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Yelm Creek Estates Lot 9 Plan 2052-2 Eng Calcs
STRUCTURAL CALCULATIONS For Level Design, LLC For Rainier Capitol Group LLC Plan 2052-2 Lateral & Vertical Design December 7, 2021 Project # 2021244 By PRECISE ENGINEERING INC. HAROLD HAHNENKRATT, P.E. SCOPE: Provide structural calculations for lateral and vertical design per the 2018 IBC. Plan to be built once on Lot 9 Yelm Creek Estates LOADS AND MATERIALS Roof: Comp Roofing 5.Opsf Pre-engineered Trusses @ 24" oc 2.9psf Roof Sheathing 1.5psf Insulation 1.2psf 5/8" GWB 2.8psf Misc. 1.5psf Dead Load = 14.9» 15psf Snow Load = 25psf Wall: 2x6 Studs @ 16"oc Dead Load = IOpsf Floor: I joists at 16"oc Dead Load = 12psf Part. Load = 1Opsf Live Load = 40psf Wind: 110 MPH Exp. B (Per building department) Seismic: Site Class = D Design Category = D Use Group = I R = 6.5 Cd = 4 wo = 3 Soil: = 1500 PSF, Assumed bearing capacity = 38 PCF, Assumed Active Fluid Pressure = 350 PCF, Assumed Passive fluid Pressure = 0.45, Assumed Coefficient of Friction = 110 PCF, Assumed Soil Density Lumber: 2x > 4x = #2DF 6x > _ #1DF GLB = 24f -v4 for simple span = 24f -v8 for cont. and cantilever. Concrete: f c = 2500psi Rebar = Grade 60 lJ . O. O G1Si1L1C: 1.JGJ1gi1 1VIUPS �pINFFA.S x CAUFCNNIA 15716 View ®r Ct SE, Yelm, WA 98597, USA Latitude, Longitude: 46.9561541, -122.6070814 I, ii ........... C� Yelm Central Church of Christ S L1 Google Date 12/15/2020, 12:42:53 PM Design Code Reference Document ASCE7-10 Risk Category II Site Class D - Stiff Soil Type Value Description Ss 1.253 MCER ground motion. (for 0.2 second period) Sl 0.499 MCER ground motion. (for 1.Os period) SMs 1.253 Site -modified spectral acceleration value SMi 0.749 Site -modified spectral acceleration value Sos 0.835 Numeric seismic design value at 0.2 second SA Sol 0.499 Numeric seismic design value at 1.0 second SA Type Value Description SDC D Seismic design category Fa 1 Site amplification factor at 0.2 second Fv 1.501 Site amplification factor at 1.0 second PGA 0.5 MCEG peak ground acceleration FPGA 1 Site amplification factor at PGA PGAM 0.5 Site modified peak ground acceleration TL 16 Long -period transition period in seconds SsRT 1.253 Probabilistic risk -targeted ground motion. (0.2 second) SsLIH 1.271 Factored uniform -hazard (2% probability of exceedance in 50 years) spectral acceleration SsD 1.5 Factored deterministic acceleration value. (0.2 second) S1RT 0.499 Probabilistic risk -targeted ground motion. (1.0 second) S1UH 0.53 Factored uniform -hazard (2% probability of exceedance In 50 years) spectral acceleration. SID 0.6 Factored deterministic acceleration value. (1.0 second) PGAd 0.5 Factored deterministic acceleration value. (Peak Ground Acceleration) CRs 0.986 Mapped value of the risk coefficient at short periods imago 1 Ul J • �r Tu �i i Cir.View:Dw` .NW:�1 .��`�.:. Map data ©2020 https://seismicmaps.org/ 12/15/2020 ps30 Pitch Roof Wall 2:12 -7.2 17.76 3:12 -6.5 19.65 4:12 -5.7 21.5 5:12 -0.5 21.4 6:12 6.87 20.3 >7:12 13.3 19.4 LATERAL DESIGN Wlnd Loading: ps=XKZtps3o ASD ps = .6 AKZtp530 Wind Speed Exposure Roof Pitch X= 1 KZt = 1 Simplified (ASCE 7-10 Chapter 28 Part 2) 110 mph 5:12,7:12 ps30 = 13.3 (Roof) 21.4 (Wall) ASD Ps = 8.0 (Roof) 12.8 (Wall) Seismic Loading: SDS 0.834 PS = PS= Section 12.4,12.8 ASCE?-10 Eh=rQh Qh=V V= CSW CS=SDS/1.4R E=(1.3SD5/1.4R)W Minimum Loading 8.0 (Roof) 16.0 (Wall) (ASD) Minimum Loading 4.8 (Roof) 9.6 (Wall) R = 6.5 (Wood Shear Wall) R = 1.5 (Cantilever Column) V= 0.119 Wt. (Wood Shear Wall) V= 0.477 M. (Cantilever Column) r-1.3 m 2'-0' 36'-0' PATIO 12'-01x10'-0' ==zi I Dw EATING 15LAND LL]e�I -� FURN. PANTRI L NAVIEN YANKEE'S 20 MIN. RATED DOOR p SELF CLOSING 83025.1 3 a o f�he� �^ a 4' BOLLARD MAYTAG MODEL MGC26 92a AFUE PER WSEC CREDIT 3a m v 2 GAR GARACgE 20'-0'x20'_0' � --------------------� I I I I I I I I I I 5'- 2'-4' I I 8 I ALCOVE I I 16010 OND TECH DESK BUILDING LINE A 13040 SH I EN RT ORG -1-- I WRAP .T. 6 x 6 POST w/ I x CEDAR TYP. 161_0' 3'-0' 2'-0' 2'-0' Diaphragm 1-2 A -B B -C C -D Two Story Wind to Diaphragm Upper Plate Height Main Plate Height Floor Depth Roof Ht. Roof 6.2 Upper Roof Ht Roof 0 Upper 0 Roof 1.6 Upper 0 Roof 4 Upper 0 8.1 Roof 9 Walls 1 Wind Load Length 1.4 119.4 36.0 122.2 38.0 SUM Wind Load Length. 3.5 96.6 16.0 122.2 16.0 4.0 115.8 20.0 122.2 20.0 0.0 83.8 6.0 64.6 6.0 SUM Wind 8 12.8 Total Load 4297.0 4645.1 8942.1 Total Load 1546.2 1955.8 2316.8 2444.8 503.0 387.8 9154.6 A- C 0) lco O O O O O O O O M M M M M M M (D C z U N O O O CD In N r I� 00ol co O N O �- 00 0) 00 r M r r T r O O N~ T O O O 00 N E S M 00 D) r 07 r O co �M LO� CDN vM M 0 O O 00 r M t!") 0 O LO - u7 00 O M LO LO d 00 M r to OJ co N r r r r r i- Q C6 p r d to 1l N In � r S�� N N r r r r s0 ti LQ N r O 1- N to _ M M M .00 a 000 m N N d0 N 00 00 CO O O 00 CO CU j CD d r N N r- 00 O N N Nr -: :2 r r I O 00 to co N N r r � O O O O O O O O Ch d d 0 CD M M r r i N N N co M co M r r J O O O O O O v CD 00 6 6 O O CD CD M M T r N N C� N co N a0 N 00 co 0 N N r N MW n O r r 0) T r T (DD J > o o. o a o Q o Q. CD O= O O O J Np cy m U � J �p p 0 N N 0� N O� ct O� O O T N 0 0 M 0 Co r d' C7 O OJ O O N M O N m 0 ' 0 � I` O O� O O� O 0 0 00 I O N N d' N •— V E =3 U) E :3 U) N J 01) co co N (14 N r N N N T N N co O co CO O 00LOoLOoC)0tl-O o oomo I— N N NT ~ �— T I' E C/)U) E v-- O O M O LO co Lo T T co U') T T CD CD m co co N c wwwwwwww N N N N a a a 41N a a a a G U Q, rotoom O ,-1 .-1 O O O .-1 Ct0 N M�I1 l0 m UU NM O JyU N G G � N N U m N N N ro b N -1- N N C G ro N N ro m'25 mmm 'O bb 3 bb'O mmmm 'O O N ill N ro N N O a U O EQ O r H r N C M I I I ul N N N N TJ O ,-1 .-1 O O O .-1 N O C N N G G G N N N m x C G C G C y] N p. O O N ill r N O a N l0 N r H I I I ul r 'N O M N N O r M u1 .N w ' .-1 G o a 0 0 0 0 0 0 0 0 .-I 3 0 {J 0O l0 lD m N lf) l0 "$ O� 0 O rl r1 rl r-1 N rl C O '-I 0 N .-. O U N � C r N +1 oMM mm ono rM ul N 'n ' .I � Cl O m Nc� O N � r M m ti o 0 0 o G o Q a m m m m •.a m ro ro v N � $ I � H MM C+� m l0 Mo W ul O U „ ro a 01 0 0 O O 00 09 O U o 'H x ;° 0 ro � ono 0o mo ul u� o ro m o H M M M M N N i N C m a c N � r ro io A ,n N 3 N N N in t0 'H N ro O O o W O rl .-I rl a N o `S o m o 0 0 0 0 0 0 0 N m •-1 M �� ri O M eM O O O O O O 00 O O O Vf r rl sh N C u1 rl N r C C M N r r r r1 M Oi ri M .