The URL can be used to link to this page

REVIEWED BLD2024-0367+Structural_Calculations+3.14.2024_1.35.48_PM+41330211J D LD) BALANCED STRUCTURAL ENGINEERING, LLB: Jones Project 19303 88th Ave W Edmonds, WA 98026 STRUCTURAL CALCULATIONS 0N: 0NJosgua T Mergens, 0e Be1—n d Joshua T Mergens sERALNUMBER-ter 02a, aoe„a, -'vz —a2.0 o,�e: oza oa,413�aoasznro1 PREPARED FOR: Renovate Construction Prepared By: Joshua T Mergens, PE,SE Balanced Structural Engineering, LLC Project No: 24008 Date: March 13, 2024 14/2024 P.O. Box 3806 Lacey, WA 98509 info@BalancedSE.com (253) 341-7139 Version: 3.3.12 Project Name Project # OBS-E Jones Project 24008 Subject Version: .ALA, =TURALEFG_V�l Design Criteria 3.3.12 Project Scope: _ _ Lateral and Vertical Design of New Residence GOVERNING DESIGN CODE: INTERNATIONAL BUILDING CODE 2018 EDITION GRAVITY LOADS: Roof Dead Load: 15 PSF Floor Live Load: 40 PSF Ground Snow: 25 PSF Exterior Wall Dead Load: 10 PSF Unheated Roof Snow: 25 PSF Interior Wall Dead Load: 8 PSF Vented Roof (Heated) Snow Load: 25 PSF Deck Dead Load: 10 PSF Floor Dead Load: 15 PSF Deck Live Load: 60 PSF LATERAL LOADS: WIND: Basic Wind Speed (Ultimate): 98 mph Exposure: B Basic Wind Speed (Service): 76 mph Kzt: 1.00 SEISMIC: Site Class: D Seismic Design Category: D Ss: 1.296 S1: 0.458 Fa: 1.200 Fv: 1.842 SDS: 1.037 SD1: 0.562 R: Cs = SDS/(R/I) = V = CsW = 0.160 W Cs = 0.7 SDS/(R/I) = V = 0.7 CsW = 0.114 W le = 1.00 Level p (Plan N/S) p (Plan E/W) 1 1.30 1.30 2 1.30 1.30 ALLOWABLE SOIL VALUES: Geo-Technical Engineer: N/A Report No. & Date: N/A Allowable Soil Bearing Pressure: (Assumed) Project Name Project # DJones Project 24008 T` D Subject Version: - ` ��• «� Gravity Design 3.3.12 GRAVITY DESIGN Project Name Project # 33-E Jones Project 24008 Subject Version: BALANCED STRUCTURAL ENGINEERING, LLC Roof Snow Load and Drift 3.3.12 Pg = Risk Category = Is = Surface Roughness Category Exposure of Roof Ce = Thermal Condition Ct = Pf = 0.7*Ce*Ct*Is*Pg = Roof Pitch = Roof Surface Type Cs = Ps = CsPf = 25 PSF 11 1.0 B Sheltered Cold Roofs & Structures Kept Just Above Freezing 1.10 23.1 PSF 6:12 All Other Surfaces 1.0 23.1 PSF Minimum Uniform Snow Load for Low Slope Roofs**: Ground Snow Load 7.3.3 7.3.1 7.3.2 Flat Roof Snow, 7.3-1 Sloped Roof Snow, 7.4-1 Pm = IsPg1 20 PSF Minimum Roof Snow Load, 7.3.4 Source: Building Department Vented Roof (Heated) Snow Load = 1 23 PSF For Unheated and Open Air 25 PSF (Use at roofs such as porch covers and garages) Structures = For Roofs of Buildings Kept Intentionally Below Freezing Roof 25 PSF Snow Load = For Decks and Balconies, Snow Load 25 PSF 7.2 = IsPg = Minimum Roof Snow Load = 25 PSF per City of Edmonds WA For Roofs less than 1:50 slope, add 5 PSF Rain on Snow Surcharge per 7.10 *Unobstructed slippery surfaces designation shall only apply for roofs with R>= 30 for unventalated roofs and R>=20 for ventalated roofs where Ct = 1.0 Project Name: Project #: 17-F SE Jones Project 24008 Subject: Version: MLMMSMURUMLENGINEENING,LLC Continuous Foundation Design 3.3.12 Uniform Loads Roof Floor Wall DL = 15 PSF DL = 15 PSF DL = 10 PSF SL = 25 PSF LL = 40 PSF Allowable Bearing Pressure = 1500 PSF Applied Bearing Pressure = P/(Ftg Width) Abrg = 2*D*Ftg Width Pallow = Abrg*Allow Brg Press.-2*D*W @ Openings: Pallow = Abrg*Allow Brg Press.-D*W (Allowable incresed at openings because w is only on one side) Continuous Foundation Design Tag Description Perimeter Existing Typical perimeter foundation with a stemwall and footing Strip Existing interior Strip Foundation Isolated Isolated footings, see end of the gravity design for calcs Other Footings with multiple loads or special conditions, see end of gravity design for calcs D 2*D Maximum uniform loads are shown below Ftg Brg Tag Roof Trib Floor Trib Wall Trib DL SL LL Factored W Load Case Width Pressure Perimete. 21/2+1.67 21.17/2 8 = 8.00 ft 421 plf 304 plf 423 plf 967 pi 12 in OK Strip 0 0 0 = 0 -- Fr 0 plf 0 plf 0 plf 0 n"' 0 in OK Isolated See Isolated Footing Design OK Allowable Point Loads on Continuous Foundations P Allow W/ Uniform Load Tag Fdn Height Brg Length Brg Area P Allow @ One Side Perimeter 24 in Strip 0 in Isolated See Isolated Footing Design 7 Project Name Project # Jones Project 24008 BS Subject Version: gAu��E®v Components and Cladding Wind Pressure 3.3.12 30.4 Components and Cladding Wind Pressure Code: ASCE 7-16 Wind Speed = 98 mph Exposure Cat. = M.R.H. 23.25 ft Least Horiz. Dim. = 64.75 ft Elev. = 387 ft ASCE Reference qh = 0.00256KZKZtKdK,V2 = 13.61 Table 26.10.1 Kz = 0.65 26.10.1 Kzt = 1.00 26.8 Kd = 0.85 26.6-1 Ke = Table 26.9.1 Exposure Wall B PRESSURE COEFFICIENTS ASD Pressures area ft2 GCpi (+) GCpi (-) zone GCp (+) GCp (-) (+) (-) 0 0.18 -0.1z 9.64 -10.45 10 0.18 -0.1E 4 1.0 -1.1 9.64 -10.45 20 0.18 -0.1E 4 0.94 -1.04 9.15 -9.96 50 0.18 -0.1E 4 0.88 -0.98 8.66 -9.47 100 0.18 -0.1E 4 0.82 -0.92 8.17 -8.98 200 0.18 -0.18 4 0.76 -0.86 7.68 -8.49 500 0.18 -0.18 4 0.70 -0.80 7.19 -8.00 0 0.18 -0.1E 9.64 -12.90 10 0.18 -0.1P 5 1.00 -1.40 9.64 -12.90 20 0.18 -0.1E 5 0.94 -1.28 9.15 -11.92 50 0.18 -0.1k 5 0.88 -1.16 8.66 -10.94 100 0.18 5 0.82 -1.04 8.17 -9.96 200 0.18 -0.1P 5 0.76 -0.92 7.68 -8.98 500 0.18 -0.1E 5 0.70 -0.80 7.19 -8.00 Zone 4 = Middle Zone Zone 5 - Corner Zone Corner Zone Dimension: a = 6.48 ft ELEVATION Project Name Project # D Jones Project 24008 D)SESubject Version: BALANCED STRUC7h9BGravity Legend - ROOF LEVEL 3.3.12 B � I I RN1 I I I I I ® RH2 FRIMARTuT RH2 .�... I s I I I r� --- �R W \B \ _ B R2 CLOSET / GLrGL05ET mor--wow—.Mu.—A .c—e. r 'BATH BATHB FFVTLJRE ORH4OEDROM RH O RH3 I HALI I _J e H8`;AY ®RH3 L �i®j-err--- --qH5- I C, QH7 BEDROOM I ....r..+ R� I RBi p pl? SLING I ® I OFFICE I --f-----------J � w C--� OWO WMI `c�n.sa D I.LEE Project Name Jones Project Project # 24008 Subject Version: BALANCED S4RlDZTU RAL E9+?�BNEEI:dIINta, LLG Gravity Legend - FIRST FLOOR 3.3.12 2 Aa — J. NEW LONLRETE 19 vAD a __ NEW P05T5 __ NEW - ABOVE PORCH 1 3 �"LRErE 1 B/� J srev ROOF EwSnNG FENLE GARAGE LOHL 1 ®5 1 ®4 p 1 H2 p O FURR OUT E%15TG. WAIL -5 OVf 1 B2 ATRIUM WINDOW ENTRY F1 1 H6 BEDROOM FB1 BATH LARPET WDDD EWBTAIRW RISER HEIbxTV plyE ;� LF ri ~VP .POENTDL YMTER NEATER ® I� 1 H9� GL �_fY� CLOSET LA�ET J w 1e� ----- 1 1 BATH nLE LAUND DR WOOD Iy 8 �/ R TEE LFT ® I H 1 0 1 H 11 PRwIDE CRwv. ® F B 5PAGE AGLE55 1 H 'All xATLNINFOOR POWDER --Q-- CLOSET63 `GL 1H7 GL 1 B1 0 FB4 ;; 1 I I J j ETNTIxG SRWAr ® L"71I 11 H8 D1„"pp"p = J „ PANT! 1 B4 1 H 13 BREAKFAST wooD —_� 1 WOOD I& ENTRY KITCHEN W WOOD WOOD ZES LTxer POWDER �--� nE I I I GL i SITTING L__J °I LIVING ROOM ----- C� � s — ExIETINb RIOR WALL mPROP05ED EMERIOR WALL ® NTROERIOR WALL ® ® ❑wN P RTIN. HEIGHT 'x`LL REAR DECK Project Name: Project p: on Jones Project 24008 111�11.111)</1) Subject: Version: Horizontal Member Summary 3.3.12 Horizontal Member Summary All Bending Total Left Right Number Left Footing Stir Footing Stirlabel Passing? Span Size Species Check Deflection LL Deflection Shear Check Trimmer Trimmer Kings Check Dim Check Check Dim Check OK RGl 11.76 It (2) (2) (-) Oin OK Oin OK OK RG2 10.33 ft - - - - - - (1) (1( Oin OK See Other Ftg Design OK RG3 5.50 ft - - - - - - Member Member (-) - See Beam Design - See Beam Design - OK RB3 50.00 h 4x10 OF p2 OK OK OK OK (1) (1( No Kings OK See Beam Design - See Beam Design - OK RHl 9.58 ft 4x6 OF p2 OK OK OK OK (1) (1) (1) OK See Beam Design - See Beam Design - OK RH2 6.08 ft 4x8 OF p2 OK OK OK OK (1) (1) (1) OK Oin OK Oin OK OK RH3 4.08 ft 4x6 OF p2 OK OK OK OK (1) (1) (1) OK See Beam Design Oin OK OK RH4 4.58 ft 4x6 OF p2 OK OK OK OK (1) (1) (1) OK See Beam Design - See Beam Design - OK RHS 5.08 ft 4x6 OF p2 OK OK OK OK (1) (1) (1) OK See Beam Design Oin OK OK RH6 9.08 ft 4x6 OF p2 OK OK OK OK (1) (1) (1) OK Oin OK See Beam Design - OK RH7 4.83 ft 4x8 OF p2 OK OK OK OK (1) (1) (1) OK Oin OK Oin OK OK RHS 2.92 ft 4x6 OF p2 OK OK OK OK (1) (1) (1) OK See Beam Design _ See Other Ftg Design OK 1H1 18.26 It 412 OF p2 OK OK OK OK (1) (1) (1) OK Oin OK Oin OK OK 1H2 6.08ft 4x6 OF p2 OK OK OK OK (1) (1) (1) OK See Other Ftg See Other Ftg Design Design See Other Ftg OK 1H3 5.67ft 46 OF p2 OK OK OK OK (1) (1) (1) OK Oin OK Design OK 1H4 2.00ft 4x6 OF p2 OK OK OK OK (1) (1) (1) OK Oin OK Oin OK OK 1H5 3.92ft 46 OF p2 OK OK OK OK (1) (1) (1) OK Oin OK Oin OK OK 1H6 6.00ft 4x6 OF p2 OK OK OK OK (1) (1) (1) OK Oin OK Oin OK OK 1H7 3.00ft 46 OF p2 OK OK OK OK (1) (1) (1) OK Oin OK Oin OK OK 1H8 31.17 ft 5.5z11.875 24f-V4 DF/DF OK OK OK OK (2) (1) (1) OK Oin <6%Over OK Oin OK OK 1H9 3.25 ft 46 OF p2 OK OK OK OK (1) (1) (1) OK Oin OK Oin OK OK 1H30 4.00 ft 4x6 OF p2 OK OK OK OK (1) (1) (1) OK See Other Ftg _ Oin OK Design See Other Ftg OK 1H11 3.68ft 4x6 OF p2 OK OK OK OK (1) (1) (1) OK Oin OK Design OK 1H32 2.75 ft 4x6 OF p2 OK OK OK OK (1) (1) (1) OK See Other Ftg See Other Ftg Design Design OK 1H13 4.08 ft 4x6 OF p2 OK OK OK OK (1) (1) No Kings OK See Isolated Ft See Isolated Ft OK 1B1 8.75 ft 4x12 OF p2 OK OK OK OK (2) (1) No Kings OK See Other Ftg See Other Ftg Design Design OK 1B2 8.75 ft 4x6 OF p2 OK OK OK OK Column (1) No Kings OK See Column Design - Oin OK See Column OK 1B3 5.67 ft 4x6 OF p2 OK OK OK OK (1) Column No Kings OK Oin OK Design OK 1B4 12.67 It 3.6x11.876 24f-V4 DF/DF OK OK OK OK Member Column No Kings OK See Beam Design _ See Column Design See Isolated Ftg See Isolated Ftg OK FBI 4.00 ft 4x6 OF p2 OK OK OK OK Column Column No Kings OK Design Design See Isolated Ftg See Isolated Ftg OK FB2 4.60 ft 4x8 OF p2 OK OK OK OK Column Column No Kings OK Design Design OK F83 4.00 ft 4x6 OF p2 OK OK OK OK (1) (1) No Kings OK See Isolated Ftg See Isolated Ftg Design Design See Isolated Ftg See Isolated Ftg OK FB4 4.00 ft 4x8 OF p2 OK OK OK OK Column Column No Kings OK Design Design 11.DSE sAUNaD SIxURUrswL ENGINEERING. LL� Project Name Jones Project Project # 24008 Subject Headers, Beams, and Joists Version: 3.3.12 RG1 Span = 11.75 ft Left Cant = 0.00 ft Right Cant. = 0.00 ft Roof Floor Wall Comment DL = 15 PSF DL = 15 PSF DL = 10 PSF SL = 25 PSF ILL = 40 PSF Trib: 19.25/2+2/2 = 10.63 ft 0 = 0.00 ft 0 = 0.00 ft PLF Load: DL = 159 plf LL = 0 plf SL = 266 plf Factored Load = 425 K LC: Wall Size: 4x Reactions and Support Member Wind Uplift Vert. Roof Pressure = -4.4 PSF Wind UDL = -47 plf Gross Uplift Net Uplift Left -275 # 286 # Right -275 # 286 # Downward Reations D L S Factored Support Type # of Trimmers allowable Ratio Left 936 # n it 1561 # 2497 # Trimmer Right 936 ' 1561 # 2497 # Trimmer Spot Footing Check UDL only on one side? Foundation Area Required Ftg Square Dim (in) Area Provided Left Reaction: Yes Perimeter 0 in OK Right Reaction: Yes Perimeter 0 in OK 11.DSE sAUNaD SIxURUrswL ENGINEERING. LL� Project Name Jones Project Project # 24008 Subject Headers, Beams, and Joists Version: 3.3.12 RG2 Span = 10.33 ft Left Cant = 0.00 ft Right Cant. = 0.00 ft Roof Floor Wall Comment DL = 15 PSF DL = 15 PSF DL = 10 PSF SL = 25 PSF ILL = 40 PSF Trib: 18.25/2+1.67 = 10.80 ft 0 = 0.00 ft 0 = 0.00 ft PLF Load: DL = 162 plf LL = 0 plf SL = 270 plf Factored Load = 432 K LC: Wall Size: 4x Reactions and Support Member Wind Uplift Vert. Roof Pressure = -4.4 PSF Wind UDL = 48 plf Gross Uplift Net Uplift Left -246 # 256 # Right -246 # 256 # Downward Reations D L S Factored Support Type # of Trimmers allowable Ratio Left 12r, ff n ff 1394 # 2230 # Trimmer Right 1394 # 2230 # Trimmer Spot Footing Check UDL only on one side? Foundation Area Required Ftg Square Dim (in) Area Provided Left Reaction: Yes Perimeter 0 in OK Right Reaction: Yes Other 0 in See Other Ftg Design 11.DSE sAUNaD SIxURUrswL ENGINEERING. LL� Project Name Jones Project Project # 24008 Subject Headers, Beams, and Joists Version: 3.3.12 RG3 Span = 5.50 ft Left Cant = 1.75 ft Right Cant. = 0.00 ft Trib: PLF Load: Roof Floor Wall Comment DL = SL = 15 PSF DL = ILL = 15 PSF DL = 10 PSF 25 PSF 40 PSF 24.17/2+2/2 = 13.09 ft 0 = 0.00 ft 0 = 0.00 ft DL = 196 plf LL = 0 plf SL = 327 plf Factored Load = 523 K LC: Wall Size: 6x Reactions and Support Member Wind Uplift Vert. Roof Pressure = -4.4 PSF Wind UDL = -58 plf Gross Uplift Net Uplift Left -276 # 287 # Right -143 # 148 # Downward Reations D L S Factored Support Type # of Trimmers allowable Ratio Left 9384 n ff 1563 # 2501 # Member Right 485 ' 809 # 1294 # Member Spot Footing Check UDL only on one side? Foundation Area Required Ftg Square Dim (in) Area Provided Left Reaction: Yes Beam 0 in See Beam Design Right Reaction: Yes Beam 0 in See Beam Design r�� D Project Name Jones Project Project # 24008 Subject: Version: Beam With Multiple Loadings 3.3.12 RBI Clear Span = 10.00 ft Design Span = 10.10 ft W1: Start = 0.00 ft End = 3.83 ft Trib: PLF Load: Roof Floor Wall Comment DL = 15 PSF SL = 25 PSF DL = 15 PSF LL = 40 PSF DL = 10 PSF 9.5/2+1.5+2/2 - 0 = 0.00 ft 0 = 0.00 ft DL = LL = 0 plf SL = 181 plf W2: Start = 3.83 ft End = 1 n nn ft Roof Floor Wall Comment Trib: PLF Load: DL = SL = 15 PSF 25 PSF DL = LL = 15 PSF 40 PSF DL = 10 PSF 2/2+2/2 = 2.00 ft 0 = 0.00 ft 0 = 0.00 ft DL = 30 plf LL = 0 plf SL = 50 plf W3: Start = 0.00 ft End = 0.00 ft Roof Floor Wall Comment Trib: PLF Load: DL = SL = 15 PSF 25 PSF DL = LL = 15 PSF 40 PSF DL = 10 PSF 0 0.00 ft 0=O.00ft 0 0.00 ft DL = 0 plf LL = 0 plf SL = 0 C DL LL SL 0.6W or 0.7E Location Source P1 = 485 # 0 # 809 # 0 # 3.83 ft RG3 (Right) P2= 0# 0# 0# 0# 0.00 ft Size: 410 Moment of Inertia = '" Sx = 50 in^3 Area = 32 in^2 Cm= No Cr= I Incising? No Braced? No Species: DF #2 CL = Cf/Cv = 1.20 Moment = 4947 ft-# Load Combo: Cd = 1.15 Shear = 1848 # Load Combo: Cd = 1.15 fb = .89 psi F'b = J Ratio: 0.974 86 psi F'v = Ratio: 0.414 OK fv = OK Transient Deflection = 0.129 in L/d = L/d Limit = 360 OK Total Load Deflection = 0.207 in L/d = L/d Limit = 240 OK Reactions and Support Member Reactions D L S 0.6W or 0.7E Factored Support Type # of Trimmers allowable Ratio Left 693 # C R Trimmer (1) Right 394 # -) # Trimmer (1) 76TD-) Project Name Jones Project Project # 24008 Subject: Beam With Multiple Loadings Version: 3.3.12 Spot Footing Check UDL only on one side? Foundation Area Required Ftg Square Dim in Area Provided Left Reaction: 1848 # Yes Beam 0.00 sgfi 0 in N/A See Beam Design Right Reaction: 1049 # Yes Beam 0.00 sgft 0 in N/A See Beam Design B3E �- Project Name Jones Project Project # 24008 Subject Headers, Beams, and Joists Version: 3.3.12 Assume trimmer studs resist 100% of header reaction and king studs resist 100% of wind and load from above. Trimmer studs are braced in x- x direction. With an applied accidental eccentricty of 1.2", 2x6 studs are controled by compression perpendicular to grain for heights up to 10' for DF#2. Beam (B)/Header (H)/Joist (J): RH1 Clear Span = 9.58 ft Design Span = 9.61 ft Roof Floor Wall Comment DL = 15 PSF DL = 15 PSF DL = 10 PSF SL = 25 PSF LL = 40 PSF Trib: 3 = 3.00 ft 0 = 0.00 ft 0 = 0.00 ft PLF Load: DL = 45 plf LL = 0 plf SL = 75 plf Factored Load = 120 plf LC: D+S Size: 4x6 Moment of Inertia = 49 in^4 Sx = 18 in^3 Area = 19 in^2 Cd = 1.: Cm = No Cr = No Incising? No Species: DF #2 CL = 0.99 Cf/Cv = 1.30 Braced? No Moment = 1385 ft-# fb = 942 psi F'b = 1333 psi Ratio: Ratio: 0.707 OK Shear = 577 # fv = -- F'v = 0.217 OK Transient Deflection = 0.185 in L/d = L/d Limit = 360 OK Total Load Deflection = 0.' L/d = L/d Limit = 240 OK Reactions and Support Member Reations D L S Factored Support Type # of Trimmers allowable Ratio Left 216 # 360 # 577, Trimmer (1) 2395 # Right 216 # 0 n 360 # 577 # Trimmer 2395 # King Studs Stud Ht = 8.00 ft Stud O.C. = 1.33 ft Wall Loc.: End Zone Plys: 1 OK L/d Allow. = 180 Vert Trib = 2.00 ft Trib Width = 5 Trib Area = Load from Above Source C&C Uniform Pressure: Total Axial Loads C&C UDL: DL= 90# LL= 0# SL= 150# w= Stud Size: #2 D.F. King Studs F'b/Cd = F'c*/Cd = 2x6 Area = 8.25 in^2 I = Fb Cf Cr (900 psi) = Fc r' (1350 psi) 20.80 in^4 S = 7.56 in^3 E' = E'Min = 1580 psi 1600000 psi 1553 ps 580000 psi Cd Moment* Axial fb fc F'b FbE Fc* DL+LL 1.0 1580 psi 296 DL+SL 1.15 1816 psi 2966 p_ DL+3/4(LL+SL) 1.15 1816 psi 2966 p, DL+3/4(LL+SL+W) 1.6 2527 psi DL+W 1.6 bi/U.0 . yU # ,L p5i 11 psi 2527 psi 2966 ps- *Use accidental eccentrictiy of 1.2" in strong axis Cp F'c FcE Interaction Deflection Check: DL+LL 0.6 1077 p �565 psi 3.02 Deflection = u.its DL+SL 0.6 ' 49 p 1565 psi 3.02 I/d = 31 OK DL+3/4(LL+SL) n ' 02 Compression Perpendicular to Grain DL+3/4(LL+SL+W) F'c-perp = 405 psi Capacity = 33 DL+W U.S/ uuu psi 1SbS ps, j.d4 Stress Ratio = r OK Interaction Less Than 1.0 Therefore OK Spot Footing Check UDL only on one side? Foundation Area Required Ftg Square Dim (in) Area Provided Left Reaction: Yes Beam 0.00 sgft 0 in See Beam Design Right Reaction: 577 # Yes Beam 0.00 sgft 0 in N/A See Beam Design B3E �- Project Name Jones Project