Loading...
Report (6) Sherman Engineering, Inc. 14 l0 NW Kearney St., No.5 1 7, Portland, OR 97209 (503) 230-8876 Phone (503) 226-4745 Fax CEDAR RIDGE - PLAN 'A' Tigard Co., OR ��f PROF August 3, 2006 � 861 9 . I For: ' • .ri►.. Magaro Architecture 'wtvla 41° 10570 SW Citation Drive °C)NP svIe#Ag Beaverton, OR 97008 U MES:6/30%.._... CII' OF TWA Approved EWEt Building type"A" .. o Ciiciitiondlly Approved [�J 9352 SW Coral St. See Letter to: Foi(a��i ] MST2006-00261 Attached Subject [ ] She-t No. Permit Number • Foundation ,dr 5: r 9360 SW Coral St. Framing: By:VSS Date: RI MST2006-00270 Floor Beams ca..) 63, ,( S6 FB I -F155 9414 SW Coral St. Roof Beams RB I -RBS MST2006-00258 APPROVED PLANS Header INCLUDE UN-ATTACHED: I-1D I -f-ID5 9420 SW Coral St 14,.��..��SPECIFICATION BOOK 'STRUCTURAL CALCS MST2006-00273 Lateral Load: �w ``�GEOTEcoli REPORT MISC DOCUMENTS Loading LLO-LL4 Dlabh/Shear Walls LL5—LLG Overturning LL7 Schedule LL8 Details D I -D 14 1'r 7Q c'i' 0 ;• SHERMAN ENGINEERING, INC. FOOTING SCHEDULE 420 NW 1 I th Ave., #5 I I PD r JOB: Portland, OR 97209 5/3/06 Client: DPS c(, soil = I ,500 psf(Assumed) REINFORCEMENT Number Type Wallow P,allow FTG Size USE REDAR lbs/ft lbs width (inch) depth (inch) CI Cont. ' 1 500 6,000 12 8 (I) #4 Cont C2 Contmous 1750 7,000 14 8 (1) #4 Cont C3 Continous 2000 8,000 16 I 0 (2) #4 Cont C3 Contmous 2250 9,000 18 I 0 (2) #4 Cont Number Type Fallow A FTG Size USE REBAR kips ft2 b (inch) 1(inch) d (inch) Bearing (195f) PI Pad 3.4 2.3 18. In I8. .in: I2. in 1500 Mu = I .08kft As = 4m2 a = 0.52 Mcap = I5.26kft (2) #4 EA WAY P2 Pad 6.0 4.0 24' 24 10 1500 M u = 2.55 k-ft As = •flint a = 0.39 M cap = I I .59kft (2) #4 EA WAY P3 Pad 9.4 6.3 30;, 30 I"0 1504 M u = 4.99 k-ft As = .4 in2 a"= 0.3 I M cap 12.04 k-ft (3) #4 EA WAY P4 Pad 13.5 9.0 36 36 12 1500 M u = 8.61 k-ft As = .61n2 a = 0.39 M cap = 23.24 k ft (3) #4 EA WAY P5 Pad 18.4 _ 12.3 42 42 12 1502 M u = I3.69kft As = 8m2 a = 0.45 Mcar = 30.79kft (4)#4 EA WAY PG Pad 24.0 I6.0 4848 I2 1300 M u = 20.4 k-ft As = .5 m2 a = 0.39 M cap = 30.99 k-ft (4) #4 EA WAY P7 Pad 28.8 18.8 52 '" 52 "'. 1 2 ! 534 Mu = 26.52 k-ft As = I . in2 a = 0.45 Mcap = 38.46kft ( ) 4 AWAY Pg Pad 40.0 28.4 `i 64 64 I2 1406 M u = 45.33 k-ft As = 1 .21n2 a = 0.44 M cap 46.22kft (6) #4EAWAY P9 Pad 50.0 36.0. 72' 72 I6 I38900 M u = 63.75 k-ft As = I .5 I m2 a = 0.49 M cap 84.98 k ft (7.) #5 EA WAY "R c5 Footing Schedule.xls fel Sherman Engineering, INC. 14 I 0 NW Kearney St. #5 17 Portland OR, 97209 BeamChek v2005 licensed to:Sherman Engrneermg INC. Reg#5234-65425 Cedar Ridge "A" Magaro FB I Prepared by: MDF' Date: 7/24/06 Selection 5-1/4x I I-7/8 2.0E TJ Parallam W.S. PSL Lu = 0.0 Ft Conditions Min Bearing Area RI = 5.5 int R2= 3.9 m2 DL Deft 0.30 in Data Beam Span 17.5 ft Reaction 1 LL 1 286 # Reaction 2 LL 1714 # Beam Wt per ft 19.48 # Reaction I TL 4 124 # Reaction 2 TL 2892 # Bm Wt Included 341 # Maximum V 41 24 # Max Moment 14212 'Al Max V (Reduced) 4105 # TL Max Defl L/ 240 TL Actual Defl L/358 LL Max Defl L/360 LL Actual Defl L/730 Attributes Section (m3) Shear (m2) TL Defl (in) LL Deft Actual 123.39 62.34 0.59 0.29 Critical 58.74 21 .23 0.88 0.58 Status OK OK OK OK Ratio 48% 34% 67% 49% Pb (psi) Fv(psi) E (psi x mil) Fc_l__(psi) Values Base Values 2900 290 2.0 750 Base Adjusted 2903 290 2.0 750 Adjustments CF Size Factor I .00 I Cd Duration I .00 1 .00 Cr Repetitive I .00 Ch Shear Stress N/A Cm Wet Use I .00 I .00 I .00 I .00 CI Stability I .0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0 Loads Point TL Distance Par Unit LL Par Unif TL Start End 8 = 2550 2.5 200 11 = 275 2.5 17.5 11 Pt loads: 6 0 RI = 4124 R2 = 2892 SPAN = 17.5 FT Uniform and partial uniform loads are lbs per lineal ft. Sherman Engineering, INC. F65 1410 NW Kearney St. #5 17 Portland OR, 97209 DeamChek v2005 licensed to:Sherman Engineering INC. Reg#5234-65428 . Cedar Ridge "A" Magaro FB 3 Prepared by: MDP Date: 7/24/06 Selection I-3/4x I I-7/8 I .9E TJ Microllam LVL Lu = 0.0 Ft Condbons Min Bearing Area R I = 4.4 int R2= 2.7 in2 DL Defl 0. 