-1 C' 1D tp ri r N M � r z a a ro i N FC a9 UIt 3 Table 1. Recommended Allowable Design Values for APA Portal Frame Used on a Rigid -Base Foundation for Wind or Seismic Load.ingta,t,, al T i /+,_ L - a� � 9' (a) Design values are based on the use of Douglas -fir or Southern pi framing. For other species of framing, multiply the above shear design valu by the specific gravity adjustment factor = (1 — (0.5 — SG)), where SG — ecific gravity of the actual framing. This adjustment shall not be great hon 1.0. (b) For construction as shown in Figure 1. (c) Values are for a single portal -frame segment (one vertical leg and a portion of the header). For multiple portal -frame segments, the allowable shear design values are permitted to be multiplied by the number of frame segments (e.g., two = 2x, three = 3x, etc.). (d) Interpolation of design values for heights between 8 and 10 feet, and for portal widths between 16 and 24 inches, is permitted. (e) The allowable shear design value is permitted to be multiplied by a factor of 1.4 for wind design. (f) If story drift is not a design consideration, the tabulated design shear values are permitted to be multiplied by a factor of 1.15. This factor is permitted to be used cumulatively with the wind -design adjustment factor in Footnote (e) above. Figure 1. Construction Details for APA Portal -Frame Design with fold Downs Extent of header with double portal frames (two braced wall panels) Extent of header with single portal frame (one braced wall panels) Header to jack -stud strap h width of opening per wind design min 1000 Ibf 2' to 18' rough P 9 on both sides of opening for single or double portal opposite side of sheathing Pony - -'-- ----- wall height ' 1•_aVF.ee, Fasten top plate to header Min.. 3"x.ll -1/4" net header with two rows of 16d steel header not allowedsinker nails at 3" o.c. typ sheathing to header with 8d common or Min. 3/8" wood structural 12' nized box nails at 3" grid pattern as shownpanel sheathing maxtotal er to jack -stud strap per wind design. ^°II Min 1000 Ibf on both sides of opening opposite height side of sheathing. If needed, panel splice edges shall occur over and be 10' Min. double 2x4 framing covered with min 3/8" nailed to common blocking thick wood structural panel sheathing with `• - • within middle 24" of portal max I height .L 8d common or galvanized box nails at 3" o.c. height. One row of 3" o.c. in all framing (studs, blocking, and sills) typ. nailing is required in each panel edge. P'^ Min length of panel per table 1� Typical portal frame construction Min (2) 3500 Ib strap -type hold-downs I p, (embedded into concrete and nailed into framing)+ Min double 2x4 post (king r e : and jack stud). plumber of jack studs per IRC tables _ - Min reinforcing of foundation, one #4 bar R502.5(1) & (2). top and bottom of footing. Lap bars 15" min. 4M i Min footing size under opening is 12" x 12". A turned -down slab shall be permitted at door openings. Min (1) 5/8" diameter anchor bolt installed per IRC R403.1.6 — with 2" x 2" x 3/16" plate washer Min 1000 Ib hold-down device (embedded into concrete and nailed into framing) © 2014 APA — The Engineered Wood Association Allowable Design (ASD) Values per Frame Segment Minimum Width Maximum Height (in.) (ft) Shear(A (Ibf) Deflection (in.) Load Factor 8 850 0.33 3.09 i 6 10 625 0.44 2.97 8 1,675 0.38 2.88 24 10 1,125 3.42 Foundation for Wind or Seismic Load.ingta,t,, al T i /+,_ L - a� � 9' (a) Design values are based on the use of Douglas -fir or Southern pi framing. For other species of framing, multiply the above shear design valu by the specific gravity adjustment factor = (1 — (0.5 — SG)), where SG — ecific gravity of the actual framing. This adjustment shall not be great hon 1.0. (b) For construction as shown in Figure 1. (c) Values are for a single portal -frame segment (one vertical leg and a portion of the header). For multiple portal -frame segments, the allowable shear design values are permitted to be multiplied by the number of frame segments (e.g., two = 2x, three = 3x, etc.). (d) Interpolation of design values for heights between 8 and 10 feet, and for portal widths between 16 and 24 inches, is permitted. (e) The allowable shear design value is permitted to be multiplied by a factor of 1.4 for wind design. (f) If story drift is not a design consideration, the tabulated design shear values are permitted to be multiplied by a factor of 1.15. This factor is permitted to be used cumulatively with the wind -design adjustment factor in Footnote (e) above. Figure 1. Construction Details for APA Portal -Frame Design with fold Downs Extent of header with double portal frames (two braced wall panels) Extent of header with single portal frame (one braced wall panels) Header to jack -stud strap h width of opening per wind design min 1000 Ibf 2' to 18' rough P 9 on both sides of opening for single or double portal opposite side of sheathing Pony - -'-- ----- wall height ' 1•_aVF.ee, Fasten top plate to header Min.. 3"x.ll -1/4" net header with two rows of 16d steel header not allowedsinker nails at 3" o.c. typ sheathing to header with 8d common or Min. 3/8" wood structural 12' nized box nails at 3" grid pattern as shownpanel sheathing maxtotal er to jack -stud strap per wind design. ^°II Min 1000 Ibf on both sides of opening opposite height side of sheathing. If needed, panel splice edges shall occur over and be 10' Min. double 2x4 framing covered with min 3/8" nailed to common blocking thick wood structural panel sheathing with `• - • within middle 24" of portal max I height .L 8d common or galvanized box nails at 3" o.c. height. One row of 3" o.c. in all framing (studs, blocking, and sills) typ. nailing is required in each panel edge. P'^ Min length of panel per table 1� Typical portal frame construction Min (2) 3500 Ib strap -type hold-downs I p, (embedded into concrete and nailed into framing)+ Min double 2x4 post (king r e : and jack stud). plumber of jack studs per IRC tables _ - Min reinforcing of foundation, one #4 bar R502.5(1) & (2). top and bottom of footing. Lap bars 15" min. 4M i Min footing size under opening is 12" x 12". A turned -down slab shall be permitted at door openings. Min (1) 5/8" diameter anchor bolt installed per IRC R403.1.6 — with 2" x 2" x 3/16" plate washer Min 1000 Ib hold-down device (embedded into concrete and nailed into framing) © 2014 APA — The Engineered Wood Association TYPICAL SHEAR WALL NOTES Use 5/8" dia. by 10" Anchor Bolts (AB's) with single plates and 5/8" dia. by 12" AB's with double and 3x plates spaced as shown on the drawings. AB's shall have 7" of embedment into footing, shall be centered in the stud wall, and shall project through the bottom plate of the wall and have a 3x3x1/4 plate washer. There shall be a minimum of two bolts per piece of sill located not more than 12 inches or less than 4 inches end of each piece. Anchor bolts to be galvanized per the below requirement (Fasteners in contact with pressure treated lumber). At existing foundation use 5/8" diameter Simpson Titen HG bolts with minimum of 4" embedment into the existing concrete. All wall sheathing shall be 1/2" CDX plywood, 5/8" T1-11 siding, or 7/16" OSB with exterior exposure glue and span rated "SR 24/0" or better. All free sheathing edges shall be blocked with 2x4 or 2x6 flat blocking except where noted on the drawings or below. All nails shall be 8d or IOd common (8d common nails must be 0.131 inch diameter, Senco KC27 Nails are equivalent. If l Od common nails are called for the diameter must