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REV1 REVIEWED BLD BLD2024-0321+Structural_Calculations+7.5.2024_10.54.42_AM+43597161J D LD) BALANCED STRUCTURAL ENGINEERING, LLB: P.O. Box 3806 Lacey, WA 98509 info@BalancedSE.com (253) 341-7139 Pardi Garage Conversion 8918 218TH ST SW EDMONDS, WA 98026 STRUCTURAL CALCULATIONS PREPARED FOR: Taylee & James Pardi Prepared By: Joshua T Mergens, PE,SE Balanced Structural Engineering, LLC Project No: 24012 Date: July 04, 2024 REVISED 7/03/2024 Joshua T Mergens sw 1r ne_ ,L202321131o1<, Version: 3.3.11 Project Name Project # BS O-E_ Pardi Garage Conversion 24012 Subject Version: SALA'- =TURALEFG_V�l Design Criteria 3.3.11 Project Scope: Lateral and Vertical Design of Existing Residence GOVERNING DESIGN CODE: INTERNATIONAL BUILDING CODE 2018 EDITION GRAVITY LOADS: Roof Dead Load: 15 PSF Floor Live Load: 40 PSF Ground Snow: 15 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): 100 mph Exposure: B Basic Wind Speed (Service): 77 mph Kzt: 1.00 SEISMIC: Site Class: D Seismic Design Category: D Ss: 1.280 S1: 0.450 Fa: 1.200 Fv: 1.850 SDS: 1.024 SD1: 0.555 R: Cs = SDS/(R/I) = V = CsW = 0.158 W Cs = 0.7 SDS/(R/I) = V = 0.7 CsW = 0.113 W le = 1.00 Level p (Plan N/S) p (Plan E/W) 1 1.00 1.00 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 # TDPardi Garage Conversion 24012 DSubject Version: SE - ` ��• LLC Gravity Design 3.3.11 GRAVITY DESIGN I.LEE Project Name Project # Pardi Garage Conversion 24012 Subject Version: BALANCED STRUC7URAL ENGMEERIING,LLC Gravity Legend 3.3.11 ATE PER RH 1 RH 1 I I FRH4 I II 7j"ll II II IL------ I I II I I I SISTER 2x RAFTER (E) 2x4 I I TOP CHORD TRU5 24"O.C. PER STRUCTURAL a3:12 I II I �'J I I I II I I�--J I I 730x22C ACCESS, 5EE 5 UCTHEADER OVER NG7 I I I I 1 RH4 3:12D SISTER 2x RAFTER ( 2x4 TOP CHORD TRUS 2x CEILING JOISTS@ 2 "O.C. PER STRUCTURAL CEILING TO HAVE 5/8" PE-X GW5 I II IJ - JJ II I I � I r-� II I II I FIRE -TAPED MIN I I L - I I � I I II -RH5 -1/2" IL 5H BEAM I rER 5TR CTURAL I I I II II - - - _ - - _ - - J (E) GAbQE EAVE YFAT5. VERI OR PROVI DITIONAL VENTING AS REQUIRED Project Name Project # 33-E Pardi Garage Conversion 24012 Subject Version: BALANCED STRUCTURAL ENGINEERING, LLC Roof Snow Load and Drift 3.3.11 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 = 15 PSF 11 1.0 B Sheltered Cold Roofs & Structures Kept Just Above Freezing 1.10 11.6 PSF 3:12 All Other Surfaces 1.0 11.6 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 15 PSF Minimum Roof Snow Load, 7.3.4 Source: Building Department Vented Roof (Heated) Snow Load = I 15 PSF For Unheated and Open Air 15 PSF (Use at roofs such as porch covers and garages) Structures = For Roofs of Buildings Kept Intentionally Below Freezing Roof 15 PSF Snow Load = For Decks and Balconies, Snow Load 15 PSF 7.2 = IsPg = Minimum Roof Snow Load = 25 PSF WA State Minimum Per SEAW White Paper #8 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 P Project Name: Project #: SEPardi Garage Conversion 24012 Subject: Version: Continuous Foundation Design 3.3.11 Uniform Loads Roof Floor Wall DL = 15 PSF DL = 15 PSF DL = 10 PSF SL = 25 PSF ILL = 40 PSF Allowable Bearing Pressure = 1 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 D J D 2*D (E)Perimeter Existing Typical perimeter foundation with a stemwall and footing (E)Gable Existing Typical perimeter foundation with a stemwall and footing Maximum uniform loads are shown below (E)Interior Existing Typical perimeter foundation with a stemwall and footing New Strip Footing in Garage Slab Isolated footings, see end of the gravity design for calcs Footings with multiple loads or special conditions, see end of gravity design for calcs (N) Strip Isolated Other Tag Roof Trib Floor Trib Wall Trib DL SL ILL Factored W Load Case Ftg Width Brg Pressure (E)Perimeter 28.5/2+1.5 = 15.75 ft 0 = 0.00 ft 8 = 8.u0 ft 316 pif 394 plf 0 pif 711, S 12 in 710 PSF OK (E)Gable 3 = 3.00 ft 0 = 0.00 ft 8 = 8.00 ft 125 plf 75 plf 0 plf 2001— +S 12 in 200 PSF OK (E)Interior 14.08/2+13.83/2+1.33 =15.29 ft 0 = 0.00 ft 8 = 8.00 ft 309 pif 382 plf 0 plf 691 pif D+S 12 in 691 PSF OK (N) Strip 1 14.08/2+13.83/2 = 13.96 ft 0 = 0.00 