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HomeMy WebLinkAboutApplication APPLICANT 4/27/2020pbsBUILDING SYSTEMS MANUFACTURED BY !100 IN, PACIFIC HWY, WOODBURN,OREGON 97071•503 / 981-9581 IAS Inc. Fabricator Inspection Pro ram FA -405 (See Web At www.iasonline.org) CUSTOMER 0 & S Contractors 3093 Pierce Parkway Springfield, OR 97401 PROJECT = 24'.0" Storage Shed G?wnxEss�v �7.W2PEA. Q 3093 Pierce Parkway = 12'-0" 114'-0" Springfield, OR 97401 bREGON Job No. 20-8367 �A/LONG LJG Live Load (psf) EXPIRATION DAIE:IZ u' BUILDING DATA Width gl) = 24'.0" Length (f) = 60'.0" Eave Height (ft) = 12'-0" 114'-0" Roof Slope (rise/12) = 1.0:121 Dead Load (psf) = 2.50 Live Load (psf) = 20.00 Collat. Load (psf) = 1.00 Wind Speed(mph) = 98 Wind Code = OSSC19 (IBC 18) ClosedlOpen Partial Exposure = C Importance - Wind = 1.00 Seismic Design Catagory = D Seismic Importance Factor = 1.00 Mapped Spectral Responce Accelerations Ss = 0.657 SYS = 0.837 S, = 0.378 Sm1 = 0.726 Spectral Responce Coefficients Sas = 0.558 S a, = 0.484 Ground Snow Load (psf) = 11.00 Roof Snow Load (psf ) = 20.00 Snow Importance Factor = 1.00 Page 1 Of 126 Customer O & S Contractors Sob No 20-8367 Storage Shed Date 9/22/2020 Project Designed By RD Location Springfield, OR 97901 Sive 24 x 60 x 12 x 19 Checked By Table Of Contents Design Calculations 2 - 21 Roof Design 22 - 95 SW Design @Line A 96 - 52 SW Design@ Line B 53 - 56 EW Design@Line 1 57 - 81 EW Design@LIne 3 82 - 109 Rigid Frame Design@ Line 2 110- 125 Design Warning 126 - 126 Page 2 Of 126 Cust..e 0 & S ContxaCiorS Tob No 20-8367 Pno- Sto xa BY Shed Date 9/22/2020 Designed By KL Location Springfield, OR 97901 Size 29 x 60 x 12 x 19 Checked By Pacific Building Systems 2100 N Pacific Hwy Woodburn, OR 97071 STRUCTURAL DESIGN CALCULATIONS FOR O & S Contractors 3093 Pierce Parkway Springfield, OR 97901 Storage Shed 3093 Pierce Parkway Springfield, OR 97901 20-8367 BUILDING LAYOUT Width (ft)- 29.0 Length (ft)- 60.0 Eavc Height (ft)- 12.0/ 19.0 Roof Slope (rise/12 )- 1..00 BUILDING LOADS Roof. Dead Load (psf )= 2.5 Wall Dead Load Left Endwall (psf )= 2.0 Right Endwall (psf )= 2.0 Front Sidewall(psf )= 2.0 Back Sidewall(psf )= 2.0 Live Load (psf )= 20.0 Collateral Load (psf )= 1.0 Snow Load (psf )= 20.0 Wind Speed (mph )= 98.0 Wind Code = OSSC 19 (SAC 18) Closed/Open P Exposure = C Internal Wind Coeff = -0.55, +0.55 Importance - Wind = 1.00 Importance - Seismic = 1.00 Seismic Design Category= D Seismic Coeff (Fa*Ss) = 0.89 Page 3 Of 126 Customez O & S Contractors Job No 20-8367 Project Storage Shed Date 9/22/2020 Location Springfield, OR 97401Obt Designed Ey KL Size 24 x 60 x 12 x 14 Checked By Designer KL Retailer NO 4/22/20 20-6367 Design Loads For Building Components: 4/22/20 10:51am FRONT SIDEWALL: BASIC LOADS: Basic Wind_ Load_ Ratio Wind Deflect Factor 17.5 0.42 0.60 EDGE ZONE: -----Wind Ratio---- --Left_Zone----Right_Zone- Jamb/ Width Base Width Base Girt Panel Column 3.00 0.00 3.00 0.00 1.05 1.00 1.05 WIND PRESSURE/SUCTION: Wind Wind Wind Press Suct Long 21.7 -23.3 .. Girt/Header 25.3 -26.9 .. Panel 21.7 -23.3 .. Jamb 0.0 0.0 .. Parapet BACK SIDEWALL: BASIC LOADS: Basic Wind_ Load_ Ratio Wind Deflect Factor 17.5 0.42 0.60 EDGE ZONE: -----Wind Ratio ---- --Left Zone -- --Right Zone- Jamb/ Width Base Width Base Girt Panel Column 3.00 0.00 3.00 0.00 1.05 1.00 1.05 WIND PRESSURE/SUCTION: Press Shot Long 21.7 -23.3 25.3 -26.9 21.7 -23.3 0.0 0.0 LEFT ENOWALL: Customer o c s contraetors enoject Storage Shed Sisel 24 x 60 x 12 x 14 .. Girt/Header Panel Jamb Parapet BASIC LOADS: Dead Coll Live Snow Rain Basic Wind -Load -Ratio Load Load Load Load Load Wind Deflect Factor 2.5 1.0 20.0 20.0 0.0 17.5 0.42 0.60 EDGE ZONE: -----Wind Ratio ---- --Left Zone -- --Right Zone- Jamb/ Width Base Width Base Girt Panel Column 3.00 0.00 3.00 0.00 1.05 1.00 1.05 BASIC LOADS AT SAVE: Seis Seis Seis ---Torsion--- Dead Girt Load Wind Seismic 2.00 0.00 0.61 0.00 0.00 WIND PRESSURE/SUCTION: 20-8367 Wind Wind Designed By Press Suct ---Wind 1-- 21.7 -23.3 .. Column 21.7 -23.3 .. GirL/Header 21.7 -23.3 .. Jamb 25.3 -26.9 .. Panel 40.2 -25.8 .. Parapet 26.2 -17.5 .. Transverse bracing, Facia/Parapet WIND COEFFICIENTS: 20-8367 Date 4/22/2020 Designed By KL Surf ---Wind 1-- ---Wind 2-- Long Surface to Left Right Left Right Wind Friction 1 -0.12 -0.89 1.52 0.24 -1.01 0.00 2 -1.38 -0.98 -0.2B 0.12 -1.38 0.00 3 -1.41 -0.07 0.31 1.15 -1.01 0.00 Page 4 Of 126 Job No 20-8367 Date 4/22/2020 Designed By KL Checked By COLUMN, RAFTER S BRACING DESIGN LOADS: Load ---Live-----Add-Snow- Wind_1 Wind_2 Long_Wind Column_Wind Long Tran Aux_Load No. Id Dead Coll Roof Floor Snow Drift Slide Rain Left Right Left Right 1 2 Press Suct Seis Seis Id Coe£ 79 1 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 2 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 3 1.00 1..00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 Page 5 Of 126 customer O k S Contractors Job too 20-8367 Ml Pct Storage Shed Date 4/22/2020 Location Springfield, OR 97401 Designed By KL Size 24 x 60 x 12 x 14 Checketl sy 0.00 0.00 0.00 0.00 00.00 5 1.00 1.00 0.00 0.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 6 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 7 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 8 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 9 1.00 1.00 0.00 0.00 0.75 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 10 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.60 0.00 0.00 0.00 0 0.00 11 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.60 0.00 0.00 0.00 0 0.00 12 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.60 0.00 0.00 0 0.00 13 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.60 0.00 0.00 0 0.00 14 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0 0.00 15 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0 0.00 16 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0 0.00 17 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.60 0.00 0.00 0 0.00 18 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0 0.00 19 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.45 0.00 0.00 0 0.00 20 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.45 0.00 0.00 0 0.00 21 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.45 0.00 0.00 0 0.00 22 1..00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0 0.00 23 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.45 0.00 0.00 0 0.00 24 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.45 0.00 0.00 0 0.00 25 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.45 0.00 0.00 0 0.00 26 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0 0.00 27 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.45 0.00 0.00 0 0.00 28 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.45 0.00 0.00 0 0.00 29 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.45 0.00 0.00 0 0.00 30 1.00 1.00 0.00 0.000.75 0.00 0.75 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0 0.00 Page 6 Of 126 customer O a 5 ContractorsPSob No 20-8367 Project SLo rage Shed Date 4/22/2020 aoj_13Docation Springfield, OR 97401 Designed By rca Siee 24 x 60 x 12 x 14 Checked By 31 1.00 1.00 0.00 0.00 0.75 0.00 0.75 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.45 0.00 0.00 0 0.00 32 1.00 1.00 0.00 0.00 0.75 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.45 0.00 0.00 0 0.00 33 1.00 1.00 0.00 0.00 0.75 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.45 0.00 0.00 0 0.00 34 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.60 0.00 0.00 0.00 0 0.00 35 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.60 0.00 0.00 0.00 0 0.00 36 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.60 0.00 0.00 0 0.00 37 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.60 0.00 0.00 0 0.00 38 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0 0.00 39 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0 0.00 40 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0 0.00 41 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.60 0.00 0.00 0 0.00 42 1.08 1.08 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0 0.00 43 1.OB 1.08 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0 0.00 44 1.06 1.06 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.53 0 0.00 45 1.06 7..06 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.53 0 0.00 46 1.06 1.06 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.53 0 0.00 47 1.06 1.06 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.53 0 0.00 4B 0.52 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0 0.00 49 0.52 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0 0.00 50 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 51 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 52 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 53 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 54 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0 0.00 55 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0 0.00 56 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 57 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 Page 7 Of 126 a Job N. 20-8367 P�.j.ot 013torage Shed htr�ot loca5ize 44 xngfiold, OR147401 heckedaey RL22/2020 - 60 x 12 x 0.00 0.00 0.00 0.00 0 0.00 59 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 60 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0 0.00 61. 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0 0.00 62 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 63 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 64 1.00 1.00 0.00 0.00 0.75 0.00 0.75 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 65 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 66 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 67 1.00 1.00 0.00 0.00 0.75 0.00 0.75 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 66 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 69 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 70 7..00 1.00 0.00 0.00 0.75 0.00 0.75 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 71 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 O.OD 0.00 0.00 0 0.00 12 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 73 1.00 1.00 0.00 0.00 0.75 0.00 0.75 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 74 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0 0.00 75 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0 0.00 76 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0 0.00 77 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0 0.00 78 1.00 1.00 0.00 0.00 0.75 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 O.OD 0.00 0 0.00 79 1.00 1.00 0.00 0.00 0.75 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0 0.00 RIGHT ENDWALL: BASIC LOADS: Dead Coll Live Snow Rain Basic Wind_ Load_ Ratio Load Load Load Load .Load Wind Deflect Factor 2.5 1.0 20.0 20.0 0.0 17.5 0.42 0.60 EDGE ZONE: Page 8 Of 126 Customer O & S Contractors Job No 20-0367 Project Storage Shad Date 9/22/20: Location Springfield, OR 97901 29 x 60 x 12 x 19 Designed By Checked Dyl KL Size --Left Zone-- --Right Zone- Jamb/ Width ease Width Base Girt Panel Column 3.00 0.00 3.00 0.00 1.05 1.00 1.05 BASIC LOADS AT DAVE: Wind Seis Seis Seis ---Torsion--- Dead Girt Load Wind Seismic 2.00 0.00 0.61 0.91 0.71 WIND PRESSURE/SUCTION: Wind Wind Press Suct ---Wind 1-- 21.7 -23.3 .. Cclumn 21.7 -23.3 .. Girt/Header 21.7 -23.3 .. Jamb 25.3 -26.9 .. Panel 90.2 -25.8 .. Parapet 26.2 -17.5 .. Transverse bracing, Facia/Parapet WIND COEFFICIENTS: Surf ---Wind 1-- ---Wind 2-- Long Surface Id Left Right Left Right Wind Friction 1 -0.07 -1.91 1.35 0.21 -1.01 0.00 2 -0.98 -1.38 0.12 -0.28 -1.38 0.00 3 -0.89 -0.12 0.28 1.03 -1.01 0.00 COLUMN, RAFTER & BRACING DESf GN LOADS: Load ---Live-----Add_Snow- Wind_1 Wind 2 Long Wind Column_Wind Long Tran Aux_Load No. Id Dead Coll Roof Floor Snow Drift Slide Rain Left Right Left Right 1 2 Press Suct Seis Seis Id Coot 93 1 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 2 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 3 1.00 1..00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 9 1.00 1.00 0.00 0.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 5 1.00 1.00 0.00 0.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 6 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 7 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 8 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 9 1.00 1.00 0.00 0.00 0.75 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 10 .1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.60 0.00 0.00 0.00 0 0.00 11 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.60 0.00 0.00 0.00 0 0.00 Page 9 Of 126 ObCustomer 0 a S Contractors Sob No 20-8367 Project Storage Shed Date 9/22/2020 Location Springfield, OR 9740]. Designed By KL Size 24 a 60 x 12 x 14 Checked Byi 0.00 0.60 0.00 0.00 0 0.00 13 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.60 0.00 0.00 0 0.00 14 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0 0.00 15 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0 0.00 16 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0 0.00 17 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.60 0.00 0.00 0 0.00 18 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0 0.00 19 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.45 0.00 0.00 0 0.00 20 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.45 0.00 0.00 0 0.00 21 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.45 0.00 0.00 0 0.00 22 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0 0.00 23 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.45 0.00 0.00 0 0.00 24 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.45 0.00 0.00 0 0.00 25 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.45 0.00 0.00 0 0.00 26 1.00 1..00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0 0.00 27 1..00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.45 0.00 0.00 0 0.00 28 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.45 0.00 0.00 0 0.00 29 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.45 0.00 0.00 0 0.00 30 1.00 1.00 0.00 0.00 0.75 0.00 0.75 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0 0.00 31 1.00 1.00 0.00 0.00 0.75 0.00 0.75 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.45 0.00 0.00 0 0.00 32 1.00 1.00 0.00 0.00 0.75 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.45 0.00 0.00 0 0.00 33 1..00 1.00 0.00 0.00 0.75 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.45 0.00 0.00 0 0.00 34 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.60 0.00 0.00 0.00 0 0.00 35 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.60 0.00 0.00 0.00 0 0.00 36 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.60 0.00 0.00 0 0.00 37 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.60 0.00 0.00 0 0.00 38 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0 0.00 Page 10 Of 126 customer O s S Contfactora Job No 20-8367 Bxoj ect Storage Shed Date 4/22/2020 13 1 3Location Springf field OR 9]901 Designed By KL Sive 29 x 60 x 12 x 19 Checked By 39 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0 0.00 40 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0 0.00 41 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.60 0.00 0.00 0 0.00 42 1.0B 1.08 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0 0.00 43 1.08 1.08 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0 0.00 44 1.08 1.08 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0.00 0 0.00 45 1.08 1.08 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0.00 0 0.00 46 1..06 1.06 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.53 0 0.00 47 1.06 1.06 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.53 0 0.00 4B 1.06 1.06 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.53 0.00 0 0.00 49 1.06 1.06 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.53 0.00 0 0.00 50 1.06 1.06 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.53 0 0.00 51 1.06 1.06 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.53 0 0.00 52 1.06 1.06 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.53 0.00 0 0.00 53 1.06 1.06 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.53 0.00 0 0.00 54 1.06 1.06 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.53 0.00 0 0.00 55 1.06 1.06 0.00 0.00 0.75 0./5 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.53 0.00 0 0.00 56 1.06 1.06 0.00 0.00 0.75 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.53 0.00 0 0.00 57 1.06 1.06 0.00 0.00 0.75 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.53 0.00 0 0.00 58 0.52 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0 0.00 59 0.52 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0 0.00 60 0.52 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0.00 0 0.00 61 0.52 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0.00 0 0.00 62 1.06 1.06 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.53 0.00 0 0.00 63 1.06 1.06 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.53 0.00 0 0.00 64 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 65 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 Page 11 Of 126 Customer 0 6 5 Contractors Job No 20-8367 Date 4/22/2020 Storage Shed PbOProject Designed ey KL Location Springfield. OR 97401 24 x 60 x 12 x 14 Size Checked By 66 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 67 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 68 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0 0.00 69 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0 0.00 70 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 71 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 72 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 73 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 74 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0 0.00 75 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0 0.00 76 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 77 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 78 1.00 1.00 0.00 0.00 0.75 0.00 0.75 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 79 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 80 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 81 1.00 1.00 0.00 0.00 0.75 0.00 0.75 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 82 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 83 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 84 1.00 1.00 0.00 0.00 0.75 0.00 0.75 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 85 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 86 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 87 1.00 1.00 0.00 0.00 0.75 0.00 0.75 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 88 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0 0.00 89 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0 0.00 90 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0 0.00 91 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0 0.00 92 1.00 1.00 0.00 0.00 0.75 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0 0.00 Page 12 Of 126 CustoTI::1t, & S Cootractors Tob No 20-8367 Pzojoraqe shed Dae/22/2020 pbo-Locatringfield, OR 97401 Designed By BE x 60 x 12 x 14 Checked By 93 1.00 1.00 0.00 0.00 0.75 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0 0.00 ROOFDES: BASIC LOADS: Dead Coll Live Snow Rain Basic Wind_ Load_ Ratio Surface Seis r Load Load Load Load Load Wind Deflect Factor Friction Factor Snow 2.5 1.0 20.0 20.0 0.0 17.5 0.42 0.00 0.00 1.000 0.00 WIND PRESSURE/SUCTION: Wind Wind Wind Press Suet Suct__Roo£ 16.0 -20.8 .. Purlins 16.0 -28.8 .. Panels 7.4 -5.4 -12.1 .. Long Bracing, Building 11.3 -7.9 .. Long Bracing, Wall Edge Zone 26.2 -17.5 14.0 .. Long Bracing, Facia/Parapet EDGE & CORNER ZONE WIND: Wind Surf No. Zone --Purlin--- ---Panel--- Id Id Zone Id Width Length Press Suet Press Suct 1 2 9 1 0.00 0.00 1.00 1.00 1.00 1.00 3 0.00 6.00 1.00 1.24 1.00 1.30 4 3.00 0.00 1.00 1.06 1.00 1.12 S 0.00 6.00 1.00 1.24 1.00 1.30 6 6.00 0.00 1.00 1.24 1.00 1.30 7 6.00 6.00 1.00 1.06 1.00 1.42 8 6.00 6.00 1.00 1.06 1.00 1.42 9 6.00 12.00 1.00 1.30 1.00 1.91 10 6.00 1.2.00 1.00 1.30 1.00 1.91 EDGE & CORNER ZONE WINO: LONGITUDINAL Wind Surf No. Zone Purlin Id Id Zone Id Width Length Sunt 1 2 1 1 0.00 0.00 1.00 2 2 1 1 0.00 0.00 1.00 PORLIN DESIGN LOADS: Surf --Load- --Add Snow- Wind Wind Aux Load Id No. Id Dead Coll Live Snow Drift Slide Rain Press Suet Id Goof 2 12 1 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 2 1.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0 0.00 3 1.00 1.00 0.00 1.00 1.00 0.00 0.00 0.00 0.00 0 0.00 4 1.00 1.00 0.00 1.00 0.00 1.00 0.00 0.00 0.00 0 0.00 5 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.45 0.00 0 0.00 6 1.00 1.00 0.00 0.75 0.00 0.00 0.00 0.45 0.00 0 0.00 7 1..00 1.00 0.00 0.75 0.75 0.00 0.00 0.45 0.00 0 0.00 8 1..00 1.00 0.00 0.75 0.00 0.75 0.00 0.45 0.00 0 0.00 9 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0 0.00 10 1.00 1.00 0.00 0.50 0.00 0.00 0.00 0.00 0.00 3 1.00 11 1.00 1.00 0.00 0.50 0.00 0.00 0.00 0.00 0.00 1 1.00 12 1.00 1.00 0.00 0.50 0.00 0.00 0.00 0.00 0.00 2 1.00 Page 13 Of 126 CuatomeL 0 6 5 COntYas,cIa Job No 20-87 ezoject Storage Shed gate 4/22/2360 size) 24 x 60 x 12 x 14 I Checked By BRACING DESIGN LOADS: --Load- --Add Snow- Wind Wind Seis Aux Load No. Id Dead Coll Live Snow Drift Slide Rain Press Suct Load Id Coe£ 14 1 1.00 1.00 0.00 1.00 0.00 0.00 0.DO 0.00 0.60 0.00 0 0.00 2 1.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 3 1.00 1.00 0.00 1.00 1.00 0.00 0.00 0.00 0.60 0.00 0 0.00 4 1.00 1.00 0.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0 0.00 5 1.00 1.00 0.00 1.00 0.00 1.00 0.00 0.00 0.60 0.00 0 0.00 6 1.00 1.00 0.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0 0.00 7 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0 0.00 8 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 9 1.08 1.08 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0 0.00 10 1.06 1.06 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.52 0 0.00 11 1.06 1.06 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.52 0 0.00 12 1.06 1.06 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.52 0 0.00 13 1.06 1.06 0.00 0.75 0.00 0.75 0.00 0.00 0.00 0.52 0 0.00 14 0.52 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0 0.00 AUXILIARY LOADS: No. Aux Aux No. Add_Load Aux Id Name Load Id Gael 3 1 PAT_SL_1 1 1 0.50 2 PAT -SL -2 1 2 0.50 3 PAT_SL_3 2 1 0.50 2 0.50 ADDITIONAL LOADS: No. Add Surf Basic Load By D. .. Cori, Add Id Id Load Type W1 W2 Dx1 Dx2 .. Dist 2 1 0 U SNOW D -20.0 -20.0 0.0 30.0 2 0 U SNOW D -20.0 -20.0 30,0 60.0 RIGID FRAME 1 1: --------------- BASIC LOADS: Basic Deft Temperature Dead Coll Live Snow Rain Wind Ratio Change 2.5 1.0 20.0 20.0 0.0 17.5 0.42 0 BASIC LOADS AT SAVE: Seismic Weak Axis L Weak Axis R --Torsion----EW Brace - Load Wind Sets Wind Sets Wind Seis Wind Seis 0.61 0.00 0.00 0.00 0.00 0.93 0.92 0.00 0.00 WIND COEFFICIENTS: Surf --Wind 1 --- --Wind 2--- Long Wind Surface Id Left Right Left Right 1 2 Friction 1 -0.22 -1.06 1.49 0.31 -1.00 -1.00 0.00 2 -1.24 -0.92 -0.14 0.18 -1.24 -0.92 0.00 3 -1.21 -0.19 0.41 1.15 -1.00 -1.00 0.00 DESIGN LOADS: -Load- ---Live--- --Add Snow---Wind-l- --Wind 2- Long Wind Page 14 Of 126 013MDo ze P9 xn 60ox1d2cOR197901 Designed By Checked ByKL28/2020� No. Id Dead Coll Roof Floor Snow Drift Slide Rain it Rt it Rt Lt at Long Tran Temp Id Coef 84 1 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 2 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 3 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 4 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 5 1.00 1.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 6 1.00 1.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 7 1.00 1.00 0.00 0.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 8 1.00 1.00 0.00 0.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 9 1.00 1.00 0.00 0.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 10 1.00 1.00 0.00 0.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 11 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 12 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 13 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 14 1.00 1..00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 7.5 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 16 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 1'I 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 18 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 19 1.00 1.00 0.00 0.00 0.75 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 20 1.00 1.00 0.00 0.00 0.75 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 21 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 22 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 .0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 23 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 24 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0 0.00 25 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0 0.00 26 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.60 0.00 Page 15 Of 126 Costs ntracto6 Uob No 20-8367 Pf. of tozage Shed Dst. Locatmn Springfield, ORT 97901 Designed By KL 22/2020 Size 29 x 60 x 12 x 14 Checked By� 27 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0 0.00 28 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.60 0.00 0.00 0.00 0 0.00 29 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 30 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 31 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 32 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0 0.00 33 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0 0.00 34 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.45 0.00 0.00 0.00 0.00 0 0.00 35 1..00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0 0.00 36 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.45 0.00 0.00 0.00 0 0.00 37 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 38 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 39 1.00 1.00 0.00 0.00 0.75 0.00 0.75 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 40 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 41 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 42 1.00 1.00 0.00 0.00 0.75 0.00 0.15 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 43 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 44 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 45 1.00 1..00 0.00 0.00 0.75 0.00 0.75 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 46 1.00 1,00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0 0.00 47 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0 0.00 48 1.00 1.00 0.00 0.00 0.75 0.00 0.75 0.00 0.00 0.00 0..00 0.45 0.00 0.00 0.00 0.00 0.00 0 0.00 49 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0 0.00 50 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.45 0.00 0.00 0.00 0.00 0 0.00 51 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0 0.00 52 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.00 -0.45 0.00 0.00 0.00 0.00 0 0.00 53 1.00 1.00 0.00 0.00 0.75 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 Page 16 Of 126 Customer 0 & S Contractors Job No 20-0367 Project Storage Shed - Date 9/22/2020 Location Springfields OR 97901 Designed By KL Size 24 x 60 x 12 x 14 Checked Hy 54 1.00 1.00 0.00 0.00 0.75 0.00 0.75 0.00 0.00 0.00 0.00 0.00 -0.45 0.00 0.00 0.00 0.00 0 0.00 55 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.95 0.00 0.00 0.00 0 0.00 56 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.45 0.00 0.00 0.00 0 0.00 57 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0 0.00 58 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.45 0.00 0.00 0.00 0 0.00 59 1.00 1.00 0.00 0.00 0.75 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0 0.00 60 1.00 1.00 0.00 0.00 0.75 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 -0.45 0.00 0.00 0.00 0 0.00 61 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 62 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 63 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 64 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0 0.00 65 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0 0.00 66 