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Report OFFICE COPY RECEIVED BU P2022.-6=44 FEB 0b 2022 CITY OF TIGARD LZ' 89 SW' CoTHI BUILDING DIVISION FROELICH ENGINEERS , Memorandum Client: Pahlisch Homes Job Name: Pahlisch Homes Tigard Office TI Location: 12585 SW 68th Ave, Tigard, OR 97223 FCE Job#: 22-B040 Date: 2-4-2022 To: Pahlisch Homes From: Brandon Luzier Comments: Froelich Engineers was contacted by Pahlisch Homes and Novak Architecture to provide structural engineering for this TI.This existing building is a shell building, and all interior improvements are considered nonstructural. The only portion of the structure that is affected is at the addition of four new windows in one previously solid wall line. See attached details 1 and 2 for the new framing requirements in the wood wall and the brick veneer openings. Froelich Engineers has provided calculations showing that the existing shear walls are sufficient to carry the lateral load with the four new openings. See attached for gravity and lateral calculations for the new openings. Don't hesitate to call if you have questions or would like to further discuss. • Regards, Brandon Luzier, PE PROp AssociateNGiN-49 s fo bluzier cfroelich-engineers_corn 918PE • d,OREGON `;9 `ar132N\4,,2' 9iltO • ON T.`,J1 • EXPIRES: iZ-31 -Z-z. www.froelich-engineers.com ❑ MAIN OFFICE 17700 SW Upper Boones Ferry Rd,Suite 115 Portland,Oregon 97224 503-624-7005 ❑ DENVER OFFICE 940 Kimbark St,Suite 3 Longmont,Colorado 80501 720-560-2269 El CENTRAL OREGON 745 NW Mt.Washington Dr.,Suite#204 Bend,Oregon 97703 541-383-1828 S • , ' ❑ Main Office CLIENT: 17700 SW Upper Boones Ferry Rd.#115 PAGE / t Portland.Oregon 97224 -4411. 503-624-7005 PROJECT: Iiij> ❑Central Oregon 745 NW Mt.Washington Dr.#204 NUMBER: Bend,Oregon 97703 541-383-1828 F R O E L I C H ❑ Denver Office DATE: i ENGINEERS; 940 Kimbark St.Suite 3 Longmont,Colorado 80501 www.froelich-engineers.corn 720-799-1001 BY: CRIPPLE STUDS AS REQ'D _CONT DBL TOP PL ti 4x10 DF#2 HEADER \ --1 (8)0.148" DIA x 3"NAILS TO HEADER-TYP EACH SIDE (2)2x6 DF TRIMMERS. NAIL TOGETHER W/(2) ROWS OF 0.148" DIA x 3"NAILS (2)2x6 DF KINGS, NAIL AT 8"OC,TYP EACH SIDE TOGETHER W/(2)ROWS OF 0.148" DIA x 3" NAILS AT 8" OC, TYP EACH SIDE (4)0.148" DIA x 3"NAILS TO SILL-TYP EACH SIDE (2)2x6 DF SILL Hi---- 1 i /' I H i CRIPPLE STUDS \—SOLE PL 1 HEADER DETAIL SD 1" = 1'-0" o ' ❑ Main Office CLIENT: 17700 SW Upper Boones Ferry Rd.#115 q;;-- Portland,Oregon 97224 503-624-7005 PROJECT: " ",` ❑ Central Oregon 745 NW Mt.Washington Dr.#204 NUMBER: Bend,Oregon 97703 541-383-1828 FROELICH DATE: ENGINEERS 940 Kimbark St.Suite 3 Longmont,Colorado 80501 www.troelich-engineers.com 720-799-1001 BY: , l 14 I I REF ARCH EXISTING BRICK VENEER .0— III .. WALL FRAMING ' VENEER RELIEF—ANGLE ABOVE HEADER TO ALIGN W/BOTTOM OF :— i , BRICK COURSE REF ARCH , IIINEW WINDOW HEADER, i REF DETAIL 1/SD I t • L4X4X114 VENEER a ___LEDGER ANGLE. EXTEND_ ANGLE 8 "BEYOND OPENING AND BEAR ON 1 EXISTING!ADJACENT VENEER` 1 1 l 2 SHELF ANGLE SD 1" = 1'-0" Page 1 of 13 FROELICH CONSULTING ENGINEERS,INC. client: Pahlisch