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Home My WebLink AboutCA_structural_calcs_210525_v1PR21000228 B21002641 V1 RECEIVED06/21/2021aalexander BUILDING DIVISION RECEIVED06/21/2021aalexander BUILDING DIVISION APPROVEDBUILDING DIVISION THIS SET OF APPROVED PLANS MUST BE ON THE JOB AT ALLTIMES DURING CONSTRUCTION. THIS BUILDING IS NOT TO BEOCCUPIED UNTIL AFTER FINAL INSPECTION BY THE RENTONBUILDING DIVISION AND RECEIPT OF CERTIFICATE OFOCCUPANCY.APPROVAL SHALL NOT BE CONSTRUED AS THE AUTHORITY TOVIOLATE OR CANCEL ANY PROVISIONS OF CODES, ORDINANCES,OR OTHER REGULATIONS ENFORCED BY THIS CITY.DATE: 08/23/2021 Lateral Loading: Area, Height & Weight Data Page 1.1 of 1.3 MaxQuake © 1995-2021 Archforms Ltd. Date:Firm:All Rights Reserved Lateral Load Analysis & Job:By:Q21W.2 Construction Design Software FLOOR PLAN AREAS & SHEAR WALL GRID SPACING TYPICAL DEAD LOADS Wind Area Calc •Establish Grid Spacing and Floor Plan Configuration at Each Level• •Establish Dead Loads (lbs/sf)•See Page 1.2 &1.3 Left Right Roof: R Rb Interior Wall Perim Overall Roofing 4 Gyp.Bd 6 Shear Wall Spacing R Rb 1or2 b Wall Width FL Wdth Sheathing 3 Framing 4 Back LF ft 60 Framing 3 Int. Finish Roof 2 24.6 60 VT Rf Area Snow Other 2nd Fl/Rf 1 36.5 21.9 133 60 L-R 10 10 1st Fl 21.9 133 60 Zone E Ceiling: Roof 2 3.6 Roof at 2nd Fl 540 Insulation Exterior Wall 2nd Fl/Rf 1 4.67 2.8 39.34 Typ OH Framing Ext Finish 4 1st Fl 2.8 39.34 L to R Zone G Gyp. Bd. Shear 1.5 Roof 2 6.8 2 2890 Other Framing 3 2nd Fl/Rf 1 20 6.0 40 Insulation 0.5 1st Fl 6.0 40 Zone B Oh Zn E Floor: 1or2 1b 2b Gyp. Bd. 3 Roof 2 4.7 60 48 Floor 4 Int .Finish 2nd Fl/Rf 1 12 3.6 54 48 Sub. Fl. 2 code additional 1st Fl 3.6 54 Zone D Oh Zn G Framing 3.5 12 Roof 2 389 98 Insul 0.5 2nd Fl/Rf 1 10 98 Topping 1st Fl Other Roof 2 Zone A 10 2nd Fl/Rf 1 216 FLOOR HEIGHTS & WIND AREA 1st Fl 264 •Establish Floor to Floor and Roof Heights (ft)• Roof 2 Zone C Roof Roof Floor 2nd Fl/Rf 1 443 Pitch Height Height 1st Fl 541 X/12 Front Irregular Plan or Zone Adj 5 8.5 Roof 2 Typical Overhang F to B Y Rf Area R & Rb+OH /100 20.0 1.5 3.7 5.1 9.3 5 4 Overall Depth ft a= Zone B Zone D Rf 2 Area + OH 3,963 2nd Fl / Roof 1 2nd Fl Framing Ht. Rf Area R & Rb+OH/100 Floor 2 Area 3,430 1st Fl Top Plate Ht. Floor 2 & 2b Area /100 17.6 1.5 2.9 4.7 7.7 Floor 2b Area Total Ht. Perimeter Wall LF 266 1st Fl Framing Ht. Overall Depth ft a= Zone B Zone D Bsmt or Crawl Ht. 1st Floor Zone A Zone C Total Ht. Floor 1 & 1b Area /100 18 1.5 2.9 4.7 7.7 Floor 1 Area 3,430 Wind Ht.@Ridge Perimeter Wall LF Floor 1b Area Wind Ht.@Gable Ridge F to B L to R Overall Depth ft a= Zone A Zone C Wl1 Perimeter LF 266 Mean Roof Ht.Runs? Y Hips?Y Y MAY 12 2021 SINGH RESIDENCE Hz Rf Area Hz Wl Area 5 6 424 22 1 2 1 2 2 5 FloorRoof Area+OH Area / 100 .8. GPM/BM API License Expires 1-Jan-22 26.25 Oh Zn G 72 25.25 73.17 73.17 6 73.17 Dpth of Roof 1st Fl 72 396264 78.514 40 22.66121.17 216 2 1 48 ASCE7 a = less of 10%of least horiz dim or 40%of ht but not less than 4%of least horiz dim (min 3 ft) Sec 6.2 Low-rise Building: ht < 60 ft. Rf ht < least horiz dim. Vt Rf Area F-B Rf 1 Rb Area + OH Rf 1 R Area + OH Wl 2 Perimeter LF Rf 2b Area + OH IF L Plan w/ both Legs > 15%of Plan or Vert SW offset.Y? 48 Oh Zn E 324 277 1 10 Zone G 2,744 29.50 1 11 9686 Zone E 2 1 2 R 2 73.17 Dpth of Roof 2nd Fl 6 606 78.51121.17 4 40 22.66 R H F G E 1 1 R 11 R R 2 2 D A 1 R 1 R 2 1 B C 1 2 1 2 1 R R 2 R 1 R 2 2 1 1 R R 2 R 2 R 1 2 R 1 2 3 4 7 2 18.6711.33 Wind Load Areas - Front to Back Page 1.2 of 1.3 MaxQuake Archforms Ltd. Date:MAY 12 2021 Firm:API All Rights Reserved Lateral Load Analysis & Job:SINGH RESIDENCE By:GPM/BM Q21W.2 Construction Design Software Horizontal Line Name Bay Lgth 1 24 2 2 3 4 4 11.33 5 18.67 6 7 .8. Vert Roof Areas Sum lgth to line or mid line 12.0 24.0 25.0 26.0 28.0 30.0 35.7 41.3 50.7 60.0 2nd Roof Lgth of line to mid line 12.0 12.0 1.0 1.0 2.0 2.0 5.7 5.7 9.3 9.3 2a Lgth >12.0 12.0 2a Lgth < 60.0 2.7 9.3 2a Lgth 12.0 12.0 Int Lgth 9.6 12.0 2.0 4.0 11.3 6.7 Rake Lgth 20.4 20.4 1.7 18.7 Rise at > 8.5 5.0 3.5 Rise at < 0.7 2.8 5.0 R2 Area 60 Hip/Gable B1 Area 30 30 30 277 Hip/Gable D1 Area 138 87 17 34 96 43 204 Slope Zone B2 Area 9 102 102 306 Slope Zone D2 Area 102 17 34 96 57 Sum lgth to line or mid line 12.0 24.0 25.0 26.0 28.0 30.0 35.7 41.3 50.7 60.0 1st Roof Lgth of line to mid line 12.0 12.0 1.0 1.0 2.0 2.0 5.7 5.7 9.3 9.3 2a Lgth >12.0 12.0 2a Lgth < 60.0 2.7 9.3 2a Lgth 12.0 12.0 Int Lgth 20.4 12.0 2.0 4.0 11.3 6.7 Rake Lgth 9.6 9.6 2.9 9.6 Rise at > 4.0 5.0 R1 Area Rise at < 5.0 60 Hip/Gable B1 Area 30 30 30 163 Hip/Gable D1 Area 71 58 8 16 45 36 Horiz Rf & Wl Areas 96 Slope Zone B2 Area 4 48 48 144 Slope Zone D2 Area 48 8 16 45 27 W2 Area 216 Wl Zone A Area 108 108 324 Wl Zone C Area 108 18 36 102 60 W1 Area 264 Wl Zone A Area 132 132 396 Wl Zone C Area 132 22 44 125 73 Base Wl Area 48 Wl Zone A Area 24 24 72 Wl Zone C Area 24 4 8 23 13 Vertical Lift 686 Zone E & F Area 439 247 R2 Area 2744 Zone G & H Area 1317 146 293 466 522 48 Oh Zone E Area 24 24 72 Oh Zone G Area 24 4 8 23 13 R1 Area Zone E Area Zone G Area 48 Oh Zone E Area 24 24 Zone F assumed to Equal Zone E 72 Oh Zone G Area 24 4 8 23 13 Zone H assumed to Equal Zone G © 1995-2021 E G GG G G E E Ridge Ri d g e 2a 2a L/2 OhE OhG OhE Transverse Case A Wind Longitudinal Case B Wind OhE OhEOhG Hip A A B C D B21 1122 Transverse Case A Wind Ridge 2a A AC 2aLongitudinal Case A Wind B1D1 E Wind Load Areas - Left to Right Page 1.3 of 1.3 MaxQuake Archforms Ltd. Date:MAY 12 2021 Firm:API All Rights Reserved Lateral Load Analysis & Job:SINGH RESIDENCE By:GPM/BM Q21W.2 Construction Design Software Horizontal Line Name Bay Lgth A 36.5 B 4.67 C 20 D 12 E F G H Vert Roof Areas Sum lgth to line or mid line 18.3 36.5 38.8 41.2 51.2 61.2 67.2 73.2 2nd Roof Lgth of line to mid line 18.3 18.3 2.3 2.3 10.0 10.0 6.0 6.0 2a Lgth >12.0 12.0 2a Lgth < 73.2 6.0 6.0 2a Lgth 12.0 12.0 Int Lgth 16.2 24.5 4.7 20.0 Rake Lgth 20.4 20.4 8.4 12.0 Rise at > 8.5 5.0 3.5 Rise at < 3.5 5.0 R2 Area 60 Hip/Gable B1 Area 30 30 30 389 Hip/Gable D1 Area 194 194 40 155 204 Slope Zone B2 Area 9 102 102 418 Slope Zone D2 Area 208 40 170 Sum lgth to line or mid line 18.3 36.5 38.8 41.2 51.2 61.2 67.2 73.2 1st Roof Lgth of line to mid line 18.3 18.3 2.3 2.3 10.0 10.0 6.0 6.0 2a Lgth >12.0 12.0 2a Lgth < 73.2 6.0 6.0 2a Lgth 12.0 12.0 Int Lgth 27.0 24.5 4.7 20.0 Rake Lgth 9.6 9.6 9.6 9.6 Rise at > 4.0 5.0 R1 Area Rise at < 5.0 60 Hip/Gable B1 Area 30 30 30 10 216 Hip/Gable D1 Area 97 108 19 80 10 10 Horiz Rf & Wl Areas 96 Slope Zone B2 Area 4 48 48 197 Slope Zone D2 Area 98 19 80 W2 Area 216 Wl Zone A Area 108 108 443 Wl Zone C Area 221 42 180 W1 Area 264 Wl Zone A Area 132 132 541 Wl Zone C Area 270 51 220 Base Wl Area 48 Wl Zone A Area 24 24 98 Wl Zone C Area 49 9 40 Vertical Lift 540 Zone E & F Area 360 180 R2 Area 2890 Zone G & H Area 1830 280 600 180 48 Oh Zone E Area 24 24 98 Oh Zone G Area 49 9 40 R1 Area Zone E Area Zone G Area 48 Oh Zone E Area 24 24 Zone F assumed to Equal Zone E 98 Oh Zone G Area 49 9 40 Zone H assumed to Equal Zone G © 1995-2021 EE G GG G G E E Ridge Ri d g e 2a a L/2 OhE OhG OhE Transverse Case A Wind Longitudinal Case B Wind OhE OhEOhG Hip A A B C D B21 1122 Transverse Case A Wind Ridge 2a A AC 2aLongitudinal Case B Wind B1D1 Lateral Load Analysis: Seismic & Wind Loads Page 2.0 MaxQuake © 1995-2021 Archforms Ltd. Date:MAY 12 2021 Firm:API All Rights Reserved Lateral Load Analysis & Job:SINGH RESIDENCE By:GPM/BM Q21W.2 Construction Design Software SEISMIC LOADS Sec.12.7.2 ASCE 7-16 BUILDING CODE 19 CBC X 18 IBC ASCE/SEI 7-16 •Establish Dead Loads•2nd Floor 1st Floor Base Level WFCM & SDPWS -15 Item DL(psf) Area (sf) DL(lbs) Area(sf) DL(lbs) Area(sf) DL(lbs)•Vertical Distribution of Shear to Various Levels•Sec. 12.8.3 ASCE7 Roof R 10 3,963 39,629 Fx= V (Wtx)(Htx)^k/Sum(Wti)(Hti)^k Ht from plate to foundation Eh= pQe Eq.(12.4.3) Roof Rb k=1 Eq.(12.8-12) ASCE7 Wt x Ht x^k (Wt)(Ht)^k Fx p F to B p L to R Ceiling 5 3,430 17,151 3,430 17,151 Roof 2 71,162 22 1,565,568 15,576 1.00 1.00 Ext Wall 12 2,397 28,765 2,930 35,157 266 3,196 ####2nd Fl/Rf 1 117,716 13 1,530,305 15,225 1.00 1.00 Int Wall 10 3,430 34,302 3,430 34,302 1st Floor 89,379 2 178,757 1,778 1.30 1.30 F 1 or 2 10 3,430 34,302 3,430 34,302 Sum 278,256 22 3,274,630 32,579 p Sec 12.3.4 ASCE7 Fl 1b or 2b WIND LOADS Sum 2nd 154,149 Sum 1st 120,912 Base 3,196 •Adjusted Wind Zone Pressures•Eq. 28.5-1 ASCE7 Ps= ⅄KztIP s30 = Sum 2nd,1st & Base 278,256 Wind Loads per Simple Diaphragm Lowrise Envelope Fig. 28.5-1 ASCE 7 Roof 2 Ø Roof 1 Ø •Distribute Weights to Various Levels•Roof 2 2nd Fl 1st Fl Base Fl Wt Procedure for MWFRS per ASCE7-16 Tbl. 28.4-1 Longitudinal (Case B) Transvers (Case A) Tributary Weight Line Rf 1 Line Line Line Sum HZ Zone A 16.0 -16.0 16.0 Wt Roof 2nd (R+Rb)39,629 39,629 Wind Speed 110 Fig.1609.3 IBC / Fig.26.5 ASCE7 Zone B 16.0 16.0 16.0 Wt Ceil 2nd 17,151 17,151 Risk Cat.II Tbl.1604.5 IBC/Tbl.1.5-1 ASCE Zone C 16.0 -16.0 16.0 1/2Wt Ext Wl 2 14,382 14,382 28,765 Exposure=B Zone D 16.0 16.0 16.0 Wt Int Wl 2 34,302 34,302 Ht. Coef ⅄1.00 Tbl.28.5-1 ASCE/IBC1609.1.1.1VT Zone E -16.0 -16.0 -16.0 Wt Floor 2 (2+2b)34,302 34,302 Topo Kzt 1.00 Eq.(26.8-1) & Fig.26.8-1 ASCE7 Zone G -16.0 -16.0 -16.0 Wt Roof 1st (R+Rb) Zone E oh -19.4 -16.0 -16.0 Wt Ceil 1 17,151 17,151 Topo Type: Flat Zone G oh -16.0 -16.0 -16.0 1/2 Wt Ext Wl 1 17,578 17,578 Load 35,157 Features:Escarpment Hill / Ridge Ht Distance Bldg Ht Wt Int Wl 1 34,302 transfers 34,302 H= ft z= ft L= ft x=ft Wt Floor 1 (1+1b)34,302 directly 34,302 1/2Wt Ext Wl Base 3,196 to Slab 3,196 •Total Wind Load In Each Direction At Each Level (lbs)• Wt Ceil Base Trib Area F to B Trib Area L to R Wind Load Line Sum 71,162 117,716 89,379 W=278,256 Horizontal B,A area D,C area Sum PsA B,A area D,C area Sum PsA F to B L to R •Determine Base Shear•Roof 2 60 277 5,386 60 389 7,177 Default Site Class Y Roof 1 10 154 9,706 1,908 Site Class=D 1.359 Fig.1613.2.1(1,3-8) 0.2 Sec.2nd Floor 216 324 8,640 216 443 -10,536 9,600 1,324 Risk Cat =II 0.465 Fig.1613.2.1(2,3-8) 1.0 Sec.1st Floor 264 396 10,560 264 541 12,878 6,240 7,610 Resp Mod R=6.5 16 Fig.22-(14-17) ASCE7 Vert Uplift E,F,Eoh G,H,Goh Sum PsA E,F,Eoh G,H,Goh Sum PsA F to B L to R Site Coef Fa=1.20 D Sec.1613.3.5 IBC Roof 2 734 2,816 -56,965 588 2,989 -57,225 56,965 57,225 Site Coef Fv=1.04 0.167 Eq.(12.8-2) ASCE7 Roof 1 48 72 -2,082 48 98 -2,341 2,082 2,341 Import Ie=1.000 8.992 for T < = TL Eq.(12.8-3) Sms=FaSs=1.631 NA for T > TL Eq.(12.8-4)GOVERNING LATERAL LOADS Sm1=FyS1=0.481 0.010 Eq.(12.8-5) ASCE7 •Maximum Total Load In Each Direction At Each Level (lbs)•Wind %of Seismic Sds=2/3Sms=1.087 NA for S1 => 0.6g Eq.(12.8-6) Front to Back Left to Right F to B L to R Sd1=2/3Sm1=0.321 46,542 Eq(12.8-1) ASCE7 Roof 2 15,576 Seismic 15,576 Seismic 62%12% P limit Cu=1.400 2nd Fl / Roof 1 15,225 Seismic 15,225 Seismic 63%9% Ta=Cth^n 0.232 1st Floor 6,240 Wind 7,610 Wind 270%329% (ASD) Comb 5. ASCE7 12.4.132,579Tbl.12.8-1 ASCE7 Eq.(12.8-7) ASCE7 S.Coef Cs=Sds/(R/I) = Cs not >Sd1 /T(R/I) = Cs not>Sd1 TL/(R/I) T^2 = Cs not < 0.01 = Cs not<0.5 S1/(R/I) = V (SD)= CsW = V=(SD)*0.7=V(ASD) = Tbl.11.5-1 ASCE7 Eq.(16-36) IBC Eq. (16-37) IBC Eq.(16-38) IBC Tbl. 1613.2.3(1) IBC Eq.(16-39) IBC Tbl. 1613.2.3(2) IBC Mapped %g: Ss= Mapped %g: S1= Mapped Period TL= Seismic Design Cat.= Sec 26.7.3 ASCE7/IBC 1609.4.3 Tbl. 20.3-1 ASCE7 Tbl.1604.5 IBC Tbl.12.2-1 A-15 ASCE 2.4.1.7 0.6D+0.6W Calculation Method per 12.8 ASCE7 & Sec.1613.2.5.2 IBCSec 11-4.2 ASCE7 HZ X L Z H Shear Wall Segments Data: Lines 1-8 Page 3.1 of 3.2 MaxQuake © 1995-2021 Archforms Ltd. Date:MAY 12 2021 Firm:API All Rights Reserved Lateral Load Analysis & Job:SINGH RESIDENCE By:GPM/BM Q21W.2 Construction Design Software Line 1 Line 2 Line 3 Line 4 Line 5 Line 6 Line 7 Line .8. Segment (Seg) names a-g appear to show possible quadrants (q). Remove Segs not used. Move and add 1,2...to denote multiple (m) seg's in a quadrant, ie., b2. Seg Variables; Lg: Seg lgth. Ht: Seg hght (from pg 1). X: Wl Opening. B: Bearing Wall? - B=yes. E: Ext./Int. Wall? - E or I. S: Stacked Seg above, same row, q-m & ≤ Lg. 2nd Seg Wall Variables Seg Wall Variables Seg Wall Variables Seg Wall Variables Seg Wall Variables Seg Wall Variables Seg Wall Variables Seg Wall Variables level q-m Lg Ht X B E q-m Lg Ht X B E q-m Lg Ht X B E q-m Lg Ht X B E q-m Lg Ht X B E q-m Lg Ht X B E q-m Lg Ht X B E q-m Lg Ht X B E a 17 9 B E a 11 9 N I a 15 9 N I a1 4.3 9 B E 1,2,3..b 4.1 9 B E a2 7.8 9 B E Wall c 21 9 B E c 8 9 B E b 4 9 B E b 4.3 9 N E a3 10 9 B E Lines d 3.5 9 B E b 4.7 9 B E Run From Front to sum38.00 Syst sum 25.56 Syst sum Syst sum3.56 Syst sum 19.27 Syst sum27.07 Syst sum Syst sum Syst Back Ht/Lg>2.0<3.5:adj V atb Ht/Lg>2.0<3.5:adj V atb Ht/Lg>2.0<3.5:adj V atb Ht/Lg>2.0<3.5:adj V ata1 38 ext Seg Lg adj to 2Lg^2/ht 16 ext load trans to adj Ln Seg Lg adj to 2Lg^2/ht 4 ext Seg Lg adj to 2Lg^2/ht 4 ext Seg Lg adj to 2Lg^2/ht 27 ext 1st Seg Wall Variables Seg Wall Variables Seg Wall Variables Seg Wall Variables Seg Wall Variables Seg Wall Variables Seg Wall Variables Seg Wall Variables level q-m Lg Ht X B E S q-m Lg Ht X B E S q-m Lg Ht X B E S q-m Lg Ht X B E S q-m Lg Ht X B E S q-m Lg Ht X B E S q-m Lg Ht X B E S q-m Lg Ht X B E S a 19 10 B E S a 17 10 N I S a 15 10 N I S a1 9.5 10 B E S b 21 10 B E b 3.5 10 B E b 4.6 10 N E a2 5.5 10 B E c 2.5 4 B E c 2.5 5 B E b 3.8 10 B E d 26 10 B E d 2.5 5 B E sum66.53 Syst sum 19.50 Syst sum 5.00 Syst sum2.45 Syst sum 19.33 Syst sum17.81 Syst sum Syst sum Syst Ht/Lg>2.0<3.5:adj V atb Ht/Lg>2.0<3.5:adj V atb Ht/Lg>2.0<3.5:adj V atb Seg Lg adj to 2Lg^2/ht Seg Lg adj to 2Lg^2/ht Seg Lg adj to 2Lg^2/ht 67 ext 3 ext 5 ext 4 ext 5 ext 19 ext Base Seg Wall Variables Seg Wall Variables Seg Wall Variables Seg Wall Variables Seg Wall Variables Seg Wall Variables Seg Wall Variables Seg Wall Variables level q-m Lg Ht X B E S q-m Lg Ht X B E S q-m Lg Ht X B E S q-m Lg Ht X B E S q-m Lg Ht X B E S q-m Lg Ht X B E S q-m Lg Ht X B E S q-m Lg Ht X B E S a 37 1 N E S a a a 37 1 N E b 4.7 1 N E b b b 4.7 1 N E c 20 1 N E c c c 20 1 B E d 12 1 N E d d d 12 1 B E sum73.17 Syst sum Syst sum Syst sum32.00 Syst sum Syst sum41.17 Syst sum Syst sum Syst 73 ext load trans to adj Ln load trans to adj Ln 32 ext load trans to adj Ln 41 ext "= max X ht / Wall ht" WS WS WS Lines Run Front - Back WS WS WS WS WS WSWS WS WS WS WS Shear Wall Segments Data: Lines A-H Page 3.2 of 3.2 MaxQuake © 1995-2021 Archforms Ltd. Date:MAY 12 2021 Firm:API All Rights Reserved Lateral Load Analysis & Job:SINGH RESIDENCE By:GPM/BM Q21W.2 Construction Design Software Line A Line B Line C Line D Line E Line F Line G Line H Segment (Seg) names 1-7 appear to show possible quadrants (q). Remove Segs not used. Move and add a,b...to denote multiple (m) seg's in a quadrant, ie., 2b. Seg Variables; Lg: Seg lgth. Ht: Seg hght (from pg 1). X: Wl Opening. B: Bearing Wall? - B=yes. E: Ext. /Int. Wall? - E or I. S: Stacked Seg above, same row, q-m & ≤ Lg. 2nd Seg Wall Variables Seg Wall Variables Seg Wall Variables Seg Wall Variables Seg Wall Variables Seg Wall Variables Seg Wall Variables Seg Wall Variables level q-m Lg Ht X B E q-m Lg Ht X B E q-m Lg Ht X B E q-m Lg Ht X B E q-m Lg Ht X B E q-m Lg Ht X B E q-m Lg Ht X B E q-m Lg Ht X B E 1 20 9 B E 1 11 9 N I 1a 3 9 B E