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2020.0026 Yelm Creek Estates Plan 2108-2 CalcSTRUCTURAL CALCULATIONS For Level Design, LLC For Rainier Capitol Group LLC Plan 2108-2 Lateral & Vertical Design October 29, 2020 Project # 2020260 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 ( Parcel #: 85820001900) 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 = l Opsf Floor: I joists at 16"oc Dead Load = 12psf Part. Load = IOpsf Live Load = 44psf 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 U.S. Seismic Design Maps Page 1 of 3 �GINfE�OSH PD N CALIFONNIA 15651 View Dr Ct SE, Yelm, WA 98597, IDSA Latitude, Longitude: 46.9557437, -122.6076063 North Yelm Design Code Reference Document Risk Category Site Class 11 D - Stiff Soil Type p Value w Description SS 1.253 MCER ground motion. (for 0.2 second period) XG// Si 0.499 MCER ground motion. (for 1.0s period) 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 SDI 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 F„ 1.501 Site amplification factor at 1.0 second PGA 0.5 MCEG peak ground acceleration J FPGA 1 Site amplification factor at PGA PGAM 0.5 Site modified peak ground acceleration TL 16 Long -period transition period in seconds SsRT i 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 i 0.499 Probabilistic risk -targeted ground motion. (1.0 second) S1 UH 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 https:Hseismiemaps.org/ 10/29/2020 LATERAL DESIGN Seismic Loading: Section 12.4,12.8 ASCE7-10 Eh=rQh Qh=V r=1.3 V= CSW CS=SDS/1.4R E=(1.3SDS/1.4R)W SDS 0.834 R = 6.5 (Wood Shear Wail) R = 1.5 (Cantilever Column) V= 0.119 Wt. (Wood Shear Wall) V= 0.477 M. (Cantilever Column) Wind Loading: Simplified (ASCE 7-10 Chapter 28 Part 2) ps=XKztps3o ASD ps = .6 AKZtps30 Wind Speed 110 mph ps30 Exposure B Pitch Roof Wall Roof Pitch 8:12,5:12 2:12 -7.2 17.76 Minimum Loading 3:12 -6.5 19.65 A= 1 ps = 8.0 (Roof) 4:12 -5.7 21.5 Kzt = 1 16.0 (Wall) 5:12 -0.5 21.4 6:12 6.87 20.3 ps30 = 13.3 (Roof) >7:12 13.3 19.4 19A (Wall) ASD (ASD) Minimum Loading PS= 8.0 (Roof) Ps = 4.8 (Roof) 11.6 (Wall) 9.6 (Wall) Seismic Loading: Section 12.4,12.8 ASCE7-10 Eh=rQh Qh=V r=1.3 V= CSW CS=SDS/1.4R E=(1.3SDS/1.4R)W SDS 0.834 R = 6.5 (Wood Shear Wail) R = 1.5 (Cantilever Column) V= 0.119 Wt. (Wood Shear Wall) V= 0.477 M. (Cantilever Column) r WM rMOD EL -UE PER 2EDIT 3a IN 8'-0' 10'-0' PATIO 12'-0' X 8'-0' SON 5GD 6061 XO 8061 XOX LL s KI n 101- V X 15'-91 H RDWOOD D 36' MANUF. GA9, FIREPLACE ©, W Oo I ? INSTALL PER MFRS. SPECS z o ND 0 W F- IDINING AREA GREAt ROOM j 2'-0' X 15'-0' 14'-0' X 15'-0' X HARDWOOD HARDWOOD DW e r II � SNMI B 111111 HH 1H s REF. 36 NIH I IN PANTRY BENCH II PE C. SHELVES L — — — J UP 16R U6/ R® I' -I 13'14' 4'-6' 0 El 7 X 5' 2880 AVIEN/ TANK Ea) p St® ACBE"' 2080 I$ 6'-4 4'-2- l 6' 2 0 6 4' O 4' BOLLARD 0 6� 111.0.R 2480 W� x DWOOD TILE m PED v 0 e 1100 SL 204 SH SG 0 FX ENTRY 2 GAR GARAGE P RC 20'-0' X 22'-0' CONC. F--------------------- --------------------BUILDING BUILDING LINE ABOVE 16080 OHD L- - - - - - - - - - - - - - BUILDING LINE ABOVE - V-0' I6'-0' 2'-0' 2'_0' 3 _g' 2'-0' V-6- .6'36'-0' 36'-0' © 2017 Level Design, LLC. SCALE: 1/4" =1'-0" Two Story Wind to Diaphragm Wind Upper Plate Height 8.1 Roof 8 Main Plate Height 9.1 Walls 11.6 Floor Depth 1 Diaphragm Roof Ht. Wind Load Length 1-2 Roof 3 3.0 105.8 20.0 Upper 111.4 20.0 2-3 Roof 6 0.0 95.0 16.0 Upper 111.4 18.0 SUM SUM �i a Total Load 2115.6 2227.2 1519.7 2004.5 7867.0 Total Load 2625.8 3118.1 1424.7 1670.4 8839.0 Roof Ht. Wind Load Length A -B Roof 1.5 3.0 93.8 28.0 Upper 0 111.4 28.0 B -C Roof 6 0.0 95.0 15.0 Upper 0 111.4 15.0 SUM SUM �i a Total Load 2115.6 2227.2 1519.7 2004.5 7867.0 Total Load 2625.8 3118.1 1424.7 1670.4 8839.0 C) 2 0 9 CL Q U C T M O C � Q .B LU O CQ N O CN C CL U C: T 4- 4- 4- 4- N O o LO L LO ao O O M N r (y T N co OO MO LL M M U M M U M M U) (U M M a U C ,T C N O O U) (n O O O O Z O) O T T r (V r N ii (M y O O M to O F - r LO 'a 00 O T c r N M N N Q d C Q. 