be 0.148 inches, Senco MD23 Nails are equivalent). Nail size and spacing at all sheathing edges shall be as required below or as in the drawings. Nail spacings shall be 12" o.c. for all field nailing except as noted. Hold downs are Simpson "Strong Tie" and shall be installed per the manufacture's recommendation. Equivalent hold downs by United Steel Products Company "Kant -Sag" that have ICBG approval can be substituted in place of Simpson hold downs. All floor systems must be blocked solid below member that the hold down is attached to. This block should be equal to or larger than the member the hold down is attached to and be placed as a "squash block". All double and triple studs shall glued and nailed together with 10d's at 3" o.c. for each layer. All 4x studs are to be #2 DF and all 6x studs are to be #1 DF when used for hold downs and shear walls. FASTENERS IN CONTACT WITH PRESSURE TREA'T'ED LUMBER All fasteners including nuts and washers in contract with pressure treated lumber shall be hot - dipped zinc coated galvanized steel, stainless steel, silicon bronze or copper. Fasteners other than nails, timber rivets, wood screws and lag screws shall be permitted to be of mechanically deposited zinc coated steel in accordance with ASTM B 695, Class 55 minimum. Fasteners exposed to weather must meet the requirements of the pressure treating manufacture's minimum. IN ADDITON, the contractor shall coordinate connector/fastener coating requirements with recommendations from connector/fastener manufacturer and type of pressure treating chemical and retention being used. See Section 2304.9.5 of the 2012 IBC for additional information. ALL WALL STUDS AND ROOF TRUSS TOP CHORDS AND SECONDARY FRAMING LUMBER SHALL BE DOUG -FIR #2 OR BETTER. NOTE: MST STRAPS attaches to (2) 2x or 4x studs in wall above and below unless noted otherwise. Nail all holes with 16d sinkers. Double studs may be use as a substitute for 3x nominal framing call out below. Studs MUST be glued and nailed together with (2) lines of 10d's at 3" on center staggered. Horizontal blocking for shear walls nailed with 8d's shall be minimum of 2x flat and shear walls nailed with IOd's shall be minimum of 3x flat. SHEAR WALL SCHEDULE sheathing nailed with 8d's at 6" on center all edges. /A, sheathing nailed with 8d's at 4" on center all edges. HOLD DOWN SCHEDULE It is the responsibility of the contractor to locate hold down anchor bolt to accommodate all structural framing. Anchor bolt to be located nearest the corner or opening at the end of the shear wall. All foundation vents to be a minimum of 12" off centerline of the anchor bolt on either side. Holdown stud to be coordinated with shear wall panel edge framing requirements. Larger stud size controls * For holdown anchor bolt embedment greater that foundation depth, thicken footing for 2'-0" either side of holdown anchor bolt to a depth that provides for 3" clear below the bottom of the anchor bolt. Provide (2) additional 44 x 3'-0" pieces of longitudinal rebar at this location. ® HD U2 attaches to concrete foundation with a Simpson SSTB 16. HD U2 attaches to double 2x studs or 4x or 6x stud with (6) Simpson SDS 1/4 X 3 Wood Screws in wall above. aHDU5 attaches to concrete foundation with a Simpson SSTB 24. HDU5 attaches to double 2x studs or 4x or 6x stud with (14) Simpson SDS 1/4 X 3 Wood Screws in wall above. // t' //i -.[i MSTA 49 Simpson MSTA 49 is a floor to floor strap that is centered on the rim joist. The strap attaches to a minimum of a single stud in the wall above and below. It may attach to a rim/beam below and should be bent to provide a minimum of 1 1/2 " on the bottom face. Shear wall boundary member and Holdown member requirements will usually control member size. Install per Simpson's requirements. MFR COMMON TRU55E5 m 24' O.G. AS PER MFG. SPECS. TYP. AS PER MFG. SPECS. TYP. ROOF FRAMING PLAN SCALE: 1/4" =1'-0" ALL BEAMS AND HEADERS TO BE4X8 OF "2 AT 2X6 BEARING WALLS, UN.O., 6'-0' MAX. SPAN ALL BEAMS AND HEADERS TO BE 4X8 DF '2 AT 2XA BEARING WALLS, JNA., r.' -0'1 -TAX. SPAN SHADED AREAS INDICATE OVERFRAMING, 2X6 a 24' O.G., U.N.O. BEARING WALLS ARE INDICATED AS SHADED WALLS Precise Engineering Project Title: Engineer: Project ID: Project Descr: Printed: 7 DEC 2021, 11:28AM F- File: Plan 2052-2 Yelm Creek Lot 9.ec6 Multiple Simple BeamFile: copyrightENERCALC,INC. 1983-2020, Build:12.20.5,17 Description : Roof Framin Wood Beam Design: A Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 BEAM Size: 4x8, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species : Douglas Fir - Larch Wood Grade: No.2 Fb - Tension 900.0 psi Fc - Prll 1,350.0 psi Fv 180.0 psi Ebend- xx 1,600.0 ksi Density 31.20 pcf Fb - Compr 900.0 psi Fc - Perp 625.0 psi Ft 575.0 psi Eminbend - xx 580.0 ksi Applied Loads Unif Load: D = 0.0150, S = 0.0250 k/ft, Trib=18.50 ft Design Summary Max fb/Fb Ratio = 0.678; 1 fb : Actual : 905.05 psi at 2.500 ft in Span # 1 Fb : Allowable: 1,335.02 psi Load Comb: +D+S+H Max fv/FvRatio = 0.402: 1 fv : Actual : 83.11 psi at 4.400 ft in Span # 1 Fv: Allowable: 207.00 psi Load Comb: +D+S+H Max Reactions (k) D L Lr S W E Left Support 0.69 1.16 Right Support 0.69 1.16 H Transient Downward 0.037 in Total Downward 0.059 in Ratio 1631 Ratio 1019 LC: S Only LC: +D+S+H Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 BEAM Size: 4x8, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Douglas Fir - Larch Wood Grade: No.2 Fb - Tension 900.0 psi Fc - Prll 1,350.0 psi Fv 180.0 psi Ebend- xx 1,600.0 ksi Density 31.20 pcf Fb - Compr 900.0 psi Fc - Perp 625.0 psi Ft 575.0 psi Eminbend - xx 580.0 ksi Applied Loads Unif Load: D = 0,0150, S = 0.0250 k/ft, Trib=18.50 ft Design Summary Max fb/Fb Ratio = 0.433; 1 fb : Actual : 579.23 psi at 2.000 ft in Span # 1 Fb: Allowable: 1,337.03 psi Load Comb: +D+S+H Max fv/FvRatio = 0.296: 1 fv : Actual : 61.24 psi at 0.000 ft in Span # 1 Fv: Allowable: 207.00 psi Load Comb: +D+S+H Max Reactions (k) Q L Lr S W E Left Support 0.56 0.93 Right Support 0.56 0.93 .• •. loon Room . 