project: Pahlisch Office TI job number: 22-B040 date: 2/4/2022 by: JLA Design Criteria: FROELICH ENGINEERS c General: Building Department Tigard, OR Building Code 2019 OSSC/2021 ORSC Building Occupancy Group B Risk Category li Roof Loads: Roof Snow Load(Pr) 25.0 psf Roof Deflection Limitation U240 Floor Loads: Live Load 50 psf Floor Deflection Limitation U360 Wind Load: Basic Wind Speed(V) 100 mph (OSSC Table 1609.3) Exposure B Elevation 200 ft Seismic Load: Default Soil Site Class D (1613.2.2) Mapped Spectral Response Acceleration(Ss) 0.866 g Mapped Spectral Response Acceleration(Si) 0.394 g Short-Period Site Coefficient(Fa) 1.200 Long-Period Site Coefficient(Fv) 1.806 Spectral Response Coefficient(Sos) 0.692 g Spectral Response Coefficient(SD1) 0.474 g Seismic Design Category D Soils Data: Allowable Bearing Pressure 1500 psf (assumed) Footing(Frost) Depth 12" Scope of Work: Lateral Design: Check existing walls in line with new openings 1 2/4/22,10:31 AM U.S.Seismic Design Maps Page 2 of 13 a7sEAv OSHPD Pahlisch Office T.I. 12585 SW 68th Ave, Tigard, OR 97223, USA Latitude, Longitude: 45.4289987, -122.7470987 SW Franklin St Consumer Cellular 9 W&G: A Delicious Dish ° Kassay Family Medicine Willamette Dental SW Southwood Dr cn 9 Lowe's Home Group-Tigard as Improvement ° Sherwin-Williams D SW Gonzaga St District Office Q CD 9 George Fox University: cn Portland Center ° ClearChoice Dental W Implant Center < Go - gle sw Hampton st \1 -..,_ Map data©2022 Date 2/4/2022,10:31:21 AM Design Code Reference Document ASCE7-16 Risk Category II Site Class D-Default(See Section 11.4.3) Type Value Description • SS 0.866 MCER ground motion.(for 0.2 second period) Si 0.394 MCER ground motion.(for 1.0s period) . SMS 1.039 Site-modified spectral acceleration value SM1 null-See Section 11.4.8 Site-modified spectral acceleration value SDS 0.692 Numeric seismic design value at 0.2 second SA SD1 null-See Section 11.4.8 Numeric seismic design value at 1.0 second SA Type Value Description SDC null-See Section 11.4.8 Seismic design category Fa 1.2 Site amplification factor at 0.2 second F„ null-See Section 11.4.8 Site amplification factor at 1.0 second PGA 0.393 MCEG peak ground acceleration FPGA 1.207 Site amplification factor at PGA PGA M 0.474 Site modified peak ground acceleration TL 16 Long-period transition period in seconds _, SsRT 0.866 Probabilistic risk-targeted ground motion.(0.2 second) i SsUH 0.975 Factored uniform-hazard(2%probability of exceedance in 50 years)spectral acceleration SsD 1.5 Factored deterministic acceleration value.(0.2 second) S1RT 0.394 Probabilistic risk-targeted ground motion.(1.0 second) S1 UH 0.454 Factored uniform-hazard(2%probability of exceedance in 50 years)spectral acceleration. S1 D 0.6 Factored deterministic acceleration value.(1.0 second) PGAd 0.5 Factored deterministic acceleration value.(Peak Ground Acceleration) CRS 0.887 Mapped value of the risk coefficient at short periods https://seismicmaps.org 1/3 I 1 Page 3 of 13 A Client: Pahlisch Homes Project: Pahlisch Office TI Proj.