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O O � � r r ti ti ti I- O P O r co r co r N C r N co Q f� U J U •rl Vl N � O Urto�r roo�niom aM d'Nr ro U 3 N N a'inm �mxxxx 0 x 0 m U 1� N ri rl rl 4J U aaaa aaaa n Q�mooC) 41 0 a�nN m m ro U V N M d� 1p a U 'a M If 1 l0 m r W U b, ro N41 1 N ,�roro1ro.roE�g NO mm mmmroN bm 4j w O� r r AN CO Ml0 V' M U 41 •rl to r m � l •-I n M U •rl Vl N � O Urto�r roo�niom aM d'Nr ro U 3 N N a'inm �mxxxx 0 x 0 m U 4J o�v41 41 b 0 0 00 a b, `47' r W b, a 4J ro 4j w O� O1 r r Ml0 V' M 41 •rl to r m rl vl n O a� 0 1p m �o r o M rn a� io M 11 114 0 Mr ,gym ioc oN z apo c F. 0 0 0 0 0 0 0 0 0 0 O +� 0 ,o N w to rn to Q m o w o m o m o o m C O O N m o m M U y� N m m d, `i r 01 N N WC C l0 1p r C N Ol d� l0 N l0 1D �O N M In N C 01 N m ri rl ,-i d' PQ U O m o m O m O m a ro o m o � 00 00 00 00 00 0.41� co H m ro N ri M r r -I N m `i O o m 10 1 N ro H O a 41 to o 0 0 0 0 0 0 0 0 0 ro "i � ro mm mrn mrn �rn mm m x N N C, N N Vl C r C C d� c O H m r M d' ri rl N ri ,� rl N rl y� A ro O w roM o om o 0 0 0 -11 in c1 c m o in r M -4. . 1 1 r l I C N N O O o 0 O O O O O O O O M M M PP r � a a a ro Table 1. Recommended Allowable Design Values for APA Portal Frame Used on a Rigid -Base Foundation forWind or Seismic Load.i:ng(a,h,c•d) (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. (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 Mold Downs 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 for single or double portal Pony ir -�-- 1 Minimum Width (in.) Maximum Height (ft) Allowable Design (ASD) Values per Frame Segment Shear(IJ) (Ibf) Deflection (in.) Load Factor 8 850 0.33 3.09 16 10 625 0.44 2.97 8 1,675 0.38 2.88 24 10 1,125 0.51 3.42 Foundation forWind or Seismic Load.i:ng(a,h,c•d) (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. (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 Mold Downs 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 for single or double portal 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 Headerta jack -stud strap per wind design min 1000 Ibf on both sides of opening opposite side of sheathing Fasten top plate to header with two rows of 16d sinker nails at 3" o.c. typ Min. 3/8" wood structural panel sheathing If needed, panel splice edges shall occur over and be nailed to common blocking within middle 24" of portal height. One row of 3" o.c. nailing is required in each panel edge. Typical portal frame construction Min double 2x4 post (king and jack stud). Number of jack studs per IRC tables R502.5(1) & (2). Min 1000 Ib hold-down device (embedded into concrete and nailed into framing) 0 2014 APA—The Engineered WoodAssociation Pony ir -�-- 1 Wall height r •_y ` A • Min.. 3'x 11-174" net header (4• steel header not of#awed Fasten sheathing to header with 8d common or t 12' galvanized box nails at 3" grid pattern as shown f max totali Header to jack -stud strap per wind design. wall height Min 1000 Ibf on both sides of opening opposite side of sheathing. 10' j°j° Min. double 2x4 framing covered with min 3/8" max thick wood structural panel sheathing with height 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 P (embedded into concrete and nailed into framing) r e` Min reinforcing of foundation, one #4 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 Headerta jack -stud strap per wind design min 1000 Ibf on both sides of opening opposite side of sheathing Fasten top plate to header with two rows of 16d sinker nails at 3" o.c. typ Min. 3/8" wood structural panel sheathing If needed, panel splice edges shall occur over and be nailed to common blocking within middle 24" of portal height. One row of 3" o.c. nailing is required in each panel edge. Typical portal frame construction Min double 2x4 post (king and jack stud). Number of jack studs per IRC tables R502.5(1) & (2). Min 1000 Ib hold-down device (embedded into concrete and nailed into framing) 0 2014 APA—The Engineered WoodAssociation 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 3x3xl/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 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 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 2304.9.5 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. SHEAR WALL SCHEDULE sheathing nailed with 8d's at 6" on center all edges. sheathing nailed with 8d's at 4" on center all edges and 4x or 6x studs at panel 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 #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 1/4 X 3 Wood Screws in wall above. HDU5 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. 