 0 UNIFORM LOADS Center Notch Depth 0.00 Uniform Live Load 33 plf MATERIAL PROPERTIES Uniform Dead Load 26 plf 24F-V4-Visually Graded Western Species Beam Self Weight 11 plf Total Uniform Load 70 plf Base Values Adjusted Bending Stress: Fb= 2400 psi Controlled by: Fb_cmpr= 1850 psi Fb'= 2400 psi l Cd=1.00 Shear Stress: Fv= 265 psi Fv'= 265 psi Cd=1.00 Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi ( Comp.1 to Grain: Fc-1= 650 psi Fc-1'= 650 psi Controlling Moment: 397 ft-lb 3.38 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -235 lb 7.0 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Read Provided Section Modulus: 1.99 in3 74.25 in3 Area(Shear): 1.33 in2 49.5 in2 Moment of Inertia(deflection): 5.36 in4 334.13 in4 Moment: 397 ft-lb 14850 ft-lb Shear: -235 lb 8745 lb • Project:Middle-Trust-Bldg Page 52 of 74 page William E. Barlow,P.E. Location:MH6 Multi-Loaded Multi-Span Beam StruCalc Version 10.2.1.0 1/6/2022 12:24:34 PM of [2015 International Building Code(2015 NDS)] 5.5IN x 9.0IN x 6.74 FT 24F-V4-Visually Graded Western Species-Dry Use Section Adequate By: 1542.1% Controlling Factor:Shear DEFLECTIONS Center LOADING DIAGRAM Live Load 0.01 IN UMAX Dead Load 0.01 in Total Load 0.01 IN L/5766 Live Load Deflection Criteria:L/240 Total Load Deflection Criteria:U180 REACTIONS A B Live Load 347 lb 347 lb Dead Load 265 lb 265 lb Total Load 612 lb 612 lb Bearing Length 0.17 in 0.17 in BEAM DATA Center Span Length 6.74 ft PlillimilUnbraced Length-Top Oft A g B Unbraced Length-Bottom 6.74 ft Live Load Duration Factor 1.15 Camber Adj. Factor 1.5 Camber Required 0.01 UNIFORM LOADS Center Notch Depth 0.00 Uniform Live Load 103 plf MATERIAL PROPERTIES Uniform Dead Load 68 plf Beam Self Weight 11 plf 24F-V4-Visually Graded Western Species Total Uniform Load 182 plf Base Values Adjusted Bending Stress: Fb= 2400 psi Controlled by: Fb_cmpr= 1850 psi Fb'= 2760 psi Cd=1.15 Shear Stress: Fv= 265 psi Fv'= 305 psi Cd=1.15 Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Comp.-I-to Grain: Fc- = 650 psi Fc- = 650 psi Controlling Moment: 1032 ft-lb 3.37 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 612 lb At left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Redd Provided Section Modulus: 4.49 in3 74.25 in3 Area(Shear): 3.01 in2 49.5 in2 Moment of Inertia(deflection): 10.43 in4 334.13 in4 Moment: 1032 ft-lb 17078 ft-lb Shear: 612 lb 10057 lb Page 53 of 74 page Project:Middle-Trust-Bldg William E. Barlow,P.E. Location:MH7 Multi Loaded Multi Span Beam StruCalc Version 10.2.1.0 1/6/2022 12:26:29 PM of [2015 International Building Code(2015 NDS)] 5.5 IN x 9.0 IN x 4.77 FT 24F-V4-Visually Graded Western Species-Dry Use Section Adequate By:5158.4% Controlling Factor:Shear DEFLECTIONS Center LOADING DIAGRAM Live Load 0.00 IN UMAX Dead Load 0.00 in Total Load 0.00 IN L/MAX Live Load Deflection Criteria: L/360 Total Load Deflection Criteria:L/240 REACTIONS A B Live Load 79 lb 79 lb Dead Load 88 lb 88 lb Total Load 167 lb 167 lb Bearing Length 0.05 in 0.05 in BEAM DATA Center Span Length 4.77 ft Unbraced Length-Top 0 ft 4.77 ft Unbraced Length-Bottom 4.77 ft A B Live Load Duration Factor 1.00 Camber Adj. Factor 1.5 Camber Required 0 UNIFORM LOADS Center Notch Depth 0.00 Uniform Live Load 33 plf MATERIAL PROPERTIES Uniform Dead Load 26 plf 24F-V4-Visually Graded Western Species Beam Self Weight 11 plf Total Uniform Load 70 plf Base Values Adjusted Bending Stress: Fb= 2400 psi Controlled by: Fbcmpr= 1850 psi Fb'= 2400 psi Cd=1.00 Shear Stress: Fv= 265 psi Fv'= 265 psi Cd=1.00 Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Comp. to Grain: Fc- = 650 psi Fc- = 650 psi Controlling Moment: 198 ft-lb 2.38 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 166 lb At left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Read Provided Section Modulus: 0.99 in3 74.25 in3 Area(Shear): 0.94 in2 49.5 in2 Moment of Inertia(deflection): 1.89 in4 334.13 in4 Moment: 198 ft-lb 14850 ft-lb Shear: 166 lb 8745 lb Project:Middle-Trust-Bldg Page 54 of 74 page William E.Barlow,P.E. Location:MH8 Multi-Loaded Multi Span Beam StruCalc Version 10.2.1.0 1/6/2022 12:27:34 PM of [2015 International Building Code(2015 NDS)] 5.5 IN x 9.0 IN x 3.53 FT 24F-V4-Visually Graded Western Species-Dry Use Section Adequate By:579.0% Controlling Factor:Shear DEFLECTIONS Center LOADING DIAGRAM Live Load 0.00 IN L/MAX Dead Load 0.00 in Total Load 0.00 IN L/9995 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria:U240 REACTIONS A B Live Load 1103 lb 1103 lb Dead Load 185 lb 185 lb Total Load 1288 lb 1288 lb Bearing Length 0.36 in 0.36 in BEAM DATA Center W Span Length 3.53 ft >r 4 r a as r Unbraced Length-Top 0 ft 3.53 ft Unbraced Length-Bottom 3.53 ft A Live Load Duration Factor 1.00 Camber Adj.Factor 1.5 Camber Required 0 UNIFORM LOADS Center Notch Depth 0.00 Uniform Live Load 625 plf MATERIAL PROPERTIES Uniform Dead Load 94 plf 24F-V4-Visually Graded Western Species Beam Self Weight 11 plf Total Uniform Load 730 plf Base Values Adiusted Bending Stress: Fb= 2400 psi Controlled by: Fb_cmpr= 1850 psi Fb'= 2400 psi Cd=1.00 Shear Stress: Fv= 265 psi Fv'= 265 psi Cd=1.00 Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Comp.