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2021.0007 plan 1876-2 yelm creek lot 6 calcsSTRUCTURAL CALCULATIONS For Level Design, LLC For Rainier Capitol Group LLC Plan 1876-2 Lateral & Vertical Design December 15, 2020 Project # 2020320 By PRECISE ENGINEERING INC. HAROLD HAHNENKRATT, P.E. SCOPE: Provide structural calculations for lateral and vertical design per the 2015 IBC. Plan to be built once at Yelm Creek Estates Lot 6 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 = 10psf 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 > _ #lDF GLB = 24f -v4 for simple span = 24f -v8 for cont. and cantilever. Concrete: f c = 2500psi Rebar = Grade 60 U.S. Seismic Design Maps 15716 View ®r Ct SE, Yelm, WA 98597, USA Latitude, Longitude: 46.9561641, -122.6070614 Page 1 of 3 https:Hseismicmaps.org/ 12/15/2020 �a 0 OR Ove SL -111-1 C6 _Chad.DuSE - , . Ye1m ; entrai m = Ir V3ew:i r Church Of Christ s ` ewr Dr.N :. "---Map data 02020 3 Date 12/15/2020, 12:42:53 PM Design Code Reference Document ASCE7-10 Risk Category II Site Class D - Stiff Soil j Type Value Description Ss 1.253 MCER ground motion. (for 0.2 second period) Si 0.499 MCER ground motion. (for 1.0s period) it SMs 1.253 Site -modified spectral acceleration value SMI 0.749 Site -modified spectral acceleration value SDs 0.835 Numeric seismic design value at 0.2 second SA Sol 0.499 1 Numeric seismic design value at 1.0 second SA ype Value Description � �� � mw.. � w�. 4 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 i MCEG peak ground acceleration i FPGA 1 1 Site amplification factor at PGA i. 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 i 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. S1D 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 https:Hseismicmaps.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 =AKZtpS30 ASD ps = .6 '\KZtPS30 Wind Speed Exposure Roof Pitch A= 1 Kzt = 1 ps30 = ASD ps = Seismic Loading: Simplified (ASCE 7.10 Chapter 28 Part 2) 110 mph B 5:12, 7:12 13.3 (Roof) 21.4 (Wall) 8.0 (Roof) 12.8 (Wall) SDS 0.831 Minimum Loading ps= 8.0 (Roof) 16.0 (Wali) (ASD) Minimum Loading ps = 4.8 (Roof) 9.6 (Wall) Section 12.4,12.8 ASCE7-10 Eh=rQh Qh=V V= CSW Cs=SDO AR E=(1.3SD511.4R)W R = 6.5 (Wood Shear Wall) R = 1.5 (Cantilever Column) V= 0.119 Wt. (Wood Shear Wall) V= 0.514 Wt. (Cantilever Column) r=1.3 PATIO e l �Eac'xc � esi c I 4C4bJxv I ................. r i I CU 1 KITCHEN �, ! r DINING AREA @' I p GREAT ROOM -A-NG!SLAN ! I . a ! _N! IAN<_c 3 F;,Rty b ,PANTRY X �E = CLGa!NC 2 C :5 i _ v Q' 3,^.L -ARG ! 'oR _C SREiff 3c I U 2 GAR GARAGE POWDEL OEM=1 ; 04 5- ' EN RY PORc m t a n cX-c _ -- -- ibc-0 G1 -c 00 -1 j FCoT I Cc R ;' r'll� „.i4- AE3 VE. -.._ ....._.. _- 6_ ,L �I\G _NE -OC ; VE -O4 I i ! 71-10' 2'-3'4 201.01 — MAIN FLOOR PLAN �}c 2018 Level Design, LLC. SCALE: 1/4" =1'-0" ALL DOORtWINDOW HEADERS TO BE -x10 OF02 AT 2x6 BEARING WAALL5 , U\.0-, 4 -0` MAX. SPAN Al 1 U=An==C. T/ Gk= it-" f r1 l AT '),A Li=A=1Al/ I Al i C 11NIen /'_/.-" MA'✓ C,=ANI Two Story Wind to Diaphragm Roof Ht. Wind Load Length Total Load A -B Roof Wind Upper Plate Height 8.1 Roof 8 Main Plate Height 9 Walls 12.8 Floor Depth 1 SUM 8164.8 Diaphragm Roof Ht. Wind Load Length Total Load 1-2 Roof 7.5 0.0 111,8 36.0 4026,2 Upper 122.2 36.0 4400.6 SUM 8426.9 WW2) C-KA/low k) Roof Ht. Wind Load Length Total Load A -B Roof 1 4.0 111.0 35.0 3886.4 Upper 0 122.2 35.0 4278.4 SUM 8164.8 WW2) C-KA/low k) U) 2 0 LL Q r) T r CC! 4- 4- ri `�' ai No o LO �r LO 00 ca 0)M O O N �- N r CV C6 ri U ) c� c -o,uEi �U c.uEi Z 5, Ua w r as C) C) d q (S7 O r r r N r o N oro to tiN to LO c LO Z7 Q M rn E-2r� �' rn T r r Q. a O0 a M co r-. r r LL r dCA CM7 CNN M N co (U LO Icc) nt ILO co U 06 m U It _ 4 CO .0N -0 U O cn C N C . N U U) CO U Q. oi co O O O O = LO CO i- 00 (0 r Cn U � E0)11 N W N a C o L CMO O CMO C2 �" tet' m rn LCi O \� O N r O C .. O o O r l(� 0 CO N r - N N Nm Ln M J � U M o E a o N 0 C .N CO (O O) LO co m c0 N M N N O U Nv� CL 0 0 N m N N co d O O O O lool O O m r izz 4— CV m m, m N a Co N U U c) ON LOO a� ri ai O O O CY5 C6 ri c Z Ua w r rn co q o oro F- tiN LO c M rn E-2r� �' rn T r r M co r r LL r dCA C;) co (U LO Icc) nt ILO co 06 m It 4 CO Q N _ oi co = 0 CO N r Cn N C o CMO O CMO �" tet' m rn LCi O \� O N r O C .. O O O LI) l(� 0 OM N N Nm M J io o a o 0 CO CO (O O) LO co m c0 N N N O Nv� CL CN N N �- J O O O O O O � CV m m, m W z J Q 0 Q 0 J �I�111 N nm� ui� •0 In LL'1 N O Ur -to kor cob lm QL Ma nr roLo m ❑g U p N p 'a O x � FC m U wwww U >q444 U �r-,ala �aw U uU�ao,a 0 U N N .0 N V 0 0000 1p U N m Ol M (IJ �N to M M t O rn N m 61 m U U mar i W ' ro .0 •'I � v -0vo 01 bolO lO b m mmin N N mmmm N N Lo .