19 in Data Beam Span 10.0 ft Reaction 1 LL 1000# Reaction 2 LL 1000 # Beam Wt per ft 5.34 # Reaction I TL 33 14 # Reaction 2 TL 2039 # Bm Wt Included 53 # Maximum V 33 14 # Max Moment 7431 '# Max V(Reduced) 3037 # TL Max Defl L/ 240 TL Actual Defl L/424 LL Max Defl L/360 LL Actual Defl L I >1000 Attributes Section (in3) Shear (in2) TL Defl (in) LL Deft Actual 41 .13 20.78 0.28 0. 10 Critical 34.25 15.98 0.50 0.33 Status OK OK OK OK Ratio 83% 77% 57% 29% Fb (psi) Fv(psi) E (psi x mil) Poi(psi) Values Base Values 2600 285 I .9 750 Base Adjusted 2604 285 I .9 750 Adjustments CF Size Factor I .00 I Cd Duration 1 .00 1.00 Cr Repetitive I .00 Ch Shear Stress N/A Cm Wet Use I .00 I .00 I .00 I .00 CI Stability I .0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0 Loads Uniform LL: 200 Uniform TL: 275 = A Point TL Distance B = 2550 2.5 Uniform Load A Pt loads: Q R I = 3314 12.2 = 2039 SPAN = IO FT Uniform and partial uniform loads are lbs per lineal ft. Sherman Engineering, INC. Fa4 1410 NW Kearney St. #517 Portland OR, 97209 BeamChek v2005 licensed to:Sherman Engineering INC. Reg#5234-65428 Cedar Ridge "A" Magaro FB 4Prepared by: MDP Date: 7/24/06 Selection 11-3/4x 11-7/8 I .9E TJ Microllam LVL Lu = 0.O Ft • Conditions Min Bearing Area RI = 1 .0 in2R2= 1 .0 in2 DL Defl<0.01 in. Data Beam Span 5.5 ft Reaction 1 LL 550# Reaction 2 LL 550# Beam Wt per ft 5.34 # Reaction I TL 771 # Reaction 2 TL Bm Wt Included 29 # Maximum V 771 # 771 # Max Moment 1060'# Max V(Reduced) 494 # 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 4 I.I 3 20.78 0.01 <0.0 I Critical 4.89 2.60 0.28 0. 18 Status OK OK OK OK Ratio 12% 12% 5% 5% Fb (psi) Fv(psi) E (psi x mil Fc I (psi) Values Base Values 2600 285 I .9 750 Base Adjusted 2604 285 I .9 750 Adjustments CF Size Factor 1 .001 Cd Duration I .00 I .00 Cr Repetitive I.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1 .00 1 .00 CI Stability I .0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0 Loads Uniform LL: 200 Uniform TL: 275 = A IUniform Load A RIZ I 0 R2 = 771 SPAN = 5.5FT Uniform and partial uniform loads are lbs per lineal ft. Sherman Engineering, INC. "S'' • 1 410 NW Kearney St. #5 17 Portland OR, 97209 BeamChek v2005 licensed to:Sherman Engineering /NC. Reg#5234-65423 Cedar Ridge "A" Magaro FB 5 Prepared by: MDP Date: 7/24/06 Selection I 4x 8 DF-L#2 Lu = 0.0 Ft Conditions NDS 2001 Min Bearing Area RI = 2. I in2R2= 2.1 in2 DL Defl 0.02 in Data Beam Span 6.0 ft Reaction I LL 960# Reaction 2 LL 960# Beam Wt per ft 6. 17 # Reaction 1 TL 1338 # Reaction 2 TL 15m1338# m Wt Included 37# Maximum V 1338 # Max Moment 2008'# Max V(Reduced) I069 # TL Max Defl L/240 TL Actual Defl L/986 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 0.07 0.05 Critical 20.59 8.91 0.30 0.20 Status OK OK OK OK Ratio 67% 35% 24% 26% Pb (psi) FI( i) E (psi x mil) Fc (psi)Base Values 900 80 1 .6 625 Base Adjusted 1170 180 I .6 625 Adjustments CF Size Factor I.300 Cd Duration I.00 I .00 Cr Repetitive 1 .00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1 .00 CI StabilityI .00 j_0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0 Loads Uniform LL: 320 Uniform TL: 440 = A IUniform Load A J RI �I338 Z . R2 = 1 338 v .. SPAN:= 6,FT Uniform and partial uniform loads are lbs per lineal ft. Sherman Engineering, INC. gel'' 14 I 0 NW Kearney St. #517 Portland OR, 97209 BeamChek v2005 licensed to:Sherman Engineering INC. Reg#5234-65428 Cedar Ridge "A" Magaro RB I Prepared by: MDP Date: 7/24/06 Selection 4x I 0 DF-L#2 Conditions NDS 2001 Lu = 0.0 Ft Min Bearing Area RI= 0.9 m2R2= 0.9 in2 Data Beam Span 12.0 ft Beam Wt per ft 7.87# Reaction 1 TL 547# Reaction 2 TL Bm Wt Included 94 # Maximum V 547# 547# Max Moment 3 142'# Max V(Reduced) 54 I # TL Max Defl L/240 TL Actual Deft L/815 Attributes Section (in3) Shear(m2) TL Defl (in) Actual 49.91 32.38 O. I8 Critical 34.91 4.51 0.60 Status OK OK OK Ratio 70% 14% 29% Values Pb (psi) Fv(psi) E(psi x mu) Fc I (psi) Base Values 