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2019.0055 TT 10 Plan F 1876-2 Calcs (1)STRUCTURAL CALCULATIONS For Level Design, LLC Tyler Terrace Lot 10 Lateral & Vertical Design June 7, 2019 Project # 2019151 By PRECISE ENGINEERING INC. HAROLD HAHNENKRATT, P.E. SCOPE: Provide structural calculations for lateral and vertical design per the 2015 IBC. LOADS AND MATERIALS Roof: Comp Roofing Site Class S.Opsf Pre-engineered Trusses @ 24" oc 2.9psf Use Group Roof Sheathing 1.5psf = 6.5 Insulation Cd 1.2psf 5/8" GWB = 3 2.8psf = Misc. 1.5psf 38 PCF, Assumed Active Fluid Pressure Dead Load = 14.9» 15psf Snow Load = 0.45, Assumed Coefficient of Friction 25psf Wall: 2x6 Studs @ 16"oc Dead Load = Lumber: l Opsf Floor: I joists at 16"oc Dead Load = 6x > 12psf Part. Load = = 24f -v4 for simple span IOpsf Live Load = Concrete: 40psf Wind: 110 MPH Exp. B 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 Page 1 of 3 �,c�xee@r0"', S H P D a e m CAUFOflN1A Z Military Rd SE, Washington, USA Latitude, Longitude: 46.66459890000001, -122.74727999999999 507 Map data @A19 Date 6/1212019, 10:32:34 AM Design Code Reference Document ASCE7-10 Risk Category II Site Class D - Stiff Soil Type Value ____.""___."___"_. _.. Description Ss 1.243 MCER ground motion. (for 0.2 second period) SI 0.506 MCER ground motion. (for 1.0s period) Sms 1.247 Site -modified spectral acceleration value SMI 0.76 Site -modified spectral acceleration value SDs 0.831 Numeric seismic design value at 0.2 second SA SDI 0.506 Numeric seismic design value at 1.0 second SA Type � Value Description SDC D Seismic design category Fa 1.003 Site amplification factor at 0.2 second F„ 1.5 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 1.243 Probabilistic risk -targeted ground motion. (0.2 second) SsUH 1.272 Factored uniform -hazard (2% probability of exceedance in 50 years) spectral acceleration SsD 1.5 Factored deterministic acceleration value. (0.2 second) S1RT 0.506 Probabilistic risk -targeted ground motion. (1.0 second) S1 UH 0.543 Factored uniform -hazard (2% probability of exceedance in 50 years) spectral acceleration. S1 D 0.6 Factored deterministic acceleration value. (1.0 second) PGAd 0.5 Factored deterministic acceleration value. (Peak Ground Acceleration) CRs 0.977 Mapped value of the risk coefficient at short periods https://seismiemaps.org/ 6/12/2019 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 Wind Loading: ps=AKztPs30 ASD ps = .6 1\KZtps30 Wind Speed Exposure Roof Pitch A= 1 Kzt = 1 Simplified (ASCE 7-10 Chapter 28 Part 2) 110 mph B 5:12, 7:12 ps30 = 13.3 (Roof) 21.4 (Wall) ASD Ps= 8.0 (Roof) 12.8 (Wall) PS = ps = Seismic Loading: Section 12.4,12.8 ASCE7-10 Eh=rQh Qh=V V= CSW Cs=SDS/1.4R E=(1.3SDS/1.4R)W SDS 0.831 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= 0.514 Wt. (Cantilever Column) r=1.3 v 8 co Im 101 36'-0' PATIO 12'-01X10 -0' b CB� BGS I . G45 = INSA-L FER`1F25. S -ECS [ NING AREA GREAT ROOM 12'-O'XI3'-C' 16 -0'X5 -0' 10'-9' 5'-3' s' 0I^Ov yF_J= (3 �n O � C 3 U 6R in Q e a 0 :040 5 - BU -_DING _IV= ROVE SG �- - EN RY ORG e a LR-1� _'.-. 