Project # 24008 Subject Headers, Beams, and Joists Version: 3.3.12 Assume trimmer studs resist 100% of header reaction and king studs resist 100% of wind and load from above. Trimmer studs are braced in x- x direction. With an applied accidental eccentricty of 1.2", 2x6 studs are controled by compression perpendicular to grain for heights up to 10' for DF#2. Beam (B)/Header (H)/Joist (J): RH2 Clear Span = 6.08 ft Design Span = 6.16 ft Trib: PLF Load: Roof Floor Wall Comment DL = SL = 15 PSF DL = LL = 15 PSF DL = 10 PSF MAX SPAN USED 25 PSF 40 PSF 21/2+2 = 12.50 ft 0 = 0.00 ft 0 = 0.00 ft DL = 188 plf LL = 0 plf SL = 313 plf Factored Load = 500 plf LC: D+S Size: 4x8 Moment of Inertia = 111 in^4 Sx = 31 in^3 Area = 25 in^2 Cd = 1.: Cm = No Cr = No Incising? No Species: DF #2 CL = 0.99 Cf/Cv = 1.30 Braced? No Moment = 2371 ft-# fb = 928 psi F'b = 1335 psi Ratio: Ratio: 0.695 OK Shear = 1540 # fv = F'v = 0.440 OK Transient Deflection = 0.057 in L/d = 1291 L/d Limit = 360 OK Total Load Deflection = 0.'' L/d = L/d Limit = 240 OK Reactions and Support Member Reations D L S Factored Support Type # of Trimmers allowable Ratio Left 577 # u 1540 Trimmer (1) 2395 # Right 577 # 0 n � # 1540 # Trimmer 2395 # King Studs Stud Ht = 8.00 ft Stud O.C. = 1.33 ft Wall Loc.: End Zone Plys: 1 OK L/d Allow. = 180 Vert Trib = 2.00 ft Trib Width = E Trib Area = Load from Above Source C&C Uniform Pressure: Total Axial Loads C&C UDL: DL= 375# LL= 0# SL= 625# w= Stud Size: #2 D.F. King Studs F'b/Cd = F'c*/Cd = 2x6 Area = 8.25 in^2 I = Fb Cf Cr (900 psi) = Fc r' (1350 psi) 20.80 in^4 S = 7.56 in^3 E' = E'Min = 1580 psi 1600000 psi 1553 ps 580000 psi Cd Moment* Axial fb fc F'b FbE Fc* DL+LL 1.0 1580 psi 296 DL+SL 1.15 - 1816 psi 2966 p_ DL+3/4(LL+SL) 1.15 1816 psi 2966 p, DL+3/4(LL+SL+W) 1.6 2527 psi DL+W 1.6 4/ib.i5 . a/5 s _o psi 45 psi 2527 psi 2966 ps- *Use accidental eccentrictiy of 1.2" in strong axis Cp F'c FcE Interaction Deflection Check: DL+LL 0.6 1077 p �565 psi 3.11 Deflection = u.iz DL+SL 0.6 "49 p 1565 psi 3.11 I/d = 76 OK DL+3/4(LL+SL) n ' 09 Compression Perpendicular to Grain DL+3/4(LL+SL+W) F'c-perp = 405 psi Capacity = 33 DL+W U.S/ uuu psi isus Ps. j.26 Stress Ratio = r OK Interaction Less Than 1.0 Therefore OK Spot Footing Check UDL only on one side? Foundation Area Required Ftg Square Dim (in) Area Provided Left Reaction: Yes Perimeter 2.32 sgft 0 in 4.00 sgft OK Right Reaction: 1540 # Yes Perimeter 2.32 sgft 0 in 4.00 sgft OK D A «/vt��lSE u-En-ug Project Name Jones Project Project # 1 24008 Subject Headers, Beams, and Joists Version: 3.3.12 Assume trimmer studs resist 100% of header reaction and king studs resist 100% of wind and load from above. Trimmer studs are braced in x-x direction. With an applied accidental eccentricty of 1.2", 2x6 studs are controled by compression perpendicular to grain for heights up to 10' for DF#2. Beam (B)/Header (H)/Joist (J): RH3 Clear Span = 4.08 ft Design Span = 4.14 ft Roof Floor Wall Comment Trib: PLF Load: DL = SL = 15 PSF DL = LL = 15 PSF DL = 10 PSF MAX SPAN USED 25 PSF 40 PSF 23.58^2/(19.83*2) = 14.02 ft 0 = 0.00 ft 0 = 0.00 ft DL = 210 plf LL = 0 plf SL = 350 plf Factored Load = 561 plf LC: D+5 Size: 4x6 Moment of Inertia = 49 in^4 Sx = 18 in^3 Area = 19 i�� Cd = 1.15 Cm = No Cr = No Incising? No Species: DF #2 CL = 1.00 Cf/Cv = 1.30 Braced? No Moment = 1201 ft-# fb = 817 ps' F'b = 1340 psi Ratio: Ratio: 0.609 OK Shear = 1161 # fv = F'v = 207 psi 0.437 Transient Deflection = n-non in L/d = 1665 L/d Limit = 360 OK Total Load Deflection = L/d = L/d Limit = 240 OK Reactions and Support Member Reations D L 5 Factored Support Type # of Trimmers Allowable Ratio Left 435 # 0 4116' Trimmer (1) 2395 # Right 435 # 0 # Trimmer (1) 2395 # King Studs Stud Ht = 8.00 ft Stud O.C. = 1.33 ft Wall Loc.: End Zone Plys: 1 OK L/d Allow. = 180 Vert Trib = 2.00 ft Trib Width = 4.14/2� 1.73 ft Trib Area = 21.88 sgft Load from Above Source C&C Uniform Pressure: Pp= 0# PL= 0# PS= 0# w= -11.9PSF Total Axial Loads C&C UDL: DL= 421# LL= 0# SL= 701# w= -32.6p1f Stud Size: #2 D.F. King Studs F'b/Cd = F'c*/Cd = 2x6 Area = I = Fb Cf Cr (900 psi) = Fc Cf (1350 psi) (1.15) _ 20.80 in^4 S = 7.56 in^3 E' = E'Min = 1580 psi 1600000 psi - ^si 580000 psi Cd Moment* Axial fb fc F'b FbE Fc* DL+LL 1.0 51 psi 1580 2966 psi 1553 psi DL+SL 1.15 '6 psi 1816 psi 2966 psi 1785 psi DL+3/4(LL+SL) 1.15COI 1816 psi 2966 psi 1785 psi DL+3/4(LL+SL+W) 1.6 2527 psi 2966 psi 2484 psi DL+W 1.6 .,035.5 K-tt .xl psi Nsi 2527 psi 2966 psi 2484 psi *Use accidental eccentrictiy of 1.2" in strong axis Cp F'c FcE Interaction Deflection Check: DL+LL 0.6 -177 1565 p 0.12 Deflection = .09 in DL+SL 0.6 1149 p- 1565 p 0.12 I/d = 1063 1OK DL+3/4(LL+SL) n ' 1 1a4 ^�i 1 sus 0.10 Compression Perpendicular to Grain DL+3/4(LL+SL+W) 0.20 F'c-perp = 405 psi Capacity = 3341 # OK DL+W uuu psi isus psi ',0 Stress Ratio = 0.34 Interaction Less Than 1.0 Therefore OK Spot Footing Check UDL only on one side? Foundation Area Required Ftg Square Dim (in) Area Provided Left Reaction: �. Yes Beam 0.00 sgft 0 in See Beam Design Right Reaction: 1161 # Yes Perimeter 2.06 sgft 0 in 4.00 sgft OK B3E �- Project Name Jones Project Project # 24008 Subject Headers, Beams, and Joists Version: 3.3.12 Assume trimmer studs resist 100% of header reaction and king studs resist 100% of wind and load from above. Trimmer studs are braced in x- x direction. With an applied accidental eccentricty of 1.2", 2x6 studs are controled by compression perpendicular to grain for heights up to 10' for DF#2. Beam (B)/Header (H)/Joist (J): RH4 Clear Span = Trib: PLF Load: 4.58 ft Design Span = 4.62 ft Roof Floor Wall Comment DL = SL = 15 PSF DL = 15 PSF LL = 40 PSF 0 = 0.00 ft LL = 0 plf DL = 10 PSF 0 = 0.00 ft SL = 195 plf 25 PSF 12.25/2+1.67 = 7.80 ft DL = 117 plf Factored Load = 312 plf LC: D+5 Size: 4x6 Moment of Inertia = 49 in^4 Sx = 18 in^3 Area = 19 in^2 Cd = 1.: Cm = No Cr = No Incising? No Species: DF #2 CL = 1.00 Cf/Cv = 1.30 Braced? No Moment = 8311 fb = 565 psi F'b = 1340 psi Ratio: Ratio: 0.422 OK Shear = 720 fv = -- F'v = 0.271 OK Transient Deflection = 0.026 in L/d = L/d Limit = 360 OK Total Load Deflection = L/d = L/d Limit = 240 OK Reactions and Support Member Reations D L 5 Factored Support Type # of Trimmers allowable Ratio Left 270 # 0 # 450 # 720 Trimmer (1) 2395 # Right 270 # 0 # 450 # 720 # Trimmer 2395 # King Studs Stud Ht = 8.00 ft Stud O.C. = 1.33 ft Wall Loc.: End Zone Plys: 1 OK L/d Allow. = 180 Vert Trib = 2.00 ft Trib Width = 4.62 Trib Area = 23.7 Load from Above Source C&C Uniform Pressure: Total Axial Loads C&C UDL: DL = 234 # LL = 0 # SL = 390 # w = -35 Stud Size: #2 D.F. King Studs F'b/Cd = F'c*/Cd = 2x6 Area = 8.25 in^2 I = Fb Cf Cr (900 psi) = Fc r' (1350 psi) 20.80 in^4 S = 7.56 in^3 E' = E'Min = 1580 psi 1600000 psi 1553 ps 580000 psi Cd Moment* Axial fb fc F'b FbE Fc* DL+LL 1.0 1580 psi 296 DL+SL 1.15 1816 psi 2966 p_ DL+3/4(LL+SL) 1.15 1816 psi 2966 p, DL+3/4(LL+SL+W) 1.6 2527 psi DL+W 1.6 ib254.i5 . Li4 # 4xi psi tx psi 2527 psi 2966 ps- *Use accidental eccentrictiy of 1.2" in strong axis Cp F'c FcE Interaction Deflection Check: DL+LL 0.6 1077 p �565 psi 3.06 Deflection = u.iu DL+SL 0.6 ' 49 p 1565 psi 3.06 I/d = 77 OK DL+3/4(LL+SL) n ' 05 Compression Perpendicular to Grain DL+3/4(LL+SL+W) F'c-perp = 405 psi Capacity = DL+W U.S/ uuu psi isus ps, J.20 Stress Ratio = r OK Interaction Less Than 1.0 Therefore OK Spot Footing Check UDL only on one side? Foundation Area Required Ftg Square Dim (in) Area Provided Left Reaction: Yes Beam 0.00 sgft 0 in See Beam Design Right Reaction: 720 # Yes Beam 0.00 sgft 0 in N/A See seam Design B3E �- Project Name Jones Project Project # 24008 Subject Headers, Beams, and Joists Version: 3.3.12 Assume trimmer studs resist 100% of header reaction and king studs resist 100% of wind and load from above. Trimmer studs are braced in x- x direction. With an applied accidental eccentricty of 1.2", 2x6 studs are controled by compression perpendicular to grain for heights up to 10' for DF#2. Beam (B)/Header (H)/Joist (J): RHS Clear Span = Trib: PLF Load: 5.08 ft Design Span = 5.14 ft Roof Floor Wall Comment DL = SL = 15 PSF DL = 15 PSF LL = 40 PSF 0 = 0.00 ft LL = 0 plf DL = 10 PSF 0 = 0.00 ft SL = 269 plf MAX SPAN USED 25 PSF 18.17/2+1.67 = 10.76 ft DL = 161 plf Factored Load = 430 plf LC: D+S Size: 4x6 Moment of Inertia = 49 in^4 Sx = 18 in^3 Area = 19 in^2 Cd = 1.: Cm = No Cr = No Incising? No Species: DF #2 CL = 1.00 Cf/Cv = 1.30 Braced? No Moment = 1419 ft-# fb = 965 psi F'b = 1339 psi Ratio: Ratio: 0.721 OK Shear = 1105 # fv = -- F'v = 0.416 OK Transient Deflection = 0.054 in L/d = 1131 L/d Limit = 360 OK Total Load Deflection = 0.'' L/d = L/d Limit = 240 OK Reactions and Support Member Reations D L S Factored Support Type # of Trimmers allowable Ratio Left 414 # 0 # u 1105 Trimmer (1) 2395 # Right 414 # 0 # � # 1105 # Trimmer 2395 # King Studs Stud Ht = 8.00 ft Stud O.C. = 1.33 ft Wall Loc.: End Zone Plys: 1 OK L/d Allow. = 180 Vert Trib = 2.00 ft Trib Width = 5.14 Trib Area = 25.8 Load from Above Source C&C Uniform Pressure: Total Axial Loads C&C UDL: DL= 323# LL= 0# SL= 538# w= Stud Size: #2 D.F. King Studs F'b/Cd = F'c*/Cd = 2x6 Area = 8.25 in^2 I = Fb Cf Cr (900 psi) = Fc r' (1350 psi) 20.80 in^4 S = 7.56 in^3 E' = E'Min = 1580 psi 1600000 psi 1553 ps 580000 psi Cd Moment* Axial fb fc F'b FbE Fc* DL+LL 1.0 1580 psi 296 DL+SL 1.15 1816 psi 2966 p_ DL+3/4(LL+SL) 1.16 8E 1816 psi 2966 p, DL+3/4(LL+SL+W) 1.6 8E 2527 psi DL+W 1.6 4ussss.x i1i $ ,1 p51 39 psi 2527 psi 2966 ps- *Use accidental eccentrictiy of 1.2" in strong axis Cp F'c FcE Interaction Deflection Check: DL+LL 0.6 1077 p �565 psi 3.09 Deflection = III I DL+SL 0.6 ' 49 p 1565 psi 3.09 I/d = 99 OK DL+3/4(LL+SL) n ' 07 Compression Perpendicular to Grain DL+3/4(LL+SL+W) F'c-perp = 405 psi Capacity = 33 DL+W U.S/ uuu psi isus ps, j.22 Stress Ratio = r OK Interaction Less Than 1.0 Therefore OK Spot Footing Check UDL only on one side? Foundation Area Required Ftg Square Dim (in) Area Provided Left Reaction: Yes Beam 0.00 sgft 0 in See Beam Design Right Reaction: 1105 # Yes Perimeter 2.03 sgft 0 in 4.00 sgft OK B3E �- Project Name Jones Project Project # 24008 Subject Headers, Beams, and Joists Version: 3.3.12 Assume trimmer studs resist 100% of header reaction and king studs resist 100% of wind and load from above. Trimmer studs are braced in x- x direction. With an applied accidental eccentricty of 1.2", 2x6 studs are controled by compression perpendicular to grain for heights up to 10' for DF#2. Beam (B)/Header (H)/Joist (J): RH6 Clear Span = 9.08 ft Design Span = 9.11 ft Roof Floor Wall Comment DL = 15 PSF DL = 15 PSF DL = 10 PSF SL = 25 PSF LL = 40 PSF Trib: 3 = 3.00 ft 0 = 0.00 ft 0 = 0.00 ft PLF Load: DL = 45 plf LL = 0 plf SL = 75 plf Factored Load = 120 plf LC: D+S Size: 4x6 Moment of Inertia = 49 in^4 Sx = 18 in^3 Area = 19 in^2 Cd = 1.: Cm = No Cr = No Incising? No Species: DF #2 CL = 0.99 Cf/Cv = 1.30 Braced? No Moment = 1244 ' fb = 846 psi F'b = 1333 psi Ratio: Ratio: 0.635 OK Shear = 547 1, fv = -- F'v = 0.206 OK Transient Deflection = 0.150 in L/d = L/d Limit = 360 OK Total Load Deflection = 0.' L/d = L/d Limit = 360 OK Reactions and Support Member Reations D L S Factored Support Type # of Trimmers allowable Ratio Left 205 # 342 # 547 Trimmer 2395 # Right 205 # 0 n 342 # 547 # Trimmer 2395 # King Studs Stud Ht = 8.00 ft Stud O.C. = 1.33 ft Wall Loc.: End Zone Plys: 1 OK L/d Allow. = 180 Vert Trib = 2.00 ft Trib Width = 5 Trib Area = 41.7 Load from Above Source C&C Uniform Pressure: Total Axial Loads C&C UDL: DL= 90# LL= 0# SL= 150# w= -62 Stud Size: #2 D.F. King Studs F'b/Cd = F'c*/Cd = 2x6 Area = 8.25 in^2 I = Fb Cf Cr (900 psi) = Fc r' (1350 psi) 20.80 in^4 S = 7.56 in^3 E' = E'Min = 1580 psi 1600000 psi 1553 ps 580000 psi Cd Moment* Axial fb fc F'b FbE Fc* DL+LL 1.0 1580 psi 296 DL+SL 1.15 1816 psi 2966 p_ DL+3/4(LL+SL) 1.15 1816 psi 2966 p, DL+3/4(LL+SL+W) 1.6 2527 psi DL+W 1.6 bU25L.y . yu ftssu4 psi 11 psi 2527 psi 2966 ps- *Use accidental eccentrictiy of 1.2" in strong axis Cp F'c FcE Interaction Deflection Check: DL+LL 0.6 1077 p �565 psi 3.02 Deflection = DL+SL 0.6 ' 49 p 1565 psi 3.02 I/d = OK DL+3/4(LL+SL) n ' 02 Compression Perpendicular to Grain DL+3/4(LL+SL+W) F'c-perp = 405 psi Capacity = DL+W U.S/ uuu psi 1SbS Ps. j.42 Stress Ratio = r OK Interaction Less Than 1.0 Therefore OK Spot Footing Check UDL only on one side? Foundation Area Required Ftg Square Dim (in) Area Provided Left Reaction: Yes Perimeter 1.65 sgft 0 in 4.00 sgft OK Right Reaction: 547 # Yes Beam 0.00 sgft 0 in N/A See Beam Design r�� D Project Name Jones Project Project # 24008 Subject: Version: Beam With Multiple Loadings 3.3.12 Clear Span = 4.83 ft Design Span = 4.95 ft W1: Start= 0.00 ft End= 1.25 ft Trib: PLF Load: Roof Floor Wall Comment DL = 15 PSF SL = 25 PSF DL = 15 PSF LL = 40 PSF DL = 10 PSF 10.08/2+1.5 0 = 0.00 ft 0 = 0.00 ft DL = LL = 0 plf SL = 164 plf W2: Start = 1.25 ft End = 4.83 ft Roof Floor Wall Comment Trib: PLF Load: DL = 15 PSF SL = 25 PSF DL = 15 PSF LL = 40 PSF DL = 10 PSF 3 =3.00ft 0=O.00ft 0 0.00 ft DL = 45 plf LL = 0 plf SL = 75 plf W3: Start = 0.00 ft End = 0.00 ft Roof Floor Wall Comment Trib: PLF Load: DL = 15 PSF SL = 25 PSF DL = 15 PSF LL = 40 PSF DL = 10 PSF 0 0.00 ft 0=O.00ft 0 0.00 ft DL = 0 plf LL = 0 plf SL = 0 plf DL LL SL 0.6W or 0.7E Location Source P1 = 938 # 0 # 1563 # 0 # 1.25 ft RG3 (Left) P2= 0# 0# 0# 0# 0.00 ft Size: 4x8 Moment of Inertia = Sx = 31 in^3 Area = 25 in^2 Cm= No Cr= I Incising? No Braced? No Species: DF #2 CL = Cf/Cv = 1.30 Moment = 2665 ft-# Load Combo: Cd = 1.15 Shear = 7-)08 # Load Combo: Cd = 1.15 fb = .si F'b = J Ratio: 0.780 lab psi F'v = Ratio: 0.656 OK fv = OK Transient Deflection = 0.032 in L/d = L/d Limit = 360 OK Total Load Deflection = 0.051 in L/d = L/d Limit = 360 OK Reactions and Support Member Reactions D L S 0.6W or 0.7E Factored Support Type # of Trimmers allowable Ratio Left 862 # C R Trimmer (1) Right 360 # , # Trimmer (1) r�� D Project Name Jones Project Project # 24008 Subject: Version: Beam With Multiple Loadings 3.3.12 Assume trimmer studs resist 100% of header reaction and king studs resist 100% of wind and load from above. Trimmer studs are braced in x-x direction. With an applied accidental eccentricty of 1.2", 2x6 studs are controled by compression perpendicular to grain for heights up to 10' for DF#2. F. King Studs Stud Ht = 8.00 ft Stud O.C. = 1.33 ft Wall Loc.: End Zone Plys: 1 OK L/d Allow. = 180 Vert Trib = 2.00 ft Trib Width = 4.83/2+1.33/2 = 3.08 ft Trib Area = 24.64 sr Load from Above Source C&C Uniform Pressure: Pp= 0# PL= 0# Ps= 0# w= -11.9PSF Total Axial Loads C&C UDL: DL = 196 # ILL = SL = 477 # w = -36.7 plf Stud Size: #2 D.F. King Studs F'b/Cd = F'c*/Cd = 2x6 Area = 8.25 in^2 I = Fb Cf Cr (900 psi) (1.30) (1.35) = Fc Cf (1350 psi) (1.15) = 20.80 in^4 S = 7.56 in^3 E' = 1600000 psi E'Min = 580000 psi 1580 psi 1553 psi Cd Moment* Axial fb fc F'b FbE Fc* DL+LL 1.0 235.4 k-ft 196 # 31 psi 24 psi 15` 1553 psi DL+SL 1.15 807.8 k-ft 673 # 107 psi 82 psi 1785 psi DL+3/4(LL+SL) 1.15 664.7 k-ft 554 # 88 psi 67 psi iain psi /7nn ps 1785 psi DL+3/4(LL+SL+W) 1.6 3309.2 k-ft 554 # "'� - 67 psi 2527 psi 296E - 2484 psi DL+W 1.6 3761.4 k-ft 196 # 24 psi 2527 psi 29E 2484 psi *Use accidental eccentrictiy of 1.2" in strong axis Cp F'c FcE Interaction Deflection Check: DL+LL O.F- tm7 nc' 1SF5 psi 0.02 Deflection = 0.10 in OK DL+SL psi .07 I/d = 944 DL+3/4(LL+SL) O.o .lwy p, 1�b5 psi 0.05 Compression Perpendicular to Grain DL+3/4(LL+SL+W) 0.5: 128R - 1565 0.18 F'c-perp = 405 psi Capacity = ' DL+W 0.5" t2P 1565 .20 Stress Ratio = 0.20 dOK Interaction Less Than 1.0 Therefore OK Spot Footing Check UDL only on one side? Foundation Area Required Ftg Square Dim (in) Area Provided Left Reaction: 2298 Yes Perimeter 2.l sc u 0 in 4.00 sgft OK Right Reaction: 960 # Yes Perimeter 1.93 sq 0 in 4.00 sgft OK jProject 11ESE e�uncec srnocr"u- Name Jones Project Project# 24008 Subject Headers, Beams, and Joists Version: 3.3.12 Assume trimmer studs resist 100% of header reaction and king studs resist 100% of wind and load from above. Trimmer studs are braced in x- x direction. With an applied accidental eccentricty of 1.2", 2x6 studs are controled by compression perpendicular to grain for heights up to 10' for DF#2. Beam (B)/Header (H)/Joist (J): RHa Clear Span = 2.92 ft Design Span = 2.96 ft Roof Floor Wall Comment Trib: PLF Load: DL = SL = 15 PSF DL = LL = 15 PSF DL = 10 PSF 25 PSF 40 PSF 15.42/2+10.42/2 = 12.92 ft 0 = 0.00 ft 0 = 0.00 ft DL = 194 plf ILL= 0 plf SL = 323 plf Factored Load = 517 plf LC: D+S Size: 4x6 Moment of Inertia = 49 in^4 Sx = 18 in^3 Area = 19 in Cd = 1.15 Cm = No Cr = No Incising? No Species: DF #2 CL = 1.00 Cf/Cv = 1.30 Braced? No Moment = 566 ft-# fb = 385 psi F'b = 1341 psi Ratio: Ratio: 0.287 c Shear = 765 # fv = 60 psi F'v = 207 psi 0.288 Transient Deflection = 0.007 in L/d = 4946 L/d Limit = 360 OK Total Load Deflection = 0.011 in L/d = 3092 L/d Limit = 240 OK Reactions and Support Member Reations D L S Factored Support Type # of T rimmers Allowable Ratio Left 287 # 0 # 478 # 765 # Trimmer (1) ARight 287 # 0 # 478 # 765 # Trimmer (1) ;2% King Studs Stud Ht = 8.00 ft Stud O.C. = 1.33 ft Wall Loc.: End Zone Plys: 1 OK L/d Allow. = 180 Vert Trib = 2.00 ft Trib Width = 2.96/2+1.33/2 = 2.14 ft Trib Area = 17.16 sgft Load from Above Source C&C Uniform Pressure: Pp= 0# P,= 0# Ps= 0# w= -12.9PSF Total Axial Loads C&C UDL: DL = LL = SL = 646 # w = -27.7 plf Stud Size: #2 D.F. King Studs F'b/Cd = F'c*/Cd = 2x6 Area = 8.25 ii. I = Fb Cf Cr (900 psi) 1.30) (1.35) = Fc Cf (1350 psi) 20.80 in^4 S = 7.56 in^3 E' = E'Min = 1580 psi 1600000 psi ""' •si 580000 psi Cd Moment* Axial fb fc F'b FbE Fc* DL+LL 1.0 psi 1580 psi 2966 psi DL+SL 1.15�t5 psi 1816 psi 2966 psi DL+3/4(LL+SL) 1.15 '"ir , U-ft 138 psi 1.06 psi 1816 psi 2966 psi DL+3/4(LL+SL+W) 1.6 402 1, 3psi 2527 psi 2966 psi DL+W 1.6 i11[.1 K-Tt � 3s� 413 psi 47 psi 2527 psi 2966 psi[4ts4 p_ *Use accidental eccentrictiy of 1.2" in strong axis Cp F'c FcE Interaction Deflection Check: DL+LL 0.6 177 p 1565 ps Deflection = 0.08 in DL+SL 0.6 i149 I 1565 ps I/d = 1252 OK DL+3/4(LL+SL) n' lina 'sus^ Compression Perpendicular to Grain DL+3/4(LL+SL+W) F'c-perp = 405 psi Capacity = DL+W U.5[ i[uu psi isus ps Stress Ratio = '1.31 OK Interaction Less Than 1.0 Therefore OK Spot Footing Check UDL only on one side? Foundation Area Required Ftg Square Dim (in) Area Provided Left Reaction: 765 a. Yes Beam 0.00 sgft 0 in See Beam Design Right Reaction: 765 # Yes Other N/A 0 in See Other Ftg Design r�� D Project Name Jones Project Project # 24008 Subject: Version: Beam With Multiple Loadings 3.3.12 1H1 Clear Span = 18.25 ft Design Span = 18.33 ft W1: Start= 0.00 ft End= 4.33 ft Trib: PLF Load: Roof Floor Wall Comment DL = 15 PSF SL = 25 PSF DL = 15 PSF ILL = 40 PSF DL = 10 PSF 3 - ^^ 1.33/2 = 0.67 ft 8 = 8.00 ft DL = ILL = 27 plf SL = 75 plf W2: Start = 4.33 ft End = 13.75 ft Roof Floor Wall Comment Trib: PLF Load: DL = 15 PSF SL = 25 PSF DL = 15 PSF ILL = 40 PSF DL = 10 PSF = 0.00 ft 1.33/2 = 0.67 ft 0 = 0.00 ft DL = 10 plf ILL = 27 plf SL = 0 plf W3: Start = 13.75 ft End = 18.25 ft Roof Floor Wall Comment Trib: PLF Load: DL = 15 PSF SL = 25 PSF DL = 15 PSF ILL = 40 PSF DL = 10 PSF 3 = 3.00 ft 1.33/2 = 0.67 ft 8 = 8.00 ft DL = 135 plf ILL = 27 plf SL = 75 plf DL ILL SL 0.6W or 0.7E Location Source P1 = 216 # 0 # 360 # 0 # 4.33 ft RH1 (Left) P2 = 216 # 0 # 360 # 0 # 13.75 ft RH1 (Right) Size: 412 Moment of Inertia = 415 in^4 Sx = 74 in^3 Area = 39 in^2 Cm = No Cr = No Incising? No Braced? No DF #2 CL = 0.95 Cf/Cv = 1.10 5163 ft-# Load Combo: D+3/4(L+5) Cd = 1.15 l rr3 # Load Combo: D+3/4(L+S) Cd = 1.15 :i F'b = 3082 psi Ratio: 0.775 OK bu psi F'v =1 d ? Ratio: 0.288 OK Species: Moment = Shear = fb = fv = Transient Deflection = 0.251 in L/d = L/d Limit = 360 OK Total Load Deflection = 0.511 in L/d = L/d Limit = 360 OK Reactions and Support Member Reactions D L 5 0.6W or 0.7E Factored Support Type # of Trimmers allowable Ratio Left 856 # R Trimmer (1) Right 863 # ., # Trimmer (1) r�� D Project Name Jones Project Project # 24008 Subject: Version: Beam With Multiple Loadings 3.3.12 Assume trimmer studs resist 100% of header reaction and king studs resist 100% of wind and load from above. Trimmer studs are braced in x-x direction. With an applied accidental eccentricty of 1.2", 2x6 studs are controled by compression perpendicular to grain for heights up to 10' for DF#2. 1H1 King Studs Stud Ht = 8.00 ft Stud O.C. = 1.33 ft Wall Loc.: End Zone Plys: 1 OK L/d Allow. = 180 Vert Trib = 2.00 ft Trib Width = 18.25/2+1.33/2 = 9.79 ft Trib Area = 78.32 sr Load from Above Source C&C Uniform Pressure: Pp= 0# PL= 0# Ps= 0# w= -10.9PSF Total Axial Loads C&C UDL: DL = 270 # ILL = 160 # SL = 300 # w = -107.1 plf Stud Size: #2 D.F. King Studs F'b/Cd = F'c*/Cd = 2x6 Area = 8.25 in^2 I = Fb Cf Cr (900 psi) (1.30) (1.35) = Fc Cf (1350 psi) (1.15) = 20.80 in^4 S = 7.56 in^3 E' = 1600000 psi E'Min = 580000 psi 1580 psi 1553 psi Cd Moment* Axial fb fc F'b FbE Fc* DL+LL 1.0 515.5 k-ft 430 # 68 psi 52 psi 15` 1553 psi DL+SL 1.15 683.9 k-ft 570 # 90 psi 69 psi 1785 psi DL+3/4(LL+SL) 1.15 737.6 k-ft 615 # 98 psi 75 psi iain psi /7nn ps 1785 psi DL+3/4(LL+SL+W) 1.6 8452.3 k-ft 615 # 1118 psi 75 psi 2527 psi 296E - 2484 psi DL+W 1.6 30610.2 k-ft 270 # 1403 psi 33 psi 2527 psi 29E 2484 psi *Use accidental eccentrictiy of 1.2" in strong axis Cp F'c FcE Interaction Deflection Check: DL+LL O.F- irr77 nc' 1SF5 psi 0.05 Deflection = 0.30 in DL+SL psi 0.06 I/d = 323 dOK DL+3/4(LL+SL) O.o .lwy p, 1�b5 psi 1.06 Compression Perpendicular to Grain DL+3/4(LL+SL+W) 0.5: 128R - 1565 P-' ,47 F'c-perp = 405 psi Capacity = ' DL+W 0.5" 12P 1565 .57 Stress Ratio = OAR OK Interaction Less Than 1.0 Therefore OK Spot Footing Check UDL only on one side? Foundation Area Required Ftg Square Dim (in) Area Provided Left Reaction: 1556 Yes Perimeter 2.SS SC 0 in 4.00 sgft OK Right Reaction: 1563 # Yes Perimeter 2.33 sq 0 in 4.00 sgft OK B3E �- Project Name Jones Project Project # 24008 Subject Headers, Beams, and Joists Version: 3.3.12 Beam (B)/Header (H)/Joist (J): 1H2 Assume trimmer studs resist 100% of header reaction and king studs resist 100% of wind and load from above. Trimmer studs are braced in x- x direction. With an applied accidental eccentricty of 1.2", 2x6 studs are controled by compression perpendicular to grain for heights up to 10' for DF#2. Clear Span = 6.08 ft Design Span = 6.09 ft Trib: PLF Load: Roof Floor Wall Comment DL = SL = 15 PSF DL = LL = 15 PSF DL = 10 PSF 25 PSF 40 PSF 2/2 =1.00 ft 0 = 0.00 ft 4 = 4.00 ft DL = 55 plf LL = 0 plf SL = 25 plf Factored Load = 80 plf LC: D+S Size: 4x6 Moment of Inertia = 49 in^4 Sx = 18 in^3 Area = 19 in^2 Cd = 1.: Cm = No Cr = No Incising? No Species: DF #2 CL = 0.99 Cf/Cv = 1.30 Braced? No Moment = 3711 fb = 252 psi F'b = 1338 psi Ratio: Ratio: 0.189 OK Shear = 244 fv = F'v = 0.092 OK Transient Deflection = 0.010 in L/d = L/d Limit = 360 OK Total Load Deflection = L/d = L/d Limit = 360 OK Reactions and Support Member Reations D L S Factored Support Type # of Trimmers allowable Ratio Left 168 # 0 # 76 # 244 Trimmer 2395 # Right 168 # 0 # 76 # 244 # Trimmer 2395 # King Studs Stud Ht = 8.00 ft Stud O.C. = 1.33 ft Wall Loc.: End Zone Plys: 1 OK L/d Allow. = 180 Vert Trib = 2.00 ft Trib Width = 6.09 Trib Area = Load from Above Source C&C Uniform Pressure: Total Axial Loads C&C UDL: DL= 110# LL= 0# SL= 50# w= -44 Stud Size: #2 D.F. King Studs F'b/Cd = F'c*/Cd = 2x6 Area = 8.25 in^2 I = Fb Cf Cr (900 psi) = Fc r' (1350 psi) 20.80 in^4 S = 7.56 in^3 E' = E'Min = 1580 psi 1600000 psi 1553 ps 580000 psi Cd Moment* Axial fb fc F'b FbE Fc* DL+LL 1.0 1580 psi 296 DL+SL 1.15 - 1816 psi 2966 p_ DL+3/4(LL+SL) 1.15 1816 psi 2966 p, DL+3/4(LL+SL+W) 1.6 2527 psi DL+W 1.6 4325U./ . lw s d psi li psi 2527 psi 2966 ps- *Use accidental eccentrictiy of 1.2" in strong axis Cp F'c FcE Interaction Deflection Check: DL+LL 0.6 1077 p �565 psi 3.02 Deflection = u.iz DL+SL 0.6 ' 49 p 1565 psi 3.01 I/d = 83 OK DL+3/4(LL+SL) n ' 01 Compression Perpendicular to Grain DL+3/4(LL+SL+W) F'c-perp = 405 psi Capacity = DL+W U.S/ uuu psi isus ps, j.23 Stress Ratio = r OK Interaction Less Than 1.0 Therefore OK Spot Footing Check UDL only on one side? Foundation Area Required Ftg Square Dim (in) Area Provided Left Reaction: Yes Other 0 in See Other Ftg Design Right Reaction: 244 # Yes Other N/A 0 in See Other Ftg Design � D Project Name Jones Project Project # 1 24008 Subject: Version: Beam With Multiple Loadings 3.3.12 1H3 Clear Span = 5.67 ft Design Span = 5.73 ft W1: Start = 0.00 ft End = 0.58 ft Trib: PLF Load: Roof Floor Wall Comment DL= SL = 25 PSF DL= 15 PSF LL = 40 PSF DL= lOPSF 12.25/2+1.67+1.75 = 9.55 ft 1.33/2 = O.E 8 = 8.00 ft DL= 233 plf LL = 27 pit SL = 239 plf W2: Start = 0.58 ft End = 5.08 ft Trib: PLF Load: Roof Floor Wall Comment DL= 15 PSF SL= 25 PSF DL= 151 LL= 40F_ DL= lOPSF 1.75 = 1.75 ft 1.33/2 = 0.67 ft 0 = 0.00 ft DL= 36 plf LL = 27 plf SL = 44 plf W3: Start= 5.08 ft End= 5.67ft Trib: PLF Load: Roof Floor Wall Comment DL= 15 PSF SL = 25 PSF DL= 15 PSF LL = 40 PSF DL= 10 PSF 12.25/2+1.67+1.75 = 9.55 ft 1.33/2 = 0.67 ft 8 = 8.00 ft DL= 233 plf LL = 27 plf SL = 239 plf DL LL SL 0.6W or 0.7E Location Source P1 = 270 # 0 # 450 # 0 # 0.58 ft RH4 (Left) P2 = 270 # 0 # 450 # 0 # 5.08 ft RH4 (Right) Size: 4x6 Moment of Inertia = 49 in^4 Sx = 18 in^3 Area = 19 in^2 Cm = No Cr = No Incising? No Braced? No Species: DF #2 CL = 0.99 Cf/Cv = 1.30 Moment = 810 ft-# Load Combo: D+S Cd = 1.15 Shear = 117r " Load Combo: D+S Cd = 1.1 r fb = 551 F'b = 1338 psi Ratio: 207 psi Ratio: .411 fv = 92 psi F'v = 0.443 Transient Deflection = 0.039 in L/d = 1733 L/d Limit = 360 OK Total Load Deflection = 0.067 in L/d = 1015 L/d Limit = 360 OK Reactions and Support Member Reactions D L S 0.6W or 0.7E Factored Support Type # of Trimmers allowable Ratio Left 488 # 75 # 688 # 0 # 1175 # Trimmer (1) 2395 # 49% Right 488 # 75 # 688 # 0 # 1176 # Trimmer (1) 2395 # 49% � D Project Name Jones Project Project # 1 24008 Subject: Version: Beam With Multiple Loadings 3.3.12 Assume trimmer studs resist 100% of header reaction and king studs resist 100% of wind and load from above. Trimmer studs are braced in x-x direction. With an applied accidental eccentricty of 1.2", 2x6 studs are controled by compression perpendicular to grain for heights up to 10' for DF#2. King Studs Stud Ht = 8.00 ft Stud O.C. = 1.33 ft Wall Loc.: End Zone Plys: 1 OK L/d Allow. = 180 Vert Trib = 2.00 ft Trib Width = .67/2+1.33/ Trib Area = 28.00 sgft Load from Above Source C&C Uniform Pressure: Po= 0# PL= 0# PS= 0 w= -11.9PSF Total Axial Loads C&C UDL: DL = 466 # LL = 160 # SL = 1 w = -41.7 plf Stud Size: #2 D.F. King Studs F'b/Cd = F'c*/Cd = 2x6 Area = I = Fb Cf Cr (900 psi) (1.30) .35) = Fc Cf (1350 psi) (1.15) 20.8c S = 7.56 in^3 1580 psi E' = 1600000 psi 1553 psi E'Min = 580000 psi Cd Moment* Axial fb fc F'b FbE Fc* DL+LL 1.0 751.1 k-f 626 # S� N'. 76 psi 1581, psi c�ov p: -»> psi DL+SL 1.15 1810.0 k-f, 1508 # 239 psi 183 psi 1816 psi ?Orr, 1.15 1641.0 k-ft 1368 # 217 psi 166 psi 1816 psi DL+3/4(LL+SL+W) 1.6 4646.1 k-ft 1368 # 614 psi 166 psi 2527 psi L700 pL L4b4 psi DL+W 1.6 4566.3 k-ft 466 # 604 psi 57 psi 2527 psi ?o« ^ 2484 psi *Use accidental eccentrictiy of 1.2" in strong axis Cp F'c FcE Interaction Deflection Check: DL+LL 0.69 0.07 Deflection = 0.12 in OK DL+SL 0.64 0.17 I/d = 830 DL+3/4(LL+SL) 0.64 _149 psi 1565 i- 0.15 Compression Perpendicular to Grain DL+3/4(LL+SL+W) 0.52 1288 1565 p 0.29 F'c-perp = 405 psi Capacity = 3341 # DL+W 0.52 ' 2F' 1565 r 0.26 Stress Ratio = 0.46 ]OK Interaction Less Than 1.0 Therefore OK Spot Footing Check UDL only on one side? Foundation Area Required Ftg Square Dim (in) Area Provided Left Reaction: 1175 # Yes Perimeter 0 in w.uu sgrc OK Right Reaction: 1176 # Yes Other N/A 0 in N/A See Other Ftg Design B3E �- Project Name Jones Project Project # 24008 Subject Headers, Beams, and Joists Version: 3.3.12 Assume trimmer studs resist 100% of header reaction and king studs resist 100% of wind and load from above. Trimmer studs are braced in x- x direction. With an applied accidental eccentricty of 1.2", 2x6 studs are controled by compression perpendicular to grain for heights up to 10' for DF#2. Beam (B)/Header (H)/Joist (J): 1H4 Clear Span = 2.00 ft Design Span = 2.03 ft Trib: PLF Load: Roof Floor Wall Comment DL = SL = 15 PSF DL = LL = 15 PSF DL = 10 PSF 25 PSF 40 PSF 18.25/2+1.67 = 10.80 ft 1.33/2 = 0.67 ft 8 = 8.00 ft DL = 252 plf LL = 27 PHSL = 270 plf Factored Load = 522 plf LC: D+S Size: 4x6 Moment of Inertia = 49 in^4 Sx = 18 in^3 Area = 19 in^2 Cd = 1.: Cm = No Cr = No Incising? No Species: DF #2 CL = 1.00 Cf/Cv = 1.30 Braced? No Moment = 2681 fb = 182 psi F'b = 1342 psi Ratio: Ratio: 0.136 OK Shear = fv = -- F'v = 0.199 OK Transient Deflection = 0.001 in L/d = 18417 L/d Limit = 360 OK Total Load Deflection = L/d = 9526 L/d Limit = 360 OK Reactions and Support Member Reations D L 5 Factored Support Type # of Trimmers allowable Ratio Left 255 # 27 # # 529, Trimmer 2395 # Right 255 # 27 # 4 # 529 # Trimmer 2395 # King Studs Stud Ht = 8.00 ft Stud O.C. = 1.33 ft Wall Loc.: End Zone Plys: 1 OK L/d Allow. = 180 Vert Trib = 2.00 ft Trib Width = 2.03 Trib Area = Load from Above Source C&C Uniform Pressure: Total Axial Loads C&C UDL: DL= 504# LL= 53# SL= 540# w= Stud Size: #2 D.F. King Studs F'b/Cd = F'c*/Cd = 2x6 Area = 8.25 in^2 I = Fb Cf Cr (900 psi) = Fc r' (1350 psi) 20.80 in^4 S = 7.56 in^3 E' = E'Min = 1580 psi 1600000 psi 1553 ps 580000 psi Cd Moment* Axial fb fc F'b FbE Fc* DL+LL 1.0 1580 psi 296 DL+SL 1.15 - 1816 psi 2966 p_ DL+3/4(LL+SL) 1.15 1816 psi 2966 p, DL+3/4(LL+SL+W) 1.6 2527 psi DL+W 1.6 Lb254.L . su4 # u psi tl psi 2527 psi 2966 ps- *Use accidental eccentrictiy of 1.2" in strong axis Cp F'c FcE Interaction Deflection Check: DL+LL 0.6 1077 p �565 psi 3.11 Deflection = 0.06 ii. DL+SL 0.6 "49 p 1565 psi 3.11 I/d = 1600 OK DL+3/4(LL+SL) n t0 Compression Perpendicular to Grain DL+3/4(LL+SL+W) F'c-perp = 405 psi Capacity = 33 DL+W U.S/ uuu psi isus Ps. j.i5 Stress Ratio = r OK Interaction Less Than 1.0 Therefore OK Spot Footing Check UDL only on one side? Foundation Area Required Ftg Square Dim (in) Area Provided Left Reaction: Yes Perimeter 1.64 sgft 0 in 4.00 sgft OK Right Reaction: 529 # Yes Perimeter 1.64 sgft 0 in 4.00 sgft OK r�� D Project Name Jones Project Project # 24008 Subject: Version: Beam With Multiple Loadings 3.3.12 1H5 Clear Span = 3.92 ft Design Span = 3.99 ft W1: Start = 0.00 ft End = 0.92 ft Trib: PLF Load: Roof Floor Wall Comment DL = 15 PSF SL = 25 PSF DL = 15 PSF LL = 40 PSF DL = 10 PSF 18.25/2+1.67 = 10.Rr 1.33/2 = 0.67 ft 8 = 8.00 ft DL = 25; ILL = 27 plf SL = 270 plf W2: Start = 0.92 ft End = 3.92 ft Roof Floor Wall Comment Trib: PLF Load: DL = 15 PSF SL = 25 PSF DL = 15 PSF ILL = 40 PSF DL = 10 PSF = 0.00 ft 1.33/2 = 0.67 ft 0 = 0.00 ft DL = 10 plf ILL = 27 plf SL = 0 plf W3: Start = 0.00 ft End = 0.00 ft Roof Floor Wall Comment Trib: PLF Load: DL = 15 PSF SL = 25 PSF DL = 15 PSF ILL = 40 PSF DL = 10 PSF 0 0.00 ft 0=O.00ft 0 0.00 ft DL = 0 plf ILL = 0 plf SL = 0 DL ILL SL 0.6W or 0.7E Location Source P1 = 414 # 0 # 691 # 0 # 0.92 ft RHS (Left) P2= 0# 0# 0# 0# 0.00 ft Size: 46 Moment of Inertia = Sx = 18 in^3 Area = 19 in^2 Cm= No Cr= I Incising? No Braced? No Species: DF #2 CL = Cf/Cv = 1.30 Moment = -56 ft-# Load Combo: Cd = 1.15 Shear = 281 # Load Combo: Cd = 1.15 fb = .i0 psi F'b = J Ratio: 0.485 100 psi F'v = Ratio: 0.482 OK fv = OK Transient Deflection = 0.015 in L/d = L/d Limit = 360 OK Total Load Deflection = 0.026 in L/d = L/d Limit = 360 OK Reactions and Support Member Reactions D L S 0.6W or 0.7E Factored Support Type # of Trimmers allowable Ratio Left 533 # R Trimmer (1) Right 143 # . # Trimmer (1) r�� D Project Name Jones Project Project # 24008 Subject: Version: Beam With Multiple Loadings 3.3.12 Assume trimmer studs resist 100% of header reaction and king studs resist 100% of wind and load from above. Trimmer studs are braced in x-x direction. With an applied accidental eccentricty of 1.2", 2x6 studs are controled by compression perpendicular to grain for heights up to 10' for DF#2. 