ft 8 = 8.00 ft 1 289 plf 1 349 plf 1 0 plf 1 638 plf D+S I 12 in 638 PSF OK Isolated I See Isolated Footing Design OK Allowable Point Loads on Continuous Foundations Tag Fdn Height Brg Length Brg Area P Allow P Allow W/ Uniform Load @ One Side (E)Perimeter 18 in 3.00 ft 3.00 sgft 2370 # 3435 # (E)Gable 18 in 3.00 ft 3.00 sgft 3900 # 4200 # (E)Interior 12 in 2.00 ft 2.00 sgft 1617 # 2309 # (N) Strip 10 in 1.67 ft 1 1.67 sgft 1436 # 1968 # Isolated See Isolated Footing Design 7 Project Name Project # Pardi Garage Conversion 24012 BS Subject Version: gAu��E®v Components and Cladding Wind Pressure 3.3.11 30.4 Components and Cladding Wind Pressure Code: ASCE 7-16 Wind Speed = 100 mph Exposure Cat. = M.R.H. 12.75 ft Least Horiz. Dim. = 59.50 ft Elev. = 428 ft ASCE Reference qh = 0.00256KZKZtKdKeV2 = 12.51 Table 26.10.1 Kz = 0.57 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 8.8:: -9.60 10 0.18 -0.1E 4 1.0 -1.1 8.85 -9.60 20 0.18 -0.1E 4 0.94 -1.04 8.40 -9.15 50 0.18 -0.1E 4 0.88 -0.98 7.95 -8.70 100 0.18 -0.1E 4 0.82 -0.92 7.50 -8.25 200 0.18 -0.18 4 0.76 -0.86 7.05 -7.80 500 0.18 -0.18 4 0.70 -0.80 6.60 -7.35 0 0.18 -0.1E 8.85 -11.86 10 0.18 -0.1P 5 1.00 -1.40 8.85 -11.86 20 0.18 -0.1E 5 0.94 -1.28 8.40 -10.96 50 0.18 -0.1k 5 0.88 -1.16 7.95 -10.05 100 0.18 5 0.82 -1.04 7.50 -9.15 200 0.18 -0.1P 5 0.76 -0.92 7.05 -8.25 500 0.18 -0.1E 5 0.70 -0.80 6.60 -7.35 Zone 4 = Middle Zone Zone 5 - Corner Zone Corner Zone Dimension: a = 5.10 ft ELEVATION ProName: Pardi Garage Conversion Garage Project 24012 012 111�11.111)</1) Subject: Horizontal Member Summary Version: 3.3.11 Horizontal Member Summary All Passing? Label Span Size Species Bending Check Total Deflection I.I. Deflection Shear Check Left Trimmer Right Trimmer Number Kings Check Left Footing Sqr Dim Check Right Footing Sqr Dim Check OK RHl 4.08 ft 4x6 DF p2 OK OK OK OK (1) (1) (1) OK Oin OK Oin OK OK RH2 3.00 ft 4x6 DF p2 OK OK OK OK (1) (1) NO Kings OK Oin OK Oin OK OK RH3 10.38k 4x8 DF p2 OK OK OK OK (1) (1) (2) OK Oin OK Oin OK OK RB3 S.00ft 4x8 DF p2 OK OK OK OK (1) (1) NO Kings OK Oin OK Oin OK OK RH4 3.25 ft 4x6 DF p2 OK OK OK OK (1) (1) (1) OK Oin OK Oin OK OK RHS 6.00 ft 4x8 DF M2 OK OR OK OK (1) (1) (1) OK n OK Oin OK OK RRl 13.83 k 2x10 DF M2 OK OK OK OK (1) (1) No Kings OK ated Ftg tD.Os" inOK Oin OK RR2 14.08 ft 2x10 DF tt2 OK OK OK OK (1)(1) No Kings OK n OK See Isolated Ftg Design r BPardi �� - Project Name Garage Conversion Project # 24012 Subject Headers, Beams, and Joists Version: 3.3.11 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 = Trib: PLF Load: 4.08 ft Design Span = 4.12 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 = 209 plf 25 PSF 14.08/2+1.33 = 8.37 ft DL = 126 plf Factored Load = 335 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 = 7091 fb = 482 psi F'b = 1340 psi Ratio: Ratio: 0.360 OK Shear = 6894, fv = F'v = 0.259 OK Transient Deflection = 0.017 in L/d = ?83' 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 258 # 0 # 431 # 689 Trimmer (1) 2395 # Right 258 # 0 # 431 # 689 # 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 = 4.12 Trib Area = Load from Above Source C&C Uniform Pressure: Total Axial Loads C&C UDL: DL= 251# LL= 0# SL= 419# w= -25 Stud Size: #2 D.F. King Studs F'b/Cd = F'c*/Cd = 2x4 Area = 5.25 in^2 I = Fb Cf Cr (900 psi) = Fc r' (1350 psi) 5.36 in^4 S = 3.06 in^3 E' = E'Min = 2025 psi 1600000 psi 1553 ps 580000 psi Cd Moment* Axial fb fc F'b FbE Fc* DL+LL 1.0 2025 psi 466 DL+SL 1.15 2329 psi 4661 p_ DL+3/4(LL+SL) 1.15 2329 psi 4661 p, DL+3/4(LL+SL+W) 1.6 3240 psi 466 DL+W 1.6 ilb4.y . LSl # lUii , 46 psi 3240 psi 4661 ps- *Use accidental eccentrictiy of 1.2" in strong axis Cp F'c FcE Interaction Deflection Check: DL+LL 568 p! 63- 3.15 Deflection = u.3L DL+SL 578 p� 634 r� 3.19 I/d = 99 OK DL+3/4(LL+SL) n ' 17Q r ',IA^<` 1 15 Compression Perpendicular to Grain DL+3/4(LL+SL+W) F'c-perp = 405 psi Capacity = DL+W V.L4 S7b psi bi4 p51 j.45 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 (E)Perimeter 1.17 sgft 0 in 3.00 sgft OK Right Reaction: 689 # Yes (E)Perimeter 1.17 sgft 0 in 3.00 sgft OK D7,E "LANCED STRUCTUR Project Name Pardi Garage Conversion Project # 24012 Subject Headers, Beams, and Joists Version: 3.3.11 Beam (B)/Header (H)/Joist (J): i 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. H2 Clear Span = Trib: PLF Load: 3.00 ft Design Span = �.uj rr Roof Floor Wall Comment DL = SL = 15 PSF DL = ILL= 15 PSF DL = 10 PSF 25 PSF 40 PSF 19.5/2+2/2 = 10.75 ft 0 = 0.00 ft 0 = 0.00 ft DL = 161 plf LL = 0 plf SL = 269 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 = 1.15 Cm = No Cr = No Incising? No Species: DF #2 CL = 1.00 Cf/Cv = 1.30 Braced? No Moment = 495 fi fb = 336 psi F'b = 1341 psi Ratio: Ratio: ,,.4 ^w Shear = 652 fv = 51 psi F'v = 207 psi 0.24 Transient Deflection = L/d = 5519 L/d Limit = 360 OK Total Load Deflection = L/d = 3449 L/d Limit = 240 Reactions and Support Member Reations D L 5 Factored Support Type # of Trimmers Allowable Ratio Left Trimmer 2395 # 27% Right Trimmer 27% Spot Footing Check UDL only on one side? Foundation Area Required Ftg Square Dim (in) Area Provided Left Reaction: .,d , Yes (E)Interior ., .M., 0 in OK Right Reaction: 652 # Yes (E)Interior 0.90 sgft 0 in OK r BPardi �� - Project Name Garage Conversion Project # 24012 Subject Headers, Beams, and Joists Version: 3.3.11 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 = 10.38 ft Design Span = 10.41 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: 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 = 16251 fb = 636 psi F'b = 1326 psi Ratio: Ratio: 0.480 OK Shear = 624 a, fv = F'v = 0.178 OK Transient Deflection = 0.111 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 234 # 0 # . # 624 Trimmer (1) 2395 # Right 234 # 0 # J # 624 # Trimmer 2395 # King Studs Stud Ht = 8.00 ft Stud O.C. = 1.33 ft Wall Loc.: End Zone Plys: 2 OK L/d Allow. = 180 Vert Trib = 2.00 ft Trib Width = 1( Trib Area = Load from Above Source C&C Uniform Pressure: Total Axial Loads C&C UDL: DL= 90# LL= 0# SL= 1! w= Stud Size: #2 D.F. King Studs F'b/Cd = F'c*/Cd = 2x4 Area = 10.50 in^2 I = Fb Cf Cr (900 psi) = Fc r' (1350 psi) 10.72 �� 4 S = 6.13 in^3 2025 psi E' = 1553 ps E'Min = 1600000 psi 580000 psi Cd Moment* Axial fb fc F'b FbE Fc* DL+LL 1.0 2025 psi 18643 psi DL+SL 1.15 2329 psi 18643 psi 1-N�. DL+3/4(LL+SL) 1.15 2329 psi 18643 psi 1�Qr ^<' DL+3/4(LL+SL+W) 1.6 3240 psi 18643 psi DL+W 1.6 bL25U.1 . yu ftwLs psi y psi 3240 psi 18643 psi 24254 psi *Use accidental eccentrictiy of 1.2" in strong axis Cp F'c FcE Interaction Deflection Check: DL+LL 568 p! 63- 3.02 Deflection = 1/1 1 DL+SL 578 p� 634 r� 3.02 I/d = 36 OK DL+3/4(LL+SL) n ' 17Q r ',IA^<` 1 02 Compression Perpendicular to Grain DL+3/4(LL+SL+W) F'c-perp = 405 psi Capacity = 85 DL+W V.L4 S7b psi bi4 p51 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 (E)Gable 0.62 sgft 0 in 3.00 sgft OK Right Reaction: 624 # Yes (E)Gable 0.62 sgft 0 in 3.00 sgft OK D7,E "LANCED STRUCTUR Project Name Pardi Garage Conversion Project # 24012 Subject Headers, Beams, and Joists Version: 3.3.11 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): �z61 Clear Span = Trib: PLF Load: 5.00 ft Design Span = �.uy rr Roof Floor Wall Comment DL = SL = 15 PSF DL = ILL= 15 PSF DL = 10 PSF 25 PSF 40 PSF 28/2+1.5 = 15.50 ft 0 = 0.00 ft 8 = 8.00 ft DL = 313 plf LL = 0 plf SL = 388 plf Factored Load = 700 plf LC: D+S 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 = 1.00 Cf/Cv = 1.30 Braced? Yes Moment = 2268 f fb = 888 psi F'b = 1346 psi Ratio: Ratio: .a ^w Shear = 1782 fv = 105 psi F'v = 207 psi 0.56 Transient Deflection = L/d = 1855 L/d Limit = 360 OK Total Load Deflection = L/d = 1027 L/d Limit = 240 Reactions and Support Member Reations D L 5 Factored Support Type # of Trimmers Allowable Ratio Left 796 # Trimmer 2395 # 74% Right Trimmer 74% Spot Footing Check UDL only on one side? Foundation Area Required Ftg Square Dim (in) Area Provided Left Reaction: 1782 # Yes (E)Perimeter 0 in OK Right Reaction: 1782 # Yes (E)Perimeter 0 in OK r D Project Name Pardi Garage Conversion Project # 24012 Subject Headers, Beams, and Joists Version: 3.3.11 Beam (B)/Header (H)/101St (1) 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. : RH4 Clear Span = 3.25 ft Design Span = 3.30 ft Trib: PLF Load: Roof Floor Wall Comment DL = SL = 