A,B,C..1b 3 9 B E Wall Lines 4 4 9 B E 4a 3 9 B E Run 5 4.3 9 B E 4b 3 9 B E 5a 3 9 B E From 5b 3.8 9 B E Side to sum27.22 Syst sum 4.00 Syst sum15.76 Syst sum4.00 Syst sum Syst sum Syst sum Syst sum Syst Side Ht/Lg>2.0<3.5:adj V at4 Ht/Lg>2.0<3.5:adj V at4a Ht/Lg>2.0<3.5:adj V at5a Ht/Lg>2.0<3.5:adj V at1a Seg Lg adj to 2Lg^2/ht 28 ext Seg Lg adj to 2Lg^2/ht 6 ext Seg Lg adj to 2Lg^2/ht 7 ext Seg Lg adj to 2Lg^2/ht 6 ext load trans to adj Ln 1st Seg Wall Variables Seg Wall Variables Seg Wall Variables Seg Wall Variables Seg Wall Variables Seg Wall Variables Seg Wall Variables Seg Wall Variables level q-m Lg Ht X B E S q-m Lg Ht X B E S q-m Lg Ht X B E S q-m Lg Ht X B E S q-m Lg Ht X B E S q-m Lg Ht X B E S q-m Lg Ht X B E S q-m Lg Ht X B E S 1a 4.5 10 B E 1 12 10 B I 1a 13 10 B I 1 6.5 10 N E 1b 4.3 10 B E 1b 7 10 B I 2 6.5 10 N E 1c 4.1 10 B E 4a 3 10 B E S 5 6.3 10 B E S 4b 3 10 B E S 5a 4 10 B E S 5b 4 10 B E S sum17.49 Syst sum 15.93 Syst sum26.40 Syst sum Syst sum 13.00 Syst sum Syst sum Syst sum Syst Ht/Lg>2.0<3.5:adj V at1a Ht/Lg>2.0<3.5:adj V at4a Ht/Lg>2.0<3.5:adj V at5a Seg Lg adj to 2Lg^2/ht Seg Lg adj to 2Lg^2/ht Seg Lg adj to 2Lg^2/ht load trans to adj Ln 19 ext 6 ext 8 ext 13 ext Base Seg Wall Variables Seg Wall Variables Seg Wall Variables Seg Wall Variables Seg Wall Variables Seg Wall Variables Seg Wall Variables Seg Wall Variables level q-m Lg Ht X B E S q-m Lg Ht X B E S q-m Lg Ht X B E S q-m Lg Ht X B E S q-m Lg Ht X B E S q-m Lg Ht X B E S q-m Lg Ht X B E S q-m Lg Ht X B E S 1 24 1 N E 1 1 1 1 24 1 N E S 2 2 2 2 1 N E 3 3 3 4 1 N E 4 11 1 N E 5 19 1 N E sum24.00 Syst sum Syst sum30.00 Syst sum Syst sum ### Syst sum Syst sum Syst sum Syst 24 ext load trans to adj Ln 30 ext load trans to adj Ln 30 ext "= max X ht / Wall ht" WS WS WS WS WS WS WS WSWS WS WS Lines Run Left - Right Diaphragm Flexibility: Length/Width Ratio & Drift Limits Page 4.0 MaxQuake © 1995-2021 Archforms Ltd. Date:MAY 12 2021 Firm:API All Rights Reserved Lateral Load Analysis & Job:SINGH RESIDENCE By:GPM/BM Q21W.2 Construction Design Software DIAPHRAGM DIVISIONS AND LENGTH / WIDTH RATIOS UNBLOCKED DIAPHRAGM LIMITATIONSASCE7 Sec 12.3.1 & Sec1613.6.1 STORY DRIFT + + + + +Actual Limit Roof 2 Line Eq. 23-2 12.12-1 grid 24 2 4 11.33 18.67 Drift Limit =0.02 ht. # # # ## # # ## # # ## # # ## # # #5 5536.5 # # # # 1.37 # # # # 41.17 d >2/3 w?0.58 <2.16 4.67 # # # # # # # # 4.67# # # ## # # #220# # # # # # # # 32 0.66 <2.16 12 # # # # # # # # 12+ + + ++ + + ++ + + + 4 Walls?Unblock Blocked Ratio>4:1 Blk Cant d >2/3 w?diaph 4 30 6 4 2 30 18.67 2 0.49 0.95 0.59<<<Rf1 / Fl 2 Line 2.16 2.16 2.16 Act Drift < Limit grid 24 2 4 11.33 18.67 Drift Limit =0.02 ht. # # # ## # # ## # # ## # # ## # # #5 59Adjust36.5 # # # # 2.44 # # # # 73.17 Unblock 0.85 <2.4 Interior 4.67 # # # # # # # # # # # # 36.67 Shear 20 # # # # # # # # 32 Walls 12 # # # # # # # # 12# # # ## # # ## # # #3and 0.85 <2.4 Block Ratios 4 Walls?Unblock Blocked Ratio>4:1 Blk Cant d >2/3 w?diaph 4 30 6 4 3 30 18.67 2 0.52 1.00 1.00<<<1st Fl Line 2.4 2.4 2.4 Act Drift < Limit grid 24 2 4 11.33 18.67 Drift Limit =0.02 ht. # # # ## # # ## # # ## # # #4 5936.5 # # # # 1.37 # # # # # # # # 41.17 Unblock 0.07 <0.24 4.67 # # # # # # # # # # # # 4.67# # # ## # # #2 5920# # # # 1.07 # # # # 32 Unblock 0.07 <0.24 12 # # # # # # # # 12# # # ## # # ## # # #3 0.07 <0.24 4 Walls?Unblock Blocked Ratio>4:1 Blk Cant d >2/3 w?diaph 4 30 6 4 4 30 18.67 2 0.06 1.00 1.00<>>0.24 0.24 0.24 # # # # # If Gap? Check Load Dist btwn Jogs in Bldg - Cantilever wings out from Bldg Shear Lines.Actual= Drift Limit=Act Drift < Limit 5 6Unblocked D G H E F .8. 2 3 2 3 4 6 .8. B 1 2 3 7 .8. A 4 5 6 71 A B Blocked? 5 7 4 H C D E B F G A C H F G G H F A F G H D C E B C E F G H D Actual= Drift Limit= A B C E 1 B C D .8. 7612453 A l/w Ratios <Tbl.2305.2.3,Cantilever d< 25' & 2/3 w, Topping<1-1/2" and Wl Drift <Tbl.12.12-1 Limitations: MaxTopping 1-1/2",Max Blocked Ratio 4.0, Unblocked 3.0, all Cantilevers Blocked Shear Wall/Collector Line Perimeter of Cantilevered Diaphragm Edge 1 2 2 Unblocked 3 4 5 7 .8. Actual= Drift Limit= 6 7 .8. 5 6 3 41 D E Load Distribution to Segments: RM & OTM Pg 5.1 of 5.4 MaxQuake © 1995-2021 Archforms Ltd. Date:MAY 12 2021 Firm:API All Rights Reserved Lateral Load Analysis & Job:SINGH RESIDENCE By:GPM/BM Q21W.2 Construction Design Software Lateral Line 1 Line 2 Line 3 Line 4 Line 5 Line 6 Line 7 Line .8. Force Seis %= Wind %= W/ft=if "w",- snow Vadj= V= SumV= Distrib trib fl A/Sum flA trib wl A/Sum wlA Sum lev. w*trib area SumV from adj Ln Ln%*Vmax SorW Vadj+Vabv+V 2nd %S 25 %W 19 %S 27 %W 21 %S 7 %W 6 %S 11 %W 16 %S 18 %W 25 %S 12 %W 13 %S %W %S %W Level Seg tA W/ft RM OTM Seg tA W/ft RM OTM Seg tA W/ft RM OTM Seg tA W/ft RM OTM Seg tA W/ft RM OTM Seg tA W/ft RM OTM Seg tA W/ft RM OTM Seg tA W/ft RM OTM Seismic a 1-2 288 16 15.56 a 2 ft 120 2.8 18.98 a 2 ft 120 5.2 20.08 a1 5-6 248 0.9 2.629 15,576 b 1-2 288 0.9 6.386 a2 5-6 248 2.9 4.941 c 1-2 288 24 19.22 c 1-2 288 3.5 13.68 b 2 ft 138 0.4 19.01 b 2 ft 138 0.5 5.541 a3 5-6 248 5.1 6.562 p =d 1-2 288 0.7 4.654 b 5-6 248 1 2.947 Level V > 35%Base Shear p =b b 0.72 0.36 b b 1.00 2nd Level V 3.86 2nd Level V 4.14 2nd Level V 1.08 a 2nd Level V 1.75 2nd Level V 2.85 2nd Level V 1.9 2nd Level V 2nd Level V Regular s 38 Sum V 3.86 s Sum V 4.85 s Sum V s Sum V 2.11 s Sum V 2.85 s 27 Sum V 1.9 Sum V Sum V 1st %S 25 %W 20 %S 27 %W 22 %S 7 %W 5 %S 11 %W 13 %S 18 %W 25 %S 12 %W 16 %S %W %S %W Level Seg tA W/ft RM OTM Seg tA W/ft RM OTM Seg tA W/ft RM OTM Seg tA W/ft RM OTM Seg tA W/ft RM OTM Seg tA W/ft RM OTM Seg tA W/ft RM OTM Seg tA W/ft RM OTM Seismic a 2 ft 423 30 43.75 a 2 ft 250 14 75.34 a 2 ft 250 11 64.12 a1 2 ft 879 15 15.64 15,225 b 2 ft 135 12 24.51 b 2 ft 288 0.7 38.26 b 2 ft 288 1.2 12.32 a2 2 ft 879 5.1 11.58 c 2 ft 366 0.4 4.565 c 2-4 105 0.1 2.628 b 2 ft 383 1 5.92 p =d 2 ft 135 17 29.87 d 2-4 105 0.1 2.628 Level V > 35%Base Shear p =67 Vadj line 2 19 Vadj line 7 1.00 b V above 3.86 b V above 4.85 V above V above 2.11 b V above 2.85 b V above 1.9 V above V above 1st Level V 3.78 1st Level V 4.05 a 1st Level V 1.05 a 1st Level V 1.71 1st Level V 2.78 a 1st Level V 1.85 1st Level V 1st Level V Regular s Sum V 7.64 s Sum V 8.9 s Sum V 1.05 s Sum V 3.83 s Sum V 5.63 s Sum V 3.75 Sum V Sum V Base %S 25 %W 20 %S 27 %W 22 %S 7 %W 5 %S 11 %W 13 %S 18 %W 25 %S 12 %W 16 %S %W %S %W Level Seg tA W/ft RM OTM Seg tA W/ft RM OTM Seg tA W/ft RM OTM Seg tA W/ft RM OTM Seg tA W/ft RM OTM Seg tA W/ft RM OTM Seg tA W/ft RM OTM Seg tA W/ft RM OTM Wind a 2 ft 445 113 47.97 a 2 ft 1780 454 5.978 6,240 b 2 ft 157 0.7 0.667 b 2 ft 405 1.7 0.765 c 2 ft 22 1.7 2.857 c 3-4 32 2.4 11.21 p =d 2 ft 157 4.3 1.714 d 3-4 32 0.9 6.729 Level V < 35%Base Shear p =73 Vadj line 2 2.23 13.9 41 2.715 Vadj line 7 1.30 V above 7.64 V above 8.9 V above 1.05 V above 3.83 V above 5.63 V above 3.75 V above V above 1.25 1.35 0.31 0.8 1.56 0.97 Regular w Sum V 11.1 w Sum V w Sum V w Sum V 18.5 w Sum V w Sum V 7.44 Sum V Sum V Vadj line 7Vadj line6 or 8Vadj line5 or 7 Base Level V Base Level V Base Level V Vadj line6 or 8 Vadj line6 or 8 Vadj line2 or 4 Vadj line2 or 4 Vadj line3 or 5 Vadj line3 or 5 Vadj line4 or 6 Vadj line4 or 6 Vadj line5 or 7 Vadj line5 or 7 Lines Run Front - Back Base Level V Base Level V OTM= if St'k Vnet*ht Vadj line 2 Vadj line4 or 6Vadj line3 or 5Vadj line2 or 4Vadj line1 or 3 Vadj line1 or 3 Vadj line1 or 3 Base Level V Base Level V Base Level V if "s" pQe - 0.2 Sds D if "w" 0.6D RM= W / ft* Lg^2 / 2k SumV*Ht*Lg/∑Lg Load Distribution to Segments: RM & OTM Pg 5.2 of 5.4 MaxQuake © 1995-2021 Archforms Ltd. Date:MAY 12 2021 Firm:API All Rights Reserved Lateral Load Analysis & Job:SINGH RESIDENCE By:GPM/BM Q21W.2 Construction Design Software Lateral Line A Line B Line C Line D Line E Line F Line G Line H Force Seis %= Wind %= W/ft=if "w",-snow Vadj= V= SumV= Distrib trib fl A/Sum flA trib wl A/Sum wlA Sum lev. w*trib area SumV from adj Ln Ln%*Vmax SorW Vadj+Vabv+V 2nd %S 30 %W 25 %S 35 %W 33 %S 13 %W 35 %S 15 %W 17 %S 7 %W -10 %S %W %S %W %S %W Level Seg tA W/ft RM OTM Seg tA W/ft RM OTM Seg tA W/ft RM OTM Seg tA W/ft RM OTM Seg tA W/ft RM OTM Seg tA W/ft RM OTM Seg tA W/ft RM OTM Seg tA W/ft RM OTM Seismic 1 A-B 382 28 30.12 1 2 ft 120 2.5 12.52 1a 2 ft 138 0.2 15.14 15,576 1b 2 ft 138 0.2 15.14 p =4 A-B 382 1.2 5.492 4a B-C 143 0.2 24.53 Level V > 5 A-B 382 1.4 6.436 4b B-C 143 0.2 24.53 5a B-C 143 0.2 2.384 35%Base 5b B-C 143 0.4 3.886 Shear p =b b 1.03 1.00 2nd Level V 4.67 a 2nd Level V 5.45 2nd Level V 2.09 a 2nd Level V 2.34 2nd Level V 1.03 2nd Level V 2nd Level V 2nd Level V Regular s 28 Sum V 4.67 s Sum V 5.45 s Sum V 2.09 w 6 Sum V 3.37 s Sum V Sum V Sum V Sum V 1st %S 30 %W 22 %S 35 %W 25 %S 13 %W 15 %S 15 %W 25 %S 7 %W 13 %S %W %S %W %S %W Level Seg tA W/ft RM OTM Seg tA W/ft RM OTM Seg tA W/ft RM OTM Seg tA W/ft RM OTM Seg tA W/ft RM OTM Seg tA W/ft RM OTM Seg tA W/ft RM OTM Seg tA W/ft RM OTM Seismic 1a A-B 776 3 21.41 1 A-C 409 12 83.45 1a C-D 370 12 30.75 1 2 ft 135 1.1 22.65 15,225 1b A-B 776 2.8 19.82 1b C-D 370 3.5 16.56 2 2 ft 135 1.1 22.65 1c A-B 776 2.5 17.77 p =4a B-C 441 0.8 83.7 Level V > 5 A-B 776 5.9 30.67 4b B-C 441 0.8 83.7 5a C-D 406 1.2 12.59 35%Base 5b C-D 406 1.2 14.68 Shear p =19 Vadj line B 2.12 13 3.53 Vadj line G 1.00 b V above 4.67 b V above 5.45 b V above 2.09 V above 3.37 b V above V above V above V above a 1st Level V 4.57 1st Level V 5.33 1st Level V 2.04 1st Level V 2.28 a 1st Level V 1 1st Level V 1st Level V 1st Level V Regular s Sum V 9.24 s Sum V 10.8 s Sum V 6.24 s Sum V s Sum V 4.53 Sum V Sum V Sum V Base %S 30 %W 25 %S 35 %W 28 %S 13 %W 17 %S 15 %W 22 %S 6 %W 8 %S %W %S %W %S %W Level Seg tA W/ft RM OTM Seg tA W/ft RM OTM Seg tA W/ft RM OTM Seg tA W/ft RM OTM Seg tA W/ft RM OTM Seg tA W/ft RM OTM Seg tA W/ft RM OTM Seg tA W/ft RM OTM Wind 1 2 ft 2349 259 11.41 1 2 ft 157 17 25.87 7,610 2 2 ft 157 0.1 0.381 3 2 ft 22 0.1 0.826 p =4 2 ft 22 0.8 7.405 Level V < 5 2 ft 834 56 11.6 35%Base Shear p =24 Vadj line B 1.47 12.1 30 1.04 Vadj line G 1.30 V above 9.24 V above 10.8 V above 6.24 V above V above 4.53 V above V above V above 1.9 2.14 1.28 1.66 0.62 Regular w Sum V 12.6 w Sum V w Sum V 19.6 w Sum V w Sum V 6.19 Sum V Sum V Sum V Vadj line GVadj lineE or GVadj lineB or D Vadj lineC or E Vadj lineD or F Vadj lineF or H Lines Run Left - Right Vadj line B Base Level V Base Level V Base Level V if "s" pQe - 0.2 Sds D if "w" 0.6D RM= W / ft* Lg^2 / 2k Base Level V Base Level V Base Level V Base Level V OTM= if St'k Vnet*ht SumV*Ht*Lg/∑Lg Base Level V Vadj lineF or H Vadj lineF or H Vadj lineA or C Vadj lineA or C Vadj lineB or D Vadj lineB or D Vadj lineC or E Vadj lineC or E Vadj lineD or F Vadj lineD or F Vadj lineE or G Vadj lineE or G Vadj lineA or C Seismic Load Distribution to Grid Lines Pg 5.3 of 5.4 MaxQuake © 1995-2021 Archforms Ltd. Date:MAY 12 2021 Firm:API All Rights Reserved Lateral Load Analysis & Job:SINGH RESIDENCE By:GPM/BM Q21W.2 Construction Design Software 1 Line 2 Line 3 Line 4 Line 5 Line 6 Line 7 Line .8. Front - Back Ln Spacing Ln Spacing Ln Spacing Ln Spacing Ln Spacing Ln Spacing Ln Spacing 2nd Level wt/ft % % % % % % % % Roof 2 10 1/2 Ext Wl 2 12 Ceil 2 5 1st Level wt/ft 25 27 7 11 18 12 1/2 Ext Wl 2 12 Int Wl 2 10 Floor 2 10 Roof 1 10 1/2 Ext Wl 1 12 Ceil 1 5 Base Level wt/ft 25 27 7 11 18 12 1/2 Ext Wl 1 12 Int Wl 1 10 Floor 1 10 1/2 Ext Wl B 12 Ceil B Load per Line 25 27 7 11 18 12 A Line B Line C Line D Line E Line F Line G Line H Left - Right Ln Spacing Ln Spacing Ln Spacing Ln Spacing Ln Spacing Ln Spacing Ln Spacing 1st Level wt/ft % % % % % % % % Roof 2 10 1/2 Ext Wl 2 12 Ceil 2 5 1st Level wt/ft 30 35 13 15 7 1/2 Ext Wl 2 12 Int Wl 2 10 Floor 2 10 Roof 1 10 1/2 Ext Wl 1 12 Ceil 1 5 Base Level wt/ft 30 35 13 15 7 1/2 Ext Wl 1 12 Int Wl 1 10 Floor 1 10 1/2 Ext Wl B 12 Ceil B Load per Line 30 35 13 15 6 2nd Level Roof =1st Roof & 2nd Level Floor=1st Level Floor =Total Bldg Weight = Total % 100.0 100.0 100.0 100.0 Total % 100.0 Component Wt. 4,665 4,665 7,686 11,097 1,496 9,257 4,240 3,843 17,339 4,240 272 1,496 2,332 4,665 4,680 7,686 5,182 14,381 Component Wt. 4,66517,561 17,561 Component Wt. 5,118 1,224 2,332 8,674 1,224 Component Wt.Component Wt. 3,727 Sceismic 2,640 Sceismic 58,442 44,573 19,984 6,543 8,780 264 1,463 3,239 4,139 264 8,780 Component Wt. 24 2 1,543 6,000 216 732 2,124 1,401 1,463 1,463 2,927 480 2,927 1,463 12,117 2,160 1,463 2,640 7,350 2,160 2,927 2,927 2,640 2,640 6,000 1,596 71,162 15,120 480 2,802 472 2,596 1,401 11,726 8,673 2,802 48 42,692 7,997 17,561 17,561 1,454 2,124 2,802 2,802 54,174 8,778 10,950 70,710 21,900 Component Wt. 2,596 8,778 21,900 117,716 278,256 100.0 89,379 19,800 3,000 8,974 11,412 2,160 Component Wt. 21,497 Component Wt. 3,600 15,480 3,564 1,800 648 3,600 Component Wt. 5,182 3,843 942 28,637 7,686 7,686 Component Wt. BUILDING DEAD LOADS 6,543 24,560 7,182 10,950 7,114 3,600 2,916 3,564 2,160 4 11.3 18.7 36.5 4.67 20 12 Component Wt. 7,997 1,463 732 2,491 216 Component Wt. 35,308 7,182 21,900 21,900 6,000 2,916 3,600 6,800 Component Wt. 3,589 6,000 3,000 11,960 1,800 9,396 Wind Force Distribution to Grid Lines Pg 5.4 of 5.4 MaxQuake © 1995-2021 Archforms Ltd. Date:MAY 12 2021 Firm:API All Rights Reserved Lateral Load Analysis & Job:SINGH RESIDENCE By:GPM/BM Q21W.2 Construction Design Software 1 Line 2 Line 3 Line 4 Line 5 Line 6 Line 7 Line .8. Front - Back Ln Spacing Ln Spacing Ln Spacing Ln Spacing 12.8.4.1 ASCE7 Horizontal Distribution of Seismic & Wind Forces for Flexible Diaphragms 2nd Level Wind Ps Force =% % % % % % % % Wind P s 19 21 6 16 25 13 1st Level Wind P s Force =% % % % % % % % Wind P s 20 22 5 13 25 16 Base Level Wind Ps Force =% % % % % % % % Wind P s 20 22 5 13 25 16 A Line B Line C Line D Line E Line F Line G Line H Left - Right Ln Spacing Ln Spacing Ln Spacing Ln Spacing Ln Spacing Ln Spacing Ln Spacing 2nd Level Wind Ps Force =% % % % % % % % Wind P s 25 33 35 17 -10 1st Level Wind P s Force =% % % % % % % % Wind P s 22 25 15 25 13 Base Level Wind Ps Force =% % % % % % % % Wind P s 25 28 17 22 8 16.0 34 Zone Area 16.0 Zone Area 87 P s 17 16.054 16.0 16.0 16.054 9 Wind Wind 6,240 78 16.0 9,706 9,600 30 3,605 16.0 16.0 16.0 54 3,840 16.066 66 2,496 54 16.0 P s 320 Zone Area 78 16.0 208 13 16.0 416 16.0 9 16.0 11 P sZone Area 66 16.0 P s 30 16.0 194 Zone Area 40 16.0 110 -16.0 54 21 299 16.0 949 -16.021 54 -16.0 -16.0 -16.0 1,908 1,324 110 -16.0 Zone Area P s 16.026 3,796 159 16.0 584 78 16.0 7,610 486 30 16.0 P sZone Area 75 135 16.0 P s 16.0 22 Zone Area P s 2,347 Ps 62 Zone Area P s 2,080 100.00 100.00 Total % 100.00 Total % 90 -16.0 130 16.0 320 Zone Area P s 16.0 1,813 Zone Area Ps 1,178 Zone Area Ps 155 16.0 -16.090 1,045 Zone Area 96 16.0 51 51 P s 16.0 640 16.0 110 16.0 30 16.0 16.0 Zone Area 66 16.0 100.00 Total % Zone Area Ps Zone Area 54 16.0 P s Zone Area 1,248 Zone Area 30 43 2,506 Zone Area P s 54 10 16.0 Zone Area Ps 78 16.0 346 -384 Zone Area Ps 54 Zone Area -16.0 P s -16.0 Zone AreaZone Area P s Ps 2,987 43 16.0 1,942 Zone Area 16.0 Zone Area P s Ps Zone Area P s Zone Area Ps Ps P sZone Area P sZone Area Zone AreaPs P sPsZone AreaPs Total % 4,426 1,728 2,592 Zone Area Ps Total %P s 2,592 960 1,728 Zone Area 2,112 5,114 3,168 2,496 3,744 960 6,217 -1,728 -3,540 4,327 100.00 Total % 2,112 -1,728 -3,540 154 2,496 24 1/2 Wl 1 zn C P s 1/2 Wl 1&B A P s 1/2 Wl 1&B C P s Roof zone B P s Roof zone D P s 1/2 Wl 2 zn A P s 1/2 Wl 2 zn C P s 1/2 Wl 2 zn A P s 1/2 Wl 2 zn C P s Roof 1 zone B P s Roof 1 zone D P s 1/2 Wl 1 zn A P s Roof zone B P s Roof zone D P s 1/2 Wl 2 zn A P s 1/2 Wl 2 zn C P s 1/2 Wl 1&B A P s 1/2 Wl 1&B C P s 1/2 Wl 2 zn A P s 1/2 Wl 2 zn C P s Roof 1 zone B P s Roof 1 zone D P s 1/2 Wl 1 zn A P s 1/2 Wl 1 zn C P s 2 4 11.3 36.5 4.67 20 12 74 16.0 416 18 16.0 26 16.0 18 832 Zone Area 16.0 16.0 16.0 30 66 37 16.0 Zone Area P s 78 54 16.0 30 16.0 16.0 Segment Construction: w/ Hold-Downs Page 6.1 of 6.2 MaxQuake © 1995-2021 Archforms Ltd. Date:MAY 12 2021 Firm:API All Rights Reserved Lateral Load Analysis & Job:SINGH RESIDENCE By:GPM/BM Q21W.2 Construction Design Software Front Line 1 Line 2 Line 3 Line 4 Line 5 Line 6 Line 7 Line .8. to Uplift = Overturning Moment (OTM) - Resisting Moment (RM) / Segment Length (Seg Lg). Back Maximum required Hold Down (HD Type) selected from Hold-down and Wall Strap Schedule on Page 11. 