Loading...
HomeMy WebLinkAboutBuilding Structural Calculations 2009-6-18 KEATING ENGINEEVIG LLC PROJECT BLUE HORIZON HOMES-PAUL RAKOCZY \.p e • 159 EAST SIXTEENT AVENUE ADDRESS SOREN MEADOWS (57T ST SPFLD) _ - __ _ EUGENE OREGON 97401 SCOPE LATERAL AND GRAVITY L DS FOR DATE 06-18-09 PHONE 541-242-0613 FAX 541-242-0614 SMALL HOUSE ON LOT 5 SORNE MEADOW, PROJECT NO 09-41 kealingeng @msn.com DESIGNER STEVE KEATING REVISED r ' kk— J v; Ts %oq: I ,` 1\ 21- •c.0 • t-1, ii _ j4,ir1FG�0rl WU71.00 �}a1(,�C . __ (1.;1 . ( a e1 S G1 \ ; � HL �-, !LOTC 4 TIP VtActi c ,HTS lU • � , ` �i' C `�� . 1mof • �f C, P8ROPF9 'Sr, . ' N 6. KEATING ENGINEE G LLC PROJECT BLUE HORIZON HOMES-PAUL RAKOCZY !1 ' 159 EAST SIXTEENT AVENUE ADDRESS SOREN MEADOWS. (57 ST SPFLD) _ EUGENE: OREGON 97401 SCOPE LATERAL AND GRAVITY L ADS FOR DATE 06-18-09 PHONE 541-242-0613 FAX 541-242-0614 SMALL HOUSE ON LOT 5 SORNE MEADOW. PROJECT NO 09-41 email: keatingeng @msacom DESIGNER STEVE KEATING - REVISED _ L'. ( it i t- .a L-1:-. k... { iv. I • • , • 1 1. 1' — . I II(7(r'1 ui0/ S'140Ll� _EF9 41PC; 1 .� l `1 / pspce4FNi • i { / d :. i ! • Cu' cr ', -S3 - 3 Q ,(. /, f i .: ylr-1 0i1 ' PI-I172._)47-li A ft ;I • I . 11 if Ji ho�a Iy 2P _ .. . GE______÷...... le . l• , . tail; _ OFFSS/o _ 9 t- : Pc. r y ... �� �, _ ♦ , Ai �� v./�,� .' ` '- .. EXPIRES 8-3 J 1 KEATING ENGINEE G US PROJECT BLUE HORIZON HOMES-PAUL RAKOCZY I 571 159 EAST SIXTEENT AVENUE ADDRESS SOREN MEADOWS (57 ST SPFLD) EUGENE OREGON 97401 SCOPE LATERAL AND GRAVITY L ADS FOR DATE 06-18-09 - - -- -- PHONE 541-242-0613 FAX 541-242-0614 SMALL HOUSE ON LOT 5 SORNE MEADOW, PROJECT NO 09-41 -__..-_-... email: keatingeng @msn.coom DESIGNER STEVE KEATING REVISED • T- _---------- • i • I 1. I.1 ( ` ,-7trt�o� ► X5 5 C� l(� � OLC, ••• y4$lo On e P49-SE - ,):01,--111? : - W - B f4c7 +-i o&I;Oi-i iQn_ a w -rc. ?fie. ' : .. � I -Ft ': 1 . w Y 1'n a- v;tti 4 - c -"( at, Sl4, JO 6 Pi, 1 - u , i'Rope it q _ W y • L��� //p_�pp1jo ON - - - ... � a.15 Wa .0"' r l � l ll C,r in ILs Jaye • by W,.,yaaai„se, 11 718" TJI® 210 @ 16" o/c TJ-Beam®6.30 Serial Number: • User 6/22/2009/:14119 PM THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN -Page, .Engine Version:6.30.14 • CONTROLS FOR THE APPLICATION AND LOADS.LISTED I 6 16' • A Product Diagram is Conceptual. LOADS: Analysis is for a Joist Member. Primary Load Group-Residential-Living Areas(psf):40.0 Live at 100%duration, 12.0 Dead SUPPORTS: . Other Input Bearing Vertical Reactions Ply Depth Nailing Detail Width Length (Ibs) • LivelDeadlU p liftlTotal 1 Timberstrand LSL 3.50" Hanger 429/129/0/558 1 11.88" N/A Top Mount None Beam 2 Stud wall 3.50" 3.50" 424/127/0/552 N/A N/A N/A End,TJI Blocking 1 210 Ply 21Plly 11 718"TJI® HANGERS: Simpson Strong-Tie®Connectors Support Model Slope Skew Reverse Top Flange Top Flange Support Wood Flanges Offset Slope Species 1 Top Mount Hanger ITS2.06/11.88 0/12 0 N/A No 0 N/A • -Nailing for Support 1: Face:2-N10,Top 4-N10, Member: N/A DESIGN CONTROLS: Maximum Design Control Result Location Shear(Ibs) 537 537 1655 Passed(32%) Lt.end Span 1 under Floor loading Vertical Reaction(Ibs) 537 537 1435 Passed(37%) Bearing 2 under Floor loading Moment(Ft-Lbs) 2082 2082 3620 Passed (58%) MID Span 1 under Floor loading Live Load Defl(in) 0.244 0.500 Passed(1J761) MID Span 1 wider Floor loading Total Load Defl(in) 0.318 0.775 Passed(U585) MID Span 1 under Floor loading TJPro 36 30 Passed . Span 1 -Deflection Criteria:STANDARD(LL:0.500",TL:U240). -Deflection analysis is based on composite action with single layer of 19/32"Panels(20"Span Rating)NAILED wood decking. -Bracing(Lu):All compression edges(top and bottom)must be braced at 4'2"o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. . TJ-Pro RATING SYSTEM -The TJ-Pro Rating System value provides additional floor performance information and is based on a NAILED 19/32"Panels(20"Span Rating) decking. The controlling span is supported by beams. Additional considerations for this rating include:Ceiling-None. A structural analysis of the deck has not been performed by the program. Comparison Value: 1.39 PROJECT INFORMATION: OPERATOR INFORMATION: Stephen Keating Keating Engineering LLC 159 E 16TH Avenue Eugene,OR 97401 keatingeng @msn.com Copyright C 2007 by iLevel®, Federal Way, WA. TJI®,TJ-Beam® and Timberstrand® are registered trademarks of iLevel®. e-I Joist",Pro" and TJ-Pro" are trademarks of iLevel®. Simpson Strong-Tie® Connectors is a registered trademark of Simpson Strong-Tie Company, Inc. 4 KEATING •INEERING LLC - 159E 16TH AVE - EUGEO- OR - 97401 BeamChek v2007 licensed to: Stephen G. Keating PE SE Reg# 7992-66665 • - RIKCOZY- SOREN NEADOWS LOT 5 1ST FLOOR HEADERS H101 Prepared by: SK Date: 6/22/09 Selection I 1-314x 11-718 1.5E TJ TimberStrand LSL Lu=0.0 Ft . Conditions NDS 2005 Min Bearing Area R1=2.5 in2 R2=2.5 in2 (1.5) DL Defl= <0.01 in. - Data Beam Span 4.0 ft Reaction 1 LL 450# Reaction 2 LL 450# Beam Wt per ft 5.48# Reaction 1 TL 891 # Reaction 2 TL 891 # Bm Wt Included 22# Maximum V 891 # , Max Moment 891 '# Max V(Reduced) 450# TL Max Defl L/240 TL Actual Defl L/>1000 LL Max Defl L/360 LL Actual Defl L/>1000 ' Attributes Section (in') Shear(in2) TL Defl (in) LL Defl Actual 41.13 20.78 0.01 <0.01 Critical 4.13 1.47 0.20 0.13 Status OK OK OK OK o Ratio 10% 7% 4% 3% Fb (psi) Fv(psi) E(psi x mil) Fc I (psi) Values Reference Values 2250 400 1.5 350 . Adjusted Values 2590 460 1.5 350 Adjustments CF Size Factor 1.001 Cd Duration 1.15 1.15 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb=0.00 Le=0.00 Ft Loads Uniform LL:225 Uniform TL: 360 =A Par Unif TL Start End H = 80 0 4.0 • I H • I I Uniform Load A R11�891 R91 SPAN =4 FT Uniform and partial uniform loads are lbs per lineal ft. 1‘.1 • KEATING•INEERING LLC - 159 E 16TH AVE - EUG. - OR - 97401 BeamChek v2007 licensed to: Stephen G. Keating PE SE Reg#7992-66665 . - RIKCOZY-SOREN NEADOWS LOT 5 1ST FLOOR HEADERS - H102 Prepared by: SK Date: 6/22/09 Selection 4x 8 DF-L#2 Lu = 0.0 Ft Conditions NDS 2005 Min Bearing Area R1= 2.1 in' R2=2.1 in' (1.5) DL Defl= <0.01 in. Data Beam Span 3.5 ft Reaction 1 LL 1050# Reaction 2 LL 1050# Beam Wt per ft 6.17# Reaction 1 TL 1323# Reaction 2 TL 1323# Bm Wt Included 22# Maximum V 1323# Max Moment 1158'# Max V(Reduced) 866# TL Max Defl L/240 TL Actual Defl L/>1000 • LL Max Defl L/360 LL Actual Defl L/>1000 Attributes Section (in') Shear(in') TL Defl (in) LL Defl Actual 30.66 25.38 0.02 0.01 Critical 11.88 7.22 0.18 0.12 Status OK OK OK OK Ratio 39% 28% 9% 10% Fb (psi) Fv(psi) E (psi x mil) Fc I (psi) Values Reference Values 900 180 1.6 625 , Adjusted Values 1170 180 1.6 625 Adjustments CF Size Factor 1.300 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb=0.00 Le=0.00 Ft Loads Uniform LL:600 Uniform TL: 750 =A • L Uniform Load A • R1 323 R2 ==1323 SPAN =3.5 FT Uniform and partial uniform loads are lbs per lineal ft. t (-P KEATING SINEERING LLC - 159 E 16TH AVE - EUG• - OR - 97401 BeamChek v2007 licensed to: Stephen G. Keating PE SE Reg#7992-66665 RIKCOZY-SOREN NEADOWS LOT 5 1ST FLOOR HEADERS H103 Prepared by: SK Date:6/22/09 Selection 4x 10 DF-L#2 Lu=0.0 Ft Conditions NDS 2005 Min Bearing Area R1= 3.9 in' R2=3.9 in' (1.5) DL Defl= 0.05 in • Data Beam Span 6.5 ft Reaction 1 LL 1463# Reaction 2 LL 1463# Beam Wt per ft 7.87# Reaction 1 TL 2431 # Reaction 2 TL 2431 # Bm Wt Included 51 # Maximum V 2431 # Max Moment 39501# Max V(Reduced) 1854# TL Max Defl L/240 TL Actual Defl L/800 . LL Max Defl L/360 LL Actual Defl L/>1000 Attributes Section (in') Shear(in') TL Defl (in) LL Defl Actual 49.91 32.38 0.10 0.05 Critical 38.16 13.44 0.33 0.22 Status OK OK OK OK Ratio 76% . 