15 PSF DL = ILL= 15 PSF DL = 10 PSF Max Span 25 PSF 40 PSF 13.42/2+14.08/2 = 13.75 ft 0 = 0.00 ft 0 = 0.00 ft DL = 206 plf LL = 0 plf SL = 344 plf Factored Load = 550 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 = 747 ft-# fb = 508 psi F'b = 1342 psi Ratio: Ratio: 0.379 OK Shear = 907 # fv = 71 psi F'v = 207 psi 0.341 OI Transient Deflection = 0.012 in L/d = 3362 L/d Limit = 360 OK Total Load Deflection = 0.019 in L/d = 2101 L/d Limit = 240 OK Reactions and Support Member Reations D L S Factored Support Type #of Trimmers Allowable Ratio Left 340 # 0 # 567 # 907 # Trimmer (1) 2395 # Right 340 # 0 # 567 # 907 # Trimmer (1) 2395 # King Studs Stud Ht = 11.00 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 = 3.30/2+1.33/2 = 2.31 ft Trib Area = 25.45 Load from Above Source C&C Uniform Pressure: Total Axial Loads C&C UDL: DL= +13# LL= 0# SL= 688# w= -25.. Stud Size: #2 D.F. King Studs F'b/Cd = F'c*/Cd = 2x6 Area = I = Fb Cf Cr (900 psi) (1.30) = Fc Cf (1350 psi) (1.15) = 20.80 in^4 S = 7.56 in^3 E' = E'Min = 58f 1600000 psi 580000 psi Cd Moment* Axial fb fc F'b FbE Fc* DL+LL 1.0 1320.0 k-ft z157 psi 1553 DL+SL 1.16 1320.0 k-ft ice. L157 psi 1785 psi DL+3/4(LL+SL) 1.16 1113.8 k-ft Q" L157 psi 1785 psi DL+3/4(LL+SL+W) 1.6 4563.5 k-ft ?157 psi DL+W 1.6 5094.7 k-ft 4�_ su psi tsu psi '157 psi 2484 *Use accidental eccentrictiy of 1.2" in strong axis Cp F'c FcE Interaction Deflection Check: DL+LL 0.4 701 �18 Deflection = 0.25 in DL+SL 0.4 728 r= 128 p�� I/d = 526 OK DL+3/4(LL+SL) n »u ^< 'Q ^<� Compression Perpendicular to Grain DL+3/4(LL+SL+W) F'c-perp = 405 psi Capacity = DL+W U.si iui psi ,tu psi �y Stress Ratio = 0 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 (N) Strip 0.96 sgft 0 in 1.67 sgft OK Right Reaction: 907 # Yes (N) Strip 0.96 sgft 0 in 1.67 sgft OK 7ff,S,E B Project Name TProject Pardi Garage Conversion # 24012 Subject Headers, Beams, and Joists Version: 3.3.11 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 = 6.00 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 13.83/2+14.08/2 =13.96 ft 0 = 0.00 ft 0 = 0.00 ft DL = 209 plf LL = 0 plf SL = 349 plf Factored Load = 558 plf LC: D+S 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 = 2586 ft-# fb = 1012 psi F'b = 1335 psi Ratio: Ratio: 0.758 OK Shear = 1699 # fv = 100 psi F'v = 207 psi 0.485 OK Transient Deflection = 0.061 in L/d = 1205 L/d Limit = 360 OK Total Load Deflection = 0.097 in L/d = 753 L/d Limit = 240 OK Reactions and Support Member Reations D L S Factored Support Type # of Trimmers Allowable Ratio Left 637 # 0 # 1062 # 1699 # Trimmer ( 2395 # 71% Right 637 # 0 # 1062 # 1699 # Trimmer ( 2395 # 71% 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 = 6.09/2+1.33/2 = 3.71 ft Trib Area = 29.67 sgft Load from Above Source C&C Uniform Pressure: Pp= 0# P,= 0# Ps= 0# w= -11.0PSF Total Axial Loads C&C UDL: DL= LL= 0# SL= 698# w= -40.6p1f Stud Size: #2 D.F. King Studs F'b/Cd = F'c*/Cd = 2x4 Area = 5.25 in^2 I = Fb Cf Cr (900 psi) (1.5 (1.50) = Fc Cf (1360 psi) (1.15) 5.36 in^4 S = 3.06 in^3 E' = E'Min = 2025 psi 1600000 psi 680000 psi Cd Moment* Axial fb fc F'b FbE Fc* DL+LL 1.0 ] :025 psi 4661 psi 1553 psi DL+SL 1.16 13��., - :329 psi 4661 psi 1785 psi DL+3/4(LL+SL) 1.16 11z^ ^ 6- :329 psi 4661 psi 1785 psi DL+3/4(LL+SL+W) 1.6 4 1240 psi 4661 psi 2484 psi DL+W 1.6 440L.ts K-1 �4itS p; 2SU f 1240 psi 4661 psi 2484 psi *Use accidental eccentrictiy of 1.2" in strong axis Cp F'c FcE Interaction Deflection Check: DL+LL 0.37 568 0.27 Deflection = 0.4ti DL+SL 0.3? 578 p�� 0.42 I/d = 220 1OK DL+3/4(LL+SL) n ' "79 ^<� 0.32 Compression Perpendicular to Grain DL+3/4(LL+SL+W) 0.66 F'c-perp = 406 psi Capacity = 2126 # DL+W Cf.L4 syu psi 53 Stress Ratio = 0.53 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: 1. Yes (E)Perimeter 1.84 sgft 0 in .00 sgft OK Right Reaction: 1699 # Yes (N) Strip 1.49 sgft 0 in �.67 sgft OK D7,E "LANCED STRUCTUR Project Name Pardi Garage Conversion Project # 24012 Subject Headers, Beams, and Joists Version: 3.3.11 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): �zR1 Clear Span = Trib: PLF Load: 13.83 ft Design Span = _.,.yu rr Roof Floor Wall Comment DL = SL = 15 