-I N 0) r N U 0 co p N U 10 m •0 In LL'1 N O Ur -to kor cob lm QL Ma nr roLo m ❑g U p N p 'a O x � FC m U b U OD CO U U 0 V i W ' ro .0 •'I CD m 01 m M N O' m LO m 0 I N Lo .-I M m r N 10 m al 7. r1 Ln m M rn r m '� m m N N M M N r �� I .-1� m N q +� 0 o 0 - 'D 0 0 w ko C� d' N 0 0 -i 4- ON 00 00 N N M N� rMiM LO N W rn In LO d• Lo N rn r C ci am o O m O m o q m H o m to cry c cr 0 v� m ro m a It= 4J O w o 'H ro 0 0 0 0 0 0 0 '1'r N In � C � 00 ro ro C 4 O O '� moi corn corn m m x � tr � rl Oto tO b m N N tO N o m F to c M N o M M io <r N 11 �o 1-1 ri N +1 O 0 m w q L N � d+ N � N N •.i O O tf1 N ' r I P 3 o,n OO 00 0 0 Hm Lo MH O O N N rl N O O NN rlri O O Mo N O O Md' d� O O m M O (q N ON N G)ON rl (N MI -1 vi M ri N 0) a d a owG a a 'i N fi N rZ' W pa Table 1. Recommended Allowable Design Values for APA Portal Frazee Used on a Rigid -Base Minimum Width Maximum Height Allowable Design (ASD) Values per Frame Segment h (in.) (ft) Sheart°•tt (Ibf) Deflection (in.) Load Factor panel sheathing 8 850 0.33 3.09 16 If needed, panel splice edges shall occur over and be a'• `. 10 25 0.44 2.97 i - 8 1,675 0.38 2.88 24 10 1,125 0.51 3.42 Foundation for Wind or Seismic Loadingt'r (a) Design values are based on the use of Douglas -fir or Southern pine framing. For other species of framing, multiply the above shear design value by the specific gravity adjustment factor = (1 - (0.5 - SG% where SG = specific gravity of the actual framing. This adjustment shall not be greater than 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. (a) 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 ore 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 (a) above. Figure 1. Construction Details for APA Portal -Frame Design with Hold Downs Pony wall height i 12" max I total wall height 10' max height i 1 ! I( ' I ' --- — Extent of header with double portal frames (two braced wall panels) - -- Extent of header with single portal frame --- (one braced wall panels) — 2' to 18' rough width of opening j for single or double portal Min.3'x 11-)14" net header steel header not allowed Fasten sheathing to header with 8d common or galvanized box nails at 3" grid pattern as shown Header to jack -stud strop per wind design. Min 1000 Ibf on both sides of opening opposite side of sheathing. Min. double 2x4 froming covered with min 3/8" thick wood structural panel sheathing with 8d common or galvanized box nails at 3" o.c. in all framing (studs, blocking, and sills) typ. Min length of panel per table 1 Min (2) 3500 Ib strap -type hold-downs (embedded into concrete and nailed into framing) Min reinforcing of foundation, one /F4 bar top and bottom of footing, lap bars 15" min. 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 2 Header to jack -stud strap per wind design min 1000 Ibf on both sides of opening opposite side of sheathing fFasten top plate to header with two rows of 16d sinker nails at 3" o.c. typ h f Min. 3/8" wood structural panel sheathing i f - r f1 If needed, panel splice edges shall occur over and be a'• `. s nailed to common blocking within middle 24° of portal height. One row of 3 o.c. nailing is required in each panel edge. ,'•I .