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Home My WebLink AboutBLD2018-00042 - 07 ENGINEERINGFT -, DESIGN 606 COMMERCIAL AVENUE STE D ANACORTES, WASHI NGTON 98221 William Obrock, Architect ph (206) 557-0226 MEMORANDUM Carlie Anne Berard, PE ph (907) 389-9971 Project:Date: Solheim September 17,2018 From Carlie Anne Berard Peninsula Lexar Homes, Kathleen Winter Owner The Simpson STHDRJ-10's at the garage wall of the above project are approved as adequate. Yours truly, Carlie Anne Berard, PE Office Location: t a I I ENG I N EERI NG CALCU LATIONS FOR: LEXAR HOMES S!TE: 371- FOXFIELD RD PORT TOWNSEND, WA 98368 P ROJ ECT: L728-SOLH EIM L/Ls/18 EINSTEIN DESIGN LLC 505 COMMERCIAL AVE SUITE D ANACORTES, WA 98221 (2)6)-ss7-0226 JAtr 3 0 20t8 JEF'FERSON COI,NT'VOEE i ,-h ffi ? a &[ISGS Design Maps Summary Report User-Specified Input Building Code Reference Document ASCE 7-10 Standard l,rvhrch utrlrzes USGS hazard data available rn 2008 t Site Coordinates 48.12126oN, 122.77262"W Site Soil Classification Site Class D - "Stiff Soil" Risk CategorV llll/lll USGS-Provided Output For information on how the SS and S1 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. tilC& Raspsr sc Sptctr urn ]tt::; --.r lus:,:.rst lir:c1' :-rr ain ail atr ot: tr6! o3a ,r ac a! it2? ,r 16 ':I':E n0 (I o.in t. a8 t.$ t_ rt (L*r ara i1:.f aa: 0:E .]1. a,n Ss = 1.335 9 S, = 0.541 g S"s = 1.336 g S"r = 0.812 g Sos = 0.891 g So, = 0'541 g 'Ul t(n o:g u.{o {L6E (L& r_m l:E !ol l.m t.tn :.(F ol{ o.dl nt'f, r-6 r .D I at} r.af r.& am Fcnoa. I {r**} For PGA,, T., C.,, and C,, values, please view the detailed reoort. &'}] Prrotl I (:*c) I rrUPE'frttf $rwt Twvnsend :,\. lr,Ol.f .Camano eguim I J€tfcs0 E .\ m* I :-r tlr -_ t(tqFf:r.; .!,n:r, ,-jt! : ,,1; , (-t t,: 1 t r.t - I a a WoodWorks@ Shearwalls SOFTWARE FOR WOOD DESIGN Solheim.wsw Level 1 of 1 WoodWorks@ Shearualls 11.1 hold downs to be sthd10 Jan.10,2018 11:51:32 45' 40' 35' 30' 25'. 20' 1s', 10' 5', 0' -5' -10' -'t 5' -20' -21', -30' -35'. -45' -40' -35' -30' -25'. -20'. -15' -10' -5' 0' 5' '10' 'r5' 20'. 25', 30' 35', I Segmented lW\ Perforated [---l Non-sheanrvall 77v' Aspecltaclor Orange = Selected wall(s) G1 --*-- r N I + I I I I I I I I L f.r I I a a a WoodWorks@ Shearwalls SOFTWARE FOR WOOD DESIGN WoodWorks@ Shearwalls 1 1.1 Solheim.wsw Jan.'10,201811:54:08 Project lnformation DESIGN SETTINGS SITE INFORMATION IBC 2015/AWC SDPWS 2015 Wind Standard ASCE 7-10 DirectronaL (A1J- heights) Seismic Standard ASCE 7- 1I] Design Code Load Combinations For Design (ASD) For Deflection (Strength) 0.70 Seismic + 0.60 Dead 1.00 Seismrc + 0.90 Dead 0. 60 wind + 0.60 Dead 1.00 wind + 0. 90 Dead Building Code Capacity Modification Wind Seismic l.lt 1.,1 ) Duration Factor 1.6 ) Seruice Conditions and Load Duration Temperature Moisture Content Range Fabrication Service T<:1J0F 15r <=191 lC: <=19: Max Shearwall Offset ffiPlan Elevation (within story) (between stories) 4. )) Maximum Height-to-width Ratio Fiberboard Lumber Wind Seismic Gypsum Blocked Unblocked Wood panels Wind Seismic )tr lgnore non-wood-panel shear resistance contribution... Wind Seismic when comb'C w/ wood panels Always Collector forces based on... Hold-downs Applied loads Drag struts Applied Ioads Shearwal! Relative Rigidity: vlall capacity Perforated shearwall Co factor: SDPWS Table 4 .3. 