6 x 6 FCST'. CED4R — — BU -13, BCIN _WE -A WV '-0 6'-6' 40461X0 CW KITGNEN III -:'-0'X13 -0' 5 0 0 v .I X4' -e' <- VG ISLAND I � 2� I I " F -RN. PANTR' - N -'/-=N TANG_E 20 I'IN. RATED DOOR (� SELF CLOSING R3O2.5.1 3 4'501 --ARD NA" -AG I'ODEL rr-C25 92. AFUE PER L5EC CREDIT 36 13'-0' 2 GAR GARAGE 20 -O'X2O -0' ---------------------- 160-0 O1 -D -- - - - - - - -- I BCILDI\G- LIVE AgCVE 2'-10' I T-3' 3'-4' 2'-1' 2'-0' 16'-0' 3'-0' 7 5'-5' 20'-0' 2'-0' 36'-0' MAIN FLOOR PLAN © 2018 Level Design, LLC. SCALE: 1/411 =11-011 ALL DOOR/WINDOW HEADERS TO BE /-x10 DF•2 AT 2x(o BEAR NGs WALLS , U.\.0., 6 -0' MAX. SPAN Al I Ll=AM=CG T/ == Av1/ f=** AT') iA R=A=IAI/ I Al I r, Ilkl/ / �_/J:• MAY C.�AXI Two Story Wind to Diaphragm Roof Ht. Wind Load Length Total Load Wind Upper Plate Height 8.1 Roof 8 Main Plate Height 9 Walls 12.8 Floor Depth 1 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 w rA/-'-� G rd .fA� 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 7VO ��Xll w rA/-'-� G rd .fA� k U C: � P M LO rn c m Q O C W O TO (1) U Q }L c d C:) U P O O cc 4- a- v- cys Lfl cyi E O 0. O N 1!!= LO N LO O O O 00 M N P N P N C6 c'M � 0 U U c� c -cU >>.uEi Z O > w : u) ti O O O O M M O O T N P P N P Oo0 N LO U i- e0 P P LO C Cfl "t �o d O M O P 00LO P = P CL Q M Q M CD rl- LO r N LO U') P i coco N C* a) co CD 0 � � co F— E lco NE Cd U cn _ LC) U) m U _m cod O O O O CL 2 Ln Cfl ti co c0 rn U (n E =6 0) O M N L L 000 O N fi. d m co C� Lq tt Ca- OL P 0) CO 0 (0 r Cl) M f� r N r - Ln .. O O O tf) Ln N" N M E OM M N C .0 N —1(? o 0 U 0 Co CO CO Cfl m Ln co M U P P M o O m M d N N O 'o `~ M O O" P P N N N N M N N P r J P P O P r r OO ti O ti- 4- O O o O a a a o OM 7 7 N L N � N m M N m J P � Q U m Q UC: O O P N � =a O O c cys cyi E N D Cs 00 O C'7 C6 c'M 0 c Z ti O Cfl M M U LO N Oo0 LO i- e0 P P LO C Cfl "t d M O r P M 0) M r r LO P i C* a) co CD 0 � � co F— lco Cd _ LC) m d' _m cod N 2 0 0 N rn M L 000 O N d m co C� Lq P 0) (0 d 0) Cl) N N r P L .. O O O tf) Ln N" N N co OM M J —1(? o 0 0 0 CO CO Cfl m Ln co M P P M 00 N N N O 'o `~ M O O" P P N N N N N N P r J P P P r r OO O O O O o Q a a o 7 7 L N � N m m m J P Q m Q N N d O d' 00 N O O _ O _ O O T O m O O-- O I— N It N d' 00 N M N 00 (if O O T CO O IOO O� O CN 0 0 It O I� O O N O 3 N N d d7 T N d' U) E E 7 3 U) U) N N J mm mu ow mm mm mm mm mm mm mm om own am om Nom am Im om mm mm mm mm go= mm mo mm mm mm T T T mm T co T T om am om mm mm =a mm om mm am wrm mm mm mm mm mm N N N N It co M O 0 0 0 _ 0 0 0 0( O� 0 0 c O F- 0 N 0 N d T T m E E :3 7 U) U) v - O O ME mm mm mm mm mm mm mm mm ow Em mm WN mm mu M= mm N mm mm N mo mm mm mm mm am mm mm mm om sm co mm om OEM am co om mm wm sm mm am T T O O O O O C T N Q m m J >+ -Awwww Bww w w � U O A. 4� U a C4 R. CL O. N�mooi� N Q^�rNi m obi U U NMv'l0 R�(roj MSO m m U N m ro J roCL Nw 41 N N tl �,mroo-oro 3`�vvvb m mmmm � mmmm m ro m � U U U b a� 0 �� m o a m C v n rl W ro Ol t` M m m Ol m old m� M N O' er 0 E m d• m 0 I a m N 'D za m M m ci N N M 1� m m N C O O O O O O O O � g rn rn rn rn �� rn rn O N O O O O f 7 U m N � L, m N '� M N m IO G O (Wq U rC ro o m O m O m O C m y O m O v� m ro o ro a a v o 00 00 00 w o ro o x M � F � ro m 3 0 C � o o o ' m rn m rn m rn m m x � IT N a O LO In m N N O c o �r F M N M N ri rl +1 N m 0 w L N a N � d• N N ' i M O OLON v' i0 9 N N � O O � 3 o� 0 0 0 0 0 0 N I r M v' M O O N N rl H O N N v' O O N N a s O N N O O M0 d' N 61 Ol O OIn M c v' O Ol r1 O m M rl a a a 41 a a a Table 1. Recommended Allowable Design Values for APA Portal Frame Used on a Rigid -Base Foundation for Wind or Seismic Loading(-,b.,.