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.60 0.00 0.00 0.00 0.00 0 0.00 67 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0 0.00 68 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.60 0.00 0.00 0.00 0 0.00 69 1.08 1.08 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0.00 0 0.00 70 1.08 1.08 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0.00 0 0.00 71 1.08 1.08 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0.00 0.00 0 0.00 72 1.08 l.OB 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0.00 0.00 0 0.00 73 1.06 1.06 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.53 0.00 0 0.00 74 1.06 1.06 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.53 0.00 0 0.00 75 1.06 1.06 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.53 0.00 0 0.00 76 1.06 1.06 0.00 0.00 0.00 0.00 0.00 0.00 .0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.53 0.00 0 0.00 77 1.06 1.06 0.']5 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.53 0.00 0.00 0 0.00 78 1.06 1.06 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.53 0.00 0.00 0 0.00 79 1.06 1.06 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.53 0.00 0.00 0 0.00 80 1.06 1.06 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Page 17 Of 126 CustomerO & S Contractors Tob No 20-6367 obwl Project Storage Shed nate 9/22/2020 Location Springfield, OR 97401 ➢ signed By KL Size 24 x 60 x 12 x 14 Checked Hy 81 0.52 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0.00 0 0.00 82 0.52 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0.00 0 0.00 83 0.52 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0.00 0.00 0 0.00 84 0.52 0.00 D.DD 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0.00 0.00 0 0.00 20-8367 Reactions, Anchor Bolts, & Base Plates: 4/22/20 10:51am LOAD COMBINATIONS: ------------------ Id Combination 1 Dead+Collateral+0.75Snow+0.45Wind Rightl+0.75S1ids_Snow 2 0.6Dead+0.6Wind Left2 3 Dead+Collateral+Snow+Slide_Snow 4 0.6Dead+0.6Wind_Leftl 0.6Dead+0.6Wind Right2 6 Dead+Collateral+0.75Snow F0.45Wind_Leftl+0 .75Slide_Snow 7 0.6Dead+0.6Wind_Rightl 8 0.6Dead+0.6Wind Leftl+0.6Wind Suction 9 0.6Dead+0.6Wind Pres9ure+0.6Wind_Long1L 10 0.6Dead+0.6Wind Sucbion+0.6Wind Long1L 11 0.6De ad+0.6Wind Rightl+0.6Wind Suction Foundation_Loads(k ) Frame Col Mae Max_Neg_Val Arc. Felt Base -Plate Line Line Id _Pea Horz _Val Vert Id Horz Vert No. Diam Width Len Thick 1 B 8 0.9 -2.9 9 -0.8 -2.0 4 0.750 7.00 8.50 0.375 3 0.0 4.6 8 0.9 -2.9 1 A 10 1.0 -2.5 9 -1.0 -2.5 4 0.750 7.00 8.50 0.375 3 0.0 4.7 10 1.0 -2.5 3 A 1.0 1.0 -2.3 9 -1.0 -2.8 4 0.750 7.00 8.50 0.375 3 0.0 4.7 3 B 11 0.9 -2.4 9 -2.2 -2.1 4 0.750 7.00 8.50 0.375 12 0.7 4.8 7 0.0 -2.9 2 B 1 3.9 6.4 2 -4.4 -1.0 4 0.750 6.00 12.50 0.500 3 2.2 10.8 4 -1.9 -6.3 2 A 5 3.5 0.2 6 -3.6 5.3 4 0.750 6.00 12.50 0.500 3 -2.2 11.0 7 3..6 -4.9 LOAD COMBINATIONS: ------------------ Id Combination 1 Dead+Collateral+0.75Snow+0.45Wind Rightl+0.75S1ids_Snow 2 0.6Dead+0.6Wind Left2 3 Dead+Collateral+Snow+Slide_Snow 4 0.6Dead+0.6Wind_Leftl 0.6Dead+0.6Wind Right2 6 Dead+Collateral+0.75Snow F0.45Wind_Leftl+0 .75Slide_Snow 7 0.6Dead+0.6Wind_Rightl 8 0.6Dead+0.6Wind Leftl+0.6Wind Suction 9 0.6Dead+0.6Wind Pres9ure+0.6Wind_Long1L 10 0.6Dead+0.6Wind Sucbion+0.6Wind Long1L 11 0.6De ad+0.6Wind Rightl+0.6Wind Suction Page 18 of 126 Cuatometl O 6 S contractors Job No 20-8367 Project Storage Shed Date 4/22/2020 Sizel 24 x 60 x 12 x 14 I checked By 20-8367 Bracing Reactions Report: 4/22/20 10:51am BUILDING BRACING REACTIONS: Col ----Dead--- ___________________________ ----Live--- ------Reactions(k )------- ---Wall-- Col ----Wind---- --Seismic--- Panel_Shear(lb/ft) Loc Line Line Horz Vert Hors Vert Wind Seismic Notes LEW 1 B ,A 1.85 1.00 0.47 ----- 0.25 F SW A Torsional Bracing Used! 1.8 8.9 R_EW 3 A ,B 2.04 1.11 0.71 0.38 e_SW e 3 ,2 2.24 0.75 1.74 0.5B Reaction values shown are unfactored. Maximum load combination factors are: Wind : 0.60 Seismic: 0.70 ---------------------- 20-8367 Additional Reactions Report: 4/22/20 10:51.am ------------------------------------------------------------------------------- Rigid Frame Column Reactions(k ) Frame Col ----Dead--- Collateral ----Live--- ----Snow--- Wind_Leftl Line Line Herz Vert Harz Vert Herz Vert Herz Vert Horz Vert 2 B 0.3 1.4 0.1 0.4 1.8 8.9 1.8 8.9 -3.5 -11.9 2 A -0.3 1.5 -0.1 0.5 -1.8 9.1 -1.8 9.1 -4.2 -7.6 Frame Col Wind Rightl Wind Left2 Wind Right2 Wind_Long1, Wind Long2 Line Line Herz Vert Hers Vert Hors Vert Herz Vert Herz Vert 2 B 4.8 -4.8 -7.6 -3.0 1.9 4.0 1.2 -10.8 2.5 -7.5 2 A 3.0 -9.7 -0.1 0.8 6.0 -1.2 -1.8 -9.4 -1.7 -7.7 Frame Col -Seis_Left- -Seis_Right -Seis_Long- Line Line Herz Vert Herz Vert Horz Vert Page 19 Of 126 Endwall Column Reactions(k ----------------------- Frame Col Customer 0 S S Contractors Storage Shed Sob No Date Designed By 20-8367 9/22/2020 KL P130 Project Location S. Springfield, OR 97401. 24 x 60 x 12 x 14 Checked By Vert 2 B 2 A ------------------------------------------------------------------------------ -0.7 -0.7 -0.5 0.7 0.7 0.7 -0.5 -1.3 0.5 -0.7 -0.4 0.5 Horz Vert Endwall Column Reactions(k ----------------------- Frame Col Dead Collat Live Snow Wind_Leftl Wind_Rightl Line Line Vert Vert Vert Vert Horz Vert Horz Vert 1 B 0.7 0.2 3J 3.7 -1.7 -5.5 0.0 -2.2 1 A 0.7 0.2 3J 3.7 0.0 -3.5 1.B -4.2 Wind Wind Frame Col Wind Left2 Wind_Right2 Press Suct Wind_Longl Line Line Herz Vert Herz Vert Horz Horz Herz Vert 1 B -1J -1.6 0.0 1.5 -1.4 1.5 0.0 -4.0 1 A 0.0 -0.2 1.7 -0.7 -1.6 1.7 0.7 -5.0 Frame Cot Wind Long2 Seismic Left Seismic Right Line Line Herz Vert Herz Vert Horz Vert 1 B 0.0 -2.9 -0.6 -0.3 0.0 0.4 1 A 0.5 -3.5 0.0 0.3 0.6 -0.4 Frame Col Dead Collat Live Snow Wind_Leftl Wind Rightl Line Line Vert Vert Vert Vert Her, Vert Horz Vert 3 A 0.7 0.2 3.7 3.7 -1.8 -4.2 0.0 -3.5 3 B 0.7 0.2 3.7 3.7 0.0 -2.2 1.7 -5.5 Frame Col Wind_Left2 Wind_Right2 Wind -Pressure Wind Suction if., Line Herz Vert Hors Vert Hors Vert Herz Vert 3 A -2.0 -0.9 0.0 -0.4 -1.6 0.0 1.7 0.0 3 B 0.0 1.7 1.1 -1.4 -3.6 -0.8 1.5 0.8 Frame Col Wind_Longl Wind Long2 Seismic -Left Seismic Right Line Line Herz Vert Horz Vert Harz Vert Herz Vert ----- ---- ----- ----- ----- ----- ----- ----- ----- ----- 3 A -0.7 -5.0 -0.5 -3.5 -0.6 -0.4 0.0 0.3 3 B 0.0 -4.0 0.0 -2.9 0.0 0.4 0.6 -0.3 Frame Col Seismic_Long Line Line Hors Vert 3 A -0.9 -0.5 3 B -2.3 -0.2 Page 20 Of 126 Customer 0 1 S Contractors Tob No 20-0367 Piojact Storage Shed nate 9/22/2020 Location Springfield, OR 97401 ➢esigned By So 1319 1 Size 24 x 60 e 12 x 14 Checked By -------------------------------------------------------------------------------- 20-8367 Seismic Design Report: 4/22/20 10:51am ----------------------------------------------------------- ----------------------- Building Data ------------- Code =IBC 16 Length = 60.00 Width = 24.00 Left Eave Height = 12.00 Right have Height — 14.00 Seismic Formula --------------- Base Shear, V = 0.667*Ie*Fa*Ss*W/R Vmin = 0.044*Sds*Ie*W Vmax = Shc*Ie*W/(T*R) T(Moment_Frame) = 0.218 Shear Force, E = Rho*V (Rigid frame, endwall frame, wind bent, wind column & base reactions) T(Braced Frame) — 0.137 Shear Force, Em — Omega*V (Wall diagonal bracing, splice at rigid frame & wind bent knee) Note: Applied load is seismic force multiplied by load combination Fa -Ss — 0.837 Zone/Design Category= D Ie = 1.000 hl = 0.378 Sol = 0.484 Sds = 0.558 Seismic Dead Load, W -------------------- Frame Dead — 2.00 (paf ) Roof Dead = 2.50 (psf ) Collateral = 1.00 (psf ) Roof Total = 5.50 (psf ) Weight= 7.92 (k ) L_EW Dead = 2.00 (psf ) , Weight= 0.31 (k ) F_SW Dead = 2.00 (psf ) Weight= 0.84 (k ) R_EW Dead = 2.00 (psf ) Weigh L= 0.31 (k ) D SW Dead = 2.00 (psf ) Weight= 0.72 (k ) Total = 10.10 (k ) Page 2L Of 126 Customer O 5 S Contractors Job No 20-8367 Project Storage Shed pate 4/22120 Location Size Springfield, OR 97401 24 x 60 x 12 x 19 Designed By KL 1 Checked By 5.88 Seismic Forces Roof Bracing Rigid Frames R = 3.25, Rho= 1.30 Cs = 0.1596 Cs = 0.1718 w = 5.88 (k ) Force, V = w = 8.54 (k ) Force, E = 1.22 (k ) Force, V = 1.47 (k ) Frame R = 3.50, Force, E = 1.91 (k ) Longitudinal Sidewall Bracing Force, V = 1.74 Hack R = 3.25, Rho- 1.30, Omega= 2.00 1.88 Cs = 0.1718 W = 10.10 (k ) Force, V = 1.74 (k ) Force, Em = 3.47 (k ) Force, E = 2.26 (k ) Endwall Bracing Left R = 3.25, Rho= 1.30, Omega= 2.00 Cs = 0.1718 w = 2.74 (k ) Force, V = 0.47 (k 7 Force, Em = 0.94 (k ) Force, E = 0.61 (k ) Right R = 3.25, Rho- 1.30, Omega= 2,00 Cs = 0.1718 w = 2.74 (k ) Force, V = 0.47 (k ) Force, Em = 0.94 (k ) Force, E = 0.61 (k ) Rigid Frames R = 3.50, Rho- 1.30 Cs = 0.1596 Frame 1 w = 5.88 (k ) Force, V = 0.94 (k ) Force, E = 1.22 (k ) End Plates Frame R = 3.50, Rho- 1.00, Omega= 3.00 Total Base Shear Longitudinal Force, V = 1.74 (k ) Transverse Force, V = 1.88 (k ) Page 22 Of 126 Customer O & S Contractors Job No 20-8367 Project Storage Shod ---b Date 9/22/2020 Location Springfield, OR 97401 Designed By KL !0 Size 24 x 60 x 12 x 14 �ecked By 20-8367 Design Code 4/22/20 10:50am STRUCTURAL CODE: Design Basis WS - Working Stress Hot Rolled Steel AISC16 Cold Formed Steel NAUS16 BUILDING CODE: Wind Code OSSC 1.9 (IHC 18) Seismic Zone D MODULUS OF ELASTICITY: Hot Rolled Steel 29000 (ksi ) Cold Formed Steel 29500 (ksi ) 20-8367 Furlin Layout(Sur£ace= 2) 4/22/20 10:50am SURFACE LAYOUT: Surface No. Peak Id Length Row Space ____ 2 24.083 4 0.000 PURLIN LOCATION: Purlin Surf Bay Load Dead Show Id ______ Offset ______ Space _____ Width _____ Load _____ Report ------ 1 4.747 4.T47 4.782 1.02 10Z14 2 9.564 4.81.7 4.817 1.01 Y 3 14.380 4.817 4.817 1.01 568.1 4 1.9.197 4.817 4.651 1.01 142.0 568.1 24.083 4.886 1.00 0 4.4 17.5 Average= 1.01 ------ Max_Lead ------ Id UC Report Notes 5 0.97 Mom,Shr 5 0.97 MOm,Shr 5 0.97 Mom,Shr 5 0.97 Mom,Shr LAYOUT: Bay Design ---Lap(ft)-- No. Unit Total Id ____ Part ________ Length ______ Left Right _____ _____ Strap _____ Weight ______ Weight ------ that 10Z14 1.00 0 4.4 17.5 1 1OZ14 29.00 3.50 1 142.0 568.1 2 1OZ14 29.00 3.50 1 142.0 568.1 RExt 1OZ14 1.00 0 4.4 17.5 Total(1b)= 292.8 1171.2 Page 23 Of 126 t.rs Job No custos': Storage Shed 13 b 10__ Location 29 xn 60ox1dZeOR19]901 - Designed xa22/2020 -I LOAD COMBINATIONS: 5 - Dead+Collateral+0.75Live+0.45Wind Pressurel 20-8367 Purlin(Surface= 2, Id= 2) 4/22/20 10:50am --------------------------------------------------------------------------------- ------------------------------ ROOF BURLIS Surface Id = 2 Pnrlin Id = 2 Offset = 9.63 LAYOUT: (Pullin Id= 2) Available Design Reduction Bay Length ---Lap(ft)-- Load No. Factor Id Part (ft) Left Right Width Strap Out In LExt 1OZ14 1.00 4.82 0 0.00 0.70 1. 1OZ14 29.00 3.50 4.82 1 0.00 0.70 2 1OZ14 29.00 3.50 4.82 1 0.00 0.70 RExt 1OZ14 1.00 4.82 0 0.00 0.70 LOAD ID 1 : Dead+Collateral+Live REACTIONS: ---------Shear(k )----------------------Moment(f-k ) -------------- Bay Left Left Right Right Left Left MidSpan Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup LExt 0.00 -0.11 O.DO 0.01 0.50 0.06 1 1.18 -1.69 -2.08 0.06 -6.12 10.48 6.57 13.17 2 2.08 1.69 -1.18 13.17 6.57 -6.12 18.52 0.06 RExt 0.11 0.00 0.06 0.01 0.50 0.00 STRENGTH/DEFLECTION: Bay-------Shear(k )------ -----Moment(f-k )----- -Mom+Shr- Deflect(in) Id Loc Calc Limit UC Loc Calc Limit UC Loc UC Calc Limit Pact RSup -0.11 3.96 0.03 RSup 0.06 8.96 0.01 LSup 0.00. 0.16 1 RLap -1.69 3.96 0.43 RLap 6.57 7.46 0.88 RLap 0.65 -1.10 2 LLap 1.69 3.96 0.43 flap 6.57 7.46 0.88 Lisp 0.85 -1.10 RExt LSup 0.11 3.96 0.03 LSup 0.06 B.96 0.01 LSup 0.00 0.16 LAP BOLT SHEAR/HEARING: Bolt = 0.500 (GR 5 ) Bay-----Left_Lap(k )---------- Right _Lap(k )---- Id Calc Shear Bear OC Calc Shear Bear UC Page 24 Of 126 Customer 0 s S Contxaeto rs Job No 20-8367 - Pnoject Storage Shed Nate 4/22/2020 Location Springfield, Oli 97401 Designed01310-- By KL Size 24 x 60 x 12 x 14 Checked Dy 2 0.94 5.30 2.19 0.43 LOAD ID 2 : DeathCollateral+Snow REACTIONS: ---------Shear(k )----------------------Moment(f-k )-------------- Bay Left Lett Right Right Left Left MidSpan Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup LExt 0.00 -0.11 0.00 0.01 0.50 0.06 1 1.18 -1.69 -2.08 0.06 -6.12 10.48 6.57 13.17 2 2.08 1.69 -1.18 13.17 6.57 -6.12 18.52 0.06 RExt 0.11 0.00 0.06 0.01 0.50 0.00 STRENGTH/DEFLECTION: Bay-------Shear(k )------ -----Moment(f-k )----- -Mom+Shr- Deflect(in) Id Loc Calc Limit UC Loc Calc Limit UC Loc UC Calc Limit LExt RSup -0.11 3.96 0.03 RSup 0.06 8.96 0.01 LSup 0.00 0.16 1 RLap -]..69 3.96 0.43 RLap 6.57 7.46 0.08 RLap 0.85 -1.10 2 LLap 1.69 3.96 0.43 LLap 6.57 7.46 0.88 LLap 0.85 -1.10 RExt LSup 0.11 3.96 0.03 LSup 0.06 8.96 0.01 LSup 0.00 0.16 LAP BOLT SHEAR/BEARING: Bolt - 0.500 (GR 5 ) Bay-----Left_Lap(k )----------Ri.ght_Iap(k )---- Id Calc Shear Bear UC Calc Shear Bear UC 1 0.94 5.30 2.19 0.43 2 0.94 5.30 2.19 0.43 LOAD ID 3 : Dead+Collateral+Snow+Snow Drift REACTIONS: ---------Shear(k )________ --------------Moment(£-k )-----_________ Bay Left Left Right Right Left Left MidSpan Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup ---- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- LExt 0.00 -0.11 0.00 0.01 0.50 0.06 1 1.18 -1.69 -2.08 0.06 -6.12 10.48 6.57 13.17 2 2.08 1.69 -1.18 13.17 6.57 -6.12 18.52 0.06 RExt 0.11 0.00 0.06 0.01 0.50 0.00 STRENGTH/DEFLECTION: Bay-------Shear(k )-----------Moment(f-k )----- -Mom+Shr- Deflect(in) Id Loc Calc Limit UC Loc Calc Limit DC Loc UC Calc Limit LF.xt RSup -0.11 3.96 0.03 RSup 0.06 0.96 0.01 LSup 0.00 0.16 1 RLap -1.69 3.96 0.43 RLap 6.57 7.46 0.88 RLap 0.85 -1.10 2 LLap 1.69 3.96 0.43 LLap 6.57 7.46 0.88 LLap 0.85 -1.10 Page 25 0£ 126 Customer 0 s 5 Contractors Job No 20-8367 -. Project Storage Shed Data 9/22/2020 Locatio Springfield, OR 97401 Designed By RL Size 29 x 60 x 12 x 19 Checked By RExt LSup 0.11 3.96 0.03 LSup 0.06 8.96 0.01 LSup 0.00 0.16 LAP BOLT SHEAR/BEARING: Bolt = 0.500 (GR 5 ) Bay ----- Left _Lap(k ) to Calc Shear Bear ------- Right _L,,(k )---- DC Calc Shear Bear DC 1 0.94 5.30 2.19 0.43 2 0.94 5.30 2.19 0.43 LOAD ID 4 : Dead+Collateral+Snow+Slide Snow REACTIONS: ---------Shear(k )-------- Bay Left Left Right Right Id Sup Lap Lap Sup Last 0.00 -0.11 1 1.18 -1.69 -2.08 2 2.08 1.69 -1.18 RExt 0.11 0.00 Moment(f-k Left Left MidSpan Right Right Sup Lap Mom Loc Lap Sup 0.00 0.01. 0.50 0.06 0.06 -6.12 10.98 6.57 13.17 13.1.7 6.57 -6.1.2 18.52 0.06 0.06 0.01 0.50 0.00 STRENGTH/DEFLECTION: MidSpan Right Right Sup Lap --------Shear(k Loc )-------- Lap Sup Bay Bay -------Shear(k Left Right )------ 0.06 -----Moment(f-k -6.70 )----- Lap Lap -Mom+Shr- Sup Deflect(in) Id Loc Calc Limit -0.12 UC Loc Calc Limit -1.85 OC Loc UC Calc Limit LExt RSup -0.11 3.96 0.03 RSup 0.06 8.96 0.00 0.01 LSup 0.00 0.16 1 RLap -1..69 3.96 0.43 RLap 6.57 7.96 0.8B RLap 0.85 -1.10 2 LLap 1.69 3.96 0.43 LLap 6.57 7.46 O.BB LLap 0.85 -1.10 Rest LSup 0.11 3.96 0.03 LSup 0.06 8.96 0.01 LSup 0.00 0.16 LAP BOLT SHEAR/BEARING: Bolt = 0.500 (GR 5 ) Bay-----Left_Lap(k )----------Right_Lap(k )---- Id Calc Shear Bear UC Calc Shear Bear UC 1 0.94 5.30 2.19 0.43 2 0.94 5.30 2.19 0.43 LOAD ID 5 : Dead+Collateral F0.75Live+0.45Wind Pressurel REACTIONS: MidSpan Right Right Sup Lap --------Shear(k Loc )-------- Lap Sup Bay Left 0.50 Left Right Right 0.06 Id -6.70 Sup Lap Lap 7.20 Sup LExL 0.00 18.52 -0.12 0.06 1 1.29 0.50 -1.85 -2.28 0.00 2 2.28 1.85 -1.29 RExt 0.12 0.00 Moment(f-k Left Left MidSpan Right Right Sup Lap Mom Loc Lap Sup 0.00 0.02 0.50 0.06 0.06 -6.70 10.48 7.20 14.43 14.43 7.20 -6.70 18.52 0.06 0.06 0.02 0.50 0.00 Page 26 Of 126 Customer 0 L 5 Contractors Tob No 20-8367 Project Storage Shed nate 9/22/2020 P13 I ---Location Springfield, OR 97401 Designed By KL Size 24 x 60 x 12 x 14 Checked By STRENGTH/DEFLECTION: Bay-------Shear(k )-----------Moment(f.-k )----- -Mom+Shr- Deflect(in) Id Loc Calc Limit UC Loc Calc Limit OC Loc OC Calc Limit LExt RSup -0.12 3.96 0.03 RSup 0.06 8.96 0.01 LSup 0.00 0.17 1 RLap -1.85 3.96 0.47 RLap 7.20 7.46 0.97 RLap 0.93 -1.21 2 LLap 1.85 3.96 0.47 LLap 7.20 7.46 0.97 LLap 0.93 -1.21 RExt LSup 0.12 3.96 0.03 LSup 0.06 8-.96 0.01 LSup 0.00 0.17 LAP BOLT SHEAR/BEARING: Bolt = 0.500 (GR 5 ) Bay-----Left_Lap(k )----------Right_Lap(k )---- Id Calc Shear Bear UC Calc Shear Bear UC 1 1.03 5.30 2.19 0.47 2 1.03 5.30 2.19 0.47 LOAD ID 6 : Dead+Collateral+0.75Snow+0.45Wind Pressured ------------------------------------------ ------------------------- REACTIONS: ---------Shear(k )----------------------Moment(£-k ) -------------- Bay Left Left Right Right Left Left MidSpan Right Right Id Sup Lap Lap Sup Sup Lap Mom Ioc Lap Sup LExt 0.00 -0.12 0.00 0.02 0.50 0.06 1 1.29 -1.85 -2.28 0.06 -6.70 10.48 7.20 14.43 2 2.28 1.85 -1.29 14.43 7.20 -6.70 18.52 0.06 RExt 0.12 0.00 0.06 0.02 0.50 0.00 STRRNGTH/DEFLEC'T'ION: Bay-------Shear(k )-----------Moment(f-k )----- -Mom+Shr- Deflect(in) Id for, Calc Limit UC Loc Calc Limit UC Loc UC Calc Limit LExt RSup -0.12 3.96 0.03 RSup 0.06 8.96 0.01 LSup 0.00 0.17 1 RLap -1.85 3.96 0.47 RLap 7.20 7.46 0.97 RLap 0.93 -1.21 2 LLap 1_85 3.96 0.47 LLap 7.20 7.46 0.97 LLap 0.93 -1.21 RExt LSup 0.12 3.96 0.03 LSup 0.06 8.96 0.01 LSup 0.00 0.17 LAP BOLT SHEAR/BEARING: Bolt = 0.500 (GR 5 ) Bay ----- Left _Lap(k )---------- Right _Lap(k )---- Id Calc Shear Bear OC Calc Shear Bear UC 1 1.03 5.30 2.19 0.47 2 1.03 5.30 2.19 0.47 LOAD ID 7 : Dead+Collateral+0.75Snow+0.45Wind Pressurel+0.75Snow Drift ---------------------------------------------------------------------- REACTIONS: Page 27 Of 126 customer O 5 5 contractors Job No 20-8367 P21-24 Storage Shed Date4/22/2020 P b Springfield, OR 97401 Designed Hy KL 24 x 60 x 12 x 14 Checked Hy ---------Shear(k )________ --------------Moment(f-k )______________ Bay Left Left Right Right Left Left MidSpan Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup LExt 0.00 -0.12 0.00 0.02 0.50 0.06 1 1.29 -1.85 -2.28 0.06 -6.70 10.48 7.20 14.43 2 2.28 1.85 -1.29 14.43 7.20 -6.70 18.52 0.06 RExt 0.12 0.00 0.06 0.02 0.50 0.00 STRENGTH/DEFLECTION: Bay -----Shear(k )------ -----Moment(f-k )----- -Mom+Shr- Deflect(in) Id Lie Calc Limit UC Loc Calc Limit UC Loc UC Calc Limit LExt RSup -0.12 3.96 0.03 RSup 0.06 8.96 0.01 LSnp 0.00 0.17 1 RLap -1.85 3.96 0.47 RLap 7.20 7.46 0.97 RLap 0.93 -1.21 2 LLap 1.85 3.96 0.47 LLap 7.20 7.46 0.97 LLap 0.93 -1.21 RExt LSup 0.12 3.96 0.03 LSup 0.06 8.96 0.01 LSup 0.00 0.17 LAP BOLT SHEAR/BEARING: Bolt = 0.500 (GR 5 ) Hay ----- Left _Lap(k )---------- Right _Lap(k )---- Td Calc Shear Bear uC Calc Shear Hear UC 1 1.03 5.30 2.19 0.47 2 1.03 5.30 2.19 0.47 LOAD ID 8 : Dead+Collateral+O .75Snow+0.45Wind Pressurel+0.75S1ide_Snow ---------------------------------------------------------------------- REACTIONS: ---------Shear(k )----------------------Moment(f-k )_______-__---- Bay Left Left Right Right Left Left MidSpan Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup LExt 0.00 -0.12 0.00 0.02 0.50 0.06 1 1.29 -1.85 -2.28 0.06 -6.70 10.48 7.20 14.43 2 2.28 1.85 -1.29 14.43 7.20 -6.70 18.52 0.06 RExt 0.12 0.00 0.06 0.02 0.50 0.00 STRENGTH/DEFLECTION: Bay-------Shear(k )-----------Moment(f-k )----- -Mom+Shr- Deflect(in) Id Loc Calc Limit UC to, Calc Limit UC Loc UC Calc Limit ---- ---- ------ ----- ---- ---- ------ ----- ---- ---- ---- ----- ----- LFxt RSup -0.12 3.96 0.03 RSup 0.06 8.96 0.01 LSup 0.00 0.17 1 RLap -1.85 3.96 0.47 RLap 7.20 7.46 0.97 RLap 0.93 -1.21 2 LLap 1.85 3.96 0.47 that, 7.20 7.46 0.97 LLap 0.93 -1.21 RExt LSup 0.12 3.96 0.03 LSup 0.06 8.96 0.01 LSup 0.00 0.17 LAP HOLT SHEAR/BEARING: Bolt = 0.500 (GR -5 ) Bay ----- Left _Lap(k )---------- Right _Lap(k )---- Id Calc Shear Bear UC Calc Shear Bear UC Page 28 Of 126 367 rR,e Shed 01310 LocaSti ze O9 xn 60cx1tl2cxR197901 Checked By KL 28/2020 1 1.03 5.30 2.19 0.47 2 1.03 5.30 2.19 0.47 LOAD ID 9 : 0.6Dead+0.6Wind Suctionl REACTIONS: ---------Shear(k )----------------------Moment(f-k ) -------------- Bey Left Left Right Right Left Left MidSpan Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap. Sup ---- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- LExt 0.00 0.10 0.00 -0.01 0.50 -0.05 1 -0.88 1.16 1.42 -0.05 4.25 10.40 -4.53 -9.04 2 -1.42 -1.16 0.88 -9.04 -4.53 4.25 18.60 -0.05 RExt -0.10 0.00 -0.05 -0.01 0.50 0.00 STRENGTH/DEFLECTION: Bay-------Shear(k )------ -----Moment(f-k )----- -Mom+Shr- Deflect(in) Id Loc Calc Limit DC Loc Calc Limit OC Loc OC Calc Limit LExt RSup 0.10 3.96 0.02 RSup -0.05 8.96 0.01 LSup 0.00 -0.11 1 RLap 1.16 3.96 0.29 MidS 4.25 6.28 0.68 RLap 0.58 0.76 2 LLap -1.16 3.96 0.29 MidS 4.25 6.28 0.68 LLap 0.58 0.76 RExt LSup -0.10 3.96 0.02 LSup -0.05 8.96 0.01 LSup 0.00 -0.11 LAP BOLT SHEAR/BEARING: Bolt = 0.500 (GR -5 ) Bay ----- Left _Lap(k )---------- Right _I,ap(k )---- Id Calc Shear Bear UC Calc Shear Boar OC 1 0.65 5.30 2.19 0.29 2 0.65 5.30 2.19 0.29 LOAD IB 10 : Dead+Collateral+Snow/2+PAT SL 3 REACTIONS: --------- Shear(k )----------------------Moment(£-k )-------------- Bay Left Left Right Right Left Left MidSpan Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup ---- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- LExt 0.00 -0.11 0.00 0.01 0.50 0.06 1 1.18 -1.69 -2.08 0.06 -6.12 10.48 6.57 13.17 2 2.08 7..69 -1.18 13.17 6.57 -6.12 18.52 0.06 RExt 0.11 0.00 0.06 0.01 0.50 0.00 STRENGTH/DEFLECTION: Bay-------Shear(k )------ -----Moment(f-k )----- -Mom+Shr- Deflect(in) Id Loc Calc Limit UC Loc Calc Limit UC Loc UC Calc Limit LP.xt RSup -0.11 3.96 0.03 RSup 0.06 8.96 0.01 LSup 0.00 0.16 1 RLap -1.69 3.96 0.43 RLap 6.57 7.46 0.88 RLap 0.85 -1.10 Page 29 Of 126 Customtrabod ctors Job No 20-8367 PojeerOd5 - 4/22/2020 4� v .1 siz.l 24 x 60 x 12 x 14 Checked By 2 LLap 1.69 3.96 0.43 LLap 6.57 7.46 0.88 LLap 0.85 -1.10 RExt LSup 0.11 3.96 0.03 LSup 0.06 8.96 0.01 LSup 0.00 0.16 LAP BOLT SBEAR/HEARING: Bolt = 0.500 (GR 5 ) Bay ----- Left _Lap(k )---------- Right _Lap(k )---- Id Calc Shear Bear UC Calc Shear Bear DC 1 0.94 5.30 2.19 0.43 2 0.94 5.30 2.19 0.43 LOAD ID 11 : Dead+Collateral+Snow/2+PAT SL 1 ---------------------------------------------------------------------- REACTIONS: ---------Shear(k )----------------------Moment(f-k )-------------- Bay Left Left Right Right Left Left MidSpan Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup LExt 0.00 -0.11 0.00 0.01 0.50 0.06 1 1.28 -1.59 -1.99 0.06 -7.17 11.34 4.11 10.37 2 1.29 1.07 -0.58 10.37 6.24 -2.58 20.02 0.03 RExt 0.06 0.00 0.03 0.01 0.50 0.00 STRENGTH/DEFLECTION: Bay-------Shear(k )------ -----Moment(£-k )------MomfShr- Deflect(in) Id Loc Calc Limit OC Loc Cale Limit UC Loc DC Calc Limit LExt RSup -0.11 3.96 0.03 RSup 0.06 8.96 0.01 LSup 0.00 0.20 1 RLap -1.59 3.96 0.40 MidS -7.17 8.96 0.80 RSup 0.63 -1.56 2 LLap 1.07 3.96 0.27 LLap 6.24 7.30 0.85 LLap 0.75 -0.18 RExt LSup 0.06 3.96 0.02 LSup 0.03 8.96 0.00 LSup 0.00 0.05 LAP BOLT SHEAR/HEARING: Bolt - 0.500 (GR -5 ) Bay-----Left_Lap(k )----- -----Right Lap(k )---- Id Calc Shear Bear OC Calc Shear Bear OC ---- ----- ----- ----- ---- ----- ----- ----- ---- 1 0.74 5.30 2.19 0.34 2 0.745.30 2.19 0.34 LOAD ID 12 : Dead+Collateral+8now/2+PAT SL 2 REACTIONS: ---------Shear(k )-------- --------------Moment(f-k )-------------- Bay Left Left Right Right Left Left MidSpan Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup LExt 0.00 -0.06 0.00 0.01 0.50 0.03 7. 0.58 -1.07 -1.29 0.03 -2.58 8.98 6.24 10.37 2 1.99 1.59 -1.28 10.37 4.11 -7.17 17.66 0.06 Page 30 Of 126 STRENGTH/DEFLECTION: Bay-------Shear(k )-----------Moment(f-k )----- -Mom+Shr- Deflect(in) Id Loc Calc Limit UC for Calc Limit UC Loc UC Calc Limit LExt RSup -0.06 3.96 0.02 RSup 0.03 8.96 0.00 LSup 0.00 0.05 1 RLap -1.07 3.96 0.27 RLap 6.24 7.30 0.B5 RLap 0.75 -0.18 2 LLap 1.59 3.96 0.40 MidS -7.17 8.96 0.80 LSup 0.63 -1.56 RExt LSup 0.11 3.96 0.03 LSup 0.06 8.96 0.01 LSup 0.00 0.20 LAP BOLT SHEAR/BEARING: Bolt = 0.500 (GR 5 ) Bay-----Left_Lap(k )----- -----Right Lap(k )---- Id Calc Shear Bear UC Calc Shear Bear UC ---- ----- ----- ----- ---- ----- ----- ----- ---- 1 0.74 5.30 2.19 0.34 2 0.74 5.30 2.19 0.34 DEFLECTION: LOAD ID 13 : Dead+Collateral+Live -------------------------------------------- Bay Offset Deflect(in) Id (ft) Calc Limit Ratio LExt 0.00 0.16 1 14.50 -1.10 2.32 0.48 2 14.50 -1.10 2.32 0.48 RExt 1.00 0.16 LOAD ID 14 : Dead+Collateral+Snow -------------------------------------------- Bay Offset Deflect(in) Id (ft) Calc Limit Ratio LExt 0.00 0.1.6 1 14.50 -1.10 2.32 0.48 2 14.50 -1.10 2.32 0.48 RExt 1.00 0.16 LOAD ID 15 : Dead+Collateral+Snow+Snow Drift -------------------------------------------- Bay Offset Deflect(in) Id (ft) Calc Limit Ratio LExt 0.00 0.1.6 1 14.50 -1.10 2.32 0.48 2 14.50 -1.10 2.32 0.48 BERT 1.00 0.16 LOAD 1D 16 : Dead[Collateral+Snow+Slide Snow Customer O 6 5 Contractora Job No 20-836] Pxoj ect Storage Shed Date 9/22/2020 Location Size Springfield, OR 97401Designed 24 x 60 x 12 x 19 Hy Checked Hy Re RExt 0.11 0.00 0.06 0.01 0.50 0.00 STRENGTH/DEFLECTION: Bay-------Shear(k )-----------Moment(f-k )----- -Mom+Shr- Deflect(in) Id Loc Calc Limit UC for Calc Limit UC Loc UC Calc Limit LExt RSup -0.06 3.96 0.02 RSup 0.03 8.96 0.00 LSup 0.00 0.05 1 RLap -1.07 3.96 0.27 RLap 6.24 7.30 0.B5 RLap 0.75 -0.18 2 LLap 1.59 3.96 0.40 MidS -7.17 8.96 0.80 LSup 0.63 -1.56 RExt LSup 0.11 3.96 0.03 LSup 0.06 8.96 0.01 LSup 0.00 0.20 LAP BOLT SHEAR/BEARING: Bolt = 0.500 (GR 5 ) Bay-----Left_Lap(k )----- -----Right Lap(k )---- Id Calc Shear Bear UC Calc Shear Bear UC ---- ----- ----- ----- ---- ----- ----- ----- ---- 1 0.74 5.30 2.19 0.34 2 0.74 5.30 2.19 0.34 DEFLECTION: LOAD ID 13 : Dead+Collateral+Live -------------------------------------------- Bay Offset Deflect(in) Id (ft) Calc Limit Ratio LExt 0.00 0.16 1 14.50 -1.10 2.32 0.48 2 14.50 -1.10 2.32 0.48 RExt 1.00 0.16 LOAD ID 14 : Dead+Collateral+Snow -------------------------------------------- Bay Offset Deflect(in) Id (ft) Calc Limit Ratio LExt 0.00 0.1.6 1 14.50 -1.10 2.32 0.48 2 14.50 -1.10 2.32 0.48 RExt 1.00 0.16 LOAD ID 15 : Dead+Collateral+Snow+Snow Drift -------------------------------------------- Bay Offset Deflect(in) Id (ft) Calc Limit Ratio LExt 0.00 0.1.6 1 14.50 -1.10 2.32 0.48 2 14.50 -1.10 2.32 0.48 BERT 1.00 0.16 LOAD 1D 16 : Dead[Collateral+Snow+Slide Snow Page 31 Of 126 Customer O 1 S Contractors Job No 20-8367 Project Storage Shed Bate 9/22/2020 LOcatiort SpYi.ng f: ie ld, OR 97401 Designed By KL Si se 24 x 60 x 12 x 14 Checked By ---------------------------------------------------------- Bay Offset Deflect(in) Id (£t) Calc Limit Ratio ---- ------ ----- ----- ----- LExt 0.00 0.16 1 14.50 -1.10 2.32 0.48 2 1.4.50 -1.10 2.32 0.48 RExt 1.00 0.16 LOAD ID 17 : Dead+Collateral+0.75Live+0.31Wind Pressurel --------------------------------- Bay Offset Deflect(in) Id (ft) Calc Limit Ratio LExt 0.00 0.16 1 14.50 -1.11 3.48 0.32 2 14.50 -1.11 3.48 0.32 RExt 1.00 0.1.6 LOAD ID 18 : Dead+Collatera1+0.75Snow+0.31Wind Pressurel --------------------------------- Bay Offset Deflect(in) Id (ft) Calc Limit Ratio LExt 0.00 0.16 1 14.50 -1.11 3.48 0.32 2 14.50 -1.11 3.48 0.32 RExt 1.00 0.16 LOAD ID 19 : Dead+Collateral+0.75Snowr0.31Wind Pressurel+0.75Sn ------------------------ Bay Offset Deflect(in) Id (ft) Calc Limit Ratio LExt 0.00 0.16 1 14.50 -1.11 3.48 0.32 2 14.50 -1.11 3.48 0.32 RExt 1.00 0.1.6 LOAD ID 20 : Dead+Collateral+0.75Snow+0.31Wind Pressurel+0.7551 ------------------------------- Bay Offset Deflect(in) Id (ft) Calc Limit Ratio LExt 0.00 0.16 1 14.50 -1.11 3.48 0.32 2 14.50 -1.11 3.48 0.32 RExt 1.00 0.16 LOAD ID 21 : 0.6De ad+0.42Wind Suctionl ------------------------------- Bay Offset Deflect(in) Id (ft) Calc Limit Ratio Page 32 Of 126 Win (k )= Design load in the plane of the puffin web Wout(k )= Design load in the plane of the purlin flange P1 (k )= Force in plane of roof per anti -roll clip PURLIN ROLL FORCES: Surf Line Load--RoofLoad-- Id Id Id Win Wont P1 2 1 4 8.72 0.73 0.96 2 2 1 16.31 1.36 1.87 2 3 4 8.72 0.73 0.96 2 1 5 9.55 0.57 1.25 2 2 5 17.87 1.07 2.41 2 3 5 9.55 0.57 1.25 2 1 9 -6.69 0.05 -1.26 2 2 9 -11.92 0.09 -2.30 2 3 9 -6.69 0.05 -1.26 STANDARD CONNECTION: Surf Line Roll Force/Connection Id Id No. Attachment Id Thick Calc Limit OC 2 L_EW 4 Weld clip @013 0.187 -0.35 0.32 1..10 2 RB 4 Weld clip @013 0.187 0.66 0.32 2.10 2 R EW 4 Weld clip @013 0.187 -0.35 0.32 1.10 REQUIRED ANTI -ROLL CONNECTION: Surf Line Roll Force/Connection Id Id No. Attachment Id 'thick Calc Limit UC 2 L_EW 1 Gusset clip @014 0.187 -1.26 7.76 0.16 2 RF 1 Gusset clip @014 0.187 2.41 7.76 0.31 2 R EW 1 Gusset clip @014 0.187 -1.26 