900 180 1.6 Base Adjusted 1080 625 Adjustments 180 16 625 Ad � CF Size Factor 1 .200 Cd Duration I.00 I.00 Cr Repetitive I.00 Ch Shear Stress N/A Cm Wet Use 1 .00 1 .00 Cl .00 Stability I .0000 Rb = 0.00 Le = 0.00OFt Kbe =10.0 Loads Point TL Distance B = 1000 6.0 Pt loads: I B I Z . R1 7 0 R2 = 547 SPAN = 12 FT Uniform and partial uniform loads are lbs per lineal ft. . ' x Sherman Engineering, INC. (Oa 14 I 0 NW Kearney St. #5 17 Portland OR, 97209 BeamChek v2005 licensed to:Sherman Engrneenng INC. Reg#5234-65428 Cedar Ridge "A" Magaro RB 2 I Prepared by: MDP Date: 7/24/06 Selection 2x 10 DF-L#2 Lu = 0.O Ft Conditions NDS 2001 Min Bearing Area R1 = 1 .0 in2R2= 1.0 Inz DL Defk0.0I in. Data Beam Span 5.0 ft Reaction I LL 375 # Reaction 2 LL 375 # Beam Wt per ft 3.37 # Reaction 1 TL 608 # Reaction 2 TL Bm Wt Included 17 # Maximum V 608 # 608 # Max Moment 76 I '# Max V (Reduced) 42 I # 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 21 .39 13.88 0.02 0.01 Critical 9.22 3.5 I 0.25 0. 17 Status 01c OK OK OK Ratio 43% 25% 9% 8% Values Pb (psi) Fv(psi) E (psi x mil) Fc_l_(psi) Base Values 900 180 1.G C25 Base Adjusted 990 180 I.6 625 Adjustments CF Size Factor 1 .100 Cd Duration 1.00 I .00 Cr Repetitive I .00 Ch Shear Stress N/A Cm Wet Use 1 .00 I .00 1 .00 Cl StabilityI.00 I ,0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0 Loads Uniform LL: 150 Uniform TL: 240 = A Uniform Load A ) 0 Q R I = 608 R2 = 608 SPAN = 5 FT Uniform and partial uniform loads are lbs per lineal ft. 4 4 Sherman Engineering, INC. n n7 1410 NW Kearney St. #5 17 Portland OR, 97209 '`0.7 BeamChek v2005 licensed to:Sherman Engineering INC. Reg/5234-65425 Cedar Ridge "A" Magaro RB 3 Prepared by: MDP Date: 7/24/06 Selection I 2-I I/16x I I-7/8 2.0E TJ Parallam W.S. PSL Lu = 0.0 Ft Conditions Min Bearing Area RI = 3.4 in2R2= 3.4 in2 DL Defl 0.06 in Data Beam Span I0.0 ft Reaction 1 LL 1563 # Reaction 2 LL Beam Wt per ft 9.97# Reaction I TL 2550# Reaction 2 TL 15 # Bm Wt Included 100# Maximum V 2550# 25500 # Max Moment 6375'# Max V(Reduced) 2045 # TL Max Defl L/240 TL Actual'Deft L/786 LL Max Defl L/360 LL Actual Defl L/ > 1000 Attributes Section (in3) Shear (in2) TL Defl (in) LL Defl Actual 63. 16 31 .91 0.15 0.09 Critical 26.35 10.58 0.50 0.33 Status OK OK OK OK Ratio 42% 33% 31% 28% Pb (psi) Fv(psi) E (psi x mu) Fc I(psi) Values Base Values 2900 290 2.0 750 Base Adjusted 2903 290 2.0 750 Adjustments CF Size Factor I .00 I Cd Duration I .00 I .00 Cr Repetitive I.00 Ch Shear Stress N/A Cm Wet Use I.00 1 .00 I.00 I .00 CI Stability I .0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0 Loads Uniform LL: 313 Uniform TL: 500 = A IUniform Load A RI -2550 R2 = 2550 SPAN = 10 FT Uniform and partial uniform loads are lbs per lineal ft. 4 4 t Sherman Engineering, INC. Nn 1 14 I 0 NW Kearney St. #5 17 Portland OR, 97209 BeamChek v2005 licensed to:Sherman Engmeermg INC. Reg#5234-65428 Cedar Ridge "A" Magaro 11D 1 Prepared by: MDP Date: 7/24/06 Selection I 4x 8 DF-L#2 Lu = 0.0 Ft Conditions NDS 2001 Min Bearing Area R I= 2.3 m2 R2= 2.3 m2 DL Defl 0.03 in Data Beam Span 6.5 ft Reaction I LL 1040# Reaction 2 LL Beam Wt per ft 6. 17 # Reaction I TL 1450# Reaction 2 TL 1450# Bm Wt Included 40 # Maximum V 1450# 1450# Max Moment 2356'# Max V(Reduced) 1180# IL Max Defl L/240 TL Actual Defl L/ 775 LL Max Defl L/360 LL Actual Defl L/ >1000 Attributes Section (ins) Shear (in2) TL Defl (in) LL Defl Actual 30.66 25.38 0.I 0 0.07 Critical 24. 