3. 5 Non-identical materials and construction on the shearline: Allowed, except for material type Deflection Equation: 4-term f rom SDPI/1ls C1 .3.2-2 Drift limitforwind design: L / 500 story height Wind ASCE 7-10 Directional (A1l heights) Seismic ASCE 7-10 12.8 Equivalent Lateral Force Procedure Design Wind Speed Serviceability Wind Speed Exposure Enclosure Min Wind Loads: Walls Roofs 130 mph 100 mph Exposure Encfosed 16 psf 8 psf B Risk Category Structure Type Building System Design Category Site Class Category II - All others Beari-nq V,laIl D D Spectral Response Acceleration 51:0.541q Ss:1.336q Shape Topographic lnformation [ft] Height Length Site Location Fundamental Period T Used Approximate Ta Maximum T E-W 0.132s 0.132s 0.184s N-S 0.132s 0. L32s 0. l-84sEIev: Oft Avg Air density: 0.0765 Lblcu ft Elexible building, gtust factor : 0.85 Response Factor R 6.50 6.50 Case 2 Eccentricity (ft) Loaded at E-W loads 8. L\) 15. N-S loads E. 10 f3; 1. oo Fv: 1.50 1 r WoodWorks@ Shearwalls Solheim.wsw Jan. 10, 2018 11:54:08 Structural Data STORY INFORMATION BLOCK and ROOF INFORMATION Hold-down Story Floor/Ceiling Wall Heiqht lftl Length subject to shrinkaqe [inl Bolt lenqth [inlElev lftI Depth linl Ceiling Level 1 Foundation 11 2 2 83 83 00 0 0 010 9.00 13.8 14.5 Block Dimensions [ftl Face Type Roof Panels Slope Overhang [ft] Block'l Location X,Y = Extent X,Y = Ridge X Location, Offset Ridqe Elevation, Heiqht 1 Story N-S Ridge -32.00-3 2 6 00 00 00-1 1 OU 0 o 00 00 b9 North South East West Gab.l e Gable S ide Side 90.0 90.0 22.7 22.1 1.00 1.00 1.00 1.00 Block 2 Location X,Y = Extent X.Y = Ridge Y Location, Offset Ridqe Elevation, Heiqht 1 story 0.00 22.00 11.25 15.33 E-W Ridqe 0.50 27 0 4 50 00 50 North South East West Side Side GabIe Joined )) 1 22.1 90.0 157.3 1.00 1.00 1.00 1.00 2 a I - I Grp Surf Sheathing Ratng Thick GU in in Gvtv lbs/in Material Ply Or Size BKFd in Fasteners Type Df Eg in Applv Notes 6d 6d 6d N N N 2 4 6 Y Nail Nail Nail 12 12 12 21 2 3 Ext Ext Ext Struct Sh OSB Struct Sh OSB Struct Sh OSB 24t0 24t0 2410 3/8 3/8 3/8 3 J J Vert Vert Vert 77500 77500 77500 WoodWorks@ Shearwalls Solheim.wsw Jan. 10, 2018 11:54:08 SHEATHING MATERIALS WALL GROUP Grp - Wall Design Group number, used to reference wall in other tables Su,l - Exterior or interior suiace when applied to exteior wall Ratng - Span rating, see SDPWS Table C4.2.2.2C Thick - Nominal panel thickness GU - Gypsum underlay thlckness Ply - Number of plies (or layers) in construction of plywood sheets Or - Orientation of longer dimension of sheathing panels Gvtv - Shear stiffness in lb/in. of depth from SDPWS Tables C4.2.24-B Type - Fastener type from SDPI4/S Tables 4.3A-D: Nail - common wire nail for structural panels and lumber, cooler or gypsum wallboard nail for GWB, plasterboard nail for gypsum lath, galvanised nail for gypsum sheathing; Box - box nail; Casing - casing nail; Roof - roofing nail; Screw - drywall screw Size - Common, box, and casing nails: refer to SDPWS Table A1 (caslng slzes = box sizes). Gauges: 11ga=0.120"x1-3/4"(gypsumsheathing,25/32"fiberboard), 1-12,"(ath&plaster, l2"fiberboard); l3gaplasterboard=0.92"x1- 