7.76 0.16 PURLIN ANTI ROLL LOCA'T'ION: Surf Line No. Id Id Purlin Purlin Location 2 L_EW 1 4 2 RF 1 4 2 R EW 1 4 PANEL SHEAR/DIAPHRAGM: Surf Line Panel Shear-Deflecfion- Id Id Calc Limit Calc Limit Project 0 & S Contractors Storage Shed Job No 20-8367 Date 9/22/2020 P13Custossr Location size Springfield. OR 97A01 24 x 60 x 12 x 14 Designed By RL Checked By LExt 1 2 RExt 0.00 14.50 14.50 1.00 -0.07 0.51 0.51 -0.07 3.48 0.15 3.48 0.15 ----------------------------------------- ------------------------------------------------- 20-8367 In -Plane Roof Force 4/22/20 10:50.. Win (k )= Design load in the plane of the puffin web Wout(k )= Design load in the plane of the purlin flange P1 (k )= Force in plane of roof per anti -roll clip PURLIN ROLL FORCES: Surf Line Load--RoofLoad-- Id Id Id Win Wont P1 2 1 4 8.72 0.73 0.96 2 2 1 16.31 1.36 1.87 2 3 4 8.72 0.73 0.96 2 1 5 9.55 0.57 1.25 2 2 5 17.87 1.07 2.41 2 3 5 9.55 0.57 1.25 2 1 9 -6.69 0.05 -1.26 2 2 9 -11.92 0.09 -2.30 2 3 9 -6.69 0.05 -1.26 STANDARD CONNECTION: Surf Line Roll Force/Connection Id Id No. Attachment Id Thick Calc Limit OC 2 L_EW 4 Weld clip @013 0.187 -0.35 0.32 1..10 2 RB 4 Weld clip @013 0.187 0.66 0.32 2.10 2 R EW 4 Weld clip @013 0.187 -0.35 0.32 1.10 REQUIRED ANTI -ROLL CONNECTION: Surf Line Roll Force/Connection Id Id No. Attachment Id 'thick Calc Limit UC 2 L_EW 1 Gusset clip @014 0.187 -1.26 7.76 0.16 2 RF 1 Gusset clip @014 0.187 2.41 7.76 0.31 2 R EW 1 Gusset clip @014 0.187 -1.26 7.76 0.16 PURLIN ANTI ROLL LOCA'T'ION: Surf Line No. Id Id Purlin Purlin Location 2 L_EW 1 4 2 RF 1 4 2 R EW 1 4 PANEL SHEAR/DIAPHRAGM: Surf Line Panel Shear-Deflecfion- Id Id Calc Limit Calc Limit Page 33 Of 1.26 PANEL LAYOUT: 0 5 S Contractors Sob No 20-8367 Surf Project Storage Shed Date 9/22/2020 Pbcustomer Area Surf Offset Rotation Size Springfield, OR 97401 24 x 60 x 12 x 19 Designed By KL Checked By 2 2 2 L_EW RF R EW 50.1 50.1 50.1 100.0 0.00 100.0 0.00 100.0 0.00 0.00 0.00 0.00 Max ------------------------------------------------------------------------------- 20-8361 Roof Panel Design 4/22/20 10:50am PANEL LAYOUT: Surf Load ----- Deflection(in)----- Td Area Surf Offset Calc Limit Ratio Surface Left 8 2.4 No. Max ---Stiffness--- Id Part Type Gage Yield Length 10 2.4 Purlin Space Rotation Shear ---- 2 -------- 26 PBR ---- PBR ----- 26.00 ----- 80.0 ------- 24.08 12 2.4 ------ 4 ----- 4.817 -------- 0.00 ------ 3.00 PANEL STRENGTH: 0.64 0.31 2 Centex 8 2.4 -0.09 0.39 0.24 --------Support-------- ---------Midspa --------- Surf Load Moment(ft-lb/ft) Momeat(ft-lb/ft) Id Area Id Offset Calc Limit Ratio Offset Calc Limit Ratio ---- 2 -------- Left ---- 1 ------ 4.8 ----- 54.6 ----- 150.4 ----- 0.36 ------ 1.9 ----- -40.4 ----- 139.0 ----- 0.29 2 4.8 54.6 150.4 0.36 1.9 -40.4 139.0 0.29 3 4.8 54.6 150.4 0.36 1.9 -40.4 139.0 0.29 4 4.8 54.6 150.4 0.36 1.9 -40.4 139.0 0.29 5 4.8 60.0 150.4 0.40 1.9 -44.4 139.0 0.32 6 4.8 60.0 150.4 0.40 1.9 -44.4 139.0 0.32 7 7.9.3 -70.1 139.0 0.50 22.1 59.7 150.4 0.40 2 Center 1 4.8 54.6 150.4 0.36 1.9 -40.4 139.0 0.29 2 4.B 54.6 150.4 0.36 1.9 -40.4 139.0 0.29 3 4.B 54.6 150.4 0.36 1.9 -40.4 139.0 0.29 4 4.B 54.6 150.4 0.36 1.9 -40.4 139.0 0.29 5 4.8 60.0 150.4 0.40 1.9 -44.4 139.0 0.32 6 4.8 60.0 150.4 0.40 1.9 -44.4 139.0 0.32 7 19.3 -47.8 139.0 0.34 22.1 39.3 150.4 0.26 2 Right 1 4.8 54.6 150.4 0.36 1.9 -40.4 139.0 0.29 2 4.8 54.6 150.4 0.36 1.9 -40.4 139.0 0.29 3 4.8 54.6 150.4 0.36 1.9 -40.4 139.0 0.29 4 4.8 54.6 150.4 0.36 1.9 -40.4 139.0 0.29 5 4.8 60.0 150.4 0.40 1.9 -44.4 139.0 0.32 6 4.8 60.0 150.4 0.40 1.9 -44.4 139.0 0.32 7 19.3 -70.1 139.0 0.50 22.1 59.7 150.4 0.40 PANEL DEFLECTION: Surf Load ----- Deflection(in)----- Td Area Id Offset Calc Limit Ratio 2 Left 8 2.4 -0.09 0.39 0.24 9 2.4 -0.09 0.39 0.24 10 2.4 -0.09 0.39 0.24 11 2.4 -0.09 0.39 0.24 12 2.4 -0.08 0.64 0.12 13 21..7 0.20 0.64 0.31 2 Centex 8 2.4 -0.09 0.39 0.24 Page 34 Of 126 Customex 0 fi 5 Contractors Job No Pxoject Storage SIefI Date Locat'on Springfield, OR 97401 ➢esigned H; S've 24 x 60 x 12 x 14 Checked BY 10 2.4 -0.09 0.39 0.24 11 2.4 -0.09 0.39 0.24 12 2.4 -0.08 0.64 0.12 13 21.7 0.16 0.64 0.24 2 Right 8 2.4 -0.09 0.39 0.24 Brace_Tension(k 9 2.4 -0.09 ------ Diag_Brace----- 0.39 ----Wind---- 0.24 Max 10 2.4 -0.09 Calc Limit 0.39 UC KL/R 0.24 ---- ------ R 0.500 11 2.4 -0.09 ---- ---- 0.27 0.39 0.24 12 2.4 -0.08 0.64 0.12 13 21.7 0.20 0.64 0.31 LOAD COMBINATION: Load Id Description 1 Dead+Live 2 Dead+Snow 3 Dead+Snow+Snow Drift 4 Dead+Snow+Slide_Snow 5 Dead+0J5Live+0.45Wind_Pressurel 6 Dead+0J5Snow+0.45Wind_Pressurel 7 0.6Dead+0.6Wind_Suctionl 8 Live 9 Snow 10 Snow+Snow Drift 11 Snow+Slide Snow 12 Wind_Pressurel 13 Wind_Suctionl ---------------------------------------------------------- ---------------------- 20-8367 Roof Diagonal Bracing 4/22/20 10:50am PANEL SHEAR: Limit = 0.0 Calc Wind = 11.7 Seismic = 15.4 DIAGONAL BRACING: Brace_Tension(k Bay Brace Locate ------ Diag_Brace----- ----Wind---- ---Seismic-- Max Id Start End Type Size Part Calc Limit Calc Limit UC KL/R --- -------------- 2 0.00 24.00 ---- ------ R 0.500 -------- 1/2 ROD ----- ----- 0.90 3.79 ----- ----- 1.03 3.79 ---- ---- 0.27 TORSIONAL BRACING MOMENT: Wind = 16.82 Seismic = 19.23 -- ___.__-------------------------- ------."---_.. 20-8367 Sidewall Diagonal Bracing 4/22/20 10:50am Page 35 Of 126 Customer O a S Contractors Job No 20-0367 Project Storage Shed Date 4/22/2020 EP13 Location Springfield, OR 99401 Designed By KL Size 24 x 60 x 12 x 14 Checked By PANEL SHEAR: Wall Base Wind Seismic Id Length Calc Calc Limit 2 12.0 0.0 0.0 100.0 4 60.0 22.4 30.4 100.0 DIAGONAL BRACING: Brace_Tension(k ) Wall Bay Brace Locate ------ Diag_Brace ---- ----Wind--- --Seismic-- Max Id Id Bot Top Type Size Part Calc Limit Calc Limit OC KL/R 2 Torsional bracing used! 4 1 0.0 12.0 R 0.500 1/2 ROD 1.42 3.79 2.56 3.79 0.68 BOTTOM DIAGONAL BRACE REACTIONS: Wall Bay Col --Wind Max(k )-- Seismic_Max(k ) Id TO Id Herz Vert(+/-) Harz Vert(+/-) 4 1 1 -1.35 0.45 -1..58 0.53 4 1 2 1.35 0.45 1.58 0.53 LOAD COMBINATIONS: l(Wind ) - Dead+Collateral+Sn0w+0.6Wind Longl 9(Seismic) - 1.08Dcad+1.osco11ateral+0 .7Seismic Long ------------------------------------------------------------------ --------------- 20-8367 Bracing Deflection 4/22/20. 10:50am ROOF ATTACHMENT DEFLECTION: Span/Deflect Wall Attach Deflection(in) ----Wind--- --Seismic-- Id Locate Wind Seismic Calc Limit Calc Limit 1 0.0 0.09 0.23 1604 60 621 8o 1 24.0 0.15 0.32 1146 60 517 80 WALL DEFLECTION AT EAVE: Span/Deflect Wall Wall Deflection(in) ----Wind— --Seismic-- Id Height Wind Seismic Calc Limit Calc Limit ---- ------ ------------ ----- ----- ----- ----- 2 14.0 0.15 0.32 1146 60 517 80 4 12.0 0.09 0.23 1604 60 621 80 Page 36 Of 126 Customex O d 5 Contractors Sob No 20-8367 Storage Shed Bate 9/22/2020 pbwProject Resigned By KL Location Springfield, OR 97401 24 x 60 x 12 x 14 Checked By Size 2.0-8367 Purlin Strut, Longitudinal Load 4/22/20 10:50am Surf Brace Purl Bay Perlin Load -Axial(k )- Moment(f-k ) -Axl+Mom- Max Max Id Locate - Id Id Part - - - - - - - - - Id - - - - Calc Limit ------- - Calc ----- Limit - - - - Loc - - UC - - - - - UC KL/R --- --__'____ 20-8367 Eave Strut, Longitudinal. Load(Wall= 2) 4/22/20 10:50am -------------------------------------------------------------------------------- Wall. Ray Eave Load ----Axial(k )---- --Moment(f-k )-- Ax1+Mom Max Id Id Part Id Calc Limit UC Calc Limi.t UC UC KL/r --- --- 2 1 ----------- ---- 10GS14A1 1 ----- 0.41 ----- 21.12 ---- 0.02 ----- 0.00 ---- 8.86 ---- 0.00 ------- 0.02 ---- 0 2 -0.29 47.23 0.01 0.00 8.86 0.00 0.01 0 3 0.41 21.12 0.02 0.00 8.86 0.00 0.02 0 4 -0.29 47.23 0.01 0.00 8.86 0.00 0.01 0 5 0.41 21.12 0.02 0.00 8.86 0.00 0.02 0 6 -0.29 47.23 0.01 0.00 8.86 0.00 0.01 0 7 0.41 21.12 0.02 0.00 8.86 0.00 0.02 0 8 -0.29 47.23 0.01 0.00 8.86 0.00 0.01 0 9 0.31 21.12 0.01 0.00 8.86 0.00 0.01 0 10 0.23 21.12 0.01 0.00 8.86 0.00 0.01 0 11 0.23 21.12 0.01 0.00 8.86 0.00 0.01 0 12 0.23 21.12 0.01 0.00 8.86 0.00 0.01 0 13 0.23 21.12 0.01 0.00 8.86 0.00 0.01 0 14 0.31 21.12 0.01 0.00 8.86 0.00 0.01 0 2 2 10CS14A1 1 0.41 14.78 0.03 -4.02 8.66 0.45 0.48 87 2 0.41 14.78 0.03 -4.02 8.86 0.45 0.48 87 3 0.41 14.78 0.03 -4.02 8.86 0.45 0.48 87 4 0.41 14.78 0.03 -4.02 8.86 0.45 0.48 87 5 0.41 14.18 0.03 -4.02 8.86 0.45 0.48 87 6 0.41 14.78 0.03 -4.02 8.86 0.45 0.48 87 '1 0.41 14.7B 0.03 1.43 6.21 0.23 0.26 87 8 0.41 14.78 0.03 1.43 6.21 0.23 0.26 8'7 9 0.60 14.78 0.04 -0.94 8.86 0.11 0.15 87 10 0.44 1.4.78 0.03 -4.64 8.86 0.52 0.55 B7 11 0.44 14.78 0.03 -4.64 8.86 0.52 0.55 87 12 0.44 14.78 0.03 -4.64 8.86 0.52 0.55 87 13 0.44 14.78 0.03 -4.64 B.R6 0.52 0.55 87 14 0.60 14.78 0.04 -0.32 8.86 0.04 0.08 87 ------------------------------------------------------------------------------ 20-8367- - - - - --Eave(Wall= 2 - - - - - - - - - - -- - -- - - - - -4/22/20 - - - -- 10:50am -- - - - __ ____ _ _ _ _ _ _ _ ______ ___ _ _ _ _ _ _ _ _ _ PAVE ________ STRUT _.___________ - ----------------------- Wall ------------ Id = 2 LAYOUT: Available Design Reduction Bay Length--Lap(PC)-- Load No. No. Unit Total Factor Page 37 Of 126 REACTIONS: ---------Shear(k )----------------------Moment(f-k )-------------- Bay Left Left Right Right Left Left MidSpan Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup LExt 0.00 0.00 0.00 0.00 0.50 0.00 1 0.00 0.00 0.00 0.00 14.42 0.00 2 0.81 -0.81 0.00 -5.83 14.40 0.03 RExt 0.06 0.00 0.03 0.01 0.50 0.00 STRENGTH/DEFLECTION: Bay-------Shear(k )-----------Moment(f-k )----- -Mom+Shr- Deflect(in) Id Loc Calc Limit UC Loc Calc Limit UC Loc DC Calc Limit LExt LSup 0.00 3.96 0.00 LSup 0.00 8.86 0.00 LSup 0.00 0.00 1 LSup 0.00 3.96 0.00 LSup 0.00 8.86 0.00 LSup 0.00 0.00 2 RSap -0.81 3.96 0.20 MidS -5.83 8.86 0.66 LSup 0.00 -1.33 RExt LSup 0.06 3.96 0.01 LSup 0.03 8.86 0.00 LSup 0.00 0.15 LOAD ID 2 : Dead+Collateral+Snow REACTIONS: ---------Shear(k )----------------------Moment(f-k )-------------- Bay Left Left Right Right Left Left MidSpan Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup LExt 0.00 0.00 0.00 0.00 0.50 0.00 1 0.00 0.00 0.00 0.00 14.42 0.00 2 O.B1 -0.81 0.00 -5.83 14.40 0.03 RRxt 0.06 0.00 0.03 0.01 0.50 0.00 STRENGTH/DEFLECTION: Day-------Shear(k )------ -----Moment(£-k )----.- -Mom+Shr- Deflect(in) Id Loc Calc Limit UC Loc Calc Limit UC Loc OC Calc Limit LExt LSup 0.00 3.96 0.00 LSup 0.00 8.86 0.00 LSup 0.00 0.00 1 LSup 0.00 3.96 0.00 LSup 0.00 8.86 0.00 LSup 0.00 0.00 2 RSup -0.81 3.96 0.20 MidS -5.83 8.86 0.66 LSup 0.00 -1.33 RExt LSup 0.06 3.96 0.01 LSup 0.03 8.86 0.00 LSup 0.00 0.15 LOAD ID 3 : Dead+Collateral+Snow+Snow Drift O d .S Contractors Tob No 20-0367 2roject Storage Shed nate 4/22/2020 WCustomer Location s" gfield, OR 97401 Designed By KL 24 x 60 x 12 x ].4 size Checked ey Id Part (£t) Left Right Width Strap Row Weight Weight Out In LF.xt IOGS14AI 1.00 0.00 0 1 4.9 4.9 0.00 0.40 1 IOGS14AI 28.83 0.00 1 1 140J 1.90.7 0.00 0.40 2 IOGS14AI 28.83 2.41 1 1 140.7 140.7 0.00 0.40 RExt 10GS14AI 1.00 2.41 0 1 4.9 4.9 0.00 0.40 Total(1b)= 291.2 LOAD ID 1 : Dead+Collateral+Live REACTIONS: ---------Shear(k )----------------------Moment(f-k )-------------- Bay Left Left Right Right Left Left MidSpan Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup LExt 0.00 0.00 0.00 0.00 0.50 0.00 1 0.00 0.00 0.00 0.00 14.42 0.00 2 0.81 -0.81 0.00 -5.83 14.40 0.03 RExt 0.06 0.00 0.03 0.01 0.50 0.00 STRENGTH/DEFLECTION: Bay-------Shear(k )-----------Moment(f-k )----- -Mom+Shr- Deflect(in) Id Loc Calc Limit UC Loc Calc Limit UC Loc DC Calc Limit LExt LSup 0.00 3.96 0.00 LSup 0.00 8.86 0.00 LSup 0.00 0.00 1 LSup 0.00 3.96 0.00 LSup 0.00 8.86 0.00 LSup 0.00 0.00 2 RSap -0.81 3.96 0.20 MidS -5.83 8.86 0.66 LSup 0.00 -1.33 RExt LSup 0.06 3.96 0.01 LSup 0.03 8.86 0.00 LSup 0.00 0.15 LOAD ID 2 : Dead+Collateral+Snow REACTIONS: ---------Shear(k )----------------------Moment(f-k )-------------- Bay Left Left Right Right Left Left MidSpan Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup LExt 0.00 0.00 0.00 0.00 0.50 0.00 1 0.00 0.00 0.00 0.00 14.42 0.00 2 O.B1 -0.81 0.00 -5.83 14.40 0.03 RRxt 0.06 0.00 0.03 0.01 0.50 0.00 STRENGTH/DEFLECTION: Day-------Shear(k )------ -----Moment(£-k )----.- -Mom+Shr- Deflect(in) Id Loc Calc Limit UC Loc Calc Limit UC Loc OC Calc Limit LExt LSup 0.00 3.96 0.00 LSup 0.00 8.86 0.00 LSup 0.00 0.00 1 LSup 0.00 3.96 0.00 LSup 0.00 8.86 0.00 LSup 0.00 0.00 2 RSup -0.81 3.96 0.20 MidS -5.83 8.86 0.66 LSup 0.00 -1.33 RExt LSup 0.06 3.96 0.01 LSup 0.03 8.86 0.00 LSup 0.00 0.15 LOAD ID 3 : Dead+Collateral+Snow+Snow Drift Page 38 Of 126 367 !VIP caSize o4xXn601eld, OR197401 Checked BY KL22/2020 REACTIONS: ---------Shear(k )----------------------Moment(£-k )-------------- Bay Left Left Right Right Left Left MidSpan Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup LExt 0.00 0.00 0.00 0.00 0.50 0.00 1 0.00 0.00 0.00 0.00 14.42 0.00 2 0.81 -0.81 0.00 -5.83 14.40 0.03 RExt 0.06 0.00 0.03 0.01 0.50 0.00 STRENGTH/DEFLECTION: Bay ------Shear(k )-----------MOment(f-k )----- -Mom+Shr- Deflect(iD) Id Loc Calc Limit OC Loc Calc Limit UC Loc OF Calc Limit ---- ---- ------ ----- ---- ---- ------ ----- ---- ---- ---- ----- ----- LExt LSup 0.00 3.96 0.00 LSup 0.00 8.86 0.00 LSup 0.00 0.00 1 LSup 0.00 3.96 0.00 LSup 0.00 8.86 0.00 LSup 0.00 0.00 2 RSup -0.81 3.96 0.20 MidS -5.83 8.86 0.66' LSup 0.00 -1.33 RExt LSup 0.06 3.96 0.01 LSup 0.03 8.86 0.00 LSup 0.00 0.15 LOAD ID 4 : Dead+Collateral+Snow+Sli.de Snow --------------------------------------------------------------------- REACTIONS: ---------Shear(k )----------------------Moment(f-k ) -------------- Bay Left Left Right Right Left Left MidSpan Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup LExt 0.00 0.00 0.00 0.00 0.50 0.00 1 0.00 0.00 0.00 0.00 1.4.42 0.00 2 0.81 -0.81 0.00 -5.83 14.40 0.03 RExt 0.06 0.00 0.03 0.01 0.50 0.00 STRENGTH/DEFLECTION: Ray-------Shear(k )-----------Moment(f-k )------MomtShr- Deflect(in) Id Let Calc Limit DC Loc Calc Limit UC Loc OC Calc Limit LExt LSup 0.00 3.96 0.00 LSup 0.00 8.86 0.00 LSup 0.00 0.00 1 LSup 0.00 3.96 0.00 LSup 0.00 8.86 0.00 LSup 0.00 0.00 2 RSup -0.81. 3.96 0.20 MidS -5.83 8.86 0.66 LSup 0.00 -1.33 RExt LSup 0.06 3.96 0.01 LSup 0.03 8.86 0.00 LSup 0.00 0.15 LOAD ID 5 : Dead+Collateral+0.75Live+0.45Wind Pressurel REACTIONS: ---------Shear(k )-------- --------------Moment(f-k )-------------- Bay Left Left Right Right Left Left MidSpan Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup LExt 0.00 0.00 0.00 0.00 0.50 0.00 1. 0.00 0.00 0.00 0.00 14.42 0.00 2 0.89 -0.89 0.00 -6.39 1.4.40 0.03 Page 39 Of 126 ustom OR Job 367 Dexoject 9tonageoShedcto re Dat 2 No 4/0/2020 Loca$1Znc Spr%n60rxld, OR12 x1497401 Checked Y KL - RExt 0.06 0.00 0.03 0.01 0.50 0.00 STRENGTH/DEFLECTION: Ray-------Shear(k )-----------Moment(f-k )----- -Mom+Shr- Deflect(in) Id Loc Calc Limit OC Loc Calc Limit UC Loc UC Calc Limit LExt LSup 0.00 0.00 3.96 0.00 0.00 Bay LSup 0.00 Left Right Right 8.86 0.00 LSup 0.00 0.00 1 LSup 0.00 3.96 2 0.00 LSup 0.00 0.06 8.86 0.00 0.00 LSup 0.00 0.00 14.40 2 RSup -0.89 RExt 3.96 0.22 MidS -6.39 0.01 8.86 0.50 0.72 LSup 0.00 -1.46 RExt LSup 0.06 3.96 0.02 LSup 0.03 B.86 0.00 LSup 0.00 0.16 LOAD ID 6 : Dead+Collateral+0.75Snow+0.45Wind_Pressure3. -------------------------------------------------------- REACTIONS: 0.00 0.00 ---------Shear(k 0.00 )-------- Bay Left 0.50 Left Right Right Id Sup Lap Lap Sup Chat 0.00 0.00 1 0.00 0.00 2 0.B9 -0.89 RExt 0.06 -0.89 0.00 Moment(f-k Left Left MidSpan Right Right Sup Lap Mom Loc Lap Sup 0.00 0.00 0.50 0.00 0.00 0.00 14.42 0.00 0.00 -6.39 14.40 0.03 0.03 0.01 0.50 0.00 STRENGTH/DEFLECTION: Bay-------Shear(k )-----------Moment(f-k )----- -Mom+Shr- Deflect(in) Id Loc Calc Limit OC Loc Calc Limit OC Loc OC Calc Limit LExt LSup 0.00 3.96 0.00 LSup 0.00 8.86 0.00 LSup 0.00 0.00 1 LSup 0.00 3.96 0.00 LSup 0.00 8.86 0.00 LSup 0.00 0.00 2 RSup -0.B9 3.96 0.22 MidS -6.39 8.86 0.72 LSup 0.00 -1.46 RExt LSup 0.06 3.96 0.02 LSup 0.03 8.86 0.00 LSup 0.00 0.16 LOAD ID 7 : Dead+Collaterali0.75Snowb0.45Wind Pressurel.+0.75Snow Drift REACTIONS: ---------Shear(k )----------------------Moment(f-k )-------------- Bay Left Left Right Right Left Left MidSpan Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup LExt 0.00 0.00 0.00 0.00 0.50 0.00 1 0.00 0.00 0.00 0.00 14.42 0.00 2 0.89 -0.89 0.00 -6.39 14.40 0.03 RExt 0.06 0.00 0.03 0.01 0.50 0.00 STRENGTH/DEFLECTION: Bay-------Shear(k )------ ----- Moment)----- -Mom+Shr- Deflect(in) Id Loc Calc Limit UC Loc Calc Limit UC Loc OC Calc Limit LExt LSup 0.00 3.96 0.00 LSup 0.00 8.86 0.00 LSup 0.00 0.00 1 LSup 0.00 3.96 0.00 LSup 0.00 8.86 0.00 LSup 0.00 0.00 2 RSup -0.89 3.96 0.22 MidS -6.39 8.86 0.72 LSup 0.00 -1.46 RExt LSup 0.06 3.96 0.02 LSup 0.03 8.86 0.00 LSup 0.00 0.16 Page 40 of 126 Customer O & S contractors Sob No 20-8367 Project Storage Shed Date 4/22/20 Location Springfield, OR 97401 Designed Hy KL Size 24 x 60 x 12 x 14 Checked Hy LOAD ID 8 : Dead+Collateral~0.75Snow+0.45Wind Pressurel+0.75Slide_Snow ---------------------------------------------------------------------- REACTIONS: ---------Shear(k )---------------------Moment(f-k )-------------- Bay Left Left Right Right Left Left MidSpan Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup LExt 0.00 0.00 0.00 0.00 0.50 0.00 1 0.00 0.00 0.00 0.00 14.42 0.00 2 0.89 -0.89 0.00 -6.39 14.40 0.03 RExt 0.06 0.00 0.03 0.01 0.50 0.00 STRENGTH/DEFLECTION: Bay-------Shear(k )------ -----Moment(£-k )----- -Mom+Shr- Deflect(in) Id Loc Calc Limit UC Loc Calc Limit UC Loc UC Calc Limit ---- ---- ------ ----- ---- ---- ------ ----- ---- ---- ---- ----- ----- LExt LSup 0.00 3.96 0.00 LSup 0.00 8.86 0.00 LSup 0.00 0.00 1 LSup 0.00 3.96 0.00 LSup 0.00 8.86 0.00 LSup 0.00 0.00 2 RSup -0.89 3.96 0.22 MidS -6.39 8.86 0.72 LSup 0.00 -1.46 RExt LSup 0.06 3.96 0.02 LSup 0.03 8.86 0.00 LSup 0.00 0.16 LOAD IB 9 : 0.6Dead+0.6Wind Suctionl REACTIONS: ---------Shear(k )----------------------Moment(f-k )-------------- Bay Left Left Right Right Left Left MidSpan Right Right Id Sup Lap Lap SUP Sup Lap Mom Loc Lap Sup ---- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- LExt 0.00 0.00 0.00 0.00 0.50 0.00 1 0.00 0.00 0.00 0.00 14.42 0.00 2 -0.70 0.72 0.00 5.06 14.50 -0.03 RExt -0.05 0.00 -0.03 -0.01 0.50 0.00 STRENGTH/DEFLECTION: Bay-------Shear(k )-----------Moment(f-k )----- -Mom+Shr- Deflect(in) Id Loc Calc Limit UC Loc Calc Limit UC Be, UC Calc Limit LExt LSup 0.00 3.96 0.00 LSup 0.00 8.86 0.00 LSup 0.00 0.00 1 LSup 0.00 3.96 0.00 LSup 0.00 8.86 0.00 LSup 0.00 0.00 2 RSup 0.72 3.96 0.1B MidS 5.06 6.19 0.82 LSup 0.00 1.15 text LSup -0.05 3.96 0.01 LSup -0.03 8.86 0.00 LSup 0.00. -0.13 LOAD ID 10 : Dead+Collateral+Snow/2+PAT SL 3 REACTIONS: ---------Shear(k )________ --------------Moment(f-k )-___-___------ Bay Left Left Right Right Left Left MidSpan Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup LExt 0.00 0.00 0.00 0.00 0.50 0.00 Page 41 Of 126 STRENGTH/DEFLECTION: Bay-------Shear(k )------ -----Moment(f-k )----- -Mom+Shr- Deflect(in) Id Loc Calc Limit UC Loc Calc Limit LID Loc UC Calc Limit LExt LSup 0.00 3.96 0.00 LSup 0.00 8.66 0.00 LSup 0.00 0.00 1 LSup 0.00 3.96 0.00 LSup 0.00 8.86 0.00 LSup 0.00 0.00 2 RSup -0.81 3.96 0.20 MISS -5.B3 8.86 0.66 LSup 0.00 -1.33 RExt LSup 0.06 3.96 0.01 LSup 0.03 8.86 0.00 LSup 0.00 0.15 LOAD ID 11. : Dead+Col1atera1+Snow/2+PAT SLI ----------------------------------- REACTIONS: Castomex O S 5 Contractors gob No 20-8367 nate 4/22/2020 nesigned ey ll --------- Project Location Sive Storage Shed Springfield, OR 97901 24 x 60 x 12 x 14 Checked By Right 1 0.00 0.00 0.00 0.00 14.42 0.00 2 0.81 -0.81 0.00 -5.83 14.40 0.03 RExt 0.06 0.00 0.03 0.01 0.50 0.00 STRENGTH/DEFLECTION: Bay-------Shear(k )------ -----Moment(f-k )----- -Mom+Shr- Deflect(in) Id Loc Calc Limit UC Loc Calc Limit LID Loc UC Calc Limit LExt LSup 0.00 3.96 0.00 LSup 0.00 8.66 0.00 LSup 0.00 0.00 1 LSup 0.00 3.96 0.00 LSup 0.00 8.86 0.00 LSup 0.00 0.00 2 RSup -0.81 3.96 0.20 MISS -5.B3 8.86 0.66 LSup 0.00 -1.33 RExt LSup 0.06 3.96 0.01 LSup 0.03 8.86 0.00 LSup 0.00 0.15 LOAD ID 11. : Dead+Col1atera1+Snow/2+PAT SLI ----------------------------------- REACTIONS: 0.00 0.00 --------- Shear(k )-------- Bay Left Left Right Right Id 0.00 Sup Lap Lap Sup LExt 0.00 0.00 0.00 1 0.00 0.00 0.00 2 0.47 0.00 -0.47 RExt 0.03 0.00 --------------Moment(f-k )-------------- Left Left MidSpan Right Right Sup Lap Mom Loc Lap Sup 0.00 0.00 0.50 0.00 0.00 0.00 14.42 0.00 0.00 -3.35 14.40 0.02 0.02 0.00 0.50 0.00 STRENGTH/DEFLECTION: Bay-------Shear(k )-----------Moment(f-k )----- -Mom+Shr- Deflect(in) Td Loc Calc Limit UC LOC Calc Limit DC Loc OC Calc Limit IExt LSup 0.00 3.96 0.00 LSup 0.00 8.86 0.00 LSup 0.00 0.00 1 LSup 0.00 3.96 0.00 LSup 0.00 8.86 0.00 LSup 0.00 0.00 2 RSup -0.47 3.96 0.12 MidS -3.35 8.86 0.38 LSup 0.00 -0.76 RExt LSup 0.03 3.96 0.01 LSup 0.02 8.86 0.00 LSup 0.00 0.08 LOAD ID 3.2 : Dead+Col1atera1+Snow/2+PAT SL 2 REACTIONS: --------Shear(k )----------------------Moment(f-k ) Bay Left Left Right Right Left Left MidSpan Id Sup Lap Lap Sup Sup Lap Mom Be, Right Right Lap Sup LExt 0.00 0.00 0.00 0.00 0.50 0.00 1 0.00 0.00 0.00 0.00 14.42 0.00 2 0.81 -0.81 0.00 -5.83 14.40 0.03 RExt 0.06 0.00 0.03 0.01 0.50 0.00 STRENGTH/DEFLECTION: Bay-------Shear(k )------ -----Moment(f-k )----- -Mom+Shr- Deflect(in) Id Loc Calc Limit OC Loc Calc Limit UC Be, OC Calc Limit LExt LSup 0.00 3.96 0.00 LSup 0.00 8.86 0.00 LSup 0.00 0.00 1 LSup 0.00 3.96 0.00 LSup 0.00 8.86 0.00 LSup 0.00 0.00 Page 42 Of 126 Cuatomex O fi 5 Con trdctoss Tot No 20-0�� Project Storage Shed Date 9/22/2020 Location Springfield, OR 97401 Designe. Hy KL 13139, Siae 24 x 60 x 12 x 14 Checked Hy 2 RSup -0.81 3.96 0.20 MidS RExt LSup 0.06 3.96 0.01 LSup DEFLECTION: ------------------------------ 5.83 8.86 0.66 LSup 0.00 -1.33 0.03 8.86 0.00 LSup 0.00 0.15 LOAD ID 13 : Dead+Collateral+Live -------------------------------------------------------- Bay Offset Deflect(in) Id (ft) Calc Limit Ratio LExt 0.00 0.00 1 0.00 0.00 2.31 0.00 2 14.42 -1.33 2.31 0.58 RExt 1.00 0.15 LOAD ID 14 : Dead+Collateral+Snow ----------------------------------- Bay Offset Deflect(in) Id (ft) Calc Limit Ratio LExt 0.00 0.00 1 0.00 0.00 2.31 0.00 2 14.42 -1.33 2.31 0.58 RExt 1.00 0.15 LOAD ID 15 : Dead+Collateral+Snow+Snow_Drift ------------------------------------------""'--------- Bay Offset Deflect(in) is (ft) Calc Limit Ratio LExt 0.00 0.00 1 0.00 0.00 2.31 0.00 2 14.42 -1.33 2.31 0.58 RExt 1.00 0.15 LOAD ID 16 : Dead+Collateral+Snow+Slide Snow __________'-------------------'___- Bay Offset Deflect(in) Id (ft) Calc Limit Ratio LExt 0.00 0.00 1 0.00 0.00 2.31 0.00 2 14.42 -1.33 2.31 0.58 RExt 1.00 0.15 LOAD ID 17 : Dead+Collateral+0.75Live+0.31Wind_Pressurel -------------------------------------------------------- Bay _________________________________________________ _____Bay Offset Deflect(in) Id (ft) Calc Limit Ratio LExt 0.00 0.00 1 0.00 0.00 3.46 0.00 2 14.42 -1.33 3.46 0.39 Page 43 Of 126 customer) 0 S 5 COntraetnrS gob No 20-8367 Project Storage Shed Date 4/22/20 Location Springfield, OR 97401Designed 24 x 60 x 1.2 x 14 By KL Size Checked By Width RExt 1.00 0.15 LOAD ID 18 : Dead+Collateral+0.75Snow+0.31Wind_Pressurel ----------------- ---------------------------------------------------- Bay Offset Deflect(in) Id (ft) Calc Limit Ratio LExt 0.00 0.00 1 0.00 0.00 3.46 0.00 2 14.42 -1.33 3.46 0.39 RExt 1.00 0.15 LOAD ID 19 : Dead+Collateral+0.75Snow+0.31Wind_Pressure1+0.75Sn ______________________________________________________________________ Bay Offset Deflect(in) Id (ft) Calc Limit Ratio DEAL 0.00 0.00 1 0.00 0.00 3.46 0.00 2 14.42 -1.33 3.46 0.39 RExt 1.00 0.15 LOAD ID 20 : Dead+Collateral+0.75Snow+0.31Wind_Pressure1+0.7551 ______________________________________________________________________ Bay Offset Deflect(in) Id (ft) Calc Limit Ratio LExt 0.00 0.00 1 0.00 0.00 3.46 0.00 2 14.42 -1.33 3.46 0.39 RExt 1.00 0.15 LOAD Io 21 : 0.6Dead+0.42Wind Suction) ---------------------------- ----------------------------------------- Bay Offset Deflect(in) Id (ft) Calc Limit Ratio LExt 0.00 0.00 1. 0.00 0.00 3.46 0.00 2 14.42 0.68 3.46 0.20 RExt 1.00 -0.08 ------------------------------------------------------------------------------ 20-8367 Save Strut, Longitudinal Load(Wall= 4) 4/22/20 10:50am Bay -Axial _Calc- Axial Wall Bay Eave Width Load Wind Seis Limit Max Max Id Id Part. (ft) Id (k ) (k ) (k ) OC KL/r ---- 4 --- 2 -------- IOGS14-1 ----- 30.00 ---- 9 ----- 0.38 ----- 0.60 ----- 21.14 ----- 0.03 ---- 0 4 1 1OGS14-1 30.00 9 1.08 2.39 21.14 0.11 0 Custozer o a S Contractors - Project Storage shed Location Springfield, OR 97401 Size 24 x 60 x 12 x 14 Page 44 of 126 Job No 20-8367 Designed By KL Checked By 20-8367 Strut Bolts 4/22/20 10:50am RAFTER CONNECTION: Location Purlin Left EW Welded Clip RF Welded Clip Right EW Welded Clip SAVE STRUTS: Wall Frm_Line Id Id Type --- -- 2 1 EW 2 2 RF 2 3 EW 4 1 EW 4 2 RF 4 3 EW Back SW Front SW Eave Strut Eave Strut Direct Bolt Direct Bolt Direct Bolt Direct Bolt Direct Bolt Direct Bolt ----Bolt_Selected--- No. Type Dia Wshr 2 GR_5 0.500 1 2 OR_5 0.500 1 2 OR_5 0.500 1 2 OR_5 0.500 1 2 GR_5 0.500 1 2 OR 5 0.500 1 20-8367 Roof Panel Zones --- Bolt )--- It Bolt Calc _Capacity(k Shear Bear Ratio Id ----- 0.41 ----- 10.60 ----- 4.38 ----- 0.09 ------- 77 0.60 10.60 Tensile 4.38 0.14 77 0.60 10.60 4.38 0.14 77 0.60 Thick Yield 10.60 4.38 0.14 77 2.39 10.60 4.38 0.55 Part 77 2.39 (ksi ) 10.60 4.38 0.55 77 4/22/20 10:5Dam PANEL: Tensile Thick Yield Strength Part (in) (ksi ) (ksi ) 26 PBR 0.019 80.00 94.40 PORLIN SCREWS: Dia Washer Limit Part (in) (in) (k ) T3125PTW 0.210 0.50 2.80 PANEL ZONE LAYOUT: -Purlin(ft,in)- Panel Surf ------Zone------ ---Locate(ft)-- --Surface(ft)-- Bay Load Min Zone Id Id Description Start End Offsetl Offset2 Id Id Width Thick (ft) 2 1 Interior 0.00 60.00 0.00 24.08 2 1 4.82 0.075 4.82 2 3 it edge 0.00 6.00 6.00 18.08 1 2 4.82 0.075 4.82 2 4 Top edge 6.00 54.00 0.00 3.00 2 1 4.82 0.075 4.B2 2 5 Rt edge 54.00 60.00 6.00 18.08 2 2 4.82 0.075 4.82 2 6 Bot edge 12.00 48.00 18.08 24.OB 2 4 4.82 0.075 4.82 2 7 Lt top corner 0.00 6.00 0.00 6.00 1 1 4.82 0.075 4.82 2 8 Rt top corner 54.00 60.00 0.00 6.00 2 1 4.82 0.075 4.82 Page 45 Of 126 Cuetomez 0 fi S Contractors Job No 20-8367 Pz ject Storage Shed Date 4/22/2020 013MI - Location Springfield: OR 97401 Designed By KL Size 24 x 60 x 12 x 19 1 Checked Hy 2 9 Rt not Corner 4 2 1.0 Lt hot corner PURLIN SCREW CHECK: Screw Wind Surf Zone Space Suction Id Id (ft) (pat ) ---- ---- ----- ------- 2 1 1.00 17.29 2 3 1.00 22.48 2 4 1.00 19.37 2 5 1..00 22.48 2 6 1.00 22.48 2 7 1.00 24.55 2 8 1.00 24.55 2 9 1.00 33.03 2 10 1.00 33.03 8.00 60.00 1B.08 24.08 2 4 4.82 0.075 4.82 0.00 12.00 18.08 24.08 1 4 4.82 0.075 4.82 Limit(k Load Purlin Panel Screw Max (k ) Pullout Roof Pullover Tension Wall OC ---- 0.08 ------- 0.29 -------- 0.44 ------- 0.75 ---- 0.29 0.11 0.29 0.44 0.75 0.37 0.09 0.29 0.44 0.75 0.32 0.11 0.29 0.44 0.75 0.37 0.11 0.29 0.44 0.75 0.37 0.12 0.29 0.44 0.75 0.41 0.12 0.29 0.44 0.75 0.41 0.16 0.29 0.44 0.75 0.55 0.16 0.29 0.44 0.75 0.55 BASE SCREWS: Dia Washer Limit Part (in) (in) (k ) T3125PTW 0.21 0.50 2.80 BASE SCREW CHECK: Base Screw Force/Screw Shear Wall Length Space Wind Seis Limit Max Id (ft) (ft) (k ) (k ) (k ) UC 2 12.00 1.00 0.000 0.000 0.335 Pane]. Shear Not Used 4 60.00 1.00 0.022 0.030 0.335 Pane]. Shear Not Used --------------- 20-8367 Weight Summary 4/22/20 10:50am Roof Purlins = 1171.16 Have Struts - 563.97 Roof Bracing = 53.78 Wall Bracing = 44.25 Total = 1853.16 20-8367 Warning Summary 4/22/20 10:50am .. No Warnings Page 46 Of 126 MbCustoner 0 5 S Contractors Job No 20-8367 ezoject Storage Shed Date 4/22/2020 Location Springfield, OR 97401 Designed By KL Size 24 x 60 x 12 x 14 Checked By 20-8367 Wall 2 - Design Code 4/22/20 10:51am STRUCTURAL CODE: Design Basis AS - Working Stress Hot Rolled Steel AISC16 Cold Formed Steel NAUS16 BUILDING CODE: Wind Code OSSC 19 (IBC 1B) Seismic Zone D MODULUS OF ELASTICITY: Hot Rolled Steel 29000 (ksi ) Cold Formed Steel 29500 (ksi ) 20-8367 Wall 2 - Bypass Girt Layout 4/22/20 10:51am GIRT LAYOUT: Des Bay Bay Offset Design ---Extend-- ---- Mae _Lead --- Locate Id Id Part Start End Length Left Right Weight Id UC Report Rot 7.33 1 1 SZ16 0.00 4.00 3.67 0.00 0.00 10.6 WS 0.07 Shear D 2 1. BZ16 13.00 17.00 3.33 0.00 0.00 9.6 WP 0.06 Shear D 3 1 BZ16 26.00 30.00 