17 9.84 0.33 0.22 Status OK OK OK OK Ratio 79% 39% 31% 33% Pb (psi) Fv(psi) E (psi x mil) Fc I (psi) Values Base Values 900 180 I .6 625 Base Adjusted 1170 180 I .6 625 Adjustments CF Size Factor I .300 Cd Duration I .00 I .00 Cr Repetitive I.00 Ch Shear Stress N/A Cm Wet Use I .00 I .00 1.00 Cl .00 Stability I.0000 Rb = 0.00 Le = 0.00 Ft Kbe =10 0 Loads Uniform LL: 320 Uniform TL: 440 = A IUniform Load A I Z\ RI = 1450 R2 = 1450 SPAN = 6.5 FT Uniform and partial uniform loads are lbs per lineal ft. a Sherman Engineering, INC. 1-40Z 1 410 NW Kearney St. #5 17 Portland OR, 97209 BeamChek v2005 licensed to:Sherman Engrneermg INC. Reg#5234-65428 Cedar Ridge "A" Magaro HD 2 Prepared by: MDP Date: 7/24/06 Selection (2) I-3/4x I 1-7/8 I .9E TJ Microllam LVL Lu = 0.O Ft Conditions Min Bearing Area RI = 4.9 m2 R2= 4.9 in2 DL Defl 0.23 in Data Beam Span 15.0 ft Reaction I LL Beam Wt per ft 10.68 # Reaction ITL 2250# Reaction 2 LL 2250# 3680# Reaction 2 TL 3680# Bm Wt Included 160 # Maximum V 3680# Max Moment 13800'# Max V(Reduced) 3 195 # IL Max Defl L/240 TL Actual Defl L/299 LL Max Defl L/360 LL Actual Defl L/490 Attributes Section (in3) Shear (in2) TL Defl (in) LL Defl Actual 82.26 41 .56 0.60 0.37 Critical 63.60 16.81 0.75 Status 0.50 OK OK OK Ratio 77% OK 40% 80% 74% Values Pb (psi) Fv(psi) E (psi x mil) Fc.±(psi) Base Values 2600 285 1.9 Base Adjusted 2604 750 Adjustments285 I .9 750 J CF Size Factor 1 .001 Cd Duration I .00 I.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1 .00 1 .00 ht I .00 Cl Stability 1 .0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0 Loads Uniform LL: 300 Uniform TL: 480 = A IUniform Load A I i 0 RI = 3680 R2 = 3680 SPAN = 15 FT Uniform and partial uniform loads are lbs per lineal ft. • Sherman Engmeenng, INC. 4407 1410 NW Kearney St. #517 Portland OR, 97209 DeamChek v2005 licensed to;Sherman Engineering INC. Reg#5234-65428 Cedar Ridge "A" Magaro ND 3 Prepared by: MDP Date: 7/24/06 Selection I 4x 12 DF-L#2 Lu = O.OFt Conditions NDS 2001 Min Bearing Area RI = 2.3 in2R2= 2.3 in2 DL Defl 0.13 in Data Beam Span 15.0 ft Reaction I LL 844 # Reaction 2 LL 844 # Beam Wt per ft 9.57 # Reaction I TL 1422 # Reaction 2 TL Bm Wt Included 144 # Maximum V 1422 # 1422 # Max Moment 5332 '# Max V(Reduced) 1244 # TL Max Defl L/240 TL Actual Defl L/555 LL Max Defl L/360 LL Actual Defl L/935 Attributes Section (in3) Shear (in2) TL Defl (in) LL Defl Actual 73.83 39.38 0.32 0. 19 Critical 64.63 10.37 0.75 0.50 Status OK OK OK OK Ratio 88% 26% 43% 39% Fb (psi) Fv(psi) E (psi x mil) Fc I Values Base Values 900 180 (psi) I .6 625 Base Adjusted 990 180 I .6 625 Adjustments CF Size Factor I . 100 Cd Duration I.00 I .00 Cr Repetitive I.00 Ch Shear Stress N/A Cm Wet Use I.00 I .00 1 .00 ht I .00 Cl Stability 1 .0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0 Loads Uniform LL: 113 Uniform TL: 180 = A Uniform Load A I R 1422 R2 = 1422 SPAN = 15 FT Uniform and partial uniform loads are lbs per lineal ft. a ppti- Sherman Engineering, INC. 1410 NW Kearney St. #517 Portland OR, 97209 BeamChek v2005 licensed to:Sherman Engineering INC. Reg#5234-65428 Cedar Ridge "A" Magaro ND 4 Prepared by: MDP Date: 7/24/06 Selection I (2) 1-3/4x 11-7/8 I .9E TJ Microllam LVL Lu = 0.OFt I Conditions Min Bearing Area RI = 4.3 m2R2= 4.3 in2 DL Defl 0.13 in Data Beam Span 13.0 ft Reaction I LL 1950# Reaction 2 LL 1950# Beam Wt per ft 10.68 # Reaction I TL 3 189 # Reaction 2 TL 3 189 # Bm Wt Included 139 # Maximum V 3 189 # Max Moment 10366'# Max V(Reduced) 2704 # TL Max Defl L/ 240 TL Actual Defl L/460 LL Max Defl L/360 LL Actual Defl L/752 Attributes Section (m3) Shear (in2) TL Defl (m) LL Defl Actual 82.26 41 .56 0.34 0.21 Critical 47.77 14.23 0.65 0.43 Status OK OK OK OK Ratio 58% 34% 52% 48% Fb (psi) Fv(psi) E(psi x mil) Fci_(psi) Values Base Values 2600 285 1.9 Base Adjusted 2604 750 285 I.9 750 Adjustments CF Size Factor 1 .001 Cd Duration I .00 I .00 Cr Repetitive I .00 Ch Shear Stress N/A • Cm Wet Use 1.00 I .00 I .00 I .00 CI Stability I .0000 Rb =0.00 Le = 0.00 Ft Kbe = 0.0 Loads Uniform LL: 300 Uniform TL: 480 = A IUniform Load AI I RI --`3189 Z\ R2 = 3189 SPAN = 13 FT Uniform and partial uniform loads are lbs per lineal ft. Sherman Engineering, INC. MOS 14 I 0 NW Kearney St. #517 Portland OR, 97209 BeamChek v2005 licensed to:Sherman Engineering INC. Reg#5234-65428 Cedar Ridge "A" Magaro HD 5 Prepared by: MDP Date: 7/24/06 Selection l 4x 10 DP-L#2 Lu = 0.0 Ft Conditions NDS 2001 Min Bearing Area RI = 2.7 m2R2= 2.7 in2 DL Defl 0.03 in Data Beam Span 7.0 ft Reaction 1 LL 1050# Reaction 2 LL Beam Wt per ft 7.87 # Reaction I TL 1708# Reaction 2 TL 17 # Bm 55 # Maximum Included18 708 # V 1 708 # Max Moment 2988'# Max V(Reduced) 133 I # 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 49.91 32.38 0.07 0.04 Critical 33.20 I I. I 0 0.35 0.23 Status OK OK OK OK Ratio 67% 34% 20% 19% Fb (psi) Fv(psi) E (psi x mil) Fci.