2nd HD HD HD HD HD HD HD HD Level Seg Uplift Type Seg Uplift Type Seg Uplift Type Seg Uplift Type Seg Uplift Type Seg Uplift Type Seg Uplift Type Seg Uplift Type a NA a 1,455 D H2 a 983 D H1a a1 402 D H1a b 1,332 D H2 a2 260 D H1a c NA c 1,269 D H2 b 4,648 D H8 b 1,165 D H1b a3 138 D NA d 1,137 D H1b b 409 D H1a V (plf) V (plf) V (plf) V (plf) V (plf) V (plf) V (plf) V (plf) WlD WlD WlD WlD WlD WlD WlD WlD Roof Uplift from Side to Side Winds resisted by Left and Right Ext. Walls Uplift (plf) Rf 2 @ Ext Wl Uplift Detail @ Rf 2 & Ext Wl D V 1st Fl HD Fl HD Fl HD Fl HD Fl HD Fl HD HD HD Level Seg Uplift R Type Seg Uplift C Type Seg Uplift R Type Seg Uplift R Type Seg Uplift R Type Seg Uplift R Type Seg Uplift Type Seg Uplift Type a 725 D H1a a 3,619 D H4 a 3,524 D H4 a1 49 D NA b 598 D H1a b 10,739 D H14 b 2,425 D H2 a2 1,180 D H1b c 1,651 D H2 c 1,001 D H1b b 1,304 D H2 d 477 D H1a d 1,001 D H1b V (plf) V (plf) V (plf) V (plf) V (plf) V (plf) V (plf) V (plf) WlD WlD WlD WlD WlD WlD WlD WlD Roof Uplift from Side to Side Winds resisted by Left and Right Ext. Walls Uplift (plf) Rf 1 @ Ext Wl Uplift Detail @ Rf 1 & Ext Wl NA Straps/Hold-Downs must run continuous down through the Wall below to the Foundation. If no Wall below; tie to Beams, sized for Hold-Down Point Loads. Base HD HD HD HD HD HD HD HD Level Seg Uplift Type Seg Uplift Type Seg Uplift Type Seg Uplift Type Seg Uplift Type Seg Uplift Type Seg Uplift Type Seg Uplift Type a NA a NA Wind b 3 D NA b NA Controls c 59 D NA c 438 D H1a Use V d NA d 487 D H1a 140% Over Seismic Values V (plf) V (plf) V (plf) V (plf) V (plf) V (plf) V (plf) V (plf) per NDS WlD WlD WlD WlD WlD WlD WlD WlD Tbl. 4.2B Shear per Linear Foot (V (plf)) = Sum of Shear at that Line & Level (Sum V) / Linear Feet of Shear Wall at that Line & Level (Sum Seg Lgth) Maximum required Shear Wall Construction or Shear Frame for Wall Type Symbol is selected from Shear Wall Schedule on Page 11. 6 102 190 6 6 2 210 70 6 456 22 57 Lines Run Front - Back 4 210 594 210 1,562 6 148 44 6 152 6 2 578 291 6 181 6 Segment Construction: w/ Hold-Downs Page 6.2 of 6.2 MaxQuake © 1995-2021 Archforms Ltd. Date:MAY 12 2021 Firm:API All Rights Reserved Lateral Load Analysis & Job:SINGH RESIDENCE By:GPM/BM Q21W.2 Construction Design Software Side Line A Line B Line C Line D Line E Line F Line G Line H to Uplift = Overturning Moment (OTM) - Resisting Moment (RM) / Segment Length (Seg Lg). Side Maximum required Hold Down (HD Type) selected from Hold-down and Wall Strap Schedule on Page 11. 2nd HD HD HD HD HD HD HD HD Level Seg Uplift Type Seg Uplift Type Seg Uplift Type Seg Uplift Type Seg Uplift Type Seg Uplift Type Seg Uplift Type Seg Uplift Type 1 121 D NA 1 951 D H1a 1a 4,969 D H8 1b 4,969 D H8 4 1,081 D H1b 4a 8,094 D H14 5 1,170 D H1b 4b 8,094 D H14 5a 713 D H1a 5b 910 D H1a V (plf) V (plf) V (plf) V (plf) V (plf) V (plf) V (plf) V (plf) WlD WlD WlD WlD WlD WlD WlD WlD Roof Uplift from Front to Back Winds resisted by Front and Back Ext. Walls Uplift(plf) Rf 2 @ Ext Wl Uplift Detail @ Rf 2 & Ext Wl D W 1st Fl HD Fl HD Fl HD HD Fl HD HD HD HD Level Seg Uplift R Type Seg Uplift R Type Seg Uplift R Type Seg Uplift Type Seg Uplift R Type Seg Uplift Type Seg Uplift Type Seg Uplift Type 1a 4,089 D H5 1 5,804 D H11 1a 1,445 D H2 1 3,317 D H4 1b 3,935 D H5 1b 1,870 D H2 2 3,317 D H4 1c 3,726 D H4 4a 27,646 D H19 5 3,906 D H5 4b 27,646 D H19 5a 2,836 D H4 5b 3,358 D H4 V (plf) V (plf) V (plf) V (plf) V (plf) V (plf) V (plf) V (plf) WlD WlD WlD WlD WlD WlD WlD WlD Roof Uplift from Front to Back Winds resisted by Front and Back Ext. Walls Uplift(plf) Rf 1 @ Ext Wl Uplift Detail @ Rf 1 & Ext Wl NA Straps/Hold-Downs must run continuous down through the Wall below to the Foundation. If no Wall below; tie to Beams, sized for Hold-Down Point Loads. Base HD HD HD HD HD HD HD HD Level Seg Uplift Type Seg Uplift Type Seg Uplift Type Seg Uplift Type Seg Uplift Type Seg Uplift Type Seg Uplift Type Seg Uplift Type 1 NA 1 357 D H1a Wind 2 131 D NA Controls 3 180 D NA Use V 4 579 D H1a 140%5 NA Over Seismic Values V (plf) V (plf) V (plf) V (plf) V (plf) V (plf) V (plf) V (plf) per NDS WlD WlD Wl∆WlD WlD WlD WlD WlD Tbl. 4.2B Shear per Linear Foot (V (plf)) = Sum of Shear at that Line & Level (Sum V) / Linear Feet of Shear Wall at that Line & Level (Sum Seg Lgth) Maximum required Shear Wall Construction or Shear Frame for Wall Type Symbol is selected from Shear Wall Schedule on Page 11. 6 22 6 172 1321,363 22 841 Lines Run Left - Right 348 254 3 2 6 206 3 261 4 33 4 525 654 237677 Diaphragm & Collector/Tie: Construction Page 8.1 of 8.2 MaxQuake © 1995-2021 Archforms Ltd. Date:MAY 12 2021 Firm:API All Rights Reserved Lateral Load Analysis & Job:SINGH RESIDENCE By:GPM/BM Q21W.2 Construction Design Software Front Line 1 Line 2 Line 3 Line 4 Line 5 Line 6 Line 7 Line .8. to Seg C/T Load (back) - max. load on the Collector /Tie between this and Seg above. C/T Type - min. adequate Collector/Tie. Seg beg - feet Seg begins front of Quad Line. Back front - C/T load at front of the front most Seg. Shear - the average Diaphragm Shear along the Line. IF "Gap" correct Line C/T discontinuity. Diph V. per ASCE7 12.10.1.1 2nd C/T Load C/T Seg C/T Load C/T Seg C/T Load C/T Seg C/T Load C/T Seg C/T Load C/T Seg C/T Load C/T Seg C/T Load C/T Seg C/T Load C/T Seg Roof Seg back Type beg Seg back Type beg Seg back Type beg Seg back Type beg Seg back Type beg Seg back Type beg Seg back Type beg Seg back Type beg a a a a1 b 1920 ∆ C2 a2 253 ∆ C1 4 c 1499 ∆ C1 c 2198 ∆ C2 b 270 ∆ C1 b 1964 ∆ C2 a3 709 ∆ C1 12 d 3572 ∆ C3 b 1316 ∆ C1 front 149 NA front 144 NA front front 241 ∆ C1 front 6 NA front 0 NA front front Shear(plf)14 Shear(plf)17 Shear(plf) Shear(plf)7 Shear(plf)18 Shear(plf)12 Shear(plf) Shear(plf) Rf Diaph D R6 Rf Diaph D R6 Rf Diaph Rf Diaph D R6 Rf Diaph D R6 Rf Diaph D R6 Rf Diaph Rf Diaph 1 Rf C/T Load C/T Seg C/T Load C/T Seg C/T Load C/T Seg C/T Load C/T Seg C/T Load C/T Seg C/T Load C/T Seg C/T Load C/T Seg C/T Load C/T Seg 2 Fl Seg back Type beg Seg back Type beg Seg back Type beg Seg back Type beg Seg back Type beg Seg back Type beg Seg back Type beg Seg back Type beg a a a a1 b 1152 ∆ C1 b 807 ∆ C1 b 3523 ∆ C3 a2 1634 ∆ C1 10 c 6885 ∆ C6 c 250 ∆ C1 b 2580 ∆ C2 d 1729 ∆ C1 d 260 ∆ C1 front 619 ∆ C1 front 1518 ∆ C1 front 58 NA front 734 ∆ C1 front 4 NA front 35 NA front front Shear(plf)44 Shear(plf)51 Shear(plf)6 Shear(plf)22 Shear(plf)58 Shear(plf)39 Shear(plf) Shear(plf) Rf Diaph D R6 Rf Diaph D R6 Rf Diaph D R6 Rf Diaph D R6 Rf Diaph D R6 Rf Diaph D R6 Rf Diaph Rf Diaph Fl Diaph D F6 Fl Diaph D F6 Fl Diaph D F6 Fl Diaph D F6 Fl Diaph D F6 Fl Diaph D F6 Fl Diaph Fl Diaph 1st C/T Load C/T Seg C/T Load C/T Seg C/T Load C/T Seg C/T Load C/T Seg C/T Load C/T Seg C/T Load C/T Seg C/T Load C/T Seg C/T Load C/T Seg Floor Seg back Type beg Seg back Type beg Seg back Type beg Seg back Type beg Seg back Type beg Seg back Type beg Seg back Type beg Seg back Type beg a a Wind b 3767 ∆ C4 b 4475 ∆ C4 Control c 4249 ∆ C4 c 3340 ∆ C3 Use V d 6312 ∆ C6 d 6588 ∆ C6 140% Over Sched Values front front front front front front 0 NA front front per Sec Shear(plf)49 Shear(plf) Shear(plf) Shear(plf)81 Shear(plf) Shear(plf)58 Shear(plf) Shear(plf) 2306.3.2 Fl Diaph D F6 Fl Diaph Fl Diaph Fl Diaph D F6 Fl Diaph Fl Diaph D F6 Fl Diaph Fl Diaph Lines Run Front - Back If Rf or Fl Diaph return "block?", load values are higher than the diaphragm capacity. Change to blocked diaphragm or fastener Option (pg 10) or add Shear Wall (pg 3or4) Diaphragm & Collector/Tie: Construction Page 8.2 of 8.2 MaxQuake © 1995-2021 Archforms Ltd. Date:MAY 12 2021 Firm:API All Rights Reserved Lateral Load Analysis & Job:SINGH RESIDENCE By:GPM/BM Q21W.2 Construction Design Software Side Line A Line B Line C Line D Line E Line F Line G Line H to Seg C/T Load (left) - max. load on the Collector /Tie between this and Seg to left. C/T Type - min. adequate Collector/Tie. Seg beg - feet Seg begins right of Quad Line. Side right - C/T load at right of the right most Seg. Shear - the average Diaphragm Shear along Line. If "Gap" correct Line C/T discontinuity. Diph. V per ASCE7 12.10.1.1 2nd C/T Load C/T Seg C/T Load C/T Seg C/T Load C/T Seg C/T Load C/T Seg C/T Load C/T Seg C/T Load C/T Seg C/T Load C/T Seg C/T Load C/T Seg Roof Seg left Type beg Seg left Type beg Seg left Type beg Seg left Type beg Seg left Type beg Seg left Type beg Seg left Type beg Seg left Type beg 1 1 1a 1b 2438 ∆C2 3 4 2958 ∆C3 4a 697 ∆C1 5 3356 ∆C3 4b 3321 ∆C3 3 5a 1297 ∆C1 5b 1394 ∆C1 3 right 194 NA right 558 ∆C1 right 105 NA right 689 ∆C1 right right right right Shear(plf)20 Shear(plf)23 Shear(plf)9 Shear(plf)29 Shear(plf)Shear(plf)Shear(plf)Shear(plf) Rf Diaph D R6 Rf Diaph D R6 Rf Diaph D R6 Rf Diaph D R6 Rf Diaph Rf Diaph Rf Diaph Rf Diaph 1 Rf C/T Load C/T Seg C/T Load C/T Seg C/T Load C/T Seg C/T Load C/T Seg C/T Load C/T Seg C/T Load C/T Seg C/T Load C/T Seg C/T Load C/T Seg 2 Fl Seg left Type beg Seg left Type beg Seg left Type beg Seg left Type beg Seg left Type beg Seg left Type beg Seg left Type beg Seg left Type beg 1a 1 1a 1 1b 883 ∆C1 5 1b 2502 ∆C2 13 2 1850 ∆C2 1c 1733 ∆C1 9 4a 7408 ∆C6 5 2537 ∆C2 4b 7867 ∆C6 3 5a 3850 ∆C4 5b 3681 ∆C3 4 right 545 ∆C1 right 1824 ∆C2 right 470 ∆C1 right right 32 NA right right right Shear(plf)65 Shear(plf)76 Shear(plf)44 Shear(plf)Shear(plf)64 Shear(plf)Shear(plf)Shear(plf) Rf Diaph D R6 Rf Diaph D R6 Rf Diaph D R6 Rf Diaph Rf Diaph D R6 Rf Diaph Rf Diaph Rf Diaph Fl Diaph D F6 Fl Diaph D F6 Fl Diaph D F6 Fl Diaph Fl Diaph D F6 Fl Diaph Fl Diaph Fl Diaph 1st C/T Load C/T Seg C/T Load C/T Seg C/T Load C/T Seg C/T Load C/T Seg C/T Load C/T Seg C/T Load C/T Seg C/T Load C/T Seg C/T Load C/T Seg Floor Seg left Type beg Seg left Type beg Seg left Type beg Seg left Type beg Seg left Type beg Seg left Type beg Seg left Type beg Seg left Type beg 1 1 Wind 2 3364 ∆C3 Control 3 3644 ∆C3 Use V 4 3149 ∆C3 140%5 3067 ∆C3 Over Sched Values right 486 ∆C1 right right right right right right right per Sec Shear(plf)68 Shear(plf)Shear(plf)105 Shear(plf)Shear(plf)66 Shear(plf)Shear(plf)Shear(plf) 2306.3.2 Fl Diaph D F6 Fl Diaph Fl Diaph D F6 Fl Diaph Fl Diaph D F6 Fl Diaph Fl Diaph Fl Diaph If Rf or Fl Diaph return "block?", load values are higher than the diaphragm capacity. Change to blocked diaphragm or fastener Option (pg 10) or add Shear Wall (pg 3or4) Lines Run Left - Right Shear Wall and Hold Down Schedules Schd W MaxQuake © 1995-2021 Archforms Ltd. Date:MAY 12 2021 Firm:API All Rights Reserved Lateral Load Analysis & Job:SINGH RESIDENCE By:GPM/BM Q21W.2 Construction Design Software SHEAR WALL OPTIONS:Place an "X" in the appropriate shaded block. Select only one option under each heading (except System when using frames) Special Zone Hardware Mfg.Wall Framing Material Shear Wall System Ply/PB Wall Sheathing Fasteners No X Simpson Doug Fir or So.Pine X WS-All Plywd or PB X 15/32" CC or CD Ply X 8d Los Angeles Area USP X Hem Fir (s.grav.<.49)WS-Gyp,Stuc or Ply 15/32" Struc I Ply 10d 3-1/2" Metal Studs Wall Frame Units on Shd X 3/8"or1/2" CD Ply o/GB 14ga Staple Other (Apx.W)Other (See Apx. W)Stud Spacing 1/2"Ext M,S/M-2 Prtcl Bd 1"Screw in SteelTo Customize, Overwrite Sched. on Apx. W below 16 in. o.c.Other Sheathing/Fastener Combo (See Apx. W) WIND AND EARTHQUAKE DATA 18 IBC SHEAR WALL SCHEDULEWINDSCEISMICReisk Category II Hem-Fir Framing: values reduced to 82% of DF/SP Risk Category II S Design Cat D Seis. Site Class D Wall Construction Footing Rf. Block Basic Wind Speed 110 Ss Acc. %g 1.36 S. Res Coef. Cs 0.17 Wall Wind Seismic Edge AnchorSill to Framing Top Plate Wind Exposure B S1 Acc. %g 0.465 Resp Mod Factor R 6.5 Type Shear Shear Nail Bolts Nail Lag Clips Wind Horiz. (psf)16 Res Coef Sd1 0.32 Base V Symbol Capacity Capacity 8d 5/8"x12 16d 1/2"A35 Wind Vert. (psf)-16 Res Coef Sds 1.09 System:Light Frame SW (plf) (plf)GF:738 GF:100 GF:392 GF:470 ASCE7-16 Ch. 28 Part 2:Calculation Method per 12.8 ASCE7 & Sec.1613.2.5.2 IBC APA Tbl.1 Note 1,2 Note 3 Note 6 Note 7 Note 6,8 Note 9,10 construct wall as spec'd per symbol or any belowWALL HOLD-DOWN & STRAP SCHEDULE Hem-Fir Framing: values reduced to 82% of DF/SP Hold-Down Max. Min. Wall Foundation Bolt D 6 298 213 1/2"Ply 6"40"oc 6"oc 22"oc 24"oc Symbol Uplift Post Fl to Fl Anchor Type Bolt 2,4,5 D 4 436 312 1/2"Ply 4"27"oc 4"oc 15"oc 16"oc lbs.Size Strap Straps HD Dia.2,4,5 D 3 563 402 1/2"Ply 3"21"oc 11"oc 12"oc Note 3,4 Note 2 Note 2,4 Note 2 2,4,5 D 2 735 525 1/2"Ply 2"16"oc 9"oc 10"oc NA up to 246 use the hold-down across or below req'd type 2,4,5 D 44 872 623 ea side 1/2"Ply 4"14"oc 7"oc 8"oc D H1a 984 2x CS20-18"LSTHD8 2,4,5 D 33 1,125 804 ea side 1/2"Ply 3"10"oc 6"oc 6"oc D H1b 1,230 2x CS16-26"STHD10 LTT20B 1/2"2,4,5 D 22 1,469 1,050 ea side 1/2"Ply 2"8"oc 4"oc 4"oc D H2 2,460 2-2x MST 48"STHD14 HDU2 5/8"? D H4 3,743 2-2x MST 60"HDU4 5/8"1 D H5 4,629 2-2x MST 72"HDU5 5/8"2 D H8 5,715 4x4 CMST12+78"HDU8 7/8"3 D H11 7,556 4x6 CMST12+178"HDU11 1"4 D H14 11,788 4x8 2- CMST12+60"HDU14 1"5 D H19 15,875 6x6 HD19 1-1/4"6 ?Add inches to Fl to Fl Tie Strap for gap across Joist 7 1 8 2 9 10 3 4 14 32,579 X Rased Floor Wall Sheathing Material Straps and HD's as Mfg. by Simpson Strong-Tie Co. Cat C-2015 Nail Straps w/10d or SDS 1/4" Scw at HD (min.pen.1-3/4") Anchors into 8" Stem wall and Mfg. Data for Nailing, Bolt and Embedment Requirements If No Cont. Rim Joist Add Lgth Of Gap.10d at CS, 16d: CMST & MST Straps and Hold-Downs must run continuous to Walls below; if no Wall below, tie to Beams, sized for Hold-Down Point Loads Sheathing: 15/32" (4 ply min) CD, CC Plyor OSB with all edges blocked Framing: 2x HF typ @ 16"oc.for 3/8" up to 24"oc.for 1/2", 3x req'd if 10d w/ +1-5/8" penetration, 2" or 3"oc Typical Fasteners: 8d Common or Galv. Box nails (no sinkers), nail field @12" 3x (or 2x w/ dbl AB) at plate and 3x panel edges at walls w/ Shear > 300 lbs. Offset panel edges on opposite sides of wall and stagger plate splices Anchor Bolts spaced per Schd w/ 3"x3"x0.229" Plate Washers req'd at Mud Sill Stagger 16d nails in 2x, lags at 3x plates when no sheathing continuity to Rim Joist Pre-drill 3/8" hole for Lag. Provide Washer. Adjust lgth for 2" penetration into Joist. Clips: Plate to Blocks only req'd if no shear sheathing continuity from Wall to Blocks Anchors and Clips as Mfg. by Simpson