1H5 King Studs Stud Ht = 8.00 ft Stud O.C. = 1.33 ft Wall Loc.: End Zone Plys: 1 OK L/d Allow. = 180 Vert Trib = 2.00 ft Trib Width = 3.92/2+1.33/2 = 2.63 ft Trib Area = "I I'llLoad from Above Source C&C Uniform Pressure: Pp= 0# PL= 0# Ps= 0# w= -11.9PSF Total Axial Loads C&C UDL: DL = 504 # ILL = 106 # SL = 540 # w = -31.3 plf Stud Size: #2 D.F. King Studs F'b/Cd = F'c*/Cd = 2x6 Area = 8.25 in^2 I = Fb Cf Cr (900 psi) (1.30) (1.35) = Fc Cf (1350 psi) (1.15) = 20.80 in^4 S = 7.56 in^3 E' = 1600000 psi E'Min = 580000 psi 1580 psi 1553 psi Cd Moment* Axial fb fc F'b FbE Fc* DL+LL 1.0 732.2 k-ft 610 # 97 psi 74 psi 15` 1553 psi DL+SL 1.15 1252.3 k-ft 1044 # 166 psi 126 psi 1785 psi DL+3/4(LL+SL) 1.15 1186.1 k-ft 988 # 157 psi 120 psi iain psi /7nn ps 1785 psi DL+3/4(LL+SL+W) 1.6 3439.9 k-ft 988 # "" - 120 psi 2527 psi 296E - 2484 psi DL+W 1.6 3609.E k-ft 504 # 61 psi 2527 psi 29E 2484 psi *Use accidental eccentrictiy of 1.2" in strong axis Cp F'c FcE Interaction Deflection Check: DL+LL O.F- tm7 nc' 1SF5 psi 0.07 Deflection = 0.09 in OK DL+SL psi .11 I/d = 1107 DL+3/4(LL+SL) O.o .lwy p, 1�b5 psi 10 Compression Perpendicular to Grain DL+3/4(LL+SL+W) 0.5: 128R - 1565 P-' ,20 F'c-perp= 405 psi Capacity= ' DL+W 0.5" t2P 1565 .20 Stress Ratio = 031 dOK Interaction Less Than 1.0 Therefore OK Spot Footing Check UDL only on one side? Foundation Area Required Ftg Square Dim (in) Area Provided Left Reaction: 1281 Yes Perimeter 2.14 SC 0 in 4.00 sgft OK Right Reaction: 334 # Yes Perimeter 1.51 sq 0 in 4.00 sgft OK B3E �- Project Name Jones Project Project # 24008 Subject Headers, Beams, and Joists Version: 3.3.12 Assume trimmer studs resist 100% of header reaction and king studs resist 100% of wind and load from above. Trimmer studs are braced in x- x direction. With an applied accidental eccentricty of 1.2", 2x6 studs are controled by compression perpendicular to grain for heights up to 10' for DF#2. Beam (B)/Header (H)/Joist (J): 1H6 Clear Span = 6.00 ft Design Span = 6.05 ft Roof Floor Wall Comment Trib: PLF Load: DL = SL = 15 PSF DL = LL = 15 PSF DL = 10 PSF 25 PSF 40 PSF 0 = 0.00 ft 11.58/2 = 5.79 ft 0 = 0.00 ft DL = 87 PH LL = 232 plf SL = 0 plf Factored Load = 318 plf LC: D+L Size: 4x6 Moment of Inertia = 49 in^4 Sx = 18 in^3 Area = 19 in^2 Cd = 1.: Cm = No Cr = No Incising? No Species: DF #2 CL = 0.99 Cf/Cv = 1.30 Braced? No Moment = 1457 ft-# fb = 991 psi F'b = 1338 psi Ratio: Ratio: 0.741 OK Shear = 963 # fv = " -- F'v = 0.363 OK Transient Deflection = 0.090 in L/d = L/d Limit = 360 OK Total Load Deflection = L/d = L/d Limit = 360 OK Reactions and Support Member Reations D L S Factored Support Type # of Trimmers allowable Ratio Left 263 # 70114 963 Trimmer 2395 # Right 263 # 701 # # 963 # Trimmer 2395 # King Studs Stud Ht = 8.00 ft Stud O.C. = 1.33 ft Wall Loc.: End Zone Plys: 1 OK L/d Allow. = 180 Vert Trib = 2.00 ft Trib Width = 6.05/2+1.33/2 Trib Area = 29.5 Load from Above Source C&C Uniform Pressure: Pp= 205# PL= 0# Ps= 342# RH6 w= -1' Total Axial Loads C&C UDL: DL = 379 # LL = 463 # SL = 342 # w = -44 Stud Size: #2 D.F. King Studs F'b/Cd = F'c*/Cd = 2x6 Area = 8.25 in^2 I = Fb Cf Cr (900 psi) = Fc r' (1350 psi) 20.80 in^4 S = 7.56 in^3 E' = E'Min = 1580 psi 1600000 psi 1553 ps 580000 psi Cd Moment* Axial fb fc F'b FbE Fc* DL+LL 1.0 1580 psi 296 DL+SL 1.15 - 1816 psi 2966 p_ DL+3/4(LL+SL) 1.15 1816 psi 2966 p, DL+3/4(LL+SL+W) 1.6 2527 psi DL+W 1.6 4bRS.S . Sx4 # _d psi /1 psi 2527 psi 2966 ps- *Use accidental eccentrictiy of 1.2" in strong axis Cp F'c FcE Interaction Deflection Check: DL+LL 0.6 1077 p �566 psi 3.09 Deflection = u.iz DL+SL 0.6 "49 p 1565 psi 3.09 I/d = 88 OK DL+3/4(LL+SL) n ' 12 Compression Perpendicular to Grain DL+3/4(LL+SL+W) F'c-perp = 405 psi Capacity = DL+W U.S/ uuu psi isus Ps. j.26 Stress Ratio = r OK Interaction Less Than 1.0 Therefore OK Spot Footing Check UDL only on one side? Foundation Area Required Ftg Square Dim (in) Area Provided Left Reaction: Yes Perimeter 2.12 sgft 0 in 4.00 sgft OK Right Reaction: 1249 # Yes Perimeter 2.12 sgft 0 in 4.00 sgft OK B3E �- Project Name Jones Project Project # 24008 Subject Headers, Beams, and Joists Version: 3.3.12 Assume trimmer studs resist 100% of header reaction and king studs resist 100% of wind and load from above. Trimmer studs are braced in x- x direction. With an applied accidental eccentricty of 1.2", 2x6 studs are controled by compression perpendicular to grain for heights up to 10' for DF#2. Beam (B)/Header (H)/Joist (J): 1H7 Clear Span = 3.00 ft Design Span = Roof DL = 15 PSF SL = 25 PSF Trib: 1.33 =1.33 ft PLF Load: DL = 110 plf 3.01 ft Floor Wall Comment DL = LL = 15 PSF DL = 10 PSF 40 PSF 1.33/2 = 0.67 ft 8 = 8.00 ft LL = 27 plf SL = 33 plf Factored Load = 155 plf LC: D+3/4(L+5) Size: 4x6 Moment of Inertia = 49 in^4 Sx = 18 in^3 Area = 19 in^2 Cd = 1.: Cm = No Cr = No Incising? No Species: DF #2 CL = 1.00 Cf/Cv = 1.30 Braced? No Moment = 1761 fb = 119 psi F'b = 1341 psi Ratio: Ratio: 0.089 OK Shear = 233 fv = F'v = 0.088 OK Transient Deflection = 0.001 in L/d = 3375 L/d Limit = 360 OK Total Load Deflection = L/d = L/d Limit = 360 OK Reactions and Support Member Reations D L S Factored Support Type # of Trimmers allowable Ratio Left 166 # 40 # su # 233 Trimmer 2395 # Right 166 # 40 # 50 # 233 # Trimmer 2395 # King Studs Stud Ht = 8.00 ft Stud O.C. = 1.33 ft Wall Loc.: End Zone Plys: 1 OK L/d Allow. = 180 Vert Trib = 2.00 ft Trib Width = 3.01 Trib Area = Load from Above Source C&C Uniform Pressure: Total Axial Loads C&C UDL: DL= 220# LL= 53# SL= 67# w= Stud Size: #2 D.F. King Studs F'b/Cd = F'c*/Cd = 2x6 Area = 8.25 in^2 I = Fb Cf Cr (900 psi) = Fc r' (1350 psi) 20.80 in^4 S = 7.56 in^3 E' = E'Min = 1580 psi 1600000 psi 1553 ps 580000 psi Cd Moment* Axial fb fc F'b FbE Fc* DL+LL 1.0 1580 psi 296 DL+SL 1.15 1816 psi 2966 p_ DL+3/4(LL+SL) 1.15 1816 psi 2966 p, DL+3/4(LL+SL+W) 1.6 2527 psi DL+W 1.6 L9S3.S . uu � 1 psi ti psi 2527 psi 2966 ps- *Use accidental eccentrictiy of 1.2" in strong axis Cp F'c FcE Interaction Deflection Check: DL+LL 0.6 1077 p �565 psi 3.03 Deflection = 0.08 11. DL+SL 0.6 ' 49 p 1565 psi 3.03 I/d = 1237 OK DL+3/4(LL+SL) n ' 03 Compression Perpendicular to Grain DL+3/4(LL+SL+W) F'c-perp = 405 psi Capacity = 33 DL+W U.S/ uuu psi isus Ps. j.i6 Stress Ratio = r OK Interaction Less Than 1.0 Therefore OK Spot Footing Check UDL only on one side? Foundation Area Required Ftg Square Dim (in) Area Provided Left Reaction: Yes Perimeter 1.44 sgft 0 in 4.00 sgft OK Right Reaction: 233 # Yes Perimeter 1.44 sgft 0 in 4.00 sgft OK n� SE \-� D �.. Project Name Jones Project Project # 24008 Subject: Version: Beam With Multiple Loadings 3.3.12 1H8 Clear Span = 11.17 ft Design Span = 11.31 ft W1: Start= O.00ft End= 3.83ft Roof Floor Wall Comment Trib: PLF Load: DL= 15 rbr SL= 25P9` DL= 15 PSF LL= ^^"" DL= 10 PSF 10.08/2+1.5+3.42/2 = 8.: 11.5/2 8 = 8.00 ft DL= 290 pit LL = 23U pit SL = 206 plf W2: Start = 3.83 ft End = 8.58 ft Roof Floor Wall Comment Trib: PLF Load: DL= 15 SL = 25 DL= LL = 40 F. DL= 10 PSF 3.42/2 = 1.: 11.5/2 = 5.75 ft 0 = 0.00 ft DL= 112 plf LL = 230 plf SL = 43 plf W3: Start = 8.58 ft End = 11.17 ft Trib: PLF Load: Roof Floor Wall Comment DL= 15 PSF SL = 25 PSF DL= 15 PSF LL = 40 PSF DL= 10 PSF 3+3.42/2 = 4.71 ft 11.5/2 = 5.75 ft 8 = 8.00 ft DL= 237 plf LL = SL = 118 plf DL LL SL 0.6W or 0.7E Location Source P1= 862 # 0 If 1436 # 04 3.83 ft RH7 (Left) P2 = 360 # 0 # 600 # 0 # 8.58 ft RH7 (Right) Size: 5.5x11.875 Moment of Inertia = Sx = 129 in^3 Area = 65 in^2 Cm= No Cr= No Incising? No Braced? No Species: 24f-V4 DF/DF CL = .99 Cf/Cv = 0.99 Moment = 1704 ft-# Load Combo: 13+,/..k-5) Cd = 1.15 Shear = 4238 # Load Combo: D+3/4(L+S) Cd = 1.15 fb = _086 psi F'b = >_S psi Ratio: 305 psi Ratio: 0.399 OK fv = 97 psi F'v = 0.319 OK Transient Deflection = ).306 in L/d = 1261 L/d Limit = 360 OK Total Load Deflection = 3.186 in L/d = 721 L/d Limit = 360 OK Reactions and Support Member Reactions D L S 0.6W or 0.7E Factored Support Type # of Trimmers allowable Ratio Left 1863 # 0 # 4238 # Trimmer (2) 752a ; 5or Right '�"' 1471 If 0 # 3667 # Trimmer (1) 3764 # 117%u n� SE \-� D �..w Project Name Jones Project Project # 24008 Subject: Version: Beam With Multiple Loadings 3.3.12 Assume trimmer studs resist 100% of header reaction and king studs resist 100% of wind and load from above. Trimmer studs are braced in x-x direction. With an applied accidental eccentricty of 1.2", 2x6 studs are controled by compression perpendicular to grain for heights up to 10' for DF#2. 1H8 King Studs Stud Ht = 8.00 ft Stud O.C. = 1.33 ft Wall Loc.: End Zone Plys: 1 OK L/d Allow. = 180 Vert Trib = 2.00 ft Trib Width = 11.17/2+1.33/2 25 ft Trib Area = 50.00 sgft Load from Above Source C&C Uniform Pressure: Po= 0# P,= 0# Ps= 0# w= -10.9PSF Total Axial Loads C&C UDL: DL = 680 # LL = 1380 # SL = 734 # w = -68.4 plf Stud Size: #2 D.F. King Studs F'b/Cd = F'c*/Cd = 2x6 Area = ^2 I = Fb Cf Cr (900 psi) = Fc Cf (1350 psi) (1.15) = 20.80 in^4 S = 7.56103 E' = 1600000 psi E'Min = 580000 psi 1580 psi 1553 psi Cd Moment* Axial fb fc F'b FbE Fc* DL+LL 1.0 2352.0 k-ft 1960 # 3-N.. 238 psi 1580 psi 2966 N. L553 psi DL+SL 1.15 1576.2 k-ft 1314 # 208 psi 159 psi 1816 psi 70rr � 1785 psi DL+3/4(LL+SL) 1.15 2598.2 k-ft 2165 # 344 psi 262 psi 1816 psi 1785 psi DL+3/4(LL+SL+W) 1.6 7523.3 k-ft 2165 # 995 psi 262 psi 2527 psi 270o p. 2484 psi DL+W 1.6 7262.8 k-ft 580 # 960 psi 70 psi 2527 psi 2966 psi 2484 r *Use accidental eccentrictiy of 1.2" in strong axis Cp F'c FcE Interaction Deflection Check: DL+LL O.E 1666 psi 0.28 Deflection = 0.19 in DL+SL 0.1 15651 0.15 I/d = 507 OK DL+3/4(LL+SL) 0.64 149 psi 15651 3 Compression Perpendicular to Grain DL+3/4(LL+SL+W) 0.5" .288 15651 a1 F'c-perp = 405 psi Capacity = 3341 # DL+W 0.: ' 2R' 1666 r 0.40 Stress Ratio = Res 10K Interaction Less Than 1.0 Therefore OK Spot Footing Check UDL only on one side? Foundation Area Required Ftg Square Dim (in) Area Provided Left Reaction: 4238 # Yes Perimeter v.11 sqr. 0 in .. „{rt <5% Over OK Right Reaction: 3667 # Yes Perimeter 3.73 sgft 0 in 4.00 sgft OK j D 1 L� JIUI Project Name Jones Project Project # 24008 Subject: Version: Beam With Multiple Loadings 3.3.12 1H9 Clear Span = 3.25 ft Design Span = 3.34 ft W1: Trib: PLF Load: Start = 0.00 ft End = 1.42 ft Roof Floor Wall Comment DL = 15 PSF SL = 25 PSF DL = 15 PSF LL = 40 PSF DL = 10 PSF 0 = 0.00 ft SL= 94 plf 3.75 = 3.75 ft 8/2 = 4.00 ft DL= 116 plf LL= 160 plf W2: Trib: PLF Load: Start = 1.42 ft End = 3.25 ft Roof Floor Wall Comment DL = 15 PSF SL = 25 PSF DL = 15 PSF LL = 40 PSF DL = 10 PSF 8 = 8.00 ft SL = 444 plf 23.58^2/(19.83*2)+3.75 = 17.77 ft 8/2 = 4.00 ft 3.75 407 plf LL = 160 plf W3: Trib: PLF Load: Start = 0.00 ft End = 0.00 ft Roof Floor Wall Comment DL = 15 PSF SL = 25 PSF DL = 15 PSF LL = 40 PSF DL = 10 PSF 0 = 0.00 ft SL = 0 plf 0 = 0.00 ft = 0.00 ft DL = 0 plf LL = 0 plf DL LL SL 0.6W or 0.7E Location Source P1 = 435 # 0 # 725 # 04 1.42 ft RH3 (Right) P2= 0# 0# 0# 04 0.00 ft Size: 46 Moment of Inertia = Sx = 18 in^3 Area = 19 in^2 Cm = No Cr = No Incising? No Braced? 1.15 1.15 OK OK No Species: DF #2 CL = 1.00 Cf/Cv = Moment = 1669 ft-# Load Combo: D+S Cd = Shear = 1691 # Load Combo: D+S Cd = fb = 1135 psi F'b = 1342 psi Ratio: �.8-. F'v = Ratio: ).631 fv = "" _ Transient Deflection = 0.021 in L/d = 1847 L/d Limit = 360 OK Total Load Deflection = � 037 in L/d = 3046 L/d Limit = 360 Reactions and Support Member Reactions D L S 0.6W or 0.7E Factored Support Type # of Trimmers allowable Ratio Left 584 # 160 # 741 # 0 # 1335 # Trimmer Right 761 # 260 # 930 # 0 # 1691 # Trimmer (1) arj DSE "^ Project Name Jones Project Project # 24008 Subject: Version: Beam With Multiple Loadings 3.3.12 Assume trimmer studs resist 100% of header reaction and king studs resist 100% of wind and load from above. Trimmer studs are braced in x-x direction. With an applied accidental eccentricty of 1.2", 2x6 studs are controled by compression perpendicular to grain for heights up to 10' for DF#2. King Studs Stud Ht = 8.00 ft Stud O.C. = 1.33 ft Wall Loc.: End Zone Plys: 1 OK L/d Allow. = 180 Vert Trib = 2.00 ft Trib Width = 3.25/2+1.33/2 = 2.29 ft Trib Area = 1. Load from Above Source C&C Uniform Pressure: p= P0# PL= 0# Ps= 0# w= -12.9F Total Axial Loads C&C UDL: DL = 233 # LL = 640 # SL = 1076 # w = - Stud Size: #2 D.F. King Studs F'b/Cd = F'c*/Cd = 2x6 Area = 8.25 in^2 I = Fb Cf Cr (900 psi) (1.30) (1.35) = Fc Cf (1350 psi) (1.15) = 20.80 in^4 S = 7.56 in^3 E' = 1600000 psi E'Min = 580000 psi 1580 psi 1553 psi Cd Moment* Axial fb fc F'b FbE Fc* DL+LL 1.0 3047.0 k-ft 873 #' 138 ps 106 psi 1580 psi 2966 psi 15531 DL+SL 1.15 1570.2 k-ft 130( 208 ps 159 psi 1816 psi 2966 psi 17851 DL+3/4(LL+SL) 1.15 1823.4 k-ft 1519 # 241 ps 184 psi 1816 psi 2966 psi 17851 DL+3/4(LL+SL+W) 1.6 -'S1.1 k-ft 1519'' 522 ps 184 psi 2527 psi 2966 psi 24841 DL+W 1.6 6.0 k-ft 23S 412 psi 28 psi 2527 psi 2966 psi 2484 p. *Use accidental eccentrictiy of 1.2" in strong axis Cp F'c FcE Interaction Deflection Check: DL+LL 0.69 3077 psi 1565 psi 0.30 Deflection = 0.08 in OK DL+SL 1149 psi 156E 'As I/d = 1173 DL+3/4(LL+SL) 1149 psi 1565 p.. .18 Compression Perpendicular to Grain DL+3/4(LL+SL+W) 0.52 1288 psi 1565 osi 25 F'c-perp = 405 psi Capacity = OK DL+W 0.52 1288 psi Stress Ratio = 0.45 Interaction Less Than 1.0 Therefore OK Spot Footing Check UDL only on one side? Foundation Area Required Ftg Square Dim (in) Area Provided Left Reaction: 1335 # Yes Perimeter 2.18 sgft 0 in 4.00 sgft OK Right Reaction: 1691 # Yes Perimeter 2.42 sgft 0 in 4.00 sgft OK �..� n' D SE Project Name Jones Project Project # 24008 Subject: Version: Beam With Multiple Loadings 3.3.12 Clear Span = 4.00 1 Design Span = 4.09 ft W1: Start = 0.00 fi End = 2.95 ft Roof Floor Wall Comment Trib: PLF Load: DL= 15 SL= DL= 151 LL= DL= 10PSF 23.58^2/(19.83*2) 8/2 8 = 8.00 ft DL= s5u f,,, LL SL = 350 plf W2: Start = 2.92 ft End = 4.00 ft Roof Floor Wall Comment Trib: PLF Load: DL= 15 PSF SL = 25 PSF DL= 15 PSF LL = 40 PSF DL= 10 PSF 0 = 0.00 ft 8/2 = a nn fr 0 = 0.00 ft DL= 60 plf LL = SL = 0 plf W3: Start = 0.00 ft End = 0 Roof Floor Wall Comment Trib: PLF Load: DL= 15 PSF SL = 25 PSF DL= 15 PSF LL = 40 PSF DL= 0 = 0.00 ft 0 = 0.00 ft 0 DL= 0 plf LL = 0 plf SL = DL LL SL 0.6W or 0.7E Location Source P1 = 435 # 0 # 725 # 0 # 2.92 ft RH3 (Left) P2= 0# 0# 0# 0# 0.00 ft Size: 46 Moment of Inertia = 49 in^4 Sx = 7' Area = Cm = No Cr = No Incising? No Braced? No Species: DF #2 CL = 1.00 Cf/Cv = 1.30 Moment = 1889 ft-# Load Combo: D+5 Cd = 1.15 Shear = 1681 # Load Combo: D+3/4(L+5) Cd = 1.15 fb = 1285 psi F'b = 1341 psi Ratio: F'v = 207 psi Ratio: n.958 OK fv = 131 psi 633 OK Transient Deflection = 0.038 in L/d = 1274 L/d Limit = 360 Total Load Deflection = 0.070 in L/d = 6E L/d Limit = 360 Reactions and Support Member Reactions D L S 0.6W or 0.7E Factored Support Type # of Trimmers allowable Ratio Left 779 # 321 # 849 # 0 # 1656 # Trimmer :395 # 69% Right 755 # 324 # 911 # 0 # 1681 # Trimmer �� --# 702i �..� n ' D SE Project Name Jones Project Project # 24008 Subject: Version: Beam With Multiple Loadings 3.3.12 Assume trimmer studs resist 100% of header reaction and king studs resist 100% of wind and load from above. Trimmer studs are braced in x-x direction. With an applied accidental eccentricty of 1.2", 2x6 studs are controled by compression perpendicular to grain for heights up to 10' for DF#2. 1H10 King Studs Stud Ht = 8.00 ft Stud O.C. = 1.33 ft Wall Loc.: End Zone Plys: 1 OK L/d Allow. = 180 Vert Trib = 2.00 ft Trib Width = 4.00/2+1.33/ Trib Area = 21.32 sgft Load from Above Source C&C Uniform Pressure: Pp= 0# P,= 0# Ps= 0# w= -11.9PSF Total Axial Loads C&C UDL: DL= 701# LL= 640# SL= 701# w= -3 Stud Size: #2 D.F. King Studs F'b/Cd = F'c*/Cd = 2x6 Area = 8.25 in^2 I = Fb Cf Cr (900 psi) (1.30) (1.35) = Fc Cf (1350 psi) (1.15) = 20.80 in^4 S = 7.56 in^3 E' = 1600000 psi E'Min = 580000 psi 1580 psi 1553 psi Cd Moment* Axial fb fc F'b FbE Fc* DL+LL 1.0 1608.7 k-ft 1341 # 213 psi 162 psi 1580 psi 2966 psi 1553 psi DL+SL 1.15 1681.9 k-f1 1402 # 222 psi 170 psi 1816 psi 2966 psi 1785 psi DL+3/4(LL+SL) 1.15 2047.E k-f, 170E # 271 ps' 207 psi 181E psi 2966 psi 1785 psi DL+3/4(LL+SL+W) 1.6 4335.' 