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 Hold 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 wall height Min. 3" x 11-1/4" net header Minimum Width Maximum Height Allowable Design (ASD) Values per Frame Segment (in.) (ft) Shear('•') (Ibf) Deflection (in.) Load Factor galvanized box nails at 3" grid pattern as shown 8 850 0.33 3.09 16 on sides of opening opposite 4iside of sheathing. 10 5 0.44 2.97 24 8 1,675 0.38 2.88 10 1,125 0.51 3.42 Foundation for Wind or Seismic Loading(-,b.,.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 Hold 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 wall height 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 Header to 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 poneledge. 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) O 2014 APA —The Engineered Wood Association Min. 3" x 11-1/4" net header I, steel header not allowed Fasten sheathing to header with 8d common or 12' galvanized box nails at 3" grid pattern as shown max total wall Header to jack -stud strap per wind design. Min 1000 Ibf both height on sides of opening opposite 4iside of sheathing. 10' 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 framing (studs, blocking, typ. all and sills) 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 #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 Header to 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 poneledge. 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) O 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 10d common (8d common nails must be 0.131 inch diameter, Senco KC27 Nails are equivalent. If I 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 ICBO 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 2304.10.5 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 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 l Od's shall be minimum of 3x flat. SHEAR WALL SCHEDULE sheathing nailed with 8d's at 6" 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 #4 x 3'-0" pieces of longitudinal rebar at this location. HDU2 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. HDUS attaches to concrete foundation with a Simpson SSTB 24. HD US attaches to double 2x studs or 4x or 6x stud with (14) Simpson SDS 1/4 X 3 Wood Screws in wall above. FLOOR TO FLOOR STRAP O 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. ROOF FRAMING PLAN SCALE: 1/4" =1'-0" ALL 5EAI"5 AND i -FADERS -0 3E4XB D= "2 AT 2X6 BEAR'NG UALL5, U.V.O., fo -0' MAX. SPAN ALL REAP 5 AND HEADERS -0 BE 4X8 D= "2 AT 2X4 BEAR NG- WALLS, JN.O., o' -m' MAX. SPAN SI -AD=D AeE45 INDICATE OVERFRAMIVG. 2x6 24' O.G.. L.V.O. 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 Simple Beam File= C:1Users\Harold\DOCUME-1\ENERCA-11Plan 1876-2.ec6 tl1 . p p Software copvridht ENERCALC, INC. 1983-2019, Build 10. 18,12.31 . Description : Roof Framing Wood Beam Design: A 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= 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 ' 1,337.03 psi Load Comb: Load Comb: +D+S+H Max Deflections fv : Actual : 9.93 psi at 0.000 ft in Span # 1 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 Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Wood Beam Design: B 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 = 0.070: 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 Left Support 0.09 0.15 Right Support 0.09 0.15 • •• 0� a � , v - w E H Transient Downward 0.002 in Total Downward 0.004 in Ratio 9999>240 Ratio 9999 >240 LC: S Only LC: +D+S+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 Project Title: Engineer: Project ID: Project Descr: Printed: 13 JUN 2019, 8:34AM File= C:\Users\Harold\DOCUME-1\ENERCA-1\Plan 1876-2.ec6 . Software copyright ENERCALC, INC. 1983-2019, Build:10.18.12.31 . 