41% 30% 23% Fb (psi) Fv(psi) E(psi x mil) Fc l (psi) Values Reference Values 900 180 1.6 625 Adjusted Values 1242 207 1.6 625 Adiustments CF Size Factor 1.200 . Cd Duration 1.15 1.15 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb =0.00 Le=0.00 Ft Loads Uniform LL:450 Uniform TL: 720 =A Par Unif TL Start End H =20 0 6.5 . H • Uniform Load A • R1 =2431 R2 431 SPAN =6.5 FT Uniform and partial uniform loads are lbs per lineal ft. . LT - ' KEATING•INEERING LLC - 159 E 16TH AVE - EUG• - OR - 97401 BeamChek v2007 licensed to: Stephen G. Keating PE SE Reg# 7992-66665 - RIKCOZY-SOREN NEADOWS LOT 5 1ST FLOOR HEADERS H104 Prepared by: SK Date:6/22/09' Selection 14x 10 DF-L#2 Lu = 0.0 Ft Conditions NDS 2005 Min Bearing Area R1=3.9 in2 R2=3.9 in2 (1.5) DL Defl= 0.05 in Data Beam Span 6.5 ft Reaction 1 LL 1463# Reaction 2 LL 1463# Beam Wt per ft 7.87# Reaction 1 TL 2431 # Reaction 2 TL 2431 # Bm Wt Included 51 # Maximum V 2431 # Max Moment 3950'# Max V(Reduced) 1854# TL Max Defl L/240 TL Actual Defl L/800 LL Max Defl L/360 LL Actual Defl L/>1000 Attributes Section(in') Shear(in') TL Defl (in) LL Defl Actual 49.91 32.38 0.10 0.05 Critical 38.16 13.44 0.33 0.22 Status OK OK OK OK Ratio 76% 41% 30% 23% Fb(psi) Fv(psi) E(psi x mil) Fc I (psi) Values Reference Values 900 180 1.6 625 Adjusted Values 1242 207 1.6 625 Adjustments CF Size Factor 1.200 , Cd Duration 1.15 • 1.15 • Cr Repetitive 1.00 • Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb=0.00 Le=0.00 Ft Loads Uniform LL:450 Uniform TL: 720 =A Par Unif TL . Start End H =20 0 6.5 H Uniform Load A R1 =2431 R2=2431 SPAN =6.5 FT Uniform and partial uniform loads are lbs per lineal ft. • • rt ' KEATINGSINEERING LLC - 159 E 16TH AVE - EUG• - OR - 97401 BeamChek v2007 licensed to: Stephen G. Keating PE SE Reg# 7992-66665 RIKCOZY-SOREN NEADOWS LOT 5 1ST FLOOR HEADERS - H105 Prepared by: SK Date: 6/22/09 Selection 14x 10 DF-L#2 Lu =0.0 Ft Conditions NDS 2005 Min Bearing Area R1=2.4 in' R2=2.4 in' (1.5) DL Defl= 0.03 in Data Beam Span 6.5 ft Reaction 1 LL 910# Reaction 2 LL 910# Beam Wt per ft 7.87# Reaction 1 TL 1488# Reaction 2 TL 1488# Bm Wt Included 51 # Maximum V 1488# Max Moment 2418'# Max V(Reduced) 1135# TL Max Defl L/240 TL Actual Defl L/>1000 LL Max Defl L/360 LL Actual Defl L/>1000 Attributes Section (in') Shear(in') TL Defl (in) LL Defl Actual 49.91 32.38 0,06 0.03 Critical 26.87 . 9.46 0.33 0.22 Status OK OK OK OK Ratio 54% 29% 19% 14% Fb(psi) Fv(psi) E(psi x mil) Fc I (psi) Values Reference Values 900 180 1.6 625 • Adjusted Values 1080 180 1.6 625 Adjustments CF Size Factor 1.200 . Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb=0.00 Le=0.00 Ft Loads Uniform LL: 280 Uniform TL: 350 =A Par Unif TL Start End H= 100 0 6.5 • H Uniform Load A R1 = 1488 R2==1488 SPAN =6.5 FT Uniform and partial uniform loads are lbs per lineal ft. '9 KEATING•INEERING LLC - 159 E 16TH AVE - EUG• - OR - 97401 BeamChek v2007 licensed to: Stephen G. Keating PE SE Reg# 7992-66665 - - • RIKCOZY- SOREN NEADOWS LOT 5 1ST FLOOR HEADERS . H106 Prepared by: SK Date:6/22/09 Selection 4x 8 DF-L#2 Lu =0.0 Ft Conditions NDS 2005 Min Bearing Area R1= 1.6 in2 R2= 1.6 in2 (1.5) DL Defl= 0.01 in Data Beam Span 4.5 ft Reaction 1 LL 630# Reaction 2 LL 630# Beam Wt per ft 6.17# Reaction 1 TL 1026# Reaction 2 TL 1026# Bm Wt Included 28# Maximum V 1026# Max Moment 1155'# Max V(Reduced) 751 # TL Max Defl L/240 TL Actual Defl L/>1000 • LL Max Defl L/360 LL Actual Defl L/>1000 Attributes Section (in3) Shear(in2) TL Defl (in) LL Defl Actual 30.66 25.38 0.03 0.01 . Critical 11.84 6.26 0.23 0.15 Status OK OK OK OK Ratio 39% 25% 13% 10% • Fb(psi) Fv.(psi) E(psi x mil) Fcl(psi) Values Reference Values 900 180 1.6 625 . Adjusted Values 1170 180 1.6 625 Adjustments CF Size Factor 1.300 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb=0.00 Le=0.00 Ft Loads Uniform LL: 280 Uniform TL: 350 =A • Par Unif TL Start End H = 100 0 4.5 • H Uniform Load A R1 026 R2 026 • SPAN =4.5 FT Uniform and partial uniform loads are lbs per lineal ft. z0 • KEATING •INEERING LLC - 159 E 16TH AVE - EUGS- OR - 97401 . BeamChek v2007 licensed to:Stephen G. Keating PE SE Reg#7992-66665 RIKCOZY- SOREN NEADOWS LOT 5 1ST FLOOR HEADERS . H107 Prepared by: SK Date: 6/22/09 Selection 4x 6 DF-L#2 Lu =0.0 Ft Conditions NDS 2005 Min Bearing Area R1=0.7 in' R2=0.7 in' (1.5) DL Defl= <0.01 in. Data Beam Span 3.5 ft Reaction 1 LL 263# Reaction 2 LL 263# Beam Wt per ft 4.68# Reaction 1 TL 428# Reaction 2 TL 428# Bm Wt Included 16# Maximum V 428# Max Moment 3751# Max V(Reduced) 316# TL Max Defl L/240 TL Actual Defl L/>1000 LL Max Defl L/360 LL Actual Defl L/>1000 Attributes Section(in') Shear(in') TL Defl (in) LL Defl Actual 17.65 19.25 0.01 <0.01 Critical 3.84 2.63 0.18 0.12 Status OK OK OK OK Ratio 22% 14% 7% 6% Fb(psi) Fv (psi) E(psi x mil) Fc I (psi) Values Reference Values 900 180 1.6 625 Adjusted Values 1170 180 1.6 625 Adjustments CF Size Factor 1.300 • Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1,00 1.00 1.00 CI Stability 1.0000 Rb= 0.00 Le=0.00 Ft Loads Uniform LL: 150 Uniform TL: 240 =A Uniform Load A R28 R2=428 SPAN =3.5FT • Uniform and partial uniform loads are lbs per lineal ft. zI KEATING •INEERING LLC - 159 E 16TH AVE - EUGE•- OR - 97401 BeamChek v2007 licensed to: Stephen G. Keating PE SE Reg#7992-66665 RIKCOZY-SOREN NEADOWS LOT 5 2ND FLOOR HEADER - H201 (TYPICAL) Prepared by: SK Date: 6/22/09 • Selection 4x 6 DF-L#2 Lu =0.0 Ft Conditions NDS 2005 Min Bearing Area R1=0.9 in' R2=0.9 in2 (1.5) DL Defl= 0.05 in Data Beam Span 6.5 ft Reaction 1 LL 325# Reaction 2 LL 325# • Beam Wt per ft 4.68# Reaction 1 TL 535# Reaction 2 TL 535# Bm Wt Included 30# Maximum V 535# Max Moment 870'# Max V(Reduced) 460# TL Max Defl L/240 TL Actual Defl L/767 LL Max Defl L/360 LL Actual Defl L/>1000 Attributes Section(in') Shear(in') TL Defl (in) LL Defl Actual 17.65 19.25 0.10 0.05 Critical 7.76 3.33 0.33 0.22 Status OK OK OK OK Ratio 44% 17% 31% 24% Fb (psi) Fv(psi) E (psi x mil) Fc I (psi) Values Reference Values 900 180 1.6 625 Adjusted Values 1346 207 1.6 625 Adjustments CF Size Factor 1.300 Cd Duration 1.15 j 1.15 • Cr Repetitive 1.00 Ch Shear Stress N/A . Cm Wet Use 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb=0.00 Le=0.00 Ft Loads Uniform LL: 100 Uniform TL: 160 =A . • • Uniform Load A R35 R35 SPAN =6.5 FT Uniform and partial uniform loads are lbs per lineal ft. • • • • • zz • KEATING•INEERING LLC - 159 E 16TH AVE - EUG• - OR - 97401 • BeamChek v2007 licensed to: Stephen G. Keating PE SE Reg#7992-66665 • - . RIKCOZY-SOREN NEADOWS LOT 5 1ST FLOOR HEADERS 8201 . . Prepared by: SK • Date: 6/22/09 Selection 5-1/8x 12 GLB 24F-V4 DF/DF Lu =0.0 Ft Conditions NDS 2005 Min Bearing Area R1=6.1 in2 R2=5.8 in2 (1.5) DL Defl= 0.27 in Recom Camber=0.40 in _ Data Beam Span 15.0 ft Reaction 1 LL 2250# Reaction 2 LL 2250# Beam Wt per ft 14.94# Reaction 1 TL 3989# Reaction 2 TL 3755# Bm Wt Included 224# Maximum V 3989# Max Moment 142421# Max V(Reduced) 3414# TL Max Defl L/240 TL Actual Defl L/342 LL Max Defl L/360 LL Actual Defl L/701 Attributes Section (in2) Shear(in2) TL Dell (in) LL Defl Actual 123.00 61.50 0.53 . 