3.67 0.00 0.00 10.6 WS 0.07 Shear D WP - 0.6Wind Pressure WS - 0.6Wind Suction GIRT INSIDE FLANGE BRACE: No._Brace/Bay 1 2 Z O 20-8367 Wall 2 - Girt Design 1 (Locate 7.33) 4/22/20 10:51am GIRT LAYOUT: Available Reduction Bay Design--Lap(ft)-- Load No. Factor Id Part Locate Length Left Right Width Brace Weight Out In 1 BZ16 7.3333 3.67 6.58 0 10.6 0.00 0.65 Page 47 Of 126 0130Location Customer O S 5 Contractors Job No 20-8367 Date 4/22/2020 Designed By KL Project Storage Shed Size Springfield, OR 97901 24 x 60 x 12 x 14 Checked By 10.6 LOAD ID:0.6Wind Pressure GIRT ACTIONS: Shear(k ) Moment(f-k )-------------- Bay Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0.16 -0.16 0.00 -0.14 1.83 0.00 STRENGTH/DEFLECTION: Bay-------Shear(k )-----------Moment(f-k )----- -Mom+Shr- Deflect(in) Id Loc Calc Limit UC Loc Calc Limit UC Loc UC Calc Limit 1 LSup 0.16 2.56 0.06 MidS -0.14 4.37 0.03 RLap 0.04 0.00 LOAD ID:0.6Wind Suction ---------------------------- GIRT ACTIONS: Shear(k ) Moment(£ -k )-------------- Bay Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 -0.18 0.17 0.00 0.16 1.65 0.00 STRENGTH/DEFLECTION: Ray-------Shear(k )------ -----Moment(f-k )----- -Mom+Shr- Deflect(in) IN Loc Calc Limit UC Loc Calc Limit UC Loc UC Calc Limit 1 LSup -0.18 2.56 0.07 MidS 0.16 3.62 0.04 RLap 0.04 0.00 DEFLECTION: (Working Load) -------------------------- Span Wind Pressure Wind Suction Id Calc Limit Calc Limit 1 0.00 0.49 0.00 0.49 20-8367 Wall 2 - Girt Design 2 (Locate 7.33) 4/22/20 10:51am GIRT LAYOUT: Available Reduction Bay Design --Lap(ft)-- Load No. Factor Page 48 Of 126 LOAD ID:0.6Wind_Pressure ---------------------------- GIRT ACTIONS: --------- Shear(k )________ -------------- Momeat(f-k )----__________ Bay Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0.14 -0.14 0.00 -0.12 1.67 0.00 STRENGTH/DEFLECTION: Bay-------Shear(k )------ -----Moment(£-k )----- -Mom+Shr- Deflect(in) Id to, Calc Limit UC Loc Calc Limit UC Lou UC Calc Limit ___ ____ ______ _____ ____ ____ ______ _____ ____ ____ ____ _____ ----- I LSup 0.14 2.56 0.06 MidS -0.12 4.37 0.03 LLap 0.03 0.00 LOAD ID:0.6Wind Suction GIRT ACTIONS: ---------Shear(k )________ --------------Moment(£-k )-------------- Bay Left Left Right Right Left Left Mid -Span Right Right Td Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup ___ _____ _____ _____ _____ _____ _____ _____ _____ _____ ----- 1 -0.15 0.15 0.00 0.13 1.67 0.00 STRENGTH/DEFLECTION: Bay-------Shear(k )------ -----Moment(f-k )------MOm+Shr- Deflect(in) Id Loc Calc Limit UC Loc Calc Limit DC Loc UC Calc Limit I LSup -0.15 2.56 0.06 MIND 0.13 3.62 0.04 RLap 0.04 0.00 DEFLECTION: (Working Load) -------------- Span Wind Pressure Wind Suction Id Calc Limit Calc Limit 1 0.00 0.44 0.00 0.44 20-8367 Wait 2 - Girt Design 3 (LOC.Le 7.33) 4/22/20 10:51am customer 0 6 S contractors Sob No20-0367 b Project Storage Shed Date 4/22/2020 3 Location Size Springfield, OR 97401 29 x 60 x 12 x 14 Designed By KL Checked By Id Part 1 8&].6 Locate Length Left Right Width 7.3333 3.33 6.58 Brace Weight 0 9.6 9_6 Out In 0.00 0.65 LOAD ID:0.6Wind_Pressure ---------------------------- GIRT ACTIONS: --------- Shear(k )________ -------------- Momeat(f-k )----__________ Bay Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0.14 -0.14 0.00 -0.12 1.67 0.00 STRENGTH/DEFLECTION: Bay-------Shear(k )------ -----Moment(£-k )----- -Mom+Shr- Deflect(in) Id to, Calc Limit UC Loc Calc Limit UC Lou UC Calc Limit ___ ____ ______ _____ ____ ____ ______ _____ ____ ____ ____ _____ ----- I LSup 0.14 2.56 0.06 MidS -0.12 4.37 0.03 LLap 0.03 0.00 LOAD ID:0.6Wind Suction GIRT ACTIONS: ---------Shear(k )________ --------------Moment(£-k )-------------- Bay Left Left Right Right Left Left Mid -Span Right Right Td Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup ___ _____ _____ _____ _____ _____ _____ _____ _____ _____ ----- 1 -0.15 0.15 0.00 0.13 1.67 0.00 STRENGTH/DEFLECTION: Bay-------Shear(k )------ -----Moment(f-k )------MOm+Shr- Deflect(in) Id Loc Calc Limit UC Loc Calc Limit DC Loc UC Calc Limit I LSup -0.15 2.56 0.06 MIND 0.13 3.62 0.04 RLap 0.04 0.00 DEFLECTION: (Working Load) -------------- Span Wind Pressure Wind Suction Id Calc Limit Calc Limit 1 0.00 0.44 0.00 0.44 20-8367 Wait 2 - Girt Design 3 (LOC.Le 7.33) 4/22/20 10:51am Pagn 99 Of 126 msto 311 CPxoj ect 9to rageo5hedc[oxs Oob No 4/2e/2020� Location) Springfield, OR 97901 resigned By KL Size 29 x 60 x 12 x 14 Checked By GIRT LAYOUT: Available Reduction Bay Design--Lnp(ft)-- Load No. Factor Id Part Locate Length Left Right Width Brace Weight Out In 1 BZ16 7.3333 3.67 6.58 0 10.6 0.00 0.65 10.6 LOAD ID:0.6Wind Pressure GIRT ACTIONS: ---------Shear(k )----------------------Moment(f-k ) Bay Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0.1.6 -0.16 0.00 -0.19 1.83 0.00 STRENGTH/DEFLECTION: Bay-------Shear(k )------ -----Moment(f-k )----- -Mom+Shr- Deflect(in) If Loc Calc Limit UC Loc Calc Limit UC to, UC Calc Limit ___ _____ ____ ____ ______ _____ ____ ____ ____ _____ _____ 1 LSup 0.16 2.56 0.06 MidS -0.19 9.37 0.03 LLap 0.09 0.00 LOAD ID:0.6Wind Suction GIRT ACTIONS: ---------Shear(k )----------------------MDment(f-k )-------------- Bay Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup ___ _____ _____ _____ _____ _____ _____ ----- _____ _____ ----- 1 -0.17 0.17 0.00 0.15 1.83 0.00 STRENGTH/DEFLECTION: Bay --- -Shear(k )------ -----Moment(£-k )----- -Mom+Shr- Deflect(in) Id Loc Calc Limit UC Loc Calc Limit UC Loc UC Calc Limit 1 LSup -0.17 2.56 0.07 MidS 0.15 3.62 0.09 LLap 0.09. 0.00 DEFLECTION: (Working Load) -------------------------- Span Wind -Pressure Wind Suction Id Calc Limit Calc Limit 1 0.00 0.99 0.00 0.99 Page 50 of 126 dustomexl 0 6 S com"T CtOrs Sob No exoj ect Storage Shed Date Sizel 24 x 60 x 12 x 14 1 Checked By 20-836'1 Wall 2 - Door Jamb & Header Design 4/22/20 10:51am LAYOOT: Open Bay Load Id Id Locate Part Length Width Weight 1 1 JambL 8C16 13.16 4.50 37.9 JambR BC16 13.16 4.50 37.9 Header 8c16 9.00 1.58 25.9 2 1 JambL BC16 13.16 4.50 37.9 Jambi BC16 13.16 4.50 37.9 Header 8c16 9.00 1.58 25.9 STRENGTH/DEFLECTION: Open Load--Shear(k )---Moment(ft,f-k )- Mom+ Max Deflect(in) Id Member Id Calc Limit Loo Calc Limit Shear UC Calc Limit 1 Jambi WP -0.48 2.5 7.33 -1.80 5.0 0.36 0.36 -0.16 1.76 WE 0.52 2.5 7.33 1.94 4.3 0.39 0.44 0.17 1.76 JombR WP -0.48 2.5 7.33 -1.81 5.0 0.36 0.36 -0.16 1.76 WS 0.52 2.5 7.33 1.94 4.3 0.39 0.44 0.17 1.76 Header WE 0.09 2.5 4.50 -0.21 5.0 0.00 0.04 -0.01 1.20 WS -0.10 2.5 4.50 0.22 4.1 0.00 0.05 0.01 1.20 2 JambL WP -0.48 2.5 7.33 -1.81 5.0 0.36 0.36 -0.16 1.76 WS 0.52 2.5 7.33 1.94 4.3 0.39 0.44 0.17 1.76 JambR WE -0.48 2.5 7.33 -1.80 5.0 0.36 0.36 -0.16 1.76 WS 0.51 2..5 7.33 1.93 4.3 0.38 0.44 0.17 1.76 Header WE 0.09 2.5 4.50 -0.21 5.0 0.00 0.04 -0.01 1.20 WS -0.10 2.5 4.50 0.22 4.1 0.00 0.05 0.01 1.20 WP - 0.6Wind Pressure WE - 0.6Wind Suction 20-8367 Wall. 2 - Panel Design (Bay 1.) 4/22/20 10:Slam PANEL DATA: Bay Rotation Panel Id Part Type Gage Yield Stiffness Height 1 26 PER PER 26.00 80.0 0.00 13.16 MOMENTS & DEPLECTION: -------------- Moment(ft-lb/£t)------------- Span Locate(ft) Start Midspan End Max Deflect(in) Id Start End Load Calc Limit Calc Limit Calc Limit UC Calc Limit 1 0.00 7.33 WE 0.0 139.0 -63.8 139.0 85.4 150.4 0.57 -0.27 0.98 WS 0.0 150.4 67.8 150.4 -90.8 139.0 0.65 0.29 0.98 2 7.33 13.16 WP 85.4 1.50.4 -28.9 139.0 0.0 139.0 0.5'/ -0.04 0.78 Page 51 Of 126 20-8367 Wall 2 - Panel Zones 4/22/20 10:51am PANEL: Tensile Thick Yield Strength Part (in) (ksi ) (ksi ) 26 PER 0.019 80.00 94.40 GIRT SCREWS: Dia Washer Limit Part (in) (in) (k ) T3125PTW 0.21 0.50 2.80 PANEL ZONE LAYOUT: --Girt(ft,ft,in)-- Panel Zone---- Wall(ft)--- Bay Load Min Span Id Description Offsetl Offset2 Id Locate Width Thick (ft) 1 Interior 3.00 5'1.00 1 7.33 6.58 0.060 0.00 2 Lt Edge 0.00 3.00 1 7.33 6.58 0.060 7.33 3 Rt Edge 57.00 60.00 2 0.00 0.00 0.000 0.00 GIRT SCREW CHECK: Screw Wind--------Limit(k )---- Zone Space Suction Load Girt Panel Screw Max Id (ft) (psf ) (k ) Pullout Pullover Tension Uc 1 1.00 16.14 0.11 0.23 0.44 0.75 0.46 2 1.00 16.14 0.11 0.23 0.44 0.75 0.46 3 1.00 16.14 0.00 20-8367 Wall 2 - Weight Summary 4/22/20 10:51am Girts = 30J2 Jambs/Headers = 203.49 234.21 20-8367 Wall 2 - Warning Summary 4/22/20 10:51am O 6 S Contractors rage she Stod Job No 20-8367 P13custoser Project Date 9/22/2020 Docation Springfield, OR 97401 24 x 60 x 12 x 14 Designed By KL Size Checked By WS -90.8 139.0 30.7 WE - 0.6Wind Pressure WS - 0.6Wind Suction 150.4 0.0 150.4 0.65 0.05 0.7B 20-8367 Wall 2 - Panel Zones 4/22/20 10:51am PANEL: Tensile Thick Yield Strength Part (in) (ksi ) (ksi ) 26 PER 0.019 80.00 94.40 GIRT SCREWS: Dia Washer Limit Part (in) (in) (k ) T3125PTW 0.21 0.50 2.80 PANEL ZONE LAYOUT: --Girt(ft,ft,in)-- Panel Zone---- Wall(ft)--- Bay Load Min Span Id Description Offsetl Offset2 Id Locate Width Thick (ft) 1 Interior 3.00 5'1.00 1 7.33 6.58 0.060 0.00 2 Lt Edge 0.00 3.00 1 7.33 6.58 0.060 7.33 3 Rt Edge 57.00 60.00 2 0.00 0.00 0.000 0.00 GIRT SCREW CHECK: Screw Wind--------Limit(k )---- Zone Space Suction Load Girt Panel Screw Max Id (ft) (psf ) (k ) Pullout Pullover Tension Uc 1 1.00 16.14 0.11 0.23 0.44 0.75 0.46 2 1.00 16.14 0.11 0.23 0.44 0.75 0.46 3 1.00 16.14 0.00 20-8367 Wall 2 - Weight Summary 4/22/20 10:51am Girts = 30J2 Jambs/Headers = 203.49 234.21 20-8367 Wall 2 - Warning Summary 4/22/20 10:51am Page 52 Of 126 Co. tomer O & 5 Contractors Sob No 20-8367 project Storage Shed Date 4/22/2020 Location Springfield, OR 91401 Designed By KL Size 29 x 60 x 12 x 19 Checked By ------------------- ----------------------------------------- .. Nn Warnings Page 53 Of 126 Cust- O & S Contractors Sob No 20-836'1 Pzoj eot Storaqe SM1ed Bate 4/22/2020 Location Springfield, OR 97401 Designed By KL $lZe 24 x 60 x 12 x 14 Checked By 20-8367 Wall 4 - Design Code STRUCTURAL CODE: Design Basis WS - Working Stress Hot Rolled Steel AISC16 Cold Formed Steel NADS16 BUILDING CODE: Wind Code OSSC 19 (IBC 18) Seismic Zone D MODULUS OF ELASTICITY: Hot Rolled Steel 29000 (ksi ) Cold Formed Steel 29500 (ksi ) 4/22/20 10:51am 20-8367 LAYOUT: Wall 4 - Bypass Girt Layout 4/22/20 10:51am --------------------- Available GIRT LAYOUT: Reduction Bay Design --Lap(ft)-- Des Bay Bay_Offset Design ---Extend-- Part Locate ---- Max_Load--- Width Brace Locate Id Id Part Start End Length Left Right Weight Id UC Report Rot 7.33 1 1 8212 0.00 30.00 29.67 0.00 1.00 154.9 WS 0.86 Moment D 2 BZ12 0.00 30.00 29.67 1.00 0.00 154.9 WS 0.86 Moment D WS - 0.6Wind Suction GIRT INSIDE FLANGE BRACE: No. Brace/Bay 1 2 20-8367 Wall 4 - Girt Design 1 (Locate 7.33) 4/22/20 10:51am GIRT LAYOUT: Available Reduction Bay Design --Lap(ft)-- Load No. Factor Id Part Locate Length Left Right Width Brace Weight Out In I 8Z12 _______ 7.3333 ______ 29.67 ____ _____ 1.00 _____ 5.58 _____ 2 ______ 154.9 ____ ---- 0.00 0.70 2 BZ12 7.3333 29.67 1.00 5.58 2 154.9 0.00 0.70 309.7 Page 54 Of 126 Customer O 6 5 Contractors Job No 20-0367 Project Storage Shed Date 4/22/20 Location Springfield, OR 97401 24 x 60 x 12 x 14 Designed By KL Sive Checked By LOAD ID:0.6Wind Pressure ---------------------------- GIRT -------------------------- GIRT ACTIONS: ---------Shear(k )----------------------Moment(f-k )-------------- Bay Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0.80 -1.29 -1.36 0.00 -4.38 10.98 6.99 8.31 2 1.36 1.29 -0.80 8.31 6.99 -4.38 18.69 0.00 STRENGTH/DEFLECTION: Bay-------Shear(k )-----------Moment(f-k )----- -Mom+Shr- Deflect(in) Id Loc Calc Limit OC Loc Calc Limit DC Loc UC Calc Limit 1 RLap -1.29 12.17 0.11 RLap 6.99 8.54 0.82 RLap 0.74 -1.17 2 LLap 1.29 12.17 0.11 LLap 6.99 8.54 0.82 Llap 0.74 -1.17 LAP BOLT SHEAR/HEARING: Holt Site =0.500 (GR 5 ) Bay-----Left_Lap(k ) ----- Td Calc Shear Bear UC 1 2 2.08 5.30 3.07 0.68 LOAD ID:0.6Wind Suction ----- Right _Lap(k )---- Calc Shear Bear UC 2.08 5.30 3.07 0.6B GIRT ACTIONS: ---------Shear(k )----------------------MOment(f-k )-------------- Bay Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 -0.87 1.38 1.46 0.00 4.71 11.05 -7.51 -8.93 2 -1.46 -1.38 0.87 -8.93 -7.51 4.71 18.61 0.00 STRENGTH/DEFLECTION: Bay-------Shear(k )-----------Moment(f-k )----- -Mom+Shr- Deflect(in) Td Loc Calc Limit UC Loc Calc Limit UC Loc UC Calc Limit 1 RLap 1.38 12.17 0.11 RLap -7.51 8.69 0.86 RLap 0.79 1.26 2 LLap -1.38 12.17 0.11 LLap -7.51 8.69 0.86 LLap 0.79 1.26 LAP BOLT SHEAR/BEARING: customer! 0 s s Contractors exoject storage Shed Bolt Size =0.500 (GR S Bay ----- Left _Lap(k ) Id Calc Shear Bear 1 Size! 24 x 60 x 12 x 14 ------- Right _Lap(k )---- DC Calc Shear Bear UC 2.23 5.30 3.0'1 0.73 2 2.23 5.30 3.07 0.73 DEFLECTION: (Working Load) Span Wind Pressure Wind Suction Id Calc Limit Calc Limit 1 -0.82 3.96 0.8B 3.96 2 -0.82 3.96 0.88 3.96 Page 55 of 126 Tob No 20-8367 Date 1 4/22/2020 Designed By Checked By 20-8367 Wall 4 - Panel Design (Bay 2) 4/22/20 10:51am PANEL DATA: Bay Rotation Panel Id Part Type Gage Yield Stiffness Height 2 26 PBR PER 26.00 80.0 0.00 11.1.6 MOMENTS & DEFLECTION: -------------- Moment(ft-lb/ft)------------- Span Locate(ft) Start Midspan End Max Deflect(in) Id Start End Load Calc Limit Calc Limit Calc Limit UC Calc Limit 1 0.00 7.33 WP 0.0 139.0 -67.3 139.0 76.6 1.50.4 0.51 -0.30 0.98 WE 0.0 150.4 71.6 150.4 -81..4 139.0 0.59 0.32 0.98 2 7.33 11.1.6 WP 76.6 150.4 -2.7 139.0 0.0 139.0 0.51 0.03 0.51 WS -81..4 139.0 2.9 150.4 0.0 150.4 0.59 -0.03 0.51 WP - 0.6Wind Pressure WE - 0.614ind Suction 20-8367 Wall 4 - Panel Zones 4/22/20 10:51,. PANEL: Tensile Thick Yield Strength Part (in) (Rai ) (ksi ). -------- ----- ------- -------- 26 PER 0.019 80.00 94.40 GIRT SCRFWS: Page 56 Of 126 Customer O 6 S Contractors Tob No 20-83fi7 Project Storage Shed Date 4/22/2020 PLocation Springfield, OR 97401 Designed Hy KL Size 24 . 60 x 12 R 14 Checked Hy Dia Washer Limit Part (in) (in) (k ) T3125PTW 0.21 0.50 2.80 PANEL ZONE LAYOUT: --Girt(ftJt,in)-- Panel Zone ---- Wall(ft)--- Bay Load Min Span Id Description Offsetl 0ffset2 Id Locate Width Thick (ft) 1 Interior 3.00 57.00 1 7.33 5.58 0.105 7.33 2 LC Edge 0.00 3.00 1 7.33 5.58 0.105 7.33 3 Rt Edge 57.00 60.00 2 7.33 5.58 0.105 7.33 GIRT SCREW CHECK: Screw Wind--------Limit(k )------- Zone Space Suction Load Girt Panel Screw Max Id (ft) (psf ) (k ) Pullout Pullover Tension UC 1 1.00 16.14 0.09 0.41 0.44 0.75 0.22 2 1.00 16.14 0.09 0.41 0.44 0.75 0.22 3 1.00 16.14 0.09 0.41 0.44 0.75 0.22 ---- __.._.- -------------------------------- ------- 20-8367 Wall 4 - Weight Summary 4/22/20 10:51am -------------------------------------- --- Girt. = 309.73 Jambs/Headers = 0.00 309.73 - - -------- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - --- 20-8367 Wall 4 - Warning Summary 4/22/20 10:51am -------------------------------- ------------..____ .. No Warnings Page 57 of 126 Customer O 5 S Contractors Sob No 20-836/ Project Storage Shed Date 4/22/2020 p b Location Sp rrmgfield, OR 97401 Designed By KL Sine 24 x 60 x 12 x 14 Checked By 20-8367 Wall 1 - Design Code 4/22/20 10:51am --------------- --------------------------------------------------------------- STRUCTURAL CODE: Design Basis WE - Working Stress Hot Rolled Steel AISC16 Cold Formed Steel NAUS16 BUILDING CODE: Wind Code OSSC 19 (IBC 18) Seismic Zone D MODULUS OF ELASTICITY: Hot Rolled Steel 29000 (ksi ) Cold Formed Steel 29500 (ksi ) --------------- ----------------------------------------------------------------- 20-8367 Wall 1 - Column & Rafter Design 4/22/20 10:51am -------------------------------------------------------------------------------- MEMBER LAYOUT: Locate---Web(i.n)---Flange(in)- Length Weight ---- Max _Load- -- Id (ft) Part Depth Thick Width Thick (ft) (lb) Id UC Report Coll 0.7 WBX10 7.48 0.170 3.94 0.205 10.4 103.B 17 0.23 Mom+Axl Co12 23.3 W8X10 7.48 0.170 3.94 0.205 12.3 122.7 17 0.39 Mom+Axl ------ ----------------- ----- ----- ----- ----- ------ ------ --- ----------- Rafl Surf 2 W10X12 9.45 0.190 3.96 0.210 24.1 289.0 80 0.95 Deflect Total= 515.5 DESIGN ACTIONS/STRENGTH: Load --Axial(k )---Shear(k )--Moment(f-k )- Id Id Calc Limit Calc Limit Calc Limit Coll 1 4.60 38.82 0.00 26.83 0.00 9.59 Coll 2 0.90 38.82 0.00 26.83 0.00 9.59 Coll 3 4.60 38.82 0.00 26.83 0.00 9.59 Coll 4 4.60 38.82 0.00 26.83 0.00 9.59 Coll 5 4.60 38.82 0.00 26.83 0.00 9.59 Coll 6 3.67 38.82 0.00 26.83 0.00 9.59 Coll 7 3.67 38.82 0.00 26.83 0.00 9.59 Coll 8 3.67 38.82 0.00 26.83 0.00 9.59 Coll 9 3.67 38.82 0.00 26.83 0.00 9.59 Coll 10 -1.81 88.62 0.81 26.83 -2.11 17.35 Coll 11 -1.11 88.62 0.81 26.63 -2.11 17.35 Coll 12 -1.81 88.62 -0.88 26.83 2.29 10.90 Call 13 -1.11 88.62 -0.8B 26.83 2.29 10.90 Coll 14 -2.10 88.62 -0.88 26.83 2.29 10.90 Co7.). 15 -0.68 8B.62 -0.88 26.83 2.29 10.90 Coll 16 0.29 38.82 -0.88 26.83 2.29 10.90 Page 58 Of 126 Customer 0 d S Contractors Job No 20-8367 13 Storage Shed Date 9/22/2020 Project Springfield, OR 97901 Designed By KL _Location Size 24 x 60 x 12 x 14 CheckedBy Coll 17 1.62 38.82. -0.88 26.83 2.29 10.90 Coll 18 3.36 38.82 -0.66 26.83 1.72 10.90 Coll 19 4.36 38.B2 -0.66 26.83 1.72 10.90 Coll 20 1.86 38.B2 -0.66 26.83 1.72 10.90 Coll 21 2.39 38.82 -0.66 26.83 1.72 10.90 Coll 22 3.36 38.82 -0.66 26.83 1.72 10.90 Coll 23 4.36 36.82 -0.66 26.83 1.72 10.90 Coll 24 1.86 38.82 -0.66 26.83 1.72 10.90 Coll 25 2.39 38.82 -0.66 26.83 1.72 10.90 Coll 26 3.36 38.82 -0.66 26.83 1.72 10.90 Coll 27 4.36 38.82 -0.66 26.83 1.72 10.90 Coll 28 1.86 38.82 -0.66 26.83 1.72 10.90 Coll 29 2.39 38.82 -0.66 26.83 1.72 10.90 Coll 30 3.36 38,82 -0.66 26.83 1.72 10.90 Coll 31 4.36 38.82 -0.66 26.83 1.72 10.90 Coll 32 1.86 38.82 -0.66 26.83 1.72 10.90 Coll 33 2.39 38.82 -0.66 26.83 1.72 10.90 Coll 34 -2.05 88.62 0.81 26.83 -2.11 17.35 Co11 35 -1.35 88.62 0.81 26.83 -2.11 17.35 Coll 36 -2.05 88.62 -0.88 26.83 2.29 10.90 Coll 37 -1.35 88.62 -0.88 26.83 2.29 10.90 Coll 38 -2.35 88.62 -0.88 26.83 2.29 10.90 Coll 39 -0.92 88.62 -0.88 26.83 2.29 10.90 Coll 90 -0.06 88.62 -0.88 26.83 2.29 10.90 Coll 41 1.34 38.82 -0.8B 26.83 2.29 10.90 Coll 42 0.99 3B.82 0.00 26.83 0.00 9.59 Coll 43 1.22 38.82 0.00 26.83 0.00 9.59 Coll 44 3.74 38.82 0.00 26.83 0.00 9.59 Coll 45 3,92 38.82 0.00 26.83 0.00 9.59 Coll 46 0.96 38.82 0.00 26.83 0.00 9.59 Coll 47 1.14 38.82 0.00 26.83 0.00 9.59 Coll 98 0.39 38.82 0.00 26.83 0.00 9.59 Coll 49 0.62 38.82 0.00 26.83 0.00 9.59 Coll 50 -2.35 88.62 0.00 26.83 0.00 9.59 Coll 51 -0.92 88.62 0.00 26.83 0.00 9.59 Coll 52 -0.06 88.62 0.00 26.83 0.00 9.59 Coll 53 1.34 38.82 0.00 26.83 0.00 9.59 Coll 54 -2.05 88.62 0.00 26.83 0.00 9.59 Coll 55 -1.35 88.62 0.00 26.83 0.00 9.59 Coll 56 1.64 38.62 0.00 26.83 0.00 9.59 Coll 57 2.71 38.82 0.00 26.83 0.00 9.59 Coll 58 3.36 38.82 0.00 26.83 0.00 9.59 Coll 59 4.36 38.82 0.00 26.83 0.00 9.59 Co11 60 1.86 38.82 0.00 26.83 0.00 9.59 Coll 61 2.39 30.82 0.00 26.83 0.00 9.59 Coll 62 1.64 38.82 0.00 26.83 0.00. 9.59 Coll 63 1.64 38.82 0.00 26.63 0.00 9.59 Coll 64 1.64 38.82 0.00 26.83 0.00 9.59 Coll 65 2.71 38.82 0.00 26.83 0.00 9.59 Coll 66 2.71 38.82 0.00 26.83 0.00 9.59 Coll 67 2.71 38.82 0.00 26.83 0.00 9.59 Coll 68 3.36 38.82 0.00 26.83 0.00 9.59 Coll 69 3.36 38.82 0.00 26.83 0.00 9.59 Co11 70 3.36 38.82 0.00 26.83 0.00 9.59 Page 59 Of 126 Project 0 & S Contractors Storage Shed Job 9. 20-8367 Date 9/22/2020 PUSCustomer Location Springfield, OR 97401 Designed By KL S!. 24 x 60 x 12 x 14 Checked By Coll 71 4.36 38.82 0.00 26.83 0.00 9.59 Coll 72 4.36 38.82 0.00 26.83 0.00 9.59 Coll 73 4.36 38.82 0.00 26.83 0.00 9.59 Coll 74 1.86 38.82 0.00 26.83 0.00 9.59 Coll 75 2.39 38.82 0.00 26.83 0.00 9.59 Coll 76 1.86 38.82 0.00 26.83 0.00 9.59 Coll 77 2.39 38.82 0.00 26.83 0.00 9.59 Coll 78 1.86 38.82 0.00 26.83 0.00 9.59 Coll 79 2.39 38.82 0.00 26.83 0.00 9.59 Co12 1 4.67 38.82 0.00 26.83 0.00 7.40 Co12 2 0.93 38.82 0.00 26.83 0.00 7.40 Co12 3 4.67 38.82 0.00 26.83 0.00 7.40 Co12 4 4.67 38.82 0.00 26.83 0.00 7.40 Co12 5 4.67 38.82 0.00 26.83 0.00 7.40 Co12 6 3.74 38.82 0.00 26.83 0.00 7.40 CO12 7 3.74 38.82 0.00 26.83 0.00 7.40 Co12 8 3.79 38.82 0.00 26.83 0.00 7.40 Co12 9 3.79 38.82 0.00 26.83 0.00 7.40 Co12 10 -2.12 88.62 0.96 26.83 -2.94 18.16 Co12 11 -1.33 88.62 0.96 26.63 -2.94 18.16 Co12 12 -2.1.2 88.62 -1.04 26.83 3.20 8.41 Co12 13 -1.33 88.62 -1.04 26.83 3.20 8.41 Co12 14 -7..50 88.62 -1.04 26.83 3.20 8.41 Colt 1.5 -1.32 88.62 -1.04 26.83 3.20 8.41 Co12 16 0.64 38.82 -1.04 26.83 3.20 8.41 Co12 17 0.87 3B.82 -1.04 26.83 3.20 8.41 Co12 18 3.66 38.82 -0.78 26.83 2.40 8.41 Co12 19 3.83 38.82 -0.78 26.83 2.40 8.41 Co12 20 1.69 38.82 -0.78 26.83 2.40 B.41 Co12 21 2.28 38.82 -0.78 26.83 2.40 8.41 Co12 22 3.66 38.B2 -0.78 26.83 2.40 8.41 Co12 23 3.83 38.82 -0.78 26.83 2.40 8.41 Co12 24 1.69 38.82 -0.78 26.83 2.40 8.41 Co12 25 2.28 38.82 -0.79 26.83 2.40 8.41 Co12 26 3.66 38.82 -0.78 26.83 2.40 8.41 Co12 27 3.83 38.82 -0.7B 26.B3 2.40 8.41 Co12 28 1.69 38.82 -0.78 26.B3 2.40 8.41 Co12 29 2.28 38.82 -0.7B 26.83 2.40 8.41 Co12 30 3.66 38.82 -0.78 26.83 2.40 8.41 Co12 31 3.B3 38.82 -0.78 26.83 2.40 8.41 Co12 32 1.69 38.82. -0.78 26.83 2.40 8.41 Co12 33 2.28 38.82 -0.78 26.83 2.40 B.41 Co12 34 -2.36 88.62 0.96 26.83 -2.94 18.16 Co12 35 -1.57 88.62 0.96 26.83 -2.94 18.16 Co12 36 -2.36 88.62 -1.04 26.83 3.20 8.41 Co12 37 -1.57 88.62 -1.04 26.83 3.20 8.41 Co12 38 -1.75 88.62 -1.04 26.83 3.20 8.41 C012 39 -1.57 88.62 -1.04 26.83 3.20 8.41 Co12 40 0.34 38.82 -1.04 26.83 3.20 8.41 Co12 41 0.57 38.82 -1.04 26.83 3.20 8.41 Co12 42 1.22 38.82 0.00 26.83 0.00 7.40 Co12 43 0.98 38.82 0.00 26.83 0.00 '7.40 Co1.2 44 3.96 38.82 0.00 26.83 0.00 7.40 Co12 45 3.'78 38.82 0.00 26.83 0.00 7.40 Page 60 Of 126 Customer) O 6 S Contractors Job No 20-8367 ccoject Storage Shed Date 4/22/2020 Location Springfield, OR 97401 Designed By KL Siee 24 x 60 x 12 x 14 Checked By Ce12 46 1.15 38.82 0.00 26.83 0.00 7.40 Co12 47 0.97 38.82 0.00 26.63 0.00 7.40 Co12 48 0.60 38.82 0.00 26.83 0.00 7.40 Co12 49 0.37 38.82 0.00 26.63 0.00 7.40 Co12 50 -1.75 88.62 0.00 26.83 0.00 7.40 Co12 51 -1.57 66.62 0.00 26.83 0.00 7.40 Co12 52 0.34 38.82 0.00 26.83 0.00 7.40 Co12 53 0.57 38.82 0.00 26.83 0.00 '7.40 Co12 54 -2.36 88.62 0.00 26.83 0.00 7.40 Co12 55 -1.57 88.62 0.00 26.63 0.00 7.40 Co12 56 2.15 38.82 0.00 26.83 0.00 7.40 Co12 57 2.29 38.82 0.00 26.83 0.00 7.40 Co12 58 3.66 38.62 0.00 26.83 0.00 7.40 Co12 59 3.83 38.82 0.00 26.83 0.00 7.40 Co12 60 1.69 38.82 0.00 26.83 0.00 7.40 Co12 61 2.28 38.82 0.00 26.83 0.00 7.40 Co12 62 2.15 38.62 0.00 26.83 0.00 7.40 Co12 63 2.15 38.82 0.00 26.83 0.00 7.40 Co12 64 2.15 38.82 0.00 26.83 0.00 7.40 Co12 65 2.29 38.82 0.00 26.83 0.00 7.40 Co12 66 2.29 38.82 0.00 26.83 0.00 7.40 Co12 67 2.29 38.82 0.00 26.83 0.00 7.40 Co12 68 3.66 38.82 0.00 26.83 0.00 7.40 Co12 69 3.66 38.82 0.00 26.83 0.00 7.40 Co12 70 3.66 38.82 0.00 26.83 0.00 7.40 Co12 71 3.83 38.82 0.00 26.83 0.00 7.40 Co12 72 3.83 38.82 0.00 26.83 0.00 7.40 Colt 73 3.83 38.82 0.00 26.83 0.00 7.40 Co12 74 1.69 38.82 0.00 26.63 0.00 7.40 Co12 75 2.28 38.82 0.00 26.83 0.00 7.40 Co12 76 1.69 38.82 0.00 26.83 0.00 7.40 Co7.2 77 2.2B 38.B2 0.00 26.83 0.00 7.40 Co12 78 1.69 38.82 0.00 26.83 0.00 7.40 Co12 79 2.28 38.82 0.00 26.83 0.00 7.40 Raft 1 0.35 65.91 -4.26 37.51 -24.12 26.95 Raft 2 0.06 65.91 -0.75 37.51 -4.26 26.95 Raft 3 0.35 65.91 -4.26 37.51 -24.12 26.95 Rafl 4 0.35 65.91 -4.26 37.51 -24.12 26.95 Rafl 5 0.35 65.91 -4.26 37.51 -24.12 26.95 Rafl 6 0.28 65.91 -3.38 37.51 -19.15 26.95 Rafl 7 0.28 65.91 -3.38 37.51 -19.15 26.95 Rafl 8 0.28 65.91 -3.38 37.51 -19.15 26.95 Rafl 9 0.2B 65.91 -3.38 37.51 -19.15 26.95 Rafl 10 0.27 65.91 1.98 37.51 11.23 26.95 Sari 11 0.21 65.91 1.24 37.51 7.03 26.95 Raft 12 0.27 65.91 1.98 37.51 11.23 26.95 Rafl 13 0.21 65.91 1.24 37.51 7.03 26.95 Rafl 14 -0.39 105.99 1.9B 37.51 11.23 26.95 Rafl. 15 0.13 65.91 1.24 37.51 7.03 26.95 Rafl 16 1.49 65.91 -0.06 37.51 -0.32 26.95 Rafl 17 1.34 65.91. -0.80 37.51 -4.52 26.95 Rafl 18 1.37 65.91 -2.99 37.51 -16.95 26.95 Rafl 19 1.25 65.91 -3.55 37.51 -20.10 26.95 Page 61 Of 126 Customer 0 6 S ContractOra Job No 20-8367 13 Project Storage SM1ed Date 4/22/2020 P Location Springfield, OR 97401 Designed By KL Size 24 x 60 x 12 x 19 Checked By Raft 20 0.45 65.91 -1.46 37.51 -8.29 26.95 Rafl 21 0.40 65.91 -2.02 3'7.51 -11.44 26.95 Rafl 22 1.37 65.91 -2.99 37.51 -16.95 26.95 Rafl 23 1.25 65.91 -3.55 37.51 -20.10 26.95 Rafl 24 0.45 65.91 -1.46 37.51 -8.29 26.95 Rafl 25 0.40 65.91 -2.02 37.51 -11.44 26.95 Rafl 26 1.37 65.91 -2.99 37.51 -16.95 26.95 Rafl 27 1.25 65.91 -3.55 37.51 -20.10 26.95 Rafl 28 0.45 65.91 -1.46 37.51 -B.29 26.95 Rafl 29 0.40 65.91 -2.02 37.51 -11.44 26.95 Rafl 30 1.37 65.91 -2.99 37.51 -16.95 26.95 Rafl 31 1.25 65.91 -3,55 37.51 -20.10 26.95 Rafl 32 0.45 65.91 -1.46 37.51 -8.29 26.95 Rafl 33 0.40 65.91 -2.02 37.51 -11.44 26.95 Rafl 34 0.26 65.91 2.21 37.51 12.53 26.95 Rail 35 0.19 65.91 1.47 37.51 8.33 26.95 Rafl 36 0.26 65.91 2.21 37.51 12.53 26.95 Rafl 37 0.19 65.91 1.47 37.51 8.33 26.95 Rail 38 -0.37 105.99 2.21 37.51 12.53 26.95 Rafl 39 0.11 65.91 1.47 37.51 8.33 26.95 Rafl 40 1.47 65.91 0.17 37.51 0.98 26.95 Rafl 41 1.33 65.91 -0.57 37.51 -3.22 26.95 Rafl 42 0.35 65.91 -0.83 37.51 -4.69 26.95 Rafl 43 0.48 65.91 -0.80 37.51 -4.50 26.95 Rafl 44 0.29 65.91 -3.44 37.51 -19.48 26.95 Rafl 45 0.60 65.91 -3.41 37.51 -19.34 26.95 Raft 46 0.25 65.91 -0.81 37.51 -4.59 26.95 Rafl 47 0.38 65.91 -0.78 37.51 -4.44 26.95 Raft 48 0.39 65.91 -0.32 37.51 -1.79 26.95 Raft 49 0.44 65.91 -0.28 37.51 -1..60 26.95 Rafl 50 -0.37 105.99 2.21 37.51 12.53 26.95 Rafl 51 0.11 65.91 1.47 37.51. 8.33 26.95 Rafl 52 1.47 65.91 0.17 37.51 0.98 26.95 Rafl 53 1.33 65.91 -0.57 37.51 -3.22 26.95 Rafl 54 0.26 65.91 2.21 37.51 12.53 26.95 Ra£1 55 0.19 65.91 1.47 37.51 8.33 26.95 Rafl 56 -0.54 105.99 -1.46 37.51 -8.29 26.95 Rafl 57 0.34 65.91 -2.02 37.51 -11.44 26.95 Rafl 58 1.37 65.91 -2.99 37.51. -16.95 26.95 Rafl 59 1.25 65.91 -3.55 37.51. -20.10 26.95 Raft 60 0.45 65.91 -1,46 37.51 -8.29 26.95 Raft 61 0.40 65.91 -2.02 37.51 -11.44 26.95 Raft 62 -0.54 105.99 -1.46 37.51 -8.29 26.95 Rafl 63 -0.54 105.99 -1.46 37.51 -8.29 26.95 Rafl 64 -0.54 105.99 -1.46 37.51 -8.29 26.95 Rafl 65 0.34 65.91 -2.02 37.51 -11.44 26.95 Rafl 66 0.34 65.91 -2.02 37.51 -11.44 26.95 Rnfl. 67 0.34 65.91 -2.02 37.51 -11.44 26.95 Rafl 68 1.37 65.91 -2.99 37.51 -16.95 26.95 Rafl 69 1.37 65.91 -2.99 37.51 -16.95 26.95 Rafl 70 1.37 65.91 -2.99 37.51 -16.95 26.95 Rafl 71, 1.25 65.91 -3.55 37.51 -20.10 26.95 Rafl 72 1.25 65.91 -3.55 37.51 -20.10 26.95 Raft 73 1.25 65.91 -3.55 37.51 -20.10 26.95 Page 62 Of 126 Customer O a 5 Contractors gob No 20-8367 Date 4/22/2020 Project .Storage Shed Location Springfield, OR 97401 Designed By KL 24 x 60 x 12 x 14 Size Checked By Rafl 74 0.45 65.91 -1.46 37.51 -8.29 26.95 Rafl 75 0.40 65.91 -2.02 37.51 -11.44 26.95 Rafl, 76 0.45 65.91 -1.46 37.51 -8.29 26.95 Rafl 77 0.40 65.91 -2.02 37.51 -11.44 26.95 Rafl 78 0.45 65.91 -1.46 37.51 -8.29 26.95 Rafl 79 0.40 65.91 -2.02 37.51 -11.44 26.95 STRENGTH RATIO: Load Axial+ Shear+ Max Id Id Axial Shear Moment Moment Moment UC Coll 1 0.12 0.00 0.00 0.12 0.12 Coll 2 0.02 0.00 0.00 0.02 0.02 Coll 3 0.12 0.00 0.00 0.12 0.12 Coll 4 0.12 0.00 0.00 0.12 0.12 Coll 5 0.12 0.00 0.00 0.12 0.12 Coll 6 0.09 0.00 0.00 0.09 0.09 Coll 7 0.09 0.00 0.00 0.09 0.09 Coll 8 0.09 0.00 0.00 0.09 0.09 Coll 9 0.09 0.00 0.00 0.09 0.09 Coll 10 0.02 0.03 0.12 0.11 0.11 Coll 11 0.01 0.03 0.12 0.11 0.11 Coll 12 0.02 0.03 0.21 0.17 0.17 Coll 13 0.01 0.03 0.21 0.18 0.18 Coll 14 0.02 0.03 0.21 0.16 0.1.6 Coll 15 0.01 0.03 0.21 0.19 0.19 Coll 16 0.01 0.03 0.21 0.21 0.21 Coll 17 0.04 0.03 0.21. 0.23 0.23 Coll 18 0.09 0.02 0.16 0.20 0.20 Coll 19 0.11 0.02 0.16 0.21 0.21 Co11. 20 0.05 0.02 0.16 0.18 0.18 Coll 21 0.06 0.02 0.16 0.19 0.19 Coll 22 0.09 0.02 0.16 0.20 0.20 Coll 23 0.11 0.02 0.16 0.21 0.21 Coll 24 0.05 0.02 0.16 0.18 0.18 Coll 25 0.06 0.02 0.1.6 0.19 0.19 Coll 26 0.09 0.02 0.16 0.20 0.20 Coll 27 0.11 0.02 0.16 0.21 0.21 Coll 28 0.05 0.02 0.16 0.18 0.18 Coll 29 0.06 0.02 0.16 0.19 0.19 Coll 30 0.09 0.02 0.16 0.20 0.20 Coll 31 0.11 0.02 0.16 0.21 0.21 Coll 32 0.05 0.02 0.16 0.18 0.18 Coll. 33 0.06 0.02 0.16 0.19 0.19 Coll 34 0.02 0.03 0.12 0.11 0.11 Coll 35 0.02 0.03 0.12 0.11 0.11 Coll 36 0.02 0.03 0.21 0.16 0.16 Coll 37 0.02 0.03 0.21 0.18 0.18 Coll 38 0.03 0.03 0.21 0.16 0.16 Coll 39 0.01 0.03 0.21 0.19 0.19 Coll 40 0.00 0.03 0.21 0.21 0.21 Coll 41 0.03 0.03 0.21 0.23 0.23 Coll 42 0.03 0.00 0.00 0.03 0.03 Coll. 43 0.03 0.00 0.00 0.03 0.03 Page 63 Of 126 Customer 0 4 5 Contractors Job No 20-8367 Project 135- Storage Shed Date 4/22/2020 P Location Springfield, OR 97901 Designed By KL Size 24 x 60 x 12 x 14 Checked By Coll 44 0.10 0.00 0.00 0.10 0.10 Coll 45 0.10 0.00 0.00 0.10 0.10 Coll 46 0.02 0.00 0.00 0.02 0.02 Coll 47 0.03 0.00 0.00 0.03 0.03 Coll 48 0.01 0.00 0.00 0.01 0.01 Coll 49 0.02 0.00 0.00 0.02 0.02 Co11. 