PSF DL = ILL= 15 PSF DL = 10 PSF Max Span 25 PSF 40 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 Factored Load = D plf LC: D+S Size: 2x10 Moment of Inertia = 99 in^4 Sx = 21 in^3 Area = 14 in^2 Cd = 1.15 Cm = No Cr = Yes Incising? No Species: DF #2 CL = 1.00 Cf/Cv = 1.10 Braced? Yes Moment = 1931 f fb = 1083 psi F'b = 1309 psi Ratio: Ratio: ^w Shear = 556 fv = 60 psi F'v = 207 psi 0.25 Transient Deflection = L/d = L/d Limit = 360 OK Total Load Deflection = L/d = L/d Limit = 240 Reactions and Support Member Reations D L 5 Factored Support Type # of Trimmers Allowable Ratio Left 208 # Trimmer 1027 # 54% Right Trimmer 1027 # 54% 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: 556 # Yes (E)Perimeter 0 in OK D7,E "LANCED STRUCTUR Project Name Pardi Garage Conversion Project # 24012 Subject Headers, Beams, and Joists Version: 3.3.11 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): �zR2 Clear Span = Trib: PLF Load: 14.08 ft Design Span = _Y.15 rr Roof Floor Wall Comment DL = SL = 15 PSF DL = ILL= 15 PSF DL = 10 PSF 25 PSF 40 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 Factored Load = D plf LC: D+S Size: 2x10 Moment of Inertia = 99 in^4 Sx = 21 in^3 Area = 14 in^2 Cd = 1.15 Cm = No Cr = Yes Incising? No Species: DF #2 CL = 1.00 Cf/Cv = 1.10 Braced? Yes Moment = 2002 f fb = 1123 psi F'b = 1309 psi Ratio: Ratio: ^w Shear = 566 fv = 61 psi F'v = 207 psi 0.25 Transient Deflection = L/d = L/d Limit = 360 OK Total Load Deflection = L/d = L/d Limit = 240 Reactions and Support Member Reations D L 5 Factored Support Type # of Trimmers Allowable Ratio Left 354 # Trimmer 1027 # 55% Right 3 Trimmer 1027 # 55% Spot Footing Check UDL only on one side? Foundation Area Required Ftg Square Dim (in) Area Provided Left Reaction: oG, Yes (E)Perimeter 0 in OK Right Reaction: 566 # Yes Isolated 0 in See Isolated Ftg Design �-( ��1� F-' / LJ1 Project Name: Pardi Garage Conversion Project 24012 Subject: Vertical Member Summary Version: 3.3.11 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 SDI 2x6 DF it2 0.16 0.03 OK 1 Project Name: Project #: 93 SE Pardi Garage Conversion 24012 Subject: Version: MWCEUG UC UMLENG[NEERNG,LLC Stud Check 3.3.11 SD1 Ht = 1 11.00 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) Fc Cf F'c*/Cd = (1350 psi) _ E' _ Axial Loads: Loads based on: DL = Trib = DL = RF2 LL = 0 plf SL = 50 plf LL = SL = 100 # 30 plf 2.00 ft Load from Above: Pp PL PS I = 20.80 in^4 1600000 psi S=J 7.56 in-3 E'Min = I 580000 psi (DF #2) Lateral Loads Trib Width = 1.33 Trib Area = w = w = = 1.33 ft 14.63 sqi_ -11.9 PSF -15.8 pif Cd Moment* Axial fb fc F'b FbE Fc* Cp F'c FcE Interaction DL+LL 1.0 79 in-# 60 # 10 psi 7 psi 1580 psi 2157 psi 155s psi 0.46 709 ps' 828 psi 0.01 DL+SL 1.15 211 in-# 160 # 28 psi .9 psi 1816 psi 2157 psi 1785 psi 0.41 728 psi 828 psi 0.02 DL+3/4(LL+SL) 1.15 178 in-# 135 # 24 psi 5 psi 1816 psi 2157 psi 1785 P�' 0.41 728 psi 828 psi 0.01 DL+3/4(LL+SL+W) 1.6 2325 in-# :i 2527 psi 2157 psi 248 . 0.31 761 psi 828 psi 0.12 DL+W 1.6 2941 in-# 6, 389 psi 1 7 psi 1 2527 psi 1 -157 psi 2484 psi - " 761 psi 828 psi 0.16 *Use accidental eccentrictiy of 1% Ht in strong axis Deflection = 0.16 in Compression perpendicular to grain: I/d = Fc-perp = 846 F625 psi Capacity = Interaction Less Than 1.0 Therefore OK Allowable L/d = 180 5156 # Stress Ratio = 0.03 OK OK Max Interaction: 0.16 n�I TM SE Project Name: Pardi Garage Conversion Project #: 24012 \'I v� Subject: Version: -�- �----- Isolated and Other Foundation Design 3.3.11 Other Footings Source DL ILL SL 0.6W or .07E Load UDL Only One Side? Foundation Area Required (sgft) Ftg Square Dim (in) Area Provided RH3 (Left)+RHS (Left) 871 # 0 # 1452 # 0 # Yes (E)Perimeter 2.26 sgft 0 in 3.00 sgft Design of Isolated Footing Req'd Bearing Square Dimensions Circular Ftg 0.6W or Area (in) Diameter (in) Source DL ILL SL .07E Load 3E Project Name Project # D Pardi Garage Conversion 24012 Subject: Version: srrtucruRAL E"C : Floor Joist Tables 3.3.11 DL = IS PSF Cr = 1.15 Floor Chace Rating = 39 Min. LL 1.0 Fully Braced L/d Total Limit = 360 40 PSF Cd = = L/d Transient Limt = 360 = 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. - � — — T SE Project Name Project # r Pardi Garage Conversion 24012 \� D Subject Version: "TURAL Eh- Lateral Design 3.3.11 LATERAL DESIGN � S_g Project Name Project # rj� Pardi Garage Conversion 24012 DSubject Version: ATC Hazards Information 3.3.11 ASCE Address: 8918 218th St SW Edmonds, Washington 98026 i� Seismic Site Soil Class: Results: ASCE Hazards Report Standard: ASCE?SE17-16 Latitude: 47.801171 Risk Category: 11 Longitude: -122-353584 Soil Class: D - Default (see Elevation: 427.7591892263514 ft Section 11.4.3) i.NAVD 88) D - Default (see Section 11.4.3) S.