0.26 Critical 61.92 18.56 0.75 0.50 Status OK OK OK OK Ratio 50% 30% 70% 51% Fb(psi) Fv(psi) E (psi x mil) Fcl(psi) Values Reference Values 2400 240 1.8 650 Adjusted Values 2760 276 1.8 650 Adjustments Cv Volume 1.000 Cd Duration 1.15 1.15 . Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb=0.00 Le=0.00 Ft Loads Uniform LL:300 Uniform TL: 480 =A • Par Unif TL Start End H = 80 0 4.0 Uniform Load A • R1 989 R2==3755 SPAN= 15 FT Uniform and partial uniform loads are lbs per lineal ft. 7. 3 KEATING•INEERING LLC - 159 E 16TH AVE - EUGp - OR - 97401 BeamChek v2007 licensed to:Stephen G. Keating PE SE Reg#7992-66665 RIKCOZY-SOREN NEADOWS LOT 5 1ST FLOOR HEADERS 8201. Prepared by: SK Date: 6/22/09 Selection 6-314x 12 GLB 24F-V4 DFIDF Lu=0.0 Ft - Conditions NDS 2005 Min Bearing Area R1=8.6 in' R2=8.6 in' (1.5) DL Defl= 0.42 in Recom Camber=0.63 in Data Beam Span 16.0 ft Reaction 1 LL 3000# Reaction 2 LL 3000# Beam Wt per ft 19.68# Reaction 1 TL 5597# Reaction 2 TL 5597 It Bm Wt Included 315# Maximum V 5597# Max Moment 22390'# Max V(Reduced) 4898# TL Max Defl L/240 TL Actual Defl, L/259 LL Max Defl L/360 LL Actual Defl L/599 Attributes Section (in') Shear(hi TL Defl(in) LL Defl Actual 162.00 81.00 0.74 0.32 Critical 97.38 26.62 0.80 0.53 Status OK OK OK OK Ratio 60% 33% 93% 60% Fb(psi) Fv(psi) E(psi x mil) Fc I (psi) Values Reference Values 2400 • 240 1.8 650 Adjusted Values 2759 276 1.8 650 Adjustments Cv Volume 1.000 Cd Duration 1.15 1.15 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb=0.00 Le=0.00 Ft Loads Uniform LL:275 Uniform TL: 440 =A Par Unif LL Par Unif TL Start End H =80 0 16.0 100 I = 160 0 16.0 . I H Uniform Load A R1 597 R2==5597 SPAN = 16 FT Uniform and partial uniform loads are Ibs per lineal ft. • KEATING•INEERING LLC - 159 E 16TH AVE - EUG• - OR - 97401 BeamChek v2007 licensed to:Stephen G. Keating PE SE Reg# 7992-66665 RIKCOZY- SOREN NEADOWS LOT 5 1ST FLOOR HEADERS B20% Prepared by: SK Date: 6/22/09 Selection 15-1/8x 16-1/2 GLB 24F-V4 DF/DF Lu = 8.0 Ft I Conditions NDS 2005 Min Bearing Area R1=7.6 in'R2= 10.1 in' (1.5) DL Defl= 0.53 in Recom Camber=0.80 in Data Beam Span 20.33 ft Reaction 1 LL 2783# Reaction 2 LL 3940# Beam Wt per ft 20.55# Reaction 1 TL 4944# Reaction 2 TL 6554# Bm Wt Included 418# Maximum V 6554# Max Moment 43227'# Max V(Reduced) 6011 # TL Max Defl L/240 TL Actual Defl L/239 • LL Max Defl L/360 LL Actual Defl - L/500 Attributes Section (in') Shear(in') TL Defl (in) LL Defl Actual 232.55 84.56 1.02 • 0.49 Critical 193.40 32.67 1.02 0.68 Status OK OK Fails OK Ratio 83% 39% 100% 72% Fb(psi) Fv(psi) E (psi x mil) Fc I (psi) Values Reference Values 2400 240 1.8 650 Adjusted Values 2682 - 276 1.8 650 Adiustments Cv Volume 0.972 . Cd Duration 1.15 1.15 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 CI Stability 0.9796 Rb= 11.15 Le= 16.48 Ft Loads Uniform LL: 10 Uniform TL: 10 =A Point LL Point TL Distance Par Unif LL Par Unif TL • Start End 3000 B=5597 9-0 320 H =400 9.0 20.0 I=80 9.0 20.0 I H Uniform Load A Pt loads: I B R1 944 R2 554 SPAN =20.33 FT Uniform and partial uniform loads are lbs per lineal ft. • • • • KEATING ENGINEERING LLC - 159 E 16TH AVE - EUGENE - OR - 97401 Project RIKOCZY Date 6/22/09 Description GLU-LAM BEAM NOTCH AT EDGE Location GARAGE SHEARCHEKTM FOR NOTCHED WOOD MEMBERS BeamChekTM Software BeamChek v2007 licensed to:Stephen G. Keating PE SE Reg#7992-66665 Member Attributes V I. e-►}�t 5.125 x 16.5 GLB 24F-v4 DFIDF +I Net Size Glu-Lam, Rectangular 12 NDS Edition = 2005 d dn I Grp Load V in lbs. = 4944 I rd Fv Reference Value in psi = 240 \ Wet Use Factor Cm = 1.0 • Shear Factor Ch= n/a Duration of load Cd = 1.0 • Tapered Notch • Report Area @ dn,Ni = 36.39 sq. in. Minimum Span = 7.05 ft Rafter Depth rd = 5 in. Tapered Angle= 18.43 degrees Wall Thickness t= 5.5 in. • Rafter Pitch rp= 4 :12 pitch Adjusted Fv:value= 240.0 psi Notch Length e= 28.19 in. Critical Minimum fv= 5822 psi Depth Remaining at Notch dn = 7.10 in. Ratio fv/Fv'= 84.92 % Proposed Actual Notch Depth= 9.40 in. Notch Status OK Fv ratio less than 100% 1/3d =Minimum dn =5.51 in. • VC> - KEATING�INEERING LLC - 159 E 16TH AVE - EUG� - OR - 97401 - BeamChek v2007 licensed to: Stephen G. Keating PE SE Reg#7992-66665 RIKCOZY- SOREN NEADOWS LOT 5 1ST FLOOR HEADERS b204 Prepared by: SK Date: 6/22/09 Selection 1-314x 11.718 1.5E TJ TimberStrand LSL Lu =0.0 Ft • Conditions NDS 2005 Min Bearing Area R1=2.3 in' R2=2.3 in2 (1.5) DL Defl= 0.05 in Data Beam Span 8.0 ft Reaction 1 LL 300# Reaction 2 LL 300# Beam Wt per ft 5.48# Reaction 1 TL 822# Reaction 2 TL 822# Bm Wt Included 44# Maximum V 822# Max Moment 16441# Max V(Reduced) 619# , TL Max Defl L/240 TL Actual Defl L/>1000 • LL Max Defl L/360 LL Actual Defl L/>1000 Attributes Section (in3) Shear(in2) TL Defl (in) LL Defl • Actual 41.13 20.78 0.07 0.02 Critical 7.62 2.02 0.40 • 0.27 Status OK • OK OK OK Ratio 19% 10% 17% 7% Fb(psi) Fv(psi) E (psi x mil) Ec i(psi) Values Reference Values 2250 400 1.5 350 Adjusted Values 2590 460 1.5 350 Adjustments CF Size Factor 1.001 Cd Duration 1.15 1.15 • Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb=0.00 Le=0.00 Ft Loads Uniform LL:75 Uniform TL: 120 =A Par Unif TL Start End H =80 0 8.0 H Uniform Load A • R1 =822 R2 =822 SPAN = 8 FT Uniform and partial uniform loads are lbs per lineal ft. • 2.7 KEATINC*GINEERING LLC - 159 E 16TH AVE - EU. - OR - 97401 • BeamChek v2007 licensed to:Stephen G. Keating PE SE Reg# 7992-66665 RIKCOZY-SOREN NEADOWS LOT 5 1ST FLOOR HEADERS 8205 Prepared by: SK Date:6/22/09 Selection 4x 8 DF-L#2 Lu =0.0 Ft Conditions NDS 2005 Min Bearing Area R1= 1.6 in2 R2= 1.6 in2 (1.5) DL Defl= 0.07 in Data Beam Span 8.0 ft Reaction 1 LL 600# Reaction 2 LL 600# Beam Wt per ft 6.17# Reaction 1 TL 985# Reaction 2 TL 985# Bm Wt Included 49# Maximum V 985# Max Moment 19691# Max V(Reduced) 836# TL Max Defl . L/240 TL Actual Defl L/631 • LL Max Defl L/360 LL Actual Defl L/>1000 Attributes Section (in') Shear(in2) TL Defl (in) LL Defl Actual 30.66 25.38 0.15 0.08 Critical 17.56 6.06 0.40 0.27 Status OK OK OK OK Ratio 57% 24% 38% 29% Fb(psi) Fv(psi) E (psi x mil) Fc I (psi) Values Reference Values 900 180 1.6 625 . Adjusted Values 1346 207 1.6 625 Adjustments CF Size Factor 1.300 . Cd Duration 1.15 1.15 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb=0.00 Le=0.00 Ft Loads Uniform LL: 150 Uniform TL: 240 =A Uniform Load A R1 =985 R2=985 SPAN=8 FT Uniform and partial uniform loads are lbs per lineal ft.• • KEATING ENGINE SLANG LLC PROJECT BLUE HORIZON HOMES-PAUL RAKOCZY /I • ----- 159 EAST SIXTEEIW AVENUE ADDRESS SOREN MEADOWS (5 A ST SPFLD) Z"D EUGENE OREGON 97401 SCOPE LATERAL AND GRAVITY LOADS FOR DATE 06-18-09 - - PHONE 541-242-0613 FAX 541-242-0614 SMALL HOUSE ON LOT 5 SORNE MEADOW. PROJECT NO 09-41 -- - ---- email: keatingeng @msn.com DESIGNER STEVE KEATING REVISED • z / ` • 1 11 G SREAN P, • NXE ATTE VENTS _ _ Ti�r•Z��3y�Tr• I` l !SHINGLE Mao •�r �r♦i1lr LT I•y �MOM/ —` AO GKV.FLASHING - -�---1 J AT ALL ROOF WALL • ••.r-•er-�••+�••••-•1Lr•..T—�� ). - CONNECTIONS • 5 °- • � •. ------BIZ tt -�� • _. _ -rf•11•\•- - L +r• IMO !DING 3REN( _ ..._ SOP wP14 . l :6 I 41 6 I 1 �R GLAli —-- VENT VENT J VENT •, „ __ —I .. .. .. .. .. .. .. .. .. • MID PATIO SLAG iiF➢OLNO+__— I IWO STORY FOUNDATION I —"- I • • ]o YR LAMINATE SHINGLES OVER IS La FELT OVER OVER"Sr CGS SHEATHING cE RHIN a Dm • r SIMMINOLFSI MALL __ ..