441 4' U p as a as 4J as a s ron a��mm� b a��mrn U V NM Cl0 ryv th 1(1 l0 m ro � U NroroNb �NroNroU ro "1vv•0v u'•obav m mmmm mmmm ro " Inro 0 p p S N ro b ro N U 3 U 4 JJ Urso Jnr roomiom roru r n r U 3 NN<r u�m b U) gA(aQ �xxxx 0 x 0 H C w ro U m h Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the "Settings" menu item Project Descr: and then using the "Printing & Title Block" selection. Title Block Line 6 Printed: 16 AUG 2017.4:57RA File =c:lUserslHaroldlDCCUME-11ENERCA-1\PLANDM-1.EC6Multiple Simple Beam ENERGALC, INC: 1963-2017, Build 6.17.5.30, Ver:6.17.5.30 Description : roof framing Wood Beam Design A Calculations per NDS 2015, IBC 2015, CBG 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 - Pril 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, S = 0.0250 k/ft, Trib=15.50 ft Design Summary Downward L+Lr+S 0.064 in Downward Total Max fb/Fb Ratio = 0.812. 1 fb : Actual : 1,091.92 psi at 3.000 ft in Span # 1 Fb: Allowable: 1,345.50 psi Load Comb: +D+S+H Max fv/FvRatio = 0.425: 1 fv : Actual : 87.96 psi at 5.400 ft in Span # 1 Fv: Allowable: 207.00 psi Load Comb: +D+S+H Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.064 in Downward Total 0.102 in Left Support 0.70 1.16 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.70 1.16 Live Load DO Ratio 1127 >240 Total DO Ratio 704 >240 Wood Beam Design: B Max fv/FvRatio = 0.336: 1 fv : Actual : Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 BEAM Size: 4x8, Sawn, Fully Unbraced Load Comb: +D+S+H Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending 4x8, Sawn, Fully Unbraced Wood Species : Douglas Fir - Larch Wood Grade: No.2 fv : Actual : 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 Wood Grade: No.2 Applied Loads Fb - Tension 900 psi Fe - Prll 1350 psi Fv Unif Load: D = 0.0150, S = 0.0250 k/ft, Trib=15.50 ft 31.2 pcf Fb - Compr Design Summary (k) D L Lr S W E H Max fb/Fb Ratio = 0.564. 1 fb : Actual : 758.28 psi at 2.500 ft in Span # 1 Fb: Allowable: 1,345.50 psi Load Comb: +D+S+H Max fv/FvRatio = 0.336: 1 fv : Actual : 69.64 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 H Downward L+Lr+S 0.031 in Downward Total 0.049 in Left Support 0.58 0.97 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.58 0.97 Live Load Defl Ratio 1947 >240 Total DO Ratio 1217 >240 Wood Beam Design: c . _. Fb : Allowable: 1,345.50 psi Load Comb: Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 BEAM Size: 4x8, Sawn, Fully Unbraced 0.087: 1 fv : Actual : Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Fv: Allowable: Wood Species : Douglas Fir- Larch Wood Grade: No.2 +D+S+H Fb - Tension 900 psi Fe - 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 Right Support Applied Loads Unif Load: D = 0.0150, S = 0.0250 k/ft, Trib= 4.0 ft Design Summary Max fb/Fb Ratio = 0.145. 1 fb : Actual : 195.69 psi at 2.500 ft in Span # 1 Fb : Allowable: 1,345.50 psi Load Comb: +D+S+H Max fv/FvRatio = 0.087: 1 fv : Actual : 17.97 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 0.15 0.25 Right Support 0.15 0.25 ns H Downward L+Lr+S 0.008 in Downward Total 0.013 in Upward L+Lr+S 0.000 in Upward Total 0.000 in Live Load Defl Ratio 7547 >240 Total DO Ratio 4717 >240 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 Project Title: Engineer: Project Descr: Project ID: Miled:16 AUG, 2017, 4:57PM INC. 1963-2017, Build:6.i_7.5.30, Ver:6.17.5.30 Wood Beam Design: D 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 31.2 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= 11.50 ft Desrpn Summary H Max fb/Fb Ratio = 0.105. 