- 1.28 S,,, N: A S, 0.45 TL : 6 F 1, 1.2 PGA : 0.544 F, N,,A PGA 0.653 Sres 1.536 F PrA 1.2 SW N,,A I.. 1 Sr;s 1.024 C,, 1.356 Ground motion hazard analysis may be required. See ASCE,'SEI 7-16 Section 11.4.8. Data Accessed: Wed Feb 28 2024 Date Source: USGS Seismic Design Maps Project Name: Project #: Pardi Garage Conversion 24012 133ESubject: Version: anuXCED SPAURURAL EXGINEERING. LLC Seismic Analysis 3.3.11 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= 1.280 Fa= 1.zUU SI = 0.450 Fv = 1.850 SMs= Fa * SS = 1.536 (IBC Eq.16-37) SMI= Fv * SI = 0.833 (IBC Eq.16-38) Spectral Response Parameters: SDs= 2/3 * SMs = 1.024 (IBC Eq.16-39) SDI= 2/3 * SMI = 10.555 (IBC Eq.16-40) Structure Period: Ta= Ct * (hn)x= 0.1349 (ASCE Eq. 12.8-7) hn = 12.75 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 =SDs/(R/IE) = 0.1575 (ASCE Eq 12.8 2) 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 6.50 (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) 3.00 4.00 1.00 0.63 0.63 75.02 0.05 1 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 Pardi Garage Conversion 24012 Subject: Version: s MCED9MUCMU LENGINEENING,LLC Seismic Forces 3.3.11 Building Weight: Weight Tributary to Level 1: Floor Area = ± Roof Area = ± (0)(15)+(3148)(15+0) _ Linear ft of Ext Walls Below = ± Ht of Walls Below = Wall Weight = (919)(10)(8/2) _ Linear ft of Int Wall Below = ± (208)(8)(8/2) = Pf = 25 PSF 0 sgft Wt Floor = 15 PSF 3148 sqft Wt Roof = 15 PSF 17220 # Pf<30, No SL 0 PSF 919.00 ft Wt Wall = 10 PSF 8.00 ft 208.00 ft Wt Wall = 8 PSF 6656 # Total Weight Tributary to Level 1 = 90636 # Project Name: Project #: SE Pardi Garage Conversion 24012 11-B Subject: Version: uuNCED srNUcruanL ENGINEENINGLLL Seismic Forces 3.3.11 Total Building Weight I Wbib ;; Base Shears: V= V= (0.158 )(90636 #) = 14279 # (Ultimate, LRFD) (0.113 )(90636 #) = 10199 # I (Service, ASD) Project Name: Project #: OB SE Pardi Garage Conversion 24012 Subject: Version: 9ALANCED STNUCTUMLENGINEENINGLLL Seismic Forces 3.3.11 Vertical Distribution of Seismic Forces Per ASCE 12.8.3: Total Seismic Load = 10199 # (Service) k = Diaphragm Weight Height Weight*Ht^k Cvx (%) Fx Level 1 8.00 ft F 90636 # Level 1 F Numbered Shear Lines Lettered Shear Lines p pQE Cumulative p pQE Cumulative 1 10199 # 1 10199 # Project Name: Project #: O 9LSERoof Pardi Garage Conversion 24012 Subject: Version: BALANCED STRUCTURAL EXGINEERING.LL� Wind Pressures 3.3.11 Type Pitched Exp = V= Kzt = Enclosure: Enclosed z = 10.00 ft (Highest Z) h = 12.75 ft Pitch 5:12 Kd = 0.85 Ke = qz= 0.00256KzKztKdKeVA2 Kz = qz = qh = 0.00256KhKztKdVA2 Kh = 0._ qh = 12.51 PSF P = gGCp-gi(GCpi) G = 0.85 Gcpi = L = 57.75 ft (Note a smaller L/B is conservative, use smaller L/B B = 59.50 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 10.76 PSF 13.82 PSF Leeward Wall -3.06 PSF Side Wall -7.44 PSF 9.00 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. 27 PSF h to 2h -0.18 -6.47 PSF 0.00 PSF >2h -0," ' 56 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 -aTQ-)Pardi IDSubject: Project Name: Garage Conversion Project #: 24012 Wind Loading Version: 3.3.11 Wind From 1-3 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 38.00 ft 10.00 ft Roof Normal to Ridge = 120 sgft 3.36 8 PSF 960 # 6272 # 3763 # 99 PLF 3763 # Roof Paralell to Ridge = 0 sgft 5.79 PSF* 0 k 8 PSF 0 # Windward Parapets = 0 sgft 18.76 PSF ^ ' 3 PSF 0 # Leeward Parpets = 0 sgft 12.51 PSF B PSF 0 # Walls Trib. to Diaphragm = 332 sgft 13.82 PSF 4588 6 PSF 5312 # 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 20.00 ft 10.00 ft Roof Normal to Ridge = 