1/8". Coolerorgypsumwallboardnail: 5d=.086"x1-il8"; 6d=.092"x1-7/8"; 8d=.113"x2-3/8"; 6/8d=6dbaseply,Sdfaceplyfor2-plyGWB. Drwall screws: No. 6, 1-1/4" long. il8" gypsum sheathing can a/so use 6d cooler or GWB nail Df - Deformed nails ( threaded or spiral), with increased withdrawal capacity Eg - Panel edge fastener spacing Fd - Field spacing interior to panels Bk - Sheathing is nailed to blocking at all panel edges; Y(es) or N(o) Apply Notes - Notes below table legend which apply to sheathing side Notes: 2. Framing at adjoining panel edges must be 3" nominal or wider with staggered nailing according to SDPWS 4.3.7.1 .4 FRAMING MATERIALS And STANDARD WALL WALL GROUP Wall Grp - Wall Design Group b - Stud breadth (thickness) d - Stud depth (width) Spcg - Maximum on-centre spacing of studs for design, actual spacing may be less. SG - Specific gravity E - Modulus of elasticity Standard Wall - Standard wall designed as group. Notes: Check manufacture requirements for stud size, grade and specific gravity (G) for all shearwall hold-downs. 3 Wall GrD d in spcg tn b in Standard WallSGE Dsi ^6 GradeSpecies 1 2 3 D.Fir-L D.Fir-L D.Fir-L Stud Stud Stud 1 .50 1.50 I .50 5.50 5.50 5.50 16 16 16 0.50 0.50 0.50 1.40 't.40 't.40 E:<terior Segmented ( I WoodWorks@ Shearwalls Solheim.wsw Jan. 10, 201811:54:08 Design Summary SHEARWALL DESIGN Wind Shear Loads, Flexible Diaphragm All shearwalls have sufficient design capacity. Wind Shear Loads, Rigid Diaphragm All shearwalls have sufficient design capacity. Components and Cladding Wind Loads, Out-of-plane Sheathing All shearwalls have sufficient design capacity. Components and Cladding Wind Loads, Nail Withdrawal All sheanvalls have sufficient design capacity. Seismic Loads, Flexible Diaphragm All shearuvalls have sufficient design capacity. Seismic Loads, Rigid Diaphragm All shearwalls have sufficient design capacity. SEE CALCULATIONS IN NEXT SECTION HOLDDOWN DESIGN Wind Ail have sufficient design capacity. Wind Loads,Diaphragm Under-capacity Level 1: D-1 were found on the following walls Seismic Loads, F ragm All hold-downs have design capacity. Seismic Loads, Rigid Diaphr All hold-downs have sufficient This Design Summary does not include failures that occur due to excesslye story drift from ASCE 7 CC1 .2 (wind) or 12.12 (seismic). Refer to Story Drift table in thb repori to verif this design citerion. Refer to the Deflection table for possib/e /ssues regarding fastener slippage (SDPWS Table C4.2.2D). '11 Flexible Diaphragm - I WoodWorks@ Shearwalls Solheim.wsw Jan. 10, 201811:54:08 Flexible Diaphragm Wind Design ASCE 7 Directional(All Heights) Loads SHEAR RESULTS W Gp - Wall design group defined in Sheathing and Framing Mateials tables, where lt shows assocrated Standard Wall. "^" means that this wall is critical for all walls in the Standard Wall group. For Dir - Direction of wind force along shearline. v - Design shear force on segment = ASD factored shear force per unit FHS vmax - Collector shear force for pertorated wal/s as per SDPWS eqn. 4.3-8 = V/FHS/Co. Full height sheathing (FHS) factored for narrow segments as per 4.3.4.3 N-S Shearlines W GD For ASD Shear Force [plf]v vmax V fibslDir Asp-Cub Allowable Shear [plflExt Co C CmblntExtlnt V llbsl Resp. Ratio Line 1 Level 'l Ln1,rdall seg seg seg seg Line 2 Lnz, !