-L to Grain: Fc- = 650 psi Fc-l'= 650 psi Controlling Moment: 1137 ft-lb 1.76 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -1288 lb 4.0 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Read Provided Section Modulus: 5.68 in3 74.25 in3 Area(Shear): 7.29 in2 49.5 in2 Moment of Inertia(deflection): 10.31 in4 334.13 in4 Moment: 1137 ft-lb 14850 ft-lb Shear: -1288 lb 8745 lb • Project:Middle-Trust-Bldg Page 55 of 74 page William E. Barlow,P.E. Location:MH9 Multi-Loaded Multi-Span Beam StruCalc Version 10.2.1.0 1/6/2022 12:28:30 PM [2015 International Building Code(2015 NDS)] or 5.5 IN x 9.0 IN x 5.28 FT 24F-V4-Visually Graded Western Species-Dry Use Section Adequate By:795.9% Controlling Factor:Shear DEFLECTIONS Center LOADING DIAGRAM Live Load 0.01 IN L/MAX Dead Load 0.00 in Total Load 0.01 IN L/5895 Live Load Deflection Criteria:U360 Total Load Deflection Criteria:L/240 1 REACTIONS A B Live Load 533 lb 533 lb Dead Load 443 lb 443 lb Total Load 976 lb 976 lb Bearing Length 0.27 in 0.27 in BEAM DATA Center Span Length 5.28 ft .,,rir nu}a.., r xs,n tf unar v??r :: Unbraced Length-Top O ft A 5.28 ft Unbraced Length-Bottom 5.28 ft Live Load Duration Factor 1.00 Camber Adj.Factor 1.5 Camber Required 0.01 UNIFORM LOADS Center Notch Depth 0.00 Uniform Live Load 202 plf Uniform Dead Load 157 plf MATERIAL PROPERTIES 24F-V4-Visually Graded Western Species Beam Self Weight 11 plf Total Uniform Load 370 plf Base Values Adiusted Bending Stress: Fb= 2400 psi Controlled by: Fbcmpr= 1850 psi Fb'= 2400 psi Cd=1.00 Shear Stress: Fv= 265 psi Fv'= 265 psi Cd=1.00 Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Comp.-L to Grain: Fc- = 650 psi Fc--L'= 650 psi Controlling Moment: 1288 ft-lb 2.64 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 976 lb At left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Recta Provided Section Modulus: 6.44 in3 74.25 in3 Area(Shear): 5.53 in2 49.5 in2 Moment of Inertia(deflection): 13.6 in4 334.13 in4 Moment: 1288 ft-lb 14850 ft-lb Shear: 976 lb 8745 lb • Project:Middle-Trust-Bldg Page 56 of 74 Page William E. Barlow,P.E. Location: RB1 Multi-Loaded Multi-Span Beam StruCalc Version 10.2.1.0 1/25/2022 2:45:40 PM of [2015 International Building Code(2015 NDS)] (2)1.75 IN x 11.875 IN x 14.0 FT 2.0E-2900F-APA EWS LVL Stress Classes Section Adequate By:494.7% Controlling Factor:Moment CAUTIONS *Laminations are to be fully connected to provide uniform transfer of loads to all members DEFLECTIONS Center LOADING DIAGRAM Live Load 0.04 IN L/4128 Dead Load 0.10 in Total Load 0.14 IN L/1209 Live Load Deflection Criteria:L/240 Total Load Deflection Criteria: L/180 REACTIONS A B Live Load 322 lb 322 lb Dead Load 778 lb 778 lb Total Load 1100 lb 1100 lb Bearing Length 0.42 in 0.42 in BEAM DATA Center Span Length 14 ft 7t5 Unbraced Length-Top 0 ft A 14ft Unbraced Length-Bottom 14 ft Live Load Duration Factor 1.15 Notch Depth 0.00 MATERIAL PROPERTIES UNIFORM LOADS Center Uniform Live Load 46 plf 2.0E-2900F-APA EWS LVL Stress Classes Uniform Dead Load 99 plf Base Values Adjusted Beam Self Weight 12 plf Bending Stress: Fb= 2900 psi Fb'= 3339 psi Total Uniform Load 157 plf Cd=1.15 CF=1.00 Shear Stress: Fv= 285 psi Fv'= 328 psi Cd=1.15 Modulus of Elasticity: E= 2000 ksi E'= 2000 ksi Comp.1 to Grain: Fc-1 = 750 psi Fc--- = 750 psi Controlling Moment: 3849 ft-lb 7.0 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 1100 lb At left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Req'd Provided Section Modulus: 13.83 in3 82.26 in3 Area(Shear): 5.03 in2 41.56 in2 Moment of Inertia(deflection): 72.74 in4 488.41 in4 Moment: 3849 ft-lb 22891 ft-lb Shear: 1100 lb 9081 lb Project:Middle-Trust-Bldg Page 57 of 74 page William E.Barlow,P.E. Location:RB2 StruCalc Version 10.2.1.0 1/6/2022 9:19:43 AM Multi-Loaded Multi-Span Beam of [2015 International Building Code(2015 NDS)] (3)1.75 IN x 11.875 IN x 13.04 FT 2.0E-2900F-APA EWS LVL Stress Classes Section Adequate By:20.6% Controlling Factor:Moment CAUTIONS Laminations are to be fully connected to provide uniform transfer of loads to all members DEFLECTIONS Center LOADING DIAGRAM Live Load 0.38 IN U412 Dead Load 0.21 in Total Load 0.59 IN L/263 Live Load Deflection Criteria:L/240 Total Load Deflection Criteria:L/180 REACTIONS A Live Load 5575 lb 5575 lb Dead Load 3157 lb 3157 lb Total Load 8732 lb 8732 lb Bearing Length 2.22 in 2.22 in BEAM DATA Center Span Length 13.04 ft Unbraced Length-Top 0 ft A 13.04 ft Unbraced Length-Bottom 13.04 ft Live Load Duration Factor 1.15 Notch Depth 0.00 MATERIAL PROPERTIES UNIFORM LOADS Center 2.0E-2900F-APA EWS LVL Stress Classes Uniform Uniform Liea Load 466 plf Dead Load 466 plf Base Values Adiusted Beam Self Weight 18 plf Bending Stress: Fb= 2900 psi Fb'= 3339 psi Total Uniform Load 1339 plf Cd=1.15 CF=1.00 Shear Stress: Fv= 285 psi Fv'= 328 psi Cd=1.15 Modulus of Elasticity: E= 2000 ksi E'= 2000 ksi Comp.