Strong-Tie Co. Cat C-2015 Stucco Lath Nails min. : galv. 11ga. x1-1/2" long w/ 7/16" dia head furred out 1/4". Diaphragm, Collector, Uplift & Tie-Down Schedules Schd Y MaxQuake © 1995-2021 Archforms Ltd. Date:MAY 12 2021 Firm:API All Rights Reserved Lateral Load Analysis & Job:SINGH RESIDENCE By:GPM/BM Q21W.2 Construction Design Software DIAPHRAGM OPTIONS: COLLECTOR / TIE & DIAPHRAGM SCHEDULERf/Fl Framing Mat.Rf/Fl Diaphragm Fasteners Collector Sizing determined per 12.12.1.1 ASCE7 X DF or So. Pine Roof: 1/2" CDX or OSB 8d Com Only C/T Max.Collector/Tie Tie Tie Rod Hem Fir Floor: 3/4" CDX or OSB X 8d@Rf, 10@Fl Type Force Cont. Joist or Strap Washer Other T&G Glue & Nail 10d Com Only Symbol (lbs) Solid Blocking or Cont.Dia.Dia.HD To Customize, Overwrite Schedule or See Apx. D 14 ga Staple less of C&T parallel to grain:425 Joist 20ksi 625 Change Hardware on Wall Schedule (Shd W) Tab Other Note 1,2,6 Note 2,3,4 Note 4 Note 5 Note 7 Use Collector/Tie as spec'd per symbol or any belowNA240Note: 20%reduction due to L shaped plan or SW vetical offset ROOF UPLIFT CONNECTOR SCHEDULE D C1 1,784 2x4 MSTI26 Hem-Fir Framing: values reduced to 82% of DF/SP D C2 2,800 2x6 MST48 5/8"1.43 HTT4 Wall Uplift Stud to Plate Plate to Rafter Stud to Rafter D C3 3,696 2x8 MST60 5/8"1.88 HTT5 Type (plf)at 16" oc at 24"oc at 16"at 16" oc D C4 4,640 2x10 MST72 7/8"2.36 HDU8 50 D C5 5,680 2x12 2-MST37 7/8"2.89 HDU8 D T 82 Ply Nailing or H!H1 D C6 8,320 2-2x10 2-MST60 1"4.24 HDU11 D U 164 A35 H1 H1 H2A D C7 8,520 2-2x10 HST5 1"4.34 HDU11 D V 234 SSP H2.5A H2.5A H10S ?D W 357 SSP H8 H8 H10S 1 D X 517 DSP MTS12 MTS12 MTS12 2 D Y 832 TSP HTS20 HTS20 HTS20 3 D Z 1,517 FTA7 FTA7 FTA7 4 ?5 1 Anchors and Clips as Mfg. by Simpson Strong-Tie Co. Cat C-2015 6 Rod Strength Options:7 Standard Strength X 8 ALLTHREAD ROD CAPACITY High Strength Roof Shear Diaphragm Edge Floor Shear Diaph. Combo Std & High Diaphragm Load Material Nail Diaphragm Load Material Standard Strength Rod High Strength Rod Anchor Bearing Plate NDS 14.2/2.0 (plf)Note 1,2,4 Note 3 Symbol (plf)Note 1,2,4 Size Dia.lbs.Anchor Bolt Size Dia.lbs.Bolt Type Plate Size lbs.8d Nail b=blocked 10d Nail b=blocked 2500 psi Conc.2500 psi Conc.D R6 170 1/2" Ply 6"D F6 215 3/4" Ply 4 1/2" 4,271 4h 1/2" 7,753 SB1x30"A 2" x 2" x 3/16"2,500 D R6b 270 1/2" Ply 6"D F6b 320 3/4" Ply 5 5/8"6,673 5h 5/8"11,620 See Det B 3" x 3-1/4" x 3/8"6,090 D R4b 360 1/2" Ply 4"D F4b 425 3/4" Ply 6 3/4"9,609 6h 3/4"17,083 See Det C 6" x 3-1/4" x 5/8"12,180 D R3b 530 1/2" Ply 2-1/2"D F3b 640 3/4" Ply 7 7/8"13,079 7h 7/8"22,750 See Det D 9" x 3-1/4" x 7/8"18,280 D R2b 600 1/2" Ply 2"D F2b 730 3/4" Ply 8 1"17,082 8h 1"29,732 See Det E Custom 24,000 ? ? 9 1-1/8"21,620 9h 1-1/8"36,188 See Det ? 1 1 1-1/4"26,691 1h 1-1/4"49,809 See Det 2 ? ? 3 4 " in 3000 psi 5/8" SSTB16 7/8" SSTB28 SB 7/8"x24 SB 1"x30 Provide End Wall Post at ea. TD: 2-2x min at 4-5, 4x min at 6-7 and 6x min at 8-1 Rod Size Nut Capacity(1/3 Fu) for ea. Rod Diameter Exceeds Schedule Rod Capacity (2/3 fy) Floor 3/4 CD-AC Ply/OSB, Roof 1/2 CD Ply/OSB (Block All Edges at b suffix Diaph) Framing: 2x typ, 3x req'd if 10d pen more than1-5/8", or nails spaced less than 3"oc Typ. Fasteners: 8d Com. @ Roof,10d Com. @ Floor (no sinkers) field 12"@Rf,10"@Fl Continuous Rim Rafter/Joist Recommended at Perimeter of all Diaphragms ASTM A36 Standard Strength Steel See Det See Det Between Blocks or breaks in Rafters/Joists provide straps to maintain Tie continuity A properly sized continuous Rafter or Joist can act as both Collector and Tie Provide Cont. Rim Joist/Rafter or Solid Blocking at all Shear Wall Grid Lines ASTM A193 B7 High Strength Steel Plate Area x 625 psi = Capacity ASTM A36 Std Strength Steel Overstrength Factor for Seismic Included in base shear per 12.4.3.1 &12.10.2.1 ASCE7 HD at Rod to Shear Wall and/or Rft/Jst. Mfg. by Simpson Strong-Tie Cat C-2015 Connect Continuous Collector/Tie to shear wall as required by Shear Wall Schedule Provide Washer w/ Dia. (inches) at end of blocked Rft/Jst bays, Mal. iron or 1/4" St. Run All-thread Rod thru Rft/Jst, lgth=Load/Shear(plf), secure ends w/ Washer or HD Unblocked Blocked Blocked Blocked Blocked Wind Pressure for Exterior Components & Cladding Schd Z MaxQuake © 1995-2021 Archforms Ltd. Date:MAY 12 2021 Firm:API All Rights Reserved Lateral Load Analysis & Job:SINGH RESIDENCE By:GPM/BM Q21W.2 Overturning Calculation Template Wind Pressure for GCp Section 1609.6.3 Horiz P 16.0 GCp P (psf) -3.6 -58Uplift-3.4 -54 or -3.2 -51 Out--3.0 -48 Force -2.8 -45 -2.6 -42 -2.4 -38 -2.2 -35 -2.0 -32 -1.8 -29 -1.6 -26 -1.4 -22 -1.2 -19 -1.0 -16 -0.8 -13 -0.6 -10 -0.4 -6 -0.2 -3 0.0 0 Down 0.2 3 Load 0.4 6 or 0.6 10 In-0.8 13 Force 1.0 16 1.2 19 1.4 22 1.6 26 Note: 1. Values are for enclosed Buildings. 2. Graphs from ASCE7-10 Fig.30.4-1 thru 2C & 4 for GCp. See ASCE 7 Ch 30 for other Config. DATE: 5/16/2021 COMPANY: VITRUVIUS BUILD: Base DESIGNED BY: Glen Merkel CUSTOMER: MANJIT SINGH REVIEWED BY: Glen Merkel PROJ. ADDRESS: 10628 SE 144TH STREETRENTON, WA 98059 PROJECT SUMMARY Project Name: SINGH RESIDENCE Governing Codes:Building Code: 2018 International Building CodeASCE: ASCE 7-16Steel: AISC 360-16Concrete: ACI 318-14Masonry: TMS 402/602-16 Page 1 2018 International Building Code ASDPROJECT: SINGH RESIDENCE Level: Roof Module Location: HDR1 TYPModule Type: Roof Beam Material Type: Solid Sawn Spruce-Pine-Fir No. 2 Member Dimensions: (1) 3.5 in. X 7.25 in. X 5.5 ft Section Adequacy:8.94% Controlling Factor: Bending Stress Y Module Location: HDR2 TYPModule Type: Roof Beam Material Type: Solid Sawn Spruce-Pine-Fir No. 1 Member Dimensions: (1) 5.5 in. X 9.25 in. X 8 ft Section Adequacy:4.23% Controlling Factor: Bending Stress Y Module Location: HDR3 TYPModule Type: Roof Beam Material Type: Structural Composite Lumber Roseburg Forest Products LVL 2.0E Rigidlam Member Dimensions: (1) 5.25 in. X 9.5 in. X 5.5 ft Section Adequacy:21.4% Controlling Factor: Shear Stress Y Module Location: HDR4 MASTER BEDROOMModule Type: Roof Beam Material Type: Solid Sawn Spruce-Pine-Fir No. 1 Member Dimensions: (1) 5.5 in. X 9.5 in. X 8.5 ft Section Adequacy:22.89% Controlling Factor: Bending Stress Y Module Location: RB1 ROOF BEAMModule Type: Roof Beam Material Type: Structural Composite Lumber Roseburg Forest Products LVL 2.0E Rigidlam Member Dimensions: (1) 5.25 in. X 9.5 in. X 10 ft Section Adequacy:34.76% Controlling Factor: Bending Stress Y Module Location: RB2 ROOF BEAMModule Type: Roof Beam Material Type: Structural Composite Lumber Roseburg Forest Products LVL 2.0E Rigidlam Member Dimensions: (1) 3.5 in. X 9.5 in. X 10 ft Section Adequacy:44.98% Controlling Factor: Bending Stress Y Module Location: HDR8 FRONT ENTRYModule Type: Floor Beam Material Type: Solid Sawn Douglas Fir-Larch No. 1 Member Dimensions: (1) 5.5 in. X 9.5 in. X 10 ft Section Adequacy:28.53% Controlling Factor: Bending Stress Y Level: Main Floor Module Location: TPY SECOND FJ1Module Type: Floor Joist Material Type: I-Joists Roseburg RFPI 40 Member Dimensions: (1) 2.3125 in. X 11.875 in. X 19.5 ft Section Adequacy:2.76% Controlling Factor: Deflection Module Location: TPY SECOND FJ2Module Type: Floor Joist Material Type: I-Joists Roseburg RFPI 20 Member Dimensions: (1) 1.75 in. X 11.875 in. X 16 ft Section Adequacy:30.53% Controlling Factor: Deflection Module Location: FB1 AT REAR PATIOModule Type: Floor Beam Material Type: Structural Composite Lumber Roseburg Forest Products 2.0E LVL Rigidlam Member Dimensions: (1) 5.25 in. X 18 in. X 21.5 ft Section Adequacy:13.83% Controlling Factor: Bending Stress Y Module Location: FB2 AT EATING AREAModule Type: Floor Beam Material Type: Structural Composite Lumber Roseburg Forest Products 2.0E LVL Rigidlam Member Dimensions: (1) 3.5 in. X 11.875 in. X 10 ft Section Adequacy:31.65% Controlling Factor: Bearing Stress Module Location: FB3 AT FRONT BALCONYModule Type: Floor Beam Material Type: Structural Composite Lumber RedBuilt 2.0E Redlam LVL Member Dimensions: (1) 1.75 in. X 11.875 in. X 12.33 ft Section Adequacy:47.4% Controlling Factor: Bending Stress Y Module Location: FB4 BEAM AT LIVING RMModule Type: Floor Beam Material Type: Structural Composite Lumber Roseburg Forest Products 2.0E LVL Rigidlam Member Dimensions: (1) 5.25 in. X 16 in. X 18.5 ft Section Adequacy:25.69% Controlling Factor: Deflection Module Location: FB6 BEAM AT LIVING RMModule Type: Floor Beam Page 2 2018 International Building Code ASDPROJECT: SINGH RESIDENCE Material Type: Structural Composite Lumber Roseburg Forest Products LVL 2.0E Rigidlam Member Dimensions: (1) 3.5 in. X 11.875 in. X 18.5 ft Section Adequacy:35.25% Controlling Factor: Deflection Module Location: FB5 NEAR STAIR AREAModule Type: Floor Beam Material Type: Structural Composite Lumber Roseburg Forest Products LVL 2.0E Rigidlam Member Dimensions: (1) 7 in. X 11.875 in. X 13 ft Section Adequacy:7.36% Controlling Factor: Bending Stress Y Module Location: FB7 BEAM AT DINING RMModule Type: Floor Beam Material Type: Structural Composite Lumber Roseburg Forest Products LVL 2.0E Rigidlam Member Dimensions: (1) 3.5 in. X 11.875 in. X 11 ft Section Adequacy:30.4% Controlling Factor: Bending Stress Y Module Location: FB8 AT ENTRY AREAModule Type: Floor Beam Material Type: Structural Composite Lumber Roseburg Forest Products LVL 2.0E Rigidlam Member Dimensions: (1) 1.75 in. X 11.875 in. X 7 ft Section Adequacy:42.03% Controlling Factor: Shear Stress Y Module Location: FB9 AT LIVING ROOMModule Type: Floor Beam Material Type: Structural Composite Lumber Roseburg Forest Products LVL 2.0E Rigidlam Member Dimensions: (1) 3.5 in. X 9.5 in. X 6 ft Section Adequacy:66.23% Controlling Factor: Shear Stress Y Module Location: FB10 AT KITCHENModule Type: Floor Beam Material Type: Structural Composite Lumber Roseburg Forest Products LVL 2.0E Rigidlam Member Dimensions: (1) 3.5 in. X 11.875 in. X 18.67 ft Section Adequacy:39.07% Controlling Factor: Deflection Module Location: FB11 AT KITCHEN_DINING Module Type: Floor Beam Material Type: Structural Composite Lumber Roseburg Forest Products LVL 2.0E Rigidlam Member Dimensions: (1) 3.5 in. X 9.5 in. X 6 ft Section Adequacy:30.89% Controlling Factor: Shear Stress Y Module Location: FB12 OVER GARAGEModule Type: Floor Beam Material Type: Structural Composite Lumber Roseburg Forest Products LVL 2.0E Rigidlam Member Dimensions: (1) 3.5 in. X 11.875 in. X 13.75 ft Section Adequacy:41.44% Controlling Factor: Deflection Module Location: FB13 OVER GARAGEModule Type: Floor Beam Material Type: Structural Composite Lumber Roseburg Forest Products LVL 2.0E Rigidlam Member Dimensions: (1) 3.5 in. X 11.875 in. X 13.75 ft Section Adequacy:53.21% Controlling Factor: Deflection Module Location: FB14 OVER GARAGE Module Type: Floor Beam Material Type: Structural Composite Lumber Roseburg Forest Products 2.0E LVL Rigidlam Member Dimensions: (1) 5.25 in. X 11.875 in. X 14.5 ft Section Adequacy:1.72% Controlling Factor: Deflection Module Location: FB15 OVER GARAGEModule Type: Floor Beam Material Type: Glulams Stress Class Rated 24F-1.8E 24F-V4 DF/DF Member Dimensions: (1) 10.75 in. X 21 in. X 23.5 ft Section Adequacy:4.15% Controlling Factor: Bending Stress Y Module Location: FB16 OVER GARAGEModule Type: Floor Beam Material Type: Glulams Stress Class Rated 24F-1.8E 24F-V4 DF/DF Member Dimensions: (1) 8.75 in. X 21 in. X 21 ft Section Adequacy:5.72% Controlling Factor: Bearing Stress Module Location: HDR5 TYPModule Type: Floor Beam Material Type: Solid Sawn Spruce-Pine-Fir No. 2 Member Dimensions: (1) 3.5 in. X 7.25 in. X 5 ft Section Adequacy:26.12% Controlling Factor: Shear Stress Y Module Location: HDR6 LIVING ROOMModule Type: Floor Beam Material Type: Structural Composite Lumber Roseburg Forest Products 2.0E LVL Rigidlam Member Dimensions: (1) 3.5 in. X 9.5 in. X 9 ft Section Adequacy:19.05% Controlling Factor: Bending Stress Y Module Location: HDR7 AT LIVING RMModule Type: Floor Beam Material Type: Structural Composite Lumber Roseburg Forest Products 2.0E LVL Rigidlam Member Dimensions: (1) 5.25 in. X 11.875 in. X 11.5 ft Section Adequacy:36.81% Controlling Factor: Shear Stress Y Module Location: HDR9 GARAGE DOOR HEADER Module Type: Floor Beam Material Type: Solid Sawn Spruce-Pine-Fir No. 1 Member Dimensions: (1) 5.5 in. X 11.5 in. X 10 ft Section Adequacy:10.67% Controlling Factor: Bending Stress Y Module Location: HDR10 GARAGE DOOR HDRModule Type: Floor Beam Material Type: Solid Sawn Spruce-Pine-Fir No. 1 Member Dimensions: (1) 5.5 in. X 11.5 in. X 16.5 ft Section Adequacy:43.95% Controlling Factor: Bending Stress Y Module Location: HDR11 GARAGEModule Type: Floor Beam Material Type: Structural Composite Lumber Roseburg Forest Products 2.0E LVL Rigidlam Member Dimensions: (1) 5.25 in. X 9.5 in. X 6.5 ft Section Adequacy:22.07% Controlling Factor: Bending Stress Y PASS DATE: 5/16/2021 COMPANY: --VITRUVIUS BUILD: Base DESIGNED BY: Glen MerkelCUSTOMER: MANJIT SINGH REVIEWED BY: Glen MerkelPROJ. ADDRESS: 10628 SE 144TH STREET PROJECT NAME: SINGH RESIDENCE RENTON, WA 98059 LEVEL: Roof LOADING: ASD MEMBER NAME: HDR1 TYP CODE: 2018 International Building Code MEMBER TYPE: ROOF BEAM NDS: 2018 NDSMATERIAL: Solid Sawn Spruce-Pine-Fir No. 2 (1) 3.5 X 7.25 DRY HDR1 TYP DIAGRAM BEAM PROPERTIES Start (ft): 0 End (ft): 5.5 Member Slope: 0/12 Actual Length (ft): 5.5 Roof Pitch: 0/12 Area Ix Iy BSW Lams G Kcr (in²) (in⁴) (in⁴) (lbf/ft) Creep Factor 25.38 111.15 25.9 4.9 1 0.42 1 STRENGTH PROPERTIES Fb (psi) Ft (psi) Fv (psi) Fc (psi) Fc⊥(psi) E (psi) x10³ Emin (psi) x10³ Base Values 875 450 135 1150 425 1400 510 Adjusted Values 1138 540 135 1208 425 1400 510 CM 1111111 CT 1111111 Ci 1111111 CF 1.3 1.2 1 1.05 1 1 1 Bending Adjustment Factors Cfu = 1 Cr = 1 BEAM DATA Unbraced Length (ft) Beam End Span Length (ft) Top Bottom Elev. Diff (ft) CL(Top) CL(Bottom) CL(Left)CL(Right) 1 5.5 0 5.5 0 1.00 0.99 1.00 1.00 PASS-FAIL Shear Stress Y (psi) Bending Stress Y (psi) Deflection (in) Bearing Stress (psi) PASS/FAIL PASS (15.7%) PASS (8.9%) PASS (75.9%) PASS (57.5%) MAGNITUDE 130.8 1191.1 0.066 (=L/997) 180.7 STRENGTH 155.3 1308.1 0.275 (=L/240) 425.0 LOCATION (ft) 0 2.75 2.75 0 LOAD COMBO D+S D+S S D+S DURATION FACTOR CD 1.15 1.15 1.15 REACTIONS Units for V: lbf Units for M: lbf-ft DEAD LIVE LIVE ROOF SNOW WIND + WIND - SEISMIC + SEISMIC - ICE RAIN EARTHY axis A8380013750000000 B8380013750000000 Reaction Location A BLOAD LIST Type Left Magnitude Right Magnitude Load Start (ft) Load End (ft) Load Type Direction Uniform (lbf/ft) 500 500 0 5.5 Snow Y Uniform (lbf/ft) 300 300 0 5.5 Dead Y Self Weight (lbf/ft) 4.9 4.9 0 5.5 Dead Y Page 3 2018 International Building Code ASDPROJECT: SINGH RESIDENCE PASS DATE: 5/16/2021 COMPANY: --VITRUVIUS BUILD: Base DESIGNED BY: Glen MerkelCUSTOMER: MANJIT SINGH REVIEWED BY: Glen MerkelPROJ. ADDRESS: 10628 SE 144TH STREET PROJECT NAME: SINGH RESIDENCE RENTON, WA 98059 LEVEL: Roof LOADING: ASD MEMBER NAME: HDR2 TYP CODE: 2018 International Building Code MEMBER TYPE: ROOF BEAM NDS: 2018 NDSMATERIAL: Solid Sawn Spruce-Pine-Fir No. 1 (1) 5.5 X 9.25 DRY HDR2 TYP DIAGRAM BEAM PROPERTIES Start (ft): 0 End (ft): 8 Member Slope: 0/12 Actual Length (ft): 8 Roof Pitch: 0/12 Area Ix Iy BSW Lams G Kcr (in²) (in⁴) (in⁴) (lbf/ft) Creep Factor 50.88 362.75 128.25 9.81 1 0.42 1 STRENGTH PROPERTIES Fb (psi) Ft (psi) Fv (psi) Fc (psi) Fc⊥(psi) E (psi) x10³ Emin (psi) x10³ Base Values 900 450 125 625 425 1300 470 Adjusted Values 900 450 125 625 425 1300 470 CM 1111111 CT 1111111 Ci 1111111 CF 1111111 Bending Adjustment Factors Cfu = 1.05Cr = 1 BEAM DATA Unbraced Length (ft) Beam End Span Length (ft) Top Bottom Elev. Diff (ft) CL(Top) CL(Bottom) CL(Left)CL(Right) 1 80801.001.001.001.00 PASS-FAIL Shear Stress Y (psi) Bending Stress Y (psi) Deflection (in) Bearing Stress (psi) PASS/FAIL PASS (33.6%) PASS (4.2%) PASS (75.6%) PASS (60.4%) MAGNITUDE 95.5 991.2 0.098 (=L/983) 168.3 STRENGTH 143.8 1035.0 0.400 (=L/240) 425.0 LOCATION (ft) 0 4 4 0 LOAD COMBO D+S D+S S D+S DURATION FACTOR CD 1.15 1.15 1.15 REACTIONS Units for V: lbf Units for M: lbf-ft DEAD LIVE LIVE ROOF SNOW WIND + WIND - SEISMIC + SEISMIC - ICE RAIN EARTHY axis A 1239 0 0 2000 0 0 0 0 0 0 0 B 1239 0 0 2000 0 0 0 0 0 0 0 Reaction Location A BLOAD LIST Type Left Magnitude Right Magnitude Load Start (ft) Load End (ft) Load Type Direction Uniform (lbf/ft) 500 500 0 8 Snow Y Uniform (lbf/ft) 300 300 0 8 Dead Y Self Weight (lbf/ft) 9.81 9.81 0 8 Dead Y Page 4 2018 International Building Code ASDPROJECT: SINGH RESIDENCE PASS DATE: 5/16/2021 COMPANY: --VITRUVIUS BUILD: Base DESIGNED BY: Glen MerkelCUSTOMER: MANJIT SINGH REVIEWED BY: Glen MerkelPROJ. ADDRESS: 10628 SE 144TH STREET PROJECT NAME: SINGH RESIDENCE RENTON, WA 98059 LEVEL: Roof LOADING: ASD MEMBER NAME: HDR3 TYP CODE: 2018 International Building Code MEMBER TYPE: ROOF BEAM NDS: 2018 NDSMATERIAL: Structural Composite Lumber Roseburg Forest Products 2.0E Rigidlam LVL (1) 5.25 X 9.5 DRY HDR3 TYP DIAGRAM BEAM PROPERTIES Start (ft): 0 End (ft): 5.5 Member Slope: 0/12 Actual Length (ft): 5.5 Roof Pitch: 0/12 Area Ix Iy BSW Lams Cfn Kcr (in²) (in⁴) (in⁴) (lbf/ft) Creep Factor 49.88 375.1 114.56 13.16 1 8 1 STRENGTH PROPERTIES Fb (psi) Ft (psi) Fv (psi) Fc (psi) Fc⊥(psi) E (psi) x10³ Emin (psi) x10³ Base Values 3100 2100 290 3000 750 2000 1056.958 Adjusted Values 3100 2100 290 3000 750 2000 1057 CM 1111111 CT 1111111 Bending Adjustment Factors CV = 1.03Cr = 1 Volume factor Is applied on a load combination basis And Is Not reflected in the adjusted values BEAM DATA Unbraced Length (ft) Beam End Span Length (ft) Top Bottom Elev. Diff (ft) CL(Top) CL(Bottom) CL(Left)CL(Right) 1 5.5 0 5.5 0 1.00 1.00 1.00 1.00 PASS-FAIL Shear Stress Y (psi) Bending Stress Y (psi) Deflection (in) Bearing Stress (psi) PASS/FAIL PASS (21.4%) PASS (47.8%) PASS (83.1%) PASS (36.8%) MAGNITUDE 262.1 1917.6 0.046 (=L/1422) 474.3 STRENGTH 333.5 3670.6 0.275 (=L/240) 750.0 LOCATION (ft) 0 1.54 2.48 0 LOAD COMBO D+S D+S S D+S DURATION FACTOR CD 1.15 1.15 1.15 REACTIONS Units for V: lbf Units for M: lbf-ft DEAD LIVE LIVE ROOF SNOW WIND + WIND - SEISMIC + SEISMIC - ICE RAIN EARTHY axis A 3188 0 0 5528 0 0 0 0 0 0 0 B13470024600000000 Reaction Location A BLOAD LIST Type Left Magnitude Right Magnitude Load Start (ft) Load End (ft) Load Type Direction Uniform (lbf/ft) 225 225 0 5.5 Snow Y Uniform (lbf/ft) 75 75 0 5.5 Dead Y Point (lbf) 6750 - 1.5 - Snow Y Point (lbf) 4050 - 1.5 - Dead Y Self Weight (lbf/ft) 13.16 13.16 0 5.5 Dead Y Page 5 2018 International Building Code ASDPROJECT: SINGH RESIDENCE PASS DATE: 5/16/2021 COMPANY: --VITRUVIUS BUILD: Base DESIGNED BY: Glen MerkelCUSTOMER: MANJIT SINGH REVIEWED BY: Glen MerkelPROJ. ADDRESS: 10628 SE 144TH STREET PROJECT NAME: SINGH RESIDENCE RENTON, WA 98059 LEVEL: Roof LOADING: ASD MEMBER NAME: HDR4 MASTER BEDROOM CODE: 2018 International Building Code MEMBER TYPE: ROOF BEAM NDS: 2018 NDSMATERIAL: Solid Sawn Spruce-Pine-Fir No. 1 (1) 5.5 X 9.5 DRY HDR4 MASTER BEDROOM DIAGRAM BEAM PROPERTIES Start (ft): 0 End (ft): 8.5 Member Slope: 0/12 Actual Length (ft): 8.5 Roof Pitch: 0/12 Area Ix Iy BSW Lams G Kcr (in²) (in⁴) (in⁴) (lbf/ft) Creep Factor 52.25 392.96 131.71 10.08 1 0.42 1 STRENGTH PROPERTIES Fb (psi) Ft (psi) Fv (psi) Fc (psi) Fc⊥(psi) E (psi) x10³ Emin (psi) x10³ Base Values 900 450 125 625 425 1300 470 Adjusted Values 900 450 125 625 425 1300 470 CM 1111111 CT 1111111 Ci 1111111 CF 1111111 Bending Adjustment Factors Cfu = 1.05Cr = 1 BEAM DATA Unbraced Length (ft) Beam End Span Length (ft) Top Bottom Elev. Diff (ft) CL(Top) CL(Bottom) CL(Left)CL(Right) 1 8.5 0 8.5 0 1.00 1.00 1.00 1.00 PASS-FAIL Shear Stress Y (psi) Bending Stress Y (psi) Deflection (in) Bearing Stress (psi) PASS/FAIL PASS (24.3%) PASS (22.9%) PASS (78.1%) PASS (53.7%) MAGNITUDE 108.8 798.1 0.093 (=L/1093) 196.8 STRENGTH 143.8 1035.0 0.425 (=L/240) 425.0 LOCATION (ft) 8.5 5.95 4.51 8.5 LOAD COMBO D+S D+S S D+S DURATION FACTOR CD 1.15 1.15 1.15 REACTIONS Units for V: lbf Units for M: lbf-ft DEAD LIVE LIVE ROOF SNOW WIND + WIND - SEISMIC + SEISMIC - ICE RAIN EARTHY axis A5600012870000000 B 1288 0 0 2500 0 0 0 0 0 0 0 Reaction Location A B Page 6 2018 International Building Code ASDPROJECT: SINGH RESIDENCE LOAD LIST Type Left Magnitude Right Magnitude Load Start (ft) Load End (ft) Load Type Direction Uniform (lbf/ft) 225 225 0 8.5 Snow Y Uniform (lbf/ft) 75 75 0 8.5 Dead Y Point (lbf) 1875 - 7 - Snow Y Point (lbf) 1125 - 7 - Dead Y Self Weight (lbf/ft) 10.08 10.08 0 8.5 Dead Y Page 7 2018 International Building Code ASDPROJECT: SINGH RESIDENCE PASS DATE: 5/16/2021 COMPANY: --VITRUVIUS BUILD: Base DESIGNED BY: Glen MerkelCUSTOMER: MANJIT SINGH REVIEWED BY: Glen MerkelPROJ. ADDRESS: 10628 SE 144TH STREET PROJECT NAME: SINGH RESIDENCE RENTON, WA 98059 LEVEL: Roof LOADING: ASD MEMBER NAME: RB1 ROOF BEAM CODE: 2018 International Building Code MEMBER TYPE: ROOF BEAM NDS: 2018 NDSMATERIAL: Structural Composite Lumber Roseburg Forest Products 2.0E Rigidlam LVL (1) 5.25 X 9.5 DRY RB1 ROOF BEAM DIAGRAM BEAM PROPERTIES Start (ft): 0 End (ft): 10 Member Slope: 0/12 Actual Length (ft): 10 Roof Pitch: 0/12 Area Ix Iy BSW Lams Cfn Kcr (in²) (in⁴) (in⁴) (lbf/ft) Creep Factor 49.88 375.1 114.56 13.16 1 8 1 STRENGTH PROPERTIES Fb (psi) Ft (psi) Fv (psi) Fc (psi) Fc⊥(psi) E (psi) x10³ Emin (psi) x10³ Base Values 3100 2100 290 3000 750 2000 1056.958 Adjusted Values 3100 2100 290 3000 750 2000 1057 CM 1111111 CT 1111111 Bending Adjustment Factors CV = 1.03Cr = 1 Volume factor Is applied on a load combination basis And Is Not reflected in the adjusted values BEAM DATA Unbraced Length (ft) Beam End Span Length (ft) Top Bottom Elev. Diff (ft) CL(Top) CL(Bottom) CL(Left)CL(Right) 1 10 0 10 0 1.00 0.99 1.00 1.00 PASS-FAIL Shear Stress Y (psi) Bending Stress Y (psi) Deflection (in) Bearing Stress (psi) PASS/FAIL PASS (49.8%) PASS (34.8%) PASS (58.1%) PASS (59.6%) MAGNITUDE 167.4 2394.6 0.210 (=L/573) 302.9 STRENGTH 333.5 3670.6 0.500 (=L/240) 750.0 LOCATION (ft) 0 4 4.8 0 LOAD COMBO D+S D+S S D+S DURATION FACTOR CD 1.15 1.15 1.15 REACTIONS Units for V: lbf Units for M: lbf-ft DEAD LIVE LIVE ROOF SNOW WIND + WIND - SEISMIC + SEISMIC - ICE RAIN EARTHY axis A 2061 0 0 3505 0 0 0 0 0 0 0 B12210023450000000 Reaction Location A B Page 8 2018 International Building Code ASDPROJECT: SINGH RESIDENCE LOAD LIST Type Left Magnitude Right Magnitude Load Start (ft) Load End (ft) Load Type Direction Uniform (lbf/ft) 500 500 0 4 Snow Y Uniform (lbf/ft) 300 300 0 4 Dead Y Uniform (lbf/ft) 225 225 4 10 Snow Y Uniform (lbf/ft) 75 75 4 10 Dead Y Point (lbf) 2500 - 4 - Snow Y Point (lbf) 1500 - 4 - Dead Y Self Weight (lbf/ft) 13.16 13.16 0 10 Dead Y Page 9 2018 International Building Code ASDPROJECT: SINGH RESIDENCE PASS DATE: 5/16/2021 COMPANY: --VITRUVIUS BUILD: Base DESIGNED BY: Glen MerkelCUSTOMER: MANJIT SINGH REVIEWED BY: Glen MerkelPROJ. ADDRESS: 10628 SE 144TH STREET PROJECT NAME: SINGH RESIDENCE RENTON, WA 98059 LEVEL: Roof LOADING: ASD MEMBER NAME: RB2 ROOF BEAM CODE: 2018 International Building Code MEMBER TYPE: ROOF BEAM NDS: 2018 NDSMATERIAL: Structural Composite Lumber Roseburg Forest Products 2.0E Rigidlam LVL (1) 3.5 X 9.5 DRY RB2 ROOF BEAM DIAGRAM BEAM PROPERTIES Start (ft): 0 End (ft): 10 Member Slope: 0/12 Actual Length (ft): 10 Roof Pitch: 0/12 Area Ix Iy BSW Lams Cfn Kcr (in²) (in⁴) (in⁴) (lbf/ft) Creep Factor 33.25 250.07 33.94 8.77 1 8 1 STRENGTH PROPERTIES Fb (psi) Ft (psi) Fv (psi) Fc (psi) Fc⊥(psi) E (psi) x10³ Emin (psi) x10³ Base Values 3100 2100 290 3000 750 2000 1056.958 Adjusted Values 3100 2100 290 3000 750 2000 1057 CM 1111111 CT 1111111 Bending Adjustment Factors CV = 1.03Cr = 1 Volume factor Is applied on a load combination basis And Is Not reflected in the adjusted values BEAM DATA Unbraced Length (ft) Beam End Span Length (ft) Top Bottom Elev. Diff (ft) CL(Top) CL(Bottom) CL(Left)CL(Right) 1 10 0 10 0 1.00 0.97 1.00 1.00 PASS-FAIL Shear Stress Y (psi) Bending Stress Y (psi) Deflection (in) Bearing Stress (psi) PASS/FAIL PASS (62.2%) PASS (45.0%) PASS (65.1%) PASS (69.6%) MAGNITUDE 126.0 2019.5 0.174 (=L/688) 228.1 STRENGTH 333.5 3670.6 0.500 (=L/240) 750.0 LOCATION (ft) 10 5 5.1 10 LOAD COMBO D+S D+S S D+S DURATION FACTOR CD 1.15 1.15 1.15 REACTIONS Units for V: lbf Units for M: lbf-ft DEAD LIVE LIVE ROOF SNOW WIND + WIND - SEISMIC + SEISMIC - ICE RAIN EARTHY axis A8880014060000000 B10750017190000000 Reaction Location A B Page 10 2018 International Building Code ASDPROJECT: SINGH RESIDENCE LOAD LIST Type Left Magnitude Right Magnitude Load Start (ft) Load End (ft) Load Type Direction Uniform (lbf/ft) 125 125 0 5 Snow Y Uniform (lbf/ft) 75 75 0 5 Dead Y Uniform (lbf/ft) 250 250 5 10 Snow Y Uniform (lbf/ft) 150 150 5 10 Dead Y Point (lbf) 1250 - 5 - Snow Y Point (lbf) 750 - 5 - Dead Y Self Weight (lbf/ft) 8.77 8.77 0 10 Dead Y Page 11 2018 International Building Code ASDPROJECT: SINGH RESIDENCE PASS DATE: 5/16/2021 COMPANY: --VITRUVIUS BUILD: Base DESIGNED BY: Glen MerkelCUSTOMER: MANJIT SINGH REVIEWED BY: Glen MerkelPROJ. ADDRESS: 10628 SE 144TH STREET PROJECT NAME: SINGH RESIDENCE RENTON, WA 98059 LEVEL: Main Floor LOADING: ASD MEMBER NAME: TPY SECOND FJ1 CODE:2018 International Building Code MEMBER TYPE: FLOOR JOIST NDS: 2018 NDSMATERIAL: I-Joists Roseburg RFPI 40 (1) 11.875 0(in) O.C. DRY TPY SECOND FJ1 DIAGRAM BEAM PROPERTIES Start (ft): 0 End (ft): 19.5 Member Slope: 0/12 Actual Length (ft): 19.5 O.C. Spacing(in): 16 End Rcap End Rcap End Rcap End Rcap Int Rcap Int Rcap Int Rcap Int Rcap EI x10⁶ BSW Lams K x10⁶ Mcap Vcap 1.75 NS 3.5 NS 1.75 WS 3.5 WS 3.5 NS 5.25 NS 3.5 WS 5.25 WS (lbf-in²) (lbf/ft) (lbf) (lbf-ft) (lbf) (lbf) (lbf) (lbf) (lbf) (lbf) (lbf) (lbf) (lbf) 366 0 1 6.18 4855 1550 1200 1550 1400 1550 2500 2660 2625 2870 BEAM DATA Unbraced Length (ft) Beam End Span Length (ft) Top Bottom Elev. Diff (ft) 119.50100 PASS-FAIL Shear Force (lbf) Bending Moment (lbf-ft) Deflection (in) Bearing Load (lbf) PASS/FAIL PASS (53.9%) PASS (28.2%) PASS (2.8%) PASS (53.9%) MAGNITUDE 715.0 3485.6 0.474 (=L/494) 715.0 STRENGTH 1550.0 4855.0 0.488 (=L/480) 1550.0 LOCATION (ft) 0 9.75 9.75 0 LOAD COMBO D+L D+L L D+L DURATION FACTOR CD 1 1 1 REACTIONS Units for V: lbf Units for M: lbf-ft DEAD LIVE LIVE ROOF SNOW WIND + WIND - SEISMIC + SEISMIC - ICE RAIN EARTHY axis A195520000000000 B195520000000000 Reaction Location WS-Web Stiffener Required NSR-No Stiffener Required A NSR B NSRLOAD LIST Type Left Magnitude Right Magnitude Load Start (ft) Load End (ft) Load Type Direction Uniform (lbf/ft²) 40 40 0 19.5 Live Y Uniform (lbf/ft²) 15 15 0 19.5 Dead Y Page 12 2018 International Building Code ASDPROJECT: SINGH RESIDENCE PASS DATE: 5/16/2021 COMPANY: --VITRUVIUS BUILD: Base DESIGNED BY: Glen MerkelCUSTOMER: MANJIT SINGH REVIEWED BY: Glen MerkelPROJ. ADDRESS: 10628 SE 144TH STREET PROJECT NAME: SINGH RESIDENCE RENTON, WA 98059 LEVEL: Main Floor LOADING: ASD MEMBER NAME: TPY SECOND FJ2 CODE:2018 International Building Code MEMBER TYPE: FLOOR JOIST NDS: 2018 NDSMATERIAL: I-Joists Roseburg RFPI 20 (1) 11.875 0(in) O.C. DRY TPY SECOND FJ2 DIAGRAM BEAM PROPERTIES Start (ft): 0 End (ft): 16 Member Slope: 0/12 Actual Length (ft): 16 O.C. Spacing(in): 16 End Rcap End Rcap End Rcap End Rcap Int Rcap Int Rcap Int Rcap Int Rcap EI x10⁶ BSW Lams K x10⁶ Mcap Vcap 1.75 NS 3.5 NS 1.75 WS 3.5 WS 3.5 NS 5.25 NS 3.5 WS 5.25 WS (lbf-in²) (lbf/ft) (lbf) (lbf-ft) (lbf) (lbf) (lbf) (lbf) (lbf) (lbf) (lbf) (lbf) (lbf) 283 0 1 6.18 3640 1420 950 1420 1225 1420 1935 2135 2035 2435 BEAM DATA Unbraced Length (ft) Beam End Span Length (ft) Top Bottom Elev. Diff (ft) 1160100 PASS-FAIL Shear Force (lbf) Bending Moment (lbf-ft) Deflection (in) Bearing Load (lbf) PASS/FAIL PASS (58.7%) PASS (35.5%) PASS (30.5%) PASS (58.7%) MAGNITUDE 586.7 2346.7 0.278 (=L/691) 586.7 STRENGTH 1420.0 3640.0 0.400 (=L/480) 1420.0 LOCATION (ft) 0 8 8 16 LOAD COMBO D+L D+L L D+L DURATION FACTOR CD 1 1 1 REACTIONS Units for V: lbf Units for M: lbf-ft DEAD LIVE LIVE ROOF SNOW WIND + WIND - SEISMIC + SEISMIC - ICE RAIN EARTHY axis A160427000000000 B160427000000000 Reaction Location WS-Web Stiffener Required NSR-No Stiffener Required A NSR B NSRLOAD LIST Type Left Magnitude Right Magnitude Load Start (ft) Load End (ft) Load Type Direction Uniform (lbf/ft²) 40 40 0 16 Live Y Uniform (lbf/ft²) 15 15 0 16 Dead Y Page 13 2018 International Building Code ASDPROJECT: SINGH RESIDENCE PASS DATE: 5/16/2021 COMPANY: --VITRUVIUS BUILD: Base DESIGNED BY: Glen MerkelCUSTOMER: MANJIT SINGH REVIEWED BY: Glen MerkelPROJ. ADDRESS: 10628 SE 144TH STREET PROJECT NAME: SINGH RESIDENCE RENTON, WA 98059 LEVEL: Main Floor LOADING: ASD MEMBER NAME: FB1 AT REAR PATIO CODE: 2018 International Building Code MEMBER TYPE: FLOOR BEAM NDS: 2018 NDSMATERIAL: Structural Composite Lumber Roseburg Forest Products 2.0E Rigidlam LVL (1) 5.25 X 18 DRY FB1 AT REAR PATIO DIAGRAM BEAM PROPERTIES Start (ft): 0 End (ft): 21.5 Member Slope: 0/12 Actual Length (ft): 21.5 Area Ix Iy BSW Lams Cfn Kcr (in²) (in⁴) (in⁴) (lbf/ft) Creep Factor 94.5 2551.5 217.05 24.94 1 8 1 STRENGTH PROPERTIES Fb (psi) Ft (psi) Fv (psi) Fc (psi) Fc⊥(psi) E (psi) x10³ Emin (psi) x10³ Base Values 3100 2100 290 3000 750 2000 1056.958 Adjusted Values 3100 2100 290 3000 750 2000 1057 CM 1111111 CT 1111111 Bending Adjustment Factors CV = 0.95Cr = 1 Volume factor Is applied on a load combination basis And Is Not reflected in the adjusted values BEAM DATA Unbraced Length (ft) Beam End Span Length (ft) Top Bottom Elev. Diff (ft) CL(Top) CL(Bottom) CL(Left)CL(Right) 1 21.5 0 21.5 0 1.00 0.90 1.00 1.00 PASS-FAIL Shear Stress Y (psi) Bending Stress Y (psi) Deflection (in) Bearing Stress (psi) PASS/FAIL PASS (44.6%) PASS (13.8%) PASS (22.9%) PASS (15.5%) MAGNITUDE 184.9 2920.1 0.553 (=L/467) 633.8 STRENGTH 333.5 3388.8 0.717 (=L/360) 750.0 LOCATION (ft) 21.5 9.68 10.75 21.5 LOAD COMBO D+S D+S S D+S DURATION FACTOR CD 1.15 1.15 1.15 REACTIONS Units for V: lbf Units for M: lbf-ft DEAD LIVE LIVE ROOF SNOW WIND + WIND - SEISMIC + SEISMIC - ICE RAIN EARTHY axis A 6133 1563 0 5154 0 0 0 0 0 0 0 B57501187058960000000 Reaction Location A B Page 14 2018 International Building Code ASDPROJECT: SINGH RESIDENCE LOAD LIST Type Left Magnitude Right Magnitude Load Start (ft) Load End (ft) Load Type Direction Uniform (lbf/ft) 225 225 0 8 Snow Y Uniform (lbf/ft) 75 75 0 8 Live Y Uniform (lbf/ft) 500 500 8 21.5 Snow Y Uniform (lbf/ft) 300 300 0 21.5 Dead Y Point (lbf) 2500 - 8 - Snow Y Point (lbf) 1500 - 8 - Dead Y Uniform (lbf/ft) 120 120 0 21.5 Dead Y Uniform (lbf/ft) 100 100 0 21.5 Live Y Uniform (lbf/ft) 38 38 0 21.5 Dead Y Self Weight (lbf/ft) 24.94 24.94 0 21.5 Dead Y Page 15 2018 International Building Code ASDPROJECT: SINGH RESIDENCE PASS DATE: 5/16/2021 COMPANY: --VITRUVIUS BUILD: Base