0 ft H Transient Downward 0.015 in Total Downward 0.024 in Ratio 3187 Ratio 1992 LC: S Only LC: +D+S+H Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Precise Engineering Project Title: Engineer: Project ID: Project Descr: Printed: 7 DEC 2021, 11:28AM BYIUIti Ie Sltll Ie Bean? ruc. MG1114VJ4-1 ICIIIII1=ALVLy.t:UV p p Software copvrlght ENERCALC, INC. 1983-2020, Build: 12.20.5.17 Wood Beam Design: C Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 BEAM Size: 4x8, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species : Douglas Fir- Larch Wood Grade: No.2 Fb - Tension 900.0 psi Fc - Prll 1,350.0 psi Fv 180.0 psi Ebend- xx 1,600.0 ksi Density 31.20 pcf Fb - Compr 900.0 psi Fc - Perp 625.0 psi Ft 575.0 psi Eminbend - xx 580.0 ksi Applied Loads Unif Load: D = 0.0150, S = 0.0250 k/ft, Trib=18.50 ft Design Summary Max fb/Fb Ratio = 0.243: 1 fb : Actual : 325.82 psi at 1.500 ft in Span # 1 Fb : Allowable: 1,339.32 psi Load Comb: Load Comb: +D+S+H Max fv/FvRatio = 0.065: 1 Max fv/FvRatio = 0.190: 1 13.48 psi at 4.400 ft in Span # 1 fv : Actual : 39.37 psi at 2.400 ft in Span # 1 Load Comb: Fv: Allowable: 207.00 psi Max Reactions (k) D L Lr Load Comb: +D+S+H 0.11 Max Reactions (k) D L Lr S W E H Left Support 0.42 0.69 Right Support 0.42 0.69 Wood Beam Design: D Transient Downward 0.005 in Ratio 7555 LC: S Only Transient Upward 0.000 in Ratio 9999 LC: Total Downward 0.008 in Ratio 4721 LC:+D+S+H Total Upward 0.000 in Ratio 9999 LC: Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 BEAM Size: 4x8, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species : Douglas Fir- Larch Wood Grade: No.2 Fb - Tension 900.0 psi Fc - Prll 1,350.0 psi Fv 180.0 psi Ebend- xx 1,600.0 ksi Density 31.20 pcf Fb - Compr 900.0 psi Fc - Perp 625.0 psi Ft 575.0 psi Eminbend - xx 580.0 ksi Applied Loads Unif Load: D = 0.0150, S = 0.0250 k/ft, Trib= 3.0 ft Design Summary Max fb/Fb Ratio = 0.110-1 fb : Actual : 146.76 psi at 2.500 It in Span # 1 Fb : Allowable: 1,335.02 psi Load Comb: +D+S+H Max fv/FvRatio = 0.065: 1 fv : Actual : 13.48 psi at 4.400 ft in Span # 1 Fv: Allowable: 207.00 psi Load Comb: +D+S+H Max Reactions (k) D L Lr S W E Left Support 0.11 0.19 Right Support 0.11 0.19 H Transient Downward 0.006 in Total Downward 0.010 in Ratio 9999 Ratio 6289 LC: S Only LC: +D+S+H Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: 58 COMPA 4ND 6PORI TEMPORA BRACING 111/8 Til PI FLP J5T5 A5 PER I' :AFTERS 9 24' SCALE: I/4" =1'-0" A! I IC Ar a T/1 QC l_VQ nC#'1 AT IV/ CC AO AI/_ II!AI I C IIAI- /-- -- MAV COATI Single 11-7/8" BCI® 6000-1.8 DF J01 (Joist) BC CALCO Member Report Dry 12 spans I No cant. 116 OCS I Repetitive I Glued & nailed May 31, 2018 10:38:39 Build 6578 Job name: File name: Address: Description: City, State, Zip: Specifier: Customer: Designer: Code reports: ESR -1336 Company: 13-06-00 B1 B2 Total Horizontal Product Length = 33-06-00 20-00-00 133 Reaction Summary (Down / Uplift) (Ibs) Bearing Live Dead Snow Wind Roof Live B1, 4-1/4" 417/141 66/0 B2, 5-1/2" 1404/0 33710 B3, 4-1/4" 582/28 133/0 Load Summary Live Dead Snow Wind Roof OCs Live Tag Description Load Type Ref. Start End Loc. 100% 90% 115% 160% 125% 1 Standard Load Unf. Area (Ib/ft� L 00-00-00 33-06-00 Top 40 12 16 2 Partition Unf. Area (Ib/ftz) L 00-00-00 33-06-00 Top 10 16 Controls Summary Value %Allowable Duration Case Location Pos. Moment 2884 ft -lbs 71.0% 100% 3 24-09-09 Neg. Moment -3006 ft -lbs 74.0% 100% 1 13-06-00 End Reaction 715 lbs 50.2% 100% 3 33-06-00 Int. Reaction 1741 lbs 60.0% 100% 1 13-06-00 End Shear 685 lbs 40.9% 100% 3 33-01-12 Cont. Shear 948lbs 56.6 % 100% 1 13-08-12 Total Load Deflection 0463 (0.511") 77.8% n\a 3 23-11-13 Live Load Deflection 0559 (0.423") 85.9% n\a 6 23-11-13 Total Neg. Defl. U999 (-0.087") n\a n\a 3 08-04-03 Max Defl. 0.511" 51.1 % n\a 3 23-11-13 Span / Depth 19.9 % Allow % Allow Bearing Supports Dim. (Lx±o Value Support Member Material _ B1 Wall/Plate 4-1/4" x 2-5/16" 484lbs 7.9% 33.9% Douglas Fir B1 Uplift 75lbs B2 Wall/Plate 5-1/2" x 2-5/16" 1741 lbs 21.9% 60.0% Douglas Fir B3 Wall/Plate 4-1/4" x 2-5/16" 715lbs 11.6 % 50.2% Douglas Fir BC FloorValue® Summary BC FloorValue®: Subfloor: 3/4" OSB, Glue + Nail Standard Enhanced Premium Subfloor Rating: Premium Controlling Location: 23-04-04 Cautions Uplift of -75 lbs found at span 1 - Left. Page 1 of 2 Boise cascade Single 11-7/8" BCI® 6000-1.8 DF J01 (Joist) BC CALC® Member Report Dry 12 spans I No cant. 116 OCS I Repetitive I Glued & nailed May 31, 2018 10:38:39 Build 6578 Job name: File name: Address: Description: City, State, Zip: Specifier: Customer: Designer: Code reports: ESR -1336 Company: Notes Design meets User specified (0360) Total load deflection criteria. Design meets User specified (L/480) Live load deflection criteria. Design meets arbitrary (1") Maximum Total load deflection criteria. Calculations assume member is fully braced. BC CALC® analysis is based on IBC 2015. Composite EI value based on 3/4" thick OSB sheathing glued and nailed to member. Design based on Dry Service Condition. Disclosure Use of the Boise Cascade Software is subject to the terms of the End User License Agreement (EULA). Completeness and accuracy of input must be reviewed and verified by a qualified engineer or other appropriate expert to assure its adequacy, prior to anyone relying on such output as evidence of suitability for a particular application. The output here is based on building code -accepted design properties and analysis methods. Installation of Boise Cascade engineered wood products must be in accordance with current Installation Guide and applicable building codes. To obtain Installation Guide or ask questions, please call (800)232-0788 before installation. BC CALC®, BC FRAMER®, AJS-, ALLJOISTV , BC RIM BOARD-, BCI®, BOISE GLULAMTm, BC FloorValue® , VERSA -LAM®, VERSA -RIM PLUS@ , Page 2 of 2 Single 11-7/8" BCI® 6000-1.8 DF J01 (Joist) BC CALCO Member Report Dry 13 spans I R cant. 116 OCS I Repetitive I Glued & nailed May 31, 2018 10:44:28 Build 6578 Job name: ? File name: Address: Description: City, State, Zip: Specifier: Customer: Designer: Code reports: ESR -1336 Company: _.., .--------------------------------------- r� .r 15-06-00 15-03-00 B1 B2 Total Horizontal Product Length = 34-09-00 Reaction Summary (Down / Uplift) (lbs) Bearing Live Dead Snow Wind Roof Live _ B1, 4-1/4" 471/96 93/0 2/0 B2, 5-1/2" 1393/0 318/0 0 / 8 B3, 5-1/2" 597/0 333/0 107/0 Load Summary Live Dead Snow Wind Roof OCs Live Tag Description Load Type Ref. Start End Loc. 100% 90% 115% 160% --12_5%_ 1 Standard Load Unf. Area (Ib/ft) L 00-00-00 34-09-00 Top 40 12 16 2 Partition Unf. Area (Ib/ft� L 00-00-00 34-09-00 Top 10 16 3 Wall above Conc. Lin. (Ib/ft) L 34-09-00 34-09-00 Top 96 16 4 Roof Above Conc. Lin. (Ib/ft) L 34-09-00 34-09-00 Top 45 75 16 Controls Summar,/ Value % Allowable Duration Case Location Pos. Moment 2418 ft -lbs 59.6% 100% 3 25-10-05 Neg. Moment -2808 ft -lbs 69.2% 100% 4 15-06-00 End Reaction 565 lbs 39.6% 100% 2 00-00-00 Int. Reaction 1711 lbs 59,0% 100% 4 15-06-00 End Shear 535 lbs 32.0% 100% 2 00-04-04 Cont. Shear 879 lbs 52.4% 100% 4 15-08-12 Total Load Deflection U581 (0.377') 62.0% n\a 3 25-01-07 Live Load Deflection 0665 (0.33") 72.2% n\a 14 25-01-07 Total Neg. Defl. U999 (-0.074") n\a n\a 3 10-00-07 Max Defl. 0.377' 37.7% n\a 3 25-01-07 Cant. Max Defl. -0.058" n\a n\a 3 34-09-00 Span / Depth 18.4 % Allow % Allow Bearing Supports Dim. (LxW) Value Support Member Material B1 Wall/Plate 4-1/4" x 2-5/16" 565 lbs 9.2% 39.6% Douglas Fir B2 Wall/Plate 5-1/2" x 2-5/16" 1711 lbs 21.5% 59.0% Douglas Fir B3 Wall/Plate 5-1/2" x 2-5/16" 930 lbs 11.7% 32.1 % Douglas Fir BC FloorValue® Summary BC FloorValue®: Subfloor: 3/4" OSB, Glue + Nail Standard Enhanced Premium Subfloor Rating: Premium Controlling Location: 24-07-08 Cautions Design assumes Top