{aI1 seg seg seg WaI l seg seg Wall Line 3 Ln3, Wa.I I seg seg Lev I r-1.1 .l .3.4 .5 a 3 3 3 3 Levl 2-7 .1 .2 .3 2-2 .1 .2 2-3 Levl 3-1 .1.2 Both Both Both Both Both Both Both 48.2 48.2 48 .2 42 .9 1546 1546 9e 265 627 385 L77 Both Both Both Both Both Both Both Both Both 21 41 113 9 359 1206 0 L206 402 57 .0 67 .0 61 .0 0.0 57 .0 67 .0 Both Bot h Both Both 784 .4 784 .4 ll05 110 6 553 553 I.zio 187 280 280 249 897 6 897 5 560 154 0 3540 2240 995 ,6 1. 1. 1. .8 raz 180 280 280 249 .o .0 .0 .0 .0 .0 .0 .0 280 280 280 280 284 280 280 r1480 41 60 1540 1960 t260 5040 5040 168 0 280 280 280 380 280 280 r.o .67 .67 zio 187 187 1720 7120 560 560 187 187 o. ir 0.17 0.17 0.17 0.17 0.?4 0.24 o)q 0.24 0.99 0.99 E-W Shearlines w Gp For Dir ASD Shear Force [plflvmax V tlbsl Asp-Cub lnt Ext Allowable Shear [plf]Ext Co C Cmblnt V tlbsl Resp. Ratio Line A Level I LnA. Levl Wal1 A-1 Seg.2 Line B LnB, Levl 1 Wall B-1 ; 2^ Seg. l Seg.2 Seg. 3 Line C LnC. Levl ltlall C-1 ; 3 Line D LnD, Levl WaIl D-l Seg.3 Seg.4 3 Both Both Both Both Both Both 193 3 193 3 966 0 0 966 216.1 0.0 0.0 2'?6.r W->E E->W W->E E->W W->E E->W W->E E->W W->E 291 3 3054 291 3 3054 1'7 5 196 r423 7462 115 196 22L.4 221 .4 284 .5 292.4 22L.4 221 .4 r^1- \r E->W W->E E - \TTI 81.4 85.3 Both Both Both Both Both Both 472 4t2 0 59 206 141 0.0 79 .6 29 .4 29 .4 297 3 29'73 t486 L485 1.0 1A 1.0 1.0 .78 546 425 546 546 425 ,.. 546 546 425 438'7 4381 438'7 4387 114 3 114 3 2700 210 0 114 3 114 3 1.0 1.0 .78 . ta 1.0 1.0 .18 420 420 321 32t 420 32"7 32'7 321 420 420 321 32't 280 280 6150 61 60 61 50 61 60 1.0 1.0 280 280 3920 39201.0 1.0 .61 1.0 1.0 280 280 187 280 280 280 187 280 560 1960 1400 65 65 o.os 0.70 0. 68 0.70 0. 68 0.70 n 20 0.30 0.1r 0.11 0.11 12 Ll 9I Lg-t 6 t't 9l 187 5 0 0 I WoodWorks@ Shearwalls Solheim.wsw Jan. 10, 201811:54:08 Flexible Diaphragm Seismic Design SEISMIC INFORMATION Level Mass llbsl Area lso.ftl Story Shear [bs]E.W N-S Diaphragm Force Fpx [bs]E.W N.S 1 Ail adt) 1 39424 22t2 .0 5 402 5402 5442 5402 't 023 '7 023 Building mass- Sumof all generatedandinputbuilding masses onlevel =wxinASCETequationl2.S-12. Storey shear - Total unfactored (strength-level) shear force induced at level x, = Fx,n ASCE 7 equation 12.8-11. Diaphragm force Fpx - Unfactored force intended for diaphragm design from Eqn 12.1G1 ; used by Shearwalls only for drag sfrut forces, see 12.10.2.1 Exception 2. Redundancy Factor p (rho): E-W 1.00, N-S 1.00 Automatically calculated according to ASCE 7 12.3.4.2. Vertical Earthquake Load Ev Ev=0.2SdsD, Sds=0.89; Ev=0.178 Dunfactored; 0.125Dfactored; total deadloadfactor: 0.6-0.125=0.475tension, 1.0+0.125=1.125 compression. 24 tr( w Gp N.S Shearlines For Dir ASD Shear Force [plflv vmax V flbsl Allowable Shear [plf]Asp-Cub lnt Ext lnt Ext Co C Cmb V tlbsl Resp. Ratio Line 1 Level 1 Lnl, Levl VlalI 1-1 seg.1 Seg.2 Seg.3 Seg.4 Seg.5 Line 2 Ln2, LevlWall 2-1 seg. 1 Seg.3 Seg. 3wall 2-2 seg.2 wal,1 2-3 Line 3 Ln3, Levl WalI 3-1 Seg.1 Seg. 2 ? 