50 0.03 0.00 0.00 0.03 0.03 Coll 51 0.01 0.00 0.00 0.01 0.01 Coll 52 0.00 0.00 0.00 0.00 0.00 Coll 53 0.03 0.00 0.00 0.03 0.03 Coll 54 0.02 0.00 0.00 0.02 0.02 Coll 55 0.02 0.00 0.00 0.02 0.02 Coll 56 0.04 0.00 0.00 0.04 0.04 Coll 57 0.07 0.00 0.00 0.07 0.07 Coll 58 0.09 0.00 0.00 0.09 0.09 Coll 59 0.11 0.00 0.00 0.11 0.11 Coll 60 0.05 0.00 0.00 0.05 0.05 Coll 61 0.06 0.00 0.00 0.06 0.06 Coll 62 0.04 0.00 0.00 0.04 0.04 Coll 63 0.04 0.00 0.00 0.04 0.04 Coll 64 0.04 0.00 0.00 0.04 0.04 Coll 65 0.07 0.00 0.00 0.07 0.07 Co11. 66 0.07 0.00 0.00 0.07 0.07 Coll 67 0.0'7 0.00 0.00 0.07 0.07 Coll 68 0.09 0.00 0.00 0.09 0.09 Coll 69 0.09 0.00 0.00 0.09 0.09 Coll 70 0.09 0.00 0.00 0.09 0.09 Coll 71 0.11 0.00 0.00 0.11 0.11 Coll '72 0.11 0.00 0.00 0.11 0.1.1 Coll 73 0.11 0.00 0.00 0.11 0.11 Coll 74 0.05 0.00 0.00 0.05 0.05 Coll 75 0.06 0.00 0.00 0.06 0.06 Coll 76 0.05 0.00 0.00 0.05 0.05 Coll 77 0.06 0.00 0.00 0.06 0.06 Coll 78 0.05 0.00 0.00 0.05 0.05 Coll 79 0.06 0.00 0.00 0.06 0.06 Co12 1 0.12 0.00 0.00 0.12 0.12 Co12 2 0.02 0.00 0.00 0.02 0.02 Co12 3 0.1.2 0.00 0.00 0.12 0.12 Co12 4 0.12 0.00 0.00 0.12 0.12 Co12 5 0.12 0.00 0.00 0.12 0.12 Co12 6 0.10 0.00 0.00 0.10 0.10 C012 7 0.10 0.00 0.00 0.10 0.10 Co12 B 0.10 0.00 0.00 0.10 0.10 C012 9 0.10 0.00 0.00 0.10 0.10 Co12 10 0.02 0.04 0.16 0.15 0.15 Co12 11 0.01 0.04 0.16 0.14 0.14 Co12 12 0.02 0.04 0.38 0.31 0.31, Co12 13 0.01 0.04 0.38 0.34 0.34 Co12 14 0.02 0.04 0.38 0.33 0.33 Co12 15 0.01 0.04 0.38 0.34 0.34 Co12 16 0.02 0.04 0.38 0.39 0.39 Co12 17 0.02 0.04 0.38 0.39 0.39 Co12 18 0.09 0.03 0.29 0.33 0.33 Page 64 Of 126 Customer O d S Contractors Job No 20-8367 Project -Location Storage Shed ➢ate 4/22/2020 P130 Springfield, OR 97401. Designed By KL Size 24 x 60 x 12 x 14 Checked By Co12 19 0.10 0.03 0.29 0.33 0.33 Co12 20 0.04 0.03 0.29 0.31 0.31 Co12 21 0.06 0.03 0.29 0.31 0.31 Co12 22 0.09 0.03 0.29 0.33 0.33 Co12 23 0.10 0.03 0.29 0.33 0.33 Co12 24 0.04 0.03 0.29 0.31 0.31 Co12 25 0.06 0.03 0.29 0.31 0.31 Co12 26 0.09 0.03 0.29 0.33 0.33 Co12 27 0.10 0.03 0.29 0.33 0.33 Co12 28 0.04 0.03 0.29 0.31 0.31 Co12 29 0.06 0.03 0.29 0.31 0.31 Co12 30 0.09 0.03 0.29 0.33 0.33 C012 31 0.10 0.03 0.29 0.33 0.33 Co12 32 0.04 0.03 0.29 0.31 0.31 Co12 33 0.06 0.03 0.29 0.31 0.31 Co12 34 0.03 0.04 0.16 0.15 0.15 Co12 35 0.02 0.04 0.16 0.15 0.15 Co12 36 0.03 0.04 0.38 0.30 0.30 Co12 37 0.02 0.04 0.38 0.33 0.33 Co12 38 0.02 0.04 0.38 0.32 0.32 Co12 39 0.02 0.04 0.38 0.33 0.33 Co12 40 0.01 0.04 0.38 0.38 0.38 Co12 41 0.01 0.04 0.38 0.39 0.39 Co12 42 0.03 0.00 0.00 0.03 0.03 Co12 43 0.03 0.00 0.00 0.03 0.03 Co12 44 0.10 0.00 0.00 0.10 0.10 Co12 45 0.10 0.00 0.00 0.10 0.10 Co12 46 0.03 0.00 0.00 0.03 0.03 Co12 47 0.02 0.00 0.00 0.02 0.02 Co12 48 0.02 0.00 0.00 0.02 0.02 Co12 49 0.01 0.00 0.00 0.01 0.01 Co12 50 0.02 0.00 0.00 0.02 0.02 Co12 51 0.02 0.00 0.00 0.02 0.02 Co1.2 52 0.01 0.00 0.00 0.01 0.01 Co12 53 0.01 0.00 0.00 0.01 0.01 Co12 54 0.03 0.00 0.00 0.03 0.03 Co12 55 0.02 0.00 0.00 0.02 0.02 Co12 56 0.06 0.00 0.00 0.06 0.06 Co12 57 0.06 0.00 0.00 0.06 0.06 Co12 58 0.09 0.00 0.00 0.09 0.09 Co12 59 0.10 0.00 0.00 0.10 0.10 Co12 60 0.04 0.00 0.00 0.04 0.04 Co12 61 0.06 0.00 0.00 0.06 0.06 Co12 62 0.06 0.00 0.00 0.06 0.06 Col.2 63 0.06 0.00 0.00 0.06 0.06 Co12 64 0.06 0.00 0.00 0.06 0.06 Co12 65 0.06 0.00 0.00 0.06 0.06 Co12 66 0.06 0.00 0.00 0.06 0.06 Co12 67 0.06 0.00 0.00 0.06 0.06 Co12 68 0.09 0.00 0.00 0.09 0.09 Co12 69 0.09 0.00 0.00 0.09 0.09 Co12 70 0.09 0.00 0.00 0.09 0.09 Co12 71 0.10 0.00 0.00 0.10 0.10 Co12 72 0.10 0.00 0.00 0.10 0.10 Pane 65 Of 126 0 &-S Contractors Tob No 20-8367 --Customer Project 130 Storage Shed Date 9/22/2020 Location Springfield, OR 97401. Designed By KL Size 24 x 60 x 12 x 14 Checked Hy Co12 73 0.10 0.00 0.00 0.10 0.10 Co12 74 0.04 0.00 0.00 0.04 0.04 Co12 75 0.06 0.00 0.00 0.06 0.06 Co12 76 0.04 0.00 0.00 0.04 0.04 Co12 77 0.06 0.00 0.00 0.06 0.06 Co12 78 0.04 0.00 0.00 0.04 0.04 Co12 79 0.06 0.00 0.00 0.06 0.06 Rafl 1 0.01 0.11 0.90 0.90 0.90 Rafl 2 0.00 0.02 0.16 0.16 0.16 Raft 3 0.01 0.11 0.90 0.90 0.90 Rnfl 4 0.01 0.11 0.90 0.90 0.90 Rafl 5 0.01 0.11 0.90 0.90 0.90 Rafl 6 0.00 0.09 0.71 0.71 0.71 Raft 7 0.00 0.09 0.71 0.71 0.71 Raft 8 0.00 0.09 0.71 0.71 0.71 Rafl 9 0.00 0.09 0.71 0.71 0.77, Rafl 10 0.00 0.05 0.42 0.42 0.42 Rafl 11 0.00 0.03 0.26 0.26 0.26 Rafl 12 0.00 0.05 0.42 0.42 0.42 Rafl 13 0.00 0.03 0.26 0.26 0.26 Rafl 14 0.00 0.05 0.42 0.41 0.41 Rail 15 0.00 0.03 0.26 0.26 0.26 Rafl 16 0.02 0.00 0.01 0.02 0.02 Rafl 17 0.02 0.02 0.17 0.18 0.18 Rafl 18 0.02 0.08 0.63 0.64 0.64 Rafl 19 0.02 0.09 0.75 0.75 0.75 Rafl 20 0.01 0.04 0.31 0.31 0.31 Rafl 21 0.01 0.05 0.42 0.43 0.43 Rafl 22 0.02 0.08 0.63 0.64 0.64 Rafl 23 0.02 0.09 0.75 0.75 0.75 Rail 24 0.01 0.04 0.31 0.31 0.31 Rafl 25 0.01 0.05 0.42 0.43 0.43 Rafl 26 0.02 0.08 0.63 0.64 0.64 Rail 27 0.02 0.09 0.75 0.75 0.75 Rafl 28 0.01 0.04 0.31 0.31 0.31 Rafl 29 0.01 0.05 0.42 0.43 0.43 Rafl 30 0.02 0.08 0.63 0.64 0.64 Rafl 31 0.02 0.09 0.75 0.75 0.75 Rafl 32 0.01 0.04 0.31 0.31 0.31 Rafl 33 0.01 0.05 0.42 0.43 0.43 Raft 34 0.00 0.06 0.47 0.47 0.47 Rafl 35 0.00 0.04 0.31 0.31 0.31 Rafl 36 0.00 0.06 0.47 0.47 0.47 Rafl 37 0.00 0.04 0.31. 0.31 0.31 Rafl 38 0.00 0.06 0.47 0.46 0.46 Rafl 39 0.00 0.04 0.31 0.31 0.31 Rafl 40 0.02 0.00 0.04 0.05 0.05 Rafl 41 0.02 0.02 0.12 0.13 0.13 Rafl 42 0.01 0.02 0.17 0.18 0.18 Rafl 43 0.01 0.02 0.17 0.17 0.17 Rafl 44 0.00 0.09 0.72 0.72 0.72 Raft 45 0.01 0.09 0.72 0.72 0.72 Raft 46 0.00 0.02 0.17 0.17 0.17 Page 66 Of 126 Customer O S 5 Contractors Job No Date 20-0367 4/22/2020 13Size Project Storage Shed Bp Location Springfield, UP 97401 Designed By KL I 24 x 60 x 12 x 14 Checked By Rafl 47 0.01 0.02 0.16 0.17 0.17 Rall 48 0.01 0.01 0.07 0.07 0.07 Rafl 49 0.01 0.01 0.06 0.06 0.06 Rafl 50 0.00 0.06 0.47 0.46 0.46 Rafl 51 0.00 0.04 0.31 0.31 0.31 Rail 52 0.02 0.00 0.04 0.05 0.05 Rafl 53 0.02 0.02 0.12 0.13 0.13 Rafl 54 0.00 0.06 0.47 0.47 0.47 Rall 55 0.00 0.04 0.31 0.31 0.31 Rafl 56 0.01 0.04 0.31 0.30 0.30 Rafl 57 0.01 0.05 0.42 0.42 0.42 Rafl 58 0.02 0.08 0.63 0.64 0.64 Rall 59 0.02 0.09 0.75 0.75 0.75 Rafl 60 0.01 0.04 0.31 0.31 0.31 Rafl 61 0.01 0.05 0.42 0.43 0.43 Rafl 62 0.01 0.04 0.31 0.30 0.30 Rafl 63 0.01 0.04 0.31 0.30 0.30 Rafl 64 0.01 0.04 0.31 0.30 0.30 Rafl 65 0.01 0.05 0.42 0.42 0.42 Rafl 66 0.01 0.05 0.42 0.42 0.42 Rafl 67 0.01 0.05 0.42 0.42 0.42 Rail 68 0.02 0.08 0.63 0.64 0.64 Refl 69 0.02 0.08 0.63 0.64 0.64 Rafl 70 0.02 0.08 0.63 0.64 0.64 Raft 71 0.02 0.09 0.75 0.75 0.75 Rall 72 0.02 0.09 0.75 0.75 0.75 Rall '13 0.02 0.09 0.75 0.75 0.75 Ra£1 74 0.01 0.04 0.31 0.31 0.31 Rafl 75 0.01 0.05 0.42 0.43 0.43 Rall 76 0.01 0.04 0.31 0.31 0.31 Rall 77 0.01 0.05 0.42 0.43 0.43 Raft 78 0.01 0.04 0.31 0.31 0.31 Rall 79 0.01 0.05 0.42 0.43 0.43 COLUMN REACTIONS: Load In Plane --Out_Plane _Herz -- Id Id Vert(k ) Horz(k ) Base(k ) Roof(k ) Coll. 1 4.60 0.00 0.00 0.00 Coll 2 0.90 0.00 0.00 0.00 Coll 3 4.60 0.00 0.00 0.00 Coll 4 4.60 0.00 0.00 0.00 Coll 5 4.60 0.00 0.00 0.00 Coll 6 3.67 0.00 0.00 0.00 Coll 7 3.67 0.00 0.00 0.00 Coll 8 3.67 0.00 0.00 0.00 Coll 9 3.67 0.00 0.00 0.00 Coll 10 -1.70 0.00 -0.81 -0.81 Coll 11 -1.00 0.00 -0.81 -0.81 Coll 12 -1.70 0.00 0.88 0.88 Coll 13 -1.00 0.00 0.88 0.88 Coll 14 -2.57 1.04 0.88 0.88 Coll 15 -0.58 0.00 0.88 0.88 Page 67 Of 126 13 Customer Project 0 e 5 Contractors Storage Shed Job No 20-8367 Data 4/22/2020 13 M Location Springfield, OR 97401 Designed By KL Size 29 x 60 x 12 x 14 Checked By Coll 16 -0.28 1.04 0.88 0.88 Coll 17 1.62 0.00 0.88 0.88 Coll 18 2.93 0.78 0.66 0.66 Coll 19 4.36 0.00 0.66 0.66 Coll 20 1.86 0.00 0.66 0.66 Coll 21 2.39 0.00 0.66 0.66 Coll 22 2.93 0.78 0.66 0.66 Coll 23 4.36 0.00 0.66 0.66 Coll 24 1.86 0.00 0.66 0.66 Coll 25 2.39 0.00 0.66 0.66 Coll 26 2.93 0.78 0.66 0.66 Coll 27 4.36 0.00 0.66 0.66 Coll 28 1.86 0.00 0.66 0.66 Coll 29 2.39 0.00 0.66 0.66 Coll 30 2.93 0.78 0.66 0.66 Coll 31 4.36 0.00 0.66 0.66 Coll 32 1.86 0.00 0.66 0.66 Coll 33 2.39 0.00 0.66 0.66 Coll 34 -1.99 0.00 -0.81 -0.81 Coll 35 -1..29 0.00 -0.81 -0.81 Coll 36 -1.99 0.00 0.88 0.88 Coll 37 -1.29 0.00 0.88 0.88 Coll 38 -2.85 1.04 0.88 0.8B Coll 39 -0.86 0.00 0.88 O.BB Coll 40 -0.57 1.04 0.88 0.66 Coll 41 1.34 0.00 0.88 O.BB Coll 42 0.75 0.43 0.00 0.00 Coll 43 1.22 0.00 0.00 0.00 Coll 44 3.56 0.32 0.00 0.00 Coll 45 3.92 0.00 0.00 0.00 Coll 46 0.79 0.32 0.00 0.00 Coll 47 1.14 0.00 0.00 0.00 Coll 48 0.15 0.43 0.00 0.00 Coll 49 0.62 0.00 0.00 0.00 Coll 50 -2.B5 1.04 0.00 0.00 Coll 51 -0.86 0.00 0.00 0.00 Coll 52 -0.57 1.04 0.00 0.00 Coll 53 1.34 0.00 0.00 0.00 Coll 54 -1.99 0.00 0.00 0.00 Coll 55 -1.29 0.00 0.00 0.00 Coll 56 1.21 0.78 0.00 0.00 Coll 57 2.71 0.00 0.00 0.00 Coll 58 2.93 0.78 0.00 0.00 Coll 59 4.36 0.00 0.00 0.00 Coll 60 1.86 0.00 0.00 0.00 Coll 67, 2.39 0.00 0.00 0.00 Coll 62 1.21 0.7B 0.00 0.00 Coll 63 1.21 0.78 0.00 0.00 Coll 64 1.21 0.78 0.00 0.00 Coll 65 2.71 0.00 0.00 0.00 Coll 66 2.71 0.00 0.00 0.00 Coll 67 2.71 0.00 0.00 0.00 Coll 68 2.93 0.78 0.00 0.00 Coll 69 2.93 0.78 0.00 0.00 Page 68 Of 126 Customer 0 & S Contractors Job No 20-8367 ezoject S'01age Shed Date 9/22/2020 P13 Designed By KL Location Springfield, OR 97401 29 x 60 x 12 x 14 Checked By Size Coll 70 2.93 0.78 0.00 0.00 Coll 71 4.36 0.00 0.00 0.00 Coll 72 4.36 0.00 0.00 0.00 Coll 73 4.36 0.00 0.00 0.00 Coll 74 1.86 0.00 0.00 0.00 Coll 75 2.39 0.00 0.00 0.00 Coll 76 1.86 0.00 0.00 0.00 Coll 77 2.39 0.00 0.00 0.00 Coll 78 1.86 0.00 0.00 0.00 Coll 79 2.39 0.00 0.00 0.00 Co12 1 4.67 0.00 0.00 0.00 Co12 2 0.93 0.00 0.00 0.00 Co12 3 4.67 0.00 0.00 0.00 Co12 4 4.67 0.00 0.00 0.00 Co12 5 4.67 0.00 0.00 0.00 Co12 6 3.74 0.00 0.00 0.00 Co12 7 3.74 0.00 0.00 0.00 Co12 8 3.74 0.00 0.00 0.00 Cole 9 3.74 0.00 0.00 0.00 Co12 10 -2.24 0.45 -0.96 -0.96 Co12 11 -1.38 0.32 -0.96 -0.96 Co12 12 -2.24 0.45 1.04 1.04 Co12 13 -1.38 0.32 1.04 1.04 Co12 14 -1.38 0.00 1.04 1.04 Co12 15 -1.81 1.11 1.04 1.04 Co12 16 0.64 0.00 1.04 1.04 Co12 17 0.30 1..04 1.04 1.04 Co12 18 3.66 0.00 0.78 0.78 Co12 19 3.41 0.78 0.78 0.78 Co12 20 1.50 0.34 0.78 0.7B Co12 21 2.15 0.24 0.78 0.78 Co12 22 3.66 0.00 0.7B 0.78 Co12 23 3.41 0.78 0.78 0.78 Co12 24 1.50 0.34 0.78 0.78 Co12 25 2.15 0.24 0.70 0.78 Co12 26 3.66 0.00 0.78 0.78 Co12 27 3.41 0.78 0.78 0.78 Co12 28 1.50 0.34 0.78 0.78 Co12 29 2.15 0.24 0.78 0.78 Co12 30 3.66 0.00 0.78 0.7B Co12 31 3.41 0.78 0.78 0.78 Colt 32 1.50 0.34 0.78 0.78 Co12 33 2.15 0.24 0.78 0.78 Co12 34 -2.54 0.45 -0.96 -0.96 Co12 35 -1.67 0.32 -0.96 -0.96 Co12 36 -2.54 0.45 1.04 1.04 Co12 37 -1.67 0.32 1.04 1.04 Co12 39 -1.67 0.00 1.04 1.04 Cole 39 -2.10 1.11 1.04 1.04 Cole 40 0.34 0.00 1.04 1.04 Co12 41 0.00 1.04 1.04 1.04 Co12 42 1.22 0.00 0.00 0.00 Co12 43 0.75 0.43 0.00 0.00 Co1.2 44 3.96 0.00 0.00 0.00 Page 69 Of 126 Customer O & 5 Contractors Job No 20-8317 M,gfield, Project Storage Shed Date 9/221"20 3 Location Sprin OR 97901 Designed By RL Size 24 x 60 x 12 x 14 Checked Hy Colt 45 3.60 0.32 0.00 0.00 Co1.2 46 1.15 0.00 0.00 0.00 Co12 4'7 0.79 0.32 0.00 0.00 Co12 48 0.60 0.00 0.00 0.00 Co12 49 0.13 0.43 0.00 0.00 Co12 50 -1.67 0.00 0.00 0.00 Co12 51 -2.10 1.11 0.00 0.00 Co12 52 0.34 0.00 0.00 0.00 Co7.2 53 0.00 1.04 0.00 0.00 Co12 54 -2.54 0.45 0.00 0.00 Co12 55 -1.67 0.32 0.00 0.00 Colt 56 2.15 0.00 0.00 0.00 Co12 57 1.83 0.83 0.00 0.00 Co12 58 3.66 0.00 0.00 0.00 Co12 59 3.41 0.78 0.00 0.00 Co12 60 1.50 0.34 0.00 0.00 Co12 61 2.15 0.24 0.00 0.00 Co12 62 2.15 0.00 0.00 0.00 Co12 63 2.15 0.00 0.00 0.00 Co12 64 2.15 0.00 0.00 0.00 Co12 65 1.83 0.83 0.00 0.00 Co12 66 1.83 0.83 0.00 0.00 Co12 67 1.83 0.83 0.00 0.00 Co12 68 3.66 0.00 0.00 0.00 Co12 69 3.66 0.00 0.00 0.00 Co12 70 3.66 0.00 0.00 0.00 Co12 71 3.41 0.76 0.00 0.00 Co12 72 3.41 0.7B 0.00 0.00 Co12 73 3.41 0.78 0.00 0.00 Col2 '74 1.50 0.34 0.00 0.00 Co12 75 2.15 0.24 0.00 0.00 Co12 76 1.50 0.34 0.00 0.00 Co12 77 2.1.5 0.24 0.00 0.00 Co12 78 1.50 0.34 0.00 0.00 Co12 79 2.15 0.24 0.00 0.00 COLUMN DEFLECTIONS: Load Deflection(in) Id Id Calc Limit Coll 80 0.00 1.04 Coll 81 0.00 1.04 Coll 82 0.00 1.04 Coll B3 0.00 1.04 Coll 84 0.00 1.04 Coll 85 0.00 1.04 Coll 86 0.00 1.04 Coll 87 0.00 1.04 Coll 88 0.00 1.04 Coll 89 -0.03 1.04 Coll 90 -0.03 1.04 Coll 91 0.03 1.04 Coll 92 0.03 1.04 Coll 93 0.03 1.04 Page 70 Of 126 5 ContracCoxs Job No Date 20-8367 9/22/2020 OLage Shed 111111M6 iing£ield, 02 97401 Designed By KL x 60 x 1.2 x 1.4 Checked Hy Coll 94 0.03 1.04 Coll 95 0.03 1.04 Coll 96 0.03 1.04 Coll 97 0.03 1.04 Coll 98 0.03 1.04 Coll 99 0.03 1.04 Coll 100 0.03 1.04 Coll 101 0.03 1.04 Coll 102 0.03 1.04 Coll 103 0.03 1.04 Coll 104 0.03 1.04 Coll 105 0.03 1.04 Coll 106 0.03 1.04 Coll 107 0.03 1.04 Coll 108 0.03 1.04 Coll 109 0.03 1.04 Coll 110 0.03 1.04 Coll 111 0.03 1.04 Coll 112 0.03 1.04 Coll 113 -0.03 1.04 Coll 114 -0.03 1.04 Coll 115 0.03 1.04 Coll 116 0.03 1.04 Coll 117 0.03 1.04 Coll 118 0.03 1.04 Coll 119 0.03 1..04 Coll 120 0.03 1.04 Coll 121 0.00 1.04 Coll 122 0.00 1.04 Coll 123 0.00 1.04 Coll 124 0.00 1.04 Coll 125 0.00 1.04 Coll 126 0.00 1.04 Coll 127 0.00 1.04 Coll 128 0.00 1.04 Coll 1.29 0.00 1.04 Coll 130 0.00 1.04 Coll 131 0.00 1.04 Coll 132 0.00 1.04 Coll 133 0.00 1.04 Coll 134 0.00 1.04 Coll 135 0.00 1.04 Coll 136 0.00 1.04 Coll 137 0.00 1.04 Coll 138 0.00 1.04 Coll 139 0.00 1.04 Coll 140 0.00 1.04 Col], 141 0.00 1.04 Coll 142 0.00 1.04 Coll 143 0.00 1.04 Coll 144 0.00 1.04 Coll 145 0.00 1.04 Coll 146 0.00 1.04 Coll 147 0.00 1.04 Page 71 Of 126 Customer O d 5 Contractors Rob No Date 20-8367 4/22/2020 13 Pxoject pir Storage Shed p Location KL Springfield, OR 97401 Designed By I Size 24 x 60 x 12 x 14 Checked By Coll 148 0.00 1.04 Coll 149 0.00 1.04 Coll 150 0.00 1.04 Coll 151 0.00 1.04 Coll 152 0.00 1.04 Coll 153 0.00 1.04 Co12 80 0.00 1.23 Co12 81 0.00 1.23 Co12 82 0.00 1.23 Co12 83 0.00 1.23 Co12 84 0.00 1.23 Co12 85 0.00 1.23 Co12 86 0.00 1.23 Co12 87 0.00 1.23 Co12 88 0.00 1.23 Co12 89 -0.06 1.23 Co12 90 -0.06 1.23 Cc12 91 0.07 1.23 Cc12 92 0.07 1..23 Co12 93 0.07 1.23 Co12 94 0.07 1.23 Co12 95 0.07 1.23 Co12 96 0.07 1.23 Co12 97 0.05 1.23 Co12 98 0.05 1.23 Co12 99 0.05 1.23 Co1.2 100 0.05 1.23 Co12 101 0.05 1.23 Co12 102 0.05 1.23 Colt 103 0.05 1..23 Co12 104 0.05 1.23 Co12 105 0.05 1.23 Co12 106 0.05 1.23 Co12 107 0.05 1.23 Co12 108 0.05 1.23 Co12 109 0.05 1.23 C012 110 0.05 1.23 Co12 111 0.05 1.23 Co12 112 0.05 1.23 Co12 113 -0.06 1.23 Co12 114 -0.06 1.23 Co12 115 0.07 1.23 Co12 116 0.07 1.23 Co12 117 0.07 1.23 Co12 118 0.07 1.23 Co12 119 0.07 1.23 Co12 120 0.07 1.23 Co12 121 0.00 1.23 Co12 122 0.00 1.23 Co12 123 0.00 1.23 Co12 124 0.00 1.23 Co12 125 0.00 1.23 Co12 126 0.00 1.23 Co12 127 0.00 1.23 Page 72 0£ 126 Customer O 4 5 Contractors Tob No Date 20-8369 9/22/2020 Project -Location Storage Shed 1313 0 Designed By RL Springfield, OR 17901 Size 29 x 60 x 12 x 19 checked By Co12 128 0.00 1.23 Co12 129 0.00 1.23 Co12 130 0.00 1.23 Co12 131 0.00 1.23 Co12 132 0.00 1.23 Co12 133 0.00 1.23 Co12 134 0.00 1.23 Co12 135 0.00 1.23 Co12 136 0.00 1.23 Co12 137 0.00 1.23 Co12 138 0.00 1.23 Co12 139 0.00 1.23 Co12 140 0.00 1.23 Co12 141 0.00 1.23 Co12 142 0.00 1.23 Co12 143 0.00 1.23 Co12 144 0.00 1.23 Co12 145 0.00 1.23 C012 146 0.00 1.23 Co12 147 0.00 1.23 Co12 148 0.00 1.23 Co12 149 0.00 1.23 Co12 150 0.00 1.23 C012 151 0.00 1.23 Cold 152 0.00 1.23 Co12 153 0.00 1.23 RAFTER DEFLECTIONS: Load Deflection(in) Id Id Calc Limit Rafl 80 -1..43 1.52 Rafl 81 -0.25 1.52 Rayl 82 -1.43 1.52 Rafl 83 -1.43 1.52 Safi 84 -1.43 1.52 Rafl 85 -1.14 1.52 Raft 86 -1.14 1.52 Rafl 87 -1..14 1.52 Rafl 88 -1.14 1.52 Rafl 89 0.41 2.27 Rafl 90 0.23 2.27 Rafl 91 0.41 2.27 Rafl 92 0.23 2.27 Rnfl 93 0.41 2.27 Rafl 94 0.23 2.27 Rafl 95 -0.07 2.27 Raft 96 -0.25 2.27 Rafl 97 -1.05 2.27 Rafl 98 -1.18 2.27 Rafl 99 -0.69 2.27 Rafl 100 -0.82 2.27 Rafl 101 -1.05 2.27 Rafl 102 -1.18 2.27 Page 73 Of 126 Customerl O 6 5 contractors Sob No 20-8367 Storage Shed Date 9/22/2020 P132coject Location Springfield, OR 97901 Designed Hy KL Size 29 x 60 x 12 x 14 Checked By Rafl 103 -0.69 2.27 Rafl 104 -0.82 2.27 Rafl 105 -1.05 2.27 Rafl 106 -1.1B 2.27 Rohl 107 -0.69 2.27 Rohl 108 -0.B2 2.27 Rafl 109 -1.05 2.27 Rafl 1.10 -1.18 2.27 Rafl 11.1 -0.69 2.27 Rafl 112 -0.B2 2.27 Rafl 113 0.49 2.27 Rafl 114 0.31 2.27 Ra£1 115 0.49 2.27 Rafl 116 0.31 2.27 Rafl 117 0.49 2.27 Rafl 118 0.31 2.27 Rafl 119 0.01 2.27 Rafl 120 -0.17 2.27 Rafl 121 -0.28 1.52 Rafl 122 -0.27 1.52 Rafl 123 -1.16 1.52 Rafl 124 -1.15 1.52 Rafl 125 -1.16 1.52 Rafl 126 -1.15 1..52 Rafl 127 -1.16 1.52 Rafl 128 -1.15 1.52 Rafl 129 -1.1.6 1.52 Rall 130 -1.15 1.52 Rafl 131 -0.11 1.52 Rafl 132 -0.10 1.52 Rafl 133 0.49 2.27 Rafl 134 0.31 2.27 Rafl 135 0.01 2.27 Rafl 136 -0.17 2.27 Rafl 137 -0.12 1.52 Raf.l. 138 -0.69 2.27 Rafl 1.39 -0.82 2.27 Rafl 140 -1.05 2.27 Raft 141 -1.18 2.27 Rafl 142 -0.69 2.27 Raft 143 -0.69 2.27 Rafl 1.44 -0.69 2.27 Raft 145 -o.B2 2.27 Rafl 146 -0.B2 2.27 Rafl 147 -0.82 2.27 Rafl 148 -1.05 2.27 Rafl 149 -1.05 2.27 Rail 150 -1.05 2.27 Rafl 151 -1.18 2.27 Rafl 152 -1.18 2.27 Rafl 153 -1.18 2.27 UNRRACEO LENGTH: Major Minor----KL/R---- Page 74 0£ 126 Customer O 6 5 Contractors Sob No 20-8367 eroject Storage Shed Late 4/22/2020 Location Springfield, OR 97401 Designed By KL 13size 24 x 60 x 12 x 14 Checked By Id (ft) (ft) Major Minor Coll 10.4 7.3 39 105 Co12 12.3 7.3 46 105 Earl 22.7 4.9 70 75 LOAD COMBINATIONS: ------------------ Strength Combinations 1 - Dead+Collateral+Live 2 - Dead+Collateral 3 - Dead+Collateral+Snow 4 - Dead+Collateral+Snow+Snow Drift 5 - Dead+Collateral+Snow+Slide Snow 6 - Dead+Co11atera1+0.75Live 7 - Dead+Co11atera1+0.75Snow 8 - Dead+Collateral+0.75Snow+0.75Snow_Drift 9 - Dead+Collateral+0.75Snow+0.75S1ide_Snow 10 - Dead+0.6Wind_Pressure+0.6Wind_Longl 11 - Dead+0.6Wind Pressure+0.6Wind Long2 12 - Dead+0.6Wind Suction+0.6Wind Long1 13 - Dead+0.6Wind Suctioni O.6Wind 1ong2 14 - Dead+0.6Wind Leftl+0.6Wind Suction 15 - Dead+0.6Wind Rightl+0.6Wind Suction 16 - Dead+0.6Wind Left2+0.6Wind_Suction 17 - Dead+0.6Wind Right2+0.6Wind Suction 18 - Dead+Collateral+0.75Live+0.45Wind Left2+0.45Wind Suction 19 - Dead+Collateral+O.75Live+0,45Wind Right2+0.45Wind Suction 20 - Dead+Collateral+O.75Live+0.45Wind Suction+0.45Wind Longl 21 - Dead+Collateral+0.75Live+0.45Wind Suction+0.45Wind Long2 22 - Dead+Collateral+0.75Snow+0.45Wind Left2+0.45Wind_Suction 23 - Oead+Collateral+0.75Snow+0.45Wind_Right2+0.45Wind_Suction 24 - Dead+Collateral.+0.75Snow+0.45Wind_Suction+0.45Wind_Longl 25 - Dead+Co7.lateral+0.75Snow+0.45Wind_Suction+0.45Wind_Long2 26 - Dead+Collateral+0.75Snow+0.45Wind_Left2+0.45Wind_Suction+0 .75Snow Drift 27 - Dead+Collateral+0.75Snow+0.45Wind_Righ L2+0,45Wind Suction+0.75Snow_Drift 28 - Dead+Collateral+0.75Snow+0.45Wind_Suction+0.45Wind Longl+0.75Snow Drift 29 - Dead+Collateral+0.75Snow+0.45Wind_Suction+0.45Wind_Long2+0.75Snow_Drift 30 - Dead+Collateral+0.75Snow+0.45Wind_Left2+0.45Wind Suction+0.75Slide_Snow 31. - Dead+Collateral+0.75Snow+0.45Wind_Right2+0.45Wind Suction+0.75Slide_Snow 32 - Dead+Collateral+0.75Snow+0.45Wind_Suction+0.45Wind Longl+0.75Slide Snow 33 - Dead+Collateral+0.'75Snow+0.45Wind_Suction+0.45Wind_Long210.75Slide_Sn,w 34 - 0.6Dead+0.6Wind_Pressure+0.6Wind Long1 35 - 0.6Dead+0.6Wind Pressure+0.6Wind 1ong2 36 - 0.6Dead+0.6Wind Suction+0.6Wind_Longl 37 - 0.6Dead+0.6Wind Suction+0.6Wind Long2 38 - 0.6Dead+0.6Wind Leftl+0.6Wind Suction 39 - 0.6Dead+0.6Wind Rightl+0.6Wind Suction 40 - 0.6Dead+0.6Wi.nd Left2+0.6Wind_Suction 41 - 0.6Dead+0.6Wind Right2+0.6Wind_Suction 42 - 1.OBDead+1.08Co11ateral+0.7Seismic L Page 75 Of 126 Cg St.. I 0 6 S COntraCtO,S Location SpYingfield� OR 97401 sire 24 x 60 x 12 x 14 Job No 120 Date 1 4/ Designed By KL Checked By 43 - 1.08Dead+1.OBCollateral+0.7Seismic_R 44 - 1.06Dead+1.06C,llateral+0.751,ive+0.53Seismic L 45 - 1.06Dead+1.06Collateral+0.75Live+0.53Seismic R 46 - 1.06Dead+1.06Collateral+0.53Seismic L 47 - 1.06Dead+1.06Collateral+0.53Seismic R 48 - 0.52Dead+0.7Se1smic_L 49 - 0.52Dead+0.7Seismic R 50 - 0.6Dead+0.6Wind_Leftl 51 - 0.6Dead+0.6Wind_Rightl 52 - 0.6Dead+0.6Wind Left2 53 - 0.6Dead+0.6Wind Right2 54 - 0.6Dead+0.6Wind_Longl 55 - 0.6Dead+0.6Wind Long2 56 - Dead+Colla Leral+0.75Live+0.45Wind_Leftl 57 - Dead+Collateral+0.75Live+0.45Wind_Rightl 5B - Dead+Collateral+0 JSLive+0.45Wind Left2 59 - Dead+Collateral+0.75Live+0.45Wind RJ.ght2 60 - Dead+Collateral+0.75Live+0.45Wind_Lcngl 61 - Dead+Collateral+0.75Live+0.45Wind Long2 62 - Dead+Collateral+0.75Snow+0.45Wind Lef L1 63 - Dead+Col.l.ateral+0.75Snow+0.45Wind Leftl+0.75Snow Drift 64 - Dead+Collateral+0.75Snow+0.45Wind_Lef L1+0 JSSlide_Snow 65 - Dead+Collateral+0.75Snow+0.45Wind_Right1 66 - Dead+CollaCeral+O JSSnow+0.45Wind Right1+0.75Snow_Drift 67 - Dead+Collateral.+0.75Snow+0.45Wind_Rightl+0.75Slide Snow 68 - Dead+Collateral+0.75Snow+0.45Wind Left2 69 - Dead+Collateral+0 JSSnow+0.45Wind_Left2+0.75Snow Drift 70 - Dead+Collateral+0.75Snow+0.45Wind_Left210.7SSlida_Snow 71 - Dead+Collateral+0.75Snow+0.45Wind Right2 72 - Dead+Collateral+0.'/5Snow+0.45Wind Right2+0.75Snow Drift 73 - Dead+Collateral+0.75Snow+0.45Wind Ri.ght2+0.75Slide_Snow 74 - Deadi-Collateral+0.75Snow+0.45Wind Longi 75 - Dead+Col.lateral+0.75Snow+0.45Wind Long2 76 - Dead+Collateral'r0.75Snow+0.45Wind Long1+0.75Snow Drift 77 - Dead+Collateral.+0.75Snow+0.45Wind_Long2+0.75Snow Drift 78 - Dead+Collateral+0.75Snow+0.45Wind_Longll O.75Slide_Snow 79 - Dead+Colla Leral+0.75Snow+0.45Wind Long2+0.75Slide_Snow Deflection Combinations 80 - Dead -i Collateral+Live 81 - Dead+Collateral 82 - Dead+Collateral+Snow 83 - Dead+Collateral+Snow+Snow Drift 84 - Dead+Collateral+Snow+Slide Snow 85 - Dead+Collateral+0.75Live 86 - Dead+Collateral+0.75Snow 87 - Dead+Collateral�0.75Snow+0.75Snow Drift 88 - Dead+Collateral+0.75Snow+0.75Slide Snow 89 - Dead+0.42Wind Pressure+0.42Wind_Longl 90 - Dead+0.42Wind Pressure+0.42Wind Long2 91 - Dead+0.42Wind Suction+0.42Wind Longl 92 - Dead+0.42Wind Suction+0.42Wind Long2 93 - Dead+0.42Wind Leftl+0.42Wind_Suction 94 - Dead+0.42Wind Right1+0.42Wi.nd_Suction 95 - Dead+0.42Wind Left2+0.42Wind Suction Page 76 Of 126 Customerl 0 S S Contractors I Job No Project Storage Shed Date 9/22/2020 Location Springfield, OR 97901 Designed By KL Size 24 x 60 x 12 x 19 Checked Byr 9b - UeaC1+U.42Wlncl hlgnt2+U.4ZW1nf1_SnCC10n 97 - Oead+Collateral+0.75Live4O.31Wind Left2+0.31Wind Suction 98 - Dead+Collateral+0 J5Live+0.31Wind Right2+0.31Wind Suction 99 - Dead+Collateral+0 J5Live+0.31Wind Suction+0.31Wind Longl 100 - Dead+Collateral+0 J5Live+0.31Wind Suction+0.31Wi.nd Long2 101 - Dead+Collateral+OJ5Snow+0.31Wind_I,eft2+0.31Wind_Suction 102 - Dead+Collateral+0.75Snow+0.31Wind Right2+0.31Wind Suction 103 - Dead+Collateral+0.75Snow+0.31Wind Suction+0.31Wind Longl 104 - Dead+Collateral+0.75Snow40.3lWind Long2 105 - Dead+Collateral+0.75Snow+0.31Wind _Suction+0.3lWind Left210.31Wind Suction+0.75Snow_Dri£t 106 - Dead+Collatera1+0.75Snow+0.31Wind_Right2+0.31Wind Sucti.cn+0 .75Snow Drift 107 - Dead+Collateral+0.75Snow+0.31Wind Suction+0.31Wind Longl+0 .75Snow Drift 108 - Dead+Collateral+0.75Snow+0.31Wind Suction+0.31Wind Long2+0 .75Snow Drift 109 - Dead+Collateral+0.75Snow+0.31Wind Left2+0.31Wind Suction+0.'15Slide Snow 110 - Dead+Collateral+0.75Snow+0.31Wind Right2+0.31Wind_Suction+0.75Slide_ Snow Ill - Dead+Collateral+0.75Snow+0.31Wind Suction+0.31Wind Long1+0.75Slide_Snow 112 - Dead+Collateral+0.75Snow+0.31Wind Suction+0.31Wind Long2+0.75S1ide Snow 113 - 0.6Dead+0.42Wind Pressure+0.42Wind Longl 114 - 0.6Dead+0.42Wind Pressure+0.42Wind Long2 115 - 0.6Dead+0.42Wind_Suction+0.42Wind Longl 116 - 0.6Dead+0.42Wind Suction+0.42Wind Long2 117 - 0.6Dead+0.42Wind Leftl+0.42Wind Suction 118 - 0.6Dead+0.42Wind_ Right1+0.42Wind Suction 119 - 0.6Dead�0.42Wind Left2+0.42Wind_Suction 120 - 0.6Dead+0.42Wind Right2+0.42Wind Suction 121 - 1.08Dead+1.08Collateral+0.7Seismic L 122 - 1.08Dead+1.08Collateral+0.7Seismic_R 123 - 1.06Dead+1.06Collateral+0.75Live+0.53Seismic L 124 - 1.06Dcad+1..06Collateral+0.75Live+0.53Seismic R 12.5 - 1..06Dead+1.06Collateral.+0 .75Snow+0.53Seismic L 126 - 1.06Dead+1.06Coll.ateral+0 .75Snow+0.53Seismic R 1.27 - 1.06Dead+1.06Collateral+0.75Snow+0.53Seismic L+0.75Snow Drift 128 - 1.06Dead+1.06Collateral+0 .75Snow+0.53Seismic R+0.75Snow_Drift 129 - 1.06Dead+1.06Co11atera1+0.75Snow+0.53Seismic L+0.75Slide_Snow 130 - 1.06Dead+1.06Collateral+0.75Snow+0.53Seismic R+O.'15S1ide Snow 131 - 0.52Dead+0.7Seismic L 132 - 0.52Dead+0.7Seismic R 133 - 0.6Dead+0.42Wj.nd_Leftl 134 - 0.6Dead+0.42Wind_Rightl 135 - 0.6Dead+0.42Wind Left2 136 - 0.6Dead+0.42Wind Right2 137 - 0.60end 136 - Dead+Collateral+0.75Live+0.31Wind_Leftl 139 - Dead+Collateral+0.75Live+0.31Wind_Rightl 140 - Dead+Collateral+0.75Live+0.31Wind Left2 141 - Dead+Collateral+0.75Live+0.31Wind Right2 142 - Dead+Collateral+0.75Snow+0.31Wind Leftl 143 - Dead+Col].ateral+0.75Snow+0.31Wind Leftl+0.75Snow Drift 199 - Dead+Collateral+0.75Snow+0.31Wind Left1+0.75S1i.de Snow 145 - Dead+Collateral+0.75Snow+0.31Wj.nd Rightl 196 - Dead+Collateral+0.75Snow+0.31Wind_Rightl+0 .75Snow Drift 147 - Dead+Collateralt0.75Snow+0.31Wind Rightl+0.75Slide_Snow 148 - Dead+CollateraltO.75Snow+0.3lWind Left2 149 - Dead+Collateral.+0.755now+0.31Wind Le£t2+0.75Snow Drift Page 77 Of 126 customer) O 6 5 Con t[acto rs Job No 20-8367 Project Storage Shed Date 1 4/22/2020 JJA 11120 LOcatlOrt apring21eld� OR 974U1 De slgnetl By rL sive 24 x 60 x 12 x 14 checked ay 150 - Dead+Collateral+0.75Snow+0.31Wind_Left210.75Slidx_Snow 151 - Dead+Collateral+0.75Snow+0.31Wind Right2 152 - Dead+Collateral+0.75Snow+0.3lWind Right2+0.75Snow Drift 153 - Dead+Collateral+0.75Snow+0.3lWind Right2+0.75Slide Snow ---------------- ---------------------------------------------------------------- 20-8367 Wall 1 - Base Plate Design 4/22/20 10:51am DESIGN CONSTANTS: ----------------- Base Plate Yield = 50.00(ksi ) Concrete Bearing = 0.88(ksi ) Bolt Shear Stress = 11.60(ksi ) Bolt Tension Stress = 21.75(ksi ) BASE SIZE: ----- Base(in) ----- --Plate Size(in)---------Bolts(iu) Id Type Depth Dice Width Thick Length Type Dia Gage Row Coll S3 7.89 0.0 7.00 0.375 8.50 A36 0.750 4.00 2 Co12 S3 7.89 0.0 7.00 0.375 8.50 A36 0.750 4.00 2 S3 - Welded Plate 15 - Dead+0.6Wind Rightl+0.6Wind Suction BASE REACTIONS: 20-8367 Wall 1 - Flush Girt Layout 4/22/20 10:51am GIRT LAYOUT: Max_Tension+Shear Max_Shear+Tensi.on --Max-Comp- Tens Shear -Max Shear- Shear Tens to Load Fy(k ) Load Fy(k ) Fx(k ) Load Fx(k ) Load Fx(k ) Fy(k ) Coll 1 4.60 38 -2.85 1.36 1.6 1.36 40 1.36 -0.57 Co12 1 4.67 36 -2.54 1.14 15 1.52 39 1.52 -2.10 LOAD COMBINATIONS: 1 - Dead+Collateral+Live 15 - Dead+0.6Wind Rightl+0.6Wind Suction 16 - Dead+0.6Wind Lsf L2+0.6Wind Suction 36 - 0.6Dead+0.6Wind Suction+0.6Wind Longl 38 - 0.6Dead+0.6Wind Leftl+0.6Wind Suction 39 - 0.6Dead+0.6Wind Rightl+0.6Wind Suction 40 - 0.6Dead+0.6Wind Le£t2+0.6Wind Suction 20-8367 Wall 1 - Flush Girt Layout 4/22/20 10:51am GIRT LAYOUT: Page 78 Of 126 Cuotomexl O 6 S Contractors Sob No 20-8367 Project Storage Shed Date 9/22/2020 Locationl Springfield, OR 97401 Load --- Max -Load --- Designed By KL 1� aiiii^ .'Y 0000emovd✓I Size l 24 x 60 x 12 x 14 Checked By Bay Girt Bay Offset Design Load --- Max -Load --- Is Id Locate Part Start End Length Weight Width Id UC Report Rot --- 1 ---- -------------- 1 7.333 8214 ----- ----- (a) 0.00 24.00 ------ ------ 23.33 166.0 ----- -- ---- ------ --- 6.96 WS 0.82 Moment D (a)Nested Girt WS - 0.6Wind Suction GIRT INSIDE FLANGE BRACE: No._Brace/Bay 1 --1 GIRT STRENGTH: Bay Girt Load ----Shear(k )--- --Moment(f-k )-- Mom+ --- De£lect(in)-- Id Id Id Calc LimiC OC Calc Limit DC Shear Calc Limit UC 1 1 WP 1.06 10.05 0.11 -6.17 11.40 0.54 0.38 -0.72 3.11 0.23 WS -1.15 10.05 0.11 6.64 8.07 0.82 0.41 0.77 3.11 0.25 WP - 0.6Wind Pressure WS - 0.6Wind Suction 20-8367 Wall 1 - Diagonal Bracing Design 4/22/20 10:51am ---------------------- PANEL SHEAR WITH NO BRACING: Base ---Wind--- --Seismic- Length Load Calc Load Calc Limit 24.00 15 46.2 42 20.6 100.0 DIAGONAL BRACE LAYOUT: Bay Brace Locate Bay Design ------ Diag_Brace----- ----KL/R--- Id Start End Width Length Type Size Part Calc Limit --- ----- ----- ----- ------ ---- ------------- ----- ----- 1 0.00 12.27 22.67 25.79 C 0.250 1/4 Cab DIAGONAL BRACE STRENGTH: Bay Brace -Locate -----Wind(k )---------Seiamic(k )--- Max Id Start End Load Calc Limit Load Calc Limit OC 1 0.00 12.27 39 1.26 3.33 42 0.75 3.33 0.38 COLUMN BASE REACTIONS: Page 79 0£ 126 Customer 0 6 S Contractors Job No 20-8367 Project Storage Shed Date 9/22/2020 rJ 13 0, -Location Springfield, Oa 97401 nesigne. By KL Size 24 x 60 x 12 x 19 Checked sy Bay Col ---- Wind _Max(k ) Seismic_Max(k )-- Id Id Load Herz Vert(+/-) Load Hors Vert(+/-) -- ---- -------------- ---- ----- --------- 1 1 16 -1.04 0.56 42 -0.43 0.23 1 2 39 1.11 0.60 43 0.43 0.23 DEFLECTION AT RAFTER: Span/Deflect Wall Deflection(in) ----Wind--- --Seismic-- Height Wind Seismic Calc Limit Calc Limit ------ ------------ ----- ----- ----- ----- 12.3 0.31 0.44 478. 