and Bottom flanges to be restrained. Page 1 of 2 Boise Cascade E. Single 11-718" 13C10 6000-1.8 DF J01 (Joist) BC CALC® Member Report Dry 13 spans I R cant. 16 OCS I Repetitive Glued & nailed May 31, 2018 10:44:28 Build 6578 Job name: File name: Address: Description: City, State, Zip: Specifier: Customer: Designer: Code reports: ESR -1336 Company: Notes Design meets User specified (U360) Total load deflection criteria. Design meets User specified (LJ480) Live load deflection criteria. Design meets arbitrary (I") Maximum Total load deflection criteria. Design meets arbitrary (1") Cantilever Maximum Total load deflection criteria. Calculations assume member is fully braced. BC CALC® analysis is based on IBC 2015. Composite EI value based on 314" thick OSB sheathing glued and nailed to member. Design based on Dry Service Condition. Cantilevers require sheathed bottom flanges, blocking at cantilever support and closure at ends. Disclosure Use of the Boise Cascade Software is subject to the terms of the End User License Agreement (EULA). Completeness and accuracy of input must be reviewed and verified by a qualified engineer or other appropriate expert to assure its adequacy, prior to anyone relying on such output as evidence of suitability for a particular application. The output here is based on building code -accepted design properties and analysis methods. Installation of Boise Cascade engineered wood products must be in accordance with current Installation Guide and applicable building codes. To obtain Installation Guide or ask questions, please call (800)232-0788 before installation. BC CALC®, BC FRAMER®, AJS-, ALLJOIST®, BC RIM BOARD-, BCI®, BOISE GLULAM-, BC FloorValue® , VERSA -LAM®, VERSA -RIM PLUS®, Page 2 of 2 Boise Cascade �.._- Single 11-7/8" BCI® 6000-1.8 DF P�SS�D J02 (Joist) BC CALC® Member Report Dry 11 span i No cant. 116 OCS I Repetitive I Glued & nailed May 31, 2018 10:47:20 Build 6578 Job name: File name: Address: �,/ Description: City, State, Zip: J Specifier: Customer: Designer: Code reports: ESR -1336 Company: B1 1 e-00-00 Total Horizontal Product Length = 16-00-00 B2 (Reaction Summary (Down / Uplift) (lbs) Bearing Live Dead Snow Wind Roof Live B1, 4-1/4" 540/0 129/0 B2, 2" 527/0 126/0 Load Summary Live Dead Snow Wind Roof OCs Live Tag Description Load Type Ref. Start End Loc. 100% 90% 115% 160% 125% 1 Standard Load Unf. Area (Ib/ft2) L 00-00-00 16-00-00 Top 40 12 16 2 Partition Unf. Area (Ib/ftp L 00-00-00 16-00-00 Top 10 16 Controls Summary Value %Allowable Duration Case Location Pos. Moment 2516 ft -lbs 62.0% 100% 1 08-01-02 End Reaction 654 lbs 52.8% 100% 1 16-00-00 End Shear 640 lbs 38.2% 100% 1 00-04-04 Total Load Deflection 0594 (0.315") 60.6% n\a 1 08-01-02 Live Load Deflection U736 (0.254") 65.2% n\a 2 08-01-02 Max Defl. 0.315" 31.5% n\a 1 08-01-02 Span / Depth 15.8 % Allow % Allow Bearing Supports Dim. (LxW) Value Support Member Material 131 Wall/Plate 4-1/4" x 2-5/16" 669 lbs 10.9% 47.0% Douglas Fir B2 Hanger 2" x 2-5/16" 654 lbs n\a 52.8% Hanger SC FloorValue® Summary BC FloorValue@: Subfloor. 3/4" OSB, Glue + Nail Standard Enhanced Premium Subfloor Rating: Premium Controlling Location: 08-01-02 Cautions Header for the hanger Hanger is a Single 2-5/16" x 11-7/8" 1 -joist Notes Design meets User specified (U360) Total load deflection criteria. Design meets User specified (U480) Live load deflection criteria. Design meets arbitrary (1") Maximum Total load deflection criteria. Calculations assume member is fully braced. Hanger Manufacturer: Simpson Strong -Tie, Inc. BC CALC® analysis is based on IBC 2015. Composite EI value based on 3/4" thick OSB sheathing glued and nailed to member. Design based on Dry Service Condition. Page 1 of 1 91 • Use of the Boise Cascade Software is subject to the terms of the End User License Agreement (EULA). Completeness and accuracy of input must be reviewed and verified by a qualified engineer or other appropriate expert to assure its adequacy, prior to anyone relying on such output as evidence of suitability for a particular application. The output here is based on building code -accepted design properties and analysis methods. Installation of Boise Cascade engineered wood products must be in accordance with current Installation Guide and applicable building codes. Tc obtain Installation Guide or ask questions, please call (800)232-0788 before installation. BC CALC®, BC FRAMER®, AJS-, ALLJOISTO , BC RIM BOARD-, BCI® , BOISE GLULAM-, BC FloorValue® , VERSA -LAM®, VERSA -RIM PLUS®, Precise Engineering Project Title: Engineer: Project ID: Project Descr: Printed: 7 DEC 2021, 11:31 AM Multiple �19t1 ��@alll! File: Plan 2052-2 Yelm Creek Lot 9.ec6 p Software copyright ENERCALC,INC. 1983-2020, Build: 12.20.5.17 Description : Upper Floor Framin Wood Realm Design: A Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 BEAM Size: 4x10, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species : Douglas Fir - Larch Wood Grade: No.2 Fb - Tension 900.0 psi Fc - Prll 1,350.0 psi Fv 180.0 psi Ebend- xx 1,600.0 ksi Density 31.20 pcf Fb - Compr 900.0 psi Fc - Perp 625.0 psi Ft 575.0 psi Eminbend - xx 580.0 ksi Applied Loads Unif Load: D = 0.0150, S = 0.0250 k/ft, Trib=18.50 ft Unif Load: D = 0.080 k/ft, TO= 1.0 ft Unif Load: D = 0.0220, L = 0.040 k/ft, Trib= 7.750 ft Design Summary Max fb/Fb Ratio = 0.976: 1 fb : Actual : 1,198.09 psi at 3.000 ft in Span # 1 Fb: Allowable: 1,227.30 psi 1174 Load Comb: +D+0.750L+0.750S+H Max fv/FvRatio = 0.555: 1 Total Upward fv : Actual : 114.93 psi at 5.240 ft in Span # 1 Fv: Allowable: 207.00 psi 9999 Load Comb: +D+0.750L+0.750S+H Max Reactions (k) D L Lr S W E Left Support 1.58 0.93 1.39 Right Support 1.58 0.93 1.39 H Transient Downward 0.061 in Total Downward 0.088 in Ratio 1174 Ratio 819 LC: +L+S C: +D+0.750L+0.750S+H Total Upward Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 Max Reactions (k) LC: S W E LC: Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 BEAM Size: 4x10, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species : Douglas Fir - Larch Wood Grade: No.2 Fb - Tension 900.0 psi Fc - PHI 1,350.0 psi Fv 180.0 psi Ebend- xx 1,600.0 ksi Density 31.20 pcf Fb - Compr 900.0 psi Fc - Perp 625.0 psi Ft 575.0 psi Eminbend - xx 580.0 ksi Applied Loads Unif Load: D = 0.0150, S = 0.0250 k/ft, Trib=18.50 ft Unif Load: D = 0.080 k/ft, Trib=1.0 ft Unif Load: D = 0.0220, L = 0.040 k/ft, Trib= 6.50 ft Design Summary Max fb/Fb Ratio = 0.919. 