-to Grain: Fc- L= 750 psi Fc- = 750 psi Controlling Moment: 28465 ft-lb 6.52 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 8731 lb At left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Reo'd Provided Section Modulus: 102.29 in3 123.39 in3 Area(Shear): 39.96 in2 62.34 in2 Moment of Inertia(deflection): 501.01 in4 732.62 in4 Moment: 28465 ft-lb 34337 ft-lb Shear: 8731 lb 13622 lb Project:Middle-Trust-Bldg Page 58 of 74 page William E. Barlow,P.E. Location: RB3 Multi-Loaded Multi Span Beam StruCalc Version 10.2.1.0 1/6/2022 9:34:57 AM of [2015 International Building Code(2015 NDS)] 5.5 IN x 9.0 IN x 5.0 FT 24F-V4-Visually Graded Western Species-Dry Use Section Adequate By:535.8% Controlling Factor:Shear DEFLECTIONS Center ' LOADING DIAGRAM Live Load 0.01 IN L/6936 Dead Load 0.01 in Total Load 0.01 IN L/4056 Live Load Deflection Criteria:L/240 Total Load Deflection Criteria:L/180 REACTIONS A B Live Load 925 lb 925 lb Dead Load 657 lb 657 lb Total Load 1582 lb 1582 lb Bearing Length 0.44 in 0.44 in BEAM DATA Center Span Length 5 ft x'dzr le xr€ t r hvu iva< Unbraced Length-Top 0 ft ,.....,�.,.,.., ,w,..f..,.,........,.,.,_ .. . ...,.., .Rv....a,. ,.,_ Unbraced Length-Bottom 5 ft A s tt Live Load Duration Factor 1.15 Camber Adj.Factor 1.5 Camber Required 0.01 UNIFORM LOADS Center Notch Depth 0.00 Uniform Live Load 370 plf MATERIAL PROPERTIES Uniform Dead Load 252 plf 24F-V4-Visually Graded Western Species Beam Self Weight 11 plf Total Uniform Load 633 plf Base Values Adjusted Bending Stress: Fb= 2400 psi Controlled by: Fb_cmpr= 1850 psi Fb'= 2760 psi Cd=1.15 Shear Stress: Fv= 265 psi Fv'= 305 psi Cd=1.15 Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Comp. L to Grain: Fc---= 650 psi Fc- = 650 psi Controlling Moment: 1977 ft-lb 2.5 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 1582 lb At left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Req'd Provided Section Modulus: 8.6 in3 74.25 in3 Area(Shear): 7.79 in2 49.5 in2 Moment of Inertia(deflection): 14.83 in4 334.13 in4 Moment: 1977 ft-lb 17078 ft-lb Shear: 1582 lb 10057 lb Project:Middle-Trust-Bldg Page 59 of 74 page William E. Barlow,P.E. Location:RB4 Multi Loaded Multi-Span Beam StruCalc Version 10.2.1.0 1/6/2022 9:35:54 AM of [2015 International Building Code(2015 NDS)] 5.5 IN x 9.0 IN x 5.33 FT 24F-V4-Visually Graded Western Species-Dry Use Section Adequate By:364.9% Controlling Factor:Shear DEFLECTIONS Center LOADING DIAGRAM Live Load 0.01 IN L/4387 Dead Load 0.01 in Total Load 0.02 IN L/2610 Live Load Deflection Criteria:L/240 Total Load Deflection Criteria:L/180 REACTIONS A B Live Load 1287 lb 1287 lb Dead Load 876 lb 876 lb Total Load 2163 lb 2163 lb Bearing Length 0.61 in 0.61 in BEAM DATA Center Span Length 5.33 ft Unbraced Length-Top 0 ft 5.33 ft Unbraced Length-Bottom 5.33 ft A B Live Load Duration Factor 1.15 Camber Adj.Factor 1.5 Camber Required 0.01 UNIFORM LOADS Center Notch Depth 0.00 Uniform Live Load 483 plf MATERIAL PROPERTIES Uniform Dead Load 318 plf Beam Self Weight 11 plf 24F-V4-Visually Graded Western Species Total Uniform Load 812 plf Base Values Adjusted Bending Stress: Fb= 2400 psi Controlled by: Fb_cmpr= 1850 psi Fb'= 2760 psi Cd=1.15 Shear Stress: Fv= 265 psi Fv'= 305 psi Cd=1.15 Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Comp. L to Grain: Fc- I-= 650 psi Fc--- = 650 psi Controlling Moment: 2883 ft-lb 2.66 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -2163 lb 5.0 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Req'd Provided Section Modulus: 12.53 in3 74.25 in3 Area(Shear): 10.65 in2 49.5 in2 Moment of Inertia(deflection): 23.04 in4 334.13 in4 Moment: 2883 ft-lb 17078 ft-lb Shear: -2163 lb 10057 lb Page 60 of 74 Drifts on Lower Roofs Job: Middleton Trust Building ASCE 7-16,7.7,p.59 Date: 12.31.2021 Flat Roof Snow Load pg= 25.0 lb/ft2 SEAO Web Site=10 lb/ft2 Ce= 1.0 Surface roughness:B,Partially Exposed.Table 7.3-1,p.58 Ct= 1.0 Thermal Factor,Table 7.3-2,p.58 I,= 1.00 Table 1.5-2,p.5 pf=0.7*Cs*Ct*Is*pg= lb/ft2 Sloped Roof Cs= 1.0 Roof slope factor,Figure 7-4.1,p.59 ps=Fiala lb/ft2 y=0.13*pg+14= „ Ib/ft3 hb=Ps/Y= r.ft h= 4.00 ft Upper roof distance h,=(h-hb).iii:421,11,ft Clear height hc<h,OK hJhb= If hJhb>=0.2 drift loads must be considered. DW:if;a**1"17,,Atip ft Leeward hd lu= 40.0 ft Length of roof upwind of the drift hd=[0.43*I„^1/3*(pg+10)^1/4]-1.5= ft Height of leeward dirft.ASCE 7-10,Figure 7.7-2,p.62 w=4*hd= ft <=8 h,: OK. If w>lu,then truncate load triangle: OK. Figure 7.7-2 Pa=hey= lb/ft Windward hd lu= 33.0 ft Length of lower roof .75 hd= ' ft Height of windward drift Larger of hd used for design: DesigriN, d Drift Surcharge Load Due to Drifting h'I hd_ Pe S1I( ♦ l ♦ ! 7 e ♦ • Balanced Snow Load hat ll ! ! „ FIGURE 7.7-2 Configuration of Snowdrifts on Lower Roofs Project:Middle-Trust-Bldg Page 61 of 74 page caed Location:STAIR STRINGER BEAM Multi-Loaded Multi-Span Beam StruCalc Version 10.2.1.0 12/30/2021 1:41:16 PM of [2015 International Building Code(2015 NDS)] 1.75 IN x 14.0 IN x 5.0 FT 1.8E-2600F-APA EWS LVL Stress Classes Section Adequate By:220.3% Controlling Factor:Shear DEFLECTIONS Center LOADING DIAGRAM Live Load 0.01 IN L/6413 Dead Load 0.00 in Total Load 0.01 IN L/5650 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 REACTIONS A B Live Load 1282 lb 1282 lb 2 Dead Load 172 lb 172 lb Total Load 1454 lb 1454 lb s Bearing Length 1.19 in 1.19 in BEAM DATA Center W Span Length 5 ft Unbraced Length-Top 0 ft 5ft Unbraced Length-Bottom 5 ft A Live Load Duration Factor 1.00 Notch Depth 0.00 MATERIAL PROPERTIES UNIFORM LOADS Center Uniform Live Load 100 plf 1.8E-2600F-APA EWS LVL Stress Classes Uniform Dead Load 12 plf Base Values Adjusted Beam Self Weight 7 plf Bending Stress: Fb= 2600 psi Fb'= 2550 psi Total Uniform Load 119 plf Cd=1.00 CF=0.98 Shear Stress: Fv= 285 psi Fv'= 285 psi POINT LOADS-CENTER SPAN Cd=1.00 Load Number One Two Three Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Live Load 516 lb 1031 lb 516 lb Comp.