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 Ap,olied 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 LC: +D+S+H Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: UPPER FLOOR FRAMING PLAN SCALE: 1/4" =1'-0" 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. Wood Species : Douglas Fir - Larch Title Block Line 6 Printed: 13 JUN 2019, 9:01AM Multiple Simple Beam = C:\Users\Harold=CUME-1\ENERCA-1\Plan 1876-2.ec6 . p p Software copyright ENERCALC, INC. 1983-2019, Build10.18.12.31 Software Description: Roof Framing H Wood Beam Design: A 0.979: 1 fb : Actual : Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 BEAM Size: 4x10, Sawn, Fully Unbraced 1,227.30 psi 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 Load Comb: Unif Load: D = 0.0150, S = 0.0250 k/ft, Trib=18,50 ft 9999 Unif Load: D = 0.0960 k/ft, Trib=1.0 ft Unif Load: D = 0.0220, L = 0.040 k/ft, Trib= 7.50 ft LC: Design Summary H 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 Load Comb: +D+0.750L+0.750S+H Max fv/FvRatio = 0.557: 1 fv : Actual : 115.24 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 H Transient Downward 0.061 in Total Downward 0.088 in Left Support 1.62 0.90 1.39 Ratio 1189>360 Ratio 816 >360 Right Support 1.62 0.90 1.39 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: Wood Beam Design: B 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=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 _ rAt�°#t__: 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 Load Comb: +D+0.750L+0.750S+H Max fv/FvRatio = 0.423: 1 4x8 fv : Actual : 87.59 psi at 0.000 ft in Span # 1 h 4.0 n 1 Fv: Allowable: 207.00 psi Load Comb: +D+0.750L+0.750S+H Max Deflections Max Reactions (k) g L Lr S W E H Transient Downward 0.024 in Total Downward 0.034 in Left Support 1.03 0.52 0.93 Ratio 2040 >360 Ratio 1392 >360 Right Support 1.03 0.52 0.93 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 Simple Be; Project Title: Engineer: Project ID: Project Descr: vriaht ENERCALC. INC.1 Printed: 13 JUN 2019, 9:01AM 0.18.12.31 Wood Beam Design: ` C Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 BEAM Size: 1.75x11.875, VersaLam, Fully Unbraced Using 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 - xx.530120482 ksi Applied Loads Unif Load: D = 0.0220, L = 0.040 klft, 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 .... r� 5.50 ft Fv f H Transient Downward 0.019 in Total Downward 0.030 in Ratio 3389 >360 Ratio 2186 >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: 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) D L Lr S W E Left Support 0.36 0.66 Right Support 0.36 0.66 wr 1.75xl 1.875 ,, ons 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 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 Beam Design: E Project Title: Engineer: Project ID: Project Descr: me = uai Software co Printed: 