60. 338. 60. LOAD COMBINATIONS: ------------------ 15 - Dead+0.6Wind Right1+0.6Wind Suctioa 16 - Dead+0.6Wind Left2+0.6Wind_Suction 39 - 0.6Dead+0.6W].nd Rightl+0.6Wind Suction 42 - 1.OBDead+1.O8Collatera1+0.7Seismic_L 43 - 1.OSDead+1.08Collatera1+0.7Seismic R 20-8367 Wall 1 - Wall Panel Design 4/22/20 10:51am PANEL DATA: Day Rotation Panel Id Part Type Gage Yield Stiffness Height ----------- ---- ----- -------------- ------ 1 26 PER PER 26.00 80.0 0.00 13.93 MOMENTS & DEFLECTION: -------------- Moment(ft-lb/ft)------------- Span Locate(ft) Start Midspan End Max Deflect(in) Id Start End Load Calc Limit Calc Limit Calc Limit 00 Calc Limit ---- ----- ----- ---- ----- ----- ----- ----- ----- ----- ---- ----- ----- 1 0.00 7.33 WP 0.0 150.4 -60.9 139.0 92.8 150.4 0.62 -0.25 0.98 WS 0.0 150.4 64.8 150.4 -98.7 139.0 0.71 0.26 0.98 2 7.33 13.93 WP 92.8 150.4 -42.6 139.0 0.0 150.4 0.62 -0.12 0.88 WS -98.7 139.0 45.3 150.4 0.0 150.4 0.71 0.12 0.88 WP - 0.6Wind Pressure WS - 0.6Wind Suction 20-8367 Wall 1 - Panel Zones 4/22/20 10:51am PANEL: Tensile Thick Yield Strength Part (in) (ksi ) (ks5. ) Page 80 Of 12E 103 Customez 0 S S Contraetora Tob No 20-8367 Project Storage Shed nate 4/22/2020 Locatio Springfield, OR 97901 nesigned ey KL Size 24 x 60 x 12 x 14 Checked ey -------- ----- ------- -------- 26 PBR 0.019 80.00 94.40 GIRT SCREWS: Dia Washer Limit Part (in) (in) (k ) -------- ----- ------ ----- T3125PTW 0.21 0.50 2.80 PANEL ZONE LAYOUT: --Girt(ft,ft,in)-- Panel Zone ---- Wall(ft) --- Bay Load Min Span Id Description Offsetl Offset2 Id Locate Width Thick (ft) ------------------------------- --- ------ ----- ----- ----- 1 Interior 3.00 21.00 1 7.33 6.96 0.075 7.33 2 Lt Edge 0.00 3.00 1 7.33 6.96 0.075 7.33 3 Rt Edge 21.00 24.00 1 7.33 6.96 0.075 7.33 GIRT SCREW CHECK: Screw Wind--------Limit(k )------- Zone Space Suction Load Girt Panel Screw Max 'Id (ft) (psf ) (k ) Pullout Pullover Tension UC ---- ------------ ------------ --------------- ---- 1 1..00 16.14 0.11 0.29 0.44 0.75 0.39 2 1.00 16.14 0.11 0.29 0.44 0.75 0.39 3 1.00 16.14 0.11 0.29 0.44 0.75 0.39 BASE SCREWS: Dia Washer Limit Part (in) (in) (k ) -------- ----- ------ ----- 'f31.25PTW 0.21. 0.50 2.80 BASE SCREW CHECK: Screw Force/Screw Shear Base Space Wind Seis Limit Max Length (ft) (k ) (k ) (k ) UC ------ ----- ----- ----- ----- ---- 24.00 1.00 0.044 0.020 0.335 0.13 ----------------- 20-8367 Wall 1 - Weight Summary 4/22/20 10:51am Columns = 226.55 Rafters = 289.00 Girt, = 168.00 Bracing - 6.42 Clips 3.30 Total Weight = 693.27 20-8367 Wall. 1 - Warning Summary 4/22/20 10:51.am Page 81 Of 126 Customer 0 fi 5 Contractors Job No 20-8361 Proj Pct Storage Shed pate 9/22/2020 Location Springfield, OR 91901 Designed By13 m KL Size 29 x 60 x 12 x 19 Checked By .. No Warnings Page 82. Of 126 Customer I O & S contractors Job No 20-8367 Project Storage Shed Date 9/22/2020 Location Springfield, OR 97401 St ze 24 x 60 x 12 x 14 Designed By KL Checked By Cold Formed Steel 20-8367 Wall 3 - Design Code 4/22/20 10:51am STRUCTURAL CODE: LAYOUT: Design Basis WS - Working Stress Hot Rolled Steel AISC16 Cold Formed Steel NAUS16 BUILDING CODE: Locate ---Axial(k Wind Code OSSC 19 (IBC 18) Seismic Zone D Weight MODULUS OF ELASTICITY: Max _Load ---- Hot Rolled Steel 29000 (ksi. ) Cold Formed Steel 29500 (ksi ) 20-8367 Wall 3 - Column & Rafter Design 4/22/20 10:51am MEMBER LAYOUT: Locate ---Axial(k ---Web(in)-- )-- -Flange(in)- )-- Length Weight ---- Max _Load ---- Id (ft) Part Depth Thick Width Thick (£t) (lb) Id UC Report Coll 0.7 W8X10 7.48 0.170 3.94 0.205 12.3 122.7 16 0.39 Mom+Axl Co12 23.3 W8X10 7.48 0.170 3.94 0.205 10.4 1.03.8 18 0.16 Mom+Axl ------ Rafl ------ Surf 2 ----------- W10X1.2 ----- 9.45 ----- 0.1.90 ----- 3.96 ----- 0.21.0 ------ 24.1 ------ 289.0 --- 94 ---- 0.95 ------- Deflect 0.00 '1.40 Coll Total= 515.5 38.82 DESIGN ACTIONS/STRENGTH: Load ---Axial(k )-- ---Shear(k )-- -Moment(f-k )- Id Id Calc Limit Calc Limit Calc Limit Coll 1 4.67 38.82 0.00 26.83 0.00 7.40 Coll 2 0.93 38.82 0.00 26.83 0.00 '1.40 Coll 3 4.67 38.82 0.00 26.83 0.00 '1.40 Coll 4 4.67 38.82 0.00 26.83 0.00 7.40 Coll 5 4.67 38.82 0.00 26.83 0.00 7.40 Coll 6 3.74 38.82 0.00 26.83 0.00 7.40 Coll 7 3.74 38.82 0.00 26.83 0.00 7.40 Coll 8 3.74 38.82 0.00 26.83 0.00 7.40 Coll 9 3.74 38.82 0.00 26.83 0.00 7.40 Coll 10 -2.10 88.62 0.96 26.83 -2.94 18.1.6 Coll 11 -1.30 88.62 0.96 26.83 -2.94 18.16 Coll 12 -2.10 86.62 -1.04 26.83 3.20 8.41 Co11. 13 -1.25 88.62 -1.04 26.83 3.20 8.41 Coll 14 -1.32 88.62 -1.04 26.83 3.20 8.41 Coll 15 -1.50 88.62 -1.04 26.83 3.20 8.41 Coll 16 0.85 38.82 -1.04 26.83 3.20 8.41 Page 83 Of 126 Customer o 5 S Contractors Job No 20-8367 Storage Shed Project Data 4/22/2020 Location Springfield, OR 97401 Designed By KL Size 24 x 60 x 12 x 14 Checked By Coll 17 0.48 38.82 -].. 04 26.83 3.20 8.41 Coll 18 3.82 38.82 -0.78 26.83 2.40 8.41 Col], 19 3.54 38.82 -0.78 26.83 2.40 8.41 Coll 20 1.70 38.82 -0.78 26.83 2.40 8.41 Coll 21 2.34 38.82 -0.78 26.83 2.40 8.41 Coll 22 3.82 38.82 -0.78 26.83 2.40 8.41 Coll 23 3.54 38.82 -0.78 26.83 2.40 8.41 Coll 24 1.70 38.82 -0.78 26.83 2.40 B.41 Coll 25 2.34 38.82 -0.78 26.83 2.40 B.41 Coll 26 3.82 38.B2 -0.78 26.83 2.40 8.41 Coll 27 3.54 38.62 -0.78 26.83 2.40 8.41 Coll 28 1.70 38.82 -0.78 26.83 2.40 B.41 Coll 29 2.34 38.82 -0.78 26.83 2.40 B.41 Coll 30 3.82 38.82 -0.78 26.83 2.40 B.41 Coll 31 3.54 38.82 -0.78 26.83 2.40 8.41 Coll 32 1.70 38.82 -0.78 26.83 2.40 8.41 Coll 33 2.34 38.82 -0.78 26.83 2.40 8.41 Coll 34 -2.34 88.62 0.96 26.83 -2.94 18.16 Coll 35 -1.55 88.62 0.96 26.83 -2.94 1.8.16 Coll 36 -2.35 88.62 -1.04 26.83 3.20 8.41 Coll 37 -1.49 88.62 -1.04 26.83 3.20 8.41 Coll 38 -1.57 88.62 -1.04 26.83 3.20 8.41 Coll 39 -1.75 88.62 -1.04 26.83 3.20 8.41 Coll 40 0.55 38.82 -1.04 26.83 3.20 8.41 Coll 41 0.18 38.82 -1.04 26.83 3.20 8.41 Coll 42 0.98 38.82 0.00 26.83 0.00 7.40 Coll 43 1.22 38.82 0.00 26.83 0.00 7.40 Coll 44 0.97 38.82 0.00 26.83 0.00 7.40 Coll 45 1.33 38.62 0.00 26.83 0.00 7.40 Coll 46 3.78 38.B2 0.00 26.83 0.00 7.40 Coll 47 3.96 38.82 0.00 26.83 0.00 7.40 Coll 48 3.77 38.82 0.00 26.83 0.00 7.40 Coll 49 4.04 38.82 0.00 26.83 0.00 7.40 Coll 50 0.97 38.82 0.00 26.83 0.00 7.40 Coll 51 1.15 38.82 0.00 26.83 0.00 7.40 Coll 52 3.77 38.82 0.00 26.83 0.00 7.40 Coll 53 4.04 38.82 0.00 26.83 0.00 7.40 Coll 54 3.77 38.82 0.00 26.83 0.00 7.40 Coll 55 4.04 38.82 0.00 26.83 0.00 7.40 Coll 56 3.77 38.62 0.00 26.83 0.00 7.40 Coll 57 4.04 38.82 0.00 26.83 0.00 7.40 Coll 58 0.37 38.82 0.00 26.83 0.00 7.40 Coll 59 0.60 38.82 0.00 26.83 0.00 7.40 Coll 60 0.36 38.82 0.00 26.83 0.00 7.40 Coll 61 0.71 38.82 0.00 26.83 0.00 7.40 Coll 62 0.96 38.82 0.00 26.83 0.00 7.40 Coll 63 1.23 38.82 0.00 26.83 0.00 7.40 Coll 64 -1.57 88.62 0.00 26.83 0.00 7.40 Coll 65 -1.75 88.62 0.00 26.83 0.00 7.40 Coll 66 0.55 38.B2 0.00 26.83 0.00 7.40 Coll 67 0.18 38.82 0.00 26.83 0.00 7.40 Coll 68 -2.36 88.62 0.00 26.83 0.00 7.40 Coll 69 -1.57 88.62 0.00 26.83 0.00 7.40 Col]. 70 2.29 38.82 0.00 26.83 0.00 7.40 Page 84 Of 126 Customer O 6 S Contractors Job No 20-8367 Project 13$Locatio Storage Shed Date 9/22/2020 Springfieltl, OR 97901 Designed ey KL Size 24 x 60 x 12 x 14 Checked By Coll. 71 2.15 38.82 0.00 26.83 0.00 7.40 Coll 72 3.82 38.82 0.00 26.83 0.00 7.40 Coll 73 3.54 38.82 0.00 26.83 0.00 7.40 Coll 74 1.69 38.82 0.00 26.83 0.00 7.40 Coll 75 2.28 38.82 0.00 26.83 0.00 7.40 Coll 76 2.29 38.82 0.00 26.83 0.00 7.40 Coll 77 2.29 38.82 0.00 26.83 0.00 7.40 Coll 78 2.29 38.82 0.00 26.83 0.00 7.40 Coll 79 2.15 38.82 0.00 26.83 0.00 7.40 Coll 80 2.15 38.82 0.00 26.83 0.00 7.40 Coll 81 2.15 38.82 0.00 26.83 0.00 7.40 Coll 82 3.82 38.82 0.00 26.83 0.00 7.40 Coll 83 3.82 38.82 0.00 26.83 0.00 7.40 Coll 84 3.82 38.82 0.00 26.83 0.00 7.40 Coll 85 3.54 38.82 0.00 26.83 0.00 7.40 Coll 86 3.54 38.82 0.00 26.83 0.00 7.40 Coll 87 3.54 38.82 0.00 26.83 0.00 7.40 Coll 88 1.69 38.82 0.00 26.83 0.00 7.40 Coll 89 2.28 38.82 0.00 26.83 0.00 7.40 Coll 90 1.69 38.82 0.00 26.83 0.00 7.40 Coll 91 2.28 38.82 0.00 26.83 0.00 7.40 Coll 92 1.69 38.82 0.00 26.83 0.00 7.40 Coll 93 2.28 38.82 0.00 26.83 0.00 7.40 Co12 1 4.60 38.82 0.00 26.83 0.00 15.15 Co12 2 0.90 38.82 0.00 26.83 0.00 15.15 Co12 3 4.60 38.82 0.00 26.83 0.00 15.15 Co12 4 4.60 38.82 0.00 26.83 0.00 15.15 Co12 5 4.60 38.82 0.00 26.83 0.00 1.5.15 Co12 6 3.67 38.82 0.00 26.83 0.00 15.15 Co12 7 3.67 38.82 0.00 26.83 0.00 15.15 Co12 8 3.67 38.82 0.00 26.83 0.00 15.15 Colt 9 3.67 38.82 0.00 26.83 0.00 15.15 Co12 1.0 -1.45 88.62 0.81 26.83 -2.11 17.35 Colt 1.1. -0.74 88.62 0.81 26.83 -2.11 17.35 Co12 12 -1.67 88.62 -0.88 26.83 2.29 17.35 Co12 13 -0.88 88.62 -0.88 26.83 2.29 17.35 Co12 14 -0.23 88.62 -0.88 26.83 2.29 17.35 Co12 15 -1.65 88.62 -0.88 26.83 2.29 17.35 Co12 16 2.19 38.82 -0.88 26.83 2.29 17.35 Co12 17 0.70 38.82 -0.88 26.83 2.29 17.35 Co12 18 4.79 38.82 -0.66 26.83 1.72 17.35 CO12 19 3.66 38.82 -0.66 26.83 1.72 17.35 Co12 20 1.97 38.82 -0.66 26.83 1.72 17.35 Co12 21 2.56 38.82 -0.66 26.83 1.72 17.35 Co12 22 4.79 38.82 -0.66 26.83 1.72 17.35 Co12 23 3.66 38.82 -0.66 26.83 1.72 1].35 Co12 24 1.97 38.82 -0.66 26.83 1.72 17.35 Co12 25 2.56 38.82 -0.66 26.83 1.72 1.7.35 Colt 26 4.79 38.82 -0.66 26.83 1.72 17.35 Co12 27 3.66 38.82 -0.66 26.83 1.72 17.35 Co12 28 1.97 38.82 -0.66 26.83 1.72 17.35 Co12 29 2.56 38.82 -0.66 26.83 1.72 17.35 Co12 30 4.79 38.82 -0.66 26.83 1.72 17.35 Co12 31 3.66 38.82 -0.66 26.83 1.72 17.35 Page 85 Of 1.26 Cu Sto r O & S Contractors Job No 20-8367 b Project Storage Shed Date 4/22/2020 p Location Springfield, OR 97401 Designed By KL 29 x 60 x 12 x 19 Checked By Size Co12 32 1.97 38.B2 -0.66 26.83 1.72 17.35 Co12 33 2.56 38.82 -0.66 26.83 1.72 17.35 Co12 34 -1.69 88.62 0.81 26.83 -2.11 17.35 Co12 35 -0.99 88.62 0.81 26.03 -2.11 17.35 Co12 36 -1.91 88.62 -0.8B 26.83 2.29 17.35 Cc12 37 -1.13 88.62 -O.BB 26.83 2.29 17.35 Co12 38 -0.47 88.62 -0.8B 26.63 2.29 17.35 Co12 39 -1.90 88.62 -0.88 26.83 2.29 17.35 Co12 40 1.91 38.82 -0.88 26.63 2.29 17.35 Co12 41 0.41 38.82 -0.88 26.83 2.29 17.35 Co12 42 1.22 38.62 0.00 26.83 0.00 15.15 Co12 43 0.99 38.82 0.00 26.83 0.00 15.15 Co12 99 1.35 38.82 0.00 26.63 0.00 15.15 Co12 45 1.53 38.82 0.00 26.83 0.00 15.15 Co12 46 3.92 38.82 0.00 26.83 0.00 15.15 Co12 47 3.74 38.82 0.00 26.83 0.00 15.15 Co12 48 4.02 38.82 0.00 26.83 0.00 15.15 Co12 49 4.1.5 38.82 0.00 26.83 0.00 15.15 Co12 50 1.14 38.82 0.00 26.83 0.00 15.15 Co12 51 0.96 38.82 0.00 26.83 0.00 15.15 Co12 52 4.02 38.82 0.00 26.83 0.00 15.15 Co12 53 4.15 38.62 0.00 26.83 0.00 15.15 Co12 54 4.02 38.82 0.00 26.83 0.00 15.15 Co12 55 4.15 38.82 0.00 26.83 0.00 15.15 Co12 56 4.02 38.82 0.00 26.83 0.00 15.15 Co12 57 4.15 38.82 0.00 26.83 0.00 15.1.5 Co12 58 0.62 38.82 0.00 26.83 0.00 15.15 Co12 59 0.39 38.82 0.00 26.83 0.00 15.15 Co12 60 0.75 38.82 0.00 26.83 0.00 15.15 Co12 61 0.93 38.82 0.00 26.83 0.00 15.15 Co12 62 1.24 38.82 0.00 26.83 0.00 15.15 Co12 63 1.37 38.82 0.00 26.83 0.00 15.15 Co12 64 -0.92 88.62 0.00 26.83 0.00 15.15 Co12 65 -2.35 86.62 0.00 26.63 0.00 15.15 C012 66 1.46 3B.82 0.00 26.83 0.00 15.15 Co12 67 -0.10 88.62 0.00 26.83 0.00 15.15 Co12 68 -2.05 88.62 0.00 26.83 0.00 15.15 Co12 69 -1.35 88.62 0.00 26.83 0.00 15.15 Co12 70 2.71 38.82 0.00 26.83 0.00 15.15 C012 71 1.64 38.82 0.00 26.83 0.00 15.15 Co12 72 4.45 38.82 0.00 26.83 0.00 15.15 Co12 73 3.33 38.82 0.00 26.83 0.00 15.15 Colt 74 1.86 38.82 0.00 26.83 0.00 15.15 Colt 75 2.39 38.82 0.00 26.83 0.00 15.15 Co12 76 2.71 38.82 0.00 26.83 0.00 15.15 Co12 77 2.71 38.82 0.00 26.83 0.00 15.15 Co12 78 2.71 38.82 0.00 26.83 0.00 15.15 Co12 79 1.64 38.82 0.00 26.83 0.00 15.15 Co12 80 1.64 38.82 0.00 26.83 0.00 15.15 Co1.2 81 1.64 38.82 0.00 26.83 0.00 15.15 Co12 82 4.45 38.82 0.00 26.83 0.00 15.15 Co12 83 4.45 38.82 0.00 26.83 0.00 15.1.5 Co12 84 4.45 38.82 0.00 26.83 0.00 15.1.5 Co12 95 3.33 38.02 0.00 26.83 0.00 15.15 Page 86 Of 126 Customezj O 6 S Contractors Sob No 20-0367 Storage Shed bLocation Project Oate 4/22/2020 p Springfield, OR 97401. Lesigned sy KL 24 x 60 x 12 x 14 Size Checked By C012 86 3.33 38.82 0.00 26.83 0.00 15.15 Co12 87 3.33 38.82 0.00 26.83 0.00 15.15 Co12 88 1.86 38.82 0.00 26.83 0.00 15.1.5 Co12 89 2.39 38.82 0.00 26.83 0.00 15.15 Co12 90 1.86 38.82 0.00 26.83 0.00 15.15 Co12 91 2.39 38.82 0.00 26.83 0.00 15.15 C012 92 1.86 38.82 0.00 26.83 0.00 15.15 Co12 93 2.39 38.02 0.00 26.83 0.00 15.15 Rafl 1 0.35 66.53 4.26 37.51 -24.12 27.13 Rail 2 0.06 66.53 0.75 37.51 -4.26 27.13 Rafl 3 0.35 66.53 4.26 37.51 -24.12 27.13 Rafl 4 0.35 66.53 4.26 37.51 -24.12 27.13 Rafl 5 0.35 66.53 4.26 37.51 -24.12 27.13 Rafl 6 0.28 66.53 3.3B 37.51 -19.15 27.13 Rafl 7 0.28 66.53 3.38 37.51 -19.15 27.13 Rafl 8 0.2B 66.53 3.38 37.51 -19.15 27.13 Rafl 9 0.2B 66.53 3.3B 37.51 -19.15 27.13 Rafl 10 O.BO 66.53 -1.96 37.51 11.11 27.13 Rafl 11 0.74 66.53 -1.22 37.51 6.91 27.13 Rafl 12 0.25 66.53 -2.00 37.51 11.35 27.13 Rafl 13 0.32 66.53 -1.26 37.51 7.15 27.13 Rafl 14 0.13 66.53 -1.24 37.51 7.03 27.13 Rafl 15 -0.39 105.99 -1.98 37.51 11.23 27.13 Rafl 16 1.57 66.53 0.80 37.51 -4.52 27.13 Rafl 17 1.01 66.53 0.06 37.51 -0.32 27.13 Raft 18 1.43 66.53 3.55 37.51 -20.10 27.13 Rafl 19 1,01 66.53 2.99 37.51 -16.95 27.13 Rafl. 20 0.12 66.53 1.45 37.51 -8.20 27.13 Raft 21 0.17 66.53 2.00 37.51 -11.35 27.13 Rafl 22 1.43 66.53 3.55 37.51 -20.10 27.13 Raft 23 1.01 66.53 2.99 37.51 -1.6.95 27.13 Rafl 24 0.12 66.53 1.45 37.51 -8.20 27.13 Rafl 25 0.17 66.53 2.00 37.51 -11.35 27.13 Rafl 26 1.43 66.53 3.55 37.51 -20.10 27.13 Rafl 27 1.01 66.53 2.99 37.51 -16.95 27.13 Rafl 28 0.12 66.53 1.45 37.51 -8.20 27.13 Rafl 29 0.17 66.53 2.00 37.51 -11.35 27.13 Rafl 30 1.43 66.53 3.55 37.51 -20.10 27.13 Rafl 31 1.01 66.53 2.99 37.51 -1.6.95 27.13 Raft 32 0.12 66.53 1.45 37.51 -8.20 27.13 Rafl 33 0.17 66.53 2.00 37.51 -11.35 27.13 Rafl 34 0.78 66.53 -2.19 37.51 12.41. 27.13 Rafl 35 0.72 66.53 -1.45 37.51 8.21 27.13 Rafl 36 0.27 66.53 -2.23 37.51 12.65 21.13 Rafl 37 0.34 66.53 -1.49 37.51 8.45 27.13 Rafl 38 0.11 66.53 -1.47 37.51 8.33 27.13 Rafl 39 -0.37 105.99 -2.21 37.51 12.53 27.13 Rafl 40 1.55 66.53 0.57 37.51 -3.22 27.13 Rafl 41 0.99 66.53 -0.17 37.51 0.98 27.13 Rafl 42 0.48 66.53 0.80 37.51 -4.50 27.13 Rafl 43 0.35 66.53 0.83 37.51 -4.69 27.1.3 Rafl 44 0.70 66.53 0./9 37.51 -4.46 27.13 Raft 45 0.56 66.53 0.84 37.51 -4.74 27.13 Page 87 Of 126 0 & 5 Contractors Sob No 20-8367 Project Date 4/22/2020 Storage Shed POOCustomer Designed LyKL Location Springfield, OR 97401 Size 29 x 60 x 12 x 19 Checked By Rafl 46 0.60 66.53 3.41 37.51 -19.34 27.13 Rafl 47 0.29 66.53 3.44 37.51 -19.48 27.13 Rail 48 0.76 66.53 3.41 37.51 -19.30 27.13 Raft 49 0.30 66.53 3.45 31.51 -19.52 27.13 Raft 50 0.38 66.53 0.78 37.51 -4.44 27.13 Raft 51 0.25 66.53 0.81 37.51 -4.59 27.13 Rafl 52 0.76 66.53 3.41 37.51 -19.30 27.13 Rafl 53 0.30 66.53 3.45 37.51 -19.52 27.13 Rafl 54 0.76 66.53 3.41 37.51 -19.30 27.13 Raft 55 0.30 66.53 3.45 37.51 -19.52 27.13 Raft 56 0.76 66.53 3.41 37.51 -19.30 27.13 Rafl 57 0.30 66.53 3.45 37.51 -19.52 27.13 Rafl 58 0.44 66.53 0.28 37.51 -1.60 27.13 Raft 59 0.39 66.53 0.32 37.51 -1.79 27.13 Raft 60 0.66 66.53 0.27 37.51 -1.55 27.13 Raft 61 0.60 66.53 0.32 37.51 -1.84 27.13 Raft 62 0.54 66.53 0.78 37.51 -4.41 27.13 Raft 63 0.41 66.53 0.82 37.51 -4.62 27.13 Raft 64 0.11 66.53 -1.47 37.51 8.33 27.13 Raft 65 -0.37 105.99 -2.21 37.51 12.53 27.13- Rafl 66 1..55 66.53 0.57 37.51 -3.22 27.13 Rafl 67 0.99 66.53 -0.17 37.51 0.98 27.13 Rafl 60 0.26 66.53 -2.21 37.51 12.53 27.13 Raft 69 0.19 66.53 -1.47 37.51 8.33 27.13 Rafl 70 0.34 66.53 2.02 37.51 -11.44 27.13 Raft 71 -0.54 105.99 1.46 37.51 -8.29 27.13 Raft 72 1.43 66.53 3.55 37.51 -20.10 27.13 Raft 73 1.01 66.53 2.99 37.51 -16.95 21.13 Rafl 74 0.45 66.53 1.46 37.51 -B.29 27.13 Raft 75 0.40 66.53 2.02 37.51 -11.44 27.13 Raft 76 0.34 66.53 2.02 37.51 -11.44 27.13 Raft 77 0.34 66.53 2.02 37.51 -11.44 27.13 Raft 78 0.34 66.53 2.02 37.51 -11.99 27.13 Raft 79 -0.54 105.99 1.46 37.51 -8.29 27.13 Rafl 80 -0.54 105.99 1.46 37.51 -0.29 27.13 Raft 81 -0.54 105.99 1.46 37.51 -8.29 21.13 Rall 82 1.43 66.53 3.55 37.51 -20.10 27.13 Ralf 83 1.43 66.53 3.55 37.51 -20.10 27.13 Rall 8d 1.43 66.53 3.55 37.51 -20.10 27.13 Rall B5 1.01 66.53 2.99 37.51 -16.95 27.13 Rofl 86 1.01 66.53 2.99 37.51 -16.95 27.13 Raft 87 1.01 66.53 2.99 37.51 -16.95 27.13 Rafl B8 0.45 66.53 1.46 37.51 -8.29 27.13 Raft 89 0.40 66.53 2.02 37.51 -11.44 27.13 Rafl 90 0.45 66.53 1.46 37.51 -8.29 27.1.3 Rafl 91 0.40 66.53 2.02 37.51 -11.44 27.1.3 Rafl. 92 0.45 66.53 1.46 37.51 -0.29 27.13 Rafl 93 0.40 66.53 2.02 37.51 -11.44 27.13 STRENGTH RATIO: Load Axial+ Shear+ Max Id Id Axial Shear Moment Moment Moment UC Coll 1 0.12 0.00 0.00 0.12 0.12 Page 88 Of 126 Customer 0 6 S Contractors Job No Date 20-83V 4/22/2020 13Location Project Storage Shed p Designed By KL Springfield, OR 97401 Sise 24 x 60 x 12 x 14 Checked Coll 2 0.02 0.00 0.00 0.02 0.02 Coll 3 0.12 0.00 0.00 0.12 0.12 Coll 4 0.12 0.00 0.00 0.12 0.12 Coll 5 0.12 0.00 0.00 0.12 0.12 Coll 6 0.10 0.00 0.00 0.10 0.10 Coll 7 0.10 0.00 0.00 0.10 0.10 Coll 8 0.10 0.00 0.00 0.10 0.10 Coll 9 0.10 0.00 0.00 0.10 0.10 Coll 10 0.02 0.04 0.16 0.15 0.15 Coll 11 0.01 0.04 0.16 0.15 0.15 Coll 12 0.02 0.04 0.38 0.31 0.31 Coll 13 0.01 0.04 0.38 0.34 0.34 Coll 14 0.01 0.04 0.38 0.34 0.34 Coll 15 0.02 0.04 0.38 0.33 0.33 Coll 16 0.02 0.04 0.38 0.39 0.39 Coll 17 0.01 0.04 0.38 0.39 0.39 Coll 18 0.10 0.03 0.29 0.33 0.33 Coll 19 0.09 0.03 0.29 0.33 0.33 Coll 20 0.04 0.03 0.29 0.31 0.31 Coll 21 0.06 0.03 0.29 0.31 0.31 Coll 22 0.10 0.03 0.29 0.33 0.33 Coll 23 0.09 0.03 0.29 0.33 0.33 Coll 24 0.04 0.03 0.29 0.31 0.31 Coll 25 0.06 0.03 0.29 0.31. 0.31 Coll 26 0.10 0.03 0.29 0.33 0.33 Coll 27 0.09 0.03 0.29 0.33 0.33 Coll 28 0.04 0.03 0.29 0.31 0.31 Coll 29 0.06 0.03 0.29 0.31 0.31 Coll 30 0.10 0.03 0.29 0.33 0.33 Coll 31 0.09 0.03 0.29 0.33 0.33 Co11 32 0.04 0.03 0.29 0.31 0.31 Coll 33 0.06 0.03 0.29 0.31 0.31 Coll 34 0.03 0.04 0.16 0.15 0.15 Coll 35 0.02 0.04 0.16 0.15 0.1.5 Coll 36 0.03 0.04 0.38 0.30 0.30 Coll 37 0.02 0.04 0.38 0.33 0.33 Coll. 38 0.02 0.04 0.38 0.33 0.33 Coll 39 0.02 0.04 0.38 0.32 0.32 Coll 40 0.01 0.04 0.38 0.39 0.39 Coll 41 0.00 0.04 0.38 0.38 0.38 Coll 42 0.03 0.00 0.00 0.03 0.03 Coll 43 0.03 0.00 0.00 0.03 0.03 Coll 44 0.03 0.00 0.00 0.03 0.03 Coll 45 0.03 0.00 0.00 0.03 0.03 Coll 46 0.10 0.00 0.00 0.10 0.10 Coll 47 0.10 0.00 0.00 0.10 0.10 Coll 48 0.10 0.00 0.00 0.10 0.10 Coll 49 0.10 0.00 0.00 0.10 0.10 Coll 50 0.02 0.00 0.00 0.02 0.02 Coll 51 0.03 0.00 0.00 0.03 0.03 Coll 52 0.10 0.00 0.00 0.10 0.10 Coll. 53 0.10 0.00 0.00 0.10 0.10 Coll. 54 0.10 0.00 0.00 0.10 0.10 Coll 55 0.10 0.00 0.00 0.10 0.10 Page 89 0£ 126 0 & S Contractors Tob No 20-8367 Project Storage Shed Hate 4/22/2020 P13Customer Location Springfield, OR 97401 Hesigned By KL Size 24 x 60 x 12 x 14 Checked Hy Coll 56 0.10 0.00 0.00 0.10 0.10 Coll 57 0.10 0.00 0.00 0.10 0.10 Coll 58 0.01 0.00 0.00 0.01 0.07. Coll 59 0.02 0.00 0.00 0.02 0.02 Coll 60 0.01 0.00 0.00 0.01. 0.01 Coll 61 0.02 0.00 0.00 0.02 0.02 Coll 62 0.02 0.00 0.00 0.02 0.02 Coll 63 0.03 0.00 0.00 0.03 0.03 Coll 64 0.02 0.00 0.00 0.02 0.02 Coll 65 0.02 0.00 0.00 0.02 0.02 Coll 66 0.01 0.00 0.00 0.01 0.01 Coll 67 0.00 0.00 0.00 0.00 0.00 Coll 68 0.03 0.00 0.00 0.03 0.03 Coll 69 0.02 0.00 0.00 0.02 0.02 Coll 70 0.06 0.00 0.00 0.06 0.06 Coll 71 0.06 0.00 0.00 0.06 0.06 Coll 72 0.10 0.00 0.00 0.10 0.10 Coll 73 0.09 0.00 0.00 0.09 0.09 Coll 74 0.04 0.00 0.00 0.04 0.04 Coll 75 0.06 0.00 0.00 0.06 0.06 Coll 76 0.06 0.00 0.00 0.06 0.06 Coll 77 0.06 0.00 0.00 0.06 0.06 Coll 78 0.06 0.00 0.00 0.06 0.06 Coll 79 0.06 0.00 0.00 0.06 0.06 Coll 80 0.06 0.00 0.00 0.06 0.06 Coll 81 0.06 0.00 0.00 0.06 0.06 Coll 82 0.10 0.00 0.00 0.10 0.10 Coll 83 0.10 0.00 0.00 0.10 0.10 Coll 84 0.10 0.00 0.00 0.10 0.10 Coll 85 0.09 0.00 0.00 0.09 0.09 Coll. 86 0.09 0.00 0.00 0.09 0.09 Coll 87 0.09 0.00 0.00 0.09 0.09 Coll 88 0.04 0.00 0.00 0.04 0.04 Coll 89 0.06 0.00 0.00 0.06 0.06 Coll 90 0.04 0.00 0.00 0.04 0.04 Coll 91 0.06 0.00 0.00 0.06 0.06 Coll 92 0.04 0.00 0.00 0.04 0.04 Coll 93 0.06 0.00 0.00 0.06 0.06 Co12 1 0.12 0.00 0.00 0.12 0.12 Co12 2 0.02 0.00 0.00 0.02 0.02 Co12 3 0.12 0.00 0.00 0.12 0.12 Colt 4 0.12 0.00 0.00 0.12 0.12 Co12 5 0.12 0.00 0.00 0.12 0.12 Co12 6 0.09 0.00 0.00 0.09 0.09 Co12 7 0.09 0.00 0.00 0.09 0.09 Co12 8 0.09 0.00 0.00 0.09 0.09 Co12 9 0.09 0.00 0.00 0.09 0.09 Co12 10 0.02 0.03 0.12 0.11 0.11 Co12 11 0.01 0.03 0.12 0.11 0.11 Co12 12 0.02 0.03 0.13 0.12 0.12 Co12 13 0.01 0.03 0.13 0.12 0.12 Co12 14 0.00 0.03 0.13 0.13 0.13 Colt 15 0.02 0.03 0.13 0.12 0.12 Co12 16 0.06 0.03 0.13 0.16 0.16 Page 90 Of 126 Customer O S S Contractors Job No 20-8367 Project Storage Shed nate 4/22/2020 p 9 Location Springfieltl, OA 97901 nesigned By KL 29 x 60 x 12 x 19 Checked By Size Co12 17 0.02 0.03 0.13 0.14 0.19 Co12 18 0.12 0.02 0.10 0.16 0.16 Co12 19 0.09 0.02 0.1.0 0.1.5 0.15 Co12 20 0.05 0.02 0.1.0 0.12 0.12 Co7.2 21 0.07 0.02 0.10 0.13 0.13 Co12. 2.2 0.12 0.02 0.10 0.16 0.16 Co12 23 0.09 0.02 0.10 0.15 0.15 Co12 24 0.05 0.02 0.10 0.12 0.12 Co12 25 0.07 0.02 0.10 0.13 0.13 Co12 26 0.12 0.02 0.1.0 0.16 0.16 C012 27 0.09 0.02 0.10 0.15 0.15 Co12 28 0.05 0.02 0.10 0.12 0.12 Co12 29 0.07 0.02 0.10 0.13 0.13 Co12 30 0.12 0.02 0.10 0.16 0.16 Co12 31 0.09 0.02 0.10 0.15 0.1.5 Co12 32 0.05 0.02 0.10 0.12 0.12 Co12 33 0.07 0.02 0.1.0 0.13 0.13 Co12 34 0.02 0.03 0.12 0.11 0.11 Co12 35 0.01 0.03 0.12 0.1.1. 0.11 C012 36 0.02 0.03 0.13 0.12 0.12 Co12 37 0.01 0.03 0.13 0.12 0.12 C012 38 0.01 0.03 0.13 0.13 0.13 Co12 39 0.02 0.03 0.13 0.12 0.12 Co12 40 0.05 0.03 0.13 0.16 0.16 Co12 41 0.01 0.03 0.13 0.14 0.14 Co12 42 0.03 0.00 0.00 0.03 0.03 Co12 93 0.03 0.00 0.00 0.03 0.03 Co12 94 0.03 0.00 0.00 0.03 0.03 Co12 45 0.04 0.00 0.00 0.04 0.04 Co12 46 0.10 0.00 0.00 0.1.0 0.10 C012 47 0.10 0.00 0.00 0.10 0.10 C012 48 0.10 0.00 0.00 0.10 0.10 Co12 49 0.11 0.00 0.00 0.11 0.11 0012 50 0.03 0.00 0.00 0.03 0.03 Co12 51 0.02 0.00 0.00 0.02 0.02 Co12 52 0.10 0.00 0.00 0.10 0.10 Co12 53 0.11 0.00 0.00 0.11 0.11 Colt 54 0.10 0.00 0.00 0.10 0.10 Co12 55 0.11 0.00 0.00 0.11. 0.11 Co12 56 0.10 0.00 0.00 0.10 0.10 Co12 57 0.11 0.00 0.00 0.11 0.11 Co12 58 0.02 0.00 0.00 0.02 0.02 Co12 59 0.01 0.00 0.00 0.01 0.01 Co12 60 0.02 0.00 0.00 0.02 0.02 C012 61 0.02 0.00 0.00 0.02 0.02 Co12 62 0.03 0.00 0.00 0.03 0.03 Co12 63 0.04 0.00 0.00 0.04 0.04 Co12 64 0.01 0.00 0.00 0.01 0.01. Co12 65 0.03 0.00 0.00 0.03 0.03 C012 66 0.04 0.00 0.00 0.04 0.04 Co12 67 0.00 0.00 0.00 0.00 0.00 Co12 68 0.02 0.00 0.00 0.02 0.02 Co12 69 0.02 0.00 0.00 0.02 0.02 Co12 70 0.07 0.00 0.00 0.07 0.07 Page 91 Of 126 O d S Contractors Sob No 20-8367 Rate 4/22/2020 Storage Shed P1301 Resigned By RL A Springfield, OR 97401 29 x 60 x 12 x 19 Checked By Co12 71 0.04 0.00 0.00 0.04 0.04 Co12 72 0.11 0.00 0.00 0.11 0.11 Co12 73 0.09 0.00 0.00 0.09 0.09 Co12 74 0.05 0.00 0.00 0.05 0.05 Co12 75 0.06 0.00 0.00 0.06 0.06 Co12 76 0.07 0.00 0.00 0.07 0.07 Co12 77 0.07 0.00 0.00 0.07 0.07 Co12 78 0.07 0.00 0.00 0.07 0.07 Co12 79 0.04 0.00 0.00 0.04 0.04 Co12 BO 0.04 0.00 0.00 0.04 0.04 Co12 81 0.04 0.00 0.00 0.04 0.04 Co12 82 0.11 0.00 0.00 0.11 0.11 Co12 83 0.11 0.00 0.00 0.11 0.11 C012 B4 0.11 0.00 0.00 0.11 0.11 Co12 B5 0.09 0.00 0.00 0.09 0.09 Co12 B6 0.09 0.00 0.00 0.09 0.09 Co12 B7 0.09 0.00 0.00 0.09 0.09 Co12 88 0.05 0.00 0.00 0.05 0.05 Co12 89 0.06 0.00 0.00 0.06 0.06 Co12 90 0.05 0.00 0.00 0.05 0.05 Co12 91 0.06 0.00 0.00 0.06 0.06 Co12 92 0.05 0.00 0.00 0.05 0.05 Co12 93 0.06 0.00 0.00 0.06 0.06 Rafl 1 0.01 0.11 0.89 0.89 0.89 Rafl 2 0.00 0.02 0.16 0.16 0.16 Rsfl 3 0.01 0.11 O.B9 0.89 0.89 Rafl 4 0.01 0.11 0.89 0.89 0.89 Rafl 5 0.01 0.11 0.89 0.89 0.89 Rafl 6 0.00 0.09 0.71 0.71 0.71 Rafl 7 0.00 0.09 0.71 0.71 0.71 Ra£1 8 0.00 0.09 0.71 0.71 0.71 Rafl. 9 0.00 0.09 0.71 0.71 0.71 Rafl 10 0.01 0.05 0.41 0.41 0.41 Rafl 11 0.01 0.03 0.25 0.26 0.26 Raft 12 0.00 0.05 0.42 0.42 0.42 Rafl 13 0.00 0.03 0.26 0.26 0.26 Rafl 14 0.00 0.03 0.26 0.26 0.26 Rafl 15 0.00 0.05 0.41 0.41 0.41 Rafl 16 0.02 0.02 0.17 0.18 0.18 Rafl 17 0.02 0.00 0.01 0.02 0.02 Rafl 18 0.02 0.09 0.74 0.75 0.75 Rafl 19 0.02 0.08 0.62 0.63 0.63 Rafl 20 0.00 0.04 0.30 0.30 0.30 Rafl 21 0.00 0.05 0.42 0.42 0.42 Rafl 22 0.02 0.09 0.74 0.75 0.75 Raft 23 0.02 0.08 0.62 0.63 0.63 Raft 24 0.00 0.04 0.30 0.30 0.30 Raft 25 0.00 0.05 0.42 0.42 0.42 Raft 26 0.02 0.09 0.74 0.75 0.75 Rafl 27 0.02 0.06 0.62 0.63 0.63 Rall 28 0.00 0.04 0.30 0.30 0.30 Rafl 29 0.00 0.05 0.42 0.42 0.42 Rafl 30 0.02 0.09 0.74 0.75 0.75 Page 92 Of 126 Cu stomez 0 5 S Contractors Job No 20-8367 Project Storage Shed Date 4/22/2020 3Location Springfield, OR 97901 Designed By KL Size 24 x 60 x 12 x 19 Checked By Rafl 31 0.02 0.08 0.62 0.63 0.63 Rafl 32 0.00 0.04 0.30 0.30 0.30 Rafl 33 0.00 0.05 0.42 0.42 0.42 Rafl 34 0.01 0.06 0.46 0.46 0.46 Raft 35 0.01 0.04 0.30 0.31 0.31 Raft 36 0.00 0.06 0.47 0.47 0.47 Rafl 37 0.01 0.04 0.31 0.31 0.31 Rafl 38 0.00 0.04 0.31 0.31 0.31 Rafl 39 0.00 0.06 0.96 0.46 0.46 Rafl 40 0.02 0.02 0.12 0.13 0.13 Raft 41 0.01 0.00 0.04 0.04 0.04 Rafl 42 0.01 0.02 0.17 0.17 0.17 Raft 43 0.01 0.02 0.17 0.17 0.17 Rafl 44 0.01 0.02 0.16 0.17 0.17 Rafl 45 0.01 0.02 0.17 0.18 0.18 Rafl 46 0.01 0.09 0.71 0.71 0.71 Rafl 47 0.00 0.09 0.72 0.72 0.72 Rafl 48 0.01 0.09 0.71 0.71 0.71 Raft 49 0.00 0.09 0.72 0.72 0.72 Rafl 50 0.01 0.02 0.16 0.16 0.16 Rafl 51 0.00 0.02 0.17 0.17 0.17 Rafl 52 0.01 0.09 0.71 0.71 0.71 Raft 53 0.00 0.09 0.72 0.72 0.72 Rafl 54 0.01 0.09 0.71 0.71 0.71 Raft 55 0.00 0.09 0.72 0.72 0.72 Rafl 56 0.01 0.09 0.71 0.71 0.71 Rafl 57 0.00 0.09 0.72 0.72 0.72 Rafl 58 0.01 0.01 0.06 0.06 0.06 Rafl 59 0.01 0.01 0.07 0.07 0.07 Rafl 60 0.01 0.01 0.06 0.06 0.06 Rafl 61 0.01 0.01 0.07 0.07 0.07 Rafl 62 0.01 0.02 0.16 0.16 0.16 Rafl 63 0.01 0.02 0.17 0.17 0.17 Rafl 64 0.00 0.04 0.31 0.37. 0.31 Rafl 65 0.00 0.06 0.46 0.46 0.46 Raf3. 66 0.02 0.02 0.12 0.13 0.13 Rafl. 67 0.01 0.00 0.04 0.04 0.04 Rafl 68 0.00 0.06 0.46 0.46 0.46 Raft 69 0.00 0.04 0.31 0.31 0.31 Rafl 70 0.01 0.05 0.42 0.42 0.42 Raft 71 0.01 0.04 0.31 0.30 0.30 Rafl 72 0.02 0.09 0.74 0.75 0.75 Rafl 73 0.02 O.OB 0.62 0.63 0.63 Rafl 74 0.01 0.04 0.31 0.31 0.31 Rafl 75 0.01 0.05 0.42 0.42 0.42 Rafl 76 0.01 0.05 0.42. 0.42 0.42 Rafl 77 0.01 0.05 0.42 0.92 0.42 Rafl 78 0.01 0.05 0.42 0.42 0.42 Rafl 79 0.01 0.04 0.31 0.30 0.30 Rafl 80 0.01 0.04 0.31 0.30 0.30 Rafl 81 0.01 0.04 0.31 0.30 0.30 Rafl 82 0.02 0.09 0.74 0.75 0.75 Rafl. 83 0.02 0.09 0.74 0.75 0.75 Rafl 84 0.02 0.09 0.74 0.75 0.75 Page 93 0£ 126 Customer 0 4 5 Contractors Job No 20-8367 Date 4/22/2020 Storage Shed P13Project Locatio Spring field, OR 97401 Designed By KL Size 24 x 60 x 12 x 14 Checked By Rafl 85 0.02 0.08 0.62 0.63 0.63 Rafl 86 0.02 0.08 0.62 0.63 0.63 Rafl 87 0.02 0.08 0.62 0.63 0.63 Rall 88 0.01 0.04 0.31. 