- r Ea ISM 1•1 . V FLASHING 1 F WALL ONSI LIM: MI 122 MIE II MN MEM GAL ZMD 1 1•----- -- 3OPDF_G W 0 0 V I 3� 0 r II ' 1 yo A'a°' r— �� • � 0 _2 FF7.OQp___— --- _ -- ® ® NT .. . .. DRYER VENT SYA STOOP • •. _FOOTING 4 I_ T___ TWO STORY FOUNDATION 7115•LP SIDING WI3IIT PRIMED SPRUCE BATTENS u n•V? / ES-1111 / • • • KEATING ENGINE NG LLC PROJECT BLUE HORIZON HOME AUL RAKOCZY -- 159 EAST SIXTEEN AVENUE ADDRESS SOREN MEADOWS (5eA ST SPFLD) h� _ EUGENE OREGON 97401 SCOPE LATERAL AND GRAVITY LOADS FOR DATE 06-18-09 PHONE 541-242-0613 FAX 541-242-0614 SMALL HOUSE ON LOT 5 SORNE MEADOW. PROJECT NO • 09-41 email: keatingeng @msn.com DESIGNER STEVE KEATING REVISED • .mmoOdina rAnR.� rr r sr 11111111n.a 011ainsmAILS.L. -___--__—.—_- �rrlrrr�Sr� rr.fr r. r rr.Sr, • =I�.;.1;.. Cla Iiilhl i IIt%3øiIIIIIfIII- I � sue' �C.SC r .■ • j'IFi 11111111. 71��� � ���1�111��� 111 I 1111E111110 a -- -7 Q . .: . v.,,,,,,, u --- ---, E'PORTAL ERMIE FOUNDATION 1 V MARDI-PLANK OVER 15 LB.FELT OVER 71W OSB SHEAR PANEL B•HPRDI-PLANK OVER 15 LB.FELT OVER}IIC 050 SHEAR PANEL 20'-A• 7,0' , W. A • an ATTIC VENTS _ maPMMEO SPRUCE BARGE RAFTER IIMI_ ■J� L�� r Vtl1%2 PRIMED SPRUCE SHINGLE MOLD IIsit t_ -rrr�`g ��rN .r�a� ME �r�rM N� rrrrlr r`r'rrrr r rrrrr� x•GALV.FLASISNo A/ .... .,:..1 .., _= p� VENT ® m VENT 1 =,= • ---e --- I I HARDI.PLANK 1 - • KEATING ENGINE G LLC . PROJECT BLUE HORIZON HOMES121UL RAKOCZY - - -------------• 159 EAST SIXTEENT AVENUE ADDRESS SOREN MEADOWS (571WA ST SPFLD) 30 EUGENE OREGON 97401 SCOPE LATERAL AND GRAVITY LOADS FOR . DATE 06-18-09 PHONE 541-242-0613 FAX 541-242-0614 SMALL HOUSE ON LOT 5 SORNE MEADOW. PROJECT No 09-41 keatingeng @msn.com DESIGNER STEVE KEATING REVISED 1-4*I- r- 01- tsq`*"`i Po( .-0 _4 I, r) Lxil,. b Ir',' pi"r- f� CL' �t-''0 �i:,t=i9 I x?�trto '1n Ca I.,r„ ..') A y. .. Tic-c, '. , . : t' . .(250.10 l' - 1'7;767 •• . ' • ; .• - . • . AT.1 : . ,moo PSU 191 _. . zc v.. . . 449 : I 2. O .5ta ta5 . . :71621- ti7 [ lam; : -: T3:4 - :9'-J bpi - ?bS44• f �o . [+1-a 'p5LJto4 144g— I1� : po1D : PF[sw 'vol 1750: Di 102 I i .: 1.$7_0 :5:t4 ii o z. g [eft ... -. . � 1. • 1W 5015. : 5W 60203 ... E2. .:& i o4 S -) pjZ ' I4 o o .1 I. -00 : 5LrJ 1..0.3, i.4 a v : G .I . �0 l Zo . StA10 6.. o H I 2 ,o . p43l 'e3 ' 499-. • • A-,x,-1at -ff ' rc-f 11r,5: 7,,,ro: Keating Engineering LLC Title: Job# 3 ,:J 159 E 16th Avenue a Dsgnr: - : :,,,i' ',.•:!:?•:;;:::lf: Eugene,OR 97401 W Project Desc.: • - • • 9fil'.'ll'll' • ir- : 4 (541)242-0613 Project Notes iler.:',:,. •'Llf'i:l4ii':;,'" - _. ifrridtfL:Leians.-c.lic-i-arcfa"-oret.:,rigjg6::L1Dbab2ieCliWd,SetfijrgIH.PndriihitFltarIMy DAduinei2tabERCALGWFIINe„tienhOithisLiidinriasZ .erk--;&-.) .:-/,:mar,:r.ft.i);""""11=-60)s.i.Lr.i)ENERCALC1ING11983-200kVer.6.0.221;chr:869653, LicAti:-KW-06004106f.?.a1.4.:i_--iiiiiaiiiiii.r.f.iiii.iiirilitii:litriciiii-jrii-ii,ctiii-i‘i.i.eViLicense Owneri:STEVE KEATING ENGINEERING;'LLD Description: LATERAL FORCES DUE TO EARTHQUAKE Wattillbt3A-BlifiTiVeWIEIMN4itneinl44 -411,',:• Calculated for Allowable Stress Design Load Combinations ASCE 7-05 Section 12.8.3 Cs = 0.0580 from 12.8.11 W(see Sum Wi below) = 49.00 k Vertical Distribution of Seismic Forces Seismic Base Shear V= Cs•W = 2.84 k •k•:hx exponent based on Ta= 1.00 Table of building Weights by Floor Level... Level# Wi:Weight Hi:Height (Wi•Hi)"k Cvx • Fx=Cvx*V Sum Story Shear Sum Story Moment 2 14.00 16.00 224.00 0.48 1.36 1.36 0.00 1 35.00 7,00 245.00 0.52 1.48 12.21 Sum Wi= 49.00 k Sum Wi'Hi = 469.00 k-ft Total Base Shear= 2.84 k Base Moment= 32.1 k-ft frli•OTara ralreffIreear:Weraitirga t e p r yai,-"9"ArE"ii at FS1 ASCE 7-05 95.2.6.4.4 Level# Wi Fi Sum Fi Sum Wi ./ Fpx 2 14.00 1.36 1.36 14.00 / 1.51 1 35.00 1.48 2.84 49.00 / 3.77 Wpx Weight at level of diaphragm and other structure elements attached to it. i Fi Design Lateral Force applied at the level. Sum Fi Sum of"Lat.Force'of current level plus all levels above ' '1/4:-.14..:_"‘.., Lit-52 MIN Req'd Force @ Level 0.20*SOS *I*Wpx MAX Req'd Force @ Level 0.40*Sos •I*Wpx Fpx:Design Force @ Level Wpx'SUM(x->n)Fi / SUM(x->n)wi, x=Current level,n=Top Level rairgaiqweipap,,,75-,.wricagsm . Concrete&Masonry Wall Normal Force:Minimum Force per ACSE 7-05 12.11.1 Minimum Factor: 0.40'SDS'Importance'Weight = 0.2153 'Weight Concrete&Masonry Wall Anchorage:Seismic Design Category 'C"&'D'per ACSE 7-05 12.11.2.1 Actual Wall Weight Tributary to Anchor = lbs/lin.ft Fo:Anchorage Design Force... Rigid Diaphragm Design Force=0.40'SDS* 'Trib.Weight = 0.00 lbs/foot Flexible Diaphragm Design Force=0.80•SDS'1•Trib.Weight = 0.00 lbs Hoot e57-67113111IfitriNfeirdirketeraWatettWA ASCE 7-05 124.23 D Qe E Load Description Dead Load Seismic Load H&V Load Effect 0.000 0.000 E=p*C1e +0.20•5D5'ID = 0.000 0.000 0.000 E=p•Qe +0.20*SDS•D = 0.000 0.000 0.000 t=p'ue +u.zu- us-u = 0.000 0.000 0.000 E p•Cle +0.20*SDS•D = 0.000 . 0.000 0.000 E=p*Qe +0.20•SIDS•D = 0.000 0.000 0.000 Er P•Qe +0.20 SDS•D = 0.000 0.000 0.000 E=p•Qe +0.20*SDS*D = 0.000 0.000 0.000 E=p*Qe +0.20*SDS*0 = 0.000 It 4; u;.« f4 •J, Keating Engineering LLC Title: Job# 5Z od r'r - .) 159 E 16th Avenue • Dsgnr: • - 11 Eugene,OR 97401 Project Desc.: ' ;-ni.--.'::!:,!:4 (541)242-0613 Project Notes: ,A SCE=7=05tSes ,rn te rC rot- ©.e` t ml mc a tr g ni. Doc umes"^so., gsv-ip Am MDou melsyagAC Data Fiepec lidm"ec6 os ,.,.9i.tL... �s«.a..sa+vxi,m ua..:.sxc>�..vm uuSr a.57irx- aVS ., IS.is.id ;?kENERCLC,INC 1983-2W8t,Ver60221,N66965 ._ Lice#':-:KW-06004106 a..;. ,r, .<. , .;)":°^ z,-,t .e.,*,:....,N W4E i-License.Owner:STEVE:KEATING ENGINEERING;LLC' Description: LATERAL FORCES DUE TO EARTHQUAKE rodCUpaflCy Category„y_„ , ,,4 MiN it.7 '. 7;F;. Calculations per IBC 2006&ASCE 7-05 Occupancy Category of Building or Other Structure: "II":All Buildings and other structures except those listed as Category I,Ill,and IV ACSE 7-05,Page 3, Table 1-1 Occupancy Importance Factor = 1 ACSE 7-05,Page 116, Table 11.5-1 m Ground Motion`IUsingwUSGS Datab se-„;4valuesaip.,' , ASCE 7-05 9.4.1.1 Max.Ground Motions,5%Damping: Longitude = 122.916 deg West SS = 0.61869 g,0.2 sec response Latitude = 44.054 deg North S 1 = 0.28493 g,1.0 sec response Location: SPRINGFIELD,OR 97478 "Site Clss Sltef(oeff-;and Design=.Categ ryr7 ',`,,.'``>a Site Classification "D':Shear Wave Velocity 600 to 1,200 ft/sec = D ASCE 7-05 Table 20.3-1 Site Coeffderits Fa 8 Fv Fa = 1.31 ASCE 7-05 Table 11.4-1 8 11.42 (using straight-line interpolation from table values) Fv = 1.83 Maximum Considered Eariquake Acceleration SMS=Fa*Ss = 0.807 ASCE 7-05 Table 11.4-3 SMI =Fv•S1 = 0.521 Design Spectral Acceleration SDS SMS 213 = 0.538 ASCE 7-05 Table 11.4-4 SDI=S M1 2r3 = 0.348 Seismic Design Category = D (SDI is most severe) ASCE 7-05 Table 11.6-1 ,« -y : ReSiSti"ng'�SyStetn„ia6trA'� ' �`,,,. r�-�'"%•,?' ASCE 7-05 Table 12.2-1 Basic Seismic Force Resisting System... Bearing Wall Systems Light-framed walls sheathed wlwood structural panels rated for shear resistance or steel sheets. Response Modification Coefficient 'R' = 6.50 Building height Limits: System Overstrength Factor 'Wo' = 3.00 Category'A&B'Limit: No Limit Deflection Amplification Factor 'Cd' = 4.00 Category'C'Limit No Limit Category'D'Limit . Limit=65 NOTE!See ASCE 7-05 for all applicable footnotes. Category'E'Limit: Limit=65 Category"F"Limit Limit=65 • . Redlnila'ncyCFactor ; x -#^0's:r:'p= ";.y-.T47=7 ASCE 7-05 Section 12.3.4 Seismic Design Category of D,E,or F,Redundancy Factor'p'Set by User