-L to Grain: Fc- = 700 psi Fc- = 700 psi Dead Load 62 lb 124 lb 62 lb Location 0.25 ft 2.5 ft 4.75 ft Controlling Moment: 1961 ft-lb 2.5 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 1453 lb At left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Rea'd Provided Section Modulus: 9.22 in3 57.17 in3 Area(Shear): 7.65 in2 24.5 in2 Moment of Inertia(deflection): 22.46 in4 400.17 in4 Moment: 1961 ft-lb 12150 ft-lb Shear: 1453 lb 4655 lb • Project:Middle-Trust-Bldg Page 62 of 74 Pace caed 'Location:UHDR1 Multi-Loaded Multi-Span Beam StruCalc Version 10.2.1.0 12/23/2021 3:04:23 PM of [2015 International Building Code(2015 NDS)] 5.5 IN x 9.0 IN x 7.5 FT(2.5+2.5+2.5) 24F-V4-Visually Graded Western Species-Dry Use Section Adequate By:3465.6% Controlling Factor:Shear DEFLECTIONS Left Center Right LOADING DIAGRAM Live Load 0.00 IN L/MAX 0.00 IN L/MAX 0.00 IN L/MAX Dead Load 0.00 in 0.00 in 0.00 in Total Load 0.00 IN L/MAX 0.00 IN L/MAX 0.00 IN L/MAX Live Load Deflection Criteria:L/360 Total Load Deflection Criteria: L/240 REACTIONS A BCD Live Load 113 lb 300 lb 300 lb 113 lb Dead Load 61 lb 167 lb 167 lb 61 lb Total Load 174 lb 467 lb 467 lb 174 lb Bearing Length 0.05 in 0.13 in 0.13 in 0.05 in BEAM DATA Left Center Right W w W Span Length 2.5 ft 2.5 ft 2.5 ft � . . Unbraced Length-Top O ft O ft O ft 2.5 ft 2.5 ft 2.5 ft Unbraced Length-Bottom 2.5 ft 2.5 ft 2.5 ft A B C D Live Load Duration Factor 1.00 Notch Depth 0.00 MATERIAL PROPERTIES UNIFORM LOADS Left Center Right 24F-V4-Visually Graded Western Species Uniform Live Load 100 plf 100 Of 100 plf Uniform Dead Load 50 plf 50 plf 50 plf Base Values Adjusted Beam Self Weight 11 plf 11 plf 11 plf Bending Stress: Fb= 2400 psi Controlled by: Total Uniform Load 161 plf 161 plf 161 plf Fb_cmpr= 1850 psi Fb_cmpr'= 1847 psi Cd=1.00 CI=1.00 Shear Stress: Fv= 265 psi Fv'= 265 psi Cd=1.00 Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Comp.L to Grain: Fc- = 650 psi Fc-1'= 650 psi Controlling Moment: -111 ft-lb Over right support of span 1 (Left Span) Created by combining all dead loads and live loads on span(s)1,2 Controlling Shear: 245 lb At left support of span 3(Right Span) Created by combining all dead loads and live loads on span(s)2,3 Comparisons with required sections: Rea'd Provided Section Modulus: 0.72 in3 74.25 in3 Area(Shear): 1.39 in2 49.5 in2 Moment of Inertia(deflection): 0.45 in4 334.13 in4 Moment: -111 ft-lb 11429 ft-lb Shear: 245 lb 8745 lb Project:Middle-Trust-Bldg Page 63 of 74 page William E.Barlow, P.E. Location:UF-JST Floor Joist StruCalc Version 10.2.1.0 11/2/2021 2:18:35 PM of [2015 International Building Code(2015 NDS)] 1.5 IN x 9.25 IN x 11.0 FT @16O.C. #2-Douglas-Fir-Larch-Dry Use Section Adequate By:54.8% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.08 IN L/1734 Dead Load 0.05 in Total Load 0.12 IN L/1067 Live Load Deflection Criteria:L/480 Total Load Deflection Criteria:L/360 REACTIONS A B Live Load 293 lb 293 lb Dead Load 183 lb 183 lb Total Load 476 lb 476 lb Bearing Length 0.51 in 0.51 in SUPPORT LOADS A B Live Load 220 plf 220 plf Dead Load 137 plf 137 plf Total Load 357 plf 357 plf A li ft MATERIAL PROPERTIES #2-Douglas-Fir-Larch JOIST DATA Center Base Values Adjusted Span Length 11 ft Bending Stress: Fb= 900 psi Fb'= 1139 psi Unbraced Length-Top 0 ft Cd=1.00 CF=1.10 Cr-1.15 Unbraced Length-Bottom 0 ft Shear Stress: Fv= 180 psi Fv'= 180 psi Floor sheathing applied to top of joists-top of joists fully braced. Cd=1.00 Floor Duration Factor 1.00 Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Comp.-1-to Grain: Fc- L= 625 psi Fc- = 625 psi JOIST LOADING Uniform Floor Loading Center Controlling Moment: 1311 ft-lb Live Load LL= 40 psf 5.5 Ft from left support of span 2(Center Span) Dead Load DL= 25 psf Created by combining all dead loads and live loads on span(s)2 Total Load TL= 65 psf Controlling Shear: 477 lb TL Adj.For Joist Spacing wT= 86.7 plf At left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Req'd Provided Section Modulus: 13.82 in3 21.39 in3 Area(Shear): 3.97 in2 13.88 in2 Moment of Inertia(deflection): 48.66 in4 144.23 in4 Moment: 1311 ft-lb 2029 ft-lb Shear: 477 lb 1665 lb Decking Information Plywood Thickness: T= 3/4 in Plywood Is Glued: Moment of Inertia Calculations For Glued Floor: Joist Area: A-joist= 13.88 IN2 Plywood Area: A-ply= 2.08 IN2 Section Centroid: C= 5 IN ABOVE BASE Moment of Inertia(deflection): I-comb= 144 IN4 Project:Middle-Trust-Bldg Page 64 of 74 page William E.Barlow,P.E. Location: UH1 Multi-Loaded Multi-Span Beam StruCalc Version 10.2.1.0 1/6/2022 9:38:09 AM [2015 International Building Code(2015 NDS)] Hof 5.5IN x 9.0 IN x 11.5 FT 24F-V4-Visually Graded Western Species-Dry Use Section Adequate By: 1603.6% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.02 IN L/8438 Dead Load 