DESIGNED BY: Glen MerkelCUSTOMER: MANJIT SINGH REVIEWED BY: Glen MerkelPROJ. ADDRESS: 10628 SE 144TH STREET PROJECT NAME: SINGH RESIDENCE RENTON, WA 98059 LEVEL: Main Floor LOADING: ASD MEMBER NAME: FB2 AT EATING AREA CODE: 2018 International Building Code MEMBER TYPE: FLOOR BEAM NDS: 2018 NDSMATERIAL: Structural Composite Lumber Roseburg Forest Products 2.0E Rigidlam LVL (1) 3.5 X 11.875 DRY FB2 AT EATING AREA DIAGRAM BEAM PROPERTIES Start (ft): 0 End (ft): 10 Member Slope: 0/12 Actual Length (ft): 10 Area Ix Iy BSW Lams Cfn Kcr (in²) (in⁴) (in⁴) (lbf/ft) Creep Factor 41.56 488.41 42.43 10.97 1 8 1 STRENGTH PROPERTIES Fb (psi) Ft (psi) Fv (psi) Fc (psi) Fc⊥(psi) E (psi) x10³ Emin (psi) x10³ Base Values 3100 2100 290 3000 750 2000 1056.958 Adjusted Values 3100 2100 290 3000 750 2000 1057 CM 1111111 CT 1111111 Bending Adjustment Factors CV = 1 Cr = 1 Volume factor Is applied on a load combination basis And Is Not reflected in the adjusted values BEAM DATA Unbraced Length (ft) Beam End Span Length (ft) Top Bottom Elev. Diff (ft) CL(Top) CL(Bottom) CL(Left)CL(Right) 1 10 0 10 0 1.00 0.95 1.00 1.00 PASS-FAIL Shear Stress Y (psi) Bending Stress Y (psi) Deflection (in) Bearing Stress (psi) PASS/FAIL PASS (32.0%) PASS (35.8%) PASS (54.8%) PASS (31.6%) MAGNITUDE 226.6 2290.3 0.226 (=L/531) 512.6 STRENGTH 333.5 3569.7 0.500 (=L/240) 750.0 LOCATION (ft) 0 5 5 0 LOAD COMBO D+0.75L+0.75S D+0.75L+0.75S D+L D+0.75L+0.75S DURATION FACTOR CD 1.15 1.15 1.15 REACTIONS Units for V: lbf Units for M: lbf-ft DEAD LIVE LIVE ROOF SNOW WIND + WIND - SEISMIC + SEISMIC - ICE RAIN EARTHY axis A 2905 2000 0 2500 0 0 0 0 0 0 0 B 2905 2000 0 2500 0 0 0 0 0 0 0 Reaction Location A BLOAD LIST Type Left Magnitude Right Magnitude Load Start (ft) Load End (ft) Load Type Direction Uniform (lbf/ft) 500 500 0 10 Snow Y Uniform (lbf/ft) 570 570 0 10 Dead Y Uniform (lbf/ft) 400 400 0 10 Live Y Self Weight (lbf/ft) 10.97 10.97 0 10 Dead Y Page 16 2018 International Building Code ASDPROJECT: SINGH RESIDENCE PASS DATE: 5/16/2021 COMPANY: --VITRUVIUS BUILD: Base DESIGNED BY: Glen MerkelCUSTOMER: MANJIT SINGH REVIEWED BY: Glen MerkelPROJ. ADDRESS: 10628 SE 144TH STREET PROJECT NAME: SINGH RESIDENCE RENTON, WA 98059 LEVEL: Main Floor LOADING: ASD MEMBER NAME: FB3 AT FRONT BALCONY CODE: 2018 International Building Code MEMBER TYPE: FLOOR BEAM NDS: 2018 NDSMATERIAL: Structural Composite Lumber RedBuilt 2.0E Redlam LVL (1) 1.75 X 11.875 DRY FB3 AT FRONT BALCONY DIAGRAM BEAM PROPERTIES Start (ft): 0 End (ft): 12.33 Member Slope: 0/12 Actual Length (ft): 12.33 Area Ix Iy BSW Lams Cfn Kcr (in²) (in⁴) (in⁴) (lbf/ft) Creep Factor 20.78 244.21 5.3 5.48 1 7.35 1 STRENGTH PROPERTIES Fb (psi) Ft (psi) Fv (psi) Fc (psi) Fc⊥(psi) E (psi) x10³ Emin (psi) x10³ Base Values 2900 1660 285 2635 750 2000 1000 Adjusted Values 2900 1660 285 2635 750 2000 1000 CM 1111111 CT 1111111 Bending Adjustment Factors CV = 1 Cr = 1 Volume factor Is applied on a load combination basis And Is Not reflected in the adjusted values BEAM DATA Unbraced Length (ft) Beam End Span Length (ft) Top Bottom Elev. Diff (ft) CL(Top) CL(Bottom) CL(Left)CL(Right) 1 12.33 0 12.33 0 1.00 0.43 1.00 1.00 PASS-FAIL Shear Stress Y (psi) Bending Stress Y (psi) Deflection (in) Bearing Stress (psi) PASS/FAIL PASS (57.0%) PASS (47.4%) PASS (52.4%) PASS (63.0%) MAGNITUDE 122.6 1527.4 0.293 (=L/504) 277.3 STRENGTH 285.0 2904.1 0.617 (=L/240) 750.0 LOCATION (ft) 0 6.17 6.17 0 LOAD COMBO D+L D+L D+L D+L DURATION FACTOR CD 1 1 1 REACTIONS Units for V: lbf Units for M: lbf-ft DEAD LIVE LIVE ROOF SNOW WIND + WIND - SEISMIC + SEISMIC - ICE RAIN EARTHY axis A774925000000000 B774925000000000 Reaction Location A BLOAD LIST Type Left Magnitude Right Magnitude Load Start (ft) Load End (ft) Load Type Direction Uniform (lbf/ft) 150 150 0 12.33 Live Y Uniform (lbf/ft) 120 120 0 12.33 Dead Y Self Weight (lbf/ft) 5.48 5.48 0 12.33 Dead Y Page 17 2018 International Building Code ASDPROJECT: SINGH RESIDENCE PASS DATE: 5/16/2021 COMPANY: --VITRUVIUS BUILD: Base DESIGNED BY: Glen MerkelCUSTOMER: MANJIT SINGH REVIEWED BY: Glen MerkelPROJ. ADDRESS: 10628 SE 144TH STREET PROJECT NAME: SINGH RESIDENCE RENTON, WA 98059 LEVEL: Main Floor LOADING: ASD MEMBER NAME: FB4 BEAM AT LIVING RM CODE: 2018 International Building Code MEMBER TYPE: FLOOR BEAM NDS: 2018 NDSMATERIAL: Structural Composite Lumber Roseburg Forest Products 2.0E Rigidlam LVL (1) 5.25 X 16 DRY FB4 BEAM AT LIVING RM DIAGRAM BEAM PROPERTIES Start (ft): 0 End (ft): 18.5 Member Slope: 0/12 Actual Length (ft): 18.5 Area Ix Iy BSW Lams Cfn Kcr (in²) (in⁴) (in⁴) (lbf/ft) Creep Factor 84 1792 192.94 22.17 1 8 1 STRENGTH PROPERTIES Fb (psi) Ft (psi) Fv (psi) Fc (psi) Fc⊥(psi) E (psi) x10³ Emin (psi) x10³ Base Values 3100 2100 290 3000 750 2000 1056.958 Adjusted Values 3100 2100 290 3000 750 2000 1057 CM 1111111 CT 1111111 Bending Adjustment Factors CV = 0.96Cr = 1 Volume factor Is applied on a load combination basis And Is Not reflected in the adjusted values BEAM DATA Unbraced Length (ft) Beam End Span Length (ft) Top Bottom Elev. Diff (ft) CL(Top) CL(Bottom) CL(Left)CL(Right) 1 4 0 4 0 1.00 0.96 1.00 1.00 2 14.5 0 14.5 0 1.00 1.00 1.00 1.00 PASS-FAIL Shear Stress Y (psi) Bending Stress Y (psi) Deflection (in) Bearing Stress (psi) PASS/FAIL PASS (43.2%) PASS (48.1%) PASS (25.7%) PASS (86.3%) MAGNITUDE 189.4 1785.3 0.198 (=L/484) 103.0 STRENGTH 333.5 3439.1 0.267 (=L/360) 750.0 LOCATION (ft) 4.07 8.88 0 4 LOAD COMBO D+S D+S S D+S DURATION FACTOR CD 1.15 1.15 1.15 REACTIONS Units for V: lbf Units for M: lbf-ft DEAD LIVE LIVE ROOF SNOW WIND + WIND - SEISMIC + SEISMIC - ICE RAIN EARTHY axis A00000000000 B62301180067470000000 C 3096 -255 0 4478 0 0 0 0 0 0 0 Reaction Location AB C Page 18 2018 International Building Code ASDPROJECT: SINGH RESIDENCE LOAD LIST Type Left Magnitude Right Magnitude Load Start (ft) Load End (ft) Load Type Direction Uniform (lbf/ft) 175 175 0 18.5 Snow Y Uniform (lbf/ft) 195 195 0 18.5 Dead Y Self Weight (lbf/ft) 22.17 22.17 0 18.5 Dead Y Page 19 2018 International Building Code ASDPROJECT: SINGH RESIDENCE PASS DATE: 5/16/2021 COMPANY: --VITRUVIUS BUILD: Base DESIGNED BY: Glen MerkelCUSTOMER: MANJIT SINGH REVIEWED BY: Glen MerkelPROJ. ADDRESS: 10628 SE 144TH STREET PROJECT NAME: SINGH RESIDENCE RENTON, WA 98059 LEVEL: Main Floor LOADING: ASD MEMBER NAME: FB6 BEAM AT LIVING RM CODE: 2018 International Building Code MEMBER TYPE: FLOOR BEAM NDS: 2018 NDSMATERIAL: Structural Composite Lumber Roseburg Forest Products 2.0E Rigidlam LVL (1) 3.5 X 11.875 DRY FB6 BEAM AT LIVING RM DIAGRAM BEAM PROPERTIES Start (ft): 0 End (ft): 18.5 Member Slope: 0/12 Actual Length (ft): 18.5 Area Ix Iy BSW Lams Cfn Kcr (in²) (in⁴) (in⁴) (lbf/ft) Creep Factor 41.56 488.41 42.43 10.97 1 8 1 STRENGTH PROPERTIES Fb (psi) Ft (psi) Fv (psi) Fc (psi) Fc⊥(psi) E (psi) x10³ Emin (psi) x10³ Base Values 3100 2100 290 3000 750 2000 1056.958 Adjusted Values 3100 2100 290 3000 750 2000 1057 CM 1111111 CT 1111111 Bending Adjustment Factors CV = 1 Cr = 1 Volume factor Is applied on a load combination basis And Is Not reflected in the adjusted values BEAM DATA Unbraced Length (ft) Beam End Span Length (ft) Top Bottom Elev. Diff (ft) CL(Top) CL(Bottom) CL(Left)CL(Right) 1 4 0 4 0 1.00 0.98 1.00 1.00 2 14.5 0 14.5 0 1.00 0.99 1.00 1.00 PASS-FAIL Shear Stress Y (psi) Bending Stress Y (psi) Deflection (in) Bearing Stress (psi) PASS/FAIL PASS (75.7%) PASS (65.1%) PASS (35.2%) PASS (80.9%) MAGNITUDE 70.5 1058.0 0.259 (=L/371) 153.0 STRENGTH 290.0 3031.0 0.400 (=L/240) 801.1 LOCATION (ft) 3.88 4.07 0 4 LOAD COMBO D+L D+L D+L D+L DURATION FACTOR CD 1 1 1 REACTIONS Units for V: lbf Units for M: lbf-ft DEAD LIVE LIVE ROOF SNOW WIND + WIND - SEISMIC + SEISMIC - ICE RAIN EARTHY axis A00000000000 B12931652000000000 C-39268000000000 Reaction Location AB C Page 20 2018 International Building Code ASDPROJECT: SINGH RESIDENCE LOAD LIST Type Left Magnitude Right Magnitude Load Start (ft) Load End (ft) Load Type Direction Uniform (lbf/ft) 40 40 0 18.5 Live Y Uniform (lbf/ft) 15 15 0 18.5 Dead Y Self Weight (lbf/ft) 10.97 10.97 0 18.5 Dead Y LINKED LOAD LIST Type Left Magnitude Right Magnitude Load Start (ft) Load End (ft) Load Type Direction Point (lbf) 773.6085 - 0 - Dead Y Point (lbf) 924.7501 - 0 - Live Y Page 21 2018 International Building Code ASDPROJECT: SINGH RESIDENCE PASS DATE: 5/16/2021 COMPANY: --VITRUVIUS BUILD: Base DESIGNED BY: Glen MerkelCUSTOMER: MANJIT SINGH REVIEWED BY: Glen MerkelPROJ. ADDRESS: 10628 SE 144TH STREET PROJECT NAME: SINGH RESIDENCE RENTON, WA 98059 LEVEL: Main Floor LOADING: ASD MEMBER NAME: FB5 NEAR STAIR AREA CODE: 2018 International Building Code MEMBER TYPE: FLOOR BEAM NDS: 2018 NDSMATERIAL: Structural Composite Lumber Roseburg Forest Products 2.0E Rigidlam LVL (1) 7 X 11.875 DRY FB5 NEAR STAIR AREA DIAGRAM BEAM PROPERTIES Start (ft): 0 End (ft): 13 Member Slope: 0/12 Actual Length (ft): 13 Area Ix Iy BSW Lams Cfn Kcr (in²) (in⁴) (in⁴) (lbf/ft) Creep Factor 83.12 976.83 339.43 21.94 1 8 1 STRENGTH PROPERTIES Fb (psi) Ft (psi) Fv (psi) Fc (psi) Fc⊥(psi) E (psi) x10³ Emin (psi) x10³ Base Values 3100 2100 290 3000 750 2000 1056.958 Adjusted Values 3100 2100 290 3000 750 2000 1057 CM 1111111 CT 1111111 Bending Adjustment Factors CV = 1 Cr = 1 Volume factor Is applied on a load combination basis And Is Not reflected in the adjusted values BEAM DATA Unbraced Length (ft) Beam End Span Length (ft) Top Bottom Elev. Diff (ft) CL(Top) CL(Bottom) CL(Left)CL(Right) 1 13 0 13 0 1.00 0.99 1.00 1.00 PASS-FAIL Shear Stress Y (psi) Bending Stress Y (psi) Deflection (in) Bearing Stress (psi) PASS/FAIL PASS (39.8%) PASS (7.4%) PASS (24.4%) PASS (39.5%) MAGNITUDE 200.7 3307.0 0.328 (=L/476) 454.1 STRENGTH 333.5 3569.7 0.433 (=L/360) 750.0 LOCATION (ft) 13 7.02 6.76 13 LOAD COMBO D+0.75L+0.75S D+S S D+0.75L+0.75S DURATION FACTOR CD 1.15 1.15 1.15 REACTIONS Units for V: lbf Units for M: lbf-ft DEAD LIVE LIVE ROOF SNOW WIND + WIND - SEISMIC + SEISMIC - ICE RAIN EARTHY axis A 3835 2340 0 3623 0 0 0 0 0 0 0 B 5075 2340 0 5727 0 0 0 0 0 0 0 Reaction Location A B Page 22 2018 International Building Code ASDPROJECT: SINGH RESIDENCE LOAD LIST Type Left Magnitude Right Magnitude Load Start (ft) Load End (ft) Load Type Direction Uniform (lbf/ft) 360 360 0 13 Live Y Uniform (lbf/ft) 255 255 0 13 Dead Y Point (lbf) 6350 - 7 - Snow Y Point (lbf) 3510 - 7 - Dead Y Uniform (lbf/ft) 500 500 7 13 Snow Y Uniform (lbf/ft) 300 300 7 13 Dead Y Self Weight (lbf/ft) 21.94 21.94 0 13 Dead Y Page 23 2018 International Building Code ASDPROJECT: SINGH RESIDENCE PASS DATE: 5/16/2021 COMPANY: --VITRUVIUS BUILD: Base DESIGNED BY: Glen MerkelCUSTOMER: MANJIT SINGH REVIEWED BY: Glen MerkelPROJ. ADDRESS: 10628 SE 144TH STREET PROJECT NAME: SINGH RESIDENCE RENTON, WA 98059 LEVEL: Main Floor LOADING: ASD MEMBER NAME: FB7 BEAM AT DINING RM CODE: 2018 International Building Code MEMBER TYPE: FLOOR BEAM NDS: 2018 NDSMATERIAL: Structural Composite Lumber Roseburg Forest Products 2.0E Rigidlam LVL (1) 3.5 X 11.875 DRY FB7 BEAM AT DINING RM DIAGRAM BEAM PROPERTIES Start (ft): 0 End (ft): 11 Member Slope: 0/12 Actual Length (ft): 11 Area Ix Iy BSW Lams Cfn Kcr (in²) (in⁴) (in⁴) (lbf/ft) Creep Factor 41.56 488.41 42.43 10.97 1 8 1 STRENGTH PROPERTIES Fb (psi) Ft (psi) Fv (psi) Fc (psi) Fc⊥(psi) E (psi) x10³ Emin (psi) x10³ Base Values 3100 2100 290 3000 750 2000 1056.958 Adjusted Values 3100 2100 290 3000 750 2000 1057 CM 1111111 CT 1111111 Bending Adjustment Factors CV = 1 Cr = 1 Volume factor Is applied on a load combination basis And Is Not reflected in the adjusted values BEAM DATA Unbraced Length (ft) Beam End Span Length (ft) Top Bottom Elev. Diff (ft) CL(Top) CL(Bottom) CL(Left)CL(Right) 1 11 0 11 0 1.00 0.94 1.00 1.00 PASS-FAIL Shear Stress Y (psi) Bending Stress Y (psi) Deflection (in) Bearing Stress (psi) PASS/FAIL PASS (35.9%) PASS (30.4%) PASS (42.5%) PASS (35.6%) MAGNITUDE 213.7 2484.5 0.211 (=L/627) 483.3 STRENGTH 333.5 3569.7 0.367 (=L/360) 750.0 LOCATION (ft) 11 5.5 5.61 11 LOAD COMBO D+S D+S S D+S DURATION FACTOR CD 1.15 1.15 1.15 REACTIONS Units for V: lbf Units for M: lbf-ft DEAD LIVE LIVE ROOF SNOW WIND + WIND - SEISMIC + SEISMIC - ICE RAIN EARTHY axis A22950026250000000 B 2670 0 0 3250 0 0 0 0 0 0 0 Reaction Location A B Page 24 2018 International Building Code ASDPROJECT: SINGH RESIDENCE LOAD LIST Type Left Magnitude Right Magnitude Load Start (ft) Load End (ft) Load Type Direction Uniform (lbf/ft) 250 250 0 11 Snow Y Uniform (lbf/ft) 270 270 0 11 Dead Y Point (lbf) 1250 - 4.5 - Snow Y Point (lbf) 750 - 4.5 - Dead Y Point (lbf) 1875 - 8 - Snow Y Point (lbf) 1125 - 8 - Dead Y Self Weight (lbf/ft) 10.97 10.97 0 11 Dead Y Page 25 2018 International Building Code ASDPROJECT: SINGH RESIDENCE PASS DATE: 5/16/2021 COMPANY: --VITRUVIUS BUILD: Base DESIGNED BY: Glen MerkelCUSTOMER: MANJIT SINGH REVIEWED BY: Glen MerkelPROJ. ADDRESS: 10628 SE 144TH STREET PROJECT NAME: SINGH RESIDENCE RENTON, WA 98059 LEVEL: Main Floor LOADING: ASD MEMBER NAME: FB8 AT ENTRY AREA CODE: 2018 International Building Code MEMBER TYPE: FLOOR BEAM NDS: 2018 NDSMATERIAL: Structural Composite Lumber Roseburg Forest Products 2.0E Rigidlam LVL (1) 1.75 X 11.875 DRY FB8 AT ENTRY AREA DIAGRAM BEAM PROPERTIES Start (ft): 0 End (ft): 7 Member Slope: 0/12 Actual Length (ft): 7 Area Ix Iy BSW Lams Cfn Kcr (in²) (in⁴) (in⁴) (lbf/ft) Creep Factor 20.78 244.21 5.3 5.48 1 8 1 STRENGTH PROPERTIES Fb (psi) Ft (psi) Fv (psi) Fc (psi) Fc⊥(psi) E (psi) x10³ Emin (psi) x10³ Base Values 3100 2100 290 3000 750 2000 1056.958 Adjusted Values 3100 2100 290 3000 750 2000 1057 CM 1111111 CT 1111111 Bending Adjustment Factors CV = 1 Cr = 1 Volume factor Is applied on a load combination basis And Is Not reflected in the adjusted values BEAM DATA Unbraced Length (ft) Beam End Span Length (ft) Top Bottom Elev. Diff (ft) CL(Top) CL(Bottom) CL(Left)CL(Right) 1 7 0 7 0 1.00 0.69 1.00 1.00 PASS-FAIL Shear Stress Y (psi) Bending Stress Y (psi) Deflection (in) Bearing Stress (psi) PASS/FAIL PASS (42.0%) PASS (61.7%) PASS (77.2%) PASS (49.3%) MAGNITUDE 168.1 1189.2 0.053 (=L/1582) 380.3 STRENGTH 290.0 3104.0 0.233 (=L/360) 750.0 LOCATION (ft) 0 3.5 3.5 0 LOAD COMBO D+L D+L L D+L DURATION FACTOR CD 1 1 1 REACTIONS Units for V: lbf Units for M: lbf-ft DEAD LIVE LIVE ROOF SNOW WIND + WIND - SEISMIC + SEISMIC - ICE RAIN EARTHY axis A6491680000000000 B6491680000000000 Reaction Location A BLOAD LIST Type Left Magnitude Right Magnitude Load Start (ft) Load End (ft) Load Type Direction Uniform (lbf/ft) 480 480 0 7 Live Y Uniform (lbf/ft) 180 180 0 7 Dead Y Self Weight (lbf/ft) 5.48 5.48 0 7 Dead Y Page 26 2018 International Building Code ASDPROJECT: SINGH RESIDENCE PASS DATE: 5/16/2021 COMPANY: --VITRUVIUS BUILD: Base DESIGNED BY: Glen MerkelCUSTOMER: MANJIT SINGH REVIEWED BY: Glen MerkelPROJ. ADDRESS: 10628 SE 144TH STREET PROJECT NAME: SINGH RESIDENCE RENTON, WA 98059 LEVEL: Main Floor LOADING: ASD MEMBER NAME: FB9 AT LIVING ROOM CODE: 2018 International Building Code MEMBER TYPE: FLOOR BEAM NDS: 2018 NDSMATERIAL: Structural Composite Lumber Roseburg Forest Products 2.0E Rigidlam LVL (1) 3.5 X 9.5 DRY FB9 AT LIVING ROOM DIAGRAM BEAM PROPERTIES Start (ft): 0 End (ft): 6 Member Slope: 0/12 Actual Length (ft): 6 Area Ix Iy BSW Lams Cfn Kcr (in²) (in⁴) (in⁴) (lbf/ft) Creep Factor 33.25 250.07 33.94 8.77 1 8 1 STRENGTH PROPERTIES Fb (psi) Ft (psi) Fv (psi) Fc (psi) Fc⊥(psi) E (psi) x10³ Emin (psi) x10³ Base Values 3100 2100 290 3000 750 2000 1056.958 Adjusted Values 3100 2100 290 3000 750 2000 1057 CM 1111111 CT 1111111 Bending Adjustment Factors CV = 1.03Cr = 1 Volume factor Is applied on a load combination basis And Is Not reflected in the adjusted values BEAM DATA Unbraced Length (ft) Beam End Span Length (ft) Top Bottom Elev. Diff (ft) CL(Top) CL(Bottom) CL(Left)CL(Right) 1 6 0 6 0 1.00 0.99 1.00 1.00 PASS-FAIL Shear Stress Y (psi) Bending Stress Y (psi) Deflection (in) Bearing Stress (psi) PASS/FAIL PASS (66.2%) PASS (77.5%) PASS (84.0%) PASS (76.4%) MAGNITUDE 97.9 719.5 0.032 (=L/2257) 177.2 STRENGTH 290.0 3191.9 0.200 (=L/360) 750.0 LOCATION (ft) 0 2.82 2.94 0 LOAD COMBO D+L D+L L D+L DURATION FACTOR CD 1 1 1 REACTIONS Units for V: lbf Units for M: lbf-ft DEAD LIVE LIVE ROOF SNOW WIND + WIND - SEISMIC + SEISMIC - ICE RAIN EARTHY axis A4641707000000000 B4991469000000000 Reaction Location A B Page 27 2018 International Building Code ASDPROJECT: SINGH RESIDENCE LOAD LIST Type Left Magnitude Right Magnitude Load Start (ft) Load End (ft) Load Type Direction Uniform (lbf/ft) 440 440 0 6 Live Y Uniform (lbf/ft) 165 165 0 6 Dead Y Point (lbf) 267.9311 - 1.67 - Live Y Point (lbf) -39.46927 - 1.67 - Dead Y Self Weight (lbf/ft) 8.77 8.77 0 6 Dead Y Page 28 2018 International Building Code ASDPROJECT: SINGH RESIDENCE PASS DATE: 5/16/2021 COMPANY: --VITRUVIUS BUILD: Base DESIGNED BY: Glen MerkelCUSTOMER: MANJIT SINGH REVIEWED BY: Glen MerkelPROJ. ADDRESS: 10628 SE 144TH STREET PROJECT NAME: SINGH RESIDENCE RENTON, WA 98059 LEVEL: Main Floor LOADING: ASD MEMBER NAME: FB10 AT KITCHEN CODE:2018 International Building Code MEMBER TYPE: FLOOR BEAM NDS: 2018 NDSMATERIAL: Structural Composite Lumber Roseburg Forest Products 2.0E Rigidlam LVL (1) 3.5 X 11.875 DRY FB10 AT KITCHEN DIAGRAM BEAM PROPERTIES Start (ft): 0 End (ft): 18.67 Member Slope: 0/12 Actual Length (ft): 18.67 Area Ix Iy BSW Lams Cfn Kcr (in²) (in⁴) (in⁴) (lbf/ft) Creep Factor 41.56 488.41 42.43 10.97 1 8 1 STRENGTH PROPERTIES Fb (psi) Ft (psi) Fv (psi) Fc (psi) Fc⊥(psi) E (psi) x10³ Emin (psi) x10³ Base Values 3100 2100 290 3000 750 2000 1056.958 Adjusted Values 3100 2100 290 3000 750 2000 1057 CM 1111111 CT 1111111 Bending Adjustment Factors CV = 1 Cr = 1 Volume factor Is applied on a load combination basis And Is Not reflected in the adjusted values BEAM DATA Unbraced Length (ft) Beam End Span Length (ft) Top Bottom Elev. Diff (ft) CL(Top) CL(Bottom) CL(Left)CL(Right) 1 18.67 0 18.67 0 1.00 0.88 1.00 1.00 PASS-FAIL Shear Stress Y (psi) Bending Stress Y (psi) Deflection (in) Bearing Stress (psi) PASS/FAIL PASS (66.8%) PASS (56.7%) PASS (39.1%) PASS (71.0%) MAGNITUDE 96.2 1343.5 0.379 (=L/591) 217.5 STRENGTH 290.0 3104.1 0.622 (=L/360) 750.0 LOCATION (ft) 0 3.92 8.59 0 LOAD COMBO D+L D+L L D+L DURATION FACTOR CD 1 1 1 REACTIONS Units for V: lbf Units for M: lbf-ft DEAD LIVE LIVE ROOF SNOW WIND + WIND - SEISMIC + SEISMIC - ICE RAIN EARTHY axis A8111854000000000 B417834000000000 Reaction Location A BLOAD LIST Type Left Magnitude Right Magnitude Load Start (ft) Load End (ft) Load Type Direction Uniform (lbf/ft) 54 54 0 18.67 Live Y Uniform (lbf/ft) 20 20 0 18.67 Dead Y Self Weight (lbf/ft) 10.97 10.97 0 18.67 Dead Y Page 29 2018 International Building Code ASDPROJECT: SINGH RESIDENCE LINKED LOAD LIST Type Left Magnitude Right Magnitude Load Start (ft) Load End (ft) Load Type Direction Point (lbf) 649.1937 - 3.67 - Dead Y Point (lbf) 1680 - 3.67 - Live Y Page 30 2018 International Building Code ASDPROJECT: SINGH RESIDENCE PASS DATE: 5/16/2021 COMPANY: --VITRUVIUS BUILD: Base DESIGNED BY: Glen MerkelCUSTOMER: MANJIT SINGH REVIEWED BY: Glen MerkelPROJ. ADDRESS: 10628 SE 144TH STREET PROJECT NAME: SINGH RESIDENCE RENTON, WA 98059 LEVEL: Main Floor LOADING: ASD MEMBER NAME: FB11 AT KITCHEN_DINING CODE: 2018 International Building Code MEMBER TYPE: FLOOR BEAM NDS: 2018 NDSMATERIAL: Structural Composite Lumber Roseburg Forest Products 2.0E Rigidlam LVL (1) 3.5 X 9.5 DRY FB11 AT KITCHEN_DINING DIAGRAM BEAM PROPERTIES Start (ft): 0 End (ft): 6 Member Slope: 0/12 Actual Length (ft): 6 Area Ix Iy BSW Lams Cfn Kcr (in²) (in⁴) (in⁴) (lbf/ft) Creep Factor 33.25 250.07 33.94 8.77 1 8 1 STRENGTH PROPERTIES Fb (psi) Ft (psi) Fv (psi) Fc (psi) Fc⊥(psi) E (psi) x10³ Emin (psi) x10³ Base Values 3100 2100 290 3000 750 2000 1056.958 Adjusted Values 3100 2100 290 3000 750 2000 1057 CM 1111111 CT 1111111 Bending Adjustment Factors CV = 1.03Cr = 1 Volume factor Is applied on a load combination basis And Is Not reflected in the adjusted values BEAM DATA Unbraced Length (ft) Beam End Span Length (ft) Top Bottom Elev. Diff (ft) CL(Top) CL(Bottom) CL(Left)CL(Right) 1 6 0 6 0 1.00 0.99 1.00 1.00 PASS-FAIL Shear Stress Y (psi) Bending Stress Y (psi) Deflection (in) Bearing Stress (psi) PASS/FAIL PASS (30.9%) PASS (49.2%) PASS (69.0%) PASS (51.6%) MAGNITUDE 200.4 1620.0 0.062 (=L/1161) 362.7 STRENGTH 290.0 3191.9 0.200 (=L/360) 750.0 LOCATION (ft) 6 3.96 3.12 6 LOAD COMBO D+L D+L L D+L DURATION FACTOR CD 1 1 1 REACTIONS Units for V: lbf Units for M: lbf-ft DEAD LIVE LIVE ROOF SNOW WIND + WIND - SEISMIC + SEISMIC - ICE RAIN EARTHY axis A 1017 2538 0 0 0 0 0 0 0 0 0 B12873156000000000 Reaction Location A BLOAD LIST Type Left Magnitude Right Magnitude Load Start (ft) Load End (ft) Load Type Direction Uniform (lbf/ft) 640 640 0 6 Live Y Uniform (lbf/ft) 240 240 0 6 Dead Y Self Weight (lbf/ft) 8.77 8.77 0 6 Dead Y Page 31 2018 International Building Code ASDPROJECT: SINGH RESIDENCE PASS DATE: 5/16/2021 COMPANY: --VITRUVIUS BUILD: Base DESIGNED BY: Glen MerkelCUSTOMER: MANJIT SINGH REVIEWED BY: Glen MerkelPROJ. ADDRESS: 10628 SE 144TH STREET PROJECT NAME: SINGH RESIDENCE RENTON, WA 98059 LEVEL: Main Floor LOADING: ASD MEMBER NAME: FB12 OVER GARAGE CODE: 2018 International Building Code MEMBER TYPE: FLOOR BEAM NDS: 2018 NDSMATERIAL: Structural Composite Lumber Roseburg Forest Products 2.0E Rigidlam LVL (1) 3.5 X 11.875 DRY FB12 OVER GARAGE DIAGRAM BEAM PROPERTIES Start (ft): 0 End (ft): 13.75 Member Slope: 0/12 Actual Length (ft): 13.75 Area Ix Iy BSW Lams Cfn Kcr (in²) (in⁴) (in⁴) (lbf/ft) Creep Factor 41.56 488.41 42.43 10.97 1 8 1 STRENGTH PROPERTIES Fb (psi) Ft (psi) Fv (psi) Fc (psi) Fc⊥(psi) E (psi) x10³ Emin (psi) x10³ Base Values 3100 2100 290 3000 750 2000 1056.958 Adjusted Values 3100 2100 290 3000 750 2000 1057 CM 1111111 CT 1111111 Bending Adjustment Factors CV = 1 Cr = 1 Volume factor Is applied on a load combination basis And Is Not reflected in the adjusted values BEAM DATA Unbraced Length (ft) Beam End Span Length (ft) Top Bottom Elev. Diff (ft) CL(Top) CL(Bottom) CL(Left)CL(Right) 1 13.75 0 13.75 0 1.00 0.93 1.00 1.00 PASS-FAIL Shear Stress Y (psi) Bending Stress Y (psi) Deflection (in) Bearing Stress (psi) PASS/FAIL PASS (58.2%) PASS (45.7%) PASS (41.4%) PASS (63.4%) MAGNITUDE 121.3 1685.7 0.403 (=L/410) 274.4 STRENGTH 290.0 3104.1 0.688 (=L/240) 750.0 LOCATION (ft) 0 6.88 6.88 0 LOAD COMBO D+L D+L D+L D+L DURATION FACTOR CD 1 1 1 REACTIONS Units for V: lbf Units for M: lbf-ft DEAD LIVE LIVE ROOF SNOW WIND + WIND - SEISMIC + SEISMIC - ICE RAIN EARTHY axis A15741788000000000 B15741788000000000 Reaction Location A BLOAD LIST Type Left Magnitude Right Magnitude Load Start (ft) Load End (ft) Load Type Direction Uniform (lbf/ft) 260 260 0 13.75 Live Y Uniform (lbf/ft) 218 218 0 13.75 Dead Y Self Weight (lbf/ft) 10.97 10.97 0 13.75 Dead Y Page 32 2018 International Building Code ASDPROJECT: SINGH RESIDENCE PASS DATE: 5/16/2021 COMPANY: --VITRUVIUS BUILD: Base DESIGNED BY: Glen MerkelCUSTOMER: MANJIT SINGH REVIEWED BY: Glen MerkelPROJ. ADDRESS: 10628 SE 144TH STREET PROJECT NAME: SINGH RESIDENCE RENTON, WA 98059 LEVEL: Main Floor LOADING: ASD MEMBER NAME: FB13 OVER GARAGE CODE: 2018 International Building Code MEMBER TYPE: FLOOR BEAM NDS: 2018 NDSMATERIAL: Structural Composite Lumber Roseburg Forest Products 2.0E Rigidlam LVL (1) 3.5 X 11.875 DRY FB13 OVER GARAGE DIAGRAM BEAM PROPERTIES Start (ft): 0 End (ft): 13.75 Member Slope: 0/12 Actual Length (ft): 13.75 Area Ix Iy BSW Lams Cfn Kcr (in²) (in⁴) (in⁴) (lbf/ft) Creep Factor 41.56 488.41 42.43 10.97 1 8 1 STRENGTH PROPERTIES Fb (psi) Ft (psi) Fv (psi) Fc (psi) Fc⊥(psi) E (psi) x10³ Emin (psi) x10³ Base Values 3100 2100 290 3000 750 2000 1056.958 Adjusted Values 3100 2100 290 3000 750 2000 1057 CM 1111111 CT 1111111 Bending Adjustment Factors CV = 1 Cr = 1 Volume factor Is applied on a load combination basis And Is Not reflected in the adjusted values BEAM DATA Unbraced Length (ft) Beam End Span Length (ft) Top Bottom Elev. Diff (ft) CL(Top) CL(Bottom) CL(Left)CL(Right) 1 13.75 0 13.75 0 1.00 0.93 1.00 1.00 PASS-FAIL Shear Stress Y (psi) Bending Stress Y (psi) Deflection (in) Bearing Stress (psi) PASS/FAIL PASS (62.6%) PASS (57.1%) PASS (53.2%) PASS (65.3%) MAGNITUDE 108.5 1333.2 0.322 (=L/513) 260.5 STRENGTH 290.0 3104.1 0.688 (=L/240) 750.0 LOCATION (ft) 13.75 6.88 6.88 0 LOAD COMBO D+L D+L D+L D+0.75L+0.75S DURATION FACTOR CD 1 1 1.15 REACTIONS Units for V: lbf Units for M: lbf-ft DEAD LIVE LIVE ROOF SNOW WIND + WIND - SEISMIC + SEISMIC - ICE RAIN EARTHY axis A 1287 1719 0 820 0 0 0 0 0 0 0 B 1287 1719 0 820 0 0 0 0 0 0 0 Reaction Location A B Page 33 2018 International Building Code ASDPROJECT: SINGH RESIDENCE LOAD LIST Type Left Magnitude Right Magnitude Load Start (ft) Load End (ft) Load Type Direction Uniform (lbf/ft) 250 250 0 13.75 Live Y Uniform (lbf/ft) 105 105 0 13.75 Dead Y Point (lbf) 820 - 1 - Snow Y Point (lbf) 490 - 1 - Dead Y Point (lbf) 820 - 12.75 - Snow Y Point (lbf) 490 - 12.75 - Dead Y Self Weight (lbf/ft) 10.97 10.97 0 13.75 Dead Y Page 34 2018 International Building Code ASDPROJECT: SINGH RESIDENCE PASS DATE: 5/16/2021 COMPANY: --VITRUVIUS BUILD: Base DESIGNED BY: Glen MerkelCUSTOMER: MANJIT SINGH REVIEWED BY: Glen MerkelPROJ. ADDRESS: 10628 SE 144TH STREET PROJECT NAME: SINGH RESIDENCE RENTON, WA 98059 LEVEL: Main Floor LOADING: ASD MEMBER NAME: FB14 OVER GARAGE CODE: 2018 International Building Code MEMBER TYPE: FLOOR BEAM NDS: 2018 NDSMATERIAL: Structural Composite Lumber Roseburg Forest Products 2.0E Rigidlam LVL (1) 5.25 X 11.875 DRY FB14 OVER GARAGE DIAGRAM BEAM PROPERTIES Start (ft): 0 End (ft): 14.5 Member Slope: 0/12 Actual Length (ft): 14.5 Area Ix Iy BSW Lams Cfn Kcr (in²) (in⁴) (in⁴) (lbf/ft) Creep Factor 62.34 732.62 143.2 16.45 1 8 1 STRENGTH PROPERTIES Fb (psi) Ft (psi) Fv (psi) Fc (psi) Fc⊥(psi) E (psi) x10³ Emin (psi) x10³ Base Values 3100 2100 290 3000 750 2000 1056.958 Adjusted Values 3100 2100 290 3000 750 2000 1057 CM 1111111 CT 1111111 Bending Adjustment Factors CV = 1 Cr = 1 Volume factor Is applied on a load combination basis And Is Not reflected in the adjusted values BEAM DATA Unbraced Length (ft) Beam End Span Length (ft) Top Bottom Elev. Diff (ft) CL(Top) CL(Bottom) CL(Left)CL(Right) 1 14.5 0 14.5 0 1.00 0.98 1.00 1.00 PASS-FAIL Shear Stress Y (psi) Bending Stress Y (psi) Deflection (in) Bearing Stress (psi) PASS/FAIL PASS (22.4%) PASS (4.6%) PASS (1.7%) PASS (21.9%) MAGNITUDE 258.9 3406.2 0.713 (=L/244) 585.7 STRENGTH 333.5 3569.7 0.725 (=L/240) 750.0 LOCATION (ft) 0 6.09 7.11 0 LOAD COMBO D+0.75L+0.75S D+0.75L+0.75S D+L D+0.75L+0.75S DURATION FACTOR CD 1.15 1.15 1.15 REACTIONS Units for V: lbf Units for M: lbf-ft DEAD LIVE LIVE ROOF SNOW WIND + WIND - SEISMIC + SEISMIC - ICE RAIN EARTHY axis A 5268 2889 0 4437 0 0 0 0 0 0 0 B47252492030960000000 Reaction Location A B Page 35 2018 International Building Code ASDPROJECT: SINGH RESIDENCE LOAD LIST Type Left Magnitude Right Magnitude Load Start (ft) Load End (ft) Load Type Direction Uniform (lbf/ft) 90 90 0 6 Dead Y Uniform (lbf/ft) 150 150 0 6 Snow Y Uniform (lbf/ft) 120 120 0 14.5 Dead Y Point (lbf) 1875 - 6 - Live Y Point (lbf) 1125 - 6 - Dead Y Uniform (lbf/ft) 375 375 6 14.5 Snow Y Uniform (lbf/ft) 225 225 6 14.5 Dead Y Point (lbf) 2625 - 3 - Snow Y Point (lbf) 1575 - 3 - Dead Y Self Weight (lbf/ft) 16.45 16.45 0 14.5 Dead Y LINKED LOAD LIST Type Left Magnitude Right Magnitude Load Start (ft) Load End (ft) Load Type Direction Point (lbf) 1574.154 - 12 - Dead Y Point (lbf) 1787.5 - 12 - Live Y Point (lbf) 1287.257 - 2 - Dead Y Point (lbf) 1718.734 - 2 - Live Y Point (lbf) 819.9922 - 2 - Snow Y Page 36 2018 International Building Code ASDPROJECT: SINGH RESIDENCE PASS DATE: 5/16/2021 COMPANY: --VITRUVIUS BUILD: Base DESIGNED BY: Glen MerkelCUSTOMER: MANJIT SINGH REVIEWED BY: Glen MerkelPROJ. ADDRESS: 10628 SE 144TH STREET PROJECT NAME: SINGH RESIDENCE RENTON, WA 98059 LEVEL: Main Floor LOADING: ASD MEMBER NAME: FB15 OVER GARAGE CODE: 2018 International Building Code MEMBER TYPE: FLOOR BEAM NDS: 2018 NDSMATERIAL: Glulams Stress Class Rated 24F-1.8E 24F-V4 DF/DF (1) 10.75 X 21 DRY FB15 OVER GARAGE DIAGRAM BEAM PROPERTIES Start (ft): 0 End (ft): 23.5 Member Slope: 0/12 Actual Length (ft): 23.5 Area Ix Iy BSW Lams G Kcr (in²) (in⁴) (in⁴) (lbf/ft) Creep Factor 225.75 8296.31 2174.02 51.49 1 0.5 1 STRENGTH PROPERTIES Fbx+ Fbx- Fby Ft Fvx Fvy Fc Fc⊥ Ex Exmin Ey Eymin (psi) (psi) (psi) (psi) (psi) (psi) (psi) (psi) (psi) (psi) (psi) (psi) Base Values 2400 1850 1450 1100 265 230 1650 650 1800000 950000 1600000 850000 Adjusted Values 2400 1850 1450 1100 265 230 1650 650 1800000 950000 1600000 850000 CM 111111111111 CT 111111111111 Bending Adjustment Factors Cvr = 1 BEAM DATA Unbraced Length (ft) Beam End Span Length (ft) Top Bottom Elev. Diff (ft) CL(Top) CL(Bottom) CL(Left)CL(Right) 1 23.5 0 23.5 0 1.00 0.99 1.00 1.00 PASS-FAIL Shear Stress Y (psi) Bending Stress Y (psi) Deflection (in) Bearing Stress (psi) PASS/FAIL PASS (54.6%) PASS (4.2%) PASS (35.2%) PASS (16.1%) MAGNITUDE 120.2 2296.9 0.761 (=L/371) 545.5 STRENGTH 265.0 2396.3 1.175 (=L/240) 650.0 LOCATION (ft) 0 9.16 11.28 0 LOAD COMBO D+L D+0.75L+0.75S D+L D+0.75L+0.75S DURATION FACTOR CD 1.15 1 1.15 REACTIONS Units for V: lbf Units for M: lbf-ft DEAD LIVE LIVE ROOF SNOW WIND + WIND - SEISMIC + SEISMIC - ICE RAIN EARTHY axis A 10372 7722 0 5812 0 0 0 0 0 0 0 B 6828 6662 0 3248 0 0 0 0 0 0 0 Reaction Location A B Page 37 2018 International Building Code ASDPROJECT: SINGH RESIDENCE LOAD LIST Type Left Magnitude Right Magnitude Load Start (ft) Load End (ft) Load Type Direction Uniform (lbf/ft) 175 175 0 9.25 Snow Y Uniform (lbf/ft) 245 245 0 9.25 Dead Y Uniform (lbf/ft) 400 400 0 23.5 Live Y Uniform (lbf/ft) 150 150 0 23.5 Dead Y Point (lbf) 1250 - 9.25 - Snow Y Point (lbf) 750 - 9.25 - Dead Y Point (lbf) 4724.581 - 9.25 - Dead Y Point (lbf) 2492.203 - 9.25 - Live Y Point (lbf) 3095.598 - 9.25 - Snow Y Self Weight (lbf/ft) 51.49 51.49 0 23.5 Dead Y LINKED LOAD LIST Type Left Magnitude Right Magnitude Load Start (ft) Load End (ft) Load Type Direction Point (lbf) 4724.581 - 9.25 - Dead Y Point (lbf) 2492.203 - 9.25 - Live Y Point (lbf) 3095.598 - 9.25 - Snow Y Page 38 2018 International Building Code ASDPROJECT: SINGH RESIDENCE PASS DATE: 5/16/2021 COMPANY: --VITRUVIUS BUILD: Base DESIGNED BY: Glen MerkelCUSTOMER: MANJIT SINGH REVIEWED BY: Glen MerkelPROJ. ADDRESS: 10628 SE 144TH STREET PROJECT NAME: SINGH RESIDENCE RENTON, WA 98059 LEVEL: Main Floor LOADING: ASD MEMBER NAME: FB16 OVER GARAGE CODE: 2018 International Building Code MEMBER TYPE: FLOOR BEAM NDS: 2018 NDSMATERIAL: Glulams Stress Class Rated 24F-1.8E 24F-V4 DF/DF (1) 8.75 X 21 DRY FB16 OVER GARAGE DIAGRAM BEAM