#: 22-B040 Date: 2/4/2022 By: JLA FROELICH • ENGINEERS& Dead Load Calculations • Roof Dead Load Top Chord of Truss Component Weights Actual(psf)1 Comments Framing 4 Roof Trusses Roof sheathing 2 1/2"shth Roofing(Asphalt Shingles) 3 R-19 Insulation 1.5 Misc. 1 Total= 11.5 psf Bottom Chord of Truss Component Weights 'Actual(pst)I Comments Mechanical 1.5 Ceiling 2.8 (1)5/8"gyp Sprinklers 1 Misc. 1.2 Total= 6.5 psf Total Roof Dead Load= 18.0 psf Exterior Wall Dead Load Component Weights 'Actual(pst) Comments Framing 1.5 Sheathing 1.5 1/2"shth Interior Gyp Finish 2.8 5/8"gyp Insulation 1.5 R-19 Brick Veneer 40 4"Brick Veneer Misc. 0.7 Total= 48 psf Interior Wall/Partition Wall Dead Load Component Weights 'Actual(psf)1 Comments Framing 1.7 2x6 @ 16"o.c. Interior Gyp Finish 5.6 5/8"gyp each side Insulation 0.5 Fiberglass Batt Insulation as occurs Misc. 0.2 Total= 8 psf Page 4 of 13 FROELICH CONSULTING ENGINEERS client: Palisch project: Pahlisch Office TI job number: 22-B040 date: 2/4/2022 by: JLA ROOF BEAMS Header Location: New Opening at Back Wall Span: 5'-0" Loads: 4x10 DF#2 Loading Trib. Roof DL: 18 psf x 26.50 ft = plf SL: 25 psf x ft = plf Shelf Angle Location: New Opening at Back Wall Span: 5'-0" Loads: L4x4x1/4 Loading Trib. Brick DL: 40 psf x 6.25 ft = plf Page botl3 /` COMPANY PROJECT iiI WoodWorks' SOFTWARE FOR WOOD DESIGN Feb. 4, 2022 11:30 Header Design Check Calculation Sheet WoodWorks Sizer 2019 (Update 3) Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Loads Dead Full UDL 477.0 plf Load2 Snow Full UDL 663.0 plf Self-weight Dead Full UDL 7.7 plf Maximum Reactions (Ibs) and Bearing Lengths (in) : 5.5' 0'I 5.12' Unfactored: Dead 1331 1331 Snow 1823 1823 Factored: Total 3155 3155 Bearing: Length 3.00 3.00 Min req'd 1.44 1.44 Lumber-soft, D.Fir-L, No.2, 4x10 (3-1/2"x9-1/4") Supports:All-Lumber n-ply Column, D.Fir-L Stud Total length: 5.5'; Clear span: 5.0'; Volume= 1.2 cu.ft. Lateral support: top = at supports, bottom =at supports; This section PASSES the design code check. Analysis vs. Allowable Stress and Deflection using NDS 2018 : Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 92 Fv' = 207 psi fv/Fv' = 0.44 Bending(+) fb = 904 Fb' = 1229 psi fb/Fb' = 0.74 Dead Defl'n 0.02 = < L/999 . Live Defl'n 0.03 = < L/999 0.17 = L/360 in 0.16 Total Defl'n 0.06 = < L/999 0.26 = L/240 in 0.23 Design Notes: 1. Analysis and design are in accordance with the ICC International Building Code(IBC 2018) and the National Design Specification (NDS 2018), using Allowable Stress Design (ASD). Design values are from the NDS Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. Project Title: Engineer: Page 6 of 13 Project ID: Project Descr: Steel Beam Project File:Shelf Angle.ec6 LIC#:KVV-06014743,Build:20.21.12.16 FROELICH CONSULTING ENGINEERS (c)ENERCALC INC 1983-2021 DESCRIPTION: Shelf Angle CODE REFERENCES . Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set:ASCE 7-16 Material Properties Analysis Method Allowable Strength Design Fy:Steel Yield: 36.0 ksi Beam Bracing: Completely Unbraced E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending Vertical Leg Up a e D(0.250) p b ox L4x4x1/4 AS Span=5.0ft 1 .- Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load : D=0.250 k/ft, Tributary Width= 1.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.410: 1 Maximum Shear Stress Ratio= 0.050 : 1 Section used for this span L4x4x1/4 Section used for this span L4x4x1/4 Ma:Applied 0.802 k-ft Va:Applied 0.6415 k Mn/Omega:Allowable 1.953 k-ft Vn/Omega:Allowable 12.934 k Load Combination D Only Load Combination D Only Location of maximum on span 2.500ft Location of maximum on span 0.000 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward Transient Deflection 0.000 in Ratio= 0 <360 Max Upward Transient Deflection 0.000 in Ratio= 0 <360 Max Downward Total Deflection 0.042 in Ratio= 1440 >=180 Span:1 :D Only Max Upward Total Deflection 0.000 in Ratio= 0 <180 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Ma Max Mnx Mnx/Omega Cb Rm Va Max VnxVnx/Omega D Only Dsgn.L= 5.00 ft 1 0.410 0.050 0.80 0.80 3.26 1.95 1.14 1.00 0.64 21.60 12.93 • +0.60D Dsgn.L= 5.00 ft 1 0.246 0.030 0.48 0.48 3.26 1.95 1.14 1.00 0.38 21.60 12.93 Overall Maximum Deflections • Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"Defl Location in Span D Only 1 0.0417 2.514 0.0000 0.000 Vertical Reactions Support notation:Far left is#' Values in KIPS • Load Combination Support 1 Support 2 Overall MAXimum 0.642 0.642 Overall MINimum -0.385 -0.385 D Only 0.642 0.642 +0.60D 0.385 0.385 Page 7 of 13 ' Client: Pahlisch Project: Pahlisch Office TI Project#: 22-B040 Date: 2/4/2022 By: JLA FROELICH ENGINEERS 6 WIND FORCE CALCULATION-MWFRS ASCE 7-16 SECTION 27.2 DIRECTIONAL PROCEDURE Basic Wind Speeds Design Wind Speed V„u= 100 mph Wind Directionality Factor Kd= 0.85 Table 26.13-1 (page 271) Wind Exposure Category= B Building Parameters Horizontal Dimension of Bldg= 85 ft Long Dimension of Building Horizontal Dimension of Bldg= 53 ft Short Dimension of Building Mean Roof Height h= 15 ft Ref. Figure 27.3-1 (page 275) Highest Roof Level hn= 15 ft Ground Elevation,zg= 200 ft Ground elevation above sea level (ft) • Approximate Fundamental Period Ta= 0.15 sec Eq. 12.8-7(page 102) Fundamental Frequency f= 6.6 Hz> 1 Hz Therefore Rigid Topographic Effects Hill Height H= 0 ft Figure 26.8-1 (page 267) Length of 1/2 hill height Lh= 1000 ft Figure 26.8-1 (page 267) Dist. From Crest to Bldg. x= 100 ft Figure 26.8-1 (page 267) Height Above Local Grade z= 15 ft Figure 26.8-1 (page 267) Horizontal Attenuation Factor m= 1.5 Figure 26.8-1 (page 267) Height Attenuation Factor g= 3 Figure 26.8-1 (page 267) Shape Factor K1/(H/Lh)= 1.3 Figure 26.8-1 (page 267) Output-Topographic Multipliers K1 = 0.00 K2= 0.93 K3= 0.96 Topographic Factor K2= 1.00 Page 8 of 13 Gust Effects Integral Length Scale Factor/ = 320 ft Table 26.11-1 (page 269) Integral Length Scale nominal height of boundary zg= 1200 Table 26.11-1 (page 269) 3-s gust exponent a= 7.00 Table 26.11-1 (page 269) Turbulence Intensity Factor c= 0.30 Table 26.11-1 (page 269) Power Law Exponent e = 0.33 Table 26.11-1 (page 269) Minimum Height zmi„= 30 ft Table 26.11-1 (page 269) Integral Length Scale of Turbulence LZ= 310 ft Output-Background