170E # 573 '7 psi 2527 psi 2966 psi 2484 F DL+W 1.6 3891.5 K-� 701 # 515 psi 85 psi 2527 psi 2966 psi 2484 psi *Use accidental eccentrictiy of 1.2" in strong axis Cp F'c FcE Interaction Deflection Check: DL+LL 0.69 1077 L,,, 1565 ps' 0.17 Deflection = 0.09 in DL+SL - 14 - - -- 0.1E I/d = 1091 OK DL+3/4(LL+SL) 0.20 Compression Perpendicular to Grain DL+3/4(LL+SL+W) 0.52 1288 psi 1565 p_ 0.29 F'c-perp = 405 psi Capacity = 3- DL+W n 52 1288 psi 1565 ps " "" Stress Ratio = OK Interaction Less Than 1.0 Therefore OK Spot Footing Check UDL only on one side? Foundation Area Required Ftg Square Dim in Area Provided Left Reaction: 165E # Yes Other N/A 0 in See Other Ftg Design Right Reaction: 1681 # Yes Perimeter 2.41 sgft 0 in 4.00 sgtt OK B3E �- Project Name Jones Project Project # 24008 Subject Headers, Beams, and Joists Version: 3.3.12 Assume trimmer studs resist 100% of header reaction and king studs resist 100% of wind and load from above. Trimmer studs are braced in x- x direction. With an applied accidental eccentricty of 1.2", 2x6 studs are controled by compression perpendicular to grain for heights up to 10' for DF#2. Beam (B)/Header (H)/Joist (J): 1H11 Clear Span = 3.58 ft Design Span = 3.64 ft Roof Floor Wall Comment DL = 15 PSF DL = 15 PSF DL = 10 PSF SL = 25 PSF LL = 40 PSF Trib: PLF Load: 0 = 0.00 ft 15.83/2+9/2 = 12.42 ft 0 = 0.00 ft MAX SPAN; MAX LOAD DL = 186 plf LL = 497 plf SL = 0 plf Factored Load = 683 plf LC: D+L Size: 4x6 Moment of Inertia = 49 in^4 Sx = 18 in^3 Area = 19 in^2 Cd = 1.: Cm = No Cr = No Incising? No Species: DF #2 CL = 1.00 Cf/Cv = 1.30 Braced? No Moment = 1133 ft-# fb = 771 psi F'b = 1341 psi Ratio: Ratio: 0.575 OK Shear = 1244 # fv = F'v = 0.468 OK Transient Deflection = 0.025 in L/d = L/d Limit = 360 OK Total Load Deflection = 0.'' L/d = L/d Limit = 360 OK Reactions and Support Member Reations D L 5 Factored Support Type # of Trimmers allowable Ratio Left 339 # 1244 Trimmer 2395 # Right 339 # ,t 1244 # Trimmer 2395 # King Studs Stud Ht = 8.00 ft Stud O.C. = 1.33 ft Wall Loc.: End Zone Plys: 1 OK L/d Allow. = 180 Vert Trib = 2.00 ft Trib Width = 3.64 Trib Area = Load from Above Source C&C Uniform Pressure: Total Axial Loads C&C UDL: DL = 372 # LL = 993 # SL = 0 # w = Stud Size: #2 D.F. King Studs F'b/Cd = F'c*/Cd = 2x6 Area = 8.25 in^2 I = Fb Cf Cr (900 psi) = Fc r' (1350 psi) 20.80 in^4 S = 7.56 in^3 E' = E'Min = 1580 psi 1600000 psi 1553 ps 580000 psi Cd Moment* Axial fb fc F'b FbE Fc* DL+LL 1.0 1580 psi 296 DL+SL 1.15 1816 psi 2966 p_ DL+3/4(LL+SL) 1.15 f* 1816 psi 2966 p, DL+3/4(LL+SL+W) 1.6 2527 psi DL+W 1.6 i/1 S 4bb psi 45 psi 2527 psi 2966 ps- *Use accidental eccentrictiy of 1.2" in strong axis Cp F'c FcE Interaction Deflection Check: DL+LL 0.6 1077 p �566 psi 3.07 Deflection = 0.09 11. DL+SL 0.6 ' 49 p 1565 psi 3.04 I/d = 1080 OK DL+3/4(LL+SL) n ' 12 Compression Perpendicular to Grain DL+3/4(LL+SL+W) F'c-perp = 405 psi Capacity = 33 DL+W U.S/ uuu psi isus Ps. ).19 Stress Ratio = r OK Interaction Less Than 1.0 Therefore OK Spot Footing Check UDL only on one side? Foundation Area Required Ftg Square Dim (in) Area Provided Left Reaction: No Perimeter 3.41 sgft 0 in 4.00 OK Right Reaction: 1244 # Yes Other N/A 0 in See Other Ftg Design B3E �- Project Name Jones Project Project # 24008 Subject Headers, Beams, and Joists Version: 3.3.12 Assume trimmer studs resist 100% of header reaction and king studs resist 100% of wind and load from above. Trimmer studs are braced in x- x direction. With an applied accidental eccentricty of 1.2", 2x6 studs are controled by compression perpendicular to grain for heights up to 10' for DF#2. Beam (B)/Header (H)/Joist (J): 1Hlz Clear Span = 2.75 ft Design Span = Roof DL = 15 PSF SL = 25 PSF Trib: 0 = 0.00 ft PLF Load: DL = 254 plf 2.82 ft Floor Wall Comment DL = LL = 15 PSF DL = 10 PSF 40 PSF 16/2+17.83/2 = 16.92 ft 0 = 0.00 ft LL = 677 plf SL = 0 plf Factored Load = 930 plf LC: D+L Size: 4x6 Moment of Inertia = 49 in^4 Sx = 18 in^3 Area = 19 in^2 Cd = 1.: Cm = No Cr = No Incising? No Species: DF #2 CL = 1.00 Cf/Cv = 1.30 Braced? No Moment = 923 f fb = 627 psi F'b = 1341 psi Ratio: Ratio: 0.468 OK Shear = 1310 „ fv = 102 psi F'v = 0.493 OK Transient Deflection = 0.012 in L/d = ?73' L/d Limit = 360 OK Total Load Deflection = 0.'' L/d = L/d Limit = 360 OK Reactions and Support Member Reations D L S Factored Support Type # of Trimmers allowable Ratio Left 357 # 953 p 1310 Trimmer 2395 # Right 357 # 953 # ,t 1310 # Trimmer 2395 # King Studs Stud Ht = 8.00 ft Stud O.C. = 1.33 ft Wall Loc.: End Zone Plys: 1 OK L/d Allow. = 180 Vert Trib = 2.00 ft Trib Width = 2.82 Trib Area = Load from Above Source C&C Uniform Pressure: Total Axial Loads C&C UDL: DL= 507# LL= 1353# SL= 0# w= Stud Size: #2 D.F. King Studs F'b/Cd = F'c*/Cd = 2x6 Area = 8.25 in^2 I = Fb Cf Cr (900 psi) = Fc r' (1350 psi) 20.80 in^4 S = 7.56 in^3 E' = E'Min = 1580 psi 1600000 psi 1553 ps 580000 psi Cd Moment* Axial fb fc F'b FbE Fc* DL+LL 1.0 1580 psi 296 DL+SL 1.15 - 1816 psi 2966 p_ DL+3/4(LL+SL) 1.15 1816 psi 2966 p, DL+3/4(LL+SL+W) 1.6 2527 psi DL+W 1.6 sl- sui s 4W psl bt psi 2527 psi 2966 ps- *Use accidental eccentrictiy of 1.2" in strong axis Cp F'c FcE Interaction Deflection Check: DL+LL 0.6 1077 p �565 psi 3.10 Deflection = 0.07 ii. DL+SL 0.6 ' 49 p 1565 psi 3.05 I/d = 1295 OK DL+3/4(LL+SL) n 18 Compression Perpendicular to Grain DL+3/4(LL+SL+W) F'c-perp = 405 psi Capacity = 33 DL+W U.S/ uuu psi isus ps, j.i8 Stress Ratio = r OK Interaction Less Than 1.0 Therefore OK Spot Footing Check UDL only on one side? Foundation Area Required Ftg Square Dim (in) Area Provided Left Reaction: Yes Other 0 in See Other Ftg Design Right Reaction: 1310 # Yes Other N/A 0 in See Other Ftg Design IBSEJones SAUNCED srrtURURAL ENGINEENIN6. uc Project Name Project Project # 24008 Subject Headers, Beams, and Joists Version: 3.3.12 Assume trimmer studs resist 100% of header reaction and king studs resist 100% of wind and load from above. Trimmer studs are braced in x-x direction. With an applied accidental eccentricty of 1.2", 2x6 studs are controled by compression perpendicular to grain for heights up to 10' for DF#2. Beam (B)/Header (H)/Joist (J): Clear Span = 4.08 ft Design Span = Trib: PLF Load: Roof Floor Wall Comment DL = SL = 15 PSF DL = LL = 15 PSF DL = 10 PSF 25 PSF 40 PSF 0 = 0.00 ft 11.75/2+12.08/2 = 11.92 ft 0 = 0.00 ft DL = 179 plf LL = 477 plf SL = 0 plf Factored Load = 655 plf LC: D+L Size: 4x6 Moment of Inertia = 49 in^" Sx = ' Q �^ Area = Cd = Cm = No Cr = No Incising? No Species: DF #2 CL = Cf/Cv = Braced? No Moment = fb = F'b = Ratio: Ratio: Shear = fv = F'v = Transient Deflection = L/d = L/d Limit = 360 Total Load Deflection = L/d = L/d Limit = 360 Reactions and Support Member Reations D L S Factored Support Type # of Trimmers Allowable Ratio Left Trimmer (1) 239 Right Trimmer (1) Spot Footing Check UDL only on one side? Foundation Area Required Ftg Square Dim (in) Area Provided Left Reaction: 560 ; Yes Isolated 0 in N/A See Isolated Ftg Design Right Reaction: 1360 # Yes Isolated N/A 0 in N/A See Isolated Ftg Design .� j �Project 'D 1 L�Jones TJIIU�/ Name Project Project # 24008 Subject: Version: Beam With Multiple Loadings 3.3.12 Clear Span = 8.75 ft Design Span = 8.89 ft W1: Start= 0.00 ft End= 6.75 ft Roof Floor Wall Comment Trib: PLF Load: DL = SL = 15 PSF 25 PSF DL = LL = 15 PSF 40 PSF DL = 10 PSF 16.42/2+10.42/2 = 12.92 ft 1.33 = 1.33 ft 8 = 8.00 ft DL = 294 plf LL = 53 plf SL = 323 plf W2: Start = 6.75 ft End = 8.75 ft Roof Floor Wall Comment Trib: PLF Load: DL = SL= 15 PSF 25 PSF DL = LL= 15 PSF 40 PSF DL = 10 PSF 0 = 0.00 ft 1.33 =1.33 ft 0 = O.On DL = 20 plf LL = 53 plf SL = " W3: Start = 0.00 ft End = 0.00 ft Trib: PLF Load: Roof Floor Wall Comment DL = 15 PSF SL = 25 PSF DL = 15 PSF LL = 40 PSF DL = 10 PSl 0 0.00 ft 00.00 ft 0 0.00 ft DL= 0 plf LL= 0 plf SL= 0 plf DL LL SL 0.6W or 0.7E Location Source P1 = 287 # 0 # 478 # 0 # 6.75 ft RH8 (Left) P2= 0# 0# 0# 0# 0.00 ft Size: 4x12 Moment of Inertia = 415 in^4 Sx = Area = 39 in^2 Cm = No Cr = No Incising? No Braced? No Species: DF #2 CL = 0.98 Cf/Cv = 1.10 1 OK OK Moment = 6072 ft-# Load Combo: D+S Cd = Shear = 2737 # Load Combo: D+S Cd fb = 387 psi F'b = 1120 psi Ratio: 0.881 104 psi F'v = 207 psi Ratio: 0.504 fv = Transient Deflection = 0.067 in L/d = 1557 L/d Limit = 360 O Total Load Deflection = 0.126 in L/d = 835 L/d Limit = 360 OK Reactions and Support Member Reactions D L S 0.6W or 0.7E Factored Support Type # of Trimmers allowable Ratio Left 1288 # 233 # 1449 # 0 # 2737 # Trimmer (2) 4791 # 57% Right 1021 # 233 # 1210 # 0 # 2231 # Trimmer (1) 2395 # 93% .� j �Project 'D 1 L�Jones TJIIU�/ - Name Project Project # 24008 Subject: Beam With Multiple Loadings Version: 3.3.12 Spot Footing Check UDL only on one side? Foundation Area Required Ftg Square Dim (in) Area Provided Left Reaction: 2737 # Yes Other N/A 0 in N/A See Other Ftg Design Right Reaction: 2231 # Yes Other N/A 0 in N/A See Other Ftg Design D7,E "LANCED STRUCTURAL EWGBNEEAING. LLB Project Name Jones Project Project # 24008 Subject Headers, Beams, and Joists Version: 3.3.12 Assume trimmer studs resist 100% of header reaction and king studs resist 100% of wind and load from above. Trimmer studs are braced in x- x direction. With an applied accidental eccentricty of 1.2", 2x6 studs are controled by compression perpendicular to grain for heights up to 10' for DF#2. Beam (B)/Header (H)/Joist (J): 162 Clear Span = Trib: PLF Load: 8.75 ft Design Span = J.79 ft Roof Floor Wall Comment DL = SL = 15 PSF DL = ILL = 15 PSF DL = 10 PSF 25 PSF 40 PSF 0 = 0.00 ft 3.33/2 = 1.67 ft 8 = 8.00 ft DL = 105 plf LL = 67 plf SL = 0 plf Factored Load = 172 plf LC: D+L Size: 4x6 Moment of Inertia = 49 in^4 Sx = 18 in^3 Area = 19 in^2 Cd = 1.15 Cm = No Cr = No Incising? No Species: DF #2 CL = 0.99 Cf/Cv = 1.30 Braced? No Moment = 1657 f fb = 1127 psi F'b = 1334 psi Ratio: Ratio: ^w Shear = 754 fv = 59 psi F'v = 207 psi 0.2b Transient Deflection = 0.115 in L/d = L/d Limit = 360 OK Total Load Deflection = 0.297 it L/d = L/d Limit = 355 Reactions and Support Member Reations D L 5 Factored Support Type # of Trimmers Allowable Ratio Left 754 # Column column Design Right Trimmer 2395 # 31% Spot Footing Check UDL only on one side? Foundation Area Required Ftg Square Dim (in) Area Provided Left Reaction: 754 # Yes Column 0 in See Column Design Right Reaction: 754 # Yes Perimeter 0 in OK D7,E "LANCED STRUCTURAL ENGBNEEAING. LLB Project Name Jones Project Project # 24008 Subject Headers, Beams, and Joists Version: 3.3.12 Assume trimmer studs resist 100% of header reaction and king studs resist 100% of wind and load from above. Trimmer studs are braced in x- x direction. With an applied accidental eccentricty of 1.2", 2x6 studs are controled by compression perpendicular to grain for heights up to 10' for DF#2. Beam (B)/Header (H)/Joist (J): 163 Clear Span = 5.67 ft Design Span = 5.70 D7,E "LANCED STRUCTURAL EWGBNEEAING. LLB Project Name Jones Project Project # 24008 Subject Headers, Beams, and Joists Version: 3.3.12 Assume trimmer studs resist 100% of header reaction and king studs resist 100% of wind and load from above. Trimmer studs are braced in x- x direction. With an applied accidental eccentricty of 1.2", 2x6 studs are controled by compression perpendicular to grain for heights up to 10' for DF#2. Beam (B)/Header (H)/Joist (J): ig4 Clear Span = 12.67 ft Design Span = �2.81 DJones �—J� SE BALANCED STRUCfU1tAL ENGINEERING. LLC Project Name Project Project # 24008 Subject Headers, Beams, and Joists Version: 3.3.12 Assume trimmer studs resist 100% of header reaction and king studs resist 100% of wind and load from above. Trimmer studs are braced in x-x direction. With an applied accidental eccentricty of 1.2", 2x6 studs are controled by compression perpendicular to grain for heights up to 10' for DF#2. Beam (B)/Header (H)/Joist (J): Clear Span = Trib: 4.00 ft Design Span = Roof Floor Wall Comment DL = SL = 15 PSF DL = 15 PSF LL = 40 PSF 9/2+15.83/2+1.33 = 13.75 ft DL = 10 PSF 8 = 8.00 MAX LOAD USED 25 PSF 0 = 0.00 ft IT RAUNCED STRUCTURAL ENGINEERINGLLC Project Name Jones Project Project # 24008 Subject Headers, Beams, and Joists Version: 3.3.12 Assume trimmer studs resist 100% of header reaction and king studs resist 100% of wind and load from above. Trimmer studs are braced in x-x direction. With an applied accidental eccentricty of 1.2", 2x6 studs are controled by compression perpendicular to grain for heights up to 10' for DF#2. Beam (B)/Header (H)/Joist (J): Clear Span = 4.50 ft Design Span = Trib: PLF Load: Roof Floor Wall Comment DL = SL = 15 PSF DL = LL = 15 PSF DL = 10 PSF 25 PSF 40 PSF 0 = 0.00 ft 16/2+17.83/2+1.33 = 18.25 ft 8 = 8.00 ft DL = 354 plf LL = 730 plf SL = 0 plf Factored Load = 1083 plf LC: D+L Size: 4x8 Moment of Inertia = 111 in^4 Sx = Area = 25 in^2 Cd = Cm = No Cr = No Incising? No Species: DF #2 CL = Cf/Cv = 1.30 Braced? No Moment = 2900 ft-# fb = F'b = 1338 psi Ratio: Ratio: 0.848 OK Shear = 2507 # fv = F'v = 207 psi 0.716 OK Transient Deflection = 0.042 it L/d = L/d Limit = 360 OK Total Load Deflection = 0.063 ii L/d = L/d Limit = 360 OK Reactions and Support Member Reations D L S Factored Support Type # of Trimmers Allowable Ratio Left 818 # 1688 Column Right 818 # 1688 Column Spot Footing Check UDL only on one side? Foundation Area Required Ftg Square Dim (in) Area Provided Left Reaction: Yes Isolated 0 in See Isolated Ftg Design Right Reaction: Yes Isolated 0 in See Isolated Ftg Design 93 �77 WANCED SIRUCfURwL ENGINEERING. LLLL� Project Name Jones Project Project # 24008 Subject Headers, Beams, and Joists Version: 3.3.12 Assume trimmer studs resist 100% of header reaction and king studs resist 100% of wind and load from above. Trimmer studs are braced in x-x direction. With an applied accidental eccentricty of 1.2", 2x6 studs are controled by compression perpendicular to grain for heights up to 10' for DF#2. Beam (B)/Header (H)/Joist (J): Clear Span = 4.00 ft Design Span = Trib: Roof Floor Wall Comment DL = SL = 15 PSF DL = LL = 15 PSF DL = 10 PSF 25 PSF 40 PSF 0 = 0.00 ft 7.92/2+17.83/2+1.33 = 14.21 ft 8 = 8.00 ft PLF Load: DL = 293 plf LL = 568 plf SL = 0 plf Factored Load = RFt nlf LC: D+L Size: 4x6 Moment of Inertia = 49 in^Z Sx = 18 in^3 Area = 19 in^2 Cd = 1.15 Cm = No Cr = No Incising? No Species: DF #2 CL = 1.00 Cf/Cv = 1.30 Braced? No Moment = 1801 ft-# fb = 1225 psi F'b = 1341 psi Ratio: Ratio: 0.914 OK Shear = 1761 # fv = 137 psi F'v = 207 ps' 0.663 OK Transient Deflection = 0.046 in L/d = L/d Limit = 360 OK Total Load Deflection = 0.07C L/d = L/d Limit = 360 Reactions and Support Member Reations D L S Factored Support Type # of Trimmers allowable Ratio Left 599 # 1162 # Trimmer 2395 # 74% Right 599 # ".62 # Trimmer 74% Spot Footing Check UDL only on one side? Foundation Area Required Ftg Square Dim (in) Area Provided Left Reaction: 1761 # Yes Isolated 0 in See Isolated Ftg Design Right Reaction: 1761 # Yes Isolated 0 in See Isolated Ftg Design 93 �3z iw1NCED STRUCTURAL ENGINEERING, LLC Project Name Jones Project Project # 24008 Subject Headers, Beams, and Joists Version: 3.3.12 Assume trimmer studs resist 100% of header reaction and king studs resist 100% of wind and load from above. Trimmer studs are braced in x-x direction. With an applied accidental eccentricty of 1.2", 2x6 studs are controled by compression perpendicular to grain for heights up to 10' for DF#2. Beam (B)/Header (H)/Joist (J): Clear Span = 4.00 ft Design Span = Roof Floor Wall Comment DL- SL = 15 PSF DL = LL = 15 PSF DL = 10 PSF MAX LOAD USED 25 PSF 40 PSF Trib: 12.08/2+25/2 = 18.54 ft 1.33+18.08/2+11.58/2 16.16 ft 8+8 = 16.00 ft PLF Load: DL = 681 plf LL = 646 plf SL = 464 plf Factored Load = t St 1 nlf LC: D+3/4(L+5) Size: 4x8 Moment of Inertia = 111 in^4 Sx = 31 in^3 Area = 25 in^2 Cd = 1.15 Cm = No Cr = No Incising? No Species: DF #2 CL = 0.99 Cf/Cv = 1.30 Braced? No Moment = 3269 ft-# fb = 1280 psi F'b = 1337 ps' Ratio: Ratio: 0.957 OK Shear = 3145 # fv = 186 psi F'v = 207, 0.898 OK Transient Deflection = 0.03" L/d = L/d Limit = 360 OK Total Load Deflection = 0 L/d = L/d Limit = 360 1K Reactions and Support Member Reations D L 5 Factored Support Type # of Trimmers Allowable Ratio Left 1415 # 1344 # 3145 # Column Right 1415 # 44 # Column Spot Footing Check UDL only on one side? Foundation Area Required Ftg Square Dim (in) Area Provided Left Reaction: 3145 # Yes Isolated 0 in See Isolated Ftg Design Right Reaction: 3145 # Yes Isolated r 0 in N/A See Isolated Ftg Design -04Project 1/�l.d�+�' Name: Jones Project Project M 24008 Subject: Vertical Member Summary Version: 3.3.12 Vertical Member Summary Columns and Studs Columns Only Studs Only All Passing? Label Size Species Combined Stress Ratio Perp. To Grain Footing Footing Check Delfection Plys OK 1C1 4x4 DF JI2 0.30 0.09 See Isolated Ftg Design OK 1Q 6x6 HF JI2 P&T 0.03 0.13 See Isolated Ftg Design OK Sl 2x6 DF 112 0.35 0.03 OK 1 OK 1C3 4x6 DF Ii2 0.27 0.72 See Isolated Ftg Design N.G. C4 4x6 DF p2 0.53 5586.00 See Isolated Ftg Design JD) S-E BALANCED STRUCTURAL riz Label: 1C1 Height = L1 = L2 = Size = Species = Outdoor?l 8.00 ft 8.00 ft 8.00 ft 4x4 DF #2 No Vertical Loads: Source: 162 (Left) Project Name Jones Proiect Subject Column Des DL ILL SL 0.6W or 0.7E 461 # 293 0 # 0 # Eccentricity = *Accidental Eccentricity (1% of Ht in Weak Axis) Factored Vert. Load = 754 Factored Moment = 724 in-# LC: DL+LL Pin -Pin Supports F' b = F' c = M. = L.0 Fb Cf Cd Cm Ci CL (900 psi) (1.50) (1.00) (1.00) (1.00) (1.00) Fc Cf Cd Cm Ci Cp (1350 psi) (1.15) (1.00) (1.00) (1.00) (0.37) Project # 24008 Version: 3.3.12 let = 96 in b = 3.50 in d = 3.50 in Rb = W <50, OK E'min = 580000 psi FbE = 25375 psi Fb*=130ile/d =<50, OK FcE1 = 634 psi FcE2 = 634 psi Fc* = 1553 psi c = Sy = 7 in-3 fb = 101 psi Flexural Stress Ratio = 0.08 OK Area = 12 in^2 fc = 62 psi Axial Stress Ratio = 0.11 OK Combined Stress Ratio = 0.10 OK Perpendicular to Grain Check Max Applied Load Beam Width Brg Length Wood Species Cm Apply to Beam Above? Area Allowable Ratio 4x 5.50 in DF No Capcity With DF Bottom Plate = 0.73*625 = 456 psi Capcity With HF Bottom Plate = 0.73*405 = 296 psi Spot Footing Check Max Vert Reaction UDL only on one side? Foundation Area Required Ftg Square Dim (in) Area Provided No Isolated 0 in N/A See Isolated Ftg Design JD) S-E BALANCED STRUCTURAL riz Label: 1C2 Height = L1 = L2 = Size = Species = Outdoor?l 8.00 ft 8.00 ft 8.00 ft 6x6 HF 112 P&T Yes Project Name Jones Proiect Subject Column Des