---! i - —Typical portal frame iconstruction double 2x4 post (king and jack stud). Number of jack studs per IRC tables t 1 R502.5(1) & (2). t t t ` v Min 1000 Ib hold-down device (embedded into concrete and nailed into framing) 0 2014 APA — The Engineered Wood A."oiiation 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 3x3x 1 /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 l Od common (8d common nails must be 0.131 inch diameter, Senco KC27 Nails are equivalent. If 1 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 1Od'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 TREATED 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 2304.10.5 of the 2015 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 IOd'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 I Od's shall be minimum of 3x flat. SHEAR WALL SCHEDULE Zt sheathing nailed with 8d's at 6" on center all edges. HOLD DOWN SCHED ULE 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 #4 x 3'-0" pieces of longitudinal rebar at this location. HD U2 attaches to concrete foundation with a Simpson SSTB 16. HDU2 attaches to double 2x studs or 4x or 6x stud with (6) Simpson SDS 114 X 3 Wood Screws in wall above. HDUS attaches to concrete foundation with a Simpson SSTB 24. HDU5 attaches to double 2x studs or 4x or 6x stud with (14) Simpson SDS 1I4 X 3 Wood Screws in wall above. � ♦ � 117t�GYtJ1��E 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. Shear wall boundary member and Holdown member requirements will usually control member size. Install per Simpson's requirements. -------...._....--:-:.-:---:..- ::..............._..._..........._............._.__....----------.......---.--_--.--:-..- ......_._... :......._...... SCALE: 1/4" =1'-0° ALL EEAt 5 AND =a GRS -0 5E4X8 D= IT AT _'X'a 5IE.4FR \G XALi S. U.N.G.. o -c' M/' X. 5FAIN ALL BEANS AND N=ADERS -0 BE =X2- D= 12 AT 2X4 BEAR NG W=ALL5. JN.w.. 'o' -d' MAX, 5FA\ 5F-A.DrC A�E.45 IIM1.^DIG4TE CVERFR4MINC -2X6 = 24' C.C.. ti3.G. Title Block Line 1 Project Title: You can change this area Engineer: using the "Settings" menu item Project ID: and then using the "Printing & Project Descr: Title Block" selection. 83.11 psi at 4.400 ft in Span # 1 Title Block Line 6 Printed: '13 JUN 2019, 8:34AM Multiple SNrmple Beam., e - C:1Users\Harold\DOCUME-t1ENERCAMFil11i'lan 1876w2=6MUltlpd.- _ SoftwarecopyrightENERCALC,INC.1983-2619,Build10.16..31 0.69 1.16 Ratio 1631 >240 Ratio Description : Roof Framing Right Support Wood, (Beam Design: A LC: S Only LC: +D+S+H Calculations per NDS 2015, IBC 2015, CSC 2016, ASCE 7-10 BEAM Size: 4x8, Sawn, Fully Unbraced Transient Upward 0.000 in 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 - PHI 1350 psi Fv 180 psi Ebend- xx 1600 ksi Density 31.21 pcf Fb - Compr 900 psi Fc - Perp 625 psi Ft 575 psi Eminbend - xx 580 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 A 0.2775 S 0.4625 4x0 5.0 ft Fv: Allowable: 207.00 psi 2.000 ft in Span # 1 Fb: Allowable: 1,337.03 psi Load Comb: +D+S+H Max Deflections Max fv/FvRatio = Max Reactions (k) D L Lr S W E H Transient Downward 0.037 in Total Downward 0.059 in Left Support 0.69 1.16 Ratio 1631 >240 Ratio 1019 >240 Right Support 0.69 1.16 LC: S Only LC: +D+S+H s W E Left Support Transient Upward 0.000 in Total Upward 0.000 in 0.09 0.15 Ratio 9999 Ratio 9999 LC: LC: Wood Beam Design : , B Calculations per NDS 2015, IBC 2015, CBC -20116, ASCE. 7.10 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 psi Fc - Prll 1350 psi Fv 180 psi Ebend- xx 1600 ksi Density 31.21 pcf Fb - Compr 900 psi Fc - Perp 625 psi Ft 575 psi Eminbend - xx 580 ksi Applied Loads Unif Load: D = 0.0150, S = 0.0250 k/ft, Trib= 3.0 ft Design Summary Max fb/Fb Ratio = 0.070.1 fb : Actual : 93.93 psi at 2.000 ft in Span # 1 Fb: Allowable: 1,337.03 psi Load Comb: +D+S+H Max fv/FvRatio = 0,048: 1 fv : Actual : 9.93 psi at 0.000 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 0.09 0.15 Right Support 0.09 0.15 ......... ........ ... .....0(0 4x8 4.0 ft H Transient Downward 0.002 in Ratio 9999>240 Total Downward 0.004 in Ratio 9999 >240 LC: S Only Transient Upward 0.000 in Total Upward Ratio 9999 Ratio LC: LC:+D+S+H 0.000 in 9999 LC: Title Block Line 1 Project Title: You can change this area Engineer: using the "Settings" menu item Project ID: and then using the "Printing & Project Descr: Title Block" selection. +D+S+H Title Block Line 6 Printed: '13 JUN 2019, 8:34AM uNil 1eSIt fe Becl . . File=C;\Users\Harold\DOCUME-1\ENERCA-1lPlan1876-2,ec6 -2019, Bu11d;018.1231S;INC. . Wood Beam Design: C Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7.10 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 psi Fc - Prll 1350 psi Fv 180 psi Ebend- xx 1600 ksi Density 31.21 pcf Fb - Compr 900 psi Fc - Perp 625 psi Ft 575 psi Eminbend - xx 580 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 ft 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) g L Lr S W E H Transient Downward 0.006 in Total Downward 0.010 in Left Support 0.11 0.19 Ratio 9999>240 Ratio 6289 >240 Right Support 0.11 0.19 LC: S Only LG: +p+S+H Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: zlxC' 4'6 .e... 1 X .,. _.,+3 .f �Tv '/L X /? ;R— UPPER FLOOR FRAMING PLAN SCALE: 1/411 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Multiple Simple Beare Description : Roof Framing Project Title: Engineer: Project ID: Project Descr: " Software Printed: 13 JUN 2019, 9:01 AM NERCA-1\Plan 1 876-2.dc6 . Wood Beam Design: A Calculations per NDS 2015, IRC 2015, CRC 2016, ASCE 7-10 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 psi Fc - Prll 1350 psi Fv 180 psi Ebend- xx 1600 ksi Density 31.21 pcf Fb - Compr 900 psi Fc - Perp 625 psi Ft 575 psi Eminbend - xx 580 ksi Applied Loads Unif Load: D = 0.0150, S = 0,0250 k/ft, Trib=18,50 ft Unif Load: D = 0.0960 k/ft, TO= 1.0 It Unif Load: D = 0.0220, L = 0.040 k/ft, Trib= 7.50 ft Design Summary Max fb/Fb Ratio = 0.979: 1 fb : Actual : 1,201.33 psi at 3.000 ft in Span # 1 Fb : Allowable : 1,227.30 psi LC: +L+S Load Comb: +D+0.760L+0.750S+H Max fv/FvRatio = 0.557: 1 0.000 in fv : Actual : 115.24 psi at 5.240 ft in Span # 1 Fv: Allowable: 207.00 psi LC: Load Comb: +D+0.750L+0.750S+H Max Reactions (k) D L Lr S W E Left Support 1.62 0.90 1.39 Right Support 1.62 0.90 1.39 4x10 s.a e H Transient Downward 0.061 in Total Downward 0.088 in Ratio 1189 >360 Ratio 816 >360 LC: +L+S C: +D+0.750L+0.750S+H +D+0.750L+0.750S+H Transient Upward 0,000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: 207.00 psi LC: Wood Beam. Design:': B Calculations per NDS 2015, iRC 2015; CRC 20116, ASCE 7,10 . 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 psi Fc.- Prll 1350 psi Fv 180 psi Ebend- xx 1600 ksi Density 31.21 pcf Fb - Compr 900 psi Fc - Perp 625 psi Ft 575 psi Eminbend - xx 580 ksi Applied Loads Unif Load: D = 0,0150, S = 0.0250 k/ft, Trib=18.50 ft Unif Load: D = 0,0960 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 = 0.620-1 fb : Actual : 828.43 psi at 2.000 ft in Span # 1 Fb: Allowable: 1,337.03 psi LC: +L+S Load Comb: +D+0.750L+0.750S+H Max fv/FvRatio = 0.423: 1 0.000 in fv : Actual : 87.59 psi at 0.000 ft in Span # 1 Fv: Allowable: 207.00 psi LC: Load Comb: +D+0.750L+0.750S+H Max Reactions (k) D L Lr S W E Left Support 1.03 0.52 0.93 Right Support 1.03 0.52 0.93 4x8 4.Oft H Transient Downward 0.024 in Total Downward 0.034 in Ratio 2040 >360 Ratio 1392 >360 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: Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 multiple SIM ple'.Beam Project Title: Engineer: Project ID: Project Descr: Printed: '13 JUN ENERCALC, INC. 1983-2019, Build:10.18. 9:01 AM %13 ?.31 Wood Beam Design: ` C Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7.10 BEAM Size: 1.75x11.875 VersaLam, Fully Unbraced Using Allowabie 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 41.76 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=11,50 ft Design Summary Max fb/Fb Ratio = 0.380-1 fb : Actual : 785.93 psf 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 1.75x11.875 5,50 ft Fv: Allowable: 285.