(psi) Values Base Values 900 I80 I.6 625 Base Adjusted 1080 180 I.6 025 Adjustments CF Size Factor I .200 Cd Duration I.00 I .00 Cr Repetitive I.00 Ch Shear Stress N/A Cm Wet Use 1 .00 1.00 1 .00 1 .00 CI Stability I .0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0 Loads Uniform LL: 300 Uniform TL: 480 = A Uniform Load A RI = 1708 R2 = 1 708 SPAN = 7FT Uniform and partial uniform loads are lbs per lineal ft. SHERMAN ENGINEERING - CEDAR RIDGE P,L.O& A • ti,-CIA0 Date and Time: 8/1/2006 1:48:48 PM MCE Parameters - Conterminous 48 States Zip Code - 97223 Central Latitude = 45.44033 tC Central Longitude = -122.776223 MCE MAP VALUES Short Period Map Value - Ss = 106.1% g 1.0 sec Period Map Value - S1 = 37.2% g RESIDENTIAL DESIGN INFORMATION Short Period Map Value - Ss = 106.1% g Soil Factor for Site Class D - Fa = 1.08 Residential Site Value = 2/3 x Fa x Ss = 76.1% g Residential Seismic Design Category = D1 • I CEDAR RI DGE -- A I Lateral Load LL I 8/1/06 .1:'Wir >Per ASCE 7-02 100 mph EXP 5 ROOF PITCH: Vertical horiz. Degrees 6 12 26.6 Mean Roof Ht (ft) Mt Factor Method I Wind Resisting System 'A' 'B' 'C' 'D' O<h<30 I .00 17.9 7 ; 12.2 14.2 9.8 35 1 .05 1 8.8 12.5. i':4.9 10..3: 40 1 .09 20.51 14.0 16.3 1 1 .2' 45 1 .1 2 22.9 15.6 1.8.2 1 2.6 ` End Zone Distance: rave Ht (ft) 19 x 40% = 7.6 ft Bldg Width (ft) 26 x 1 0% = 2.6 ft Width x4% = I .0 ft Bldg Length (ft) 4 I x 10% = 4.1 ft Length x4%= I .6 ft Minimum = 2.6 ft • Edge Strip = 3.0 ft (End Zone = 2x Edge Strip) End Zone = 16:.0 ft T LL 2 1 t5r�9 G Per IBC 2003 6/I/06 Use Group = I Number of Stories = 2 < 3 ---► Simplified analysis per 15C Section 16 17.5 Sas = 0.7G R = G.5 V = 1 .2 Sd5 W R = 0.140 W Roof W = 15.0 G00 = 90 Wa I is = 8 8.0 ft 1/2 98 = 3. 1 Partitions = 6 8.0 ft 1/2 52 = 1 .2 1' 13.4 x 18 = 241 Floor W = 15 975 = 14.G Walls = 8 9.0 ft 1/2 1 28 + 3. I = 7.7 Partitions = 6 9.0 ft 1/2 58 + 1 .2 = 2.8 25.2 x 10 = 252 38.6 1493 , X 0. 140 -5:4 = Base Shear Distribution: _ 5.4 QRf 493 X 24I = 2.4 = ,: 5 Q 5A 2.8 Fir = 493 X 252 = 1 .4 — 2.0. . , SHERMAN ENGINEERING, INC. .. WIND LOAD PER IBC 2003 1410 NW Kearney St., No. 517 JOB: CEDAR RIDGE Portland, OR 97209 Loading: Roof Wall V1 V2 V3 V4 End Zone= 12.2 psf 17.9 psf Interior= 9.8 psf 14.2 psf End Zone Interior i V End Zone End Zone Length= 6 ft Qn Qn AlkQn Shear V1 V2 Line Condition load trib trib total load trib trib total load trib V3 trib total load trib V trib total REACTION ROOF width height width width height width Q g width height width width height width psf. ft ft ft psf ft ft ft psf ft ft ft 2 End Left 12.2 I 6 I 7 I 26 9.8 20 7 26 Psf ft ft ft kips 1 4 End Right I I I 9.8 I 20 l 7 26 12.2 6 i 1.0 7 I 26 1.0 Shear V1 V2 Line Condition load trib trib total load trib trib total load trib V3 trib total load trib V4 trib total REACTION UPR FLR width height width width height width Q g width height width width height width psfft ft ft psf ft ft ft psf ft ft ft 2 End Left 17.9 I 6 ll I 4 I 26 14.2 20 4 psf ft ft ft kips 4 End Right I 1 26 14.2 20 I 4 1 26 17.9 1 6 4 0.8 I 26 0.8 TOTAL UPPER FLOOR LOAD I LINE ROOF I UPR FLR I TOTAL 2 1.0 0.8 1.8 4 1.0 0.8 1.8 Shear V1 V2 Line Condition load trib trib total load trib trib total load trib V3 trib total load trib V trib total REACTION MAIN FLR width height width width height width Q g width height width width height width psf ft ft ft psf ft ft ft psf ft ft ft 1 End Left 17.9 6 12.5 16 14.2 10 12.5 16 Psf ft ft ft kips 2 Inter 17.9 6 12.5 16 14.2 10 12.5 16 14.2 5 9 1.6 3 Inter 14.2 5 9 10 14.2 5 9 10 14.2 9 9 15 17.9 6 9 15 121 . 