1 fb : Actual : 140.65 psi at 1.250 ft in Span # 1 Fb: Allowable: 1,345.50 psi Load Comb: +D+S+H Max fv/FvRatio = 0.085: 1 fv : Actual : 17.67 psi at 1.900 ft in Span # 1 Fv: Allowable: 207.00 psi Load Comb: +D+S+H Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.001 in Downward Total 0.002 in Left Support 0.22 0.36 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.22 0.36 Live Load Defl Ratio 21001 >240 Total Defl Ratio 13125 >240 Wood Beam. Design: D 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 31.2 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= 5,60 ft Design Summary 0 0.0840 S 0.140 Max fb/Fb Ratio = 0.246 1 fb : Actual : 331.49 psi at 2.750 ft in Span # 1� mx•4. -. E_ - Fb : Allowable: 1,345.50 psi T Load Comb: +D+S+H Max fv/FvRatio = 0.138: 1 A fv : Actual : 28.65 psi at 0.000 ft in Span # 1 Fv: Allowable: 207.00 psi 5.50 ft, 4x8 Load Comb : +D+S+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.016 in Downward Total 0.026 in Left Support 0.23 0.39 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.23 0.39 Live Load Defl Ratio 4050 >240 Total Defl Ratio 2531 >240 :OMPANY dD SNORING -ORARY ING BE 'A RATE PLYWO( o 6/12 PATTERN ' lk i UPPER FLOOR FRAMING PLAN TJI 110 SERIES 2 J5T5 ® 16' O.C. PER MFG. SPECS. Boise Cascade Single 11-718" BCI® 5000-1.7 DF JoistW03 Dry 12 spans I Right cantilever 10/12 slope August 17, 2017 07:48:33 BC CALCO Design Report 16 OCS I Repetitive I Glued & nailed construction Build 5966 File Name: BC CALC Project Job Name: Description: Designs\J03 Address: Specifier: City, State, Zip: , Designer: Customer: Company: Code reports: ESR -1336 Misc: 10-00-00 V 01-00-00 BO B1 Total Horizontal Product Length = 11-00-00 Reaction Summary (Down / Uplift) (lbs) Bearing Live Dead Snow Wind Roof Live BO, 2-1/2" 338/3 63/0 0/10 B1, 5-1/2" 399/0 279/0 110/0 Live Dead Snow Wind Roof Live OCS Load Summary Tag Description Load Type Ref. Start End 100% 90% 115% 160% 125% 1 Standard Load Unf. Area (Ib/ft^2) L 00-00-00 11-00-00 40 12 16 2 Partition Load Partition (Ib/ft"2) L 00-00-00 11-00-00 10 16 3 wall Conc. Lin. (Ib/ft) L 11-00-00 11-00-00 80 16 4 roof Conc. Lin. (Ib/ft) L 11-00-00 11-00-00 45 75 16 Controls Summary Value %Allowable Duration Case Location Pos. Moment 918 ft -lbs 29.1% 100% 2 04-10-07 Neg. Moment -275 ft -lbs 7.6% 115% 5 10-00-00 End Reaction 402 lbs 33.8% 100% 2 00-00-00 Int. Reaction 678 lbs 26.8% 100% 1 10-00-00 End Shear 384 lbs 23.7% 100% 2 00-02-08 Cont. Shear 409 lbs 25.2% 100% 1 09-09-04 Total Load Defl. U999 (0.062") n/a n/a 2 04-11-14 Live Load Defl. U999 (0.054") n/a n/a 9 05-01-05 Total Neg. Defl. 2xU1,998 (-0.011") n/a n/a 2 11-00-00 Max Defl. 0.062" n/a n/a 2 04-11-14 Cant. Max Defl. -0.011" n/a n/a 2 11-00-00 Span / Depth 10 n/a n/a 0 00-00-00 Squash Blocks Valid % Allow % Allow Bearing Supports Dim. (L x W) Value Support Member Material BO Wall/Plate 2-1/2" x 2" 402 lbs n/a 33.8% Unspecified B1 Wall/Plate 5-1/2" x 2" 678 lbs 9.9% 26.8% Douglas Fir Cautions Design assumes Top and Bottom flanges to be restrained. Notes Page 1 of 2 ®Boise Cascade Single 11-7/8" BCI® 5000-1.7 DF Joist1J03 Dry 12 spans I Right cantilever 10/12 slope August 17, 2017 07:48:33 BC CALCO Design Report 16 OCS I Repetitive I Glued & nailed construction Build 5966 File Name: BC CALC Project Job Name: Description: Designs\J03 Address: Specifier: City, State, Zip: , Designer: Customer: Company: Code reports: ESR -1336 Misc: Design meets User specified (L/360) Total load deflection criteria. Disclosure Design meets User specified (L/480) Live load deflection criteria. Completeness and accuracy of input must Design meets arbitrary (1") Maximum total load deflection criteria. be verified by anyone who would rely on Design meets arbitrary (1") Cantilever Maximum total load deflection criteria. output as evidence of suitability for particular application. Output here based Calculations assume member is full braced. Y on building code -accepted design Composite EI value based on 23/32" thick OSB sheathing glued and nailed to member. properties and