to=1.0 gat oceduretm . ": �•x;„ 'rrg ASCE 7-05 Section 128 Equivalent Lateral Force Procedure The'Equivalent Lateral Force Procedure"is being used according to the provisions of ASCE 7-0512.8 O mine B llding"tP re ioda 1'`e ` Ibrac v'` '-: Use ASCE 12.8-7 Structure Type for Building Period Calculation: All Other Structural Systems 'Ct'value = 0.020 "hn':Height from base to highest level = 25.0 ft 'x'value = 0.75 'Ta'Approximate fundemental period using Eq.12.8-7 : Ta=Ct'(hn^x) = 0.224 sec 'TL':Long-period transition period per ASCE 7-05 Maps 22-15->22-20 8.000 sec Building Period'Ta'Calculated from Approximate Method selected = 0.224 sec CS 'Res onse Co ffdent7,0fi •-,.;&-m•, 49, ASCE 7-05 Section 12.8.1.1 SDS Short Period Design Spectral Response = 0.538 From Eq.12.8-2, Preliminary Cs = 0.083 'R':Response Modification Factor = 6.50 From Eq.12.8-3&12.8-4,Cs need not exceed = - 0.239 "I":Occupancy Importance Factor = 1 From Eq.12.8-5&12.8-6, Cs not be less than = 0.010 Cs:Seismic Response Coefficient = S Dil(RIl)*0.70 0.0580 • HORIZON HOMES • PERFORATED SHEARL 3 3 SOREN MEADOWS LOT 5 Plywood sheathed panels with openings included Date: 06-22 SPRINGFIELD, OR Designed per American Plywood Association #157 (96) Proj no: 07-41 Shear wall no: PSW101 Shear wall location: REAR WALL Notes: Maximum value for shear wall using this method limited to 640 PLF • Wall segments with aspect ratios of greater than 2:1 are ignored Chord forces in compression are analyzed at ends of PSW boundaries PSWs end at shear wall segments (interior edges of openings) PSW's must be in-plane, and out-of-plane PSW's are considered separately • Input parameters: design wall length: 42 FT applied DL from roof: 40 LBS design wall height: 8 FT applied DL from walls: 80 LBS react.from above: 0 LBS applied uplift 48 LBS shear from above: 1350 LBS applied LL from roof: 100 LBS in-plane shear: 1200 LBS applied LL from walls: 0 LBS . applied DL from floor : 0 LBS Factors for APA opening lengths 16 total length of door and window openings (feet) equations opening areas 98 total area of openings (sq ft) wall area 110 (sq ft) a 0.29 area of openings/area of wall (sq ft) B 0.62 summation of full height sections/wall length 0.68 area factor 1 /(1+a/B) F 0.4143 reduction coefficient for wall r/(3-2r) Shear panel data: unit shear: 145 PLF .. see design evaluation below corner forces: -2790 LBS uplift and bearing NEGLECT NEG VALUES DESIGN 1 PSW101 TYPICAL SHEAR PANEL SHEATHING: 7/16" OSB SHTG NUMBER OF FACES (ONE SIDE OR TWO SIDE): INSTALL SHTG ON 1 SIDE(S) MINIMUM SHEAR PANEL FIELD NAILING : 8d COM. NAILS AT 12 IN O.C. MINIMUM SHEAR PANEL EDGE NAILING : 8d COM. NAILS AT 6 IN O.C. STUD DIMENSIONS AND SPACING (#2 D FIR): 2X6 STUD 24 IN O.C. CHORD LUMBER (#2 D. FIR) DOUBLE 2X6 BOTTOM PLATE MEMBER (#2 D FIR): 2X6 DRAG STRUT/COLLECTOR AT TOP OF WALL: CONTINUOUS PLATES NAIL 8" O.C. CONNECT BLOCKING AT TOP TO DIAPHRAGM: H2.5 EA TRUSS TAIL HOLD-DOWN HARDWARE: NONE Keating Engineering LLC - 159 East 16th Avenue - Eugene - Oregon 97401 - (541) 242-0613 ' HORIZON HOMES • PERFORATED SHEAR 'LL S`E SOREN MEADOWS LOT 5 Plywood sheathed panels with openings included Date: 06-22 SPRINGFIELD, OR Designed per American Plywood Association#157 (96) Proj no: 07-41 Shear wall no: PSW102A Shear wall location: INTERIOR AT ENTRY Notes: Maximum value for shear wall using this method limited to 640 PLF Wall segments with aspect ratios of greater than 2:1 are ignored Chord forces in compression are analyzed at ends of PSW boundaries PSWs end at shear wall segments (interior edges of openings) PSW's must be in-plane, and out-of-plane PSW's are considered separately Input parameters: design wall length: 21.5 FT applied DL from roof: 110 LBS design wall height: 8 FT applied DL from walls: 80 LBS react. from above: 0 LBS applied uplift 132 LBS shear from above: 1400 LBS applied LL from roof: 275 LBS in-plane shear 3075 LBS applied LL from walls: 0 LBS applied DL from floors: 0 LBS Factors for APA opening lengths ---r total length of door and window openings (feet) equations opening areas 56 total area of openings (sq ft) wall area 110 (sq ft) a 0.33 area of openings/area of wall (sq ft) B 0.58 summation of full height sections/wall length r 0.64 area factor 1 /(1+a/B) F 0.3731 reduction coefficient for wall r/(3-2r) Shear panel data: unit shear: 557 PLF see design evaluation below corner forces: -1817 LBS uplift and bearing NEGLECT NEG VALUES DESIGN I PSW102A TYPICAL SHEAR PANEL SHEATHING: 7/16" OSB SHTG NUMBER OF FACES (ONE SIDE OR TWO SIDE): INSTALL SHTG ON 1 SIDE(S) MINIMUM SHEAR PANEL FIELD NAILING : 8d COM. NAILS AT 12 IN O.C. MINIMUM SHEAR PANEL EDGE NAILING : 8d COM. NAILS AT 2 IN O.C. STUD DIMENSIONS AND SPACING (#2 D FIR): 2X6 STUD 16 IN O.C. CHORD LUMBER(#2 D. FIR) SINGLE 4X6 BOTTOM PLATE MEMBER(#2 D FIR): 2X6 DRAG STRUT/COLLECTOR AT TOP OF WALL: CONTINUOUS PLATES NAIL 8" O.C. CONNECT BLOCKING AT TOP TO DIAPHRAGM: ATTACH TRUSS TO WALL PLANE HOLD-DOWN HARDWARE: SEE DETAILS ' Keating Engineering LLC - 159 East 16th Avenue - Eugene- regon 974111-_ _ - HORIZON HOMES SHEAR WALL DESIGN 1111------ Sc .SOREN MEADOWS LOT 5 Plywood or OSB panels with hold-down restraint Date: _06-22 - - SPRINGFIELD, OR Concrete grade beam design for base restraint Proj no: 09-41 Shear wall no: SW102B Shear wall location: LIVING SIDEWALL SHORTEST WALL SEGMENT: 36 Input parameters: design wall length: 36 FT applied DL from roof: 4 LBS design wall height: 8 FT applied DL from walls: 80 LBS react. from above: 0 LBS applied DL from floors: 0 LBS shear from above: 0 LBS applied LL from roof: .100 LBS in-plane shear: . 1820 LBS applied LL from walls: 0 LBS soil.bearing: 1500 PSF applied LL from floors: 0 LBS Foundations: footing width: 12 IN depth of footing embedment: 12 IN footing depth: 6 IN reinforcing grade: 60 KSI wall width: 6 IN reinforcing bar size: 4 wall depth: 20 IN MIN number of bars 1 depth of steel from bottom of grade bm: 3 IN area of steel: 0.19625 SQ.IN depth of steel from top of grade bm: 3 IN rho: 0.001924 Shear panel data: unit shear: 50 PLF see design evaluation below . corner forces: -734 LBS UPLIFT (NEGLECT NEGATIVE VALUES) 1534 LBS BEARING Grade beam design: self weight of foundation: 125 PLF moment capacity: 8591 LB FT weight of imposed DL: 84 PLF required moment: 327 LB FT design line LL on foundation: 100 PLF allowable uplift resistance: 206 PLF allowable bearing: 6500 LBS actual brng length (Cd.1.33): 0.97 FT actual uplift length: -3.56 FT • DESIGN: SW102B TYPICAL SHEAR PANEL SHEATHING: ''/z" CDX PLYWOOD OR 7/16" OSB NUMBER OF FACES (ONE SIDE OR TWO SIDE): INSTALLED ON 2 SIDE(S) MINIMUM SHEAR PANEL FIELD NAILING ad NAILS 12 IN O.C. MINIMUM SHEAR PANEL EDGE NAILING sd NAILS 6 IN O.C. MINIMUM STUD DIMENSIONS AND SPACING 2X6 IN STUDS 16 IN O.C. CHORD LUMBER AT END AND JAMB LOCATIONS MIN STUD 2X6 WALL PLATES AT TOP 2X6 . DBL PER CODE WALL PLATES AT BOTTOM 2X6 DBL INTERMEDIATE WALL STUDS 2X6 BOLTING OF MUD SILL TO FOUNDATION 1/2 X.10 48 IN O.C. HOLD-DOWN BRACKET: SIMPSON NONE BOLTING OF HOLD-DOWN TO FOUNDATION: SIMPSON NONE HORIZON HOMES SHEAR WALL DESIGN• . SOREN MEADOWS LOT 5 Plywood or OSB panels with hold-down restraint Date: 05-27 - SPRINGFIELD, OR Concrete grade beam design for base restraint Proj no: 07-31 Shear wall no: SW103A . Shear wall location: KITCHEN SIDE SHORTEST WALL SEGMENT:I 14 Input parameters: design wall