3 J 30.9 46 .3 46 .3 46 .3 41.2 44.7 84.7 Bot_h Both Both Both Both Both Both Both Both Both Both Both Both Both Both Both Both Both Both Both 1485 1485 93 255 buz 37L 165 1788 142 240 30s 196 785 0 785 262 508 508 254 254 43 .6 43 .6 43 .6 0.0 43 .6 43 .5 0 0 0 0 0 0 0 0 zio 200 200 200 178 r.o .6'7 r:: 200 200 100 178 200 200 200 200 200 200 200 200 200 ?00 200 200 200 200 r.o .57 .61 200 133 133 133 64Lt 54Lt 400 1100 2600 1600 711 8200 3400 1100 1400 900 3500 3600 1200 1.0 1.0 1.0 .89 800 800 400 400 22 0 0 22 0.23 0 .23 0.:3 0 .23 o. ia 0 .64 E.W Shearlines w Gp For Dir ASD Shear Force [plflv vmax V tlbsl V [bs] Asp-Cub lntlntExt Allowable Shear [plflExt Co C Cmb Resp. Ratio Line A Level 'l LnA, Levl Wall A-1 Seg.1 seq. 2 Seg.3 Seg.4 Line B LnB, Levl WalI B-1 Seg.1 Seg.2 Seg.3 Line C LnC, Levl Wall C-1 Line D LnD, Levl WalL D-1 Seg.3 Seg.4 1 ? 3 44.9 L43 .6 0.0 0.0 L43.6 ro:. s 133.0 103.5 0.0 10 n 28 .5 28 .5 Both Both Both Both Both Both Both Both Both Both Both Both Both Both Both Both Both Both Both 10 05 1005 s03 0 0 503 13 90 13 90 362 665 362 98'7 98't 399 399 0 5t 200 143 200rlo 1.0 1.0 .6'7 1.0 l-. 0 200 10 62 2123 2t23 7062 r.o .78 1.0 1.0 .-78 lso 303 390 390 303 303 390 390 303 1.0 .78 1.0 .'7 I 300 233 300 ziz 300 233 200 200 133 200 200 zio 133 200 200 313 3 313 3 817 1500 817 4400 4400 2800 2800 400 1400 1C00 i )) 0 .41 0 .41 0 .44 0 .44 0.44 o. ia 0. 14 0.14 WoodWorks@ Shearwalls Solheim.wsw Jan. 10, 20'1811:54:08 SHEAR RESULTS seismic desi W Gp - Wall design group defined in Sheathing and Framing Materials tables, where lt shows assoc,afed Standard Wall. "^" means that this wall is critical for all walls in the Standard Wall group. For Dir- Direction of sersmic force along shearline. v - Design shear force on segment = ASD factored s hear force per unit FHS vmax - Collector shear force for perforated walls as per SDP[//S eqn. 4.3-B = V/FHS/Co. Full height sheathing (FHS) factored for narrow segments as per 4.3.4.3 y - ASD factored shear force. For shearline: total shearline force- For wall: total of all segments on wall. For segment: force on segment Asp/Cub - For wall: Unblocked structural wood panel factor Cub from SDPWS 4.3.3.2. For segment: Aspect ratio adjustment from SDPWS 4.3.3.4.1 lnt - Unit shear capacity of interior sheathing; Ext - Unit shear capacity of exterior sheathing. For wall: Unfactored. For segment: lnclude Cub factor and aspect ratio adjustments. Co - Adjustment factor for pertorated walls from SDPWS Table 4.3.3.5. C-Sheathingcombinationrule,A=Addcapacities,S=Sfrongestsideortwiceweakest,G=Stlffness-basedusrngSDPWS4.3-3. Cmb - Combined inteior and exterior unit shear capacity including peiorated wall factor Co. V - Total factored shear capacity of shearline, wall or segment. Cnl Resp - Response ratio = v/Cmb = design shear force/unit shear capacity. 'W' indicates that the wind design criterior was citical in selecting wall. 25 0 0 0 i SOLHEIM Seismic Seismic lmportance factor 1.00 Seismic use group ll Mapped Specteral Response Ss = 1.34 51 = 0.54 Site Class D Specteral Response Coefficients Fa = 1.0O sDS= 2/3(Fa(Ss) = 0.89 Fv = 1.50 sD1=2/3(FvXs1)= 0.s4 Seismic Design Category D Response Modification Factor 6.50 Response coefficient cs = sDs/(R/l)= 0.14 Redundancy factor, p 1.00 Analysis Procedure used = Simplified Method Basic Seismic-Force-Resisting System = Shear walls Mass taken from Woodworks output file Weight of Sructure Ws = 39424.00 lbs Design base shcar V =l.2SsdsWR = 982.52 lbs O Overstregnth factor 2.50 sEtsMtc (.5-.14sus)D+.7OoQ) (.6-.14(.73)(ws)+.7(2.s)v)= 30082.901bs Capacity of Tie downs STHDlO 3730 lbs Anchor bolt up lift 150 plf Longatudinal Design Base Shear Hold Downs Wall Height H = Uplift Force FuD = VH/L -WP = * Req'd -0.08906 -o.6472! 