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) g L Lr S W E H Transient Downward 0.019 in Total Downward 0.030 in Left Support 0.70 1.27 Ratio 3389 >360 Ratio 2186 >360 Right Support 0.70 1.27 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:'D Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7.10 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 - Prll 3,000.0 psi Fv 285.0 psi Ebend- xx 2,000.0 ksi Density 41.760 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= 6,0 ft Design Summary Max fb/Fb Ratio = 0.198.1 fb : Actual : 410.05 psi at 2.750 ft in Span # 1, Fb: Allowable: 2,067.36 psi Load Comb: +D+L+H Max fv/FvRatio = 0.167: 1 fv : Actual : 47.73 psi at 4.528 ft in Span # 1 Fv: Allowable: 285.00 psi Load Comb: +D+L+H Max Reactions (k) Q L Lr S W E Left Support 0.36 0.66 Right Support 0.36 0.66 1.75x11.B75 5.50 ft H Transient Downward 0.010 in Total Downward 0.016 in Ratio 6497>360 Ratio 4191 >360 LC: L Only LC: +D+L+H Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Title Block Line 1 Project Title: You can change this area Engineer: using the "Settings" menu item Project ID: and then using the "Printing & Project Descr: Title Block" selection. 15.67 psi at 2.400 ft in Span # 1 Title Block Line 6 _ Printed: 13 JUN 2019, 9:01 AM Multiple Simple Beam File= CAUsers\HaroldlDOCUME-1lENERCA-1\Plan1876-2.ec6 . Software copyright ENERCALC, INC. 1983-2019, Build; 10.18.12.31 Wood Beam Design: E Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 BEAM Size: 4x8, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Woad 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 31.210 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= 4,750 ft Design Summary Max fb/Fb Ratio = 0.111: 1 fb : Actual : 129.67 psi at 1.500 ft in Span # 1 Fb: Allowable: 1,165.38 psi Load Comb: +D+L+H Max fv/FvRatio = 0.087: 1 fv : Actual : 15.67 psi at 2.400 ft in Span # 1 ------ _0(0,1045?_�Sa_1.94)....- ---- . 4.a 3.0 ft Fv: Allowable: 180.00 psi Load Comb : +D+L+H Max Reactions (k) D L Lr S w E Left Support 0.16 0.29 Right Support 0.16 0.29 H Max Deflections Transient Downward 0.002 in Total Downward 0.003 in Ratio 9999>360 Ratio 9999 >360 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: ` F Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 BEAM Size: 5.5x9, GLB, Fully Braced 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 31.210 pcf Fb - Compr 1,850.0 psi Fc - Perp 650.0 psi Ft 11100.0 psi Eminbend - xx 950.0 ksi Applied Loads Unif Load: D = 0.260, L = 0.2080, S = 0.1140 k/ft, Trib=1.0 ft Design Summary Max fb/Fb Ratio = 0.394; 1 _.....-......------------.--- D(0.260) L(0_2080) St0.1140�.---..... fb : Actual : 945.45 psi at 5.000 ft in Span # 1 i Fb: Allowable: 2,400.00 psi Load Comb: +D+L+H 5.5x9 Max fv/FvRatio = 0.228: 1 10.0 ft fv : Actual : 60.51 psi at 9.267 ft in Span # 1 Fv : Allowable: 265.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) D 1 Lr s W E H Transient Downward 0.121 in Total Downward 0.189 in Left Support 1.30 1.04 0.57 Right Support 1.30 1.04 0.57 Ratio 990 >240 Ratio 636 >240 LC: +L+S C: +0+0.750L+0.750S+H Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Title Block Line 1 Project Title: You can change this area Engineer: using the "Settings" menu item Project ID: and then using the "Printing & Project Descr: Title Block" selection. Max fb/Fb Ratio Title Block Line 6 Printed: 13 JUN 2019, 9:01AM Multiple Simple Beam File= WUsers\Harold=CUME-1\ENERCA-11Plan1876-2.eo6 Software copyright ENERCA[ C, INC, 1983-2019, BuIldi10.18.12,31 Wood Beam Design: G Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7.10 BEAM Size: 1.75x11.875, VersaLam, Fully Braced 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 - Pril 3000 psi Fv 285 psi Ebend- xx 2000 ksi Density 41.76 pcf Fb - Compr 2800 psi Fc - Perp 750 psi Ft 1950 psi Eminbend - xx:530120482 ksi Applied Loads Total Downward Unif Load: D = 0.0220, L = 0.040 k/ft, TO= 1,330 ft Unif Load: D = 0.0960 k/ft, 5,50 to 11.0 ft, Trib=1.0 ft Unif Load: D = 0.0150, L = 0,0250 k/ft, 5.50 to 11.0 ft, Trib= 3.0 ft Point: D =1.40, S = 2.40 k @ 9.50 ft Design Summary Load Comb : Max fb/Fb Ratio 0.203. 1 fb : Actual : 653.15 psi at 9.000 ft in Span # 1 Fb: Allowable: 3,220.00 psi Load Comb : +D+S+H Max fv/FvRatio = 0,213: 1 fv : Actual: 60.76 psi at 8.055 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 0.11 0.26 -0.13 Right Support 2.39 0.74 2.53 Wood Beam Design'. H --..._................. .. D.