127 sgft 3.38 PSF 430 # 8 PSF 1016 # 2296 # 1378 # 69 PLF 1378 # Roof Paralell to Ridge = 0 sgft 5.29 PSF* 0 # 8 PSF 0 # Windward Parapets = 0 sgft 18.76 PSF 0 # 8 PSF 0 # Leeward Parpets = 0 sgft 12.51 PSF 0 # 8 PSF 0 # Walls Trib. to Diaphragm = 80 sgft 13.82 PSF 1106 # 16 PSF 1280 # -aTQ-)Pardi IDSubject: Project Name: Garage Conversion Project #: 24012 Wind Loading Version: 3.3.11 Wind from A-B 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 10.00 ft 10.00 ft Roof Normal to Ridge = 0 sgft 3.3F, 8 PSF 0 # 804 # 482 # 48 PLF 482 # Roof Paralell to Ridge = 0 sgft 5.29 PSP 8 PSF 0 # Windward Parapets = 0 sgft 18.76 PSF 8 PSF 0 # Leeward Parpets = 0 sgft 12.51 PSF 8 PSF 0 # Walls Trib. to Diaphragm = 50 sgft 13.82 PSF 694, 16 PSF 804 #:] Wind from B-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 23.50 ft 10.00 ft Roof Normal to Ridge = 28 sgft 3.38 PSF F 224 # 3296 # 1978 # 84 PLF 1978 # Roof Paralell to Ridge = 0 sgft 5.29 PSF* J A 8 PSF 0 # Windward Parapets = 0 sgft is " 8 PSF 0 # Leeward Parpets = 0 sgft 8 PSF 0 # Walls Trib. to Diaphragm = 192 sgft 1;.� 16 PSF 3072 # -aTQ-)Pardi IDSubject: Project Name: Garage Conversion Project #: 24012 Wind Loading Version: 3.3.11 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 26.00 ft 10.00 ft Roof Normal to Ridge = 105 sgft 3.38 PSF 8 PSF 840 # 2568 # 1541 # 59 PLF 1541 # Roof Paralell to Ridge = 0 sgft 6.91 PSF* 0 k 8 PSF 0 # Windward Parapets = 0 sgft 18.76 PSF 8 PSF 0 # Leeward Parpets = 0 sgft 12.51 PSF 8 PSF 0 # Walls Trib. to Diaphragm = 108 sgft 13.82 PSF 1492 16 PSF 1728 # Wind from E-F 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 46.00 ft 10.00 ft Roof Normal to Ridge = 37 sgft 3.38 PSF F 296 # 6008 # 3605 # 78 PLF 3605 # Roof Paralell to Ridge = 0 sgft 5.38 PSF* J A 8 PSF 0 # Windward Parapets = 0 sgft is " 8 PSF 0 # Leeward Parpets = 0 sgft 8 PSF 0 # Walls Trib. to Diaphragm = 357 sgft 1;.� 16 PSF 5712 # Project Name: Project #: -aTQ-)Pardi Garage Conversion 24012 IDSubject: Version: Wind Loading 3.3.11 *Avg Pressure Based on Horiz Distance **Z @ Top of Tributary Height of Walls at Each Diaphragm ***Wall Pressures are Adjusted Based on Z -gTQ-)Pardi IDSubject: Project Name: Garage Conversion Project #: 24012 Wind Loading Version: 3.3.11 DIAPHRAGM Level 1 TOTAL WIND NUMBERED LINES WIND NUMBERED CUM. 6766 # 6766 # TOTAL WIND LETTERED LINES 7606 # WIND LETTERED CUM. 7606 # .91 IS.L E�IANCEDa UC UR Project Name: Pardi Garage Conversion Project #: 24012 Subject: Diaphgram Distribution Version: 3.3.11 Diaphragms Level 1 Wind: 86.58 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 3 99 PLF 38.00 ft 23.50 ft No iooc # 80 PLF Unblocked Case 3 Roof 17875 ft-# 761 # 3 to 4 20.00 ft 45.75 ft No 689 # 15 PLF Unblocked Case 3 Roof 170 PLF 1 3 3444 ft-# 75 # 3 to 5 57 PLF 28.58 ft 26.00 ft No 813 # 31 PLF Unblocked Case 3 Roof 170 PLF 0.18 5807 ft-# 223 # Diaphram W L B Aspect Ratio Open Front? V v Diaphragm Type Floor or Roof? Capacity D/C Ratio M T=C A to B 10.00 ft 29.75 ft Yes 482 # 16 PLF Unblocked Case 3 Roof .j B to C 23.50 ft 38.50 ft No 989 # 26 PL. Unblocked Case 3 Roof 3.1: 5809 ft- C to D 59 PLC 26.00 ft 28.58 ft No 770 # 27 PLF Unblocked Case 3 Roof L70 PLF 3.11 5008 ft-# 175 # E to F 78 PLI 45.75 ft 19.58 ft No 1793 # 92 PLF Unblocked Case 3 Roof L70 PLF J.S� 20503 ft-# 1047 # .91 SETO) Project Name: Pardi Garage Conversion Project #: 24012 Subject: Version: awxcEDS UL UEAL ENG]NEEREUG LLC Diaphgram Distribution 3.3.11 Level 1 Seismic: Total Seismic Force = 10199 # (From previous sheet) F 86.58 ft F 2801 sgft 100.0 10199 # Total Seismic Force = 10199 # (From previous sheet) 105.25 ft 2798 sgft 100.0 10199 # See following sheets for seismic diaphragm design Diaphram L B Diaphrgm Area Aspect Ratio Open Front? % Force W V 1 to 3 38.00 ft 23.50 ft 1205 sgft No 43.0 4388 # 115 PLF 2194 # 3 to 4 20.00 ft 45.75 ft 853 sgft No 30.5 3106 # 155 PLF 1553 # 3 to 5 28.58 ft 26.00 f` No 26.5 2706 # 95 PLF 1353 # Diaphram L B Diaphrgm Area Aspect Ratio Open Front? % Force W V A to B 10.00 ft 29.75 ft 298 sgft Yes 10.6 1084 # 108 PLF 1084 # B to C 23.50 ft 38.50 ft 9p5 cnft No 32.3 3298 # 140 PLF 1649 # C to D 26.00 ft 