1 fb : Actual : 1,127.76 psi at 3.000 ft in Span # 1 Fb: Allowable: 1,227.30 psi 870 Load Comb: +D+0.750L+0.750S+H Max fv/FvRatio = 0.523: 1 Total Upward fv : Actual : 108.18 psi at 5.240 ft in Span # 1 Fv : Allowable: 207.00 psi Load Comb: +D+0.750L+0.750S+H Max Reactions (k) g L Lr S W E Left Support 1.50 0.78 1.39 Right Support 1.50 0.78 1.39 H Transient Downward 0.057 in Total Downward 0.083 in Ratio 1255 Ratio 870 LC: +L+S C: +D+0.750L+0.750S+H Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Precise Engineering Project Title: Engineer: Project ID: Project Descr: Printed: 7 DEC 2021, 11:31 AM rile: man ZUOZ-Z Telm VeeK LOT y.ecb Multiple Simple Beam Software copyright ENERCALC, INC. 1983-2020, Build: 12.20.5.17 Wood Beam Design: C Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 BEAM Size: 4x8, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species : Douglas Fir - Larch Wood Grade: No.2 Fb - Tension 900.0 psi Fc - Prll 1,350.0 psi Fv 180.0 psi Ebend- xx 1,600.0 ksi Density 31.20 pcf Fb - Compr 900.0 psi Fc - Perp 625.0 psi Ft 575.0 psi Eminbend - xx 580.0 ksi Applied Loads Unif Load: D = 0.0150, S = 0.0250 k/ft, Trib= 18.50 ft Unif Load: D = 0.080 k/ft, Trib= 1,0 ft Unif Load: D = 0.0220, L = 0.040 k/ft, Trib= 7.750 ft Design Summary Max fb/Fb Ratio = 0.648; 1 fb : Actual : 866.79 psi at 2.000 ft in Span # 1 Fb : Allowable: 1,337.03 psi +D+L+H Load Comb: +D+0.750L+0.750S+H Max fv/FvRatio = 0.443: 1 Fv: Allowable: LC: fv : Actual : 91.64 psi at 0.000 ft in Span # 1 D L Lr S W E Fv: Allowable: 207.00 psi Right Support 0.36 0.65 Load Comb: +D+0.750L+0.750S+H Max Reactions (k) D L Lr S W E H Left Support 1.06 0.62 0.93 Right Support 1.06 0.62 0.93 Wood Beam Design: D Transient Downward 0.025 in Ratio 1908 LC: +L+S Transient Upward 0.000 in Ratio 9999 LC: Total Downward 0.036 in Ratio 1331 .C: +D+0.750L+0.750S+H +D+L+H Total Upward 0.000 in Ratio 9999 Fv: Allowable: LC: Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 BEAM Size: 4x8, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species : Douglas Fir - Larch Wood Grade: No.2 Fb - Tension 900.0 psi Fc - Prll 1,350.0 psi Fv 180.0 psi Ebend- xx 1,600.0 ksi Density 31.20 pcf Fb - Compr 900.0 psi Fc - Perp 625.0 psi Ft 575.0 psi Eminbend - xx 580.0 ksi Applied Loads Unif Load: D = 0.0220, L = 0.040 k/ft, Trib= 10.80 ft Design Summary Max fb/Fb Ratio = 0.253. 1 fb : Actual : 294.82 psi at 1.500 ft in Span # 1 Fb: Allowable: 1,165.38 psi Load Comb: +D+L+H Max fv/FvRatio = 0.198: 1 fv : Actual : 35.62 psi at 2.400 ft in Span # 1 Fv: Allowable: 180.00 psi Load Comb: +D+L+H Max Reactions (k) D L Lr S W E Left Support 0.36 0.65 Right Support 0.36 0.65 D(10.237-6).-L(O.4320) H Transient Downward 0.004 in Total Downward 0.007 in Ratio 8088 Ratio 5218 LC: L Only LC: +D+L+H Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Precise Engineering Multiple Simple Beam Wood Beam Design: E Project Title: Engineer: Project ID: Project Descr: Software Printed: 7 DEC 2021, 11:31 AM INC. 1983-2020, Build: 12.20.5.17 Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 3EAM Size: 4x8, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species : Douglas Fir - Larch Wood Grade: No.2 Fb - Tension 900.0 psi Fc - Prll 1,350.0 psi Fv 180.0 psi Ebend- xx 1,600.0 ksi Density 31.20 pcf Fb - Compr 900.0 psi Fc - Perp 625.0 psi Ft 575.0 psi Eminbend - xx 580.0 ksi Applied Loads Unif Load: D = 0.0220, L = 0.040 k/ft, Trib= 7.20 ft Design Summary Max fb/Fb Ratio = 0.169: 1 fb : Actual : 196.55 psi at 1.500 ft in Span # 1 Fb: Allowable: 1,165.38 psi Load Comb: +D+L+H Max fv/FvRatio = 0.132: 1 fv : Actual : 23.75 psi at 2.400 ft in Span # 1 Fv: Allowable: 180.00 psi Load Comb: +D+L+H Max Reactions (k) D L Lr S W E Left Support 0.24 0.43 Right Support 0.24 0.43 Wood Beam Design: F H Transient Downward 0.003 in Total Downward 0.005 in Ratio 9999 Ratio 7827 LC: L Only LC: +D+L+H Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 3EAM Size: 4x8, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species : Douglas Fir - Larch Wood Grade: No.2 Fb - Tension 900.0 psi Fc - Prll 1,350.0 psi Fv 180.0 psi Ebend- xx 1,600.0 ksi Density 31.20 pcf Fb - Compr 900.0 psi Fc - Perp 625.0 psi Ft 575.0 psi Eminbend - xx 580.0 ksi Applied Loads Unif Load: D = 0.0150, S = 0.0250 k/ft, Trib= 4.0 ft Unif Load: D = 0.080 k/ft, Trib=1,0 ft Unif Load: D = 0.0220, L = 0.040 k/ft, Trib=1.330 ft Design Summary Max fb/Fb Ratio = 0.093. 1 fb : Actual : 125.11 psi at 1.500 ft Fb : Allowable: 1,339.32 psi Load Comb: +D+0.750L+0.750S+H Max fv/FvRatio = 0.073: 1 fv : Actual : 15.12 psi at 2.400 ft Fv: Allowable: 207.00 psi Load Comb: +D+0.750L+0.750S+H Max Reactions (k) D L Lr S Left Support 0.25 0.08 0.15 Right Support 0.25 0.08 0.15 °°__ ----------- --- ------------ ---- in Span # 1 in Span # 1 4x8 3.0 ft Max Deflections vV E H Transient Downward 0.002 in Total Downward 0.003 in Ratio 9999 Ratio 9999 LC: +L+S C: +D+0.750L+0.750S+H Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Precise Engineering Project Title: Engineer: Project ID: Project Descr: Applied Loads Unif Load: D = 0.0220, L = 0.040 k/ft, Trib= 3.50 ft Unif Load: D = 0.0960 k/ft, Trib= 1.0 ft Unif Load: D = 0.0150, S = 0.0250 k/ft, Trib= 3.0 ft Design Summary Max fb/Fb Ratio = 0.191; 1 fb : Actual : 526.60 psi at 5.500 ft in Span # 1 Fb: Allowable: 2,756.62 psi 2716 Load Comb: +D+L+H LC: +L+S Max fv/FvRatio = 0.137: 1 Transient Upward fv : Actual : 39.16 psi at 0.000 ft in Span # 1 Fv: Allowable: 285.00 psi Ratio Load Comb: +D+L+H LC: Max Reactions (k) D L Lr S W E Left Support 1.20 0.77 0.41 Right Support 1.20 0.77 0.41 ilia Y ffii�1020ffinmv :, 5.25xl 1.875• ft H Transient Downward 0.049 in Total Downward 0.086 in Ratio 2716 Ratio 1539 LC: +L+S C: +D+0.750L+0.750S+H 0.101 : 1 Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 +D+S+H LC: Max Reactions (k) LC: Wood Beare Design: H Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 BEAM Size: 3.5x11.875, VersaLam, Fully Braced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Woad Species : Boise Cascade Wood Grade: Versa Lam 2.0 2800 West Fb - Tension 2,800.0 psi Fc - Prll 3,000.0 psi Fv 285.0 psi Ebend- xx 2,000.0 ksi Density 41.750 pcf Fb - Compr 2,800.0 psi Fc - Perp 750.0 psi Ft 1,950.0 psi Eminbend - xx 1,036.83 ksi Applied Loads Unif Load: D = 0.0150, S = 0.0250 k/ft, Trib= 7.0 ft Unif Load: D = 0.0960 klft, Trib= 1.0 ft Unif Load: D = 0.0220, L = 0.040 k/ft, Trib= 1.330 ft Design Summary Max fb/Fb Ratio = 0.097: 1 fb : Actual : 311.96 psi at 3.250 ft in Span # 1 Fb: Allowable: 3,220.00 psi Load Comb: +D+S+H Max fv/FvRatio = 0.101 : 1 fv : Actual : 33.26 psi at 0.000 ft in Span # 1 Fv : Allowable: 327.75 psi Load Comb: +D+S+H Max Reactions (k) g L Lr S W E H Left Support 0.75 0.17 0.57 Right Support 0.75 0.17 0.57 Transient Downward 0.009 in Ratio 8279 LC: +L+S Transient Upward 0.000 in Ratio 9999 LC: Total Downward 0.017 in Ratio 4662 LC:+D+S+H Total Upward 0.000 in Ratio 9999 LC: Precise Engineering Project Title: Engineer: Project ID: Project Descr: Printed: 7 DEC 2021, 11:31 AM Multiple Simple Beam File: Plan 2052-2 Yelm Creek Lot 9.ec6 p p Software copyright ENERCALC, INC. 1983-2020, Build: 12.20.5.17 Wood Beam Design: I Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 BEAM Size: 1.75x11.875, VersaLam, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Boise Cascade Wood Grade: Versa Lam 2.0 2800 West Fb - Tension 2,800.0 psi Fc - PHI 3,000.0 psi Fv 285.0 psi Ebend- xx 2,000.0 ksi Density 41.750 pcf Fb - Compr 2,800.0 psi Fc - Perp 750.0 psi Ft 1,950.0 psi Eminbend - xx 1,036.83 ksi Applied Loads Unif Load: D = 0.0220, L = 0.040 k/ft, Trib=11.50 ft Design Summary Max fb/Fb Ratio = 0.380: 1 fb : Actual : 785.93 psi at 2.750 ft in Span # 1 Fb: Allowable: 2,067.36 psi Load Comb: +D+L+H Max fv/FvRatio = 0.321 : 1 fv : Actual : 91.48 psi at 4.528 ft in Span # 1 Fv: Allowable: 285.00 psi Load Comb: +D+L+H Max Reactions (k) D L Lr S W E Left Support 0.70 1.27 Right Support 0.70 1.27 Wood Beam Design: J . • • • ... 