0.31 0.31 Rafl 89 0.01 0.05 0.42 0.42 0.42 Rafl 90 0.01 0.04 0.31 0.31 0.31 Rafl 91 0.01 0.05 0.42 0.42 0.42 Rail 92 0.01 0.04 0.31 0.31 0.31 Rail 93 0.01 0.05 0.42 0.42 0.42 COLUMN REACTIONS: Load In_Plane --Cul_Plane_Horz-- Id Id Vert(k ) Horz(k ) Base(k ) Roof(k ) Coll 1 4.67 0.00 0.00 0.00 Coll 2 0.93 0.00 0.00 0.00 Coll 3 4.67 0.00 0.00 0.00 Coll 4 4.67 0.00 0.00 0.00 Coll 5 4.67 0.00 0.00 0.00 Coll 6 3.74 0.00 0.00 0.00 Coll 7 3.74 0.00 0.00 0.00 Coll 8 3.74 0.00 0.00 0.00 Coll. 9 3.74 0.00 0.00 0.00 Coll 1.0 -2.51 0.99 -0.96 -0.96 Coll 11 -1.65 0.86 -0.96 -0.96 Coll 12 -1.98 0.00 1.04 1.04 Coll 13 -1.12 0.00 1.04 1.04 Call 14 -1.81 1.11 1.04 1.04 Coll 15 -1.38 0.00 1.04 1.04 Coll 16 0.17 1.23 1.04 1..04 Coll 17 0.48 0.00 1.04 1.04 Call 18 3.31 0.92 0.78 0.78 Coll 19 3.54 0.00 0.78 0.78 Coll 20 1.70 0.00 0.78 0.78 Coll 21 2.34 0.00 0.78 0.7B Coll 22 3.31 0.92 0.78 0.7B Coll 23 3.54 0.00 0.7B 0.78 Coll 24 1.70 0.00 0.78 0.78 Coll 25 2.34 0.00 0.78 0.78 Coll 26 3.31 0.92 0.78 0.78 Coll 27 3.54 0.00 0.78 0.78 Coll 28 1.70 0.00 0.78 0.78 Coll 29 2.34 0.00 0.78 0.78 Coll 30 3.31 0.92 0.78 0.78 Coll 31 3.54 0.00 0.78 0.78 Coll, 32 1.70 0.00 0.78 0.7B Coll 33 2.34 0.00 0.78 0.78 Coll 34 -2.81 0.99 -0.96 -0.96 Coll 35 -1.95 0.86 -0.96 -0.96 Coll 36 -2.27 0.00 1.04 1.04 Call 37 -1.42 0.00 1.04 1.04 Coll 38 -2.10 1.11 1.04 1.04 Coll 39 -1.67 0.00 1.04 1.04 Page 94 of 126 Customax 0 fi 5 Contractors Tob No 20-8367 Project Date 9/22/2020 Storage Shed Location Springfields OR 9]401 Designed By KIS Size 24 x 60 x 12 x 14 Checked By Coll 40 -0.12 1.23 1.04 1.04 Coll 41 0.1B 0.00 1.04 1.04 Coll 42 0.75 0.43 0.00 0.00 Coll 43 1.22 0.00 0.00 0.00 Coll 44 0.62 0.65 0.00 0.00 Coll 45 1.33 0.00 0.00 0.00 Coll 46 3.60 0.32 0.00 0.00 Coll 47 3.96 0.00 0.00 0.00 Coll 48 3.50 0.49 0.00 0.00 Coll 49 4.04 0.00 0.00 0.00 Coll 50 0.79 0.32 0.00 0.00 Coll 51 1.15 0.00 0.00 0.00 Coll 52 3.50 0.49 0.00 0.00 Coll 53 4.04 0.00 0.00 0.00 Coll 54 3.50 0.49 0.00 0.00 Coll 55 4.04 0.00 0.00 0.00 Coll 56 3.50 0.49 0.00 0.00 Coll 57 4.04 0.00 0.00 0.00 Coll 58 0.13 0.43 0.00 0.00 Coll 59 0.60 0.00 0.00 0.00 Coll 60 0.00 0.65 0.00 0.00 Coll 61 0.71. 0.00 0.00 0.00 Coll 62 0.69 0.49 0.00 0.00 Coll 63 1.23 0.00 0.00 0.00 Coll 64 -2.10 1.11 0.00 0.00 Coll 65 -1.67 0.00 0.00 0.00 Coll 66 -0.12 1.23 0.00 0.00 Coll. 67 0.18 0.00 0.00 0.00 Coll 60 -2.54 0.45 0.00 0.00 Coll 69 -1.67 0.32 0.00 0.00 Coll 70 1.83 0.03 0.00 0.00 Coll 71 2.15 0.00 0.00 0.00 Coll 72 3.31 0.92 0.00 0.00 Coll 73 3.54 0.00 0.00 0.00 Coll 74 1.50 0.34 0.00 0.00 Coll 75 2.15 0.24 0.00 0.00 Coll 76 1.B3 O.B3 0.00 0.00 Coll 77 1.83 0.83 0.00 0.00 Coll 70 1.83 0.83 0.00 0.00 Coll 79 2.15 0.00 0.00 0.00 Coll 80 2_15 0.00 0.00 0.00 Coll 81 2.15 0.00 0.00 0.00 Coll 82 3.31 0.92 0.00 0.00 Coll 83 3.31 0.92 0.00 0.00 Coll 84 3.31. 0.92 0.00 0.00 Coll 85 3.54 0.00 0.00 0.00 Coll 86 3.54 0.00 0.00 0.00 Coll 87 3.54 0.00 0.00 0.00 Coll 88 1.50 0.34 0.00 0.00 Coll 89 2.15 0.24 0.00 0.00 Coll 90 1.50 0.34 0.00 0.00 Coll 91 2.15 0.24 0.00 0.00 Coll 92 1.50 0.34 0.00 0.00 Coll 93 2.15 0.24 0.00 0.00 Page 95 Of 126 Customer O & S Contractors sob No 20-8367 Oat. 4/22/2020 Storage Shed P13Project Location Springfield, OR 97401 Designed By EL Size 24 x 60 x 12 x 14 Checked By Co12 1 4.60 0.00 0.00 0.00 Co12 2 0.90 0.00 0.00 0.00 Co12 3 4.60 0.00 0.00 0.00 Co12 4 4.60 0.00 0.00 0.00 Co12 5 4.60 0.00 0.00 0.00 Co12 6 3.67 0.00 0.00 0.00 Co12 7 3.67 0.00 0.00 0.00 Co12 8 3.67 0.00 0.00 0.00 Co12 9 3.67 0.00 0.00 0.00 Co12 10 -1.79 0.00 -2.16 -0.81 Co12 11 -1.09 0.00 -2.16 -O.Bl C012 12 -1.61 0.09 0.88 O.BB C012 13 -0.90 0.22 0.88 O.BB Co12 14 -0.13 0.00 0.B8 0.88 Co12 15 -2.12 1.04 0.88 0.88 Co12 16 2.19 0.00 0.88 0.88 Co12 17 0.33 0.68 0.88 0.88 Co1.2 18 4.79 0.00 0.66 0.66 Co12 19 3.38 0.51 0.66 0.66 Co12 20 1.93 0.07 0.66 0.66 Co12 21 2.47 0.16 0.66 0.66 Co12 22 4.79 0.00 0.66 0.66 Coln 23 3.38 0.51 0.66 0.66 Co12 24 1.93 0.07 0.66 0.66 Co12 25 2.47 0.16 0.66 0.66 Co12 26 4.79 0.00 0.66 0.66 Co12 27 3.38 0.51 0.66 0.66 Co12 28 1.93 0.07 0.66 0.66 C01.2 29 2.47 0.16 0.66 0.66 Co12 30 4.79 0.00 0.66 0.66 Co12 31 3.38 0.51 0.66 0.66 Co12 32 1.93 0.07 0.66 0.66 C012 33 2.47 0.16 0.66 0.66 Co12 34 -2.08 0.00 -2.16 -0.81 Co12 35 -1.38 0.00 -2.16 -0.81 Co12 36 -1.89 0.09 0.8B 0.88 Co12 37 -1.18 0.22 0.8B 0.88 Co12. 38 -0.41 0.00 0.88 0.88 Co12 39 -2.40 1.04 0.88 0.88 Co12 40 1.91 0.00 0.88 0.88 Co12 41 0.04 0.68 0.88 0.88 Co12 42 1.22 0.00 0.00 0.00 Co12 43 0.75 0.43 0.00 0.00 Co12 44 0.82 0.00 -1.58 0.00 C012 45 1.17 0.65 0.00 0.00 Co12 46 3.92 0.00 0.00 0.00 Colt 47 3.56 0.32 0.00 0.00 Co12 48 3.61 0.00 -1.20 0.00 Co12 49 3.88 0.49 0.00 0.00 Co12 50 1.14 0.00 0.00 0.00 Co12 51 0.79 0.32 0.00 0.00 Co12 52 3.61 0.00 -1.20 0.00 Co12 53 3.68 0.49 0.00 0.00 Co12 54 3.61 0.00 -1.20 0.00 Page 96 Of 126 O S 5 Contractors Job No 20-8367 Project Storage Shed nate 9/22/2020 PbCustomer Location Springfield, OR 97401 Designed By KL 24 x 60 x 12 x 14 Size Checked By Co12 55 3.88 0.49 0.00 0.00 Co12 56 3.61 0.00 -1.20 0.00 Co12 57 3.88 0.49 0.00 0.00 Co12 58 0.62 0.00 0.00 0.00 Colt 59 0.15 0.43 0.00 0.00 Colt. 60 0.22 0.00 -1.58 0.00 Co12 61 0.57 0.65 0.00 0.00 Colt 62 0.84 0.00 -1.20 0.00 Co12 63 1.11 0.49 0.00 0.00 Co12 64 -0.86 0.00 0.00 0.00 Co12 65 -2.85 1.04 0.00 0.00 Co12 66 1.46 0.00 0.00 0.00 Co12 67 -0.41 0.68 0.00 0.00 Co12 68 -1.99 0.00 0.00 0.00 Co12 69 -1.29 0.00 0.00 0.00 Co12 70 2.71 0.00 0.00 0.00 Co12 71 1.21 0.78 0.00 0.00 Co12 72 4.45 0.00 0.00 0.00 Co12 73 3.05 0.51 0.00 0.00 Co12 74 1.86 0.00 0.00 0.00 Co12 75 2.39 0.00 0.00 0.00 Co12 76 2.71 0.00 0.00 0.00 Co12 77 2.71 0.00 0.00 0.00 Co12 78 2.71 0.00 0.00 0.00 Co12 79 1.21 0.78 0.00 0.00 Co12 80 1.21 0.78 0.00 0.00 Co12 81 1.21 0.7B 0.00 0.00 Co12 82 4.45 0.00 0.00 0.00 C012 83 4.45 0.00 0.00 0.00 Co12 64 4.45 0.00 0.00 0.00 Co12 85 3.05 0.51 0.00 0.00 Co12 86 3.05 0.51 0.00 0.00 Co12 87 3.05 0.51 0.00 0.00 Co12 88 1.86 0.00 0.00 0.00 Co12 89 2.39 0.00 0.00 0.00 Colt 90 1.86 0.00 0.00 0.00 Co12 91 2.39 0.00 0.00 0.00 Co12 92 1.86 0.00 0.00 0.00 Co12 93 2.39 0.00 0.00 0.00 COLUMN DEFLECTIONS: Load Deflection(in) Id Id Calc Limit Coll 94 0.00 ------ 1.23 Coll 95 0.00 1.23 Coll 96 0.00 1.23 Coll 97 0.00 1.23 Coll 98 0.00 1.23 Coll 99 0.00 1.23 Coll 100 0.00 1.23 Coll 101 0.00 1.23 Coll 102 0.00 1.23 Coll 103 -0.06 1.23 Page 97 Of 126 Customer O 6 S Contractors Job No 20-8367 Storage Shed Nate 9/22/2020 L13 Project P Location Springfield, OR 97401 Designed Hy KL 29 x 60 x 12 x 19 Checked By Sise Coll 104 -0.06 1.23 Coll 105 0.07 1.23 Coll 106 0.07 1.23 Coll 107 0.07 1.23 Coll 108 0.07 1.23 Coll 109 0.07 1.23 Coll 110 0.07 1.23 Coll 111 0.05 1.23 Coll 112 0.05 1.23 Coll 113 0.05 1.23 Coll 114 0.05 1.23 Coll 115 0.05 1.23 Coll 116 0.05 1.23 Coll 117 0.05 1.23 Coll 118 0.05 1.23 Coll 119 0.05 1.23 Coll 120 0.05 1.23 Coll 121 0.05 1.23 Coll 122 0.05 1.23 Coll 123 0.05 1.23 Coll 124 0.05 1.23 Coll 125 0.05 1.23 Coll 126 0.05 1.23 Coll 127 -0.06 1.23 Coll 128 -0.06 1.23 Coll 129 0.07 1.23 Coll 130 0.07 1.23 Coll 131 0.07 1..23 Coll 132 0.07 1.23 Coll 133 0.07 1.23 Coll. 134 0.07 1.23 Coll 135 0.00 1.23 Coll 136 0.00 1.23 Coll 137 0.00 1.23 Coll 13B 0.00 1.23 Coll 139 0.00 1..23 Coll 140 0.00 1.23 Coll 141 0.00 1.23 Coll 142 0.00 1.23 Coll 143 0.00 1.23 Coll 144 0.00 1.23 Coll 145 0.00 1.23 Coll. 146 0.00 1.23 Coll 147 0.00 1.23 Coll 148 0.00 1.23 Coll 149 0.00 1.23 Coll 150 0.00 1.23 Coll 151 0.00 1.23 Coll 152 0.00 1.23 Coll 153 0.00 1.23 Coll 154 0.00 1.23 Coll 155 0.00 1.23 Coll 156 0.00 1..23 Coll, 1.57 0.00 1.23 Page 98 Of 126 O 6 S Contractors Sob No 20-8367 Date 4/22/2020 Project Storage Shed P13Customer Location Springfield, OR 97401 Designed By KL Size 24 x 60 x 12 x 14 Checked By Coll. 158 0.00 1.23 Coll 159 0.00 1.23 Coll 160 0.00 1.23 Coll 161 0.00 1.23 Coll 162 0.00 1.23 Coll 163 0.00 1.23 Coll 164 0.00 1.23 Coll 165 0.00 1.23 Coll 166 0.00 1.23 Coll 167 0.00 1.23 Coll 168 0.00 1.23 Coll 169 0.00 1.23 Coll 170 0.00 1.23 Coll 171 0.00 1.23 Coll 172 0.00 1.23 Coll 173 0.00 1.23 Coll 174 0.00 1.23 Coll 175 0.00 1.23 Coll 176 0.00 1.23 Coll 177 0.00 1.23 Coll 1.78 0.00 1.23 Coll 179 0.00 1.23 Co12 94 0.00 1.04 Co12 95 0.00 1.04 Co12 96 0.00 1.04 Co12 97 0.00 1.04 Co12 98 0.00 1.04 Co12 99 0.00 1.04 Co12 100 0.00 1.04 Co12 101 0.00 1.04 Co12 102 0.00 1.04 Co12 103 -0.03 1.04 Co12 1.04 -0.03 1.04 Co12 105 0.03 1.04 Co12 106 0.03 1.04 Co12 107 0.03 1.04 Co12 108 0.03 1.04 Co12 109 0.03 1.04 Co12 110 0.03 1.04 Co12 ill 0.03 1.04 Co12 112 0.03 1.04 Co12 113 0.03 1.04 Co12 114 0.03 1.04 Co12 115 0.03 1.04 Co12 116 0.03 1.04 Co12 117 0.03 1.04 Co12 118 0.03 1.04 Co12 119 0.03 1.04 Co12 120 0.03 1..04 Co12 121 0.03 1..04 Co12 1.22 0.03 1.04 Co12 123 0.03 1.04 Co12 124 0.03 1.04 Co12 125 0.03 1.04 eage 99 Of 126 0 5 S Contractors Job No 20-8367 Storage Shed nate 4/22/2020 P13111V A.-Or. Spxingfield� OR 9740]. Designed By KL 24 x 60 x 12 x 14 Checked By Co12 126 0.03 1.04 Co12 127 -0.03 1.04 Co12 128 -0.03 1.04 Co12 129 0.03 1..04 Co12 130 0.03 1.04 Co12 131 0.03 1.04 Co12 132 0.03 1.04 Co12 133 0.03 1.04 Co12 134 0.03 1.04 Co12 135 0.00 1.04 Co12 136 0.00 1.04 Co12 137 0.00 1.04 Co12 138 0.00 1.04 Co12 139 0.00 1.04 Colt 140 0.00 1.04 Co12 141 0.00 1.04 Co12 142 0.00 1.04 Co12 143 0.00 1.04 Co12 144 0.00 1.04 Co12 145 0.00 1.04 Co12 146 0.00 1.04 Co12 147 0.00 1.04 Co12 148 0.00 1.04 Co12 149 0.00 1.04 Co12 150 0.00 1.04 Co12 151 0.00 1.04 Co12 152 0.00 1.04 Co12 153 0.00 1.04 Co12 154 0.00 1.04 Co12 155 0.00 1..04 Co12 1.56 0.00 1.04 Co12 157 0.00 1.04 Co12 158 0.00 1.04 Co12 159 0.00 1.04 Co12 160 0.00 1.04 Co12 161 0.00 1.04 Co12 162 0.00 1.04 C012 163 0.00 1.04 Co12 164 0.00 1.04 CO12 165 0.00 1.04 Co12 166 0.00 1.04 Co12 167 0.00 1.04 Co12 168 0.00 1.04 Co12 169 0.00 1.04 Co12 170 0.00 1.04 Co12 171 0.00 1.04 Co12 172 0.00 1.04 Co12 173 0.00 1.04 Co12 174 0.00 1.04 Co12 175 0.00 1.04 Co12 176 0.00 1.04 Co12 177 0.00 1.04 Co12 178 0.00 1.04 Co12 179 0.00 1.04 Page 100 Of 126 Customer O f S Contractors Job No 20-8367 13 Project Storage Shed Date 9/22/2020 il Springfield, OR 97401 -ie catio Designed By KL ----p Size 24 x 60 x 12 x 14 Checked By RAF'T'ER DEFLECTIONS: Load Deflection(in) Id Id Calc Limit Rafl 94 -1.43 1.52 Rafl 95 -0.25 1.52 Rafl 96 -1.43 1.52 Rafl 97 -1.43 1.52 Rafl 98 -1.43 1.52 Rafl 99 -1.14 1.52 Rafl 100 -1.14 1.52 Rafl 101 -1.14 1.52 Rafl 102 -1.14 1.52 Rafl 103 0.40 2.27 Rail 104 0.23 2.27 Rafl 105 0.41 2.27 Rail 106 0.24 2.27 Rafl 107 0.23 2.27 Rail 108 0.41 2.27 Rafl 109 -0.25 2.27 Rafl 11.0 -0.07 2.27 Rafl 111 -1.18 2.27 Rafl 112 -1.05 2.27 Rafl 113 -0.68 2.27 Rafl 114 -0.81 2.27 Rafl 115 -1.18 2.27 Rafl 116 -1.05 2.27 Raft 117 -0.68 2.27 Raft 118 -0.81 2.27 Raft 119 -1.18 2.27 Raft 120 -1.05 2.27 Rafl 121 -0.68 2.27 Rafl 122 -0.81 2.27 Rafl 123 -1.18 2.27 Rafl 124 -1.05 2.27 Rafl 125 -0.68 2.27 Rafl 126 -0.81 2.27 Rafl 127 0.48 2.27 Rail 128 0.37, 2.27 Rafl 129 0.49 2.27 Rafl 130 0.32 2.27 Raft 131 0.31 2.27 Raft 132 0.49 2.27 Rafl 133 -0.17 2.27 Rafl 134 0.01 2.27 Rafl 135 -0.27 1.52 Rafl 136 -0.28 1.52 Rafl 137 -0.26 1.52 Rafl 138 -0.28 1..52 Rail 139 -1.15 1.52 Rafl 140 -1.16 1.52 Rafl 141 -1.15 1.52 Dail 142 -1.16 1.52 Page 101 Of 126 O fi 5 Contractors Job No 20-0367 Project Storage Shed date 9/22/2020 pbCustomer Location Springfield, OR 97401 Designed By KL Siva 24 x 60 x 12 x 14 Checked By Rall 143 -1.15 1.52 Rall 144 -1.16 1.52 Rall 145 -1.15 7..52 Rall 146 -1.16 1.52 Rafl 147 -1.15 1.52 Raft 148 -1.16 1.52 Earl 149 -1.15 1.52 Rafl 150 -1.16 1.52 Rafl 151 -1.15 1.52 Rall 152 -1.16 1.52 Raft 153 -1.15 1.52 Raft 154 -1.16 1.52 Rall 155 -0.10 1.52 Raft 156 -0.11 1.52 Raft 157 -0.09 1.52 Rall 158 -0.11 1.52 Raft 159 0.31 2.27 Rall 160 0.49 2.27 Rall 3.61 -0.17 2.27 Raf7, 162 0.01 2.27 Raft 163 -0.12 1.52 Raft 164 -0.82 2.27 Raft 165 -0.69 2.27 Rall 166 -1.18 2.27 Earl 167 -1.05 2.27 Dail 168 -0.82 2.27 Rafl 169 -0.82 2.27 Rafl 170 -0.82 2.27 Rall 171 -0.69 2.27 Rail 7.72 -0.69 2.27 Ra£1 173 -0.69 2.27 Rail 174 -1.18 2.27 Raft 175 -1.18 2.27 Raft 176 -1.18 2.27 Raft 177 -1.05 2.27 Ra£1 178 -1.05 2.27 Rafl 179 -1.05 2.27 ONBRACED LENGTH: Major Minor ----KL/R---- Id (ft) (ft) Major Minor Coll 12.3 7.3 46 7.05 Co12 10.4 7.3 39 105 Raft 22.7 4.8 70 74 LOAD COMBINATIONS: Strength Combinations 1 - Dead+Collateral+Live 2 - Dead+Collateral Page 102 Of 126 Customer I 0 F 5 Contractors ab No 20 Project Storage Shed Date 9/. tion Spring£iuld, OR 97401 Designed By KL Size 24 x 60 x 12 x 19 Checked syj 4 - Dead+Collateral+Snow+Snow Drift 5 - Dead+Collateral+Snow+Slide_Snow 6 - Dead+Collatera1+0.75Live 7 - Dead+Collatera.1+0.75Snow 8 - Dead+Collateral+0.75Snow+0.75Snow_Drift 9 - Dead+Collateral+0.75Snow+0.75S1ide Snow 10 - Dead+0.6Wind_Pressure+0.6Wind_Longl 11 - Dead+0.6Wind Pressure+0.6Wind Long2 12 - Dead+0.6Wind Suction+0.6Wi.nd_Longl 13 - Dead+0.6Wind_Suction+0.6Wind Long2 14 - Dead+0.6Wind Left1+0.6Wind Suction 15 - Dead+0.6Wind Rightl+0.6Wind Suction 16 - Dead+0.6Wind Left2+0.6Wind Suction 17 - Dead+0.6Wind Right2+0.6Wind Suction 18 - Dead+Collateral+0.75Live+0.45Wind Left2+0.45Wind Suction 19 - Dead+Collaterali0.75Live+0.45Wind_Right2+0.45Wind_Suction 20 - Dead+Collateral+0.75Live+0.45Wind Suction+0.45Wind Longl 21 - Dead+Collateral+0.75Live+0.45Wind SnCtion+0.45Wind Long2 22 - Dead+Collateral+0.75Snow+0.45Wind Left2+0.45Wind Suction 23 - Dead+Collateral+0.75Snow+0.45Wind Right2+0.45Wind_Suction 24 - Dead+Collatera3,+0.75Snow+0.45Wind Suction+O.45Wind Longl 25 - Dead+Collateral+0.75Snow+0.45Wind Suction+0.45Wind Long2 26 - Dead+Collateral+0.75Snow+0.45Wind Left2+0.45Wind Suction+0.75Snow Drift 27 - Dead+Collatera1+0.75Snow+0.45Wind_Right2+0.45Wind_Suction+0.75Snow Drift 28 - Dead+Collateral+O.'7SSnow+0.45Wind_Suction+0.45Wind Longl+0.75Snow Drift 29 - Dead+Collateral+0.75Snow+0.45Wind_Suction+0.45Wi.nd Long2+0.'75Snow Drift 30 - Dead+Collateral+0.75Snow+0.45Wind_Left2+0.45Wind Suction+0.75Slide_Snow 31 - Dead+Collateral+0.75Snow+0.45Wind Ri.ght2+0.45Wind Suction+0.75S1id©_Snow 32 - Dead+Collateral+0.75Snow+0.45Wind Suc Cion+0.45Wind Longl+0J5S1ide Snow 33 - Dead+CollateralsO.75Snow+0.45Wind_Suction+0.45Wind Long2+0.75S1i.de Snow 34 - 0.6Deadi0.6Wind Pre55Ure+0.6Wind Longl 35 - 0.6Dead+0.6Wind Pressure+0.6Wind Long2 36 - 0.6Dead+0.6Wind Suction+0.6Wind Lougl 37 - 0.6Dead+0.6Wind Suction+0.6Wind Long2 38 - 0.6Dead+0.6Wind Leftl+0.6Wind Suction 39 - 0.6Dead+0.6Wind Rightl+0.6Wind Suction 40 - 0.6Dead+0.6Wind Left2+0.6Wind Suction 41 - 0.6Deadi0.6Wind Right2+0.6Wind_Surticn 42 - 1.OBDead+1.08Collateral+0 .7Seismic L 43 - 1.OBDead+1.OBCollateral+0.7Seismic R 44 -]..OBDead+1.08Collateral+0.7Seismic_Long 45 - 1.OBDead+1.08Collateral-0.7Seismic Long 46 - 1.06Dead+1.06Collatera1+0 .75Live+0.53Seismic L 47 - 1.06Dead+1.06Co1lateral+0.75Live+0.53Seismic_R 4B - 1.06Dead+1.06Collateral+0J5Live+0.53Seismic_Lonq 49 - 1.06Dead+1.06Collateral+0.75Live-0.53Seismic Long 50 - 1.06Dead+1.06Collateral+0.53Seismic L 51 - 1.06Dead�1.06Collateral+0.53Seismic R 52 - 1.06Dead+1.06Collateral+0.75Snow+0.53Seismic Long 53 - 1.06Dead+1.06Collateral+0.75Snow-0.53Seismic Long 54 - 1.06Dead+1.06Collateral+0.75Snow+0.53Seismic Long+0.75Snow Drift 55 - ]..06Dead+1.06Collateral+0.75Snow-0.53Seismic Long+0J5Snow Drift 56 - 1.06Dead+1.06Collateral+0.75Snow+0.53Seismic Long+0.75Slide Snow Page 103 Of 126 Job 367 0130ECPnoject StorageoShedcto contractors -- Date 4/2272620 4/28%2020 Location Springfields OR 97901 Designed By Kh Size 24 x 60 x 12 x 14 Checked By 58 - 0.52Dead+0.7Seismrc L 59 - 0.52Dead+0.7Seismic R 60 - 0.52Dead+D.7Seismic Long 61 - 0.52Dead-0.7Seismic Long 62 - 1.06Dead+1.06Collateral+0.53Seismic_Long 63 - 1.06Dead�1.06Collateral-0.53Seismic_Long 64 - 0.6Dead+0.6Wind_Leftl 65 - 0.6Dead+0.6Wind_Rightl 66 - 0.6Dead+D.6Wiud Left2 67 - 0.6Dead+0.6Wind Right2 68 - 0.6Dead+0.6Wind Long1 69 - 0.6Dead+0.6Wiud Long2 70 - Dead+Collateral+0.75Live+0.45Wind Leftl 71 - Dead+Col.lateral+0.75Live+0.45Wind_Rightl 72 - Dead+Collateral+0.75Live+0.45Wind Left2 73 - Dead+Collateral+0.75Live+0.45Wind Right2 74 - Dead+Collatera1+0.75Live+0.45Wind Lcngl 75 - Dead+Collateral+0.75Live+0.45Wind Long2 76 - Dead+Collateral+0.75Snow+0.45Wind Leftl 77 - Dead+Collateral+0.75Snow+0.45Wind_Leftl+0.75Snow_Drift 78 - Dead+Collateral+0.75Snow+0.45Wind Leftl+0.75Slide Snow 79 - Dead+Collateral+0.75Snow+0.45Wind_Rightl 80 - Dead+Collateral+0.75Snow+0.45Wind Rightl+0.75Snow Drift 81 - Dead+CollateraliO.75Snow+0.45Wind Right1+0.75SIide_Snow 82 - Dead+Co11atera1+0.75Snow+0.45Wind Left2 83 - Dead+Collateral+0.75Snow+0.45Wind Le£t2+0.75Snow Drift 84 - Dead+Co11.ateral.+0.75Snow+0.45Wind Le£t2+0.75Slide_Snow 85 - Dcad+Collateral+0.75Snow+0.45WLnd Right2 86 - Dead+Collateral+0.75Snow+0.45Wind Right2+0.'I5Snow_Drift 87 - Dead+Collateral+0.75Snow+0.45Wind Right2+0.75S1ide_Snow 88 - Dead+Collateral+0.75Snow+0.45Wind Longi 89 - Dead+Collateral+0.75Snow+0.45Wind Long2 90 - Dead+Collateral+0.75Snow+0.45Wind Longi+0.75Snow_Dri.ft 91 - Dead+Collateral-i-0.75Snow+0.45Wind Long2+0.75Snow_DrifL 92 - Dead+Col.l.ateral+0.75Snow+0.45Wi.nd Longi.+0.75Slide_Snow 93 - Dead+Collateral+0.75Snow+0.45Wind Long2+0.75Slide_Snow Deflection Combinations 94 - Dead+Collateral+Live 95 - Dead+Collateral 96 - Dead+Collateral+Snow 97 - Dead+Collateral+Snow+Snow Drift 98 - Dead+Collateral+Snow+Slide_Snow 99 - Dead+Co1lateral+0.75Live 100 - Dead+Collateral+0.75Snow 101 - Dead+Collateral+0.75Snow+0.75Snow Drift 102 - Dead+Collateral-�0.75Snow+0.75Slide_Snow 103 - Dead+0.42Wind Pressure+0.42Wind Longl 1.04 - Dead+0.42Wind Pressure+0.42Wind Long2 1.05 - Dead+0.42Wind_Suction+0.42Wind_Longl 106 - Dead+0.42Wind Suction+0.42Wind Long2 107 - Dead+0.42Wind Leftl+0.42Wind_Srftion 108 - Dead+0.42Wi.nd Rightl.+0.42Wi.nd_Suction 109 - Dead+0.42Wind Lef L2+0.42Wind Suction Page 104 Of 126 Customer 0 S S Contractors Job No 20-8367 Project Storage Shed at. 9/22/2020 Location Springfield, OR 97401 Designed By KL 13 Size 24 x 60 x 12 x 14 Checked By 11.0 - Dead+0.42Wind Right2+0.42Wind Suction 111 - Dead+Collateral+0.75Live+0.31Wind Left2+0.31Wind_Suction 112 - Dead+Collateral+0.75Live+0.31Wind_Right2+0.31Wind_Suction 113 - Dead ~Collateral+0.75Live+0.31Wind Suction+0.31Wind_Longl 114 - Dead+Collateral+0.75Live+0.31Wind Suction+0.31wind Long2 115 - Dead+Collateral+0.75Snow+0.31Wind_Left2+0.31Wind Suction 116 - Dead+Collateral+0.75Snow+0.31Wind Right2+0.31Wind Suction 117 - Dead+Collateral+0.75Snow+0.31Wind Suction+0.31Wind_Longl 118 - Dead+Collateral+0.75Snow+0.31Wind Suction+0.31Wind Long2 119 - Dead+Collateral+0.75Snow+0.31Wind Le£t2lO.31Wind Suction+0.75Snow Drift 120 - Dead+Collateral+0.75Snow+0.31Wind Right2+0.31Wind Suction+0,75Snow Drift 121. - Dead+Collatera1+0.75Snow+0.31Wind Suction+0.31Wind Long1+0.75Snow Drift 122 - Dead+Collateral+0.75Snow+0.31Wind Suction+0.31Wind Long2+0.75Snow_Drift 123 - Dead+Collateral+0.75Snow+0.31Wind_Left2+0.31Wind_Suctiont0.75S1ide_Snow 124 - Dead+Collateral 0.75Snow+0.31Wind Right2+0.31Wind_Suction+OJ5Slide_Snow 125 - Dead+Collateral+0.75Snow+0.31Wind Suction+0.31Wind Longl+0.75S1ide Snow 126 - Dead+Collateral+0.75Snow+0.31Wind Suction+0.31Wind Long2+0.75Slide_Snow 127 - 0.6Dead+0.42Wind Pressure+0.42Wind_Lungl 128 - 0.6Dead+0.42Wind Pressure+0.42Wind Long2 129 - 0.6Dead+0.42Wind_Suction+0.42Wi.nd Long1. 130 - 0.6Dead+0.42Wind Suction+0.42Wind Long2 131 - 0.6Dead+0.42Wind Leftl+0.42Wind_Suction 132 - 0.6Dead+0.42Wind Rightl+0.42Wind Suction 133 - 0.6Dead+0.42Wind_Left2+0.42Wind Suction 134 - 0.6Dead+0.42Wind Right2+0.42Wind Suction 135 - 1.OBDead+1.OBCollateral+0.7Seismic L 136 - 1.OBDead+1.OBCollateral+0.'7Seismic R 137 - 1.OBDead+1.OBCollateral+0.7Seismic _Long 138 - 1.OBDead+1.OBCollateral-0.7Seismic_Long 139 - 1.06Dead+1.06Collateral+0.75Live+0.53Seismic L 140 - 1.06Dead+1.06Collatera1+0.75Live+-0.53Seismic R 141 - 1.06Dead+1.06Co11.atera1+0 .75Li.ve+0.53Sei. smi.c_Long 142 -1..06Dead+1.06Collateral+0.75Live-0.53Seismic Long 143 - 1.06Dead+1.06Collateral+0 .75Snow+0.53Seismic L 144 - 1.06Dead+1.06Collateral+0.75Snow+0.53Seismic R 145 - 1.06Dead+1.06Collateral+0.75Snow+0.53Seismic Long 146 - 1.06Dead+1.06Collateral+0.75Snow-0.53Seismic Long 147 - 1.06Dead+1.06Collaterall O.75Snow+0.53Seismic L+0.75Snow_Drift 148 - 1.06Dead+1..06C o1].ateral.+0 .75Snow+0.53Seismic R+0 .7SSnow_Drift 149 - 1.06Dead+1..06Collateral.+0 .75Snow+0.53Seismi.c Long+O .75Snow Drift 150 - 1.06Dead+1.06Co11ateral+0.75Snow-0.53Seismic Long+0.75Snow Drift 151 - 1.06Dead+1.06Collateral+0.75Snow+0.53Seismic L+0.75S1ide Snow 152 - 1.06Dead+1.06Collateral�0.75Snow+0.53Seismic R+0 .7SSlide Snow 153 - 1.06Dead+1.06Collatera1+0.75Snow+0.53Seismic_Long+0.75Slide_Snow 154 - 1.06Dead+1.06Collateral+0.75Snow-0.53Seismic Long+0.75S1ide_Snow 155 - 0.52Dead+0.7Seismic L 156 - 0.52Dead+0.7Seismic_R 157 - 0.52Dead+0.7Seismic_Long 158 - 0.52Dead-0.7Seismic Long 159 - 0.6Dead+0.42Wind_Leftl 160 - 0.6Dead+0.42Wind_Rightl 161 - 0.6Dead+0.42Wind Loft2 162 - 0.6Dead+0.42WindRight2 163 - 0. 6Dead Page 105 Of 126 Customer 0 6 S Contractors Job No 20 Project Storage Shed Bate 4/ Location Spring£isld, OR 97401 Resigned By KL Size 24 x 60 x 12 x 14 Checked Hy 165 - Dead+Collatera1+0.75Live+0.31Wind_Rightl Base(in)----- ----------------- Base Plate Yield 166 - Dead+Collateral+0.75Live+0.31Wind Concrete Bearing Left2 ) 167 - Dead+Collateral+0.75Live+0.31Wind = 11.60(ksi ) Right2 Tension Stress 168 - Dead+Collateral+0.75Snow+0.31Wind_Left1 S3 7.89 0.0 7.00 169 - Dead+Collateral+0.75Snow+0.31Wind_Left1+0.75Snow A36 0.750 4.00 Drift 170 - Dead+Collateral+0.75Snow+0.31Wind 7.89 0.0 Leftl+0.75Slide Snow 171 - Dead+Collateral+0.75Snow+0.31Wind_Rightl 0.750 4.00 2 172 - Dead+Collatera1+0.75Snow+0.31Wind Rightl+0.75Snow_Drift 173 - Dead+Collateral+0.75Snow+0.31Wind_Rightl+0.75Slide_Snow 174 - Dead+Collateral+0.75Snow+0.31Wind_Left2 175 - Dead+Collateral+0.75Snow+0.31Wind Left2+0.75Snow Drift 1.76 - Dead+Collateral+0.75Snow+0.31Wind Left2+0.75Slide Snow 177 - Dead+Collaterat+0.75Snow+0.31Wind Right2 118 - Dead+Collateral+0.75Snow+0.31Wind Right2+0J5Snow Drift 179 - Dead+Collateral+0.75Snow+0.31Wind Right2+0J5S1ide Snow 20-8367 Wall 3 - Base Plate Design 4/22/20 10:51am DESIGN CONSTANTS: Base(in)----- ----------------- Base Plate Yield = 50.00(ksi ) Concrete Bearing - 0.8B(ksi ) Bolt Shear Stress = 11.60(ksi ) Bolt Tension Stress = 21.75(ksi Coll BASE SIZE: S3 - Welded Plate BASE REACTIONS: -------------- Mae Tension+Shear Max_Shear+Tension --Max_Comp- 'Pens Shear -Max -Shear- Shear Tens Id Load Fy(k ) Load Fy(k ) Fx(k ) Load Fx(k ) Load Fx(k ) Fy(k ) ______ ____ ______ ____ ______ ______ ____ ______ Coll 1 4.67 34 -2.81 1.38 16 1.61 40 1.61 -0.12 Co12 18 4.79 65 -2.85 1.04 10 2.16 34 2.16 -2.08 LOAD COMBINATIONS: ------------------ 1 - Dead+Collateral. Live 10 - Dead+0.6Wind Pressure+0.6Wind Longl. ----- Base(in)----- --Plate_Size(in)-- ------- Bolts(in)------ Id _____ Type ____ Depth _____ Elev _____ Width _____ Thick _____ Length ______ Type _____ Dia _____ Gage Row Coll S3 7.89 0.0 7.00 0.375 8.50 A36 0.750 4.00 2 Co12 S3 7.89 0.0 7.00 0.375 8.50 A36 0.750 4.00 2 S3 - Welded Plate BASE REACTIONS: -------------- Mae Tension+Shear Max_Shear+Tension --Max_Comp- 'Pens Shear -Max -Shear- Shear Tens Id Load Fy(k ) Load Fy(k ) Fx(k ) Load Fx(k ) Load Fx(k ) Fy(k ) ______ ____ ______ ____ ______ ______ ____ ______ Coll 1 4.67 34 -2.81 1.38 16 1.61 40 1.61 -0.12 Co12 18 4.79 65 -2.85 1.04 10 2.16 34 2.16 -2.08 LOAD COMBINATIONS: ------------------ 1 - Dead+Collateral. Live 10 - Dead+0.6Wind Pressure+0.6Wind Longl. Page 106 Of 126 Customer0 6 S Contractors Sob No 20-8367 Project Storage Shed nate 4/22/2020 Location Springfield, OR 97901 Designed By KL Size 24 x 60 x 12 x 14 Chocked Hy 20-8367 -------------------------------------------------------------------------------- Wall 3 - Flush Girt 18 - Dead+Collateral+0.75Live+0.45Wind_Le£t2+0.45Wind_Suction 4/22/20 10:51am 34 - 0.6Dead+0.6Wind No._Brace/Bay Pressure+0.6Wind_Longl 40 - 0.6Dead+0. 6Wind 1eft2+0.6W]. ad_Sucti.on 65 - 0.6Dead+0.6Wind Bay Girt Rightl Bay Offset 20-8367 -------------------------------------------------------------------------------- Wall 3 - Flush Girt Layout 4/22/20 10:51am No._Brace/Bay GIRT LAYOUT: 1 Bay Girt Bay Offset Design Load --- Max_Load--- Id Id Locate Part Start End Length Weight Width Id UC Report Rot 1 1 7.333 8.14 (a) 0.00 24.00 23.33 168.0 6.96 WS 0.82 Moment D (n)Nested Girt Bay Girt Load ----Shear(k )--- --Moment(f-k WS - 0.6Wind Suction GIRT INSIDE FLANGE BRACE: No._Brace/Bay 1 1 GIRT STRENGTH: Bay Girt Load ----Shear(k )--- --Moment(f-k )-- Mom+ ---Deflect(in)-- Id Id Id Colo Limit UC Calc Limit OC Shear Cato Limit UC 1 1 WP 1.06 10.05 0.11 -6.17 11.40 0.54 0.38 -0.72 3.11 0.23 WE 1.15 10.05 0.11 6.64 B.07 0.82 0.41 0.77 3.11 0.25 WP - 0.6Wind Pressure WS - 0.6Wind Suction 20-8367 Wall 3 - Diagonal Bracing Design 4/22/20 10:51am PANEL SHEAR WITH NO BRACING: Base ---Wind--- --Seismic- Length Load Calc Load Calc Limit 24.00 16 51.1 45 31.1 100.0 DIAGONAL BRACE LAYOUT: Bay Brace_Locate Bay Design ------ Diag_Brace----- ----KL/R--- Id Start End Width Length Type Size Part Calc Limit Page 107 Of 126 Customer PP130-roject Location Size O 5 S Contractors Job No 20-0367 Storage Shed Springfield, OR 97401 24 x 60 x 12 x 14 Date 4/22/2020 Designed By KL Checked By 1 0.00 12.27 22.67 25.70 C 0.250 1/4 Cab DIAGONAL BRACE STRENGTH: Bay Brace_Locate -----Wind(k )---------Seismic(k )--- Max Id Start End Load Calc Limit Load Calc Limit UC 1 0.00 12.27 66 1.40 3.33 45 1.13 3.33 0.42 COLUMN BASE REACTIONS: Bay Col ----Wind Max(k )------- Seismic _Max(k )-- Id Id Load Herz Vert(+/-) Load Horz Vert(+/-) 1 1 40 -1.23 0.66 44 -0.65 0.35 1 2 39 1.04 0.56 45 0.65 0.35 DEFLECTION AT RAFTER: Span/Deflect Wall Deflection(in) ----Wind--- --Seismic-- Height Wind Seismic Calc Limit Calc Limit 12.3 0.34 0.66 432. 60. 224. 60. LOAD COMBINATIONS: ------------------ 16 - Dead+0.6Wind Le£t2AO.6Wind Suction 39 - 0.6neadi-0.6Wind Rightl+0.6Wind Suction 40 - 0.6Dead+0.6Wind Left2+0.6Wind .Suction 44 - 1.08Dead+1.08Collatera].+OJSeisMic Long 45 - 1.08Dead+1.08Collateral-0JSeismic_Long 66 - 0.6Dead+0.6Wind Left2 -----.._.. - -- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - ----- 20-8367 Wall 3 - Wall Panel Design 4/22/20 10:51am PANEL DATA: Bay Rotation Panel Id Part Type Gage Yield Stiffness Height 1 26 PBR PBR 26.00 80.0 0.00 13.93 MOMENTS 6 DEFLECTION: ------------- Moment(ft-lb/ft)------------- Span Locate(ft) Start Midspan End Max Deflect(in) Id Start End Load Calc Limit Calc Limit Calc Limit UC Calc Limit 1 0.00 7.33 WP 0.0 150.4 -60.9 139.0 92.8 150.4 0.62 -0.25 0.9B WS 0.0 150.4 64.8 150.4 -98.7 139.0 0.71 0.26 0.98 2 7.33 13.93 WP 92.8 150.4 -42.6 139.0 0.0 139.0 0.62 -0.12 0.88 WS -98.7 139.0 45.3 150.4 0.0 150.4 0.71 0.12 0.80 Page 108 Of 126 Customer 0 6 5 Contractors Sob No Project Storage Shed Date LocationSpringfield, OR 97401 Designed B1 Size 24 x 60 x 12 x 14 Checked By WP - 0.6Wind Pressure WS - 0.6Wind Suction 20-8367 Wall 3 - Panel Zones 4/22/20 10:51am PANEL: Tensile Thick Yield Strength Part (in) (ksi ) (ksi ) 26 PER 0.019 80.00 94.40 GIRT SCREWS: Dia Washer Limit Part (in) (in) (k ) T3125P'TW 0.21 0.50 2.80 PANEL ZONE LAYOUT: Panel Zone ---Wall(ft)--- Bay Load Min Span Id Description Offsetl Offset2 Id Locate Width Thick (ft) 1 Interior 3.00 21.00 1 7.33 6.96 0.075 7.33 2 it Edge 0.00 3.00 1 7.33 6.96 0.075 7.33 3 Rt Edge 21.00 24.00 1 7.33 6.96 0.075 7.33 GIRT SCREW CHECK: Screw Wind--------Limit(k )------- Zone Space Suction Load Gift Panel Screw Max id (ft) (psf ) (k ) Pullout Pullover Tension UC 1 1.00 16.14 0.11 0.29 0.44 0.75 0.39 2 1.00 16.1.4 0.11. 