Vertical Loads: Source: 163 (Lef*l DL LL SL 0.6W or 0.7E 302 # 0 # Eccentricity = *Accidental Eccentricity (1% of Ht in Weak Axis) Factored Vert. Load = 484 Factored Moment = 464 in-# LC: DL+SL Pin -Pin Supports F' b = F' c = M. = L.0 Fb Cf Cd Cm Ci CL (575 psi) (1.00) (1.15) (1.00) (0.80) (1.00) Fc Cf Cd Cm Ci Cp (523 psi) (1.00) (1.15) (1.00) (0.80) (0.88) Project # 24008 Version: 3.3.12 let = 96 in b = 5.50 in d = 5.50 in Rb = U <50, OK E'min = 400000 psi FbE = 27500 psi Fb*=29ile/d = <50, OK FcE1 = 1079 psi FcE2 = 1079 psi Fc* = 481 psi c = Sy = 28 in-3 fb = 17 psi Flexural Stress Ratio = 0.03 OK Area = 30 in^2 fc = 16 psi Axial Stress Ratio = 0.04 OK Combined Stress Ratio = 0.03 OK Perpendicular to Grain Check Max Applied Load Beam Width Brg Length Wood Species Cm Apply to Beam Above? Area Allowable Ratio 4x 5.50 in HF Yes Capcity With DF Bottom Plate = 0.73*625 = 456 psi Capcity With HF Bottom Plate = 0.73*405 = 296 psi Spot Footing Check Max Vert Reaction UDL only on one side? Foundation Area Required Ftg Square Dim (in) Area Provided 484 # No Isolated 0 in N/A See Isolated Ftg Design JD) S-E BALANCED STRUCTURAL riz Label: 10 Height = L1 = L2 = Size = Species = Outdoor?l 4.00 ft 4.00 ft 4.00 ft 4x6 DF #2 No Vertical Loads: Source: Project Name Jones Proiect F64 (Left)+FB4 (Righ*l Subject Column Des DL ILL SL 0.6W or 0.7E 2829 # 2688 # 1927 # 0 # Eccentricity = *Accidental Eccentricity (1% of Ht in Weak Axis) Factored Vert. Load = 6291 # Factored Moment = 3019 in-# LC: D+3/4(L+S+EQ/Wind) Pin -Pin Supports F' b = F' c = M. = L.0 Fb Cf Cd Cm Ci CL (900 psi) (1.30) (1.15) (1.00) (1.00) (1.00) Fc Cf Cd Cm Ci Cp (1350 psi) (1.10) (1.15) (1.00) (1.00) (0.81) Project # 24008 = 1379 psi Version: 3.3.12 1e2= 48in b= 3.50in d= 5.50in Rb= lil <50,OK E'min = 580000 psi FbE = 32295 psi Fb*=1346ile/d =<50, OK FcE1 = 6260 psi FcE2 = 2535 psi Fc* = 1708 psi c = Sy = 11 in-3 fb = 269 psi Flexural Stress Ratio = 0.20 OK Area = 19 in^2 fc = 327 psi Axial Stress Ratio = 0.24 OK Combined Stress Ratio = 0.27 OK Perpendicular to Grain Check Max Applied Load Beam Width Brg Length Wood Species Cm Apply to Beam Above? Area Allowable Ratio 4x 5.50 in DF No Capcity With DF Bottom Plate = 0.73*625 = 456 psi Capcity With HF Bottom Plate = 0.73*405 = 296 psi Spot Footing Check Max Vert Reaction UDL only on one side? Foundation Area Required Ftg Square Dim (in) Area Provided 6291 # No Isolated 0 in N/A See Isolated Ftg Design JD) S-E BALANCED STRUCTURAL riz Label Height = L1 = L2 = Size = Species = Outdoor?l 8.00 ft 8.00 ft 8.00 ft 4x6 DF #2 No Vertical Loads: Source: Project Name Jones Proiect RB1 (Left)+164 (Right) Subject Column Des DL ILL SL 0.6W or 0.7E 2147# 341# 2510# 0# Eccentricity = *Accidental Eccentricity (1% of Ht in Weak Axis) Factored Vert. Load = 4657 # Factored Moment = 4471 in-# LC: DL+SL Pin -Pin Supports F' b = F' c = M. = L.0 Fb Cf Cd Cm Ci CL (900 psi) (1.30) (1.15) (1.00) (1.00) (1.00) Fc Cf Cd Cm Ci Cp (1350 psi) (1.10) (1.15) (1.00) (1.00) (0.34) Project # 24008 Version: 3.3.12 let = 96 in b = 3.50 in d = 5.50 in Rb = U <50, OK E'min = 580000 psi FbE = 16148 psi Fb* = 1346 i le/d = <50, OK FcE1 = 1565 psi FcE2 = 634 psi Fc* = 1708 psi c = Sy = 11 in-3 fb = 398 ps: Flexural Stress Ratio = 0.30 OK Area = 19 in^2 fc = 242 psi Axial Stress Ratio = 0.42 OK Combined Stress Ratio = 0.53 OK Perpendicular to Grain Check Max Applied Load Beam Width Brg Length Wood Species Cm Apply to Beam Above? Area Allowable Ratio 4x 3.50 in DF No Capcity With DF Bottom Plate = 0.73*625 = 456 psi Capcity With HF Bottom Plate = 0.73*405 = 296 psi Spot Footing Check Max Vert Reaction UDL only on one side? Foundation Area Required Ftg Square Dim (in) Area Provided 4657 # No Isolated 0 in N/A See Isolated Ftg Design Project Name: Project #: 93 SE Jones Project 24008 Subject: Version: MWCEUG UC UMLENG[NEERNG,LLC Stud Check 3.3.12 S1 Ht = 1 16.25 ft K = 1.0 x-x Braced Wall Location: End Zone Stud Size: 2x6 Plys:O Area Fb Cf Cr F'b/Cd = (900 psi) (1.30) = 1580 psi Fc Cf F'c*/Cd = (1350 psi) _ E' _ Axial Loads: Loads based on: DL = Trib = DL= 11-12 LL = 0 plf SL = 25 plf LL= SL= 50# 55 plf 2.00 ft Load from Above: Pp PL PS I = 20.80 in^4 1600000 psi S=1 7.56 in-3 E'Min = I 580000 psi (DF #2) Lateral Loads Trib Width = 1.33 Trib Area = w = w = = 1.33 ft 21.61 sqt _ -11.9 PSF -15.9 pif Cd Moment* Axial fb fc F'b FbE Fc* Cp F'c FcE Interaction DL+LL 1.0 215 in-# 110 # 28 psi .3 psi 1580 psi 1460 psi 155s psi 0.23 358 ps' 379 psi 0.02 DL+SL 1.15 312 in-# 160 # 41 psi .9 psi 1816 psi 1460 psi 1785 psi 0.20 361 psi 379 psi 0.03 DL+3/4(LL+SL) 1.15 288 in-# 148 # 38 psi .8 psi 1816 psi 1460 psi 1785 p�' 0.20 361 psi 379 psi 0.02 DL+3/4(LL+SL+W) 1.6 4999 in-# -8 psi 2527 psi 1460 psi 248 . 0.15 367 psi 379 psi 0.28 DL+W 1.6 6497 in-# 859 psi 1 13 psi 1 2527 psi ' 460 psi 2484 psi ^ ' 367 psi 379 psi 0.35 *Use accidental eccentrictiy of 1% Ht in strong axis Deflection = 0.75 in Compression perpendicular to grain: I/d = F'c-perp = 261 F625 psi Capacity = Interaction Less Than 1.0 Therefore OK Allowable L/d = 180 5156 # Stress Ratio = 0.03 OK OK Max Interaction: 0.35 Project Name: Jones Project Project #: 24008 � Subject: Version: Isolated and Other Foundation Design 3.3.12 Other Footings Source DL LL SL 0.6W or .07E Load UDL Only One Side? Foundation Area Required (sqft) Ftg Square Dim (in) Area Provided 1H2 (Left)+1133 (Left)+162 (Right)+RG2 (Left) 1367 # 0 # 2074 # 0 # 3441 # No Perimeter 24 in '.00 5 1H2 (Right)+1133 (Left)+RG2 (Right) 530 # 0 # 681 # 0 # 1211 # No Perimeter sc 24 in 6.00 sgft 1H10 (Left)+RH3 (Right) 1214 # 321 # 1 1574 # 0 # 2788 # Yes Perimeter —S sqt, 0 in 4.00 sgft Design of Isolated Footing Source DL LL SL 0.6W or .07E Load Req'd Bearing Area Square Dimensions (in) Circular Ftg Diameter (in) 1C1 461 # 293 # 0 # 0 # 754 # 1 sqft 24 in 24 in 1C2 181 # 0 # 302 # 0 # 484 # 0 sqft 24 in 24 in 161 (Left) 1288 # 233 # 1449 # 0 # 1 2737 # 2 sqft 24 in 24 in 1131 (Right)+RH8 (Right)+RB1 (Right) 1595 # 233 # 2166 # 0 # 3760 # 3 sqft 24 in 24 in RG1 (Left) 936 # 0 # 1561 # 0 # 2497 # 2 sqft 24 in 24 in FB1 (Left)+FB1 (Right) 1170 # 2247 # 0 # 0 # 3417 # 2 sqft 24 in 24 in FB3 (Left)+FB3 (Right) 1199 # 2324 # 0 # 0 # 3523 # 2 sqft 24 in 24 in 1`62 (Left)+161(Right)+FB4 (Left)+RB1(Right) 3521 # 2154 # 3314 # 0 # 7622 # 1 5 sqft 1 30 in 36 in C4 2147 # 341 # 2510 # 0 # 4657 # 3 sqft 24 in 24 in 1`134 (Left)+FB4 (Right) 2829 # 2688 # 1927 # 0 # 6291 # 4 sqft 30 in 30 in OK OK OK Project Name Project # DS-E Jones Project 24008 Subject: Version: srrtucruRAL E"C : Floor Joist Tables 3.3.12 DL = IS PSF Cr = 1.15 Floor Chace Rating = 39 Min. LL = 40 PSF Cd = 1.0 Fully Braced L/d Total Limit = 360 L/d Transient Limt = 360 Design Considerations: DL = 1S PSF LL=40PSF Fully Braced L/d Total Limit = 240 L/d Transient Limit = 360 Floor Choice Rating = 30 Min. Solid Sawn floor Joist Span Table Max Allowable Span bust 8'-" 9 bah D_f. >s2 � 16' O.C_ 11'-6' 2x8 D.F. >s2 � 16" O.C_ 14'-6' 17'-3' 2x10 D.F. it2 @ 16" O.C. � 2x12 D.F. it2 @ 16" O.C. TJI Floor Joist Span Table Max Allowable Span Till Joist 14'-0' 9-1/2' TA 110's � 16" O_C 17'-0' 11-7 8" Tll 110's � 16' O.C. 18'-0' 11-7/8" Tll 110's @ 16" O.C. W/ GYP- CEILING BELOW TJI Floor Joist Span Table Max Allowable Span Till Joist 14'-3 9-1/2' TA110's @ 19.2" O_C_ 16'-9' 11-7/8" TJI 110's @ 19.2' O.C. aFORTEWEB' Level, Floor: Joist 1 piece(s) 11 7/8" THO 210 @ 12" OC PASSED Overall Length 21 3 1.2 r 20' 8 1/2" a a Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 580 @ 2 1/2" 1134 (2.25") Passed (51%) 1.00 1.0 D + 1.0 L (All Spans) Shear (Ibs) 569 @ 3 1/2" 1655 Passed (34%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 2996 @ 10' 7 3/4" 3795 Passed (79%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.496 @ 10' 7 3/4" 0.522 Passed (L/505) 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.682 @ 10' 7 3/4" 1.044 Passed (L/367) 1.0 D + 1.0 L (All Spans) TJ-ProT"' Rating 38 38 Passed • Deflection criteria: LL (L/480) and TL (L/240). • Allowed moment does not reflect the adjustment for the beam stability factor. • A structural analysis of the deck has not been performed. • Deflection analysis is based on composite action with a single layer of 23/32" Panel (24" Span Rating) that is glued and nailed down. • Additional considerations for the TJ-ProTm Rating include: 1/2" Gypsum ceiling. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Factored 1 - Stud wall - SPF 3.50" 2.25" 1.75" 160 426 586 1 1/4" Rim Board 2 - Stud wall - SPF 3.50" 2.25" 1.75" 160 426 586 1 1/4" Rim Board • Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 4' 2" o/c Bottom Edge (Lu) 21' 1" o/c •TJI joists are only analyzed using Maximum Allowable bracing solutions. -Maximum allowable bracing intervals based on applied load. Vertical Load Location Spacing Dead (0.90) Floor Live (1.00) Comments 1 - Uniform (PSF) 0 to 21' 3 1/2" 12" 15.0 40.0 Default Load Member Length : 21' 1" System : Floor Member Type : Joist Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by joshm@balancedse.com ForteWEB Software Operator Job Notes Joshua Mergens Balanced Structural Engineering (253) 341-7139 JoshM@BalancedSE.com 3/13/2024 10:17:22 PM UTC ForteWEB 0.7, Engine: V8.4.0.40, Data: V8.1.5.0 Weyerhaeuser File Name: 24008 RENOVATE CONSTRUCTION Paget/4 aFORTEWEB' Level, Copy of Floor: Joist 1 piece(s) 11 7/8" THO 360 @ 16" OC PASSED r 20' 8 1/2" a a Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 773 @ 2 1/2" 1202 (2.25") Passed (64%) 1.00 1.0 D + 1.0 L (All Spans) Shear (Ibs) 759 @ 3 1/2" 1705 Passed (45%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 3995 @ 10' 7 3/4" 6180 Passed (65%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.511 @ 10' 7 3/4" 0.522 Passed (L/490) 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.702 @ 10' 7 3/4" 1.044 Passed (L/357) 1.0 D + 1.0 L (All Spans) TJ-ProT"' Rating 37 37 Passed • Deflection criteria: LL (L/480) and TL (L/240). • Allowed moment does not reflect the adjustment for the beam stability factor. • A structural analysis of the deck has not been performed. • Deflection analysis is based on composite action with a single layer of 23/32" Panel (24" Span Rating) that is glued and nailed down. • Additional considerations for the TJ-ProTm Rating include: 1/2" Gypsum ceiling. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Factored 1 - Stud wall - SPF 3.50" 2.25" 1.75" 213 568 781 1 1/4" Rim Board 2 - Stud wall - SPF 3.50" 2.25" 1.75" 213 568 781 1 1/4" Rim Board • Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 4' 7" o/c Bottom Edge (Lu) 21' 1" o/c •TJI joists are only analyzed using Maximum Allowable bracing solutions. -Maximum allowable bracing intervals based on applied load. Vertical Load Location Spacing Dead (0.90) Floor Live (1.00) Comments 1 - Uniform (PSF) 0 to 21' 3 1/2" 16" 15.0 40.0 Default Load Member Length : 21' 1" System : Floor Member Type : Joist Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by joshm@balancedse.com ForteWEB Software Operator Job Notes Joshua Mergers Balanced Structural Engineering (253) 341-7139 JoshM@BalancedSE.com 3/13/2024 10:17:22 PM UTC ForteWEB 0.7, Engine: V8.4.0.40, Data: V8.1.5.0 Weyerhaeuser File Name: 24008 RENOVATE CONSTRUCTION Page 3/4 aFORTEWEB' Level, Floor: Joist OVERHUNG 1 piece(s) 11 7/8" T]I@ 110 @ 16" OC PASSED 2' 4 1;2" Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 991 @ 2' 6 1/4" 1935 (3.50") Passed (51%) 1.00 1.0 D + 1.0 L (All Spans) Shear (Ibs) 630 @ 20' 4" 1560 Passed (40%) 1.00 1.0 D + 1.0 L (Alt Spans) Moment (Ft-Ibs) 2756 @ 11' 9" 3160 Passed (87%) 1.00 1.0 D + 1.0 L (Alt Spans) Live Load Defl. (in) 0.405 @ 11' 5 5/8" 0.447 Passed (L/530) 1.0 D + 1.0 L (Alt Spans) Total Load Defl. (in) 0.519 @ 11' 6 13/16" 0.895 Passed (L/414) 1.0 D + 1.0 L (Alt Spans) TJ-ProT"' Rating 41 40 Passed • Deflection criteria: LL (L/480) and TL (L/240). • Overhang deflection criteria: LL (2L/480) and TL (2L/240). • Allowed moment does not reflect the adjustment for the beam stability factor. • A structural analysis of the deck has not been performed. • Deflection analysis is based on composite action with a single layer of 23/32" Panel (24" Span Rating) that is glued and nailed down. • Additional considerations for the TJ-ProT"^ Rating include: 1/2" Gypsum ceiling. • Permanent bracing at third points in the back span or a direct applied ceiling over the entire back span length is required at the left span of the member. See literature detail (PB1) For clarification. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Factored 1 - Stud wall - SPF 3.50" 3.50" 3.50" 370 621 991 Blocking 2 - Stud wall - SPF 5.50" 4.25" 1.75" 166 497/-4 663 1 1/4" Rim Board • Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 3' 4" o/c Bottom Edge (Lu) 7' 4" o/c •TJI joists are only analyzed using Maximum Allowable bracing solutions. -Maximum allowable bracing intervals based on applied load. Vertical Loads Location Spacing Dead (0.90) Floor Live (1.00) Comments 1 - Uniform (PSF) 0 to 20' 9 1/2" 16" 15.0 40.0 Default Load 2 - Point (PLF) 0 16" 90.0 - WALL LOAD Member Length : 20' 8 1/4" System : Floor Member Type : Joist Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -parry certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by joshm@balancedse.com ForteWEB Software Operator Job Notes Joshua Mergens Balanced Structural Engineering (253) 341-7139 JoshM@BalancedSE.com 3/13/2024 10:17:22 PM UTC ForteWEB 0.7, Engine: V8.4.0.40, Data: V8.1.5.0 Weyerhaeuser File Name: 24008 RENOVATE CONSTRUCTION Page 4/4 Project Name Project # TFjDJones Project 24008 D Subject Version: Lateral Design 3.3.12 LATERAL DESIGN Project Name Project # TD rJ Jones Project 24008 \� D Subject Version: ®A�ree�®SMUw_:____: __. -- ATC Hazards Information 3.3.12 ASC E ASCE Hazards Report Address: Standard: ASCE;'SEI7.16 Latitude: 47,823911 19303 88th Ave W Risk Category: 11 Longitude: -122.351147 Edmonds, Washington Soil Class: D • Default (see Elevation: 387,16480162483754 ft 98026 Section 11.4.3) (NAVD 88) Seismic Site Soil Class: D - Default (see Section 11.4.3) Results: S : 1.296 Sp, N/A S, 0.458 TL 6 F, 1.2 PGA: 0.553 F, : N; A PGA ,,, : 0.664 Sras 1.555 FPGA 1.2 Sr.11 N; A Id : 1 Sos 1.037 C : 1.359 Ground motion hazard analysis may be required. See ASCE:SEI 7-16 Section 11.4.8. Data Accessed: Mon Mar 11 2024 Date Source: USGS Seismic Design Maps Project Name Project # Jones Project 24008 DSubject Version: a^uN�E®UCTUR Lateral Legend - FIRST LEVEL 3.3.12 5 6 1 2 3 4 � A' I I ' , 'Ibw.M�eMOw I —B— I I , H� � C °.ET 3 C eeo oow G i G - 1 g 6 Project Name Project # Jones Project 24008 DSubject Version: a^uN�EDUCTUR Lateral Legend - SECOND LEVEL 3.3.12 5 � A 1 2 3 �= 4 - A A@ ®—® B o - B CENTxY C 9�TM Mrt° J WWYMY .rm x LL D rnm J ' _ J -F/ T 3 i � 1 Ex.