4 End Right 15 17.9 6 9 15 1.66 14.2 9 9 15 17.9 6 9 15 1.1 /--- (N VV SHERMAN ENGINEERING, INC. 4 1410 NW Kearney St., No. 517 Portland, OR 97209 Shear VI Line Condition load trib trib total load trib V2 trib total load trib V3 V4 REACTION trib total load trib trib total Q ROOF width height width width height width width height width width height width psf ft ft ft psf ft ft ft psf ft ft ft psf ft ft ft kips A End Left 12.2 I 6 I 7 I 25 9.8 1 19 i 7 I 25 25 12.2 I 6 I 7 I 0.9 25 0.9 Shear V1 Line Condition load trib trib total load trib V2 trib total load trib V3 trib total load trib trib total V4 REACTION UPR FLR width height width Q width height width width height width width height width psf ft ft ft psf ft ft ft A End Left 17.9 I 6 I 4 I 25 psf ft ft ft psf ft ft ft kips 14.2 I 19 4 I 25 B End Right !r C 14.2 , 19 r 4 25 17.9 f 6 i 4 25 00. .8 8 TOTAL UPPER FLOOR LOAD I LINE ROOF UPRFLR I TOTAL A 0.9 0.8 1.7 B 0.9 0.8 1.7 Shear VI Line Condition load trib trib total load trib V2 trib total load trib V3 trib total load trib trib total V4 REACTION MAIN FLR width height width Q width height width width height width width height width psf ft ft ft psf ft ft ft psf ft A End Left 17.9 l 6 I 9 I 25 14.2 l 19 f 9 25 ft ft psf ft ft ft kips 1 B End Right I lj } 14.2 I 19 I 9 I 25 17.9 6 1.8 i I 9 I25 1.8 (/ QL) ') L-S r = Is-34/-4 12 Z= ''0 1.40.17) 7,4‘ ..0/ :._ c-,,C '1) -A b'I =-,IS'i-i--. 1 7 -27A cA' ') 19'1 --1\ skb- El ®Q144oZ S t/7,b 2 o, 092 -, -ii VO -,113,' =-7,S7 4-,I1Z .=. A �Z .Z ( OY) '1091 = ,0i/,9'I = 'n- s2 _ ' (7),,,,') ,,9'1 ='A � (lint/ - S r1 X- 46 0 0Q o Sy -zy sl al c1 (7,L,) =09S„ „ _cli s� ( =p Z _s•91 $ of _'8') _ 9 )( _ d pZ I t64,4Q vK07t (111cc) WO/ ,g//..5•1 _ 17(2_ (-nsb -.2.1 =4/A 0419)7) '1 9S = , 1 Z/-��'1= tn_ a 4 ( b ) -,,g't = 2r1 d x7 wO- cavi ,Z s 'Z b.I ) t S4 ()))4C19 I'HMa =QQ I am V►' dUU3 c'cA7y ovol 7vyal-V7 . c)///q 9/i 4 LL 6IOE-5t0E 1_O,4 ROOF tIAPN = (/-q4-) ® ro,s- 25 3,5 g,S lF wAtL5 - 01W FLe VA- I.'" C,g5x) K= L-1-1 CO, 162' / 08*1() Va= Va- L V !I ' = 1551, (av*i) FL-ooi niA7914I A 25 6 6t4 /112 IVA1,1,5-thA1N Ft e 2.1-5 VA- 7" lac6P(Li" ).-1-1 3.5" (1, 5c) VA-= 3,5"/ =Zo01 (Il5wl) 1/6- 3,5r- (05") a= 3.5i -/'&15' 0o`'1, (223'frl,)/(3 /1i31,E 7305.3. 3 (Y2 64. 0 6 : VAit,o = C7(3.$)f Y](2601") = Z2-"7FT- o►K t1A-111 FLS G21n =C26.1s) 19 '1 ( 90#�=2 q'i ,- OK_ OVERTURNING - CEDAR RIDGE - PLAN A REDUCI ION 8/3/2006 GRID SHEAR DEAD DEAD LINE •667 WIND LOAD NET LEVEL LENGTH SHEAR/FT HEIGHT TRIG LOAD M,resist .85 SEISM M,ot ABOVE UPLIFT LINE I V-1 10 0.160 8 4 15 6.20 WIND 12.8 0.00 0.86 Use STHD 14 LINE 2 V-2 21 0.086 8 4 15 27.34 V-1 7,5 WIND 14.4 0.00 -O. 18 OK w/ nails 0.520 9 4 15 3.71 WIND 35.1 -0. I8 4. 16 Use MST60 V-1 7.5 0.520 9 4 15 3.71 WIND 35.1 -0. 18 4. 16 Use STI-1D 14 LINE 3 V-1 15 0.107 9 4 15 14.85 WIND 14.4 0.00 0.30 IOK w/A.B.'s LINE 4 V-2 8.5 0.100 8 4 15 4.48 WIND 6.8 0.00 0.45 Use MSTA36 V-1 18.5 0.157 9 4 15 22.59 WIND 26.1 0.45 I .04 Use STH D 14 GRID SHEAR REDUCTION DEAD DEAD .667 WIND LOAD NET LINE LEVEL LENGTH SHEAR/FT HEIGHT TRIG LOAD M,resist .85 SEISM M,ot ABOVE UPLIFT LINE A V-2 10.5 0.162 8 13 15 14.28 WIND 13.6 0.00 0.38 Use MSTA36 V-1 17 0.206 9 13 15 38.58 WIND 31.5 0.38 0.72 Use STHD 14 LINE B V-2 3.5 0.155 8 13 15 1.59 WIND 4.3 0.00 0.94 Use MSTA3G V-1 2.75 0.400 9 13 15 1.01 WIND 9.9 0.94 4.29 Use HTT22 V-1 6 0.400 9 13 15 4.81 WIND 21.6 0.94 4.00 Use STHD 14 OT-Cedar Ridge-Bldg A.XLS LLS S 1 1A V/-'t L LSCHEDULE ALL PANEL EDGES MUST BE BLOCKED UNLESS NOTED OTHER^USE MARK WALL COVER FASTENERS 0 PANEL INTERM. SOLE PLATE RIM BOARD/ EDGES STUDS CONN (SEE NOTE #3) BLKG CONN REMARKS © 7/16"A.P.A.- 0.131"-x 2-1/2" 1617 0 6"O.G. A35 Gd COMMON®6"O.G. RATED 5HT'G F.RH.P-NAIL b"O.G. 12"O.G. I/2"XIO"AB.S 0 24"O.G. SUITABLE SUBST.FOR 0 32"O.G. 0.131"-F.RH.P-NAIL AL I/2"G W.B. I 1617®6"O.G. A35 NAILING APPLIES TO EACH EACH SIDE NAIL or 2" 4"O.G. 4"O.G. I/2"X10"AB.'S 0 36"O.G. 5117E OF WALL.(EDGE /� „N„tt6 W" b ® "0.G. BLK'G IS REQUIRED) / \ I/2"G.W.B. EBD• 1617®8"O.G. ASS NAILING APPLIES TO EACH EACH SIDE NAIL or 2" I/2"XIO"A.B.'S 0 46"OG. SIDE OF WALL.