��,02926 t(0_e53 :_ h p7 off__ 1.75x 11,875 14.75xl1.875 9.0 ft 2.0 ft ns H Transient Downward 0.027 in Total Downward 0.034 in Ratio 1752>360 Ratio 1428 >360 LC: S Only LC: +D+S+H Transient Upward -0.022 in Total Upward -0.019 in Ratio 4210 Ratio 5714 LC: L Only LC: +D+S+H Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7.10 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 Fb - Compr 1,850.0 psi Fc - Perp 650.0 psi Ft 1,100.0 psi Eminbend - xx 950.01<si Applied Loads Unif Load: D = 0.0220, L = 0,040 klft, 0,0 ft to 8.0 ft, Trib=10.0 ft Unif Load: D = 0.0960 klft, 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 It, Trib=18,50 ft Unif Load: D = 0.2610, L = 0.4850, S = 0,080 k/ft, 8,0 to 16,250 ft, Trib=1.0 ft Point: D =1.350, S = 2.250 k @ 8.0 ft Design Summary Total Downward Max fb/Fb Ratio 0.799: 1 fb : Actual : 2,112.80 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 = 0.476: 1 fv : Actual : 145.07 psi at 0.000 ft in Span # 1 Fv: Allowable: 304.75 psi Load Comb: +D+0.750L+0.750S+H Density 31.210 pcf R!a 5i............._..._.........__...._D.(0,261_Q.?..� A 5,5X16.5 16.250 ft Max Reactions (k) D L Lr S W E H Transient Downward Left Support 4.81 3.43 4.10 Ratio Right Support 3.44 3.77 2.51 Transient Upward Ratio 0.397 in Total Downward 0.534 in 491 >360 Ratio 364 >360 LC: +L+S C: +D+0.750L+0.750S+H 0.000 in Total Upward 0.000 in 9999 Ratio 9999 LC: LC: 111111992 aftiseCasoade W... 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 June 13, 2019 08:38:15 Build 7192 Job name: File name: Address: Description: City, State, Zip: Specifier: Customer: Designer: Harold Hahnenkratt Code reports: ESR -1336 Company: Precise Engineering Inc 131 13-09.00 20-03-00 132 133 Total Horizontal Product Length = 34.00-00 Reaction Summary (©own I Uplift) (lbs) Bearing Live Dead Snow Wind Roof Live B1, 4-1/4" 425/142 68/0 - B2, 5-1/2" 1424/0 342/0 B3, 4-1/4" 589/29 134/0 Load Summary Live Dead Snow Wind Roof ocS Live Tag Description Load Type Ref. Start End Loc 100% 90% 116% 160% 125% 1 Standard Load Unf. Area (Ib/ftx) L 00-00-00 34-00-00- Top 40 12 16 2 PART Unf. Area (Ib/ft2) L 00-00-00 34-00-00 Top 10 16 Controls Summary Value % Allowable Duration Case Location Pos. Moment 2958 ft -lbs 72.9% 100% 3 25-02-05 Neg. Moment -3092 ft -lbs 76.2% 100% 1 13-09-00 End Reaction 723 lbs 50.8% 100% 3 34-00-00 Int. Reaction 1766 lbs 60.9% 100% 1 13-09-00 End Shear 694 lbs 41.4% 100% 3 33-07-12 Cont. Shear 961 lbs 57.4% 100% 1 13-11-12 Total Load Deflection L/447 (0.536") 80.6% n\a 3 24-04-06 Live Load Deflection L/539 (0.444") 89.0% n\a 6 24-04-06 Total Neg. Defl. U999 (-0.093") n\a n\a 3 08-05-01 Max Defl. 0.536" 53.6% n\a 3 24-04-06 Span / Depth 20.2 Bearing Supports Dim. (LxW) Value % Allow Support % Allow Member Material B1 Wail/Plate 4-114" x 2-5/16" 492 lbs 12.4% 34.6% Hem -Fir B2 Wall/Plate 5-112" x 2-5/16" 1766 lbs 22.2% 60.9% Douglas Fir B3 Wall/Plate 4-1/4" x 2-5/16" 723 lbs 18.2% 50.8% Hem -Fir BC FloorValue® Summary BC FloorValueO: Subfloors 3/4" OSB, Glue + Nail Minimum Enhanced Premium Subfloor Rating: Premium Controlling Location: 23-08-12 Cautions Uplift of -74 lbs found at bearing B1. Page 1 of 2 0 Boise Cascade WIM� Single 11-7/8" BCI® 6000-1.8 DF J01 (Joist) BC CALL® Member Report Dry 13 spans I R cant. 116 OCS ( Repetitive I Glued & nailed June 13, 2019 08:40:32 Build 7192 Job name: File name: Address: Description: City, State, Zip: Specifier: Customer: Designer: Harold Hahnenkratt Code reports: ESR -1336 Company: Precise Engineering Inc B1 13-00-00 B2 20.03-00 01-00-00 B3 Live Dead Snow Wind Roof Total Horizontal Product Length = 35-00-00 Reaction Summary (Down / Uplift) (Ibs) Live Dead Snow Wind Roof Live _Bearing B1, 4-1/4" 426/147 71/0 2/0 B2, 5-1/2" 1440 / 0 329/0 018 B3, 3-1/2" 646/0 34810 106/0 Load Summary Live Dead Snow Wind Roof ocS Live Tag Description Load Type Ref. Start End Loc. 100% 90% 116% 180% 125% 1 Standard Load Unf, Area (Ib/ftz) L 00-00-00 35-00-00 Top 40 12 16 2 PART Unf. Area (Ib/ft2) L 00-00-00 .35-00-00 Top 10 16 3 WALL Conc. Lin. (ib/ft) L 35-00-00 35-00-00 Top 96 16 4 ROOF Conc. Lin. (Ib/ft) L 35-00-00 35-00-00 Top 45 75 16 Controls Summary Value %Allowable Duration Case Location Pos. Moment 2951 ft-Ibs 72.7% 100% 3 25-03-12 Neg. Moment -3118 ft -lbs 76.8% 100% 4 13-09-00 End Reaction 