analysis methods. Design based on Dry Service Condition. Installation of Boise Cascade engineered Cantilevers require sheathed bottom flanges, blocking at cantilever support and closure at wood products must be in accordance with current Installation Guide and applicable ends. building codes. To obtain Installation Guide or ask questions, please call (800)232-0788 before installation. BC CALC®, BC FRAMERO , AJSTM, ALLJOISTO , BC RIM BOARDTM, BCIO , BOISE GLULAM-, SIMPLE FRAMING SYSTEMO , VERSA -LAM@, VERSA -RIM PLUS@ , VERSA-RIM(D, VERSA -STRAND@, VERSA -STUD@) are trademarks of Boise Cascade Wood Products L.L.C. Boise Cascade Single 11-7/8"° BCI® 5000-1.7 DF Dry 1 span I No cantilevers 10112 slope BC CALCO Design Report 16 OCS Repetitive I Glued & nailed construction Build 5966 File Name: BC CALC Project Job Name: Description: Designs1J01 Address: Specifier: City, State, Zip: , Designer: Customer: Company: Code reports: ESR -1336 Misc: BO 16-00-00 Total Horizontal Product Length = 16-00-00 Joist\J01 August 17, 2017 07:41:57 Reaction Summary (Down / Uplift) ( Ibs ) Bearing Live Dead Snow Wind Roof Live BO, 2-1/2" 533/0 128/0 B1, 2-1/2" 533/0 12810 B1 Live Dead Snow Wind Roof Live OCS Load Summary Tag Description Load Type Ref. Start End 100% 90% 115% 160% 125% 1 Standard Load Unf. Area (Ib/ft"2) L 00-00-00 16-00-00 40 12 16 2 Partition Load Partition (Ib/ft^2) L 00-00-00 16-00-00 10 16 Controls Summary Value %Allowable Duration Case Location Pos. Moment 2,550 ft -lbs 80.9% 100% 1 08-00-00 End Reaction 661 lbs; 55.7% 100% 1 00-00-00 End Shear 644 lbs; 39.6% 100% 1 00-02-08 Total Load Defl. U504 (0.374") 71.4% n/a 1 08-00-00 Live Load Defl. U626 (0.301") 76.7% n/a 2 08-00-00 Max Defl. 0.374" 37.4% n/a 1 08-00-00 Span / Depth 15.9 n/a n/a 0 00-00-00 Squash Blocks Valid % Allow % Allow Searing Supports Dim. (L x W) Value Support Member Material BO Wall/Plate 2-1/2" x 2" 661 lbs n/a 55.7% Unspecified B1 Wall/Plate 2-1/2" x 2" 661 lbs n/a 55.7% Unspecified Notes Design meets User specified (0360) 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. Composite EI value based on 23/32" thick OSB sheathing glued and nailed to member Design based on Dry Service Condition. Page 1 of 1 Disclosure Completeness and accuracy of input must be verified by anyone who would rely on output as evidence of suitability for particular application. Output here 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 FRAMERO , AJSTM, ALLJOISTO , BC RIM BOARDTM, BCIO , BOISE GLULAMTM, SIMPLE FRAMING SYSTEM@ , VERSA -LAM@, VERSA -RIM PLUS@ , VERSA -RIM@, VERSA -STRANDS, VERSA-STUDO are trademarks of Boise Cascade Wood Products L.L.C. Boise Cascade Single 11-7/8" BCI® 5000-1.7 DF Joist\J02 BG CALCO Design Report NEE Build 5966 Job Name: Address: City, State, Zip: , Customer: Code reports: ESR -1336 BO Dry 1 span I No cantilevers 10112 slope 16 OCS Repetitive I Glued & nailed construction File Name: BC CALC Project Description: Designs\J02 Specifier: Designer: Company: Misc: 10-00-00 Total Horizontal Product Length = 10-00-00 August 17, 2017 07:44:52 Reaction Summary (Down / Uplift) (Ibs ) Bearing Live Dead Snow Wind Roof Live B0, 2-1/2" 333/0 116/0 25/0 B1, 2-1/2" 33310 231/0 108/0 B1 Controls Summary Value %Allowable Duration Case Location Live Dead Snow Wind Roof Live OCS Load Summary 05-05-06 End Reaction 564 lbs 47.5% 100% 1 10-00-00 End Shear Tag Description Load Type Ref. Start End 100% 90% 115% 160% 125% n/a 1 Standard Load Unf. Area (Ib/ft^2) L 00-00-00 10-00-00 40 12 4 16 2 Partition Load Partition (Ib/ft^2) L 00-00-00 10-00-00 10 Span / Depth 9.8 16 3 wall Conc. Lin. (Ib/ft) L 08-00-00 08-00-00 80 16 4 roof Conc. Lin. (Ib/ft) L 08-00-00 08-00-00 60 100 16 Controls Summary Value %Allowable Duration Case Location Pos. Moment 1,155 ft -lbs 36.7% 100% 1 05-05-06 End Reaction 564 lbs 47.5% 100% 1 10-00-00 End Shear 547 lbs 33.7% 100% 1 09-09-08 Total Load Defl. U999 (0.076") n/a n/a 1 05-01-09 Live Load Defl. U999 (0.051'.) n/a n/a 4 05-00-05 Max Defl. 0.076" n/a n/a 1 05-01-09 Span / Depth 9.8 n/a n/a 