length: 14 FT applied DL from roof:` 4 LBS design wall height: 8 FT • applied DL from walls: 160 ILBS react. from above: 0 LBS applied DL from floors: I 20 LBS shear from above: 0 LBS applied LL from roof: 100 LBS in-plane shear: 3200 LBS applied LL from walls: 0 LBS soil bearing: 1500 PSF applied LL from floors: 40 LBS Foundations:. footing width:` 12,IN depth of footing embedment: 12 IN footing depth: 6 IN reinforcing grade: 60 KSI wall width: 6 IN reinforcing bar size: 4 wall depth: 20 IN MIN number of bars 1 depth of steel from bottom of grade bm: 3 IN • area of steel: 0.19625 SQ IN depth of steel from top of grade bm: 3 IN rho: 0.001924 Shear panel data: unit shear: 228 PLF see design evaluation below corner forces: 858 LBS UPLIFT (NEGLECT NEGATIVE VALUES) 2790 LBS BEARING Grade beam design: self weight of foundation: 125 PLF moment capacity: 8591 LB FT weight of imposed DL: 184 PLF required moment: 307 LB FT design line LL on foundation: 140 PLF allowable uplift resistance: 299 PLF allowable bearing: 6500 LBS actual brng length (Cd 1.33): 2.00 FT actual uplift length: 2.87 FT DESIGN: SW103A TYPICAL SHEAR PANEL SHEATHING: '/,' CDX PLYWOOD OR 7/16"OSB NUMBER OF FACES (ONE SIDE OR TWO SIDE): INSTALLED ON 2 SIDE(S) MINIMUM SHEAR PANEL FIELD NAILING 8d NAILS 12 IN O.C. MINIMUM SHEAR PANEL EDGE NAILING Bd NAILS 6 IN O.C. MINIMUM STUD DIMENSIONS AND SPACING 2X6 IN STUDS 16 IN O.C. CHORD LUMBER AT END AND JAMB LOCATIONS MIN STUD 2X6 WALL PLATES AT TOP 2X6 DBL PER CODE WALL PLATES AT BOTTOM 2X6 DBL INTERMEDIATE WALL STUDS 2X6 BOLTING OF MUD SILL TO FOUNDATION 1/2 X 10 48 IN O.C. HOLD-DOWN BRACKET: SIMPSON NONE BOLTING OF HOLD-DOWN TO FOUNDATION: SIMPSON NONE INTERSECTING WALLS ACCEPT UPLIFT • HORIZON HOMES 'I PERFORATED SHEAR•ALL 37 SOREN MEADOWS LOT 5 Plywood sheathed panels with openings included Date: 06-22 . . SPRINGFIELD, OR Designed per American Plywood Association #157 (96) Proj no: 07-41 Shear wall no: PSW103B Shear wall location: EXTERIOR WALL OF GARAGE Notes: Maximum value for shear wall using this method limited to 640 PLF Wall segments with aspect ratios of greater than 2:1 are ignored Chord forces in compression are analyzed at ends of PSW boundaries PSWs end at shear wall segments (interior edges of openings) PSW's must be in-plane, and out-of-plane PSW's are considered separately • Input parameters: design wall length: 26 FT • • • applied DL from roof: 40 LBS design wall height: 8 FT applied DL from walls: 80 LBS react. from above: 0 LBS applied uplift 48 LBS shear from above: 0 LBS applied LL from roof: 100 LBS in-plane shear 450 LBS applied LL from walls: 0 LBS applied DL from floors: 0 LBS Factors for APA opening lengths 3 total length of door and window openings (feet) equations opening areas 20 total area of openings (sq ft) wall area 110 (sq ft) a 0.10 area of openings/area of wall (sq ft) B 0.88 summation of full height sections/wall length r 0.90 area factor 1 /(1+a/B) F 0.7541 reduction coefficient for wall r/(3-2r) Shear panel data: unit shear: 23 PLF see design evaluation below corner forces: -1889 LBS uplift and bearing NEGLECT NEG VALUES DESIGN I PSW103B TYPICAL SHEAR PANEL SHEATHING: 7/16" OSB SHTG NUMBER OF FACES (ONE SIDE OR TWO SIDE): INSTALL SHTG ON 1 SIDE(S) MINIMUM SHEAR PANEL FIELD NAILING : 8d COM. NAILS,AT 12 IN O.C. MINIMUM SHEAR PANEL EDGE NAILING : 8d COM. NAILS AT 6 IN O.C. STUD DIMENSIONS AND SPACING (#2 D FIR): 2X6 STUD 24 IN O.C. CHORD LUMBER (#2 D. FIR) DOUBLE 2X6 • BOTTOM PLATE MEMBER (#2 D FIR): 2X6 DRAG STRUT/COLLECTOR AT TOP OF WALL: CONTINUOUS PLATES NAIL 8" O.C. CONNECT BLOCKING AT TOP TO DIAPHRAGM: H2.5 EA TRUSS TAIL HOLD-DOWN HARDWARE: NONE Keating Engineering LLC - 159 East 16th Avenue - Eugene - Oregon 97401 - (541) 242-0613 • - HORIZON HOMES PERFORATED SHEAR PALL a t SOREN MEADOWS.LOT 5 Plywood sheathed panels with openings included Date: 06-22 . SPRINGFIELD, OR Designed per American Plywood Association #157 (96) Proj no: 07-41 Shear wall no: PSW104 Shear wall location: FRONT LOWER BEDROOM Notes: Maximum value for shear wall using this method limited to 640 PLF Wall segments with aspect ratios of greater than 2:1 are ignored Chord forces in compression are analyzed at ends of PSW boundaries PSWs end at shear wall segments (interior edges of openings) PSW's must be in-plane, and out-of-plane PSW's are considered separately Input parameters: design wall length: 15 FT applied DL from roof: 170 LBS design wall height: 8 FT applied DL from walls: 80 LBS react. from above: 0 LBS applied uplift 200 LBS shear from above: LBS applied LL from roof: 425 LBS in-plane shear: 1755 LBS applied LL from walls: 0 LBS applied DL from floors: 0 LBS Factors for APA opening lengths 6 total length of door and window openings (feet) equations opening areas 24 total area of openings (sq ft) wall area 110 (sq ft) a 0.20 area of openings/area of wall (sq ft) B 0.60 summation of full height sections/wall length 0.75 area factor 1 /(1+a/B) F 0.5000 reduction coefficient for wall r/(3-2r) Shear panel data: unit shear: 234 PLF see design evaluation below corner forces: -2551 LBS uplift and bearing NEGLECT NEG VALUES DESIGN / PSW104 TYPICAL SHEAR PANEL SHEATHING: 7/16" OSB SHTG NUMBER OF FACES (ONE SIDE OR TWO SIDE): INSTALL SHTG ON 1 SIDE(S) MINIMUM SHEAR PANEL FIELD NAILING : 8d COM. NAILS AT 12 IN O.C. MINIMUM SHEAR PANEL EDGE NAILING : 8d COM. NAILS AT 6 IN O.C. STUD DIMENSIONS AND SPACING (#2 D FIR): 2X6 STUD 24 IN O.C. CHORD LUMBER (#2 D. FIR) DOUBLE 2X6 BOTTOM PLATE MEMBER (#2 D FIR): 2X6 DRAG STRUT/COLLECTOR AT TOP OF WALL: CONTINUOUS PLATES NAIL 8" O.C. CONNECT BLOCKING AT TOP TO DIAPHRAGM: 112.5 EA TRUSS TAIL HOLD-DOWN HARDWARE: NONE Keating Engineering LLC - 159 East 16th Avenue - Eugene - Oregon 97401 - (541) 242-0613 HORIZON HOMES • PORTAL FRAME DESIOI 9 SOREN MEADOWS LOT 5 plywood or OSB panels with hold-down restraint Date: 06-22 - SPRINGFIELD, OR Concrete grade beam design for base restraint Proj no: 09-41 Portal frame no: PF104 I PF3/12 I Location: GARAGE Input parameters: design length: 20.33 Ft end-to-end soil bearing: 1500 PSF left side segment 2 FT (PANEL A) applied DL from root 40 PLF right side segment 2 FT(PANEL B) applied DL from wall: 20 PLF design panel height: 7 FT applied DL from floors: 0 PLF dist DL from above 60 PLF applied LL from roof: 100 PLF dist LL from above 100 PLF applied LL from floors: 0 PLF ' applied lateral force: 1755 LBS uplift generated by wind 48 PLF Foundations: footing width: 12 IN depth of footing embedment: 24 IN footing depth: 6 IN reinforcing grade: 60 KSI wall width: 6 IN reinforcing bar size: 4 . wall depth: 8 IN number of bars 1 depth of steel from bottom of grade bm: 3 IN area of steel: 0.19625 SQ IN depth of steel from top of grade bm: 2 IN rho: 0.00409 . Shear panel data: unit shear:I-77W PLF INDUCED MOMENT FROM FLOOR 39810 corner forces: 1126 LBS maximum uplift(dead load restraint only) 3162 LBS maximum bearing (including all gravity loads) Grade beam design: self weight of foundation: 125 PLF moment capacity: 3915 LB FT weight of imposed DL: 60 PLF required moment: 1581 LB FT design line LL on foundation: 100 PLF allowable uplift resistance: 190 PLF allowable bearing: 1500 LBS actual brng length (Cd 1.33): 4 FT actual uplift length: 5.93 FT' . Portal beam design moment induced by lateral forces 906 LB FT bending moment with 1/2 wind and full snow loads 17360 LB FT