28.58 ft No 26.6 2708 # 104 PLF 1354 # •-- F 45.75 ft 19.58 ft 853 sgft No 30.5 3109 # 68 PLF 1554 # j LJ1 � f Project Name: Pardi Garage Conversion Project #: 24012 l�/J] Subject: Version: �o��..m■�-u= Seismic Diaphragm Forces 3.3.11 Diaphragm Forces, ASCE 7-16, 12.10 n " Design Level Fx Fi Wx I Wi Fpx Fmin Finax Base Project Name: Pardi Garage Conversion 1 Project #: 24012 l/J] Subject: Seismic Diaphragm Forces Version: 3.3.11 Level 1 Seismic: Total Seismic Force = 13259 # (From previous sheet) Diaphrgm Aspect 86.58 ft Total Seismic Force = 13259 # 2801 sgft (From previous sheet) 100.0 13259 # Diaphragm L B Area Ratio Open Front? % Force W V v Diaphragm Type Floor or Roof? Capacity D/C Ratio M T=C 38.00 ft 23.50 ft 1205 sgft 1.62 N )4 # 150 PLF 2852 # 121 PLF Unblocked Case 3 Roof 70 PLF 0.71 27093 ft-# 1153 # 20.00 ft 45.75 ft 853 sgft 0.44 No ,j38 # 202 PLF 2019 # 44 PLF Unblocked Case 3 Roof 70 PLF 0.26 30094 ft-# 221 # 28.58 ft 26.00 ft 743 sgft 1.10 No 26.5283 3517 # 123 PLF 1759 # 68 PLF Unblocked Case 3 Roof 70 PLF 0.40 12566 ft-# 483 # 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 B 10.00 ft 29.75 ft 298 sgft 0.34 Yes 11 1410 # 141 PLF 1410 # 47 PLF Unblocked Case 3 Roof 170 PLF 0.28 7048 ft-# 237 # B to C 23.50 ft 38.50 ft 905 sgft 0.61 No 32 4287 # 182 PLF 2143 # 56 PLF Unblocked Case 3 Roof 170 PLF 0.33 12592 ft-# 327 # C to D 26.00 ft 28.58 ft 743 sgft 0.91 No 27 3521 # 135 PLF 1760 # 62 PLF Unblocked Case 3 Roof 170 PLF 0.36 11443 ft-# 400 # E to F 45.75 ft 19.58 ft 853 sgft 2.34 No 30 4042 # 88 PLF 2021 # 103 PLF Unblocked Case 3 Roof 170 PLF 0.61 23113 ft-# 1180 # Project Name: Project #: In3 S-Z Pardi Garage Conversion 24012 Subject: Version: Too Plate (Chord) 3.3.11 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 = 1180 # OK Capacity of 10d Nail = (118) (1.6) = 189 # Splice Length = 4.00 ft # of Rows = 0 Row Spacing Splice Capacity = OK ^� IL u`(\(.\111v Project Name: Pardi Garage Conversion Project #: 24012 Subject: Loads to Lines Version: 3.3.11 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 3 1882 # Not Used 0 # Not Used 0 # Not Used 0 # 1882 # 3 0 # 0 # 1 to 3 1882 # 3 to 4 689 # 3 to 5 813 # Not Used 0 # 3383 # 6766 # 4 0 # 0 # 3 to 4 689 # Not Used 0 # Not Used 0 # Not Used 0 # 689 # 5 0 # 0 # 3 to 5 813 # Not Used 0 # Not Used 0 # Not Used 0 # 813 # Line Drag Load Load Transfer Dia. 1 V Dia. 2 V Dia. 3 V Dia. 4 V Sum Total B u 0 # A to B 482 # B to C 989 # Not Used 0 # Not Used 0 # 1471 # C 0 # 0 # B to C 989 # C to D 770 # Not Used 0 # Not Used 0 # 1759 # D 0 # 0 # C to D 770 # Not Used 0 # Not Used 0 # Not Used 0 # 770 # 7586 # E 0 # 0 # E to F 1793 # Not Used 0 # Not Used 0 # Not Used 0 # 1793 # F 0 # 0 # E to F 1793 # Not Used 0 # Not Used 0 # Not Used 0 # 1793 # 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 3 2194 # Not Used 0 # Not Used 0 # Not Used 2194 # s 0# 0# 1to3 2194# 3to4 1553# 3to5 1353# Not Used 5100# 10199# 4 0 # 0 # 3 to 4 1553 # Not Used 0 # Not Used 0 # Not Used 1553 # S 0 # 0 # 3 to 5 1353 # Not Used 0 # Not Used 0 # Not Used 1353 # Line Drag Load Load Transfer Dia. 1 V Dia. 2 V Dia. 3 V Dia. 4 V Sum Total 0 # A to B 1084 # I B to C 1649 # Not Used 0 # I Not Used 2733 # 0 # B to C 1649 # C to D 1354 # Not Used 0 # Not Used 3003 # 0 # C to D 1354 # Not Used 0 # Not Used 0 # Not Used 1354 # 10199 # 0 # E to F 1554 # Not Used 0 # Not Used 0 # Not Used 1554 # 0 # E to F 1554 # Not Used 0 # Not Used 0 # Not Used 1554 # Project Name: Project #: aL Pardi Garage Conversion 24012 I&ESubject: Version: BALANCED SMMML ENGINEERM,LLC Shear Wall Desien 3.3.11 Wood Shearwalls Line Level V Wall Available Total Wall v A.B. Spacing Min H/B v ad' 1 Wall T Type Wall Ht Uplift/ Comp. Trib. For Wt. Down Weight Down Wall (ft) Net Uplift Holdown/S trap 5 1 1353 # 9.92 9.92 ft 136 P AZ 0.81 N/ Wl 8.00 ft 0 # 15.75 190 PLF 9.92 941 # vone C 1 1 3003 # 11+13.42 24.42 ft 123 PLi Al 0.82 N/F Wl 9.00 ft 1107 # 20/2+2/2 153 PLF 11 265 # Ignore 1 1 1354 # 11 11.00 ft 123 PLF Al 0.82 N/z Wl 9.00 ft 1108 # 3 81 PLF 11 662 # LTTP * 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 approximately the same length and v adj = v/(2bs/h) elsehwere.