°x ..oae�Ex--, ^° E LL . * 3rti�x6 �❑� : 6xDDx F ® e a aUl G G �AA■■ d — oo.orr.u� 'C—... • — — — — — cxwEA�R rrDEG�Ke V 1� 2 3 5 Project Name: Project #: Jones Project 24008 133ESubject: Version: anuXCED SPAURURAL EXGINEERING. LLC Seismic Analysis 3.3.12 Seismic Analysis: IBC 2018 / ASCE 7-16 Site Class: D (Default) (IBC 1613.3.2, ASCE Table 20.3-1) Site Coefficients: (From https:Hhazards.atcouncil.org/) Ss= 1.296 Fa= 1.zuu SI = 0.458 Fv = 1.842 SMs= Fa * SS = 1.555 (IBC Eq.16-37) SMI= Fv * SI = 0.844 (IBC Eq.16-38) Spectral Response Parameters: Sos= 2/3 * SMs = 1.037 (IBC Eq.16-39) SDI= 2/3 * SMI = 10.562 (IBC Eq.16-40) Structure Period: Ta= Ct * (hn)x= 0.2118 (ASCE Eq. 12.8-7) hn = 23.25 ft Structural Height Ct = 0.02 (ASCE Table 12.8-2) x = 0.75 (ASCE Table 12.8-2) Cu = (ASCE Table 12.8-1) T(MAX) = Cu * Ta = (ASCE 12.8.2) Risk Category: i or i1 w I or 11, III, IV (ASCE Table 1.5-1) IE = (ASCE Table 1.5-2) Seismic Design Category: (IBC 1613.3.5, ASCE 11.6) Seismic Design Category(SDs): IBC Table 1613.3.5(1), ASCE Table 11.6-1 Short Period (SDs) Seismic Design Category(SD1): IBC Table 1613.3.5(2), ASCE Table 11.6-2 1 Second Period (SDI) Seismic Response Coefficients: Cs =Sos/(R/IE) _ R = Oo = Cd = IE = CS(Max) = SDI / ((R / IE) * Ta) = SD1*TL / ((R / IE) * TaA2)= CS(Min) = 0.044 SDs 1 >=.01 = Not Required S1<=0.6g (ASCE Eq 12.8-2) (ASCE 7 Table 12.2-1) (ASCE Table 1.5-2) (ASCE Eq 12.8-3) (ASCE Eq 12.8-4) (ASCE Eq 12.8-5) (ASCE Eq 12.8-6) 6.50 3.00 4.00 1.00 0.41 0.41 30.87 0.05 0.05 V = Cs * W = Va = 0.7*Cs * W = W (Ultimate, LRFD) W (Service, ASD) (Wood Sheathed Shearwalls) for T <= TL OK TL= 16 for T <= TL OK ASCE Section 12.8 & 11.4.5 (ASCE fig. 22-12 thru 22-16) Project Name: Project #: OB SE Jones Project 24008 Subject: Version: s MCED9MUCMU LENGINEENING,LLC Seismic Forces 3.3.12 Building Weight: Weight Tributary to Level 1: Pf = 25 PSF Floor Area = ± 0 sgft Wt Floor = 15 PSF Roof Area = ± 2704 sgft Wt Roof = 15 PSF (0)(15)+(2704)(15+0) = 40564 Pf<30, No SL 0 PSF Linear ft of Ext Walls Below = ± 281.17 ft Wt Wall = Ht of Walls Below = 8.00 ft Wall Weight = (281)(10)(8/2) _ Linear ft of Int Wall Below = ± 244.76 ft Wt Wall = 8 PSF (245)(8)(8/2) = Total Weight Tributary to Level 1 Weight Tributary to Level 2: Floor Area = ± 2220 sgft Wt Floor = 15 PSF Roof Area = ± 294 sgft Wt Roof = 15 PSF (2220)(15)+(294)(15+0) = Pf<30, No SL 0 PSF Linear ft of Ext Walls Below = ± 301.95 ft Wt Wall = SF Height Walls Below = 8.00 ft (302)(10)(8/2) = Linear ft of Int Wall Below = ± 264.27 ft Wt Wall =0 (264)(8)(8/2) = 845i , Weight From Walls Above = F 19079 # Total Weight Trib to Level 2 = 77324 # Project Name: Project #: SE Jones Project 24008 11-B Subject: Version: uuNCED srNUcruanL ENGINEENINGLLL Seismic Forces 3.3.12 Total Building Weight = libyb/ Total Base Shears: V = (0.160 )(136967 #) = 21847 # (Ultimate, LRFD) V = (0.114 )(136967 #) = 15605 # (Service, ASD) Project Name: Project #: 1!.B SE Jones Project 24008 Subject: Version: 9ALANCED STNU°TUMLENGINEENINGLLL Seismic Forces 3.3.12 Vertical Distribution of Seismic Forces Per ASCE 12.8.3: Total Seismic Load = 15605 # (Service) k = F 1549131 100.L 15605 # Diaphragm Weight Height Weight*Ht^k Cvx (%) Fx Level 1 16.25 ft 96919_ Level 2 7.50 ft 579932 5842 # Numbered Shear Lines Lettered Shear Lines p pQE Cumulative p pQE Cumulative Level 1 1.3 12692 # 12692 # 1.3 12692 # 12692 # Level 2 1.3 7595 # 20287 # 1.3 7595 # 20287 # Project Name: Project #: 9TOD Jones Project 24008 Subject: Version: LD)SE BALANCED STRUCTUR Wind Pressures 3.3.12 Roof Type Pitched Exp = V= Kzt = Enclosure: Enclosed z = 18.25 ft (Highest Z) h = 23.25 ft Pitch 6:12 Kd = 0.85 Ke = qz= 0.00256KzKztKdKeVA2 Kz = qz = qh = 0.00256KhKztKdVA2 Kh = O.L qh = 13,61 PSF P = gGCp-gi(GCpi) G = 0.85 Gcpi = L = 64.92 ft (Note a smaller L/B is conservative, use smaller L/B B = 66.50 ft from each orthoganal direction to be conservative ) Roof Area = 0 sqft (Per Side of Ridge for pitched, 0 is conservative) Walls Location Cp P @Wall P Net P Wall (+Gcpi) P Wall (- Gcpi) Windward Wall 11.09 PSF 14.42 PSF Leeward Wall -3.34 PSF Side Wall -8.10 PSF 0.00 PSF Normal to Ridge Windward P @Roof Leeward P @Roof P-Net Lateral Cp A CP B P-Up P-Down P-Up Normal to Ridge Theta<10 and Parallel to Ridge Horz. Distance From End LC A LC B P-UP P-Down P-Net Lat 0 to h/2 -1 -,5F h/2 to h -0. 79 PSF h to 2h -0.18 -6.80 PSF 0.00 PSF >2h -0," ' 80 PSF 0.00 P' Parpets, Pp = gp(GCpn) GCpn Pp z @Top of Parapet = 0.00 ft Windard 1.5 qp = qz @Top of Parapet = Leeward 1.0 I SE Project Name: Jones Project Project #: 24008 Subject: Wind Loading Version: 3.3.12 Wind From 1-4 Diaphragm Total Horz. Dist. Z ** Location Area Pressure *** Load Min Pressure Min Load Story Shear (Ultimate) Story Shear (Service) W (Service) Base Shear (Service) Level 1 37.58 ft 18.25 ft Roof Normal to Ridge = 150 sgft 4.07 PSF 8 PSF 1198 # 4479 # 2687 # 72 PLF 5672 # Roof Paralell to Ridge = 0 sgft 6.48 PSF* 0 J; 8 PSF 0 # Windward Parapets = 0 sgft 18.02 PSF " ' 8 PSF 0 # Leeward Parpets = 0 sgft 12.01 PSF 8 PSF 0 # Walls Trib. to Diaphragm = 205 sgft 14.42 PSF 295i 16 PSF 3281 # Level 2 37.58 ft 9.50 ft Roof Normal to Ridge = 0 sgft 4.07 PSF 8 PSF 0 # 4975 # 2985 # 79 PLF Roof Paralell to Ridge = 0 sgft 6.48 PSF* 8 PSF 0 # Windward Parapets = 0 sgft 18.02 PSF U r, 8 PSF 0 # Leeward Parpets = 0 sgft 12.01 PSF 0 # 8 PSF 0 # Walls Trib. to Diaphragm = 311 sgft 13.95 PSF 4339 # 16 PSF 4975 # Wind From 2-4 Diaphragm Total Horz. Dist. Z** Location Area Pressure*** Load Min Pressure Min Load Story Shear (Ultimate) Story Shear (Service) W (Service) Base Shear (Service) Level 1 14.92 ft 18.25 ft Roof Normal to Ridge = 76 sgft 4.07 PSF 308 # 8 PSF 605 # 605 # 363 # 24 PLF Roof Paralell to Ridge = 0 sgft 6.48 PSF* 0 # 8 PSF 0 # Windward Parapets = 0 sgft 18.02 PSF 0 # 8 PSF 0 # Leeward Parpets = 0 sgft 12.01 PSF 0 # 8 PSF 0 # Walls Trib. to Diaphragm = 0 sgft 14.42 PSF 0 # 16 PSF 0 # Level 2 14.92 ft 9.50 ft Roof Normal to Ridge = 121 sgft 4.07 PSF 492 # 8 PSF 967 # 1862 # 1117 # 75 PLF 1480 # Roof Paralell to Ridge = 0 sgft 6.48 PSF* 0 # 8 PSF 0 # Windward Parapets = 0 sgft 18.02 PSF 0 # 8 PSF 0 # Leeward Parpets = 0 sgft 12.01 PSF 0 # 8 PSF 0 # Walls Trib. to Diaphragm = 56 sgft 13.95 PSF 781 # 16 PSF 895 # I SE Project Name: Jones Project Project #: 24008 Subject: Wind Loading Version: 3.3.12 Wind From 3-4 Diaphragm Total Horz. Dist. Z ** Location Area Pressure *** Load Min Pressure Min Load Story Shear (Ultimate) Story Shear (Service) W (Service) Base Shear (Service) Level 1 10.42 ft 18.25 ft Roof Normal to Ridge = 0 sgft 4.0; 8 PSF 0 # 0 # 0 # 0 PLF Roof Paralell to Ridge = 0 sgft 6.48 PSF' 8 PSF 0 # Windward Parapets = 0 sgft 18.02 PSF 8 PSF 0 # Leeward Parpets = 0 sgft 12.01 PSF 8 PSF 0 # Walls Trib. to Diaphragm = 0 sgft 14.42 PSF 16 PSF 0 # Level 2 10.42 ft 9.50 ft Roof Normal to Ridge = 0 sgft 4.07 PSF 8 PSF 0 # 0 # 0 # 0 PLF 0 # Roof Paralell to Ridge = 0 sgft 6.48 PSF* 8 PSF 0 # Windward Parapets = 0 sgft 18.02 PSF u s 8 PSF 0 # Leeward Parpets = 0 sgft 12.01 PSF 0 # 8 PSF 0 # Walls Trib. to Diaphragm = 0 sgft 13.95 PSF 0 # 16 PSF 0 # Wind From 4-6 Diaphragm Total Horz. Dist. Z** Location Area Pressure*** Load Min Pressure Min Load Story Shear (Ultimate) Story Shear (Service) W (Service) Base Shear (Service) Level 1 25.42 ft 18.25 ft Roof Normal to Ridge = 101 sgft 4.07 PSF 40^ u 8 PSF 804 # 1147 # 688 # 27 PLF Roof Paralell to Ridge = 0 sgft 6.48 PSF* 8 PSF 0 # Windward Parapets = 0 sgft 18.02 PSF 0 h 8 PSF 0 # Leeward Parpets = 0 sgft 12.01 PSF 0 # 8 PSF Walls Trib. to Diaphragm21 sgft 14.42 PSF16 PSFPE Level2 25.42 ft 9.50 ft Roof Normal to Ridge = 229 sgft 4.07 PSF 931 8 PSF 3355 # 2013 # 79 PLF 2701 # Roof Paralell to Ridge = 0 sgft 6.48 PSF* 0 # 8 PSF Windward Parapets 0 sgft 18.02 PSF 8 PSF Leeward Parpets = 0 sgft 12.01 PSF G s 8 PSF 0 # Walls Trib. to Diaphragm = 95 sgft 13.95 PSF 1330 # 16 PSF 1525 # Project Name: Project #: -aTQ-)Jones Project 24008 IDSubject: Version: Wind Loading 3.3.12 *Avg Pressure Based on Horiz Distance **Z @ Top of Tributary Height of Walls at Each Diaphragm ***Wall Pressures are Adjusted Based on Z -aTQ-)Jones IDSubject: Project Name: Project Project #: 24008 Wind Loading Version: 3.3.12 Wind from A-C Diaphragm Total Horz. Dist. Z ** Location Area Pressure *** Load Min Pressure Min Load Story Shear (Ultimate) Story Shear (Service) W (Service) Base Shear (Service) Level 1 20.58 ft 18.25 ft Roof Normal to Ridge = 165 sgft 4.07 PSF 8 PSF 1317 # 2634 # 1580 # 77 PLF Roof Paralell to Ridge = 0 sgft 6.48 PSF* 0 J; 8 PSF 0 # Windward Parapets = 0 sgft 18.02 PSF " ' 8 PSF 0 # Leeward Parpets = 0 sgft 12.01 PSF 8 PSF 0 # Walls Trib. to Diaphragm = 82 sgft 14.42 PSF 118i 16 PSF 1317 # Level 2 20.58 ft 9.50 ft Roof Normal to Ridge = 0 sgft 4.07 PSF 8 PSF 0 # 2552 # 1531 # 74 PLF 3111 # Roof Paralell to Ridge = 0 sgft 6.48 PSF* 8 PSF 0 # Windward Parapets = 0 sgft 18.02 PSF 04 8 PSF 0 # Leeward Parpets = 0 sgft 12.01 PSF 0 # 8 PSF 0 # Walls Trib. to Diaphragm = 159 sgft 13.95 PSF 2225 # 16 PSF 2552 # Wind from B-D Diaphragm Total Horz. Dist. Z** Location Area Pressure*** Load Min Pressure Min Load Story Shear (Ultimate) Story Shear (Service) W (Service) Base Shear (Service) Level 1 18.83 ft 18.25 ft Roof Normal to Ridge = 17 sgft 4.07 PSF 71 * SF 139 # 2069 # 1242 # 66 PLF Roof Paralell to Ridge = 0 sgft 6.48 PSF* 8 PSF 0 # Windward Parapets = 0 sgft 18.02 PSF J R 8 PSF 0 # Leeward Parpets = 0 sgft 12.01 Pr' 8 PSF 0 # Walls Trib. to Diaphragm = 121 sgft 14.4: 16 PSF 1930 # Level 2 18.83 ft 9.50 ft Roof Normal to Ridge = 0 sgft 4.07 P�� 8 PSF 0 # 2335 # 1401 # 74 PLF 2643 # Roof Paralell to Ridge = 0 sgft 6.4R PSF* I s g PSF 0 # Windward Parapets = 0 sgft 8 PSF 0 # Leeward Parpets = 0 sgft 1. 8 PSF 0 # Walls Trib. to Diaphragm = 146 sgft 13.95 PSF 20" 16 PSF 2335 # I SE Project Name: Jones Project Project #: 24008 Subject: Wind Loading Version: 3.3.12 Wind from C-D Diaphragm Total Horz. Dist. Z ** Location Area Pressure *** Load Min Pressure Min Load Story Shear (Ultimate) Story Shear (Service) W (Service) Base Shear (Service) Level 1 12.08 ft 18.25 ft Roof Normal to Ridge = 54 sgft 4.0; 8 PSF 433 # 1416 # 850 # 70 PLF Roof Paralell to Ridge = 0 sgft 6.48 PSF* 0 J; 8 PSF 0 # Windward Parapets = 0 sgft 18.02 PSF - ' 8 PSF 0 # Leeward Parpets = 0 sgft 12.01 PSF 8 PSF 0 # Walls Trib. to Diaphragm = 61 sgft 14.42 PSF 887. 16 PSF 984 # Level 2 12.08 ft 9.50 ft Roof Normal to Ridge = 8 sgft 4.07 PSF 3' 8 PSF 64 # 1562 # 937 # 78 PLF 1787 # Roof Paralell to Ridge = 0 sgft 6.48 PSF* 8 PSF 0 # Windward Parapets = 0 sgft 18.02 PSF 04 8 PSF 0 # Leeward Parpets = 0 sgft 12.01 PSF 0 # 8 PSF 0 # Walls Trib. to Diaphragm = 94 sgft 13.95 PSF 1306 # 16 PSF 1498 # Wind from D-E Diaphragm Total Horz. Dist. Z** Location Area Pressure*** Load Min Pressure Min Load Story Shear (Ultimate) Story Shear (Service) W (Service) Base Shear (Service) Level 1 13.58 ft 18.25 ft Roof Normal to Ridge = 31 sgft 4.07 PSF 126 # 8 PSF 247 # 1250 # 750 # 55 PLF 750 # Roof Paralell to Ridge = 0 sgft 6.48 PSF* 0 # 8 PSF 0 # Windward Parapets = 0 sgft 18.02 PSF 0 # 8 PSF 0 # Leeward Parpets = 0 sgft 12.01 PSF 0 # 8 PSF 0 # Walls Trib. to Diaphragm = 63 sgft 14.42 PSF 904 # 16 PSF 1003 # -aTQ-)Jones IDSubject: Project Name: Project Project #: 24008 Wind Loading Version: 3.3.12 Wind from D-F Diaphragm Total Harz. Dist. Z** Location Area Pressure*** Load Min Pressure Min Load Story Shear (Ultimate) Story Shear (Service) W (Service) Base Shear (Service) Level 2 23 " 9.50 ft Roof Normal to Ridge = 0 sgft 4.07 PSF 8 PSF 0 # 2972 # 1783 # 77 PLF 1783 # Roof Paralell to Ridge = 0 sgft 6.48 PSF* 0 # 8 PSF 0 # Windward Parapets = 0 sgft 18.02 PSF r ` 8 PSF 0 # Leeward Parpets = 0 sgft 12.01 PSF 8 PSF 0 # Walls Trib. to Diaphragm = 186 sgft 13.95 PSF 2592 # 16 PSF 2972 # Wind from E-G Diaphragm Total Horz. Dist. Z** Location Area Pressure*** Load Min Pressure Min Load Story Shear (Ultimate) Story Shear (Service) W (Service) Base Shear (Service) Level 1 12.00 ft 18.25 ft Roof Normal to Ridge = 8 sgft 4.07 PSF 34 # 8 PSF 66 # 1040 # 624 # 52 PLF 624 # Roof Paralell to Ridge = 0 sgft 6.48 PSF* 0 # 8 PSF 0 # Windward Parapets = 0 sgft 18.02 PSF 0 # 8 PSF 0 # Leeward Parpets = 0 sgft 12.01 PSF 0 # 8 PSF 0 # Walls Trib. to Diaphragm = 61 sgft 14.42 PSF 878 # 16 PSF 974 # Project Name: Project #: -aTQ-)Jones Project 24008 IDSubject: Version: Wind Loading 3.3.12 *Avg Pressure Based on Horiz Distance **Z @ Top of Tributary Height of Walls at Each Diaphragm ***Wall Pressures are Adjusted Based on Z -gTQ-)Jones IDSubject: Project Name: Project Project #: 24008 Wind Loading Version: 3.3.12 DIAPHRAGM TOTAL WIND NUMBERED LINES WIND NUMBERED CUM. TOTAL WIND LETTERED LINES WIND LETTERED CUM. Level 1 5326 # 5326 # 5046 # 5046 # Level 2 7721 # 13047 # 7270 # 12316 # .91 Q �� 'Da UC UR Project Name: Jones Project Project #: 24008 Subject: Diaphgram Distribution Version: 3.3.12 Diaphragms Level 1 Wind: 109.92 ft Diaphram W L B Aspect Ratio Open Front? V v Diaphragm Type Floor or Roof? Capacity D/C Ratio M T=C 1 to 4 72 PLF 37.58 ft 18.83 ft No 71 PLF Unblocked Case 3 Roof 12624 ft-# 670 # 2 to 4 14.92 ft 12.00 ft 1.2 No 15 PLF Unblocked Case 3 Roof 77 ft-# 5E 3 to 4 0 PLF 10.42 ft 13.67 ft No 0 PLF Unblocked Case 3 Roof 0 ft-# 0 4 to 6 27 PLF 25.42 ft 26.34 ft No 13 PLF Unblocked Case 3 Roof 2186 ft-# 8_ 5 to 6 21.58 ft 20.67 ft No 38 PL. Unblocked Case 3 Roof 4283 ft-# 20 Diaphram W L B Aspect Ratio Open Front? V v Diaphragm Type Floor or Roof? Capacity D/C Ratio M T=C A to C 77 PL. 20.58 ft 21.58 ft No 790 # 37 PLF Unblocked Case 3 Roof 170 PLF 1.2 4065 ft-# 188 # B to D 66 PLI 18.83 ft 37.58 ft No 621 # 17 PLF Unblocked Case 3 Roof 170 PLF 1.1 2922 ft-# 78 # C to D 70 PLI 12.08 ft 25.42 ft No 425 # 17 PLF Unblocked Case 3 Roof 170 PLF 1.1 1283 ft-# 50 # D to E 55 PLI 13.58 ft 35.75 ft No 375 # 10 PLF Unblocked Case 3 Roof 170 I.0 1273 ft-# 36 # E to G 52 PLF 12.00 ft 14.92 ft No 312 # 21 PLF Unblocked Case 3 Roof 170 NLr 0.12 936 ft-# 63 # TO)Q .91 SE Project Name: Jones Project Project #: 24008 Subject: Version: 'DS UL UNAL ENGINEEREUG LLC Diaphgram Distribution 3.3.12 Level 1 Seismic: Total Seismic Force = 12692 # (From previous sheet) 109.92 ft 2145 sqf 100.0 12692 # Total Seismic Force = 1.2692 P (From previous sheet) 77.07 ft 2123 sqft 100.0 12692 # See following sheets for seismic diaphragm design Diaphram L B Diaphrgm Area Aspect Ratio Open Front? % Force W V 1 to 4 37.58 ft lo.oa i L No 33.0 4188 # 111 PLF 2094 # 2 to 4 14.92 ft 12.00 ft No 8.3 1060 # 71 PLF 530 # 3 to 4 10.42 ft J 6.6 843 # 81 PLF 421 # 4 to 6 25.42 ft 26.34 ft j70 sgfL 1.L No 31.2 3962 # 156 PLF 1981 # 5 to 6 21.58 ft 20.67 ft 446 sgft 1.0 No 20.8 2640 # 122 PLF 1320 # Diaphram L B Diaphrgm Area Aspect Ratio Open Front? % Force W V A 20.58 ft 21.58 ft q No 20.9 2655 # 129 PLF 1327 # B to L 18.83 ft 37.58 ft 708 sgtL u.5 No 33.3 4230 # 225 PLF 2115 # C to C 12.08 ft 25.42 ft 307 sgft 0.5 No 14.5 1836 # 152 PLF 918 # D to E 13.58 ft 35.75 ft 485 sgft 0.4 No 22.9 2902 # 214 PLF 1451 # E to C 12.00 ft 14.92 ft 179 sgft 0.8 No 8.4 1070 # 89 PLF 535 # TO)Q .91 SE 'DS UL UNAL ENGINEEREUG LLC Project Name: Jones Project Project #: 24008 Subject: Diaphgram Distribution Version: 3.3.12 Level 2 Wind: Diaphram W L B Aspect Ratio Open Front? V v Diaphragm Type Floor or Roof? Capacity D/C Ratio M T=C 1 to 4 37.58 ft 18.83 ft No 1493 # 79 PLF Unblocked Case 3 Floor 0.37 14022 ft-# 745 # 2 to 4 14.92 ft 19.83 ft No 559 # 28 PLF Unblocked Case 3 Floor 'n83 ft-# 105 # 3 to 4 10.42 ft 13.67 ft No 0 # 0 PLF Unblocked Case 3 Floor :t-# 0 # 4 to 6 79 PLi 25.42 ft 25.42 ft i... No 1006 # 40 PLF Unblocked Case 3 Floor L15 PLF 6395 ft-# 252 # 5 to 6 74 � 21.58 ft 20.58 ft 1.0 No 803 # 39 PLF Unblocked Case 3 Floor t15 PLF 4331 ft-# 210 # Diaphram W L B Aspect Ratio Open Front? V v Diaphragm Type Floor or Roof? Capacity D/C Ratio M T=C A to C 74 PI' 20.58 ft 21.58 ft No 766 # 35 PLI Unblocked Case 3 Floor 3939 ft-# 183 # B to D 18.83 f; 37.58 ft No 700 # 19 PL Unblocked Case 3 Floor I.0 3297 ft-# 88 # C to D /x PL. 12.08 ft 25.42 ft No 469 # 18 PLI Unblocked Case 3 Floor 215 PLF I.0 1415 ft-# 56 # D to F 77 PLI 23.25 ft 25.42 ft No 892 # 35 PLI Unblocked Case 3 Floor 215 PLF 1.1 5183 ft-# 204 # E to H 77 PLI 19.83 ft 14.92 ft No 760 # 51 PLI Unblocked Case 3 Floor 215 PLF 1.2 3766 ft-# 252 # A to A' 14 PLI 7.25 ft 9.75 ft Yes 10 PL. Unblocked Case 3 Roof 170 PLF I.0 355 ft-# 36 # TO)Q .91 SE Project Name: Jones Project Project #: 24008 Subject: Version: 'DS UL UIIAL ENGINEEREUG. LLC Diaphgram Distribution 3.3.12 Level 2 Seismic: Total Seismic Force = 7595 # (From previous sheet) 99.50 ft 2094 sqf 100.0 7595 # Total Seismic Force = "^` (From previous sheet) Diaphram L B Diaphrgm Area Aspect Ratio Open Front? % Force W V 1 to 4 37.58 ft 18.6a I L No 33.8 2567 # 68 PLF 1283 # 2 to 4 14.92 ft 19.83 ft No 14.1 1073 # 72 PLF 537 # 3to4 O.00ft II-J 0.0 0# OPLF 0# 4 to 6 25.42 ft 25.42 ft j46 sgfL 1.L No 30.9 2344 # 92 PLF 1172 # 5 to 6 21.58 ft 20.58 ft 444 sgft 1.0 No 21.2 1611 # 75 PLF 805 # Diaphram L B Diaphrgm Area Aspect Ratio Open Front? % Force W V A 20.58 ft 21.58 ft q No 18.4 1396 # 68 PLF 698 # B to L 18.83 ft 37.58 ft 708 sgtL u.5 No 29.3 2224 # 118 PLF 1112 # C to C 12.08 ft 25.42 ft 307 sgft 0.5 No 12.7 965 # 80 PLF 483 # D to I 23.25 ft 25.42 ft 591 sgft 0.9 No 24.5 1858 # 80 PLF 929 # E to F. 19.83 ft 14.92 ft 296 sgft 1.3 No 12.2 930 # 47 PLF 465 # A to A' 7.25 ft 9.75 ft 71 sgft 0.7 Yes 2.9 222 # 31 PLF 222 # jLJ1 �f Project Name: Jones Project Project #: 24008 l�/J] Subject: Version: �o��..m■�-u= Seismic Diaphragm Forces 3.3.12 Diaphragm Forces, ASCE 7-16, 12.10 n " Design Level Fx Fi Wx Wi Fpx Fmin Finax Base Shear jLJ1 �� Project Name: Jones Project Project #: 1 24008 l/J] Subject: Seismic Diaphragm Forces Version: 3.3.12 Level 1 Seismic: Total Seismic Force = 9763 # (From previous sheet) Diaphrgm Aspect 109.92 ft 2145 sgft 100.0 9763 # Total Seismic Force = 9763 # (From previous sheet) Diaphragm L B Area Ratio Open Front? % Force W V v Diaphragm Type Floor or Roof? Capacity D/C Ratio M T=C 37.58 ft 18.83 ft 708 sgft 2.00 N 32.9939 3221 # 86 PLF 1611 # 86 PLF Unblocked Case 3 Roof 0 PLF 0.50 15132 ft-# 804 # z to 4 14.92 ft 12.00 ft 179 sgft 1.24 No 8.34789 815 # 55 PLF 408 # 34 PLF Unblocked Case 3 Roof 170 PLF 0.20 1520 ft-# 127 # 3 to 4 10.42 ft 13.67 ft 142 sgft 0.76 No 6.64145 648 # 62 PLF 324 # 24 PLF Unblocked Case 3 Roof 170 PLF 0.14 845 ft-# 62 # 4 to 6 25.42 ft 26.34 ft 670 sgft 0.97 No 31.2189 3048 # 120 PLF 1524 # 58 PLF Unblocked Case 3 Roof 170 PLF 0.34 9685 ft-# 368 # 5 to 6 21.58 ft 20.67 ft 446 sgft 1.04 No 20.7978 2031 # 94 PLF 1015 # 49 PLF Unblocked Case 3 