(EDGE "N"#6 SCREW 7"O.G. 1"O.G. ®32"O.G. ELK'S 15 NOT REQUIRED) 7/Ib"A.PA.- 0.131"x2 1/2" I6D 0 4"O.G. A35 8d COMMON NAIL OK RATED SHT'G FULL ROUND- 4"O.G. 12"O.G. I/2"XI0"A.B.S 0 18"O.G. SUBSTITUTE FOR ANY HEAD P NAIL 024"O.G. 0.131"-(9 GA.)P-NAIL 1/16"A.P.A.- 0.131"x2-I/2" 20d 0 3"0.G. A35 3x REQUIRED 0 ALL RATED SHT'G FULL ROUND- 3"O.G. 12"0.G. I/2"X10"AB.'5 0 12"O.G. PANEL JOINTS E DEL HEAD P-NAIL 0 24"O.G. 2X SOLE PLATE 0.13fFULL"x2 I/2ROUND" 2"0.G. 20d 0 3"O.G. A35 3x REQUIRED 0 ALL © 7/16"A.P.A. 12"O. STAGRD 0 10"O.G. PANEL JOINTS d RATED 51-11-GG. 3/4"XIO"AB.S HEAD P-NAIL 0 24"O.G. SOLE PLATES © 7R/16AT"ED A.P.A.SHT'G 0.131"x2 I/2" 4 O.G. A35 o 5"O.G. A35 3x REQUIRED 0 ALL PANEL FULL ROUND- 12"O.G. 3/4"XIO"A.B.'S STAGRD. EACH 5117E HEAD P-NAIL ®8"O.G. JNTS 8501E PL.-OFFSET 0 24"O.G. JOINTS EA.SIDE OF WALL Adik 7/I6"A.P.A. O.I3I"x2-I/2" A35® 4"O.G. ASS RATED SHT'G FULL ROUND- 3"OG 12"O.G. 3/4"XIO"AB.S 3x REQUIRED®ALL PANEL EACH SIDE HEAD P-NAIL STAGRD. 0 6"O.G. PANEL JOINTS 4 SOLE PLATES 0 16"O.G. OFFSET JOINTS EA.SIDE OF WALL Adik 7/16"A.P.A. 0.131"x2-I/2" A35 0 3"O.G. A35 RATED 5HT'G FULL ROUND- 2�0.0. 3x REQUIRED® ALL EACH SIDE HEAD P-NAIL 5TASRO I2 O.G. 3/4°XIO"A.B.S ® 4"O.G. PANEL JOINTS 4 SOLE PLATES ® 12"O.G. OFFSET JOINTS EA.SIDE OF WALL HOLDONN SCHEDULE MARK HOLDOWN FASTENERS MARK HOLDOWN FASTENERS NO SPECIAL CONNECT BTM. PL TO \o/ HOEDOWN FLR JST/BMBLK'G REQUIRED W/ Ibd ® 4" O.G. 6 "STHDI4" (38) Ibd SINKERS (13) IOd COMMON (32) Ibd SINKERS vMSTA36 NAILS 3/4 A"T EACHSTAGG END v "HTT22" 4 SIMPSON SSTB24 o.c. ANCHOR BOLT (II) Ibd COMMON (3) 7/8" A3O1 BOLTS © MST37 NAILS AT EACH END NV "HDBA" 4 SIMPSON SSTB28 0 1 3/4" o.c. STAGG ANCHOR BOLT M51-48 (I7) Ibd COMMON (4) 7/8" A307 BOLTS © NAILS AT EACH END *HDIOA" SIMPSON 5534773 ® I 3/4" o.c. STAGG v ANCHOR BOLT (24) Ibd COMMON (5) I" DIA. THRD ROD NI" "MST60" NAILS AT EACH END ' "HDIS„ 6x6 POST REQ'D 8 ® I 3/4" o.c. 10 SIMPSON SSTB36 ANCHOR BOLT (44) Ibd COMMON © "CMST12" NAILS AT EACH END ® "TS22" (q) ISD EACH END 0 13/4" o.c. NOTE�S: — 1. *F-USE MIN. 6X STUD EA. END 5HEAR PANEL FOR HOLDOWN 2. BUILDER TO VERIFY ALL INSTALLATION REQUIREMENTS PER "SIMPSON" CATALOG FOR ALL HOLDOWN CONNECTIONS. 3. 2"x2"x3/I6" PLATE WASHERS ARE REQUIRED AT ANCHOR BOLTS TO 2x MUDSILL PLATE _ _ _ _ _ _ _ , t , 7 _____ ____ ____ ____ _____ ____ ____ ____ _____ ___I r _ _ 4 6:12 6:12 II 11 I �(TYP.) (TYP.) > II I II �. : I I v Ji' I 1.7111r4dr,IAREA OVERFRAMED N oI/ I MANUFACTURED WORD TRUSES .416 I I o �� 0 ® 24" o/c (BY •THERS) *-'1, II4B fp c _J L_ my 1 II I II L J L COMPOSITION SHINGLE I I — RORFING- TYPICAL I IillII 1 II Il I II .2II II i 6:12 it II (T--- ) II I (TYP.) I I it II II ILL _ _ JL _ _ I i I I — — J J � r� LJ I I I T ? _ . I V r I 6:12 6:12 I nu (TYP.) (TYP.) Z x/ I (R52 I II 0 MANUFACT EDWOOD TRUSSESI :IlI I @I 24"Li /c i BY OTHERS) L _ II LJ (2) i 3/4 14. vt-• I I —9- . fZ CHD ) . . 6402) ❑ 4--HU2.75/I2- IINGF5 rt 2144 ((Ws" PSL (R 53) i -645- // 11 7/8" TJI 110 FLR. JSTS. I © 16" o/c op � 0 L — u r �, 0 L r ® ao rn � 0 D I- 11 7/8" TJI 110 FLR. JSTS. — ® 16" o/c ( 3/4xUhf8LUL I — n (up ,�� µx8 0 (ND JI I 0 qx8 I I * 0* CMS -1 I g o� I L./ II Oiii7 (-09 / 24'-0' / 10'-6" 1 13'-4" 1,-6",, (13 IX C3 b'"ti. 1-- os - - r - - - - - --i a -} II IIli I I. U X T 0 � r II V1 N L 12x6 T&O WIC - _ 'M 4 II LI • • Mi I JLC a 1111 • i-* I o � r cV 3 U II Ix ! lxI •fl 2x6 TQC SMm. II II • 1 * ! MI _, r -, L _ 10-6• / ;-2 12'-10• 9.-6- / / 25'-6" FOUNDATION PLAN SCALE 1/4"•d'-0" CCC CuCCT CM CTD;IPT ID Al IICTA11 C _ , . 410• , v 0 a .. lie ar --441‘ I I PEN £ I7804.x14 0 _- // BATH LL_ ® ,` P._______ CIO1_) ii k • Z 1 $ 8 0 CEIL. o I . 0 CLOSET fl Q aI ,.. , .. N< N. x -N, . . \ J ri Op LJ Cn I I Ll I I" L J L 1 J 1 td v UPPER FLOOR PLAN -A SCALE 1/4'=1'-O' UPPER FLOOR:534 SQ. FT. Y f 01 a I ,Iiiii, .2 , ` 1 f1 W.C. —_�J =• I. 1"--1I BDRM. in i .i D i 92,OC1O2/6 L___J 0 AI' J iii- 1 *ram....