1.75xl 1.875 5�50 H Transient Downward 0.019 in Total Downward 0.030 in Ratio 3389 Ratio 2186 LC: L Only LC: +D+L+H Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 BEAM Size: 1.75x11.875, VersaLam, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species : Boise Cascade Wood Grade: Versa Lam 2.0 2800 West Fb - Tension 2800 psi Fc - Prll 3000 psi Fv 285 psi Ebend- xx 2000 ksi Density 41.75 pcf Fb - Compr 2800 psi Fc - Perp 750 psi Ft 1950 psi Eminbend - xx:530120482 ksi Applied Loads Unif Load: D = 0.0220, L = 0.040 k/ft, Trib= 9.50 ft Design Summary Max fb/Fb Ratio = 0.314.1 fb : Actual : 649.25 psi at 2.750 ft in Span # 1 Fb: Allowable: 2,067.36 psi Load Comb : +D+L+H Max fv/FvRatio = 0.265: 1 fv : Actual : 75.57 psi at 4.528 ft in Span # 1 Fv: Allowable: 285.00 psi Load Comb: +D+L+H Max Reactions (k) D L Lr S W E Left Support 0.57 1.05 Right Support 0.57 1.05 .. • • • :• 1.75xl 1.875 •T H Transient Downward 0.016 in Total Downward 0.025 in Ratio 4103 Ratio 2647 LC: L Only LC: +D+L+H Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Precise Engineering Wood Beam Design: K Project Title: Engineer: Project ID: Project Descr: Software Printed: 7 DEC 2021. 11:31 AM ENERCALC, INC. 1983-2020, Build:12.20.5.17 Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 BEAM Size: 5.5x16.5, GLB, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: DF/DF Wood Grade: 24F - V4 Fb - Tension 2,400.0 psi Fc - Prll 1,650.0 psi Fv 265.0 psi Ebend- xx 1,800.0 ksi Density 31.20 pcf Fb - Compr 1,850.0 psi Fc - Perp 650.0 psi Ft 1,100.0 psi Eminbend - xx 950.0 ksi Applied Loads Unif Load: D = 0.0220, L = 0.040 k/ft, 0.0 ft to 8.0 ft, Trib=10.0 ft Unif Load: D = 0.250, L = 0.4490, S = 0.0810 k/ft, 8.0 to 16,250 ft, Tr1b=1,0 ft Unif Load: D = 0.0960 k/ft, 0.0 to 8.0 ft, Trib= 1.0 ft Unif Load: D = 0.0150, S = 0.0250 k/ft, 0,0 to 8.0 ft, TO= 18.50 ft Point: D =1.350, S = 2.250 k @ 8.0 ft Design Summary Max fb/Fb Ratio = 0.787: 1 fb : Actual : 2,082.93 psi at 7.963 ft in Span # 1 Fb: Allowable: 2,645.09 psi Load Comb : +D+0.750L+0.750S+H Max fv/FvRatio = 0.472: 1 fv : Actual : 143.78 psi at 0.000 ft in Span # 1 Fv : Allowable: 304.75 psi Load Comb : +D+0.750L+0.750S+H Max Reactions (k) g L Lr S W E H Left Support 4.79 3.35 4.10 Right Support 3.37 3.55 2.52 •� co ro ! • • • • • •• • 1;v •t Transient Downward 0.389 in Ratio 501 LC: +L+S Transient Upward 0.000 in Ratio 9999 LC: Total Downward 0.526 in Ratio 370 .C: +D+0.750L+0.750S+H Total Upward 0.000 in Ratio 9999 LC: SLAB ON GRADE 51 — — — — — — — — 55 — — — — — S5 w WX TWRIEENED— a., FDN VENTS GRAWL 5PAGE b REM) VBARNIN.R�W1 6 MIL VAPOR �i X,W sq � I 'T kD1424 (1 7 4 24 ca a m 51 55 DBL. J", X, All. 4' 31' OUT T FOR MECA. WOW, 24 24 J 22'x 30 L\x/ 24 CLAW SPACE ACCE55 L —J 101-11 5LAE3 ON GRADE 4' CONC. SLAB ON 24 T24 4' COMP. FILL TYP. SLOPE 3/16- FT TOWARD DOORS 0, 4'-1' 4--9 2- 10. 1.-,. 2-� 24 24 CLAT. FrG. 2 5LA5 ON RADE 4' CONC. I F. 24 24 1'4' V-ior 0 Boise cascade � Single 9-1/2" BCI® 5000-1.7 DF �ASS�D J03(1) (Joist) BC CALC® Member Report Dry 11 span I No cant. 116 OCS I Repetitive I Glued & nailed May 31, 2018 11:34:07 Build 6578 Job name: File name: Address: Description: City, State, Zip: Specifier: Customer: Designer: Code reports: ESR -1336 Company: B.I OMO-00 B2 Total Horizontal Product Length = 08-00-00 Reaction Summary (Down 1 Uplift) (lbs) Bearing Live Dead Snow Wind Roof Live B 1, 4-1/4" 548/0 99/0 B2, 1-3/4" 519/0 93/0 Load Summary Live Dead Snow Wind Roof OCs Tag Description Load Type Ref. Start End Loc Live 100% 90% 115% 160% 125% 1 Standard Load Unf. Area (Ib/ftZ) L 00-00-00 08-00-00 Top 40 12 16 2 Partition Unf. Area (lb/ft) L 00-00-00 08-00-00 Top 10 16 3 stairs Conc. Lin. (Ib/ft) L 04-00-00 04-00-00 Top 400 48 16 Controls Summary Value %Allowable Duration Case Location Pos. Moment 1738 ft -lbs 70.7% 100% 1 04-00-00 End Reaction 612 lbs 63.0% 100% 1 08-00-00 End Shear 617 lbs 41.8% 100% 1 00-04-04 Total Load Deflection U999 (0,108") n\a Ma 1 04-00-00 Live Load Deflection U999 (0.093") n\a Ma 2 04-00-00 Max Defl. 0.108" n\a n\a 1 04-00-00 Span / Depth 9.6 Bearing SupportS Dim. (Lx" Value % Allow % Allow Support Member Material B1 Wall/Plate 4-1/4" x 2" 646 lbs 18.8% 57.4% Hem -Fir B2 Beam 1-3/4" x 2" 612 lbs 28.0% 63.0% Douglas Fir BC FloorValue® Summary BC FloorValue®: l ' r }�� T- Subfloor: 3/4" OSB, Glue + Nail Standard Enhanced Premium Subfloor Rating: Premium Controlling Location: 04-01-04 N otes Design meets User specified (U360) Total load deflection criteria. Design meets User specified (U480) Live load deflection criteria. Design meets arbitrary (1") Maximum Total load deflection criteria. Calculations assume member is fully braced. BC CALC® analysis is based on IBC 2015, Composite EI value based on 3/4" thick OSB sheathing glued and nailed to member. Design based on Dry Service Condition. Page 1 of 1 Disclosure Use of the Boise Cascade Software is subject to the terms of the End User License Agreement (EULA). Completeness and accuracy of input must be reviewed and verified by a qualified engineer or other appropriate expert to assure its adequacy, prior to anyone relying on such output as evidence of suitability for a particular application. The output here is based on building code -accepted design properties and analysis methods. Installation of Boise Cascade engineered wood products must be in accordance with current Installation Guide and applicable building codes. To obtain Installation Guide or ask questions, please call (800)232-0788 before installation. BC CALC®, BC FRAMER®, AJST1A, ALLJOISTO , BC RIM BOARD-, BCI®, BOISE GLULAM-, BC FloorValue® , VERSA -LAM®, VERSA -RIM PLUS®, T Boise cascade .__ Single 9-1/2" BCI@ 5000-1.7 DF J03 (Joist) BC CALC® Member Report Dry 1 span I No cant. 116 OCS I Repetitive I Glued & nailed May 31, 2018 11:32:09 Build 6578 Job name: File name: Address: Description: City, State, Zip: Specifier: Customer: Designer: Code reports: ESR -1336 Company: 2 amdYvb..YYtY'sSaE��^'„ de gTb�l'm. iii �. 