0.834052 rDrv/o! Wall line 1 -Total Legnth of walls , L= rrib'/.= 45 V/L= Wall line 1-Total Legnth of walls, L= Tri6'/"= 45 V/L= Wall line 1-Total Legnth of walls, L= Trib%= 10 v/L= Wall line 1 -Total Legnth of walls, L= Tri6%= 0 V/L = 28.00 ft 483.4a plf 35.00 ft 375.04 plf 6.00 ft 501.38 plf 0.00 ft flDlv/o! plf sw-1 sw-2 sw-3 Uplift Force Fuo = VH/L -WP = 8.00 ft -332.20 lbs -2391.71 lbs 3111.05 lbs fDlv/o! lbs Uplift Force F,p = VH/L -WP = Uplift Force F,o = VH/L -WP = Transverse Design Base Shear Wall line 1 -Total Legnth of walls, L= fnb%= 35 V/L= Wall line 1 -Total Legnth of walls , L= rribo/.= 15 v/L= Wall line 1 -Total Legnth of walls . L= frib% = 15 V/L= Wall line 1 -Total Legnth of walls , L= Trib/"= 35 V/L = 5.00 ft 1754.84 plf 12.00 ft 376.04 plt 22.00 ft 205.u plf 20.00 ft 525.45 plf SW-A sw-B sw-c SW-D 3.522436 0.323938 -o.4444 o.324427 Hold Downs Uplift Force Fue = VH/L -WP = 13133.69 16t UpliftForceFup=VH/L-WP= 1208.29 lbs Uplift Force Fuo=VH/L-WP= -1659.11 lbs Uplift Force F,o = VH/L -WP = 1211.61 lbs t l. I Project: Location: Header 1 Multi-Loaded Multi-Span Beam [2015 lnternational Building Code(2O15 NDS)] 3.5 lN x 7.5 lN x 6.0 FT 24F-V4 - Visually Graded Western Species - Dry Use Section Adequate By: 125.9% Controlling Factor: Moment DEFLECTIONS Center Live Load 0.05 lN L/1 367 Dead Load 0.03 in Total Load 0 08 lN L/847 Live Load Deflection Criteria: U360 Total Load Deflection Clteria.Ll240 Live Load Dead Load Total Load 1200 tb 737 tb 1937 tb 0.85 in 1200 tb 737 tb 1937 lb 0.85 inBeari Span Length Unbraced Length-Top Unbraced Length-Bottom Live Load Duration Factor Camber Adj. Factor Camber Required 6ft 0ft 6ft 1.00 1 0.03 0.00Notch MATERIAL PROPERTIES 24F-V4 - Visually Graded Western Species Base Values Bending Stress: Fb = 2400 psi Fb_cmpr= 1850 psi Cd=l 00 Shear Stress: Fv = 265 psi Cd=1 .00 Modulus of Elasticity: E = '1800 ksi Comp. 1to Grain: Fc - a = 650 psi E'- Fc-l Controlling Moment: 2906 ft-lb 3.0 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: -1937 lb At right support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 StruCalc 9.0J -..+-{rffih^Y5;4.lFl,' *V StruCalc Version 1 0.0. 1.6 1t1012018 12.12.35 PM Req'd 14.53 in3 10.96 in2 34.86 in4 2906 ft-rb -1937 tb Adjusted Controlled by: Fb'= 2400 psi Fv'= 265 psi Provided 32.81 in3 26.25 inz 123.05 in4 6563 ft-tb 4638 rb 1800 ksa = 650 psi Comparisons with required sections Section Modulus: Area (Shear): Moment of lnertia (deflection): Moment: Shear: LOADING DIAGRAM UNIFORM LOADS Uniform Live Load Uniform Dead Load Beam Self Weight Total Uniform Load Center 400 plf 240 plf 6 plf 646 plf I 'r( Project: Location: Header '1 .1 Multi-Loaded Multi-Span Beam [2015 lnternational Building Code(2015 NDS)] 55lNx7.5 lNx6.0FT 24F-V4 - Visually Graded Western Species - Dry Use Section Adeq uale By : 253. I o/o Controlling Factor: Moment BEAM DATA Center Span Length 6 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 