13 JUN 2019, 9:01 AM INC. 1983-2019, Build`.10.18.12.31 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 900.0 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 = 0.260, L = 0.2080, S = 0.1140 k/ft, Trib=1.0 ft Design Summary Unif Load: D = 0.0220, L = 0.040 k/ft, Trib= 4.750 ft Max fb/Fb Ratio = 0.394: 1 Design Summar 945.45 psi at 5.000 ft in Span # 1 945) L01 1.9 2,400.00 psi Max fb/Fb Ratio = 0.111:1 Max fv/FvRatio = 0.228: 1 fb : Actual : 129.67 psi at 1.500 ft in Span # 1 0.000 in Ratio Fb: Allowable: 1,165.38 psi EISEN= Load Comb: +D+L+H LC: Max fv/FvRatio = 0.087: 1 4x8 fv : Actual : 15.67 psi at 2.400 ft in Span # 1 3.0 ft Fv: Allowable: 180.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Transient Downward 0.002 in Total Downward 0.003 in Left Support 0.16 0.29 Ratio 9999 >360 Ratio 9999 >360 Right Support 0.16 0.29 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 1,100.0 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 Transient Downward Max fb/Fb Ratio = 0.394: 1 fb : Actual : 945.45 psi at 5.000 ft in Span # 1 Fb: Allowable: 2,400.00 psi Load Comb: +D+L+H Max fv/FvRatio = 0.228: 1 N : Actual : 60.51 psi at 9.267 ft in Span # 1 Fv: Allowable: 265.00 psi Load Comb: +D+L+H Max Reactions (k) D L Lr S W E H Left Support 1.30 1.04 0.57 Right Support 1.30 1.04 0.57 D(O.260) • • • • • 10.0 ft x Deflections Transient Downward 0.121 in Total Downward 0.189 in Ratio 990 >240 Ratio 636 >240 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 Simple Beam Project Title: Engineer: Project ID: Project Descr: Hie =k Software Printed: 13 JUN 2019, 9:01AM ENERCA-11Plan 1876.2.ec6 . 1983-2019, Build:10.18.12:31 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 - 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=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, TO= 3.0 ft Point: D =1.40, S = 2.40 k @ 9.50 ft Desion Summary 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 ns 9.0 ft _•. Max Reactions (k) D L Lr S W E H Transient Downward 0.027 in Total Downward 0.034 in Left Support 0.11 0.26 -0.13 Ratio 1752>360 Ratio 1428 >360 Right Support 2.39 0.74 2.53 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 Wood Beam Design 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 Density 31.210 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 = 0.0960 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, 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 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 Max Reactions (k) D L Lr S W E H Left Support 4.81 3.43 4.10 Right Support 3.44 3.77 2.51 !r- 16.250 . Transient Downward 0.397 in Ratio 491 >360 LC: +L+S Transient Upward 0.000 in Ratio 9999 LC: Total Downward 0.534 in Ratio 364 >360 .C: +D+0.750L+0.750S+H Total Upward 0.000 in Ratio 9999 LC: WPM Boise Cascade Single 11-7/8" BCI® 6000-1.8 DF ASCE 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 13-09-00 131 B2 Total Horizontal Product Length = 34-00-00 20-03-00 B3 Reaction Summary (Down / Uplift) (Ibs) Bearing 12i Dead Snow Wind Roof Live l 1 1 1 425/142 1 1 B2, 5-1/2" 1424/0 342/0 B3, 4-114" 589/29 13-09-00 131 B2 Total Horizontal Product Length = 34-00-00 20-03-00 B3 Reaction Summary (Down / Uplift) (Ibs) Bearing Live Dead Snow Wind Roof Live B1, 4-1/4" 425/142 68/0 B2, 5-1/2" 1424/0 342/0 B3, 4-114" 589/29 134/0 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 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 % Allow % Allow Bearing Supports Dim. (LxW) Value Support Member Material B1 Wall/Plate 4-1/4" x 2-5/16" 492lbs 12.4% 34.6% Hem -Fir B2 Wall/Plate 5-1/2" x 2-5/16" 1766lbs 22.2% 60.9% Douglas Fir B3 Wall/Plate 4-1/4" x 2-5/16" 723lbs 18.2% 50.8% Hem -Fir BC FloorValue® Summary BC FloorValue& Subfloor: 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 Boise Cascade WE BC CALCO Member Report Build 7192 Job name: Address: City, State, Zip: Customer: Code reports: ESR -1336 Single 11-7/8" BCI® 6000-1.8 DF J01 (Joist) Dry 13 spans I R cant. 116 OCS I Repetitive I Glued & nailed File name: Description: Specifier: Designer: Harold Hahnenkratt Company: Precise Engineering Inc June 13, 2019 08:40:32 13-09-00 20-03-00 B1 B2 Total Horizontal Product Length = 35-00-00 01-00-00 B3 Reaction Summary (Down / Uplift) (lbs) Bearing Live Dead Snow Wind Roof Live B1, 4-1/4" 426/147 71/0 2/0 B2, 5-1/2" 1440/0 329/0 0/8 B3, 3-1/2" 646/0 348/0 106/0 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 (lb/ft) L 00-00-00 35-00-00 Top 40 12 16 2 PART Unf. Area (lb/ft) 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 -lbs 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 lbs 61.0% 100% 4 13-09-00 End Shear 467 lbs 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. L/999 (-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 / Depth 20.5 % Allow % Allow Bearing Supports Dim. (LxW) Value Support Member Material B1 Wall/Plate 4-1/4" x 2-5/16" 496 lbs 12.5% 34.8% Hem -Fir B1 Uplift 76lbs B2 Wall/Plate 5-1/2" x 2-5/16" 1769 lbs 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®: 11111111AEK=ZEZ= Subfloor: 3/4" OSB, Glue + Nail Minimum Enhanced Premium Subfloor Rating: Premium Controlling Location: 23-10-08 Page 1 of 2 Boise Cascade Single 11-7/8" BCI® 6000-1.8 DF pSS J01 (Joist) BC CALC® 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 05-06-00 03-06-00 02-00-00 B1 B2 B3 Total Horizontal Product Length = 11-00-00 Reaction Summary (Down / Uplift) (lbs) 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 OCs Live Tag Description Load Type Ref. Start End Loc. 100% 90% 115% 160% 125% 1 Standard Load Unf. Area (lb/ft) 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. (Ib/ft) 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 % Allow % Allow Bearing Supports Dim. (LxW) Value 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"x2-5/16" 327lbs 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 e T-0' 36'-0' .2, 0. a SLAB ON GRADE e 17- 4'X CRAWL 5PAGE a Ax 0 C L C I _ ro x B j5 N --G 101-11 5LAB ON GRADE C rC 2- v7 615 ON RADE o yo\c- 2L —3G 'o X b — y36o 3 -0' 2'-6' 5-91, 5-01 I'-'01, 19, -3• ` £2. 20'-0' FOUNDATION/ FRAMING PLAN 0 O M M 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 Description: MAIN FLOOR Project Title: Engineer: Project ID: Project Descr: Printed: 13 JUN 2019, 9:39AM File= Ci\Users\Harold\DOCUME-1IENERCA-1\Plan1876-2.ec6 Software copyright ENERCALC, INC. 1983-2019, Build: 10. Wood Beam Design A Calculations per NDS 2015, IBC 2015, 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 31.21 pcf Fb - Compr 900 psi Fc - Perp 625 psi Ft 575 psi Eminbend - xx 580 ksi Applied Loads (k) D L Lr s W E H Unif Load: D = 0.0220, L = 0.040 k/ft, Trib= 7.50 ft Design Summary 0.106 in Max fb/Fb Ratio = 0.821 ; 1 fb : Actual : 961.12 psi at 3.250 ft in Span # 1 Fb : Allowable: 1,170.00 psi Load Comb: +D+L+H Max fv/FvRatio = 0.407: 1 fv : Actual : 73.25 psi at 0.000 ft in Span # 1 Fv: Allowable: 180.00 psi Load Comb: +D+L+H �X 6.50 ft Max Reactions (k) D L Lr s W E H Transient Downward 0.068 in Total Downward 0.106 in Left Support 0.54 0.98 Ratio 1145 >240 Ratio 738 >240 Right Support 0.54 0.98 LC: L Only LC: +D+L+H Load Comb: +D+L+H Transient Upward 0.000 in Total Upward 0.000 in 98.72 psi at 0.000 ft Fv: Allowable: Ratio 9999 Ratio 9999 Max Reactions (k) D L Lr S LC: 0.91 1.21 LC: Wood Beam Design: B Calculations per NDS 2015, IBC 2015, 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 31.21 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= 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 = 0.976: 1 fb : Actual : 1,142.46 psi at 2.750 ft Fb: Allowable: 1,170.00 psi Load Comb: +D+L+H Max fv/FvRatio = 0.548: 1 fv : Actual : 98.72 psi at 0.000 ft Fv: Allowable: 180.00 psi Load Comb: +D+L+H Max Reactions (k) D L Lr S Left Support 0.91 1.21 Right Support 0.91 1.21 in Span # 1 in Span # 1 w E H 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 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+L+H Title Block Line 6 Printed: 13 JUN 2019, 9:39AM Multiple Simple Beare File = C:\Users\Harold\D0CUME-1\ENERCA~1\Plan 1876-2.ec6 , P _ P Software copyright ENERCALC, INC. 1983-2019, Build_ 10.18.12.31 Wood Beam Design C Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 BEAM Size: 1.75x9.5, 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 - 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 if Design Summary Transient Downward 0.097 in Max fb/Fb Ratio = 0.337: 1 fb : Actual : 943.32 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 (1(0.05 4)L. ..: 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 Ratio 1242 >360 Ratio 801 >360 Right Support 0.29 0.53 LC: L Only LC: +D+L+H Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Elm Boise Cascade �.. Single 9-1/2" BCI® 5000-1.7 DF SS J02 (Joist) BC CALCO Member Report Dry 11 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 09-00-00 Total Horizontal Product Length = 09-00-00 132 Reaction Summary (Down / Uplift) (lbs) Bearing Live Dead Snow Wind Roof Live B1, 4-1/4" l2l 1 1 1 1+ 1 1 1 1 1 1 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 09-00-00 Top 40 12 16 2 PART Unf. Area (Ib/ftz) L 00-00-00 09-00-00 Top 10 16 Controls Summary Value % Allowable Duration Case Location Pos. Moment 732 ft -lbs 29.8% 1311 09-00-00 Total Horizontal Product Length = 09-00-00 132 Reaction Summary (Down / Uplift) (lbs) Bearing Live Dead Snow Wind Roof Live B1, 4-1/4" 300/0 72/0 B2, 4-1/4" 300/0 72/0 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 09-00-00 Top 40 12 16 2 PART Unf. Area (Ib/ftz) 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 04-06-03— 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 L/999 (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 % Allow % Allow Bearing Supports Dim. (LxW) Value Support 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 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 FRAMERO , AJSTM, ALLJOISTO , BC RIM BOARDTM, BCI@ , BOISE GLULAMTM, BC FloorValue@ , VERSA -LAM@, VERSA -RIM PLUS@ ,