Response Factor Q= 0.87 Intensity of Turbulence IZ= 0.30 Gust Effect Factor G= 0.85 Ground Elevation Factor Ground Elevation Factor, Ke= 0.99 Table 26.9-1 (page 268) Velocity Pressure qZ=0.00256KZKzKdKeV2 (Ib/ft2) Pressure Coefficients Length to Width Ratio L/B= 0.62 (Worst Case L/B) Height to Length Ratio h/L= 0.18 (h/L Worst case roof ratio) Roof Pitch= 0 : 12 = 1.19 deg Velocity Pressure Exposure Coefficients Kh (see below) Table 26.10-1 (page 268) External Pressure Coefficients Cp (see below) Figure 27.3-1 (page 275) Direction Cp Height(ft) Kh qZ(psf) Velocity Windward 0.80 15 0.57 12.4 Pressure Leeward -0.50 20 0.62 13.5 Output qZ Roof Windward 25 0.67 14.4 Roof Leeward 30 0.70 15.1 40 0.76 16.4 50 0.81 17.5 60 0.85 18.4 70 0.89 19.3 80 0.93 20.0 90 0.96 20.7 100 0.99 21.3 120 1.04 22.5 h= 15 0.57 12.4 qh hparapet= 0 0.57 12.4 qh Page 9 of 13 UNFACTORED WIND PRESSURE 16 psf min per Section 27.1.5(Walls) Design Wind Pressures p (psf)-GCpi=(-) 8 psf min per Section 27.1.5 (Roof) Internal Pressure Coefficient GCp;= -0.18 Table 26.13-1 (page 271) Wall Roof Horiz Roof Effects(normal to Roof Surface) Direction- Windward Leeward Roof WW Roof LW WW+LW RWW+RLW Height 15 10.7 -3.0 16.0 ft 20 11.4 -3.0 16.0 25 12.0 -3.0 16.0 30 12.5 -3.0 16.0 40 13.4 -3.0 16.5 50 14.2 -3.0 17.2 60 14.8 -3.0 17.8 70 15.4 -3.0 18.4 80 15.9 -3.0 18.9 90 16.3 -3.0 19.4 100 16.8 -3.0 19.8 120 17.5 -3.0 20.6 15 10.7 -3.0 2.2 2.2 16.0 8.00 Parapet 0 18.6 -12.4 31.0 Design Load Case 1 Controls-By Inspection Figure 27.3-8(page 283) Parapet Loading Section 27.5.2 (page 284) UNFACTORED WIND PRESSURE 16 psf min per Section 27.1.5(Walls) Design Wind Pressures p (psf)-GCo=(+) 8 psf min per Section 27.1.5 (Roof) Internal Pressure Coefficient GCp;= 0.18 Table 26.13-1 (page 271) Wall Roof Horiz Roof Effects(normal to Roof Surface) Direction- Windward Leeward Roof WW Roof LW WW+LW RWW+RLW Height 15 6.2 -7.5 16.0 ft 20 6.9 -7.5 16.0 25 7.5 -7.5 16.0 30 8.1 -7.5 16.0 40 8.9 -7.5 16.5 50 9.7 -7.5 17.2 60 10.3 -7.5 17.8 70 10.9 -7.5 18.4 80 11.4 -7.5 18.9 90 11.9 -7.5 19.4 100 12.3 -7.5 19.8 120 13.1 -7.5 20.6 15 6.2 -7.5 -2.2 -2.2 16.0 8.00 • Parapet 0 18.6 -12.4 31.0 Design Load Case 1 Controls-By Inspection Figure 27.3-8 (page 283) Parapet Loading Section 27.5.2 (page 284) Page 10 of 13 FROELICH CONSULTING ENGINEERS,INC. client: Pahlisch project: Pahlisch Office TI J` job number: 22-B040 date: 2/4/2022 by: JLA FROELICH E N D I N E E R B 1 SEISMIC WEIGHTS: Roof: Roof Area: 4505 ft2 Area DL Roof Weight: 4505 ft2 x 18 psf = 81090 lbs Partition Wall DL: 2666 ft2 x 8 psf = 21328 lbs Length Height #of lines Bearing Wall Area: 85.0 ft x 7.5 ft x 2 = 1275 ft2 53.0 ft x 7.5 ft x 2 = 795 ft2 Total Wall Area = 2070 ft2 Area Wall DL Bearing Wall Weight: 2070 ft2 x 40 psf = 82800 lbs Total Roof Weight = 185218 lbs Page 11 of 13 FROELICH CONSULTING ENGINEERS,INC. client: Pahlisch Homes project: Pahlisch Tigard Office TI job number: 22-B040 date: 2/4/2022 4 by: JLA FROELICH ENGINEERS SEISMIC FORCE CALCULATION (ASCE7-16) Building Parameters: Risk Category= II Importance I= 1.00 Soil Site Class= D Default