0 00-00-00 Squash Blocks Valid % Allow % Allow Bearing Supports Dim. (L x W) Value Support Member Material BO Wall/Plate 2-1/2" x 2" 449 lbs n/a 37.8% Unspecified B1 Wall/Plate 2-112" x 2" 564 lbs n/a 47.5% Unspecified Motes 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. Composite EI value based on 23132" thick OSB sheathing glued and nailed to member. Design based on Dry Service Condition. Page 1 of 1 Disclosure Completeness and accuracy of input must be verified by anyone who would rely on output as evidence of suitability for particular application. Output here 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 FRAMERO , AJS- ALLJOISTO , BC RIM BOARDTm, BCI@ , BOISE GLULAMTM' SIMPLE FRAMING SYSTEM@ , VERSA -LAM@, VERSA -RIM PLUSO , VERSA -RIM@, VERSA -STRAND@, VERSA -STUD@ are trademarks of Boise Cascade Wood Products L.L.C. Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the "Settings" menu item Project Descr: and then using the "Printing & Title Block" selection. Title Block Line 6 Printed: 'I/AUG 2017, 8a3AM Multi Ie Simple Beam rile =v.\UserslHaroldIDOCUME-11ENERC411PLANDI4t-1.EC6 p p ENERCALC: INC. 1983-2017, Build:6.17.5.30,Ver:6.17.6.30 Description : roof framing Wood Beam Design: A Calculations per NDS 2016, IBC 201.5, CBC 2016, ASCE 7-10 BEAM Size: 5.5x13.5, 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 2400 psi Fc - Prll 1650 psi Fv 265 psi Ebend- xx 1800 ksi Density 31.2 pcf Fb - Compr 1850 psi Fc - Perp 650 psi Ft 1100 psi Eminbend - xx 950 ksi Applied Loads Unif Load: D = 0. 1730, L = 0.250, S = 0,0810 k/ft, 0,0 ft to 4.750 ft, Trib=1,0 ft Unif Load: D = 0.210, L = 0,30, S = 0.0830 k/ft, 4.750 to 16.250 ft, Trib=1.0 ft DesJgn Summary Downward L+Lr+S 0.290 in Max fb/Fb Ratio = 0.489. 1 fb : Actual : 1,174.18 psi at 8.233 ft in Span # 1 Fb: Allowable: 2,400.00 psi Load Comb: +D+L+H Max fv/FvRatio = 0.269: 1 fv : Actual : 71.33 psi at 15.167 ft in Span # 1 Fv: Allowable: 265.00 psi Load Comb : +D+L+H Max Reactions (k) D L if S W E H Downward L+Lr+S 0.290 in Downward Total 0.383 in Left Support 1.56 2.23 0.67 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 1.68 2.40 0.67 Live Load Defl Ratio 672 >360 Total Defl Ratio 508 >360 Wood Beam Design : B Max fv/FvRatio = 0.370: 1 - Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 BEAM Size: 5.5x16.5, GLB, Fully Braced 265.00 psi Load Comb: Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Calculations per NDS 2015, IBC 2016, CBC 2016, Wood Species: DF/DF Wood Grade: 24F - V4 5.5x11.875, GLB, Fully Braced Fb - Tension 2400 psi Fc - Prll 1650 psi Fv 265 psi Ebend- xx 1800 ksi Density 31.2 pcf Fb - Compr 1850 psi Fc - Perp 650 psi Ft 1100 psi Eminbend -xx 950 ksi Applied Loads Boise Cascade Wood Grade: Versa Lam 2.0 2800 West Unif Load: D = 0.0880, L = 0.250, S = 0.0250 k/ft, 0.0 ft to 6.250 ft, Trib=1.0 ft Fb - Tension 2800 psi Fc - Prll 3000 psi Fv Unif Load: D = 0.110, L = 0.250, S = 0.010 k/ft, 6.250 to 19.0 ft, Trib=1.0 ft 41.75 pcf Fb - Compr Unif Load: D = 0.0220, L = 0.040 k/ft, 0.0 to 9.50 ft, Trib= 6,50 ft 1950 psi Eminbend - xx 530120482 ksi Unif Load: D = 0.0220, L = 0.040 k/ft, 9.50 to 19.0 ft, Trib= 5.0 ft Design Summary (k) D L Lr S W E H Max fb/Fb Ratio = 0.663; 1 fb : Actual : 1,545.57 psi at 9.247 ft in Span # 1 Fb: Allowable: 2,331.64 psi Load Comb: +D+L+H Max fv/FvRatio = 0.370: 1 fv: Actual : 97.97 psi at 0.000 ft in Span # 1 Fv: Allowable: 265.00 psi Load Comb: +D+L+H Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.393 in Downward Total 0.566 in Left Support 2.21 4.70 0.17 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 2.15 4.42 0.11 Live Load Defl Ratio 580 >360 Total Defl Ratio 403 >360 Wood Beam Design: 'C 0.357: 1 fv : Actual: 101.72 psi at 0.000 ft in Span # 1 Fv: Allowable: Calculations per NDS 2015, IBC 2016, CBC 2016, ASCE 7-10 BEAM Size: 5.5x11.875, GLB, Fully Braced D L Lr S W E Left Support 1.86 3.38 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=13.50 ft Design Summary Max fb/Fb Ratio = 0.542. 