0.02 in Total Load 0.03 IN L/4000 Live Load Deflection Criteria:L/240 Total Load Deflection Criteria:L/180 REACTIONS A_ Live Load 144 lb 144 lb Dead Load 159 lb 159 lb Total Load 303 lb 303 lb Bearing Length 0.08 in 0.08 in BEAM DATA Center W Span Length 11.5 ft Unbraced Length-Top 0 ft A 11.5 ft Unbraced Length-Bottom 11.5 ft B Live Load Duration Factor 1.00 Camber Adj.Factor 0 Camber Required 0 UNIFORM LOADS Center Notch Depth 0.00 Uniform Live Load 25 plf MATERIAL PROPERTIES Uniform Dead Load 17 plf 24F-V4-Visually Graded Western Species Beam Self Weight 11 plf Base Values Adjusted Total Uniform Load 53 plf Bending Stress: Fb= 2400 psi Controlled by: Fb_cmpr= 1850 psi Fb'= 2400 psi Cd=1.00 Shear Stress: Fv= 265 psi Fv'= 265 psi Cd=1.00 Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Comp.l to Grain: Fc- = 650 psi Fc- = 650 psi Controlling Moment: 872 ft-lb 5.75 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 303 lb At left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Req'd Provided Section Modulus: 4.36 in3 74.25 in3 Area(Shear): 1.72 in2 49.5 in2 Moment of Inertia(deflection): 15.03 in4 334.13 in4 Moment: 872 ft-lb 14850 ft-lb Shear: 303 lb 8745 lb Project:Middle-Trust-Bldg Page 65 of 74 page I William E.Barlow, P.E. Location: UH2 StruCalc Version 10.2.1.0 1/6/2022 2:14:26 PM Multi-Loaded Multi-Span Beam of [2015 International Building Code(2015 NDS)] (2)1.75 IN x 9.25 IN x 15.75 FT 2.0E-2900F-APA EWS LVL Stress Classes Section Adequate By:3.2% Controlling Factor:Deflection CAUTIONS *Laminations are to be fully connected to provide uniform transfer of loads to all members The design dead load deflection exceeds the default maximum of 1/4"on spans(2). DEFLECTIONS Center LOADING DIAGRAM Live Load 0.60 IN L/317 Dead Load 0.42 in Total Load 1.02 IN U186 Live Load Deflection Criteria:L/240 Total Load Deflection Criteria: L/180 REACTIONS A B Live Load 1567 lb 1567 lb Dead Load 1106 lb 1106 lb Total Load 2673 lb 2673 lb Bearing Length 1.02 in 1.02 in BEAM DATA Center W Span Length 15.75 ft Unbraced Length-Top 0 ft 15.75 ft Unbraced Length-Bottom 15.75 ft A B Live Load Duration Factor 1.15 Notch Depth 0.00 MATERIAL PROPERTIES UNIFORM LOADS Center Uniform Live Load 199 plf 2.0E-2900F-APA EWS LVL Stress Classes Uniform Dead Load 131 plf Base Values Adjusted Beam Self Weight 9 plf Bending Stress: Fb= 2900 psi Fb'= 3445 psi Total Uniform Load 339 plf Cd=1.15 CF=1.03 Shear Stress: Fv= 285 psi Fv'= 328 psi Cd=1.15 Modulus of Elasticity: E= 2000 ksi E'= 2000 ksi Comp.±to Grain: Fc- = 750 psi Fc- = 750 psi Controlling Moment: 10525 ft-lb 7.88 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -2673 lb 16.0 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Req'd Provided Section Modulus: 36.66 in3 49.91 in3 Area(Shear): 12.23 in2 32.38 in2 Moment of Inertia(deflection): 223.76 in4 230.84 in4 Moment: 10525 ft-lb 14330 ft-lb Shear: -2673 lb 7074 lb • Project:Middle-Trust-Bldg Page 66 of 74 page Location:UH3 William E. Barlow,P.E. Multi-Loaded Multi-Span Beam StruCalc Version 10.2.1.0 1/6/2022 9:43:20 AM [2015 International Building Code(2015 NDS)] or 5.5INx9.0INx5.25FT 24F-V4-Visually Graded Western Species-Dry Use Section Adequate By:7165.6% Controlling Factor:Shear DEFLECTIONS Center LOADING DIAGRAM Live Load 0.00 IN L/MAX Dead Load 0.00 in Total Load 0.00 IN L/MAX Live Load Deflection Criteria:L/240 Total Load Deflection Criteria:L/180 I REACTIONS A_ Live Load 66 lb 66 lb Dead Load 73 lb 73 lb Total Load 139 lb 139 lb Bearing Length 0.04 in 0.04 in BEAM DATA Center w Span Length 5.25 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 5.25 ft A 5.25 ft Live Load Duration Factor 1.15 Camber Adj.Factor 1.5 Camber Required 0 UNIFORM LOADS Center Notch Depth 0.00 Uniform Live Load 25 plf MATERIAL PROPERTIES Uniform Dead Load 17 plf 24F-V4-Visually Graded Western Species Beam Self Weight 11 plf Base Values Adjusted Total Uniform Load 53 plf Bending Stress: Fb= 2400 psi Controlled by: Fb_cmpr= 1850 psi Fb'= 2760 psi Cd=1.15 Shear Stress: Fv= 265 psi Fv'= 305 psi Cd=1.15 Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Comp. to Grain: Fc- L= 650 psi Fc--- = 650 psi Controlling Moment: 182 ft-lb 2.62 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 138 lb At left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Redd Provided Section Modulus: 0.79 in3 74.25 in3 Area(Shear): 0.68 in2 49.5 in2 Moment of Inertia(deflection): 1.43 in4 334.13 in4 Moment: 182 ft-lb 17078 ft-lb Shear: 138 lb 10057 lb Project:Middle-Trust-Bldg Page 67 of 74 page I William E.Barlow, P.E. Location:UH4 Multi-Loaded Multi-Span Beam StruCalc Version 10.2.1.0 1/6/2022 9:44:17 AM [2015 International Building Code(2015 NOS)] or (2)1.75 IN x 9.25 IN x 7.5 FT 2.0E-2900F-APA EWS LVL Stress Classes Section Adequate By:416.2% Controlling Factor:Shear CAUTIONS *Laminations are to be fully connected to provide uniform transfer of loads to all members DEFLECTIONS Center LOADING DIAGRAM Live Load 0.03 IN L/2919 Dead Load 0.03 in Total Load 0.06 IN L/1597 Live Load Deflection Criteria:L/240 Total Load Deflection Criteria:L/180 REACTIONS A g Live Load 750 lb 750 lb Dead Load 620 lb 620 lb Total Load 1370 lb 1370 lb Bearing Length 0.52 in 0.52 in BEAM DATA Center W Span Length 7.5 ft Unbraced Length-Top 0 ft ash • Unbraced Length-Bottom 7.5 ft A B Live Load Duration Factor 1.15 Notch Depth 0.00 MATERIAL PROPERTIES UNIFORM LOADS Center 2.0E-2900F-APA EWS LVL Stress Classes Uniform Live Load 200 plf Base Values Adjusted Uniform Dead Load 156 plf Bending Stress: Fb= 2900 psi Fb'= 3445 psi Beam Self Weight 9 plf Cd=1.15 CF=1.03 Total Uniform Load 365 plf Shear Stress: Fv= 285 psi Fv'= 328 psi Cd=1.15 Modulus of Elasticity: E= 2000 ksi E'= 2000 ksi Comp.