496 lbs 34.8% 100% 2 00-00-00 Int. Reaction 1769 Ibs 61.0% 100% 4 13-09-00 End Shear 467 Ibs 27.9% 100% 2 00-04-04 Cont. Shear 962 lbs 57.5% 100% 4 13-11-12 Total Load Deflection L/443 (0.549") 81.3% n\a 3 24-05-11 Live Load Deflection L/519 (0.468") 92.4% n\a 14 24-05-11 Total Neg. Defl. U999 (-0.094") n\a n\a 3 08-05-01 Max Defl, 0.549" 54.9% n\a 3 24-05-11 Cant. Max Defl. -0.08" n\a n\a 3 35-00-00 Span I Depth 20.5 % Allow % Allow Bearing Supports Dim. (LxW) Value Support Member Material B1 Wall/Plate 4-1/4" x 2-5/16" 496 Ibs 12.5% 34.8% Hem -Fir B1 Uplift 76 lbs B2 Wall/Plate 5-1/2" x 2-5/16" 1769 Ibs 22.3% 61.0% Douglas Fir B3 Wall/Plate 3-1/2" x 2-5/16" 994 lbs 19.7% 39.8% Douglas Fir BC FloorValue® Summary BC FloorValue®: Subfloor: 3/4" OSB, Glue + Nail Minimum Enhanced Premium Subfloor Rating: Premium Controlling Location: 23-10-08 Page 1 of 2 0 Boise Cascade Single 11-718" BCI® 6000-1.8 DF �p SSr p J01 (Joist) BC CALCO Member Report Dry 13 spans I R cant. 116 OCS I Repetitive I Glued & nailed June 13, 2019 08:42:52 Build 7192 Job name: File name: Address: Description: City, State, Zip: Specifier: Customer: Designer: Harold Hahnenkratt Code reports: ESR -1336 Company: Precise Engineering Inc Load Summary B1 05-06-00 Tag Description 132 B3 03.06-00 02-00-00 Start End Loc Total Horizontal Product Length = 11-00-00 Reaction Summary (Down / Uplift) (lbs) 1 Standard Load Bearing Live Dead Snow Wind Roof Live B1,4-1/4" 174/7 34/0 0/3 B2, 5-1/2" 344/0 0/17 0/49 B3, 3-1/2" 277/0 346/0 152/0 Load Summary Live Dead Snow Wind Roof oc5 Tag Description Load Type Ref. Start End Loc 100% 90% Live 115% 160% 125% 1 Standard Load Unf. Area (Ib/ft2) L 00-00-00 11-00-00 Top 40 12 16 2 PART Unf. Area (Ib/ft2) L 00-00-00 11-00-00 Top 10 16 3 WALL Conc. Lin. (Ib/ft) L 11-00-00 11-00-00 Top 96 16 4 ROOF Conc. Lin. (Iblft) L 11-00-00 11-00-00 Top 45 75 16 Controls Summary Value %Allowable Duration Case Location Pos. Moment 205 ft -lbs 5.1% 100% 2 02-06-07 Neg. Moment -658 ft -lbs 14.1% 115% 7 09-00-00 End Reaction 208 lbs 14.6% 100% 2 00-00-00 Int. Reaction 624 lbs 24.9% 100% 5 09-00-00 End Shear 179 lbs 10.7% 100% 2 00-04-04 Cont. Shear 341 lbs 20.4% 100% 1 09-01-12 Total Load Deflection 2xL/1998 (0.025') n\a n\a 8 11-00-00 Live Load Deflection 2xL/1998 (0.009") n\a n\a 19 11-00-00 Total Neg. Defl. L/999 (-0.002") n\a n\a 8 07-05-10 Max Defl. 0.006" n\a n\a 2 02-09-12 Cant. Max Defl. 0.025" n\a n\a 8 11-00-00 Span / Depth 5.3 Bearing Supports Dim. (LxW) Value % Allow % Allow Support Member Material B1 Wall/Plate 4-1/4" x 2-5/16" 208 lbs 5.2% 14.6% Hem -Fir B2 Wall/Plate 5-1/2" x 2-5/16" 327 lbs 4.1% 11.3% Douglas Fir B3 Wall/Plate 3-1/2" x 2-5/16" 624 lbs 13.2% 24.9% Douglas Fir BC FloorValue® Summary BC FloorValue®: Subfloor: 3/4" OSB, Glue + Nail Minimum Enhanced Premium Subfloor Rating: Premium Controlling Location: 11-00-00 Cautions Uplift of -65 lbs found at bearing B2. Design assumes Top and Bottom flanges to be restrained. Page 1 of 2 No . • A Title Block Line 1 You can change this area using the "Settings" menu Item and then using the "Printing & Title Block" selection. Title Block Line 6 multiple Sim ple Beam Project Title: Engineer: Project ID: Project Descr: Printed: 13 JUN 2019, 9:39AM �nrau �wq-c,ec4 :, INCi 19834019, 1361ki:10.18.12.31 Description: MAIN FLOOR Wood Beam Design A Calculations per NDS 2015, IBC 2015, CBG 2016, ASCE 7.10 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 - PHI 1350 psi Fv 180 psi Ebend- xx 1600 ksi Density 31.21 pcf Fb - Compr 900 psi Fc - Perp 625 psi Ft 575 psi Eminbend - xx 580 ksi Ap,olled Loads (k) g L Lr 3W E H 0.54 0.98 Unif Load: D = 0.0220, L = 0.040 klft, Trib= 7.50 ft Design Summary 0.54 0.98 Max fb/Fb Ratio = 0.821 : 1 fb : Actual : Fb: Allowable: 961.12 psi at 3,250 ft in Span # 1 1,170.00 psi Load Comb: +D+L+H Max fv/FvRatio = 0.407: 1 fv : Actual : Fv : Allowable: 73.25 psi at 0.000 ft in Span # 1 180.00 psi Load Comb : +D+L+H 4x8 6.50 ft Max Reactions Left Support (k) g L Lr 3W E H 0.54 0.98 ~Transient Downward 0.068 in Total Downward 0.106 in Right Support 0.54 0.98 Ratio 1145>240 