1 fb : Actual : 1,517.60 psi at 6.250 ft in Span # 1 Fb: Allowable: 2,800.00 psi Load Comb: +D+L+H Max fv/FvRatio = 0.357: 1 fv : Actual: 101.72 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 1.86 3.38 Right Support 1.86 3.38 H Downward L+Lr+S 0.194 in Downward Total 0.301 in Upward L+Lr+S 0.000 in Upward Total 0.000 in Live Load Defl Ratio 772 >360 Total Defl Ratio 498 >360 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 Project Title: Engineer: Project Descr: Project ID: Miled: I ? AUG 2017, 8:53NA 1983-2017, Build:6,17,5,30,Vec6.17.5.30 Wood Beam Design: D Calculations per NDS 2015, IBC 2016, CBC 2016, ASCE 7-10 BEAM Size: 4x6, 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 31.2 pcf Fb - Compr 900 psi Fc - Perp 625 psi Ft 575 psi Eminbend - xx 580 ksi Applied Loads Unif Load: D = 0,0220, L = 0.040 k/ft, Trib= 9.0 ft Desrgn Summary Downward L+Lr+S 0.027 in Downward Total Max fb/Fb Ratio = 0,649. 1 fb : Actual : 758.93 psi at 2.000 ft in Span # 1 Fb : Allowable: 1,170.00 psi Load Comb: +D+L+H Max fv/FvRatio = 0.374: 1 fv : Actual : 67.25 psi at 0.000 ft in Span # 1 Fv: Allowable: 180.00 psi Load Comb: +D+L+H Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.027 in Downward Total 0.042 in Left Support 0.40 0.72 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.40 0.72 Live Load Defl Ratio 1787 >360 Total Defl Ratio 1153 >360 Wood Beam Design: E Max fv/FvRatio = 0,302: 1 fv : Actual: Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 BEAM Size: 5.25x9.5, VersaLam, Fully Unbraced Load Comb: +D+0.750L+0.750S+H Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending BEAM Size: Wood Species: Boise Cascade Wood Grade: Versa Lam 2.0 2800 West +D+0.750L+0.750S+H 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 - xx530120482 ksi Douglas Fir - Larch Applied Loads Fb - Tension Unif Load: D = 0.0150, S = 0,0250 k/ft, Trib= 15.50 ft 170 psi Ebend- xx 1300 ksi Density 31.2 pcf Unif Load: D = 0,080 k/ft, Trib= 1,0 ft 875 psi Fc - Perp 625 psi Ft 425 psi Eminbend - xx 470 ksi Unif Load: D = 0,0220, L = 0.040 k/ft, Trib= 8,0 ft Desrgn Summary (k) D L Lr S W E H Max fb/Fb Ratio = 0.385. 1 fb : Actual: 1,238.92 psi at 4.000 ft in Span # 1 Fb: Allowable: 3,220.00 psi Load Comb: +D+0.750L+0.750S+H Max fv/FvRatio = 0,302: 1 fv : Actual: 98.90 psi at 0.000 ft in Span # 1 Fv : Allowable: 327.75 psi Load Comb: +D+0.750L+0.750S+H Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.087 in Downward Total 0.126 in Left Support 1.95 1.28 1.55 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 1.95 1.28 1.55 Live Load DO Ratio 1098 >360 Total Defl Ratio 762 >360 Wood Beam Design.: F Load Comb: +D+0.750L+0.750S+H Max fv/FvRatio = 0.332: 1 Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 BEAM Size: 6x10, Sawn, Fully Unbraced Load Comb: +D+0.750L+0.750S+H Max Reactions (k) Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending 1.47 0.96 1.16 Wood Species: Douglas Fir - Larch Wood Grade: No.2 Fb - Tension 875 psi Fc - Prll 600 psi Fv 170 psi Ebend- xx 1300 ksi Density 31.2 pcf Fb - Compr 875 psi Fc - Perp 625 psi Ft 425 psi Eminbend - xx 470 ksi Applied Loads Unif Load: D = 0.0150, S = 0.0250 k/ft, Trib= 15.50 ft Unif Load: D = 0.080 k/ft, Trib= 1.0 ft Unif Load: D = 0.0220, L = 0.040 k/ft, Trib= 8.0 ft Design Summary Max fb/Fb Ratio = 0,661 • 1 fb : Actual : 665.22 psi at 3.000 ft in Span # 1 Fb : Allowable: 1,006.25 psi Load Comb: +D+0.750L+0.750S+H Max fv/FvRatio = 0.332: 1 fv : Actual: 64.95 psi at 5.220 ft in Span # 1 Fv: Allowable : 195.50 psi Load Comb: +D+0.750L+0.750S+H Max Reactions (k) D L Lr S W E Left Support 1.47 0.96 1.16 Right Support 1.47 0.96 1.16 �. GlS[":Sl4�MA�l71�R H Downward L+Lr+S 0.041 in Downward Total 0.058 in Upward L+Lr+S 0.000 in Upward Total 0.000 in Live Load DO Ratio 1773 >360 Total DO Ratio 1231 >360 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 Project Title: Engineer: Project Descr: ENE Project ID: Printed: 17 AUG 2017. 