-L to Grain: Fc- = 750 psi Fc--- = 750 psi Controlling Moment: 2570 ft-lb 3.75 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -1370 lb 8.0 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Rend Provided Section Modulus: 8.95 in3 49.91 in3 Area(Shear): 6.27 in2 32.38 in2 Moment of Inertia(deflection): 26.01 in4 230.84 in4 Moment: 2570 ft-lb 14330 ft-lb Shear: -1370 lb 7074 lb • • Project:Middle-Trust-Bldg Page 68 of 74 page Location:UH5 William E.Barlow, P.E. Multi-Loaded Multi-Span Beam StruCalc Version 10.2.1.0 1/6/2022 9:53:10 AM [2015 International Building Code(2015 NDS)] of 5.5 IN x 9.0 IN x 7.5 FT 24F-V4-Visually Graded Western Species-Dry Use Section Adequate By:4506.1% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.00 IN L/MAX Dead Load 0.00 in Total Load 0.01 IN UMAX Live Load Deflection Criteria:U240 Total Load Deflection Criteria:L/180 REACTIONS A B Live Load 94 lb 94 lb Dead Load 104 lb 104 lb Total Load 198 lb 198 lb Bearing Length 0.06 in 0.06 in BEAM DATA Center W Span Length 7.5 ft ,ac �..wv st ?, ..* , ? rs 'anazr'ss "wra Unbraced Length-Top 0 ft Unbraced Length-Bottom 7.5 ft A 7.5 ft B Live Load Duration Factor 1.15 Camber Adj.Factor 0 Camber Required 0 UNIFORM LOADS Center Notch Depth 0.00 Uniform Live Load 25 plf MATERIAL PROPERTIES Uniform Dead Load 17 plf 24F-V4-Visually Graded Western Species Beam Self Weight 11 plf Base Values Adjusted Total Uniform Load 53 plf Bending Stress: Fb= 2400 psi Controlled by: Fb_cmpr= 1850 psi Fb'= 2760 psi Cd=1.15 Shear Stress: Fv= 265 psi Fv'= 305 psi Cd=1.15 Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Comp.-I-to Grain: Fc- = 650 psi Fc- = 650 psi Controlling Moment: 371 ft-lb 3.75 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 198 lb At left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Req'd Provided Section Modulus: 1.61 in3 74.25 in3 Area(Shear): 0.97 in2 49.5 in2 Moment of Inertia(deflection): 4.17 in4 334.13 in4 Moment: 371 ft-lb 17078 ft-lb Shear: 198 lb 10057 lb Project:Middle-Trust-Bldg Page 69 of 74 page William E.Barlow, P.E. Location:WAREHOUSE STUDS-17 FT Waii StruCalc Version 10.2.1.0 12/9/2021 2:29:14 PM of [2015 International Building Code(2015 NDS)] 1.5INx7.25INx17.0FT@24O.C. #2-Douglas-Fir-Larch-Dry Use Section Adequate By:24.6% Controlling Factor:Combined Stress Factor DEFLECTIONS LOADING DIAGRAM Deflection due to lateral loads only: Defl= 0.79 IN=L/259 Live Load Deflection Criteria: L/180 VERTICAL REACTIONS Live Load: Vert-LL-Rxn= 850 lb I Dead Load: Vert-DL-Rxn= 850 lb B Total Load: Vert-TL-Rxn= 1700 lb t HORIZONTAL REACTIONS xri Total Reaction at Top of Column: TL-Rxn-Top= 272 lb 10... Total Reaction at Bottom of Column: TL-Rxn-Bottom= 272 lb . ' WALL DATA Total Stud Length: 17 ft Wall Dead Weight: 10 psf Unbraced Length(X-Axis)Lx: 17 ft I r,,_`rv,,? Unbraced Length(Y-Axis)Ly: 0 ft ed , Stud End Condition-K(e): 1 I17 ft,� w Axial Load Duration Factor 1.15 -i. ; Lateral Load Duration Factor(Wind/Seismic) 1.33 STUD PROPERTIES #2-Douglas-Fir-Larch t .., Base Values Adjusted , Compressive Stress: Fc= 1350 psi Fc'= 556 psi Cd=1.33 Cf=1.05 Cp=0.29 Bending Stress(X-X Axis): Fbx= 900 psi Fbx'= 1652 psi Cd=1.33 CF=1.20 Cr=1.15 CI=1.00 . - f Bending Stress(Y-Y Axis): Fby= 900 psi Fby'= 1652 psi Cd=1.33 CF=1.20 Cr=1.15 Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi A Stud Section(X-X Axis): dx= 7.25 in WALL LOAD CALCULATOR Stud Section(Y-Y Axis): dy= 1.5 in Live Load Dead Load Tributary Width Area: A= 10.88 in2 Load Tracker: LL= 0 plf DL= 0 plf Section Modulus(X-X Axis): Sx= 13.14 in3 Roof: LL= 25 psf DL= 15 psf TA= 17 ft Section Modulus(Y-Y Axis): Sy= 2.72 in3 Upper Floor: LL= 40 psf DL= 15 psf TA= 0 ft Slenderness Ratio: Lex/dx= 28.14 Upper Floor Height: 0 ft Ley/dy= 0 Middle Floor: LL= 40 psf DL= 15 psf TA= 0 ft Middle Floor Height: 0 ft Stud Calculations(Controlling Case Only): Calculated Load: LL= 425 plf DL= 425 plf i Controlling Load Case:Axial Dead Load and Lateral loads(D+W or E) Actual Compressive Stress: Fc= 78 psi AXIAL LOADING Allowable Compressive Stress: Fc'= 556 psi Live Load: PL= 425 plf Eccentricity Moment(X-X Axis): Mx-ex= 0 ft-lb Dead Load: PD= 425 plf Eccentricity Moment(Y-Y Axis): My-ey= 0 ft-lb Total Axial Load: PT= 850 plf Moment Due to Lateral Loads(X-X Axis): Mx= 1156 ft-lb Moment Due to Lateral Loads(Y-Y Axis): My= 0 ft-lb LATERAL LOADING (Dy Face) Bending Stress Lateral Loads Only(X-X Axis): Fbx= 1056 psi Uniform Lateral Load: wL-Lat= 16 psf Allowable Bending Stress(X-X Axis): Fbx'= 1652 psi Bending Stress Lateral Loads Only(Y-Y Axis): Fby= 0 psi Allowable Bending Stress(Y-Y Axis): Fby'= 1652 psi Combined Stress Factor: CSF= 0.75 6 • Project:Middle-Trust-Bldg Page 70 of 74 page