bending moment with full wind and 1/2 snow loads 13719 LB FT 1755 uniformly distributed load PLF A I portal beam e IP - - 16.33 ft span maximum connection forces 3162.03 bearing (increased by LL and DL) 1126.2 tension (reduced by DL) 7 IP ft IP 0.54433 in. maximum beam deflection ® panel height DESIGN fb 2400 PSI PANELA PANELS DESIGN N 165 PSI Cd 1 9 Member requuirements s= 86.80 in3 5.125 X 10.08 min (glue-lam beams) a= 28.75 in2 5.125 X 5.61 min 1= 285.77 in4 5.125 X 2.27 min USE 5-1/8 X 12 24FV8 GLU-LAM (MIN DEPTH) PF3/12 USE "SIMPSON" PHD2 AT BASE AND (2) ST6Z24 AT TOP CONNECTIONS USE SSTB144 ANCHORS - FRAME WITH 4X6 STUDS AND BLOCKING NAIL SHEATHING 8d NAILS AT 3" O.C.ALL EDGES AND 12" O.C. IN FIELD 1 SIDE Keating Engineering LLC - 159 East 16th Avenue - Eugene - OR 97401 - (541) 242-0613 - HORIZON HOMES • SHEAR WALL DESIGN • 7 SOREN MEADOWS LOT 5 Plywood or OSB panels with hold-down restraint Date: 06-22 SPRINGFIELD, OR Concrete grade beam design for base restraint Proj no: 09-41 Shear wall no: SW105 Shear wall location: GARAGE REAR SHORTEST WALL SEGMENT: 8.33 Input parameters: design wall length: 8.33 FT applied DL from roof:j 4 LBS design wall height: 8 FT applied DL from walls: 160 ILBS react. from above: 0 LBS applied DL from floors: I 20 LBS shear from above: 0 LBS applied LL from roof: 100 LBS • in-plane shear: 3840 LBS applied LL from walls: 0 LBS . soil bearing: 1500 PSF applied LL from floors: 40 LBS Foundations: footing width: 12 IN depth of footing embedment: 12 IN footing depth: 6 IN reinforcing grade: 60 KSI wall width: 6 IN reinforcing bar size: 4 • wall depth: 20 IN MIN number of bars 1 depth of steel from bottom of grade bm: 3 IN area of steel: 0.19625 SQ IN depth of steel from top of grade bm: 3 IN rho: 0.001924 Shear panel data: unit shear: 460 PLF see design evaluation below corner forces: 3105 LBS UPLIFT (NEGLECT NEGATIVE VALUES) 4255 LBS BEARING Grade beam design: self weight of foundation: 125 PLF moment capacity: 8591 LB FT weight of imposed DL: 184 PLF required moment: 4027 LB FT design line LL on foundation: 140 PLF allowable uplift resistance: 299 PLF allowable bearing: 6500 LBS .actual brng length (Cd 1.33): 3.04 FT P actual uplift length: 10:37 FT • DESIGN: SW105 TYPICAL SHEAR PANEL SHEATHING: W CDX PLYWOOD OR 7/16" OSB NUMBER OF FACES (ONE SIDE OR TWO SIDE): INSTALLED ON 2 SIDE(S) MINIMUM SHEAR PANEL FIELD NAILING ad NAILS 12 IN O.C: MINIMUM SHEAR PANEL EDGE NAILING ' 8d NAILS 3 IN O:C. . MINIMUM STUD DIMENSIONS AND SPACING 2X6 IN STUDS 16 IN O.C.. CHORD LUMBER AT END AND JAMB LOCATIONS MIN STUD 2X6 WALL PLATES AT TOP 2X6 DBL PER CODE • WALL PLATES AT BOTTOM 2X6 DBL INTERMEDIATE WALL STUDS. 2X6 BOLTING OF MUD SILL TO FOUNDATION 1/2 X 10 48 IN O.C. HOLD-DOWN BRACKET: SIMPSON PHD2 BOLTING OF HOLD-DOWN TO FOUNDATION: . . SIMPSON SSTB14_ : .• HORIZON HOMES • PERFORATED SHEAR•ALL 4) SOREN MEADOWS LOT 5 _ Plywood sheathed panels with openings included Date: 06-22 SPRINGFIELD, OR Designed per American Plywood Association #157 (96) Proj no: 07-41 Shear wall no: PSW201 Shear wall location: UPPER GABLE Notes: Maximum value for shear wall using this method limited to 640 PLF Wall segments with aspect ratios of greater than 2:1 are ignored Chord forces in compression are analyzed at ends of PSW boundaries PSWs end at shear wall segments (interior edges of openings) PSW's must be in-plane, and out-of-plane PSW's are considered separately Input parameters: design wall length: 19.66 FT applied DL from roof: 40 LBS design wall height: 8 FT applied DL from walls: 80 LBS react. from above: 0 LBS applied uplift 48 LBS shear from above: 0 LBS applied LL from roof: 100 LBS in-plane shear: 1350 LBS applied LL from walls: 0 LBS applied DL from floors: 0 LBS Factors for APA opening lengths 5 total length of door and window openings (feet) equations opening areas 20 total area of openings (sq ft) wall area 110 (sq ft) a 0.13 area of openings/area of wall (sq ft) B 0.75 summation of full height sections/wall length 0.85 area factor 1 /(1+a/B) F 0.6616 reduction coefficient for wall r/(3-2r) Shear panel data: unit shear 103 PLF see design evaluation below corner forces: -984 LBS uplift and bearing NEGLECT NEG VALUES DESIGN/ PSW201 TYPICAL SHEAR PANEL SHEATHING: 7/16" OSB SHTG NUMBER OF FACES (ONE SIDE OR TWO SIDE): INSTALL SHTG ON 1 SIDE(S) MINIMUM SHEAR PANEL FIELD NAILING : 8d COM. NAILS AT 12 IN O.C. MINIMUM SHEAR PANEL EDGE NAILING : 8d COM. NAILS AT 6 IN O.C. STUD DIMENSIONS AND SPACING (#2 D FIR): 2X6 STUD 24 IN O.C. CHORD LUMBER (#2 D. FIR) DOUBLE 2X6 BOTTOM PLATE MEMBER (#2 D FIR): 2X6 DRAG STRUT/COLLECTOR AT TOP OF WALL: CONTINUOUS PLATES NAIL 8" O.C. CONNECT BLOCKING AT TOP TO DIAPHRAGM: H2.5 EA TRUSS TAIL HOLD-DOWN HARDWARE: NONE • Keating Engineering LLC - 159 East 16th Avenue - Eugene - Oregon 97401 - (541) 242-0613 -HORIZON HOMES UPPER SHEAR WALL IIESIGN 42 _. SOREN MEADOWS LOT 5 Plywood or OSB panels with hold-down restraint• Date: 05-27 , SPRINGFIELD, OR Concrete grade beam design for base restraint Proj no: 07-31 Shear wall no: SW203 AND 202 Shear wall location: UPER SIDEWALLS SHORTEST WALL SEGMENT: 11.5 Input parameters: design wall length: 30 FT applied DL from roof: 110 LBS design wall height: 8 FT applied DL from walls: 80 LBS react. from above: 0 LBS applied DL from floors: I 0 LBS shear from above: 0 LBS applied LL from roof: 275 LBS in-plane shear: 1400 LBS applied LL from walls: 0 LBS applied LL from floors: 0 LBS Shear panel data: unit shear: 46 PLF see design evaluation below corner forces: -451 LBS UPLIFT (NEGLECT NEGATIVE VALUES) 1187 LBS BEARING DESIGN: SW203 AND 202 YPICAL SHEAR PANEL SHEATHING: Y2" CDX PLY OR 7/16"OSB SHTG NUMBER OF FACES (ONE SIDE OR TWO SIDE): INSTALLED ON 1 SIDE(S) MINIMUM SHEAR PANEL FIELD NAILING 8d NAILS 12 IN O.C. MINIMUM SHEAR PANEL EDGE NAILING 8d NAILS 6 IN O.C. MINIMUM STUD DIMENSIONS AND SPACING 2X6 IN STUDS 24 IN O.C. CHORD LUMBER AT END AND JAMB LOCATIONS MIN STUD 2X6 WALL PLATES AT TOP 2X6 DBL PER CODE WALL PLATES AT BOTTOM 2X6 DBL INTERMEDIATE WALL STUDS 2X6 HOLD-DOWN BRACKET: N/A HORIZON HOMES • PERFORATED SHEAR WALL 43 • SOREN MEADOWS LOT 5 _ Plywood sheathed panels with openings included Date: 06-22 • . SPRINGFIELD, OR Designed per American Plywood Association #157 (96) Proj no: 07-41 Shear wall no: PSW204 Shear wall location: UPPER GABLE Notes: Maximum value for shear wall using this method limited to 640 PLF Wall segments with aspect ratios of greater than 2:1 are ignored Chord forces in compression are analyzed at ends of PSW boundaries PSWs end at shear wall segments (interior edges of openings) PSW's must be in-plane, and out-of-plane PSW's are considered separately Input parameters: design wall length: 19.66 FT applied DL from roof: 40 LBS design wall height: 8 FT applied DL from walls: 80 LBS react. from above: 0 LBS applied uplift 48 LBS shear from above: 0 LBS applied LL from roof: 100 LBS in-plane shear: 1350 LBS applied LL from walls: 0 LBS applied DL from floors: 0 LBS Factors for APA opening lengths 8 total length of door and window openings (feet) equations opening areas 32 total area of openings (sq ft) wall area 110 (sq ft) a 0.20 area of openings/area of wall (sq ft) B 0.59 summation of full height sections/wall length 0.74 area factor 1 /(1+a/B) F 0.4928 reduction coefficient for wall r/(3-2r) Shear panel data: unit shear: 138 PLF see design evaluation below corner forces: -984 LBS uplift and bearing NEGLECT NEG VALUES DESIGN / PSW204 TYPICAL SHEAR PANEL SHEATHING: 7/16" OSB SHTG NUMBER OF FACES (ONE SIDE OR TWO SIDE): INSTALL SHTG ON 1 SIDE(S) MINIMUM SHEAR PANEL FIELD NAILING : 8d COM. NAILS AT 12 IN O.C. MINIMUM SHEAR PANEL EDGE NAILING : 8d COM. NAILS AT . 