Roof 170 PLF 0.29 5477 ft-# 265 # Diaphragm L B Diaphrgm Area Aspect Ratio Open Front? % Force W V v Diaphragm Type Floor or Roof? Capacity D/C Ratio M T=C 20.58 ft 21.58 ft 444 sgft 0.95 No 21 2042 # 99 PLF 1021 # 47 PLF Unblocked Case 3 Roof 170 PLF 0.28 5253 ft-# B to D 18.83 ft 37.58 ft 708 sgft 0.50 No 33 3254 # 173 PLF 1627 # 43 PLF Unblocked Case 3 Roof 170 PLF 0.25 7658 ft-# 204 # C to D 12.08 ft 25.42 ft 307 sgft 0.48 No 14 1412 # 117 PLF 706 # 28 PLF Unblocked Case 3 Roof 170 PLF 0.16 2132 ft-# 84 # D to E 13.58 ft 35.75 ft 485 sgft 0.38 No 23 2232 # 164 PLF 1116 # 31 PLF Unblocked Case 3 Roof 170 PLF 0.18 3789 ft-# 106 # E to G 12.00 ft 14.92 ft 179 sgft 0.80 No 8 823 # 69 PLF 412 # 28 PLF Unblocked Case 3 Roof 170 PLF 0.16 1235 ft-# 83 # r- jLJ1 �� Project Name: Jones Project Project #: 1 24008 l/J] Subject: Seismic Diaphragm Forces Version: 3.3.12 Level 2 Seismic: Total Seismic Force = 11453 # (From previous sheet) 99.50 ft 2094 sgft 100 11453 # Total Seismic Force = 11453 # (From previous sheet) 101.82 ft 2416 sgft 100 11453 # Diaphragm L B Diaphrgm Area Aspect Ratio Open Front? % Force W V v Diaphragm Type Floor or Roof? Capacity D/C Ratio M T=C 37.58 ft 18.83 ft 708 sgft 2.00 No 34 3871 # 103 PLF 1935 # 103 PLF Unblocked Case 3 Floor 215 PLF 0.48 1818, 966 # 2 to 4 14.92 ft 19.83 ft 296 sgft 0.75 No 14 1618 # 108 PLF 809 # 41 PLF Unblocked Case 3 Floor 215 PLF 0.19 3018 ft-# 152 # 3 to 4 0.00 ft 13.67 ft 0 sgft 0.76 No 0 0 # 0 PLF 0 # 0 PLF Unblocked Case 3 Floor 215 PLF 0.00 0 ft-# 0 # 4 to 6 25.42 ft 25.42 ft 646 sgft 1.00 No 31 3535 # 139 PLF 1767 # 70 PLF Unblocked Case 3 Floor 215 PLF 0.32 11231 ft-# 442 # 5 to 6 21.58 ft 20.58 ft 444 sgft 1.05 No 21 2429 # 113 PLF 1215 # 59 PLF Unblocked Case 3 Floor 215 PLF 0.27 6553 ft-# 318 # Diaphragm L B Diaphrgm Area Aspect Ratio Open Front? % Force W V v Diaphragm Type Floor or Roof? Capacity D/C Ratio M T=C A to C 20.58 ft 21.58 ft 444 sgft 0.95 No 18 2105 # 102 PLF 3052 # 49 PLF Unblocked Case 3 Floor 215 PLF 0.23 B to D 18.83 ft 37.58 ft 708 sgft 0.50 No 29 3354 # 178 PLF 1677 # 45 PLF Unblocked Case 3 Floor ".5 PLF 0.21 C to D 12.08 ft 25.42 ft 307 sgft 0.48 No 13 1455 # 120 PLF 728 # 29 PLF Unblocked Case 3 Floor 215 PLF 0.13 2198 ft-u 86 # D to F 23.25 ft 25.42 ft 591 sgft 0.91 No 24 2801 # 120 PLF 1401 # 55 PLF Unblocked Case 3 Floor 215 PLF 0.26 8141 ft-# 320 # E to H 19.83 ft 14.92 ft 296 sgft 1.33 No 12 1402 # 71 PLF 701 # 47 PLF Unblocked Case 3 Floor � 0.22 A to A' 7.25 ft 9.75 ft 71 sgft 0.74 Yes 3 335 # 46 PLF 335 # 34 PLF Unblocked Case 3 Roof 0.20 1t_- IL S-Z Project Name: Jones Project Project #: 24008 Subject: Version: Top Plate (Chord) 3.3.12 Top Plate (Chord) Check: Tension cap of single #2 DF 2x6: Pt = (575) (1.3) (1.6) = 1196 PSI Ft Cf Cd Area Tension Cap = 9867 # Max Chord Force = 966 # OK Capacity of 10d Nail = (118) (1.6) = 189 # Splice Length = 4.00 ft # of Rows = 0 Row Spacing Splice Capacity = OK USE .aa,uc Project Name: Jones Project Project #: 24008 Subject: Loads to Lines Version: 3.3.12 WIND LOADS FROM LEVEL 1 Line Drag Load Load Transfer Dia. 1 V Dia. 2 V Dia. 3 V Dia. 4 V Sum Total 1 0 # 0 # 1 to 4 1344 # Not Used 0 # Not Used 0 # Not Used 0 # 1344 # 2 0 # 0 # 2 to 4 181 # Not Used 0 # Not Used 0 # Not Used 0 # 181 # 3 0 # 0 # 3 to 4 0 # Not Used 0 # Not Used 0 # Not Used 0 # 0 # 5326 # 4 0# 0# 1to4 1344# 2to4 181# 3to4 0# 4to6 344# 1869# 5 0 # 0 # 5 to 6 794 # Not Used 0 # Not Used 0 # Not Used 0 # 794 # 6 0 # 0 # 4 to 6 344 # 5 to 6 794 # Not Used 0 # Not Used 0 # 1138 # Line Drag Load Load Transfer Dia. 1 V Dia. 2 V Dia. 3 V Dia. 4 V Sum Total A 0 # 0 # A to C 790 # Not Used 0 # Not Used 0 # Not Used 0 # 790 # B 0 # 0 # B to D 621 # Not Used 0 # Not Used 0 # Not Used 0 # 621 # C 0 # 0 # A to C 790 # C to D 425 # Not Used 0 # Not Used 0 # 1215 # 5046 # D 0 # 0 # B to D 621 # C to D 425 # D to E J5 # Not Used 0 # 1421 # E 0 # 0 # D to E 375 # E to G 312 # Not Used 0 # Not Used 0 # 687 # G 0 # 0 # E to G 312 # Not Used 0 # Not Used 0 # Not Used 0 # 312 # SEISMIC LOADS FROM LEVEL 1 Line Drag Load Load Transfer Dia. 1 V Dia. 2 V Dia. 3 V Dia. 4 V Sum Total 0 # 0 # 1 to 4 2094 # Not Used 0 # Not Used 0 # Not Used 0 # 2094 # 0 # 0 # 2 to 4 530 # Not Used 0 # Not Used 0 # Not Used 0 # 530 # 0 # 0 # 3 to 4 421 # Not Used 0 # Not Used 0 # Not Used 0 # 421 # 12692 # 0# 0# 1to4 2094# 2to4 530# 3to4 421# 4to6 1981# 5026# n e 0 # 5 to 6 1320 # Not Used 0 # Not Used 0 # Not Used 0 # 1320 # 0 # 4 to 6 1981 # 5 to 6 1320 # Not Used 0 # Not Used 0 # 3301 # Line Drag Load Load Transfer Dia. 1 V Dia. 2 V Dia. 3 V Dia. 4 V Sum Total 0 # A to C 1327 # Not Used 0 # Not Used 0 # Not Used 0 # 1327 # 0 # B to D 2115 # Not Used 0 # Not Used 0 # Not Used 0 # 2115 # 0 # A to C 1327 # C to D 918 # Not Used 0 # Not Used 0 # 2245 # 12692 # 0# BtoD 2115# CtoD 918# DtoE 1451# Not Used 0# 4484# 6. 0 # I D to E 1451 # E to G 535 # I Not Used 0 # Not Used 0 # 1986 # 0 4 0 # E to G 535 # Not Used 0 # Not Used 0 # Not Used f 0 # 535 # USE .aa,uc Project Name: Project #: Jones Project 24008 Subject: Version: Loads to Lines 3.3.12 WIND LOADS FROM LEVEL 2 Line Load From Above Load Transfer Dia. 1 V Dia. 2 V Dia. 3 V Dia. 4 V Sum Total 1 1344 # 1344 # 1 to 4 1493 # Not Used 0 # Not Used 0 # Not Used 0 # 2836 # 2 181 # 181 # 2 to 4 569 # Not Used 0 # Not Used 0 # Not Used 0 # 740 # 3 0 # 0 # 3 to 4 0 # Not Used 0 # Not Used 0 # Not Used 0 # 0 # 13047 # 4 1869 # 1869 # 1 to 4 1493 # 2 to 4 559 # 3 to 4 0 # 4 to 6 1006 # 4927 # 5 794 # 794 # 5 to 6 803 # Not Used 0 # Not Used 0 # Not Used 0 # 1597 # 6 1138 # 1138 # 4 to 6 1006 # S to 6 803 # Not Used 11 it Not Used 0 # 2947 # Line Load From Above Load Transfer Dia. 1 V Dia. 2 V Dia. 3 V Dia. 4 V Sum Total A 790 # 790 # A to C 766 # A to A' 98 # Not Used J # Not Used 0 # 1654 # B 621 # 621 # B to D 700 # Not Used 0 # Not Used 0 # Not Used 0 # 13211, C 1215 ' 1215 # A to C 766 # C to D 469 # Not Used 0 # Not Used 0 # 2449 # D 1421 1704 # B to D 700 # C to D 469 # D to F :92 # Not Used 0 # 3764 # 12283 # E 687 0 # E to H 760 # Not Used 0 # Not Used 0 # Not Used 0 # 760 # F 0 # 494 # D to F 892 # Not Used 0 # Not Used 0 # Not Used 0 # 1386 # G 3121 0 # Not Used 0 # Not Used 0 # Not Used 0 # Not Used 0 # 0 # H 1 189 # E to H 760 # Not Used 0 # Not Used 0 # Not Used 0 # 949 # SEISMIC LOADS FROM LEVEL 2 Line Load From Above Load Transfer Dia. 1 V Dia. 2 V Dia. 3 V Dia. 4 V Sum Total 2094 # 2094 # 1 to 4 1283 # Not Used 0 # Not Used 0 # Not Used 0 # 3377 # 630 # 530 # 2 to 4 537 # Not Used 0 # Not Used 0 # Not Used 0 # 1066 # 421 # 0 # 3 to 4 0 # Not Used 0 # Not Used 0 # Not Used 0 # 0 # 20286 # 6026 5447 # 1 to 4 1283 # 2 to 4 537 # 3 to 4 0 # 4 to 6 1172 # 8439 # 1320 # 1320 # 5 to 6 805 # Not Used 0 # Not Used 0 # Not Used 0 # 2125 # 3301 # 3301 # a to 6 1172 # 6 to 6 805 # Not Used 0 # Not Used 0 # 5278 # Line Load From Above Load Transfer Dia. 1 V Dia. 2 V Dia. 3 V Dia. 4 V Sum Total 1327 # 1327 # B # A to A' Not Used Not Used 2247 # 2115 # 2115 # B to C 2 # Not Used Not Used Not Used 3227 # 2245 2245 # A to ( 698 # C to D aaL Not Used Not Used 3426 # 4484 5302 # B to D 1112 # C to D 4a1 D to F Not Used 7825 # 20286 # 1986 E to H 465 # Not Used Not Used Not Used 465 # 1377 # D to F 929 # Not Used Not Used Not Used 2306 # 0 # Not Used 0 # Not Used Not Used Not Used 0 # 0. 324 # E to H 465 # Not Used Not Used Not Used 789 # 1B SE Project Name: Jones Project Project #: 24008 xnuxtec,- ---.xc,uc Subject: Shear Wall Design Version: 3.3.12 Wood Shearwalls Line Level V Wall Available Total Wall v A.B. Min HIB v adj Wall Type Wall Ht Uplift/ Where h/bs >2.0, V adj = v/(1.25-.125*h/bs) for wall segments approximately the same length and v adj = v/(2bs/h) elsehwere. * Designed per FTAO, v shown is for holdown sizing only, see FTAO calculations for nailing Spacing Comp. Trib. For Wt. Down Weight Down Wall (ft) Net Uplift Holdown/S trap 1* 1 2094 # 18.83 _a.83 ft 232 PLF Al 0.42 N/A W1F 8.00 ft 87v ff 3 76 PLF 18.83 183 # ;n� 2 1 530 # NO CHANGES TO THIS WALL LINE 3 1 421 # 2.5+5 7.50 ft 66 PLF Al 3.20 90 PLF W1 8.00 ft 450 # 10.08/2+1.5 107 PLF 2.5 316 # Ignore 1 502 8.58 8.58 ft 586 PLF A4 0.93 N/A W4 8.00 ft 4686 # 3 75 PLF 8.58 4365 # MST60 5 1 1320 # 4.92+10.17 15.09 ft 87 PLF Al 1.63 N/A W3 8.00 ft 700 # 21/2+1.5 156 PLF 4.92 316 # Ignore 6* 1 3301 # 20.58 20.58 ft 0 PLF Al 0.39 N/A W1F 8.00 ft 1283 # 27/2+1.5 183 PLF 20.58 -600 # None 1 1327 # 21.58 21.58 ft 0 PLF Al 0.37 N/A W1F 8.00 ft 492 # 3 75 PLF 21.58 -317 # None 1 21151 5+14.92 19.92 ft 106 PLF Al 1.60 N/A W1 8.00 ft 849 # 18.17/2+1.5 143 PLF 5 491 # Ignore 1 22� 6.58 6.58 ft 341 PLF A2 1.22 N/A W2 8.00 ft 2730 # 2/2+2/2 66 PLF 6.58 'S' Z # MST37 1 27.5 27.50 ft 163 PLF Al 0.29 N/A 8.00 ft 1304 # 18.17/2+1.5 143 PLF 27.5 None 1 1986 # 22 22.00 ft 90 PLF Al 0.36 N/A W1 8.00 ft 722 # 1315/2+9.58/2 151 PLF 22 None 1 535 # 13.67 13.67 ft 39 PLF Al 0.69 N/A V"' 8.00 ft 313 # 0 48 PLF 13.67 None I;B SE Project Name: Jones Project Project #: 24008 Subject: Version: B-NCEc,- ---. �wc, uc Shear Wall Design 3.3.12 Wood Shearwalls Line Level V Wall Available Total Wall v A.B. Spacing Min AH/B v adj Wall Type Wall Ht Uplift/ Comp. Trib. For Wt. Down Weight Down Wall Net Uplift Total Uplift Holdown/ Strap 1 2 3377 # 18.83 18.83 ft 179 PLF Al 0.4N/A Wl 7.50 ft 1345 # 11.58/2 97 PLF 18.83 431 # Ignore 2 2 1066# NO CHANG ES AT TH IS LINE 4 2 8439 # 7+7.42 14.42 ft 585 PLF A4 1.07 N/A W4 7.50 ft 4389 # 11.75/2+12.08/2 152 PLF 7 3856 # HDU4 7.50 ft 4389 # 11.75/2+12.08/2 152 PLF 7.42 3824 # HDU4 5 2 2125 i' 20.08 20.08 ft 106 PLF Al 0.37 N/A W3 7.50 ft 794 # 21.17/2 140 PLF 20.08 -614 # None 6 2 527 20.67 20.67 ft 255 PLF Al 0.36 N/A W1 7.50 ft 1915 # 21.17/2 140 PLF 20.67 466 # Ignore 2 PORTAL FRAME CALC 2 31. 25.75 15.75 ft 0 PLF Al 0.29 N/A W1F 7.50 ft 940 # 1.33/2 51 PLF 25.75 283 # Ignore 2 342 13.33 L3.33 ft 257 PLF Al 0.56 N/A W1 7.50 ft 1927 # 1.33 57 PLF 13.33 sn8 # LTTP2 HDU2 2 782 12+8 20.00 ft 391 PLF A2 0.94 N/A W3 7.50 ft 2934 # 1.33/2 51 PLF 8 2730 # HDU2 7.50 ft 2934 # 1.33/2 51 PLF 12 2628 # HDU2 2 760 # 3.5 3.50 ft 217 PLF Al 2.14 1 233 1 W1 7.50 ft 1 1628 # 1.33 57 PLF 3.5 1528 # LTTP2 2 NO CHANGES TO THIS LINE 2 94 NO CHANGES TO THIS LINE 2 0 ; 0 _.u0 ft 0 PLF Al 0.00 N/A 0 7.50 ft 0 # 0 0 0 # 2 0 « 0 0.00 ft 0 PLF Al 0.00 N/A 0 7.50 ft 0 # 0 0 0 # * Designed per FTAO, v shown is for holdown sizing only, see FTAO calculations for nailing Where h/bs >2.0, V adj = v/(1.25-.125*h/bs) for wall segments ** CORNER CHECK approximately the same length and v adj = v/(2bs/h) elsehwere. O Project Name: Project #: BS-Z Jones Project j 24008 Sub ect: Version: en._..i-= wwaa.E-NEEax"c,uc Shear Wall Design 3.3.12 Wall Line: Level 1, Line 1 FTAO V= L1 L2 L3 L4 Required S Minimum Shearwall i Capacity: WALL LENGTH: WI 18.84 ft WALL HEIGHT: Wh 8.00ft Hold Down Force: Unit Shear @ Top & Bottom of Opening: v=Hd/(Ht+Hb) First Opening: VHtl=VHbl=Hd/(Htl+Hb1) 232 PLF Second Opening: VHt2=VHb2=Hd/(Ht2+Hb2) Third Opening: VHt3=VHb3=Hd/(Ht3+Hb3) Strap Forces: F1=VO1*Ll/(L1+L2) 1045 # F2=VO1* L2/(Ll+L2) F3=VO2*L2/(L2+L3) F4=VO2*L3/(L2+L3) F5=VO3*L3/(L3+L4) F6=VO3*L4/(L3+L4) Unit Shear @ Corners: Vcl=(Vl*Ll-Fl)/Ll 0 PLF Vc2=(V2*L2-F2-F3)/L2 0 PLF Vc3=(V3 * L3-F4-F5)/L3 Vc4=(V4*L4-F6)/L4 Trib Length of Openings: T1=(Ll*Lol)/(Ll+L2) 4.50 ft T2=(L2*Lol)/(Ll+L2) 4.50 ft T3=(L2*Lo2)/(L2+L3) T4=(L3*Lo2)/(L2+L3) ir T5=(L3*Lo3)/(L3+L4) T6=(L4*Lo3)/(L3+L4) Hd=T=C=V*Wh/WI= 8891b Boundary Force Above & Below Opening: v=VHt*LO First Opening: VO1=VHt1*LO1 2089 # Second Opening: VO2=VHt2*LO2 Third Opening: VO3=VHt3*LO3 Check Sum of Horizontal Forces Check:V=V1*L1+V2*L2+V3*L3 Unit Shear @ Side of Openings: V 1=(V/W I)(Ll*Tl)/Ll V2=(V/W I)(T2+L2+T3)/L2 V3=(V/W I)(T4+L3+T5)/L3 V4=(V/W I)(T6+L4)/L4 2094 # OK Check Sum of Vertical Forces Line 1 = Vcl*(Ht1+Hbl)+Vl*Ho1 889 # Line 2 = Vcl*(Ht1+Hbl)+V1*Ho1-Vht1*(Htl+Hb1) 0 # Line 3 = Vc2*(Ht1+Hbl)+V2*Ho1-Vht1*(Htl+Hb1) 0 # Line 4 = Vc2*(Ht1+Hbl)+V2*Ho1-Vht2*(Ht2+Hb2) uuq ft Line 5 = Vc3*(Ht2+Hb2)+V2*Ho2-Vht2*(Ht2+Hb2) Line 6 = Vc3*(Ht2+Hb2)+V3*Ho2-Vht3*(Ht2+Hb2) Line 7 = Vc4*(Ht3+Hb3)+V4*Ho3-Vht3*(Ht3+Hb3) Line 8 = Vc4*(Ht3+Hb3)+V4*Ho3 O Project Name: Project #: BS-Z Jones Project j 24008 Sub ect: Version: en._..i-= wwaa.E-NEEax"c,uc Shear Wall Design 3.3.12 Wall Line: Level 1, Line A FTAO Require( Minimur Shearwa Capacity WALL LENGTH: WI O.00ft WALL HEIGHT: Wh O.00ft Hold Down Force: Unit Shear @ Top & Bottom of Opening: v=Hd/(Ht+Hb) First Opening: VHtl=VHbl=Hd/(Htl+Hb1) Second Opening: VHt2=VHb2=Hd/(Ht2+Hb2) Third Opening: VHt3=VHb3=Hd/(Ht3+Hb3) Strap Forces: F1=VO1*Ll/(L1+L2) 0 # F2=VO1*L2/(Ll+L2) 0# F3=VO2*L2/(L2+L3) F4=VO2*L3/(L2+L3) F5=VO3*L3/(L3+L4) F6=VO3*L4/(L3+L4) Unit Shear @ Corners: Vcl=(Vl*Ll-Fl)/Ll 0 PLF Vc2=(V2*L2-F2-F3)/L2 0 PLF Vc3=(V3 * L3-F4-F5)/L3 Vc4=(V4*L4-F6)/L4 Trib Length of Openings: T1=(Ll*Lol)/(Ll+L2) 0.00 ft T2=(L2*Lol)/(Ll+L2) 0.00 ft T3=(L2*Lo2)/(L2+L3) T4=(L3*Lo2)/(L2+L3) ir T5=(L3*Lo3)/(L3+L4) T6=(L4*Lo3)/(L3+L4) Hd=T=C=V*Wh/WI= Olb Boundary Force Above & Below Opening: v=VHt*LO First Opening: VO1=VHt1*LO1 Second Opening: VO2=VHt2*LO2 Third Opening: VO3=VHt3*LO3 Check Sum of Horizontal Forces Check:V=V1*L1+V2*L2+V3*L3 Unit Shear @ Side of Openings: V 1=(V/W I)(Ll*Tl)/Ll V2=(V/W I)(T2+L2+T3)/L2 V3=(V/W I)(T4+L3+T5)/L3 V4=(V/W I)(T6+L4)/L4 ERROR Check Sum of Vertical Forces Line 1 = Vcl*(Ht1+Hbl)+Vl*Ho1 0 # Line 2 = Vcl*(Ht1+Hbl)+V1*Ho1-Vht1*(Htl+Hb1) 0 # Line 3 = Vc2*(Ht1+Hbl)+V2*Ho1-Vht1*(Htl+Hb1) 0 # Line 4 = Vc2*(Ht1+Hbl)+V2*Ho1-Vht2*(Ht2+Hb2) 0 # Line 5 = Vc3*(Ht2+Hb2)+V2*Ho2-Vht2*(Ht2+Hb2) Line 6 = Vc3*(Ht2+Hb2)+V3*Ho2-Vht3*(Ht2+Hb2) Line 7 = Vc4*(Ht3+Hb3)+V4*Ho3-Vht3*(Ht3+Hb3) Line 8 = Vc4*(Ht3+Hb3)+V4*Ho3 O Project Name: Project #: BS-Z Jones Project j 24008 Sub ect: Version: en._..i-= wwaa.E-NEEax"c,uc Shear Wall Design 3.3.12 Wall Line: Level 1, Line 6 FTAO Require( Minimur Shearwa Capacity WALL LENGTH: WI O.00ft WALL HEIGHT: Wh O.00ft Hold Down Force: Unit Shear @ Top & Bottom of Opening: v=Hd/(Ht+Hb) First Opening: VHtl=VHbl=Hd/(Htl+Hb1) Second Opening: VHt2=VHb2=Hd/(Ht2+Hb2) Third Opening: VHt3=VHb3=Hd/(Ht3+Hb3) Strap Forces: F1=VO1*Ll/(L1+L2) 0 # F2=VO1*L2/(Ll+L2) 0# F3=VO2*L2/(L2+L3) F4=VO2*L3/(L2+L3) F5=VO3*L3/(L3+L4) F6=VO3*L4/(L3+L4) Unit Shear @ Corners: Vcl=(Vl*Ll-Fl)/Ll 0 PLF Vc2=(V2*L2-F2-F3)/L2 0 PLF Vc3=(V3 * L3-F4-F5)/L3 Vc4=(V4*L4-F6)/L4 Trib Length of Openings: T1=(Ll*Lol)/(Ll+L2) 0.00 ft T2=(L2*Lol)/(Ll+L2) 0.00 ft T3=(L2*Lo2)/(L2+L3) T4=(L3*Lo2)/(L2+L3) ir T5=(L3*Lo3)/(L3+L4) T6=(L4*Lo3)/(L3+L4) Hd=T=C=V*Wh/WI= Olb Boundary Force Above & Below Opening: v=VHt*LO First Opening: VO1=VHt1*LO1 Second Opening: VO2=VHt2*LO2 Third Opening: VO3=VHt3*LO3 Check Sum of Horizontal Forces Check:V=V1*L1+V2*L2+V3*L3 Unit Shear @ Side of Openings: V 1=(V/W I)(Ll*Tl)/Ll V2=(V/W I)(T2+L2+T3)/L2 V3=(V/W I)(T4+L3+T5)/L3 V4=(V/W I)(T6+L4)/L4 ERROR Check Sum of Vertical Forces Line 1 = Vcl*(Ht1+Hbl)+Vl*Ho1 0 # Line 2 = Vcl*(Ht1+Hbl)+V1*Ho1-Vht1*(Htl+Hb1) 0 # Line 3 = Vc2*(Ht1+Hbl)+V2*Ho1-Vht1*(Htl+Hb1) 0 # Line 4 = Vc2*(Ht1+Hbl)+V2*Ho1-Vht2*(Ht2+Hb2) 0 # Line 5 = Vc3*(Ht2+Hb2)+V2*Ho2-Vht2*(Ht2+Hb2) Line 6 = Vc3*(Ht2+Hb2)+V3*Ho2-Vht3*(Ht2+Hb2) Line 7 = Vc4*(Ht3+Hb3)+V4*Ho3-Vht3*(Ht3+Hb3) Line 8 = Vc4*(Ht3+Hb3)+V4*Ho3 O Project Name: Project #: BS-Z Jones Project j 24008 Sub ect: Version: en._..i-= wwaa.E-NEEax"c,uc Shear Wall Design 3.3.12 Wall Line: Level 2, Line B FTAO Require( Minimur Shearwa Capacity WALL LENGTH: WI O.00ft WALL HEIGHT: Wh O.00ft Hold Down Force: Unit Shear @ Top & Bottom of Opening: v=Hd/(Ht+Hb) First Opening: VHtl=VHbl=Hd/(Htl+Hb1) Second Opening: VHt2=VHb2=Hd/(Ht2+Hb2) Third Opening: VHt3=VHb3=Hd/(Ht3+Hb3) Strap Forces: F1=VO1*Ll/(L1+L2) 0 # F2=VO1*L2/(Ll+L2) 0# F3=VO2*L2/(L2+L3) F4=VO2*L3/(L2+L3) F5=VO3*L3/(L3+L4) F6=VO3*L4/(L3+L4) Unit Shear @ Corners: Vcl=(Vl*Ll-Fl)/Ll 0 PLF Vc2=(V2*L2-F2-F3)/L2 0 PLF Vc3=(V3 * L3-F4-F5)/L3 Vc4=(V4*L4-F6)/L4 Trib Length of Openings: T1=(Ll*Lol)/(Ll+L2) 0.00 ft T2=(L2*Lol)/(Ll+L2) 0.00 ft T3=(L2*Lo2)/(L2+L3) T4=(L3*Lo2)/(L2+L3) ir T5=(L3*Lo3)/(L3+L4) T6=(L4*Lo3)/(L3+L4) Hd=T=C=V*Wh/WI= Olb Boundary Force Above & Below Opening: v=VHt*LO First Opening: VO1=VHt1*LO1 Second Opening: VO2=VHt2*LO2 Third Opening: VO3=VHt3*LO3 Check Sum of Horizontal Forces Check:V=V1*L1+V2*L2+V3*L3 Unit Shear @ Side of Openings: V 1=(V/W I)(Ll*Tl)/Ll V2=(V/W I)(T2+L2+T3)/L2 V3=(V/W I)(T4+L3+T5)/L3 V4=(V/W I)(T6+L4)/L4 ERROR Check Sum of Vertical Forces Line 1 = Vcl*(Ht1+Hbl)+Vl*Ho1 0 # Line 2 = Vcl*(Ht1+Hbl)+V1*Ho1-Vht1*(Htl+Hb1) 0 # Line 3 = Vc2*(Ht1+Hbl)+V2*Ho1-Vht1*(Htl+Hb1) 0 # Line 4 = Vc2*(Ht1+Hbl)+V2*Ho1-Vht2*(Ht2+Hb2) 0 # Line 5 = Vc3*(Ht2+Hb2)+V2*Ho2-Vht2*(Ht2+Hb2) Line 6 = Vc3*(Ht2+Hb2)+V3*Ho2-Vht3*(Ht2+Hb2) Line 7 = Vc4*(Ht3+Hb3)+V4*Ho3-Vht3*(Ht3+Hb3) Line 8 = Vc4*(Ht3+Hb3)+V4*Ho3