0.29 0.44 0.75 0.39 3 1..00 16.14 0.11 0.29 0.44 0.75 0.39 BASE SCREWS: Dia Washer Limit Part (In) (in) (k ) T33.25PTW 0.21 0.50 2.80 BASE SCREW CHECK: Screw Force/Screw Shear Base Space Wind Seis Limit Max Length (ft) (k ) (k ) (k ) UC 24.00 1.00 0.049 0.030 0.335 0.15 Page 109 Of 126 Customer O d s Contractors Tb No 20-8367 Project Storage Shed nate 4/22/2020 Location Springfield, OR 97401 Designed By KL 13 Size 24 x 60 x 12 x 14 Checked sy 20-8367 Wall 3 - Weight Summary 4/22/20 10:51am --------------- ----------------------------------------------------------------- Columns 226.55 Rafters = 289.00 Girts = 168.00 Bracing = 6.42 clips = 3.30 Total Weight = 693.27 -- -------------------------- ------------- ------ 20-8367 Wall 3 - Warning Summary 4/22/20 10:51.. -------------------------------------------------------------------------------- .. No Warnings Page 110 Of 126 Custoaer 0 6 S Contractors Job No 20-8367 Project Storage Shed➢at9/2I/2020 1313Location Springfield, OR 97401 Designed By KL Size 24 x 60 x 12 x 14 Checked By -------------------------------------------- ------------------------------------ 12071R1 Frame 1 - Design Code 4/22/20 10:51am ----------------------------------------------------------------- S'T'RUCTURAL CODE: Design Basis WS - Working Stress net Rolled Steel AISC16 Cold Formed Steel NAUS16 BUILDING CODE: Wind Code OSSC 19 (IBC 18) Seismic Zone D MODULUS OF ELASTICITY: Hot Rolled Steel 29000 (ksi ) Cold Formed Steel 29500 (ksi ) -------------------------------------------------------------------------------- 1.2071R1 Frame 1 - Base Plates and Anchor Bolt 4/22/20 10:51. ---------------------------------------------------------------------------------- DESIGN CONSTANTS: ----------------- Base Plate Yield = 50.00 (ksi ) Concrete Bearing = 0.88 (ksi ) Bolt Shear Stress = 11.60 (ksi ) Bolt Tension Stress = 21.75 (ksi ) BASE PLATE S BOLT SIZE: --- Column _Base(in)--- -- Plate_Si.zo(i.n)---Bolte(A36 )--Shear(k )- Reg Id Typ Depth Elev Width Length Thick Row Dia Gage Limit UC Thick Left P 11.9 0.0 6.0 12.50 0.500 2 0.750 4.00 20.5 0.22 0.268 Right P 11.9 0.0 6.0 12.50 0.500 2 0.750 4.00 20.5 0.7.8 0.237 BASE REACTIONS: --------------- Max_Tension+Shear Max_Shear+Tension Column-Max_Comp- Tens Shear -Max -Shear Shear 'fens Id Ld Fy(k ) Ld Fy(k ) Fx(k ) Ld Fx(k ) Ld Fx(k ) Fy(k ) ------ --- ------ --- ------ ------ --- ------ --- ------ ------ Left 2 10.8 61. -6.2 2.0 63 4.4 63 4.4 -1.0 Right 1 11.1 62 -4.9 1.6 29 3.6 21 2.8 -3.2 WELDS: Outside Flange To Base Inside Flange To Base -----Web To Base----- Page 111 Of 126 LOAD COMBINATIONS 1 - Dead+Collateral+Live 2 - Oead+Collateral+Live 21 - Dead+0.6Wind_Leftl 29 - Dead+Collateral+0.75Live+0.45Wind Leftl 61 - 0.6Dead+0.6Wi.nd_Leftl 62 - 0.6Dead+0.6Wind_Rightl 63 - 0.6Dead+0.6Wind Left2 12071.R1 Frame 1 - Bolted -End -Plates 4/22/20 10:51am DESIGN CONSTANTS: Outside_Flange_To_Bep Inside Customer Project 0 e S Contractors Storage Shed Job No 20-8367 Date 4/22/2020 - A325 Snug -Tightened Bolt Shear Stress Location Size Springfield, 24 x 60 x 12 OR 97401 x 14 Designed By KL Checked By Base Id ----- Left Right Size ----- 0.125 0.125 Typ --- F1 F1 Shear(k/in Calc Limit ----- ----- 0.78 1.86 0.61 1.86 ) Size Typ ----- --- 0.125 P2 0.125 F2 Shear(k/in ) Calc Limit ----- ----- 0.39 1.86 0.31 1.86 Shear(k/in ) Size Typ Calc Limit ----- --- ----- ----- 0.125 F1 0.39 1.86 0.125 F1 0.32 1.86 LOAD COMBINATIONS 1 - Dead+Collateral+Live 2 - Oead+Collateral+Live 21 - Dead+0.6Wind_Leftl 29 - Dead+Collateral+0.75Live+0.45Wind Leftl 61 - 0.6Dead+0.6Wi.nd_Leftl 62 - 0.6Dead+0.6Wind_Rightl 63 - 0.6Dead+0.6Wind Left2 12071.R1 Frame 1 - Bolted -End -Plates 4/22/20 10:51am DESIGN CONSTANTS: Outside_Flange_To_Bep Inside -----Web_To BAN ------ ----------------- Splice Yield = 50.00 _Flange _To_Sep Shear(k/in ) (ksi ) Bolt Type - A325 Snug -Tightened Bolt Shear Stress = 27.00 (ksi ) Bolt Tension Stress = 45.00 (ksi ) PLATE SIZE: Splice Member Web Splice(in)-----------------Bolts(A325 )----------------- Id Typ Locate Depth Width Thick Dia Gage Gage2 RowT SpaceT RcwB SpaceB RowI -- --- ------ ----- ----- ----- ----- ----- ----- ---- ------ ---- ------ ---- 1 VEE 1- 2 11.46 6.0 0.500 0.750 3.50 3.50 2 4.00 2 4.00 0 2 VEE 2- 3 11.46 6.0 0.500 0.750 3.50 3.50 2 4.00 2 4.00 0 PLATE DESIGN: ------- Max_Moment ------ ------- Max_Shear------ Splice Ten Load Axial Shear Moment Load Axial Shear Moment Req Req Bolt Id Typ Loc Id in ) (k ) (f -k ) Id (k ) (k ) (f -k ) Thick Dia BC 1 VEE Top 32 3.7 9.1 30.4 2 2.2 9.3 20.2 0.416 0.470 0.41 Bot 61 -3.0 -5.7 -23.0 61 -3.0 -5.7 -23.0 0.385 0.443 0.35 2 VEE Top 31 3.5 -7.8 29.4 1 2.2 -9.3 24.1 0.410 0.463 0.39 Hot 62 -2.6 4.5 -23.3 62 -2.6 4.5 -23.3 0.386 0.444 0.35 WELDS: Outside_Flange_To_Bep Inside -----Web_To BAN ------ Splice Shear(k/in ) _Flange _To_Sep Shear(k/in ) Shear(k/in ) Id Side Size Typ Calc Limit Size Typ Calc Limit Size Typ Calc Limit Page 112 Of 126 LOAD COMBINATIONS: -------------- 1 - Dead+Collateral+Live 2 - Dead+Collateral+Live 31 - Dead+Collateral+0.75Live+0.45Wind Lef1:2 32 - Dead+Collateral+0.75Live+0.45Wind Right2 61 - 0.6Dead+0.6Wind Leith 62 - 0.6Dead+0.6Wind Rightl 12071R1 Frame 1 - Bearing Stiffeners Stiffener Yield = 50.0 (ksi STIFFENER SIZE: ----Stiffener--- --Web(in)-- ----Stiffener_Size(in)--- Location Offset Depth Thick Width Thick Length No. Lt Col 0.0 11.46 0.200 3.00 0.250 11.46 1 Of Col 24.0 11.46 0.200 3.00 0.250 11.46 1 STIFFENER DESIGN: ----------------- ----Tension(k )----Compression(k )- Max Location Load Calc Limit Load Calc Limit OC -------- ---- ----- ----- ---- ----- ----- ---- Lt Col 61. 17.8 44.9 32 23.5 '74.9 0.40 Rt Col 62 17.0 44.9 31 22.4 74.9 0.40 WELDS: 4/22/20 10:51am --- Stiff --- ----- Stiff Customer 0 S 5 Contractors Tob an 20-8367 Shear(k/in ) 13!k Size Typ Calc Limit Size exoject Storage Shed Lt Col 0.188 Date 4/22/2020 P F1 1.02 1.8.6 at Col 0.188 F2 2.24 3.69 0.125 Springfield, OR 97401 Designed By KL - -Location Size 24 x 60 x 12 x 14 Checketl Hy 1 L 0.188 F2 1.79 3.89 0.188 F2 1.67 3.B9 0.125 F2 1..48 1.86 1 R 0.188 F2 2.20 3.89 0.188 F2 1.67 3.89 0.1.88 F'2 1.96 2.78 2 L 0.188 F2 2.13 3.89 0.188 F2 1.69 3.89 0.188 F2 1.89 2.78 2 R 0.188 F2 1.73 3.89 0.188 F2 1.69 3.89 0.125 F2 1.50 1.86 LOAD COMBINATIONS: -------------- 1 - Dead+Collateral+Live 2 - Dead+Collateral+Live 31 - Dead+Collateral+0.75Live+0.45Wind Lef1:2 32 - Dead+Collateral+0.75Live+0.45Wind Right2 61 - 0.6Dead+0.6Wind Leith 62 - 0.6Dead+0.6Wind Rightl 12071R1 Frame 1 - Bearing Stiffeners Stiffener Yield = 50.0 (ksi STIFFENER SIZE: ----Stiffener--- --Web(in)-- ----Stiffener_Size(in)--- Location Offset Depth Thick Width Thick Length No. Lt Col 0.0 11.46 0.200 3.00 0.250 11.46 1 Of Col 24.0 11.46 0.200 3.00 0.250 11.46 1 STIFFENER DESIGN: ----------------- ----Tension(k )----Compression(k )- Max Location Load Calc Limit Load Calc Limit OC -------- ---- ----- ----- ---- ----- ----- ---- Lt Col 61. 17.8 44.9 32 23.5 '74.9 0.40 Rt Col 62 17.0 44.9 31 22.4 74.9 0.40 WELDS: 4/22/20 10:51am LOAD COMBINATIONS: ------------------ 31 - Dead+Collateral+0.75Live+0.45Wind Left2 32 - Dead+Col.lateral.+0.75Live+0.45Wind_Right2 61 - 0.6Dead+0.6Wind_Leftl 62 - 0.6Dead+0.6Wind Rightl --- Stiff --- ----- Stiff _To_Web---- Stiffener -To _Fig/EP Shear(k/in ) Shear(k/in ) Location Size Typ Calc Limit Size Typ Calc Limit Lt Col 0.188 F2 2.24 3.89 0.1.25 F1 1.02 1.8.6 at Col 0.188 F2 2.24 3.69 0.125 F1 0.98 1.86 LOAD COMBINATIONS: ------------------ 31 - Dead+Collateral+0.75Live+0.45Wind Left2 32 - Dead+Col.lateral.+0.75Live+0.45Wind_Right2 61 - 0.6Dead+0.6Wind_Leftl 62 - 0.6Dead+0.6Wind Rightl Page 113 Of 126 Castomei 1O 6 S Contractors Job No 2020-01 Project Storage Shed Date 9/22/2020 01310 Location Springfieltl, OR 97901 Designed By KL Size 24 x 60 x 12 x 14 Checked By] 1207181 Frame 1 - Transverse Stiffeners 4/22/20 10:51am No Stiffeners Required. 12071R1 Frame 1 - Flange Braces 4/22/20 10:51am _________-_..______________ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _____ --------------- - - - - - - - - - - - DESIGN CONSTANTS: -------------- Flange Brace Yield = 36.00 ksi Girt/Purlin Yield = 55.00 ksi Flange Brace Bolt = GR_5 (1 Washers) Bolt Shear Stress = 24.00 ksi Flange Brace Force Inside flange, max of bending compression LAYOUT: Surf Seg Web Brace Angle Design ----- Bolt_Dia----- --Attachment- Td Loc Side Part Id Depth Offset Deg Length Frame Pullin Clip Frame Pullin Ref ---- --- --- -------- --- ----- ------ ----- ------ ----- ------ ----- ------ ------ 1 1 1 L2X2X1/8 1. 1.1..46 12.00 40.6 15.38 0.500 0.500 Clip Web 2 1 1 L2X2X1/8 2 11.46 24.00 60.0 25.40 0.500 0.500 Clip Web 4 1 L2X2X1/8 2 11.46 24.00 60.0 25.40 0.500 0.500 Clip Web 3 1 1 L2X2X1/8 3 11.46 12.00 40.6 15.38 0.500 0.500 Clip Web DESIGN: Suri Load Force -Brace -UC- ---Connection_ OC -- Id Loc Id (k ) Comp Tens Frame Purlin Clip 1 1 32 0.50 0.10 0.14 0.13 0.09 2 1 62 0.21 0.05 0.06 0.06 0.05 4 23 0.18 0.04 0.05 0.05 0.04 3 1 29 0.40 0.08 0.11. 0.11 0.23 LOAD COMBINATIONS: -------------- 23 - Dead+0.6Wind_Left2 29 - Dead+Collateral+0.75Live+0.45Wind Left]. 32 - Dead+Collatera1+0.75Live+0.45Wind Righ C2 62 - 0.6Dead+0.6Wi.nd Ri.ghtl 1207181 -Gram---1---Special-Segments--- --- -- -- --4/22/20-10----- -- -- -- -- Page 114 Of 126 ustmer ace 13130ECPxo-ect StorageoShedcto r5 Date No 401111 /2020 Location) Springfields OR 9"1901 Designed By KL Size 24 x 60 x 12 x 14 Checked Byl FLANGE PLATE: Id ------------- --Initial-- ---Final--- Type = Width Thick Width Thick Locate (in) (in) (in) (in) Lt Col 4.0 0.225 6.0 0.250 at Col 4.0 0.225 6.0 0.250 WFB PLATE: Calc ---Initial-- ------ Final ------ ------ Actions----- Web Web Shear Web Shear Axial Moment Shear Thick Limit Thick Limit Locate Id (k ) (f -k ) (k ) (in) (k ) (in) (k ) OC Note Lt Col 32 4.4 30.4 29.6 0.200 41.2 0.200 41.2 0.72 RISC G2-1 Rt Col 31 2.8 29.4 29.4 0.200 41.2 0.200 41.2 0.71 AISC G2-1 REQUIRED WEB DESIGN: -------------------- Locate h av Kv Cv Lt Col 11.46 11.02 10.41 1.00 Rt Col 11.46 11.98 9.58 1.00 LOAD COMBINATIONS: -------------- 31 - Dead+Collateral+0.75Live+0.45Wind_Left2 32 - Dead+Collateral+0.'/5Live+0.45Wind Right2 120f lR1 FRAME: Id - I Type = IF Line Id = 2 Load Width= 37.50 UC Limit= 1.03 KL/R Limit= 200.00 MEMBERS: Frame 1 - Design Summary 4/22/20 10:51am -----Max_Axial+Moment---- Srf Mem Seg --Flange- Web Depth-P].ate_Thickness---Max_Shear----- O-Flg--- ----I-Flg--- Max Page 115 Of 126 Customer 1 O S S Contractors I Job No 120-8367 HOT ROLLED MEMBERS: ------------------- Surf Member Member Id Id Part 1 1 W12X14 2 2 W12X14 3 3 W12X14 No. Cycles For Plate Optimization= 12 LOAD COMBINATIONS: ------------------ #- Controlling Load Combination In Design Summary 14- Dead+Collateral+i,ive 2 - Dead+Collateral+Live 3 - Dead+Collateral 4 - Dead+Collateral 5 - Dead+Collateral+Snow 6 - Dead+Collateral+Snow 7 - Dead+Collateral+Snow+Snow_Drift 8 - Dead+Collateral+Snow+Snow_Drift 9 - Dead-iCollateral+Snow+Slide_Snow 10 - Dead+Collateral.+Snow+Slide Snow 11 - Dead 12 Dead 13 - Dead+Collateral+0.75Live 14 - DeadiCollateral+0.75Live 15 - Dead+Collateral+0.75Snow 16 - Dead+C0llatera1+0 JSSnow 17 - Dead+Collateral+0.75Snow+0.75Snow Drift 18 - Dead+Collateral+0.75Snow+0 JSSnow_Drift 19 - Dead+Collateral+0.75Snowo-0.75S1ide Snow 20 - Dead+Co11.atera1+0.75Snow+0JSSlide_Snow 21 - Dead+0.6Wind Left). 22 - Dead+0.6Wind_Rightl 23 - Dead+0.6Wind Left2 24 - Dead+0.6Wind Right2 25 - Dead�0.6Wind Longl Location Springfield, OR 97401 Designed By KL Size 24 x 60 x 12 x 14 Checked By Id Id IN Len Wid Sift End Web 0-flg I-f1g Id It Dcv Id Ld Dco Id Ld to, KL/R 1 1 1 11.2 4.0 11.5 11.5 0.200 0.225 0.225 1 63 0.10 5 32 0.68 5 32 0.81 116 2 2 2 21.7 4.0 11.5 11.5 0.200 0.225 0.225 15 1 0.22 10 1 0.71 12 61 0.86 76 3 3 3 13.1 4.0 11.5 11.5 0.200 0.225 0.225 20 29 0.09 16 31 0.67 16 31 0.79 116 HOT ROLLED MEMBERS: ------------------- Surf Member Member Id Id Part 1 1 W12X14 2 2 W12X14 3 3 W12X14 No. Cycles For Plate Optimization= 12 LOAD COMBINATIONS: ------------------ #- Controlling Load Combination In Design Summary 14- Dead+Collateral+i,ive 2 - Dead+Collateral+Live 3 - Dead+Collateral 4 - Dead+Collateral 5 - Dead+Collateral+Snow 6 - Dead+Collateral+Snow 7 - Dead+Collateral+Snow+Snow_Drift 8 - Dead+Collateral+Snow+Snow_Drift 9 - Dead-iCollateral+Snow+Slide_Snow 10 - Dead+Collateral.+Snow+Slide Snow 11 - Dead 12 Dead 13 - Dead+Collateral+0.75Live 14 - DeadiCollateral+0.75Live 15 - Dead+Collateral+0.75Snow 16 - Dead+C0llatera1+0 JSSnow 17 - Dead+Collateral+0.75Snow+0.75Snow Drift 18 - Dead+Collateral+0.75Snow+0 JSSnow_Drift 19 - Dead+Collateral+0.75Snowo-0.75S1ide Snow 20 - Dead+Co11.atera1+0.75Snow+0JSSlide_Snow 21 - Dead+0.6Wind Left). 22 - Dead+0.6Wind_Rightl 23 - Dead+0.6Wind Left2 24 - Dead+0.6Wind Right2 25 - Dead�0.6Wind Longl Page 116 Of 126 Customer O 5 5 Contractors Job No 20-8367 Project Storage Shed _ Date 4/22/20 24 x 60 x 12 x 14 Checked By 26 - Dead-0.6Wind_Longl 27 - Dead+0.6Wind Long2 28 - Dead-0.6Wind Long2 299- DeadrCollateral+0.75Live+0.45Wind Leftl 30 - Dead+Collateral+0 J5Live+0.45Wind_Rightl 319- Dead+Collateral+0 J5Live+0.45Wind Left2 329- Dead+Collateral+0.75Live+0.45Wind Right2 33 - Dead+Collateral+0.75Live+0.45Wind_Longl 34 - Dead+Collateral+0.75Live-0.45Wind_Longl 35 - DeadtCollateral+0.75Live+0.45Wind Long2 36 - Dead+Collatera1+0.75Live-0.45Wind Long2 37 - Dead+Collateral+0.75Snow+0.45Wind_Leftl 38 - Dead+Collateral+0.75Snow+0.45Wind Le£tl+0.75Snow Drift 39 - Dead+Collateral+0.75Snow+0.45Wind Leftl+0 JSSlide_Snow 40 - Dead+Collatera1+0.75Snow+0.45Wind_Rightl 41 - Dead+Collateral+0.75Snow+0.45Wind Rightl+0.75Snow_Drift 42 - Dead+Collateral+0.75Snow+0.45Wind Rightl+0.75Slide_Snow 43 - Dead+Collateral+0.75Snow+0.45Wind Left2 44 - Dead+Collateral+0.75Snow+0.45Wind Left2+0.75Snow_Drift 45 - Dead+Collateral+0.75Snow+0.45Wind Left2+0.75Slide_Snow 46 - Dead+Collateral+0.75Snow+0.45Wind_Right2 47 - Dead+Collateral+0.75Snow+0.45Wind Right2+0.75Snow_Drift 48 - Dead+Collateral+0.75Snow+0.45Wind Right2+OJ5S1ide_Snow 49 - Dead+Collateral+0.75Snow+0.45Wind_Longl 50 - Dead+Collateral+0.75Snow-0.45Wind_Longl 51 - Dead+Collateral+0.75Snow+0.45Wind Longl+0.75Snow Drift 52 - Dead+Collateral+0.75Snow-0.45Wind_Longl+0.75Snow_Drift 53 - Dead+Collaterali0.75Snow+0.45Wind Longl+0.75Slide_Snow 54 - Dead+Collateral+0.75Snow-0.45Wind Longl+0.75Slide_Snow 55 - Dead+Collateral+0 .75Snow+0.45Wind Long2 56 - Dead+Collateral.+0 .75Snow-0.45Wind Long2 57 - Dead+Collateral+0,75Snow+0.45Wind Long2+0.75Snow Drift 58 - Dead+Collateral+0.75Snow-0.45Wind Long2�0.75Snow_Drift 59 - Dead+Collateral+0.75Snow+0.45Wind_Long2+0.75S1ide_Snow 60 - Dead+Collateral+O.75Snow-0.45Wind Long2+OJ5S1ide_Snow 614- 0.6Dead+0.6Wind Leftl 62 - 0.6Dead+0.6Wind_Rightl 63#- 0.6Dead+0.6Wind Left2 64 - 0.6Dead+0.6wind Right2 65 - 0.6Dead+0.6wind Longl 66 - 0.6Dead-0.6Wind_Longl 67 - 0.6Dead+0.6Wind Long2 68 - 0.6Dead-0.6Wind Long2 69 - 1.08Dead+1..OSCol.lateral+0.7Seismic_L 70 - 1.OBDead+1.08Collateral+0.7Seismic_R 71 - 1.08Dead+1.OBCollateral+0.7Seismic_Long 72 - 1.OBDead+1.OBCollateral-0.7Seismic Long 73 - 1.06Dead+1.06Collateral+0.75Live+0.53Seismic L 74 - 1.06Dead+1.06Collatera1+0.75Live+0.53Seismic R 75 - 1.06Dead+1.06Collatera1+0.535eismic L 76 - 1..06Dead+1.06Collateral+0.53Seismic_R 77 - 1.06Dead+1.06Collateral+0.75Live+0.53Seismic Long 78 - 1.06Dead+1.06Collateral+0.75Live-0.53Seismic_Long 79 - 1.06Dead+1.06Co11.aterai+0.53Seismic Long Page 117 Of 126 367 Ceroject StoxageoSheticto rs - Dat No 4/28/2020 Location Springfield, OR 97401 Designed By KL Si..131319-- 24 x 60 x 12 x 14 Checked ey 80 - 1.06Dead+1.06Collateral-0.53Sei.smic_Long 81 - 0.52Dead+0.7Seismic_L 82 - 0.52Dead+0.7Seismic_R 83 - 0.52Dead+0.7Seismic_Long B9 - 0.52Dead-0 .7Seismic Long B5 - DeadiCollateral+Live 86 - Dead+Collateral+Live 87 - Dead+Collateral 89 - Dead+Collateral 89 - Dead+Collateral+Snow 90 - Dead+Collateral+Snow 91 - Dead+Collateral+Snow+Snow Drift 92 - Dead+CoJJateral+Snow+Snow Drift 93 - Dead+Collateral+Snow+Slide_Snow 94 - Dead+Collateral+Snow+Slide_Snow 95 - Dead 96 - Dead 97 - Dead+Col1atera1+0.75Live 98 - Dead+Collateral+0.75Live 99 - Dead+Collatera1+0.75Snow 100 - Dead+Col1ateral+0.75Snow 101 - Dead+Collateral+0.75Snow+0.75Snow Drift 102 - Dead+Collateral+0.75Snow+0.75Snow Drift 103 - Dead+Collateral+0.75Snow+0.75Slide_Snow 104 - Dead+Collateral+0.75Snow+0.75Slide_Snow 105 - Dead+0.42Wind Leftl 106 - Dead+0.42Wind_Rightl 107 - Dead+0.42Wind Left2 108 - Dead+0.42Wind Right2 109 - Dead+0.42Wind Lon91 110 - Dead-0.42Wind Longl 111 - Dead+0.42Wind_Long2 112 - Dead-0.42Wind Long2 113 - Dead+Col.l ateral+0 J5Live+0.31Wi.nd Left1 114 - Dead+Collateral+0.75Live+0.31Wind_Rightl 115 - Dead+Collatera1+0 J5Live+0.31Wind Left2 116 - Dead+Collateral+0 J5Live+0.31Wind Right2 117 - Dead+Collateral+0.75Live+0.31Wind_Longl 118 - Dead+Collateral+0.75Live-0.31Wind Long1 119 - DeadrCollateral+0 J5Live+0.31Wind Long2 120 - Dead+Collateral+0 J5Live-0.31Wind Long2 121 - Dead+Collateral+0.75Snow+0.31Wind_Leftl 122 - Dead+Collateral+0.75Snow+0.31Wind Leftl+0.75Snow Drift 123 - Dead+Collateral+0.75Snow+0.31Wind_Leftl+0.75Slide_Snow 124 - Dead+Co1latera1+0.75Snow+0.31.Wind_Rightl 125 - Dead+Collateral+0.75Snow+0.31Wind Ri.ght1+0.75Snow_Drift 126 - Dead+Collateral+0.75Snow+0.31Wind Right1+0.75Slide_Snow 127 - Dead+Collateral+0.75Snow+0.31Wind_Left2 128 - Dead�Collateral+0.75Snow+0.31Wind Left2+0.75Snow Drift 129 - Dead+Collateral+0.75Snow+0.31Wind Left210.75SIiJe_Snow 130 - Dead+Collatera1+0 .75Snow+0.31Wind_Right2 131 - Dead+Collateral+0.75Snow+0.31Wind Right2+0.75Snow Drift 132 - Dead+Collateral+0.75Snow+0.31Wind Righ L2+0.75Slide_Sncw 133 - Dead+Collateral+0.75Snow+0.31Wind Longl Page 118 Of 126 Custom t 0 4 5 Contractors Job No 20-0367 Project b Sge tora Shed Date 4/22/2020 3 K Location Springfield, OR 97401 Designed ey KL Size 24 x 60 x 12 x 14 Checked By 134 - Dead+Collateral+0.75Snow-0.31Wind_Longl 135 - Dead+Collateral+0.75Snow+0.31Wind Longl+0.75Snow Drift 136 - Dead+Collateral+0.75Snow-0.31Wind_Longl+0.75Snow_Drift 137 - Dead-Collateral+0.75Snow+0.31Wind Long1+0.75S1ide_Snow 138 - Dead+Collateral+0 .75Snow-0.31Wind Long1+0.75Slide_Snow 139 - Dead+Col.lateral+0.75Snow+0.31Wind I,ong2 140 - Dead+Collateral+0.75Snow-0.31Wind Long2 141 - Dead+Collateral+0.75Snow+0.31Wind Long2+0.75Snow Drift 142 - Dead+Collateral+0.75Snow-0.31WindLong2+0.75Snow_Drift 143 - Dead+Collateral+0.75Snow+0.31Wind Long2+O.75S1ide_Snow 144 - Dead+Collateral+0.75Snow-0.31Wind Long2+0.75Slide_Snow 145 - 0.6Dead+0.42Wind Left1 146 - 0.6Dead+0.42Wind_Rightl 147 - 0.6Dead+0.42Wind_Left2 148 - 0.6Dead+0.42Wind Right2 149 - 0.6Dead+0.42Wind Longl 150 - 0.6Dead-0.42Wind Loral 151 - 0.6Dead+0.42Wind Long2 152 - 0.6Dead-0.42Wind Long2 153 - 1.08Dead+1.OBCollatera1+0.7Seismic L 154 - 1.OBDead+1.OSCollateral+0.7Seismic R 155 - 1.08Dead+1.OBCollateral+0 .7Seismic_Long 156 - 7..OBDead+1.OBCollateral-0.7Seismic Long 157 - 1.06Dead+1.06Collatera1+0.75Live+0.53Seismic_I 158 - 1.06Dead+1.06Collateral+0.75Live+0.53Seismic R 159 - 1.06Dead+1.06Collateral+0.53Seismic L 160 - 1.06Dead+1.06Collateral+0.53Seismic R 161 - 1.06Dead+1.06Collatera1+0.75Live+0.53Seismic Long 162 - 1.06Deadil.06Collaterali-0.75Live-0.53Seismic Long 163 - 1.06Dead+1.06C ollateral+0.53Seismic Long 164 - 1.06Dead+1.06Collateral-0.53Seismic Long 165 - 0.52Dead+0.7Seismic_1 166 - 0.52Dead+0.7Seismic_R 167 - 0.52Dead+0.7Seismic Long 168 - 0.52Dead-0.7Seismic Long PLA'T'E LIMITS: ------------- -----Web---- ----Flange---- Web Area/ Seg Depth/Thick Width/(2xThi.ck) ---Flange--- Flange_Area Id Calc Limit Calc Limit Thick Min Calc Limit 1 57.3 260.0 8.8 0.225 0.200 2.6 10.0 2 57.3 260.0 8.8 0.225 0.200 2.6 10.0. 3 57.3 2.60.0 8.8 0.225 0.200 2.6 10.0 FRAME AREA: Frame Area= 44.81 Building Area= 312.00 Ratio= 0.14 WEIGHTS: Page 119 Of 126 Customer O s S Contractors sob No 20-8367 9/22/2020 Project Storage Shed Date 0 Location Springfield, OR 97401 Designed Dy KL Size 24 x 60 x 12 x 14 Checked By Member 1 2 3 Woight (lb) 156 285 182 Total Weight (1b) Frame = 623 Splice Plate = 62 ease Plate = 21 706 REACTIONS: ------------------------------ (Sidewa11 Columns) Load ---------- Left_Colu----------- ---------- Right_Column--------- id Fx(k ) Fy(k ) Fz(k ) M(f-k ) Fx(k ) Py(k ) Fz(k ) M(f.-k ) 1 2.19 10.70 0.00 0.00 -2.19 11.08 0.00 0.00 2 2.20 10.78 0.00 0.00 -2.20 11.01 0.00 0.00 3 0.35 1.85 0.00 0.00 -0.35 1.93 0.00 0.00 4 0.35 1.87 0.00 0.00 -0.35 1.92 0.00 0.00 5 2.19 10.70 0.00 0.00 -2.19 11.08 0.00 0.00 6 2.20 10.78 0.00 0.00 -2.20 11.01 0.00 0.00 '1 2.19 10.70 0.00 0.00 -2.19 11.08 0.00 0.00 8 2.20 1.0.78 0.00 0.00 -2.20 11.01 0.00 0.00 9 2.19 10.70 0.00 0.00 -2.19 11.08 0.00 0.00 10 2.20 10.78 0.00 0.00 -2.20 11.01 0.00 0.00 11 0.26 1.41 0.00 0.00 -0.26 1.47 0.00 0.00 12 0.26 1.42 0.00 0.00 -0.26 1.46 0.00 0.00 13 1.73 8.49 0.00 0.00 -1.73 8.79 0.00 0.00 14 1.14 8.55 0.00 0.00 -1.74 8.73 0.00 0,00 15 1.73 8.49 0.00 0.00 -1.73 8.79 0.00 0.00 16 1.74 B.55 0.00 0.00 -1.74 8.73 0.00 0.00 17 1.73 6.49 0.00 0.00 -1.73 8.79 0.00 0.00 18 1.74 8.55 0.00 0.00 -1.74 8.73 0.00 0.00 19 1.73 B.49 0.00 0.00 -1.73 8.79 0.00 0.00 20 1.74 8.55 0.00 0.00 -1.74 8.73 0.00 0.00 21 -1.85 -5.66 0.00 0.00 -2.80 -3.15 0.00 0.00 22 3.14 -1.49 0.00 0.00 1.54 -4.30 0.00 0.00 23 -4.33 -0.40 0.00 0.00 -0.33 1.97 0.00 0.00 24 1.35 3.85 0.00 0.00 3.37 0.73 0.00 0.00 25 0.98 -5.07 1.34 0.00 -1.35 -4.19 0.00 0.00 26 0.98 -4.17 0.00 0.00 -1.35 -4.1.9 0.00 0.00 27 1.78 -3.12 1.34 0.00 -1.29 -3.12 0.00 0.00 28 1.78 -2.22 0.00 0.00 -1.29 -3.12 0.00 0.00 29 0.15 3.16 0.00 0.00 -3.64 5.36 0.00 0.00 30 3.91 6.45 0.00 0.00 -0.40 4.32 0.00 0.00 31 -1.71 7.08 0.00 0.00 -1.78 9.21 0.00 0.00 32 2.57 10.43 0.00 0.00 0.97 8.13 0.00 0.00 33 2.28 3.67 1.01. 0.00 -2.55 4.50 0.00 0.00 Page 120 Of L26 Custosex 0 fi S Contractors Job No 20-8367 13MEPr30 ct Storage Shed Date 9/22/2020 tion Springfield, OR 97401 Designed By KL Size 24 x 60 x 12 x 14 Checked By 34 2.28 4.35 0.00 0.00 -2.56 4.50 0.00 0.00 35 2.88 5.16 1.01 0.00 -2.51 5.28 0.00 0.00 36 2.88 5.83 0.00 0.00 -2.51 5.28 0.00 0.00 37 0.15 3.16 0.00 0.00 -3.64 5.36 0.00 0.00 36 0.15 3.16 0.00 0.00 -3.64 5.36 0.00 0.00 39 0.15 3.16 0.00 0.00 -3.64 5.36 0.00 0.00 40 3.91 6.45 0.00 0.00 -0.40 4.32 0.00 0.00 41 3.91 6.45 0.00 0.00 -0.40 4.32 0.00 0.00 42 3.91 6.45 0.00 0.00 -0.40 4.32 0.00 0.00 43 -1.71 7.08 0.00 0.00 -1.78 9.21 0.00 0.00 44 -1..71 7.08 0.00 0.00 -1.78 9.21 0.00 0.00 45 -1.71 7.08 0.00 0.00 -1.7B 9.21 0.00 0.00 46 2.57 10.43 0.00 0.00 0.97 8.13 0.00 0.00 47 2.57 10.43 0.00 0.00 0.97 8.13 0.00 0.00 48 2.57 10.43 0.00 0.00 0.97 8.13 0.00 0.00 49 2.28 3.67 1.01 0.00 -2.55 4.50 0.00 0.00 50 2.28 4.35 0.00 0.00 -2.56 4.50 0.00 0.00 51 2.28 3.67 1.01 0.00 -2..55 4.50 0.00 0.00 52 2.28 4.35 0.00 0.00 -2.56 4.50 0.00 0.00 53 2.28 3.67 1.01 0.00 -2.55 4.50 0.00 0.00 54 2.28 4.35 0.00 0.00 -2.56 4.50 0.00 0.00 55 2.88 5.16 1.01 0.00 -2.51 5.28 0.00 0.00 56 2.88 5.B3 0.00 0.00 -2.51 5.28 0.00 0.00 57 2.88 5.16 1.01 0.00 -2.51 5.28 0.00 0.00 58 2.68 5.83 0.00 0.00 -2.51 5.28 0.00 0.00 59 2.8B 5.16 1.01 0.00 -2.51 5.28 0.00 0.00 60 2.88 5.83 0.00 0.00 -2.51 5.28 0.00 0.00 61 -1.95 -6.22 0.00 0.00 -2.69 -3.75 0.00 0.00 62 3.03 -2.07 0.00 0.00 1..64 -4.88 0.00 0.00 63 -4.43 -0.96 0.00 0.00 -0.23 1.37 0.00 0.00 64 1.25 3.27 0.00 0.00 3.47 0.15 0.00 0.00 65 0.88 -5.64 1.34 0.00 -1.25 -4.78 0.00 0.00 66 0.88 -4.74 0.00 0.00 -1.25 -4.78 0.00 0.00 67 1.66 -3.69 1.34 0.00 -I.1B -3.70 0.00 0.00 68 1.68 -2.79 0.00 0.00 -1.18 -3.70 0.00 0.00 69 -0.11 1.54 0.00 0.00 -0.75 2.54 0.00 0.00 70 0.87 2.4B 0.00 0.00 -0.01 1.61 0.00 0.00 71 0.02 1.12 1.58 0.00 -0.66 2.43 0.00 0.00 72 0.75 2.89 0.00 0.00 -0.10 1.72 0.00 0.00 73 1.39 8.26 0.00 0.00 -2.03 9.25 0.00 0.00 74 2.13 9.01 0.00 0.00 -1.48 8.50 0.00 0.00 75 0.01 1.62 0.00 0.00 -0.65 2.39 0.00 0.00 76 0.74 2.33 0.00 0.00 -0.09 1.68 0.00 0.00 77 1.48 7.95 1.20 0.00 -1.97 9.16 0.00 0.00 78 2.04 9.32 0.00 0.00 -1.55 8.59 0.00 0.00 79 0.10 1.30 1.20 0.00 -0.5B 2.31 0.00 0.00 80 0.65 2.64 0.00 0.00 -0.16 1.77 0.00 0.00 81 -0.35 0.27 0.00 0.00 -0.50 1.23 0.00 0.00 82 0.62 1.20 0.00 0.00 0.24 0.30 0.00 0.00 B3 -0.23 -0.15 1.58 0.00 -0.41 1.11 0.00 0.00 84 0.50 1.62 0.00 0.00 0.14 0.41 0.00 0.00 DEFLECTIONS : Page 121 Of 126 Customer 0 5 S Contractors aob No 20-8367 Project bill Date 4/22/2020 Storage Shed Locatio Springfield, OR 97401 Designed By KL Size 24 x 60 x 12 x 14 Checked By Lateral De£1 Load @ Top Of Col Vert Oe£1 Id Left Right @ Midspan 85 0.21 0.21 -0.71 86 0.17 0.17 -0.70 87 0.03 0.03 -0.11 88 0.02 0.02 -0.11 89 0.21 0.21 -0.71 90 0.17 0.17 -0.70 91 0.21 0.21 -0.71 92 0.17 0.17 -0.70 93 0.21 0.21 -0.71 94 0.17 0.17 -0.70 95 0.02 0.02 -0.08 96 0.02 0.02 -0.08 97 0.17 0.16 -0.56 98 0.13 0.13 -0.56 99 0.17 0.16 -0.56 100 0.13 0.13 -0.56 101 0.17 0.16 -0.56 102 0.13 0.13 -0.56 103 0.17 0.16 -0.56 104 0.13 0.13 -0.56 105 0.51 0.52 0.13 7.06 -0.73 -0.72 0.12 107 0.65 0.64 -0.04 108 -0.64 -0.64 -0.06 109 -0.02 -0.01 0.14 110 -0.02 -0.01 0.14 111 -0.20 -0.19 0.08 112 -0.20 -0.19 0.08 113 0.54 0.54 -0.40 7.14 -0.46 -0.46 -0.40 7.7.5 0.65 0.65 -0.53 116 -0.3B -0.39 -0.54 117 0.11 0.7.1 -0.39 11B 0.11 0.7.7. -0.39 119 -0.03 -0.03 -0.44 120 -0.03 -0.03 -0.44 121 0.54 0.54 -0.40 122 0.54 0.54 -0.40 123 0.54 0.54 -0.40 124 -0.46 -0.46 -0.40 125 -0.46 -0.46 -0.40 126 -0.46 -0.46 -0.40 127 0.65 0.65 -0.53 128 0.65 0.65 -0.53 129 0.65 0.65 -0.53 130 -0.38 -0.39 -0.54 7.31 -0.38 -0.39 -0.54 132 -0.38 -0.39 -0.54 Page 122 Of 126 Cu Project Contractors O d S Contractors Storage Shed Sob No 20-8367 Date 4/22/2020 Location Springfield, OR 97401 Designed By F KL Size 24 x 60 x 12 x 14 Checked By 133 0.1.1 0.11 -0.39 134 0.11 0.11 -0.39 135 0.11 0.11 -0.39 136 0.11 0.11 -0.39 137 0.11 0.11 -0.39 13B 0.11 0.11 -0.39 139 -0.03 -0.03 -0.44 140 -0.03 -0.03 -0.44 141. -0.03 -0.03 -0.44 142 -0.03 -0.03 -0.44 143 -0.03 -0.03 -0.44 144 -0.03 -0.03 -0.44 145 0.50 0.51 0.16 146 -0.73 -0.73 0.15 1.47 0.64 0.63 -0.01 148 -0.64 -0.65 -0.02 149 -0.03 -0.02 0.17 150 -0.03 -0.02 0.17 151 -0.20 -0.20 0.11 152 -0.20 -0.20 0.1.1. 153 0.31 0.31 -0.13 154 -0.25 -0.25 -0.11 155 0.24 0.24 -0.13 156 -0.18 -0.16 -0.11 157 0.38 0.36 -0.57 158 -0.08 -0.08 -0.55 159 0.24 0.24 -0.13 160 -0.1B -0.18 -0.11 161 0.32 0.32 -0.57 162 -0.02 -0.03 -0.56 163 0.19 0.19 -0.13 164 -0.13 -0.13 -0.11 165 0.29 0.29 -0.05 166 -0.27 -0.27 -0.03 167 0.22 0.22 -0.05 168 -0.20 -0.20 -0.04 DEFLECTIONS RATIO: ------------------------------ Lateral Deft Load @ Top Of Col Vert De£1 Id Left Right @ MidspaD 85 625 746 407 86 791 950 408 87 4166 4978 2537 B8 5506 6631 2545 89 625 746 407 90 791. 950 408 91 625 746 407 92 791 950 408 93 625 746 407 Page 123 Of 126 Customer O a S Contractors JNo 20-8367 �ob Oafe 4/22/2020 13Locatio Project Storage Shed p Sprin gfiel.d, OR 97401 Designed By KL x 60 x 12 x 14 Size24 Checked By 94 791 950 408 95 5643 6743 3438 96 7534 9075 3448 97 806 963 516 98 1028 1235 517 99 806 963 516 100 1028 1235 517 101 806 963 516 102 1028 1235 517 103 806 963 516 104 1028 1235 517 105 263 304 2281 106 184 216 2396 107 207 243 7337 108 211 245 4991 109 6866 11340 2072 110 6799 11162 2075 111 685 B22 3740 112 684 820 3748 113 247 289 718 114 293 341 715 115 205 242 548 116 355 407 537 1.17 1197 1384 736 118 1197 1384 73B 119 4573 5463 660 1.20 4547 5427 660 121 247 289 718 122 247 289 718 123 247 289 718 124 293 341 715 125 293 341 715 126 293 341 715 127 205 242 548 128 205 242 548 129 205 242 548 130 355 407 537 131 355 407 537 132 355 407 537 133 1197 1384 738 134 1197 1384 738 135 1197 1384 738 136 1197 1384 738 . 137 1197 1384 738 13B 11.97 1384 738 139 4573 5463 660 7.40 4547 5427 660 141 4573 5463 660 142 4547 5427 660 143 4573 5463 660 144 4547 5427 660 145 26B 310 1802 146 1B3 215 1876 14'1 211 247 50788 Page 124 Of 126 Customer) 0 6 S contractors Storage Shed Job No 20-8367 b me Project Data 4/22/2020 P Designed By KL Location ffia, Springfield, OR 97401 Size 29 x 60 x 12 x 19 Checked By 148 209 243 11824 149 4892 7293 1670 150 4856 7215 1672 151 661 794 2608 152 660 792 2612 153 430 503 2151 154 534 622 2596 155 552 647 2197 156 735 854 2526 157 355 418 502 158 1739 1936 519 159 552 646 2236 160 733 852 2584 161 416 492 504 162 6251 6204 516 163 704 B25 2273 164 1023 1187 2531 165 464 542 5252 166 501 5B4 8959 167 60B 711 5533 168 671 782 8182 MAX DEFLECTION: -------------- Load Deflect Span/Deflect Type Id (in) Calc Limit Live Vertical -0.59 487. 180. Horizontal Drift 146 -0.73 184. 60. Horizontal Total 146 -0.73 184. 60. Horizontal Spring Constant= 3.08 Win P-DELTA:(Direct Analysis) -------------- CONVERGENCE CHECK: Max Deflect Column Ratio Left 0.0498 Right 0.0497 MAXIMUM DRIFT CHECK: Max_Dri£t(in) Second/ Load First Second First Id Order Order Ratio 1 0.17 0.21 1.24 12071R1 Frame 1 - Rigid Frame ----------------------- Clearances 4/22/20 10:51am Page 125 Of 1.26 O 6 5 Contractors Job No 20-0367 Date Project Storage Shed 9/22/2020 pbwCustomer Location Springfield, OR 97401 Designed Ey KL 29 x 60 x 12 x 19 Checked By Size VERTICAL CLEARANCE: -------------- Location Span X Coord Y Coord ________________________ Left _______ -------- 123.67 19.91 -------- 123.67 Right 199.35 268.09 144.35 Midspan HORIZONTAL CLEARANCE: --------------------- Location Span X_CoordL X_CoordR ------------------------ Left - Right _______ ________ 248.10 19.91 268.09 --------------------------------------------------------- 12071RI Frame 1 - Weight Summary ----------------------- 4/22/20 10:51.. -------------------------------------------------------------------------------- Total Weight (lb) Frame = 623 Splice Plate = 62 Base Plate = 21 706 12071R1 Frame 1 - Warning Summary ----------------------- 4/22/20 10:51.. --------------- .. No Warnings Page 126 Of 126 Customer 1 0 6 5 Contractors I Job No 120-8367 Location Springfield, OR 97901 Designed By KL Ina Ld Sive 29 x 60 x 12 x 19 Checked By ----_--:_.-:-.-: -.... ----- --------------------------------------- 20-8367 ._--------------------------20-0367 Design Warning Summary 9/22/20 10:51am LEFT ENDWALT. ------------ No Warnings! RIGHT ENDWALL ------------- No Warnings! FRONT SIDEWALL No Warnings! BACK SIDEWALL ------------- No Warnings! PNQEF�s Rooe QED 4 71891PE No Warnings RIGID FRAME ql No Warnin! gs PI Q na EXPIRATIDM DATE Ji 'La