ASCE7-16 11.4.3 Response Modification Coefficient,R= 6.50 Height of Structure,he= 15.00 ft Spectral Acceleration Parameters: Site Class B Short-Period Spectral Response Acceleration,Ss= 0.866 g (OSHPD Maps) Site Class B 1-Second Spectral Response Acceleration,S,= 0.394 g (OSHPD Maps) Short-Period Sidte Coefficient,Fe= 1.200 (OSHPD Maps) Minimum Short-Period Site Coefficient Site Class D(Default),Fe= ASCE7-16 11.4.4 Long-Period Site Coefficent,F = 1.806 (SMs=Fa*Ss)Long-Peiod,Calculated SMs to Determine SDC,SMs= 1.039 g (SMs >_SM,)Therefore Controlling,SMs= 1.039 g Section 1613.2.3 (SM1=Fv*S1)Short-Period,SM,= 0.712 g (Sps=(2/3)SMs)Design Spectral Acceleration Short-Period,Sips= 0.693 g (SD,=(2/3)SM1)Design Spectral Acceleration Long-Period,SD1= 0.474 g Seismic Design Category= D (Controlling From Table 11.6-1&2) Approximate Fundamental Period&Building Periods: Approximate Fundamental Period Parameters,C,= 0.02 Approximate Fundamental Period Parameters,x= 0.75 (Te=C,x he")Approximate Period,Ta= 0.152 sec Coefficeient for upper limit on calculated period,C = 1.400 (T=Te*C,)Upper Limit Period,T= 0.213 sec Fundamental Period,T= 0.152 sec (Ts=SD1/SDs)Ts= 0.685 sec Long-Period Transition Periods,TL= 16 sec Verify Exception(s)SDC D-F Only: 1. Structures on Site Class E,SS>_1.0: NA 2. Table values are applicable for,T<1.5Ts: 0.152 I < I 1.027 Use Eq. 12.8-2 For Cs 3. Structures on Site Class E,S1 >_0.2: NA Seismic Response Coefficient,Cs: (Cs=SDs/(R/I))Seismic Response Coefficient,Cs= 0.107 (T<1.5Ts) Eq.12.8-2 (Cs=SD1/(T*(R/I)))Upper Limit,CS= 0.479 (T<TL) (Cs=0.0044SDsle>_0.01)Lower Limit Cs= 0.030 >_0.01 Base Shear,V: Weight,W= 185218 lbs (V=Cs*W)Unfactored Seismic Base Shear,V= 19741 lbs Vertical Distribution of Seismic Force: level x hx Wx hxWx hxWx/ hxWx Fx Roof 15.00 185218 2778270 Totals: 2778270 Page 12 of 13 FROELICH CONSULTING ENGINEERS,INC. client: Pahlisch project: Pahlisch Office TI414111 job number: 22-B040 date: 2/4/2022 by. ALA FROELICH E N O I N E E R S I Back Wall Line Pressure Length Height Wind on Wall: 16 psf x 26.5 ft x 10 ft = 4240 lbs Wind Force= 4240 lbs Force Trib. Total Seismic Force: 19741 lbs x 1 sf / 2 sf = 9871 ‘lbs Page 13 of 13 Roof Level Client:Pahlisch Project:Pahlsch Office TI Resisting Dead load Seismic overturning load combination Proj.8:22-B040 Roof DL. 18 psf ( -0.14S0s)D+0.7pE Date:2/4/22 Wall DL S0 : 48 psf P s: 0.692 g By:JLA Floor DL: 12 psf Se ment Geometry Loading DL Trib.Len h Wind Desi n Output L Lt hu ldL Ratio Factor Wind Seismic Rtrib Wlrib Flub Lo +/- P Seismic Uplift Output Redundancy Factor OT Uplift Unit Load Sheathing +/-OT Unit Load Sheathing p 1.3 (II) (ft) (R) (2L/h) Ms) - (Ibs) (R) (D) (It) (in) (Ibs) ((be) (plp Design(plf) Obs) (@s) �(plf) Design(plt) Hardware Used (Unfadored oVo p) (factored) (UnJacmred) (A.SD) (ASD) (Uofada.ed/ (ASD Back Wall Line / (ASD) Hold Donau lNaling 35.00 47.75 15.00 04 1.00 I 4240 9871 26.5 15.0 0.0 0.00 1332 -11769 53 53 403) -7717 188 188 Not Req'd 6/12 12.75 47.75 15.00 I 2 1.00 4240 9871 126.5 15.0 0.0 0.00 1332 [ -3779 53 53 4031 -1017 IX) 188 Not Req'd 6/12 i