12-00-00 B1 B2 Total Horizontal Product Length = 12-00-00 Reaction Summary (Down / Uplift) (lbs) Bearing Live Dead Snow Wind Roof Live B1, 4-1/4" 40710 98/0 B2, 1-3/4" 39310 94/0 Load Summary Live Dead Snow Wind Roof OCS Live Tag Description Load Type Ref. Start End Loc. 100% 90% 115% 160% 125% 1 Standard Load Unf. Area (Ib/ftZ) L 00-00-00 12-00-00 Top 40 12 16 2 Partition Unf. Area (Ib/ft2) L 00-00-00 12-00-00 Top 10 16 Controls Summary Value %Allowable Duration Case Location Pos. Moment 1396 ft -lbs 56.8% 100% 1 06-01-04 End Reaction 487 lbs 50.1 % 100% 1 12-00-00 End Shear 475 lbs 32.2% 100% 1 00-04-04 Total Load Deflection U737 (0.189") 48.9% n\a 1 06-01-04 Live Load Deflection U914 (0.153") 52.5% n\a 2 06-01-04 Max Defl. 0.189" 18.9% n\a 1 06-01-04 Span / Depth 14.7 % Allow % Allow Bearing Supports Dim. (LxM Value Support Member Material 131 Wail/Plate 4-1/4" x 2" 505 lbs 14.7% 44.9% Hem -Fir B2 Beam 1-3/4" x 2" 487 lbs 22.3% 50.1 % Douglas Fir BC FloorValue® Summary BC FloorValue®: 1� Subfloor: 3/4" OSB, Glue + Nail Standard Enhanced Premium Subfloor Rating: Premium Controlling Location: 06-01-04 Notes Design meets User specified (U360) Total load deflection criteria. Design meets User specified (U480) Live load deflection criteria. Design meets arbitrary (1") Maximum Total load deflection criteria. Calculations assume member is fully braced. BC CALC® analysis is based on IBC 2015. Composite EI value based on 3/4" thick OSB sheathing glued and nailed to member. Design based on Dry Service Condition. Page 1 of 1 1111104 _ Use of the Boise Cascade Software is subject to the terms of the End User License Agreement (EULA). Completeness and accuracy of input must be reviewed and verified by a qualified engineer or other appropriate expert to assure its adequacy, prior to anyone relying on such output as evidence of suitability for a particular application. The output here is based on building code -accepted design properties and analysis methods. Installation of Boise Cascade engineered wood products must be in accordance with current Installation Guide and applicable building codes. To obtain Installation Guide or ask questions, please call (800)232-0788 before installation. BC CALC®, BC FRAMER@ , AJS-, ALLJOISTO , BC RIM BOARD-, BCI®, BOISE GLULAM-, BC FloorValue® , VERSA -LAM®, VERSA -RIM PLUS®, Precise Engineering Project Title: Engineer: Project ID: Project Descr: Printed: 7 DEC 2021, 11:40AM Multiple Simple Beare File: Plan 2052'-2Yelm Creek Lot9.ec6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.5.17 Description : main floor Wood Beam Design: A Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 BEAM Size: 4x8, Sawn, Fully Braced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species : Douglas Fir - Larch Wood Grade: No.2 Fb - Tension 900.0 psi Fc - Prll 1,350.0 psi Fv 180.0 psi Ebend- xx 1,600.0 ksi Density 31.20 pcf Fb - Compr 900.0 psi Fc - Perp 625.0 psi Ft 575.0 psi Eminbend - xx 580.0 ksi Applied Loads Unif Load: D = 0.0220, L = 0.040 k/ft, Trib= 8.0 ft Desrgn Summary (k) 12 L Lr S w E H Max fb/Fb Ratio = 0.876: 1 fb : Actual : 1,025.20 psi at 3.250 ft in Span # 1 Fb: Allowable: 1,170.00 psi Load Comb : +D+L+H Max fv/FvRatio = 0.434: 1 fv : Actual : 78.14 psi at 0.000 ft in Span # 1 Fv: Allowable: 180.00 psi Load Comb: +D+L+H Max Reactions (k) 12 L Lr S w E H Transient Downward 0.073 in Total Downward 0.113 in Left Support 0.57 1.04 Ratio 1073 Ratio 692 Right Support 0.57 1.04 fv : Actual : 107.29 psi at 0.000 ft in Span # 1 Fv: Allowable: 180.00 psi Load Comb: LC: L Only LC: +D+L+H Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Wood Beam Design: c Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 BEAM Size: 4x8, Sawn, Fully Braced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species : Douglas Fir- Larch Wood Grade: No.2 Fb - Tension 900 psi Fc - Prll 1350 psi Fv 180 psi Ebend- xx 1600 ksi Density 31.2 pcf Fb - Compr 900 psi Fc - Perp 625 psi Ft 575 psi Eminbend - xx 580 ksi Applied Loads Unif Load: D = 0.0150, L = 0.040 k/ft, Trib= 20.0 ft Des4gn Summary Max fb/Fb Ratio = 0.931; 1 fb : Actual : 1,089.72 psi at 2.250 ft in Span # 1 Fb: Allowable: 1,170.00 psi Load Comb: +D+L+H Max fv/FvRatio = 0.596: 1 fv : Actual : 107.29 psi at 0.000 ft in Span # 1 Fv: Allowable: 180.00 psi Load Comb: +D+L+H . • • • :• x 4.50 ft Max Reactions (k) D L Lr S W E H Transient Downward 0.042 in Left Support 0.68 1.80 Ratio 1294 Right Support 0.68 1.80 LC: L Only Transient Upward 0.000 in Ratio 9999 LC: Total Downward 0.057 in Ratio 941 LC: +D+L+H Total Upward 0.000 in Ratio 9999 LC: Precise Engineering Project Title: Engineer: Project I D: Project Descr: Applied Loads Unif Load: D = 0.0220, L = 0.040 k/ft, TO= 2.50 ft Design Summary Max fb/Fb Ratio = 0.398: 1 fb : Actual : 715.44 psi at 4.500 ft in Span # 1 Fb: Allowable: 1,799.20 psi Load Comb: +D+L+H Max fv/FvRatio = 0.183: 1 fv : Actual : 52.02 psi at 0.000 ft in Span # 1 Fv : Allowable: 285.00 psi Load Comb: +D+L+H Max Reactions (k) D L Lr S W E Left Support 0.25 0.45 Right Support 0.25 0.45 Wood Beam Design: E H Transient Downward 0.059 in Total Downward 0.092 in Ratio 1819 Ratio 1174 LC: L Only LC: +D+L+H Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 BLAM Size : 2x10, Sawn, Fully Braced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Wood Grade: Fb - Tension 1,000.0 psi Fc - Prll 1,000.0 psi Fv 65.0 psi Ebend- xx 1,300.0 ksi Density 34.0 pcf Fb - Compr 1,000.0 psi Fc - Perp 1,000.0 psi Ft 65.0 psi Eminbend - xx 1,300.0 ksi Applied Loads Unif Load: D = 0,0220, L = 0.040 k/ft, Trib=1.330 ft Point: D=0.1170, L = 0.5320 k @ 4.0 ft Desiqn Summary Max fb/Fb Ratio = 1.098; 1 fb : Actual : 1,098.25 psi at 4.000 ft in Span # 1 Fb: Allowable: 1,000.00 psi Load Comb: +D+L+H Max fv/FvRatio = 0.986: 1 fv : Actual : 64.08 psi at 0.000 ft in Span # 1 Fv : Allowable: 65.00 psi Load Comb: +D+L+H Max Reactions (k) D L Lr S W E Left Support 0.18 0.48 Right Support 0.18 0.48 D • • • • • • • H Transient Downward 0.115 in Total Downward 0.153 in Ratio 835 Ratio 627 LC: L Only LC: +D+L+H Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Precise Engineering Project Title: Engineer: Project ID: Project Descr: Printed: 7 DEC 2021, 11:40AM l Multiple Simple Beare File: Plan 2052-2Yelm Creek Lot9.ec6 p Software copyright ENERCALC, INC. 1983-2020, Build: 12.20.5.17 Wood Beam Design: F Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 BEAM Size: 2x10, Sawn, Fully Braced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Wood Grade: Flo - Tension 1,000.0 psi Fc - Prll 1,000.0 psi Fv 65.0 psi Ebend- xx 1,300.0 ksi Density 34.0 pcf Flo - Compr 1,000.0 psi Fc - Perp 1,000.0 psi Ft 65.0 psi Eminbend - xx 1,300.0 ksi Applied Loads Unif Load: D = 0.0220, L = 0.040 k/ft, Trib=1.330 ft Design Summary Max fb/Fb Ratio = 0.833: 1 fb : Actual : 832.67 psi at 6.000 ft in Span # 1 Fb : Allowable: 1,000.00 psi Load Comb: +D+L+H Max fv/FvRatio = 0.719: 1 fv : Actual : 46.71 psi at 11.240 ft in Span # 1 Fv : Allowable: 65.00 psi Load Comb: +D+L+H Max Reactions (k) D L if S w E H Left Support 0.18 0.32 Right Support 0.18 0.32 Transient Downward 0.194 in Ratio 742 LC: L Only Transient Upward 0.000 in Ratio 9999 LC: Total Downward 0.301 in Ratio 478 LC:+D+L+H Total Upward 0.000 in Ratio 9999 LC: