Loading...
Plan D 2108-2 Calcs APPROVEDSTRUCTURAL CALCULATIONS For Level Design, LLC For Mountain Terrace Builders Plan D Lateral & Vertical Design August 16, 2017 Project # 2017184 By PRECISE ENGINEERING INC. HAROLD HAHNENKRATT, P.E. SCOPE: Provide structural calculations for lateral and vertical design per the 2015 IBC. Plain to be built once in Yelm, WA LOADS AND MATERIALS Roof. Comp Roofing Site Class 5.Opsf Pre-engineered Trusses @ 24" oc 2.9psf = I Roof Sheathing R 1.5psf Insulation = 4 1.2psf wo 5/8" GWB Soil: 2.8psf 1500 PSF, Assumed bearing capacity Misc. = 1.5psf = Dead Load = 14.9» 15psf 0.45, Assumed Coefficient of Friction Snow Load = = 25psf Wall: 2x6 Studs @ 16"oc Dead Load = = #2DF l Opsf Floor: I joists at 16"oe Dead Load = 12psf = 24f -v4 for simple span Part. Load = IOpsf Concrete: Live Load = = 2500psi 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 Vc3ign iviunbumunoryKoporf User-SpecifiedInpot Building Code Reference Document 2U1Z/2O16International Building Code (which utilizes ussshazard data ^voUuble|n 2008) Site Coordinates 46.948261N, 122.608221W Site Soil Classification Site Class D - "Stiff Soil" Risl< Category 1/11/111 vage i of I. USGS-Provided Output Ss = 1.251 g Sms = 1.251 y SDs = 0.834 g Si = 0.498 g So, = 0.748 g Sm = 0.499 g For information on how the S3and 31 values above have been calculated from probabilistic (risk -targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the "2009 NEHRP" building code reference document. .MCEg Response Spectrum - m� a� �c ° �m mz/ �zo 00 GAM Q20 0140 O.Go 010 1190 L. -N L40 L0 1190 21100 Period, T (sec) �»» � Design Response Spectrum Although this Information Is a prOCIL1(.t of the U.S. Geological Survey, we provide no warranty, expressed orimplied, as to the MCLII-EICY Of tile Clata CO[Italried therein, This tool Is riot a SUI)StItLite, for technical subject-maLter knowledge, kMn .oago. .9.. 1/23/2017 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=XKztpg3o ASD ps = .6 AKzip530 Wind Speed Exposure Roof Pitch A= 1 Kzt = i Simplified (ASCE 7-10 Chaptor 28 hart 2) 110 mph B 8:12,5:12 ps30 = 13.3 (Roof) 19.4 (Wall) ASD PS= 8.0 (Roof) 11.6 (Wall) PS ps = Seismic loading: Section 12.4,12.8 ASCE7-10 E,,=rQ,, Qh=V V= CSW CS=SDS/1.4R E=(1.3SDS/1.4R)W SDS 0.834 Minimum Loading 8.0 (Roof) 16.0 (Wall) (ASD) Minimum Loading 4.8 (Roof) 9.6 (Wall) R = 6.5 (Wood Shear Wall) R = 1.5 (Cantilever Column) V= 0.119 Wt. (Wood Shear Wall) V= 0.477 Wt. (Cantilever Column) r=1.3 36'-0' PATIO 12'_0' X V -O' 8'-0' GREAT ROOM SL II 2040 6H 2'-0' X w Oq0 FX I 2 CAR GARAGE I 20'-0' X 22'-0' GONG. F --------------------- I — I � I I I I I I � I � I BUILDING LINE ABOVE 16080 OND 1- - - - - - - - - - - - - - - - - BUILDING LINE ABOVE 2'-0' 16'-0' 2'-0' 2'-0' 2'-6' I'-10' I'-6' Y-8' 2'-0' 2'4,' 20'_0' 36'-0' MAIN FLOOR PLAN (�) 2017 Level Design, LLC. SCALE: 1/411 -11-0" in I I PANTRY I I m1 x 151-1 BENCH A SHELVES L — — — J I ua � RDILOOD H/W 1 O' X 5' _ AVIENTAN K E 3 0 � ,MODEL SIyO ACBE`" :UE PER DINING AREA 0 6'-4 4'-2' 4' BOLLARD DW �12'-O)XHARWOOD 8'-0' GREAT ROOM SL II 2040 6H 2'-0' X w Oq0 FX I 2 CAR GARAGE I 20'-0' X 22'-0' GONG. F --------------------- I — I � I I I I I I � I � I BUILDING LINE ABOVE 16080 OND 1- - - - - - - - - - - - - - - - - BUILDING LINE ABOVE 2'-0' 16'-0' 2'-0' 2'-0' 2'-6' I'-10' I'-6' Y-8' 2'-0' 2'4,' 20'_0' 36'-0' MAIN FLOOR PLAN (�) 2017 Level Design, LLC. SCALE: 1/411 -11-0" in I I PANTRY I I I I I BENCH A SHELVES L — — — J I ua � FURN. H/W 1 O' X 5' AVIENTAN K E 3 0 � ,MODEL SIyO ACBE`" :UE PER 2EDIT 3a J 6'-4 4'-2' 4' BOLLARD 8'-0' GREAT ROOM SL II 2040 6H 2'-0' X w Oq0 FX I 2 CAR GARAGE I 20'-0' X 22'-0' GONG. F --------------------- I — I � I I I I I I � I � I BUILDING LINE ABOVE 16080 OND 1- - - - - - - - - - - - - - - - - BUILDING LINE ABOVE 2'-0' 16'-0' 2'-0' 2'-0' 2'-6' I'-10' I'-6' Y-8' 2'-0' 2'4,' 20'_0' 36'-0' MAIN FLOOR PLAN (�) 2017 Level Design, LLC. SCALE: 1/411 -11-0" in 01 41 �7 t,, A/ 712,06 Two Story Wind to Diaphragm Wind Upper Plate Height 8.1 Roof 8 Main Plate Height 9.1 Walls 11.6 Floor Depth I Diaphragm Roof Ht. Wind Load Length Total Load 1-2 Roof 3 3.0 105.8 20.0 2115.6 Upper 111.4 20.0 2227.2 2-3 Roof 6 0.0 95.0 16.0 1519.7 Upper 111.4 18.0 2004.5 SUM 7867.0 Roof Ht. Wind Load Length Total Load A -B Roof 1.5 3.0 93.8 28.0 2625.8 Upper 0 111.4 28.0 3118.1 B -C Roof 6 0.0 95.0 15.0 1424.7 Upper 0 111.4 15.0 1670.4 SUM 8839.0 01 41 �7 t,, A/ 712,06 r 0— C) C: a) E cr 0 C) 00 CD 0 (D (D O cr cli cli 66 cli cli C6 cli z Cf) 0 (0 (D Cl) Cl) "Q- 0 ) Cv 6 06 N vi 6 6 V5 M co 0 — co C\l U-) C\l 0 cf) 0 C\l 0 C\l 0 0 0 ti t N 0) E C\i T C15 0 M CN r— LO It 0 LO 0) r m r-- (0 co LO LO m 't 0) CD N I I I — I I 1c, I N 0) (3) CD (0 C:l L, -t C') cc) co "�t cr) 0 C14 0) — m co Nt C\j CD co F < C6 — — 0 ID 't O LO C') 01, 0) C) 0) 't CV 0) I'd- to NN CD — 0 LO m C) 0) 7- N C14 N LO ol O LO C9 LO (D r_ rl- r N(D co (Y) (N C14 R 04 N CN (0 MIX) (D U) > L 0 N (0 U.) Lo - CU En W CN LO Lo C) co 0 0 0 IX) EX) — 0 C/) 11- 00 O O C! O O M M a 0 00 (D (0 (D (Y) (Y) _0 't 't (14 r (Y) 0 0 0 (C) 00 00 00 LO LO (N CN r T N 04 CD .cCO -4: C:)"l: M'4: C) 0 CO IX) 0 — 'i 6 L,; — 0 o) 'm (3) (3) > 4- 0 (3) 0. 4- 0 a) CL 4- 0 (1) CL 4- 0 (1) CL 0 a 0 a 0 0 :3 :3 CN (Y) N LO M O M N O rt O rr O 0 O r 0 0 0 O 00 O d O L O 0 O i- N M r I` N co in t� M cY O CO N �Od O O r O N O O N O L O M O Cb M O O -0 r N r <t r N 00 <t E E U) N N J co co O O 00 co �t V CD CD CO c0 r r LO U) r r r r w MO (O M M N M O C O� O CO O O ( O m O � O r O 0 O co r N I� .T E E > > (n � O O . � ..,.,, s .., ,. ,:: , � .,�.,_ . _ � � .__pro•;, . _�... �x �3 �- �: � O O co CO (p (p r r M 00 M M O O M M r r r r C J aI n, o r -I a a �oaaaa, G O O u� U Q. n a. 0 M m UU N M y lD a, U N M tf) 10 m � o F: F� U r m .0 a tyx N AJ .0 N N M N N M N N N N N H N (n m m m >1 O m N � N AJ r r N � AJ v U p lU •-i p r m rl Ifl ul N m N U N U M d a 0 0 0 o F: F� .:(; r m a tyx F j C 1 .IJ 11_I O m O� r r M \D v M lU •-i lD � r m rl Ifl ul .N •N lD � r O m r -I 1D to 1D � � N S M O O O In m O m M U N H V' v 1p lD r v N O1 V \p N Q N V m N m r1 1 N rl V � U am o O O o N N N v N T N N m O O N N M N N N N N N •-i lTl H O tr,00 00 00 00 00 a 0� N "i mm mrn mrn m N N N N N to V V h V• O O m r m m \D u� N A N o v N M N -1 N 0 0 0 o to m `n o in r M O O O O 0 0 O O O O O O m r-1 O ri m Ol r M m O m a N Table i , Recommended Allowable Design Values for APA Portal Prance Used on a$ rigid -Base Foundation for Wind or Seismic 1.oadjjngG',`tl) (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-Franie 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) Header to jack -stud strap 2' to 18' rough width of opening per wind design min 1000 Ibf for single or double portal on both sides of opening opposite side of sheathing Pony - -'— ----- wall 5 height . e Fasten top plate to header •; •! • = I+ Min. 3"x 11-1/4" net header �; with two rows of 16d ° steel header not allowed sinker nails at 3" o.c. typ Ili 1 ;. Fasten sheathing to header with 8d common or 12' ;ef galvanized box nails at 3" grid pattern as shown li Min. 3/8" wood structural maxi panel sheathing yI °o�� Header to jack -stud strap per wind design. sl Min 1000 Ibf on both sides of opening opposite height Y.side of sheathing. If needed, panel splice edges shall occur over and be 10 Min. double 2x4 framing covered with min 3/8" nailed to common blocking max thick wood structural panel sheathing with ` " within middle 24" of portal height 8d common or galvanized box nails at 3" o.c. I F" """ height. One row of 3" o.c. in all framing (studs, blocking, and sills) typ. nailing is required in each panel edge. Min length of panel per table 1 Pt �' g P p x5 < Typical portal frame Pa u + l ^ construction i ? Min (2) 3500 Ib strap -type hold-downs f . (embedded into concrete and nailed into framing) ' — Min double 2x4 post (king and jack stud). Number of Min reinforcing of foundation, one #,E4 bar 1 _ jack studs per IRC tables top and bottom of footing. Lap bars 15" min. 1 it &! i ` i R502.5(1) & (2). Min footing size under opening is 12" x 12". A turned -down slab shall be permitted at door openings. Min (1) 5/8" diameter anchor bolt installed per IRC R403.1.6 — with 2" x 2" x 3/16" plate washer Min 1000 Ib hold-down device (embedded into concrete and nailed into framing) © 2014 APA — The Engineered Wood Assoc to tion Minimum Width (in.) Maximum Height (ft) Allowable Design (ASD) Values per Frame Segment Shear(0) (Ibf) Deflection (in.) Load Factor 16 8 10 850 0.33 625 0.44 3.09 2.97 24 8 10 1,675 0.38 1,125 0.51 2.88 3.42 Foundation for Wind or Seismic 1.oadjjngG',`tl) (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-Franie 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) Header to jack -stud strap 2' to 18' rough width of opening per wind design min 1000 Ibf for single or double portal on both sides of opening opposite side of sheathing Pony - -'— ----- wall 5 height . e Fasten top plate to header •; •! • = I+ Min. 3"x 11-1/4" net header �; with two rows of 16d ° steel header not allowed sinker nails at 3" o.c. typ Ili 1 ;. Fasten sheathing to header with 8d common or 12' ;ef galvanized box nails at 3" grid pattern as shown li Min. 3/8" wood structural maxi panel sheathing yI °o�� Header to jack -stud strap per wind design. sl Min 1000 Ibf on both sides of opening opposite height Y.side of sheathing. If needed, panel splice edges shall occur over and be 10 Min. double 2x4 framing covered with min 3/8" nailed to common blocking max thick wood structural panel sheathing with ` " within middle 24" of portal height 8d common or galvanized box nails at 3" o.c. I F" """ height. One row of 3" o.c. in all framing (studs, blocking, and sills) typ. nailing is required in each panel edge. Min length of panel per table 1 Pt �' g P p x5 < Typical portal frame Pa u + l ^ construction i ? Min (2) 3500 Ib strap -type hold-downs f . (embedded into concrete and nailed into framing) ' — Min double 2x4 post (king and jack stud). Number of Min reinforcing of foundation, one #,E4 bar 1 _ jack studs per IRC tables top and bottom of footing. Lap bars 15" min. 1 it &! i ` i R502.5(1) & (2). Min footing size under opening is 12" x 12". A turned -down slab shall be permitted at door openings. Min (1) 5/8" diameter anchor bolt installed per IRC R403.1.6 — with 2" x 2" x 3/16" plate washer Min 1000 Ib hold-down device (embedded into concrete and nailed into framing) © 2014 APA — The Engineered Wood Assoc to tion TYPICAL SIIEAR PVItLL 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 coununon (8d common nails must be 0.131 inch diameter, Senco KC27 Nails are equivalent. If l Od conmion 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. 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 SCHED ULE A'S sheathing nailed with 8d's at 6" on center all edges. AtA sheathing nailed with 8d's at 4" on center all edges and. 4x or 6x studs at panel edges. 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 o f the anchor bolt on either side. Holdown stud to be coordinated with shear wall panel edge framing requirements. Larger stud size controls x 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. HDU5 attaches to concrete foundation with a Simpson SSTB 24. HDUS attaches to double 2x studs or 4x or 6x stud with (14) Simpson SDS 1/4 X 3 Wood Screws in wall above. V 11 11 `,-I N 1� R•m ba'�maoi� 1D N r�+ll m m U U N M v: a: U M N l0 m U N JJ N N .a i-1 N N JJ ;J JJ JJ V ,moi Mb N N N N N N ya N m b bb m 3 N T7b m TJ 'L7 m m N � N {J � N JJ U 7 O m :3 O H:"1N O N N f I oIrl 0 U m N o 0 m m M v N U N O N n 5 :D �D M 0 0 � U) 0 x 0 ro U 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 Primed: 16AUG 2017, 4:50A on : roof framin 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=15.50 ft Unif Load: D = 0,0150, S = 0.0250 k/ft, Trib=15.50 ft Design Summary Max fb/Fb Ratio = 0.564. 1 Max fb/Fb Ratio = 0.812. 1 Fb : Allowable: fb : Actual : 1,091.92 psi at 3.000 ft in Span # 1 Fb: Allowable: 1,345.50 psi fv : Actual : Load Comb: +D+S+H 207.00 psi Max fv/FvRatio = 0.425: 1 0.087: 1 fv : Actual : 87.96 psi at 5.400 ft in Span # 1 Fv: Allowable: 207.00 psi 207.00 psi Load Comb: +D+S+H +D+S+H Max Reactions (k) D L Lr S W E Left Support 0.70 1.16 Right Support 0.70 1.16 ��/1 • • �:®:tel - • � D 0.2325 S 0.3875 Willi ' z.. X 2 6.0 it, axe H Downward L+Lr+S 0.064 in Downward Total 0.102 in Upward L+Lr+S 0.000 in Upward Total 0.000 in Live Load DO Ratio 1127 >240 Total DO Ratio 704 >240 Calculations per NDS 2015, IBC 2015, CBC 2016, Ac 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=15.50 ft Design Summary 4.0 ft 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 Left Support 0.58 0.97 Right Support 0.58 0.97 Nood Beam Desivin : C D 0.2325 5(0.3875) � d 5.0 rt, 4.8 ns Downward L+Lr+S 0.031 in Downward Total 0.049 in Upward L+Lr+S 0.000 in Upward Total 0.000 in Live Load Defl Ratio 1947 >240 Total Defl Ratio 1217 >240 .,.... ......... 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 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, TO= 4.0 ft Design SurnmarY 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 ASCE 7-- Density = Density 31.2 pcf 00.000 st0.10 ♦ z t �;- w ��nn�\\.. ,...,.�_.a� ....... .....a...e.......:.io..�r� �.:�.......o.,.�.�a.o..x.m.w...�."...�,iM,.....,..L.HH�`T\ 5,011, 08 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 Defl Ratio 4717 >240 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 hinted: 16nue2017, 4:5714d 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 Design Summary (k) o L Lr S W E 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) o 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 — +D+S+H Max fv/FvRatio = 0.138: 1 Calculations per NOS 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 S W E Left Support Wood Species: Douglas Fir - Larch Wood Grade: No.2 0.23 0.39 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 Max fb/Fb Ratio = 0.246. 1 fb : Actual : 331.49 psi at 2.750 ft in Span # 1 Fb : Allowable: 1,345.50 psi Load Comb : +D+S+H Max fv/FvRatio = 0.138: 1 fv : Actual : 28.65 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 0.23 0.39 Right Support 0.23 0.39 0(0.0840) SM. 140) —� s C 5.50 ft, 4x8 H Downward L+Lr+S 0.016 in Downward Total 0.026 in Upward L+Lr+S 0.000 in Upward Total 0.000 in Live Load Defl Ratio 4050 >240 Total Defl Ratio 2531 >240 :CMF'AN'T' ,IID 6140fRING IORARY ING BE 'A RATE PLYWOC a 16112 PATTERN 1 U P1 A 1, 1 �`ER FLUO-"'U'-"'R FRAM11"N"U" LARIN � TJI 110 5ERIE5 R J5T5 a I(,' O.C. , PER MFG. 5PECS. T' (b Boise Cascade BC CALCO Design Report Build 5966 Job Name: Address: City, State, Zip: , Customer: Code reports: ESR -1336 Dry 12 spans I Right cantilever 10/12 slope 16 OCS I Repetitive I Glued & nailed construction File Name: BC CALC Project Description: Designs\J03 Specifier: Designer: Company: Misc: August 17, 2017 07:48:33 BO 10-00-00 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 Load Summary 01-00-00 11 Live Dead Snow Wind Roof Live OCs Tag Description Load Type Ref. Start It 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) BO 10-00-00 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 Load Summary 01-00-00 11 Live Dead Snow Wind Roof Live OCs 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. L/999 (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. 2xL/1,998 (-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 (9) Boise Cascade Single 11-7/8" 13C10 5000-1.7 DF Joist\J03 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 Calculations assume member is fully braced. particular application. Output here based 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 ends. 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 GLULAMM, SIMPLE FRAMING SYSTEM@ , VERSA -LAM@, VERSA -RIM PLUS@ , VERSA -RIM@, VERSA -STRAND@, VERSA -STUD@ are trademarks of Boise Cascade Wood Products L.L.C. Boise Cascade Single 11 -7/8" l3C1@ 5000^1.7 DF Joist\j 1 Dry I 1 span ( No cantilevers 10/12 slope August 17, 2017 07:41:57 BC CALC© Design Report 16 OCS I Repetitive ( Glued & nailed construction Build 5966 File Name: BC CALC Project Job Name: Description: Designs\J01 Address: Specifier: City, State, Zip: ,lDesigner: Customer: Company: Code reports: ESR -1336 Misc: 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. L/504 (0.374") 71.4% n/a 1 08-00-00 Live Load Defl. L/626 (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 Bearing 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 (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. 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 CALC®, BC FRAMER®, AJSTM, ALLJOISTO , BC RIM BOARDTM, BCI®, BOISE GLULAMTM, SIMPLE FRAMING SYSTEM®, VERSA -LAM®, VERSA -RIM PLUS©, VERSA-RIMOO, 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 Joist\J02 Dry 1 span I No cantilevers 10/12 slope August 17, 2017 07:44:52 BC CALCO Design Report 16 OCS Repetitive I Glued & nailed construction Build 5966 File Name: BC CALC Project Job Name: Description: Designs\J02 Address: Specifier: City, State, Zip: , Designer: Customer: Company: Code reports: ESR -1336 Misc: BO 10-00.00 Total Horizontal Product Length = 10-00-00 H Reaction Summary (Down / Uplift) ( lbs ) Value %Allowable Duration Case Location Pos. Moment Bearing Live 100% Dead Snow Wind Roof Live 564 lbs BO, 2-1/2" 333/0 1 116/0 25/0 547 lbs 33.7% B1, 2-1/2" 333/0 09 -09 -OS 231/0 108/0 n/a n/a 1 05-01-09 Live Load Defl. L/999 (0.051") Live Dead Snow Wind Roof Live OCs Load Summary Max Defl. 0.076" n/a n/a 1 05-01-09 Tag Description Load Type Ref. Start End 100% 90% 115% 160% 125% 00-00-00 1 Standard Load Unf. Area (Ib/ft^2) L 00-00-00 10-00-00 40 12 16 2 Partition Load Partition (Ib/ft^2) L 00-00-00 10-00-00 10 Bearing Supports 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 -OS Total Load Defl. L/999 (0.076") n/a n/a 1 05-01-09 Live Load Defl. L/999 (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 2-1/2" x 2" 564 lbs n/a 47.5% Unspecified 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. 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 FRAMER@ , AJSTM, ALLJOISTO , BC RIM BOARD TM, BCI@ , BOISE GLULAMTM, SIMPLE FRAMING SYSTEM@ , VERSA -LAM@, VERSA -RIM PLUS@ , 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 Protect Descr: and then using the "Printing & Title Block" selection. Title Block Line 6 hinted: 17 AUG 2017. 8:53AM Description : roof 3EAM 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, TO= 1.0 ft Desiqn Summary 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 D D 1730 L 0 250 S 0 0810 D O 210 L O 30 S 0 0830 16.250 ft, 5.5x13.5 Max Reactions (k) D L Lr 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 DO Ratio 672 >360 Total DO Ratio 508 >360 BEAM Size: 5.5x16.5, 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 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 Unit Load: D = 0.0880, L = 0.250, S = 0.0250 k/ft, 0.0 ft to 6.250 ft, Trib= 1.0 ft Unif Load: D=0.110, L=0.250, S = 0.010 k/ft, 6.250 to 19.0 ft, Trib=1.0 ft Unif Load: D=0.0220, L = 0.040 k/ft, 0.0 to 9.50 ft, Trib= 6.50 ft Unif Load: D=0.0220, L = 0.040 k/ft, 9.50 to 19.0 ft, Trib= 5.0 ft Design Summary Max fb/Fb Ratio = 0.663: 1 fb : Actual : 1,545.57 psl 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 .110 0 L 0 .20 D(0.1430) L(0.260) D 1' D(0.110j�L(0.25(O S(0. 10) ° D(0.0880)'L 0.250 S 0.0250 � ° y 19.0 ft, 5.5x16.5 ns 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 Deft Ratio 403 >360 BEAM Size: 5.5x11.875, GLB, 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 41.75 pcf Fb - Compr 2800 psi Fc - Perp 750 psi Ft 1950 psi Eminbend - xx 530120482 ksi Applied Loads Unit 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 I otal 0.301 in Upward L+Lr+S 0.000 in Upward Total 0.000 in Live Load DO 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 Project Title: Engineer: Project Descr: Project ID: Printed: 17 AUG 2017, 8:53ADA 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 Design Summary 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) g L Lr S W E Left Support 0.40 0.72 Right Support 0.40 0.72 H Downward L+Lr+S 0.027 in Downward Total Upward L+Lr+S 0.000 in Upward Total Live Load Defl Ratio 1787 >360 Total Defl Ratio 0.042 in 0.000 in 1153 >360 per NDS 2015, IBC 2015, CBC 2016, A2 BEAM Size: 5.25x9.5, VersaLam, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Boise Cascade Wood Grade: Versa Lam 2.0 2800 West Fb - Tension 2800 psi Fc - Prll 3000 psi Fv 285 psi Ebend- xx 2000 ksi Density 41.75 pcf Fb - Compr 2800 psi Fc - Perp 750 psi Ft 1950 psi Eminbend - xx 530120482 ksi Applied Loads Unif Load: D = 0.0150, 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 = 0.385. 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 Left Support 1.95 1.28 1.55 Right Support 1.95 1.28 1.55 :Hood Beam Design: F 0 0.l .121 8.0 it, 5.25x9.5 Max Deflections W E H Downward L+Lr+S 0.087 in Downward Total 0.126 in Upward L+Lr+S 0.000 in Upward Total 0.000 in Live Load Defl Ratio 1098 >360 Total DO Ratio 762 >360 s per NDS 2015, IBC 2015, CBG 2016, AS BEAM Size: 6x10, 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 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 DIOiry U0320 � �n2��� yarsi � n 6.0fl, GOO ns 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 Defl Ratio 1773 >360 Total DO Ratio 1231 >360 Title Block Line 1 Project Title: You can change this area Engineer: using the "Settings" menu item Project Descr: and then using the "Printing & Title Block" selection. Title Block Line 6 Project ID: hinled: 17 AUG 20V. f):WAM Wood BeamDesign: G Calculations per Nps 2015, IBC 20`15, 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= 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 Summary 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 o(u 02 U izU) � Max Reactions (k) g L Lr S w E H Downward L+Lr+S 0.001 in Downward Total 0.003 in Left Support 0.23 0.08 0.11 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.23 0.08 0.11 Live Load Defl Ratio 27255 >240 Total DO Ratio 13953 >240 36'-0' 2'-O' 12'•0' PATIO CONG. 14' X T' SCREENED FDN VEJiS 5) REo'D 12'0' 6'-0' 6'-0' 2'-0' 6'-0' 6'-0' 6'-0' 2.j '. DB . J T •;�j 24 i°u iu it ° 2� 24 24 ui\� w 24 DBL. JST. o CRAWL SPACE IS' MIN. Al 6 MIL VAPOR X� BARRIER TYP. 6 0'� 6'•0' 6'-0' (� 6'-O' 2'-0' 6'-0' 2' -4 --(4) 24 24 24 `x/24 2 24 2'-0' 4'-4' 4 (f BLOCK OUT FOR � MEGN. WOE'. m \ ( 2424 24 ael 2 CAR GARAGE couc. 'j' 2'-0' I6'-0' 2'•0' 5'-6' 10'-6' 20'_0' 16'-0' 36'-O' 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 Pflnlod i i nuc 2017, 9: NA Description : roof framing 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 - 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= 7,50 ft Design Summary (k) g L Lr S W E H 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 D 0.1650 L(0.30) f r 7.0 ft, 48 Max Reactions (k) g 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 Defl Ratio 916 >360 Total Defl Ratio 591 >360 Woad Beam Design: B fv : Actual : 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 Right Support 1.30 1.92 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= 7,0 ft 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 Fb : Allowable: 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) o L Lr S W E Left Support 1.30 1.92 Right Support 1.30 1.92 Naod Beam Design : C 0(024',01 UQ 4400" 5.330ft, 4x10 H Downward L+Lr+S 0.036 in Downward Total 0.060 in Upward L+Lr+S 0.000 in Upward Total 0.000 in Live Load DO Ratio 1797 >360 Total DO Ratio 1072 >360 Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-1 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 - 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 = 0.0220, 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 N : Actual : 92.70 psi at 0.000 ft in Span # 1 Fv: Allowable: 180.00 psi Load Comb: +D+L+H 6.50(t, 4x 10 Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0,050 in Downward Total 0.088 in Left Support 1.11 1.50 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 1.11 1.50 Live Load Defl Ratio 1551 >360 Total DO Ratio 888 >360