6 ft Live Load Duration Factor 1.00 Camber Adj. Factor 1 Camber Required 0.02 Notch Depth 0.00 MATERIAL PROPERTIES 24F-V4 - Visually Graded Western Species Base Values Bending Stress. Fb = 2400 psi Fb_cmpr= 1850 psi Cd=1 .00 Shear Stress: Fv = 265 psi Cd=1 .00 Modulus of Elasticity: E = 1800 ksi Comp. a to Grain: Fc - I = 650 psi Fv'= 265 psi Controlling Moment: 2920 ft-lb 3.0 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Gontrolling Shear: -1947 lb At right support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 9.0 StruCalc Version 1 0 0.1 .6 1t10t2018 12.13.41 PM Comparisons with required sections Section Modulus: Area (Shear): Moment of lnertia (deflection): Moment: Shear: Reo'd 14.6 in3 11.02 in2 35 04 in4 2920 ft-tb -1947 tb Adjusted Controlled by: Fb'= 2400 psi E'= 1800 ksi Fc - a' = 650 psi Provided 51.56 in3 41 .25 inZ '193.36 in4 10313 ft-tb 7288 tb DEFLECTIONS Center Live Load 0.03 lN U2149 Dead Load 0 02 in Total Load 0.05 lN Ul324 Live Load Deflection Criteria: U360 Total Load Deflection Crileria U240 LOADING DIAGRAM 1200 tb 1200 rb 747 tb 747 tb 1947 tb 1947 tb 0.54 in 0.54 in I UNIFORM LOADS Center Uniform Live Load 400 plf Uniform Dead Load 240 plf Beam Self Weight 9 plf Total Uniform Load 649 plf V A B REACTIONS Live Load Dead Load Total Load Bearing Length tt f I Project: Location: Header 1.2 Multi-Loaded Multi-Span Beam [20'15 lnternational Building Code(2015 NDS)] 5.5 lN x 12.0 lN x 16.0 FT 24F-V4 - Visually Graded Western Species - Dry Use Section Adequate By: 39.6% Controlling Factor: Deflection Live Load 0.31 lN L/619 Dead Load 0.26 in Total Load 0.57 lN L/335 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria:U240 REACTIONS Live Load Dead Load Total Load Bearing Length A 2400 2034 4434 124 c rb 2400 tb tb 2034 tb tb 4434 rbin 1.24 in V StruCalc Version 10 0. 1 6 1t10t2018 12 14.12 PM MATERIAL PROPERTIES 24F-V4 - Visually Graded Western Species Base Values Bending Stress. Fb = 2400 psi Fb_cmpr= 1850 psi Cd=1 .00 Shear Stress: Fv = 265 psi Cd=1.00 Modulus of Elasticity: E = 1800 ksi Comp. I1o 6rr,n' Fc - A = 650 psi Req ! 88.69 in3 25.1 in2 567 52 in4 17738 ft-tb -4434 tb Adjusted Controlled by: Fb'= 2400 psi Fv'= 265 psi E'= 1800 ksi Fc-!= 650 psi Provided 132 in3 66 in2 792 in4 26400 ft-rb 1 1660 rb Controlling Moment: 17738 fl-lb 8.0 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: -4434 lb At right support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: Section Modulus: Area (Shear): Moment of lnertia (deflection): Moment: Shear: I -;+ - ,Strucalc e 0 -P BEAM DATA Span Length Unbraced Length-Top Unbraced Length-Bottom Live Load Duration Factor CamberAdj. Factor Camber Required Notch Depth Center 16ft 0ft 16ft 1.00 1 0.26 0.00 LOADING DIAGRAM UNIFORM LOADS Uniform Live Load Uniform Dead Load Beam Self Weight Total Uniform Load 300 240 14 554 plf plf plf I Center Project: Location: PORCH COLUMNS Multi-Loaded Multi-Span Beam [20'15 lnternational Building Code(2015 NDS)] 5.5 lN x6.0 lN x 18.0 FT (8 + 6 + 4) 24F-V4 - Visually Graded Western Species - Dry Use Section Adequate By: 32.3% Controlling Factor: Deflection Live Load 0.00 lN 2lllnfinity 0.00 lN Ulnfinity 0.00 tN L/tnfinity Dead Load 0.60 in -0.03 in 0.0't in Total Load 0.60 