8:53AM iUsers\HaroldlDOCUME-I\ENERCA-1\PLANDM-1,EC6 INC. 1983-2017, Buiid:6.17.5.30, Ver:8.17:5.30 Wood Beam Design: G 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 - PHI 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, S = 0,0250 k/ft, Trib= 3.0 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 SummarX Max fb/Fb Ratio = 0.082; 1 fb : Actual: 110.25 psi at 1.500 ft in Span # 1 Fb: Allowable: 1,345.50 psi Load Comb : +D+0.750L+0.750S+H Max fv/FvRatio = 0.064: 1 fv : Actual : 13.32 psi at 2.400 ft in Span # 1 Fv : Allowable: 207.00 psi Load Comb: +D+0,750L+0.750S+H Max Reactions (k) D L Lr 5 W E Left Support 0.23 0.08 0.11 Right Support 0.23 0.08 0.11 H Downward L+Lr+S 0.001 in Downward Total 0.003 in Upward L+Lr+S 0.000 in Upward Total 0.000 in Live Load Defl Ratio 27255 >240 Total Defl Ratio 13953 >240 36'-0' PATIO e CONIC. 14' X I' SCREENED IDN VENTS (5) REO'D r I �0' DB . J T. t„r _ 4214 24 w 24 24 iv.. , :•: DBL. JST. a CRAWL. 5PACE e IS' MIN. W/ 6 MIL VAPOR BARRIER TYP.al N Qr LL [v Qr LL II '. 310, 6'-0' 6'•0' .6'- 6'-0' 1'-0' 6'-0' 2'1 t �rm® - 24 24 24 24 � .mssm 2 24 s L 2'-0' 4'-4' 4' 4'-0r I _ BLOCK OUT FOR a y- ,. MECH. WORK M 24 24 r. 124 I0' >:. 2 CAR GARAGE I '_ CONIC. ----- -�` am 2' 2'-0' 5'-6' 16'-0' 36'-0' 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 Be. Description : roof framing Project Title: Engineer: Project Descr: File = c 1UsersUdaroldlDOUL ENERCALC, INC. 1983-2017, Project ID: Printed: 17 AUG 2017, MOM 17 Wood Beam Design: A -- Calculations per NDS 2015, IBC 2016, CBC 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 - 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 = 0.0220, L = 0.040 Wit, Trib= 7.50 ft Design Summary Downward L+Lr+S 0.092 in Max fb/Fb Ratio = 0.953. 1 fb : Actual : 1,114.67 psi at 3.500 ft in Span # 1 Fb: Allowable: 1,170.00 psi Load Comb: +D+L+H Max fv/FvRatio = 0.445: 1 fv : Actual : 80.17 psi at 6.417 ft in Span # 1 Fv: Allowable: 180.00 psi Load Comb: +D+L+H Max Reactions (k) D L Lr s W E H Downward L+Lr+S 0.092 in Downward Total 0.142 in Left Support 0.58 1.05 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.58 1.05 Live Load DO Ratio 916 >360 Total DO Ratio 591 >360 Wood Beam Design, B 106.22 psi at 4.566 ft in Span # 1 Fv: Allowable: 180.00 psi Load Comb: Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 BEAM Size: 4x10, Sawn, Fully Braced Calculations per NDS 2016, Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending 4x10, Sawn, Fully Braced Wood Species: Douglas Fir - Larch Wood Grade: No.2 Using Allowable Stress Design with ASCE 7-10 Load Combinations, 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 900 psi Fc - Prll 1350 psi Fv 180 psi Ebend- xx 1600 ksi Density Unif Load: D = 0.0220, L = 0.040 k/ft, Trib= 7.0 ft Fb - Compr 900 psi Fc - Perp 625 psi Ft 575 psi Eminbend - xx Unif Load: D = 0.090 k/ft, Trib=1.0 ft Unif Load: D = 0.0220, L = 0.040 k/ft, Trib= 11.0 ft Design Summary (k) D L Lr S W E H Max fb/Fb Ratio = 0.953. 1 fb : Actual : 1,029.66 psi at 2.665 ft in Span # 1 Fb: Allowable: 1,080.00 psi Load Comb: +D+L+H Max fv/FvRatio = 0.590: 1 fv : Actual : 106.22 psi at 4.566 ft in Span # 1 Fv: Allowable: 180.00 psi Load Comb: +D+L+H Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.036 in Downward Total 0.060 in Left Support 1.30 1.92 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 1.30 1.92 Live Load DO Ratio 1797 >360 Total Defl Ratio 1072 >360 Wood Beam Design: C 1.11 1.50 Right Support 1.11 1.50 Calculations per NDS 2016, IBC 2015, CBG 2016, ASCE 7-10 BEAM Size: 4x10, 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 = 0.0220, L = 0.040 k/ft, Trib= 5,750 ft Unif Load: D = 0.090 k/ft, Trib= 1.0 ft Unif Load: D = 0.0220, L = 0.040 k/ft, Trib= 5.750 ft Design Summary Max fb/Fb Ratio = 0.944.1 fb : Actual : 1,019.61 psi' at 3.250 ft in Span # 1 Fb: Allowable: 1,080.00 psi Load Comb: +D+L+H Max fv/FvRatio = 0.515: 1 fv : Actual : 92.70 psi at 0.000 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 1.11 1.50 Right Support 1.11 1.50 l aY '�gg"•:%*` H Downward L+Lr+S 0.050 in Downward Total 0.088 in Upward L+Lr+S 0.000 in Upward Total 0.000 in Live Load DO Ratio 1551 >360 Total DO Ratio 888 >360