PROPERTIES Start (ft): 0 End (ft): 21 Member Slope: 0/12 Actual Length (ft): 21 Area Ix Iy BSW Lams G Kcr (in²) (in⁴) (in⁴) (lbf/ft) Creep Factor 183.75 6752.81 1172.36 41.91 1 0.5 1 STRENGTH PROPERTIES Fbx+ Fbx- Fby Ft Fvx Fvy Fc Fc⊥ Ex Exmin Ey Eymin (psi) (psi) (psi) (psi) (psi) (psi) (psi) (psi) (psi) (psi) (psi) (psi) Base Values 2400 1850 1450 1100 265 230 1650 650 1800000 950000 1600000 850000 Adjusted Values 2400 1850 1450 1100 265 230 1650 650 1800000 950000 1600000 850000 CM 111111111111 CT 111111111111 Bending Adjustment Factors Cvr = 1 BEAM DATA Unbraced Length (ft) Beam End Span Length (ft) Top Bottom Elev. Diff (ft) CL(Top) CL(Bottom) CL(Left)CL(Right) 1 21 0 21 0 1.00 0.99 1.00 1.00 PASS-FAIL Shear Stress Y (psi) Bending Stress Y (psi) Deflection (in) Bearing Stress (psi) PASS/FAIL PASS (49.7%) PASS (19.7%) PASS (50.3%) PASS (5.7%) MAGNITUDE 153.2 1986.2 0.522 (=L/483) 612.8 STRENGTH 304.8 2473.9 1.050 (=L/240) 650.0 LOCATION (ft) 21 14.49 11.13 21 LOAD COMBO D+0.75L+0.75S D+0.75L+0.75S D+L D+0.75L+0.75S DURATION FACTOR CD 1.15 1.15 1.15 REACTIONS Units for V: lbf Units for M: lbf-ft DEAD LIVE LIVE ROOF SNOW WIND + WIND - SEISMIC + SEISMIC - ICE RAIN EARTHY axis A71554383061490000000 B94375785066560000000 Reaction Location A B Page 39 2018 International Building Code ASDPROJECT: SINGH RESIDENCE LOAD LIST Type Left Magnitude Right Magnitude Load Start (ft) Load End (ft) Load Type Direction Uniform (lbf/ft) 50 50 0 21 Snow Y Uniform (lbf/ft) 30 30 0 21 Dead Y Uniform (lbf/ft) 375 375 14.5 21 Snow Y Uniform (lbf/ft) 345 345 14.5 21 Dead Y Point (lbf) 2625 - 2 - Snow Y Point (lbf) 1575 - 2 - Dead Y Point (lbf) 2625 - 12 - Snow Y Point (lbf) 1575 - 12 - Dead Y Self Weight (lbf/ft) 41.91 41.91 0 21 Dead Y Page 40 2018 International Building Code ASDPROJECT: SINGH RESIDENCE PASS DATE: 5/16/2021 COMPANY: --VITRUVIUS BUILD: Base DESIGNED BY: Glen MerkelCUSTOMER: MANJIT SINGH REVIEWED BY: Glen MerkelPROJ. ADDRESS: 10628 SE 144TH STREET PROJECT NAME: SINGH RESIDENCE RENTON, WA 98059 LEVEL: Main Floor LOADING: ASD MEMBER NAME: HDR5 TYP CODE: 2018 International Building Code MEMBER TYPE: FLOOR BEAM NDS: 2018 NDSMATERIAL: Solid Sawn Spruce-Pine-Fir No. 2 (1) 3.5 X 7.25 DRY HDR5 TYP DIAGRAM BEAM PROPERTIES Start (ft): 0 End (ft): 5 Member Slope: 0/12 Actual Length (ft): 5 Area Ix Iy BSW Lams G Kcr (in²) (in⁴) (in⁴) (lbf/ft) Creep Factor 25.38 111.15 25.9 4.9 1 0.42 1 STRENGTH PROPERTIES Fb (psi) Ft (psi) Fv (psi) Fc (psi) Fc⊥(psi) E (psi) x10³ Emin (psi) x10³ Base Values 875 450 135 1150 425 1400 510 Adjusted Values 1138 540 135 1208 425 1400 510 CM 1111111 CT 1111111 Ci 1111111 CF 1.3 1.2 1 1.05 1 1 1 Bending Adjustment Factors Cfu = 1 Cr = 1 BEAM DATA Unbraced Length (ft) Beam End Span Length (ft) Top Bottom Elev. Diff (ft) CL(Top) CL(Bottom) CL(Left)CL(Right) 1 50501.000.991.001.00 PASS-FAIL Shear Stress Y (psi) Bending Stress Y (psi) Deflection (in) Bearing Stress (psi) PASS/FAIL PASS (26.1%) PASS (27.4%) PASS (75.6%) PASS (67.6%) MAGNITUDE 99.7 825.4 0.061 (=L/984) 137.7 STRENGTH 135.0 1137.5 0.250 (=L/240) 425.0 LOCATION (ft) 0 2.5 2.5 0 LOAD COMBO D+L D+L D+L D+L DURATION FACTOR CD 1 1 1 REACTIONS Units for V: lbf Units for M: lbf-ft DEAD LIVE LIVE ROOF SNOW WIND + WIND - SEISMIC + SEISMIC - ICE RAIN EARTHY axis A6871000000000000 B6871000000000000 Reaction Location A BLOAD LIST Type Left Magnitude Right Magnitude Load Start (ft) Load End (ft) Load Type Direction Uniform (lbf/ft) 400 400 0 5 Live Y Uniform (lbf/ft) 270 270 0 5 Dead Y Self Weight (lbf/ft) 4.9 4.9 0 5 Dead Y Page 41 2018 International Building Code ASDPROJECT: SINGH RESIDENCE PASS DATE: 5/16/2021 COMPANY: --VITRUVIUS BUILD: Base DESIGNED BY: Glen MerkelCUSTOMER: MANJIT SINGH REVIEWED BY: Glen MerkelPROJ. ADDRESS: 10628 SE 144TH STREET PROJECT NAME: SINGH RESIDENCE RENTON, WA 98059 LEVEL: Main Floor LOADING: ASD MEMBER NAME: HDR6 LIVING ROOM CODE: 2018 International Building Code MEMBER TYPE: FLOOR BEAM NDS: 2018 NDSMATERIAL: Structural Composite Lumber Roseburg Forest Products 2.0E Rigidlam LVL (1) 3.5 X 9.5 DRY HDR6 LIVING ROOM DIAGRAM BEAM PROPERTIES Start (ft): 0 End (ft): 9 Member Slope: 0/12 Actual Length (ft): 9 Area Ix Iy BSW Lams Cfn Kcr (in²) (in⁴) (in⁴) (lbf/ft) Creep Factor 33.25 250.07 33.94 8.77 1 8 1 STRENGTH PROPERTIES Fb (psi) Ft (psi) Fv (psi) Fc (psi) Fc⊥(psi) E (psi) x10³ Emin (psi) x10³ Base Values 3100 2100 290 3000 750 2000 1056.958 Adjusted Values 3100 2100 290 3000 750 2000 1057 CM 1111111 CT 1111111 Bending Adjustment Factors CV = 1.03Cr = 1 Volume factor Is applied on a load combination basis And Is Not reflected in the adjusted values BEAM DATA Unbraced Length (ft) Beam End Span Length (ft) Top Bottom Elev. Diff (ft) CL(Top) CL(Bottom) CL(Left)CL(Right) 1 9 0 9 0 1.00 0.97 1.00 1.00 PASS-FAIL Shear Stress Y (psi) Bending Stress Y (psi) Deflection (in) Bearing Stress (psi) PASS/FAIL PASS (21.6%) PASS (19.0%) PASS (34.8%) PASS (36.9%) MAGNITUDE 261.4 2971.4 0.293 (=L/368) 473.0 STRENGTH 333.5 3670.6 0.450 (=L/240) 750.0 LOCATION (ft) 9 4.5 4.5 0 LOAD COMBO D+0.75L+0.75S D+0.75L+0.75S D+L D+0.75L+0.75S DURATION FACTOR CD 1.15 1.15 1.15 REACTIONS Units for V: lbf Units for M: lbf-ft DEAD LIVE LIVE ROOF SNOW WIND + WIND - SEISMIC + SEISMIC - ICE RAIN EARTHY axis A 2672 1800 0 2362 0 0 0 0 0 0 0 B 2672 1800 0 2362 0 0 0 0 0 0 0 Reaction Location A BLOAD LIST Type Left Magnitude Right Magnitude Load Start (ft) Load End (ft) Load Type Direction Uniform (lbf/ft) 400 400 0 9 Live Y Uniform (lbf/ft) 300 300 0 9 Dead Y Uniform (lbf/ft) 50 50 0 9 Snow Y Uniform (lbf/ft) 475 475 0 9 Snow Y Uniform (lbf/ft) 285 285 0 9 Dead Y Self Weight (lbf/ft) 8.77 8.77 0 9 Dead Y Page 42 2018 International Building Code ASDPROJECT: SINGH RESIDENCE PASS DATE: 5/16/2021 COMPANY: --VITRUVIUS BUILD: Base DESIGNED BY: Glen MerkelCUSTOMER: MANJIT SINGH REVIEWED BY: Glen MerkelPROJ. ADDRESS: 10628 SE 144TH STREET PROJECT NAME: SINGH RESIDENCE RENTON, WA 98059 LEVEL: Main Floor LOADING: ASD MEMBER NAME: HDR7 AT LIVING RM CODE: 2018 International Building Code MEMBER TYPE: FLOOR BEAM NDS: 2018 NDSMATERIAL: Structural Composite Lumber Roseburg Forest Products 2.0E Rigidlam LVL (1) 5.25 X 11.875 DRY HDR7 AT LIVING RM DIAGRAM BEAM PROPERTIES Start (ft): 0 End (ft): 11.5 Member Slope: 0/12 Actual Length (ft): 11.5 Area Ix Iy BSW Lams Cfn Kcr (in²) (in⁴) (in⁴) (lbf/ft) Creep Factor 62.34 732.62 143.2 16.45 1 8 1 STRENGTH PROPERTIES Fb (psi) Ft (psi) Fv (psi) Fc (psi) Fc⊥(psi) E (psi) x10³ Emin (psi) x10³ Base Values 3100 2100 290 3000 750 2000 1056.958 Adjusted Values 3100 2100 290 3000 750 2000 1057 CM 1111111 CT 1111111 Bending Adjustment Factors CV = 1 Cr = 1 Volume factor Is applied on a load combination basis And Is Not reflected in the adjusted values BEAM DATA Unbraced Length (ft) Beam End Span Length (ft) Top Bottom Elev. Diff (ft) CL(Top) CL(Bottom) CL(Left)CL(Right) 1 11.5 0 11.5 0 1.00 0.99 1.00 1.00 PASS-FAIL Shear Stress Y (psi) Bending Stress Y (psi) Deflection (in) Bearing Stress (psi) PASS/FAIL PASS (36.8%) PASS (43.6%) PASS (48.3%) PASS (44.7%) MAGNITUDE 183.3 1749.9 0.297 (=L/464) 414.5 STRENGTH 290.0 3104.1 0.575 (=L/240) 750.0 LOCATION (ft) 0 5.17 5.64 0 LOAD COMBO D+L D+L D+L D+L DURATION FACTOR CD 1 1 1 REACTIONS Units for V: lbf Units for M: lbf-ft DEAD LIVE LIVE ROOF SNOW WIND + WIND - SEISMIC + SEISMIC - ICE RAIN EARTHY axis A34924125010060000000 B 2648 3047 0 1006 0 0 0 0 0 0 0 Reaction Location A BLOAD LIST Type Left Magnitude Right Magnitude Load Start (ft) Load End (ft) Load Type Direction Uniform (lbf/ft) 480 480 0 11.5 Live Y Uniform (lbf/ft) 405 405 0 11.5 Dead Y Uniform (lbf/ft) 175 175 0 11.5 Snow Y Self Weight (lbf/ft) 16.45 16.45 0 11.5 Dead Y Page 43 2018 International Building Code ASDPROJECT: SINGH RESIDENCE PASS DATE: 5/16/2021 COMPANY: --VITRUVIUS BUILD: Base DESIGNED BY: Glen MerkelCUSTOMER: MANJIT SINGH REVIEWED BY: Glen MerkelPROJ. ADDRESS: 10628 SE 144TH STREET PROJECT NAME: SINGH RESIDENCE RENTON, WA 98059 LEVEL: Roof LOADING: ASD MEMBER NAME: HDR8 FRONT ENTRY CODE: 2018 International Building Code MEMBER TYPE: FLOOR BEAM NDS: 2018 NDSMATERIAL: Solid Sawn Douglas Fir-Larch No. 1 (1) 5.5 X 9.5 DRY HDR8 FRONT ENTRY DIAGRAM BEAM PROPERTIES Start (ft): 0 End (ft): 10 Member Slope: 0/12 Actual Length (ft): 10 Area Ix Iy BSW Lams G Kcr (in²) (in⁴) (in⁴) (lbf/ft) Creep Factor 52.25 392.96 131.71 11.92 1 0.5 1 STRENGTH PROPERTIES Fb (psi) Ft (psi) Fv (psi) Fc (psi) Fc⊥(psi) E (psi) x10³ Emin (psi) x10³ Base Values 1350 675 170 925 625 1600 580 Adjusted Values 1350 675 170 925 625 1600 580 CM 1111111 CT 1111111 Ci 1111111 CF 1111111 Bending Adjustment Factors Cfu = 1.05Cr = 1 BEAM DATA Unbraced Length (ft) Beam End Span Length (ft) Top Bottom Elev. Diff (ft) CL(Top) CL(Bottom) CL(Left)CL(Right) 1 10 0 10 0 1.00 0.99 1.00 1.00 PASS-FAIL Shear Stress Y (psi) Bending Stress Y (psi) Deflection (in) Bearing Stress (psi) PASS/FAIL PASS (55.1%) PASS (28.5%) PASS (67.8%) PASS (74.6%) MAGNITUDE 87.8 1109.5 0.107 (=L/1117) 158.9 STRENGTH 195.5 1552.5 0.333 (=L/360) 625.0 LOCATION (ft) 0 5 5 0 LOAD COMBO D+S D+S S D+S DURATION FACTOR CD 1.15 1.15 1.15 REACTIONS Units for V: lbf Units for M: lbf-ft DEAD LIVE LIVE ROOF SNOW WIND + WIND - SEISMIC + SEISMIC - ICE RAIN EARTHY axis A15600015000000000 B15600015000000000 Reaction Location A BLOAD LIST Type Left Magnitude Right Magnitude Load Start (ft) Load End (ft) Load Type Direction Uniform (lbf/ft) 300 300 0 10 Snow Y Uniform (lbf/ft) 300 300 0 10 Dead Y Self Weight (lbf/ft) 11.92 11.92 0 10 Dead Y Page 44 2018 International Building Code ASDPROJECT: SINGH RESIDENCE PASS DATE: 5/16/2021 COMPANY: --VITRUVIUS BUILD: Base DESIGNED BY: Glen MerkelCUSTOMER: MANJIT SINGH REVIEWED BY: Glen MerkelPROJ. ADDRESS: 10628 SE 144TH STREET PROJECT NAME: SINGH RESIDENCE RENTON, WA 98059 LEVEL: Main Floor LOADING: ASD MEMBER NAME: HDR9 GARAGE DOOR HEADER CODE: 2018 International Building Code MEMBER TYPE: FLOOR BEAM NDS: 2018 NDSMATERIAL: Solid Sawn Spruce-Pine-Fir No. 1 (1) 5.5 X 11.5 DRY HDR9 GARAGE DOOR HEADER DIAGRAM BEAM PROPERTIES Start (ft): 0 End (ft): 10 Member Slope: 0/12 Actual Length (ft): 10 Area Ix Iy BSW Lams G Kcr (in²) (in⁴) (in⁴) (lbf/ft) Creep Factor 63.25 697.07 159.44 12.2 1 0.42 1 STRENGTH PROPERTIES Fb (psi) Ft (psi) Fv (psi) Fc (psi) Fc⊥(psi) E (psi) x10³ Emin (psi) x10³ Base Values 900 450 125 625 425 1300 470 Adjusted Values 900 450 125 625 425 1300 470 CM 1111111 CT 1111111 Ci 1111111 CF 1111111 Bending Adjustment Factors Cfu = 1.05Cr = 1 BEAM DATA Unbraced Length (ft) Beam End Span Length (ft) Top Bottom Elev. Diff (ft) CL(Top) CL(Bottom) CL(Left)CL(Right) 1 10 0 10 0 1.00 0.99 1.00 1.00 PASS-FAIL Shear Stress Y (psi) Bending Stress Y (psi) Deflection (in) Bearing Stress (psi) PASS/FAIL PASS (38.4%) PASS (10.7%) PASS (72.1%) PASS (54.3%) MAGNITUDE 88.6 924.5 0.093 (=L/1289) 194.1 STRENGTH 143.8 1035.0 0.333 (=L/360) 425.0 LOCATION (ft) 0 5 5 0 LOAD COMBO D+S D+S S D+S DURATION FACTOR CD 1.15 1.15 1.15 REACTIONS Units for V: lbf Units for M: lbf-ft DEAD LIVE LIVE ROOF SNOW WIND + WIND - SEISMIC + SEISMIC - ICE RAIN EARTHY axis A 1861 200 0 1875 0 0 0 0 0 0 0 B 1861 200 0 1875 0 0 0 0 0 0 0 Reaction Location A BLOAD LIST Type Left Magnitude Right Magnitude Load Start (ft) Load End (ft) Load Type Direction Uniform (lbf/ft) 40 40 0 10 Live Y Uniform (lbf/ft) 360 360 0 10 Dead Y Uniform (lbf/ft) 375 375 0 10 Snow Y Self Weight (lbf/ft) 12.2 12.2 0 10 Dead Y Page 45 2018 International Building Code ASDPROJECT: SINGH RESIDENCE PASS DATE: 5/16/2021 COMPANY: --VITRUVIUS BUILD: Base DESIGNED BY: Glen MerkelCUSTOMER: MANJIT SINGH REVIEWED BY: Glen MerkelPROJ. ADDRESS: 10628 SE 144TH STREET PROJECT NAME: SINGH RESIDENCE RENTON, WA 98059 LEVEL: Main Floor LOADING: ASD MEMBER NAME: HDR10 GARAGE DOOR HDR CODE: 2018 International Building Code MEMBER TYPE: FLOOR BEAM NDS: 2018 NDSMATERIAL: Solid Sawn Spruce-Pine-Fir No. 1 (1) 5.5 X 11.5 DRY HDR10 GARAGE DOOR HDR DIAGRAM BEAM PROPERTIES Start (ft): 0 End (ft): 16.5 Member Slope: 0/12 Actual Length (ft): 16.5 Area Ix Iy BSW Lams G Kcr (in²) (in⁴) (in⁴) (lbf/ft) Creep Factor 63.25 697.07 159.44 12.2 1 0.42 1 STRENGTH PROPERTIES Fb (psi) Ft (psi) Fv (psi) Fc (psi) Fc⊥(psi) E (psi) x10³ Emin (psi) x10³ Base Values 900 450 125 625 425 1300 470 Adjusted Values 900 450 125 625 425 1300 470 CM 1111111 CT 1111111 Ci 1111111 CF 1111111 Bending Adjustment Factors Cfu = 1.05Cr = 1 BEAM DATA Unbraced Length (ft) Beam End Span Length (ft) Top Bottom Elev. Diff (ft) CL(Top) CL(Bottom) CL(Left)CL(Right) 1 16.5 0 16.5 0 1.00 0.99 1.00 1.00 PASS-FAIL Shear Stress Y (psi) Bending Stress Y (psi) Deflection (in) Bearing Stress (psi) PASS/FAIL PASS (76.6%) PASS (44.0%) PASS (66.5%) PASS (82.6%) MAGNITUDE 33.7 580.1 0.184 (=L/1076) 73.8 STRENGTH 143.8 1035.0 0.550 (=L/360) 425.0 LOCATION (ft) 0 8.25 8.25 0 LOAD COMBO D+S D+S S D+S DURATION FACTOR CD 1.15 1.15 1.15 REACTIONS Units for V: lbf Units for M: lbf-ft DEAD LIVE LIVE ROOF SNOW WIND + WIND - SEISMIC + SEISMIC - ICE RAIN EARTHY axis A596008250000000 B596008250000000 Reaction Location A BLOAD LIST Type Left Magnitude Right Magnitude Load Start (ft) Load End (ft) Load Type Direction Uniform (lbf/ft) 100 100 0 16.5 Snow Y Uniform (lbf/ft) 60 60 0 16.5 Dead Y Self Weight (lbf/ft) 12.2 12.2 0 16.5 Dead Y Page 46 2018 International Building Code ASDPROJECT: SINGH RESIDENCE PASS DATE: 5/16/2021 COMPANY: --VITRUVIUS BUILD: Base DESIGNED BY: Glen MerkelCUSTOMER: MANJIT SINGH REVIEWED BY: Glen MerkelPROJ. ADDRESS: 10628 SE 144TH STREET PROJECT NAME: SINGH RESIDENCE RENTON, WA 98059 LEVEL: Main Floor LOADING: ASD MEMBER NAME: HDR11 GARAGE CODE: 2018 International Building Code MEMBER TYPE: FLOOR BEAM NDS: 2018 NDSMATERIAL: Structural Composite Lumber Roseburg Forest Products 2.0E Rigidlam LVL (1) 5.25 X 9.5 DRY HDR11 GARAGE DIAGRAM BEAM PROPERTIES Start (ft): 0 End (ft): 6.5 Member Slope: 0/12 Actual Length (ft): 6.5 Area Ix Iy BSW Lams Cfn Kcr (in²) (in⁴) (in⁴) (lbf/ft) Creep Factor 49.88 375.1 114.56 13.16 1 8 1 STRENGTH PROPERTIES Fb (psi) Ft (psi) Fv (psi) Fc (psi) Fc⊥(psi) E (psi) x10³ Emin (psi) x10³ Base Values 3100 2100 290 3000 750 2000 1056.958 Adjusted Values 3100 2100 290 3000 750 2000 1057 CM 1111111 CT 1111111 Bending Adjustment Factors CV = 1.03Cr = 1 Volume factor Is applied on a load combination basis And Is Not reflected in the adjusted values BEAM DATA Unbraced Length (ft) Beam End Span Length (ft) Top Bottom Elev. Diff (ft) CL(Top) CL(Bottom) CL(Left)CL(Right) 1 6.5 0 6.5 0 1.00 0.99 1.00 1.00 PASS-FAIL Shear Stress Y (psi) Bending Stress Y (psi) Deflection (in) Bearing Stress (psi) PASS/FAIL PASS (44.1%) PASS (22.1%) PASS (64.7%) PASS (55.0%) MAGNITUDE 186.6 2860.7 0.115 (=L/681) 337.6 STRENGTH 333.5 3670.6 0.325 (=L/240) 750.0 LOCATION (ft) 0 3.25 3.25 6.5 LOAD COMBO D+0.75L+0.75S D+0.75L+0.75S D+L D+0.75L+0.75S DURATION FACTOR CD 1.15 1.15 1.15 REACTIONS Units for V: lbf Units for M: lbf-ft DEAD LIVE LIVE ROOF SNOW WIND + WIND - SEISMIC + SEISMIC - ICE RAIN EARTHY axis A 2677 1834 0 2868 0 0 0 0 0 0 0 B 2677 1834 0 2868 0 0 0 0 0 0 0 Reaction Location A BLOAD LIST Type Left Magnitude Right Magnitude Load Start (ft) Load End (ft) Load Type Direction Uniform (lbf/ft) 200 200 0 6.5 Snow Y Uniform (lbf/ft) 120 120 0 6.5 Live Y Self Weight (lbf/ft) 13.16 13.16 0 6.5 Dead Y Page 47 2018 International Building Code ASDPROJECT: SINGH RESIDENCE