Ratio 738 >240 Load Comb: +D+L+H LC: L Only LC: +D+L+H D L Lr s W Left Support 0.91 1.21 Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 Wood Beam Design, B LC: LC: BEAM Size: 4x8, Sawn, Fully Braced Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Wood Species : Using Allowable Stress Design with ASCE 7-10 Load Combinations, Douglas Fir - Larch Major Axis Bending Fb -Tension Fb - Compr 900 psi Fc - PHI 1350 psi Fv 900 psi Fc - Perp 625 Wood Grade: No.2 180 psi Ebend- xx 1600 ksi Density 31.21 pcf psi Ft 575 psi Eminbend - xx 580 ksi Applied Loads Unif Load: D = 0.0220, L = 0,040 k/ft, Trib= 6,50 ft Unif Load: D = 0.0220, L = 0,040 k/ft, Trib= 4.50 ft Unif Load: D = 0.090 k/ft, Trib=1,0 ft Design Summary Max fb/Fb Ratio = 0.975; 1 fb .Actual . Fb: Allowable: 1,142.46 psi at 2.750 ft in Span # 1 1,170.00 psi Load Comb: +D+L+H Max fv/FvRatio = 0,548: 1 fv : Actual : Fv: Allowable: 98.72 psi at 0.000 ft in Span # 1 180.00 psi Load Comb: +D+L+H Max Reactions (k) D L Lr s W Left Support 0.91 1.21 Right Support 0.91 1.21 4x8 i 5.50 ft i Transient Downward 0.051 in Total Downward 0.090 in Ratio 1288>240 Ratio 734 >240 LC: L Only LC: +D+L+H Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Multiple Simple' Beam Wood Bearlr>t Design: C Project Title: Engineer: Project ID: Project Descr: Printed: 13 JUN 2019, 9:39AM Ile = C;1UserslHaroldlDOCUME�1IENERCAw1lPlan 1876.2.ec6 Software copyright ENERCALC, INC. 1983-2019, Build:1.0.18.12.31 Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7.10 BEAM Size: 1.75x9.5, VersaLam, f=ully Braced 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 41.76 pcf Fb - Compr 2800 psi Fc - Perp 750 psi Ft 1950 psi Eminbend - xx530120482 ksi Applied Loads Unif Load: D = 0.0220, L = 0,040 k/ft, Trib= 2,670 ft Desrgn Summar v Max fb/Fb Ratio = 0.337: 1 fb : Actual : 94132 psi at 5.000 ft in Span # 1 Fb. Allowable: 2,800.00 psi Load Comb: +D+L+H Max fv/FvRatio = 0.222: 1 fv : Actual : 63.23 psi at 9.233 ft in Span # 1 Fv : Allowable: 285.00 psi Load Comb: +D+L+H D(0,05$74)_L(0:1068) _............ -.-, 1.75x9.5 10.0 ft Max Reactions (k) D L Lr S w E H Transient Downward 0.097 in Total Downward 0.150 in Left Support 0.29 0.53 Right Support 0.29 0.53 Ratio 1242>360 Ratio 801 >360 LC: L Only LC: +D+L+H Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: &olseCasoade —� Single 9-1/2" BCI®5000-1.7 DF &�ASSD J02 (Joist) BC CALCO Member Report Dry I 1 span I No cant. 116 OCS I Repetitive I Glued & nailed June 13, 2019 09:31:33 Build 7192 Job name: File name: Address: Description: City, State, Zip: Specifier: Customer: Designer: Harold Hahnenkratt Code reports: ESR -1336 Company: Precise Engineering Inc 1311 o9-00.00 Total Horizontal Product Length = 09-00-00 B2 Reaction Summary (Down / Uplift) (lbs) _Bearing Live Dead Snow Wind Roof Live B1,41/4" 300/0 72/0 B2, 4-1/4" 300/0 72/0 (Load Summary Live Dead Snow Wind Roof Ocs Tag Description Load Tvpe Ref. Start End Live Loc 100% 90% 115% 160% 125% 1 Standard Load Unf. Area (Ib/ft2) L 00-00-00 09-00-00 Top 40 12 16 2 PART Unf. Area (Ib/ft2) L 00-00-00 09-00-00 Top 10 16 Controls Summary Value % Allowable Duration Case Location Pos. Moment 732 ft -lbs 29.8% 100% 1 04-06-00 End Reaction 372 lbs 33.1% 100% 1 00-00-00 End Shear 343 lbs 23.2% 100% 1 00-04-04 Total Load Deflection L/999 (0.058") n\a n\a 1 04-06-00 Live Load Deflection 1_1999 (0.047") n\a n\a 2 04-06-00 Max Defl. 0.058" n\a n\a 1 04-06-00 Span / Depth 10.6 Bearing Supports Dim. (LxW) Value % Allow Support % Allow Member Material B1 Wall/Plate 4-1/4" x 2" 372 lbs 10.8% ' 33.1% Hem -Fir B2 Wall/Plate 4-1/4" x 2" 372 lbs 10.8% 33.1% Hem -Fir BC FloorValue® Summary BC FloorValue@. Subfloor: 3/4" OSB, Glue +Nail Minimum Enhanced Premium Subfloor Rating: Premium Controlling Location: 04-06-00 Notes Design meets User specified (L/360) 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 CALCO analysis is based on IBC 2015. Composite El 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 CALCO, BC FRAMER@ , AJSTM, ALLJOISTO , BC RIM BOARDTM, BCI@ , BOISE GLULAMTM, BC FloorValue@ , VERSA -LAM@, VERSA -RIM PLUS@ ,