6 IN O.C. STUD DIMENSIONS AND SPACING (#2 D FIR): 2X6 STUD 24 IN O.C. CHORD LUMBER (#2 D. FIR) DOUBLE 2X6 BOTTOM PLATE MEMBER (#2 D FIR): 2X6 DRAG STRUT/COLLECTOR AT TOP OF WALL: CONTINUOUS PLATES NAIL 8" O.C. CONNECT BLOCKING AT TOP TO DIAPHRAGM: SHEATHING THRU GABLE HOLD-DOWN HARDWARE: NONE Keating Engineering LLC - 159 East 16th Avenue - Eugene - Oregon 97401 - (541) 242-0613 HORIZON HOMES • PERFORATED SHEAR WALL 44 SOREN MEADOWS LOT 5 Plywood sheathed panels with openings included Date: 06-22 • SPRINGFIELD, OR Designed per American Plywood Association#157 (96) Proj no: 07-41 Shear wall no: PSW205 Shear wall location: UPPER INTERIOR Notes: Maximum value for shear wall using this method limited to 640 PLF Wall segments with aspect ratios of greater than 2:1 are ignored Chord forces in compression are analyzed at ends of PSW boundaries PSWs end at shear wall segments (interior edges of openings) PSW's must be in-plane, and out-of-plane PSW's are considered separately • Input parameters: design wall length: 18.66 FT applied DL from roof: 0 LBS design wall height: 8 FT applied DL from walls: 80 LBS react. from above: 0 LBS applied uplift 0 LBS shear from above: LBS applied LL from roof: 0 LBS in-plane shear: 2520 LBS applied LL from walls: 0 LBS applied DL from floors: 0 LBS Factors for APA opening lengths 6 total length of door and window openings (feet) equations opening areas 42 total area of openings (sq ft) wall area 110 (sq ft) a 0.28 area of openings/area of wall (sq ft) B 0.68 summation of full height sections/wall length 0.71 area factor 1 /(1+a/B) F 0.4456 reduction coefficient for wall r/(3-2r) Shear panel data: unit shear: 303 PLF see design evaluation below corner forces: 520 LBS uplift and bearing NEGLECT NEG VALUES DESIGN 1 PSW205 TYPICAL SHEAR PANEL SHEATHING: 7/16" OSB SHTG NUMBER OF FACES (ONE SIDE OR TWO SIDE): INSTALL SHTG ON 1 SIDE(S) MINIMUM SHEAR PANEL FIELD NAILING : 8d COM. NAILS AT 12 IN O.C. MINIMUM SHEAR PANEL EDGE NAILING : 8d COM. NAILS AT 4 IN O.C. STUD DIMENSIONS AND SPACING (#2 D FIR): 2X4 STUD 24 IN O.C. CHORD LUMBER (#2 D. FIR) DOUBLE 2X4 BOTTOM PLATE MEMBER (#2 D FIR): 2X4 DRAG STRUT/COLLECTOR AT TOP OF WALL: CONTINUOUS PLATES NAIL 8" O.C. CONNECT BLOCKING AT TOP TO DIAPHRAGM: SIMPSON A35 AT 24" O.C. TO TRUSS HOLD-DOWN HARDWARE: NONE INTERSECTING WALLS ACCEPT UPLIFT Keating Engineering LLC - 159 East 16th Avenue - Eugene - Oregon 97401 - (541) 242-0613 4C RIKOCZY SOREN MEADOWS FOUNDATION GRADE BEA.0WAL (PRINGFIELD, OR Plywood sheathed panels with hold-down restraint Date: 06/22 • Concrete grade beam design for base restraint Proj no: 09-41 i Foundation wall: POINT LOAD ON GRADE BEAM INTERIOR Location: Input parameters: proposed point load: 4000 LBS react.from above: 0 LBS applied DL from walls: 80 LBS soil bearing: 1500 LBS applied DL+LL from floors: 0 LBS depth of footing 12 IN applied DL+LL from roof: 200 LBS embedment: 12 IN Foundation: BM depth used 10 IN concrete strength: 2500 PSI BM width used 20 IN reinforcing grade: 60 KSI bearing wictn 14 IN IN .inforcing bar size: 4 footing depth: 12 IN number of bars 3I depth of steel from bottom of grade bm: 5 area of steel: 0.58875 SQ IN depth of steel from top of grade bm: 5 rho: ********** Output : footing reserve cap: 2211.6667 PLF grade beam length: 3.62 LIN FT required for point load distribution required moment: 3617 LB FT allowable moment: 7142 LB FT allowable shear 12240 lbs DOES NOT CONTROL concrete Ft: 75 PSI UNCRACKED SECTION uplift resistance: 1904 LBS ASSUMING UNCRACKED SECTION uplift resistance: 2676 LBS ASSUMING CRACKED SECTION (CONT LENGTH) Maximum uplift: 1878 LBS Notes: steel is balanced at top and bottom of grade beam concrete strength is limited to 2500 PSI for purposes of design reinforcing grade 60 KSI soil bearing capacity is limted to code-specified minimum STIRRUPS NOT USED IN FOUNDATION SECTION • Keating Engineering LLC - 188 West B Street - Bldg P - Springfield - Oregon - 97477 - (541) 726-9995 • RIIKOCZYSORENMEADOWS •FOUNDATION GRADE BEA•WAL SPRINGFIELD, OR _ Plywood sheathed panels with hold-down restraint Date: 06/22 • Concrete grade beam design for base restraint Proj no: 09-41 Foundation wall: POINT LOAD ON INTERIOR FOUNDATION AT GARAGE Location: Input parameters: proposed point load: 7200 LBS react.from above: 0 LBS applied DL from walls: 80 LBS soil bearing: 1500 LBS applied DL+LL from floors: 0 LBS depth of footing 12 IN applied DL+LL from roof: 0 LBS embedment: 12 IN • • Foundation: BM depth used 20 IN • concrete strength: 2500 PSI BM width used 8 IN reinforcing grade: 60 KSI bearing width 15 IN IN =inforcing bar size: 4 footing depth: 12 IN number of bars 2 depth of steel from bottom of grade bm:I 2 area of steel: 0.3925 SQ IN depth of steel from top of grade bm: 2 rho: ********** Output : footing reserve cap: 1440.8333 PLF grade beam length: 9.99 LIN FT required for point load distribution required moment: 17989 LB FT allowable moment: 17979 LB FT allowable shear 7650 lbs DOES NOT CONTROL concrete Ft: 599 PSI CRACKED SECTION uplift resistance: 3564 LBS ASSUMING UNCRACKED SECTION uplift resistance: 3563 LBS ASSUMING CRACKED SECTION (CONT LENGTH) Maximum uplift: 1878 LBS Notes: steel is balanced at top and bottom of grade beam concrete strength is limited to 2500 PSI for purposes of design reinforcing grade 60 KSI soil bearing capacity is limted to code-specified minimum STIRRUPS NOT USED IN FOUNDATION SECTION Keating Engineering LLC - 188 West B Street - Bldg P - Springfield - Oregon - 97477 - (541) 726-9995 47 •RIKOCZY SOREN MEADOWS FOUNDATION GRADE BEA (WAL e ''i- RINGFIELD, OR Plywood sheathed panels with hold-down restraint Date: 06/22 Concrete grade beam design for base restraint Proj no: 09-41 • Foundation wall: POINT LOAD ON EXTERIOR FOUNDATION Location: Input parameters: proposed point load: 5000 LBS react. from above: 0 LBS applied DL from walls: 80 LBS soil bearing: 1500 LBS applied DL+LL from floors: 0 LBS depth of footing 12 IN applied DL+LL from roof: 0 LBS embedment: 12 IN • Foundation: BM depth used 20 IN concrete strength: 2500 PSI BM width used 8 IN reinforcing grade: 60 KSI bearing width 15 IN IN ainforcing bar size: 4 footing depth: 12 IN number of bars 1 depth of steel from bottom of grade bm: 2 area of steel: 0.19625 SQ IN depth of steel from top of grade bm: 2 rho: ********** Output : footing reserve cap: 1440.8333 PLF grade beam length: 6.94 LIN FT required for point load distribution required moment: 8675 LB FT allowable moment: 9170 LB FT allowable shear 7650 lbs DOES NOT CONTROL concrete Ft: , 289 PSI CRACKED SECTION uplift resistance: 2475 LBS ASSUMING UNCRACKED SECTION uplift resistance: 2544 LBS ASSUMING CRACKED SECTION (CONT LENGTH) Maximum uplift: 1878 LBS Notes: steel is balanced at top and bottom of grade beam concrete strength is limited to 2500 PSI for purposes of design reinforcing grade 60 KSI soil bearing capacity is limted to code-specified minimum STIRRUPS NOT USED IN FOUNDATION SECTION Keating Engineering LLC - 188 West B Street - Bldg P - Springfield - Oregon - 97477 - (541) 726-9995