William E.Barlow, P.E. Location:WAREHOUSE STUDS-20 FT • Wall StruCalc Version 10.2.1.0 12/9/2021 2:30:07 PM of [2015 International Building Code(2015 NDS)] 1.75 IN x 7.25 IN x 21 FT@24O.C. 2.0E-2900F-APA EWS LVL Stress Classes Section Adequate By: 11.1% Controlling Factor:Combined Stress Factor DEFLECTIONS LOADING DIAGRAM `- Deflection due to lateral loads only: Defl= 1.26 IN=L/200 ' Live Load Deflection Criteria: L/180 VERTICAL REACTIONS f Live Load: Vert-LL-Rxn= 850 lb Dead Load: Vert-DL-Rxn= 930 lb , B Total Load: Vert-TL-Rxn= 1780 lb HORIZONTAL REACTIONS y` Total Reaction at Top of Column: TL-Rxn-Top= 336 lb Total Reaction at Bottom of Column: TL-Rxn-Bottom= 336 lb f' { < WALL DATA . ' Y r Total Stud Length: 21 ft , Wall Dead Weight: 10 psf Unbraced Length(X-Axis)Lx: 21 ft 1'$ Unbraced Length(Y-Axis)Ly: 0 ft Stud End Condition-K(e): 1 21 ft �° w Axial Load Duration Factor 1.15 yr Lateral Load Duration Factor(Wind/Seismic) 1.33 f STUD PROPERTIES 2.0E-2900F-APA EWS LVL Stress Classes ,! Base Values Adjusted ( . Compressive Stress: Fc= 2750 psi Fc'= 677 psi 0,,',=at Cd=1.33 Cp=0.18 ,,, Bending Stress(X-X Axis): Fbx= 2900 psi Fbx'= 4108 psi ) [ Cd=1.33 CF=1.07 CI=1.00 Bending Stress(Y-Y Axis): Fby= 2900 psi Fby'= 4108 psi 4.h.wi( Cd=1.33 CF=1.07 Modulus of Elasticity: E= 2000 ksi E'= 2000 ksi A Stud Section(X-X Axis): dx= 7.25 in WALL LOAD CALCULATOR Stud Section(Y-Y Axis): dy= 1.75 in Live Load Dead Load Tributary Width Area: A= 12.69 in2 Load Tracker: LL= 0 plf DL= 0 plf Section Modulus(X-X Axis): Sx= 15.33 in3 Roof: LL= 25 psf DL= 15 psf TA= 17 ft Section Modulus(Y-Y Axis): Sy= 3.7 in3 Upper Floor: LL= 40 psf DL= 15 psf TA= 0 ft Slenderness Ratio: Lex/dx= 34.76 Upper Floor Height: 0 ft Ley/dy= 0 Middle Floor: LL= 40 psf DL= 15 psf TA= 0 ft Middle Floor Height: 0 ft Stud Calculations(Controlling Case Only): Calculated Load: LL= 425 plf DL= 465 plf Controlling Load Case:Axial Dead Load and Lateral loads(D+W or E) Actual Compressive Stress: Fc= 73 psi AXIAL LOADING Allowable Compressive Stress: Fc'= 677 psi Live Load: PL= 425 plf i Eccentricity Moment(X-X Axis): Mx-ex= 0 ft-lb Dead Load: PD= 465 plf Eccentricity Moment(Y-Y Axis): My-ey= 0 ft-lb Total Axial Load: PT= 890 plf Moment Due to Lateral Loads(X-X Axis): Mx= 1764 ft-lb Moment Due to Lateral Loads(Y-Y Axis): My= 0 ft-lb LATERAL LOADING (Dy Face) Bending Stress Lateral Loads Only(X-X Axis): Fbx= 1381 psi _ Uniform Lateral Load: wL-Lat= 16 psf Allowable Bending Stress(X-X Axis): Fbx'= 4108 psi Bending Stress Lateral Loads Only(Y-Y Axis): Fby= 0 psi Allowable Bending Stress(Y-Y Axis): Fby'= 4108 psi Combined Stress Factor: CSF= 0.39 Project Name/Number:tigard-trust-Page 71 of 74 William E.Barlow,P.E. Title South Warehouse 2 Page: 1 Dsgnr: WEB Date: 29 DEC 2021 Description.... South Warehouse 2 This Wall in File:d:\_middletonjobs\20003jay-middleton_middleton-trust-bldg=building_6-1-21\ret RetainPro(c)1987-2019, Build 11.20.03.31 License:KW-06055845 Cantilevered Retaining Wall Code: IBC 2018,ACI 318-14,TMS 402-16 License To:WILLIAM E.BARLOW,PE Retaieed Height = 3.00 ft ' Allow Soil Data Bearing = 1,500.0 psf ' -- -- - - Wall height above soil = 1.00 ft Equivalent Fluid Pressure Method Active Heel Pressure = 32.0 psf/ft Slope Behind Wall = 0.00 Height of Soil over Toe = 12.00 in = Water height over heel = 0.0 ft Passive Pressure = 250.0 psf/ft Soil Density,Heel = 110.00 pcf z >; ; tgiiiiiNiiitialniiiiiiiiMiaMEgg Soil Density,Toe = 0.00 pcf M „� FootingijSoil Friction = 0.400Aftrii "" Soil height to ignore • • • for passive pressure = 12.00 in Surcharge Loads 0 [ Lateral Load Applied to Stem I pp Adjacent Footing Load Surcharge Over Heel = 0.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning Wall to Ft CL Dist = 0.00 ft Load Type = Wind(W) 9 Axial Load Applied to Stem 1 (Strength Level) Footing Type Line Load Base Above/Below Soil Axial Dead Load = 159.0 lbs Wind on Exposed Stem = 0.0 psf at Back of Wall 0.0 ft Axial Live Load = 204.0 lbs (Strength Level) Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Earth Pressure Seismic Load Method :Mononobe-Okabe/Seed-Whitman Kae for seismic earth pressure = 0.304 Added seismic base force 82.6 lbs Design Kh = 0.200 g Ki gie§� 8e pr ure = 0.210 = 0.094 Using Mononobe-Okabe/Seed-Whitman procedure I Stern Weight Seismic Load i Fp/Wp Weight Multiplier = 0.200 g Added seismic base force 56.0 lbs i Project Name/Number:tigard-trust-Page 72 of 74 William E.Barlow,P.E. Title South Warehouse 2 Page: 2 Dsgnr: WEB Date: 29 DEC 2021 Description.... South Warehouse 2 This Wall in File:d:\ middletonJobs\20003_jay-middleton_middleton-trust-bldg_-building_6-1-21\ret RetainPro(c)1987-2019, Build 11.20.03.31 License:KW-06055845 Cantilevered Retaining Wall Code: IBC 2018,ACI 318-14,TMS 402-16 License To:WILLIAM E.BARLOW,PE Design Summary Stem Construction Bottom ' ' Stem OK Design Height Above Ftg ft= 0.00 Wall Stability Ratios Wall Material Above"Ht" = Concrete Overturning = 4.93 OK Design Method = LRFD Sliding = 2.24 OK Thickness = 8.00 Rebar Size = # 4 Total Bearing Load = 1,473 lbs Rebar Spacing = 9.25 ...resultant ecc. = 4.17 in Rebar Placed at = Edge Design Data - Soil Pressure @ Toe = 176 psf OK fb/FB+fa/Fa = 0.085 Soil Pressure @ Heel = 560 psf OK Total Force @ Section Allowable = 1,500 psf Service Level Ibs= Soil Pressure Less Than Allowable ACI Factored @ Toe = 247 psf Strength Level lbs= 424.4 ACI Factored @ Heel = 784 psf Moment....Actual • Footing Shear @ Toe = 1.0 psi OK Service Level ft#= Footing Shear @ Heel = 0.5 psi OK Strength Level ft#= 595.5 Allowable = 75.0 psi Moment Allowable = 6,999.4 Sliding Caics Shear Actual Lateral Sliding Force = 394.6 lbs Service Level psi= less 100%Passive Force= - 375.0 lbs Strength Level psi= 5.7 less 100%Friction Force = - 507.6 lbs Shear Allowable psi= 82.2 Added Force Req'd = 0.0 lbs OK Anet(Masonry) in2= ....for 1.5 Stability = 0.0 lbs OK Rebar Depth 'd' in= 6.25 Masonry Data fm psi= Fs psi= Vertical component of active lateral soil pressure IS Solid Grouting = NOT considered in the calculation of soil bearing Modular Ratio'n' = Wall Weight psf= 100.0 Load Factors - - Short Term Factor = Building Code IBC 2018,ACI Equiv.Solid Thick. = Dead Load 1.200 Masonry Block Type = Medium Weight Live Load 1.600 Masonry Design Method = ASD Earth,H 1.600 Concrete Data Wind,W 1.000 fc psi= 3,000.0 Seismic,E 1.000 Fy psi= 60,000.0 • t w Project Name/Number:tigard-trust-Page 73 of 74 William E.Barlow,P.E. Title South Warehouse 2 Page: 3 t Dsgnr: WEB Date: 29 DEC 2021 Description.... South Warehouse 2 This Wall in File:d:\_middletonjobs\20003jay-middleton_middleton-trust-bldg_building_6-1-21\ret RetainPro(c)1987-2019, Build 11.20.03.31 License:KW-06055845 Cantilevered Retaining Wall Code: IBC 2018,ACI 318-14,TMS 402-16 License To:WILLIAM E.BARLOW,PE Concrete Stem Rebar Area Details I Bottom Stem Vertical Reinforcing Horizontal Reinforcing As(based on applied moment): 0.0223 in2/ft (4/3)*As: 0.0298 in2/ft Min Stem T&S Reinf Area 0.768 in2 200bd/fy:200(12)(6.25)/60000: 0.25 in2/ft Min Stem T&S Reinf Area per ft of stem Height:0.192 in2/ft 0.0018bh:0.0018(12)(8): 0.1728 in2/ft Horizontal Reinforcing Options: One layer of: Two layers of: Required Area: 0.1728 in2/ft #4@ 12.50 in #4@ 25.00 in Provided Area: 0.2595 in2/ft #5@ 19.38 in #5@ 38.75 in Maximum Area: 1.016 in2/ft #6@ 27.50 in #6@ 55.00 in Footing Data I Footing Design Results I Toe Width = 3.00 ft Toe Heel Heel Width = 1.00 Factored Pressure = 247 784 psf Total Footing Width = 4.00 Mu':Upward = 20,590 56 ft-# Footing Thickness = 12.00 in Mu':Downward = 16,848 32 ft-# Mu: Design = 312 -24 ft-# Key Width = 12.00 in Actual 1-Way Shear = 1.01 0.54 psi Key Depth = 0.00 in Allow 1-Way Shear = 75.00 75.00 psi Key Distance from Toe = 0.00 ft Toe Reinforcing = #4 @ 9.25 in fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = #4 @ 9.25 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0018 Footing Torsion,Tu = 2,122.50 ft-lbs Cover @ Top 2.00 @ Btm.= 3.00 in Footing Allow.Torsion,phi Tu = 8,640.00 ft-lbs If torsion exceeds allowable,provide supplemental design for footing torsion. Other Acceptable Sizes&Spacings Toe: #4@ 9.25 in,#5@ 14.35 in,#6@ 20.37 in,#7@ 27.77 in,#8@ 36.57 in,#9@ 46 Heel:#4@ 9.25 in,#5@ 14.35 in,#6@ 20.37 in,#7@ 27.77 in,#8@ 36.57 in,#9@ 46 Key: No key defined Min footing T&S reinf Area 1.04 in2 Min footing T&S reinf Area per foot 0.26 in2 /t If one layer of horizontal bars: If two layers of horizontal bars: #4@ 9.26 in #4@ 18.52 in #5@ 14.35 in #5@ 28.70 in #6@ 20.37 in #6@ 40.74 in A Project Name/Number:tigard-trust-Page 74 of 74 William E.Barlow,P.E. Title South Warehouse 2 Page: 4 Dsgnr: WEB Date: 29 DEC 2021 Description.... South Warehouse 2 This Wall in File:d:\ middleton_jobs\20003Jay-middleton_middleton-trust-bldg_-building_6-1-21\ret RetainPro(c)1987-2019, Build 11.20.03.31 License:KW-06055845 Cantilevered Retaining Wall Code: IBC 2018,ACI 318-14,TMS 402-16 License To:WILLIAM E.BARLOW,PE Summary of Overturning & Resisting Forces &Moments t OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# HL Act Pres(ab water tbl) 256.0 1.33 341.3 Soil Over HL (ab.water tbl) 110.0 3.83 421.7 HL Act Pres(be water tbl) Soil Over HL (bel.water tbl) 3.83 421.7 Hydrostatic Force Watre Table Buoyant Force = Sloped Soil Over Heel = Surcharge over Heel = Surcharge Over Heel = Surcharge Over Toe = Adjacent Footing Load = Adjacent Footing Load = Axial Dead Load on Stem= 363.0 3.33 530.0 Added Lateral Load = *Axial Live Load on Stem = 204.0 3.33 680.0 Load @ Stem Above Soil = Soil Over Toe = 1.50 Seismic Earth Load = 82.6 2.40 198.2 Surcharge Over Toe = Seismic Stem Self Wt = 56.0 3.00 168.0 Stem Weight(s) = 400.0 3.33 1,333.3 Earth @ Stem Transitions= Total = 394.6 O.T.M. = 707.5 Footing Weight = 600.0 2.00 1,200.0 Key Weight = 0.50 Resisting/Overturning Ratio = 4.93 Vert.Component = Vertical Loads used for Soil Pressure= 1,473.0 lbs Total= 1,269.0 lbs R.M.= 3,485.0 *Axial live load NOT included in total displayed,or used for overturning r If seismic is included,the OTM and sliding ratios resistance,but is included for soil pressure calculation. may be 1.1 per section 1807.2.3 of IBC. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. Tilt I Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Defl @ Top of Wall(approximate only) 0.013 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe because the wall would then tend to rotate into the retained soil.