lN 2U318 -0 03 lN U2430 0.01 tN U8833 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria LJ24O REACTIONS Live Load Dead Load Total Load Uplift (1.s F.S) Bearing Length crb orb tb 145 tb rb 145 tbrb otb in 0.04 in A 0rb 671 rb 671 rb 0]b 0.19 in E 0 487 -487 487 0.00 BEAM DATA Left Span Length I ft Unbraced Length-Top 0 ft Unbraced Length-Bottom I ft Live Load Duration Factor 1.00 Notch Depth 0.00 Center Rioht4ft0ft4ft 6ft 0ft 6ft MATERIAL PROPERTIES 24F-V4 - Visually Graded Western Species Base Values Bending Stress: Fb = 2400 psi Fb_cmpr= 1850 psi Cd=0.90 Ct=l.00 Shear Stress: Fv = 265 psi Cd=0.90 Modulus of Elasticity: E = 1800 ksi Comp. -L to Grain: Fc - a = 650 psi 239 psi Controlling Moment: -1829 ft-lb Over right support of span 1 (Left Span) Created by dead loads only on all span(s). Controlling Shear: 414lb At left support of span 2 (Center Span) Created by dead loads only on all span(s). :,r{ sffii\;/-rP .' StruCalc 9.0 V Adlusted Controlled by: Fb_cmpr'= 166'1 psi Fv'= E'-1800 ksi 650 psi StruCalc Version 1 0.0.1.6 '111512018 7:47:08 AM 1 8ft Center 0 0 7 7 plf plf plf 0 0 7 7 Load Number One Live Load 0 lb Dead Load 200 lb Location 0 ft Fc-f'= Comparisons with required sections: Section Modulus: Area (Shea0: Moment of lnertia (deflection): Moment: Shear: Provided 33 in3 33 in2 99 in4 4566 ft-tb 5247 tb a UNIFORM LOADS tsfi Uniform Live Load 0 plf Uniform Dead Load 0 plf Beam Self Weight 7 pll Total Uniform Load 7 pll Right plf plf plf plf Reo'd 13.22 in3 2.6 in2 74.82 in4 -1829 ft-tb 414 tb '-r C , Project: Location; F3 Footing [2015 lnternational Building Code(2015 NDS)] Footing Size: 2 0 FT Round Diameter X 12.00 lN Deep Section Footing Design Adequate ),-1 $Etik.'.\r,?r*.'. StruCalc 9.0 V Strucalc Version 10 0. 1 .6 1t10t2018 12 17 50 PM CAUTIONS * Footi has been ned without reinforcement Allowable Soil Bearing Pressure: Concrete Compressive Strength : Reinforcing Steel Yield Strength: Concrete Reinforcement Cover: Qs = 1500 psf F'c = 2500 psi Fy = 40000 psi c= 3 in FOOTING SIZE Diameter: Dia.= 2ft EffectiveDepthtoTopLayerof Steel: d= 10 in COLUMN AND BASEPLATE SIZE Column Type: Column Width: Column Depth: Baseplate Width: Baseplate Length: Steel m= n= bsw = bsl = 6in 6in 6in 6in FOOTING CALCULATIONS LOADING DIAGRAM f--6 in-=1 1 tn T 3in I 2 Live Load: Dead Load Total Load: Ultimate Factored Load: PL= PD= PT= Pu= Wt= 2400 rb 1440 tb 3840 rb 5568 rb 304 rbplus soil above LOAD CALCULATOR Roof: Second Floor: First Floor: Live Load LL = 25 psf LL = 40 psf LL = 40 psf Dead Load DL = 15 psf DL = 15 psf DL = 15 psf Tributary Width TA= 96 ft2 TA= 0ft2 TA= 0ft2 Bearing Calculations: Ultimate Bearing Pressure: Qu = 1222 Effective Allowable Soil Bearing Pressure: Qe = 1350 Required Footing Area: Areq - 2.84 AreaProvided: A= 3.14 Baseplate Bearing: Bearing Required: Bear = 5568 Allowable Bearing: Bear-A = 84'150 Beam Shear Calculations (One Way Shear): Beam Shear: Vu1 = 0 Allowable Beam Shear: Vc1 = 7799 Punching Shear Calculations (Two Way Shear): Critical Perimeter: Bo = 64 Punching Shear: Vu2 = 2417 Controlling Allowable Punching Shear: vc2 = 46816 Bending Galculations: Factored Moment: Mu = 7630 Nominal Moment Strength: Mn = 48742 psf psf Sf sf tb rb tb tb in tb tb in-lb in-lb