--gli ■�+ __ $ �, a[°to]ANCE R DINING8 0 N t%Ox1O�6 3 d 1- L_ r ---so ' i.._.IT_ 1 Iv la GREAT ROOM 13/ox22AL i VqP I /6 41P II Si w/NIIIS—— MB $ <® a MAIN FLOOR PLAN -A SCALE: 1/4'.1•-0' MAIN FLOOR: 967 SQ.FT. UPPER FLOOR: 534 SQ.FT. TOTAL_ 1,501 SQ.FT. Y r / �NoI NEE LA 1 �6•- ROOF 941'6W 6p•b'O.C. Ipi1.4c 3•,40 bCb L 6b2 ROOF SNT6 PER PLN! 3.16D Ff 511/OW- E> S 6-36-65 I'I' :::: OFRAS* R / rill�� �Ei r. Ii 2X6 UD MALL 01 l' il- QJ iii N zs D 14 ROOF RAFTER @ EXT WALL CTIcL roC 1 6D•6.OC. C 6 ROOF SITE PER PLAN RF 1RlP.f PER PUN /`T� ' FASCIA 4 OVS6uN6 PER MGR -T' W _O L ^ ii11 — — �� ROOF sHlr6 RAH 4 i OD•6.04. ' PREFAB EO NAL I PREFAB ROOF TRUSS W 166 TOC 7R551?5 2x g r NAIL•6.OL.•OBER II VENTER I 2.6BAGK6G / , 2 TO DBL R OVEIWANG t FASCIA INALL Sire PER PLAN kV MO•Re OD. � 2 PER PIJN ,ILII �� N29 MGM•24.OL. ILI CZ '. 2,4 euGs•40.0.C: I W 6d COMERS• 1X SILO PALL•16'OD. (21 160 F.fi D17gis,l MALL SIMPER PLANEA END t•DEL PL I I 2%6511.0Iw.L•NYOC. Q CD GABLE END WALL TRUSS @ EXT WALL ROOF TRUSS @ EXT WALL WIRFT4 WALE. 1•.I-0• DI I t RFIS SCALE: r=r-0• La 1 Q O '- CZ 236 S160 NALL•16.OL. I O. ,.., SOLE R t LOIN PER SUED tet' 1-� (I6D•D'04.'RP/ I PLR 5M6 PER FLAN Q 50.E RATE W 2%SOLO RW BD 1„,-..-.._________ CONN PER SGl� '1 ' W A20 A5 CALLED (16D•6•DL.TM/ i H.R 5516 PER Rill Y-1 N STEM SLfEAIp 0 COIN R6i9 ABOVE �I�� SGEM PANfi ONLY '�,' I'I� WA95 AS GALLED int WLLED l • MSAR PNEL ONLE • � CONI ALY]O ABOVE 16d TOEULS•6.OL. 10.=6111 2x BLJC6•b•OL.W `X'EM PANEL 014Y F Bd•3'DC.•EA it,::.-.T,6 J I SIM(2/16d•EA EO F OF 1515 l DBL TOP R 16d TOENAILS.6'OL. ' O NALL 9516 PER FLAN i Z%PLR. SW D i (21160•DM PL tt 141 HEADER PALL 906 PER RAN I 0 TYP PARALLEL JSTS TO EXT WALL 0 11P PERP JSTS TO EXT SHEAR WALL 1PIR51A SCALE, I.=r-0. •• 1FLR52 SLAM I.=r-o. I11 F-- LU N 1 J I I I II PROPER P =EL !III STRAP NDLDOYN PER HALM PER RAN _ D . STA66•35425 �■ OBL S1W ILK PER COIN TOYER YULE Sure PER.� 5110 I-- Y61_.■It■ if: m��MIS LONG PMLL P52 PLM I�■ 111nv 0614WKLOIR TDP�B01 ,�fl S81R•�6• TO.PQtO NNL o ,': POKE STRAP NE,/1KAL FPLI, o 0 ��Il��i,. GOWER Y• NDL°FDFOUND Q SNRIW ON i $ 8 a v EACH SIDE DF CORNER PLACE '" Ea ON ONE 5105 ONLY AND Sheet illiifi simpsoN EDGE NAIL TO MLTIPLE 511675 ANCHOR ITOL4 ,, G411 PRI•46.7O SE I 3-.T OV O •HOEDOWN BOLT TO FOUND 3 5RACEDD 5 A TYP SHEAR WALL STRAP HOEDOWN 14-DN"2' SCALE, r=r-0• D I 11LD511010 SCALE: I.=1'-0' ` - / 1 § I �. — I a a $ iiiir ._ fli j 'II triz Q .'•=a K &II QJ Ll1 co 0 31 le> t tIN " iii I ti lit o b � 0o 11 i k S ILi .gip Rif f 0 io - „b ill,i„ JQpJ $. �' Q illlUi hi- z i / htln MP i��y��b ����ti�3 ti4�w� �egg ti � a I— ! 1 3! "°a' i J b b ill! b b b b bIT �� w D `� 2 ll a ' ' til a ti rr W 148'1001A 2t / 1 31 (Y i1 If PI tIttiyilly pp l? IN iliiilUilhl:i! ! §f 111 • Tr 1 : 11 it g if 01001 i is 5 da I g ; 1 p Q l 4i §i kl )i i tfi 34l Q £ it / AI AO IS l < 44444441 ° DD . DDDN . _ 1_ w Q tu SI g 3 n1 t d 1 E. 1 i IS R. �` CEDAR RIDGE HOMES JOB # Coral Common TRUS-WAT: Unit A-A QUOTE#B06082705 ( )7�i !(593) MSC-2274 iP: fr. 7h Hulick,Choice �: CUSTOMER QUOTE ri CEDAR RIDGE HOMES Cedar Ridge JOB NAME: Coral Common I ' PLAN: Unit A-A 9;- 1905 SW 257TH AVENUE 6 ELEV: MSC-2274 D}TROUTDALE,OR 97060 I Portland,OR II SALES REP:Steve Ryder 0 T Lot/Blk/Sub / F CONTACT: o FRAMER: 0 OVERHANG NO LAYOUT GM 09/11/06 ENDCUT PLUMB QUOTE GM 09/11/06 ItX RETURN CUTTING /I PHONE: PHONE: _ LOADING: 25.0,7.0,0.0,10-0 HEEL 00-04-00 ROOF TRUSSES ROOF TRUSS SPACING:24.0 IN.O.C.(TYP.) I PROFILE QTY PITCH TYPE I BASE IO/A LUMBER OVERHANG CANTILEVER STUB PLY TOP BOT ID SPAN SPAN TOP BOT LEFT RIGHT LEFT RIGHT LEFT RIGHT SPECIAL 7 -6.00 0.00 T13 01-06-00 01-06-00 2 X 4 2 X 4 01-04-00 GABLE 1 6.00 0.00 T01 11-08-00 11-08-00 2 X 4 2 X 4 01-04-00 01-04-00 1 COMMON 2 Ply 6.00 0.00 T02 11-08-00 11-08-00 2 X 4 2 X 8 GABLE .n1111111II I 1 6.00 0.00 T03 21-00-00 21-00-00 2 X 4 2 X 4 01-04-00 01-04-00 COMMON i 5 6.00 0.00 T04 21-00-00 21-00-00 2 X 4 2 X 4 01-04-00 01-04-00 r111111I1"- GABLE 1 6.00 0.00 TOS 24-00-00 24-00-00 2 X 4 2 X 4 01-04-00 _ COMMON 7 6.00 0.00 106 24-00-00 24-00-00 2 X 4 2 X 4 01-04-00 GABLE -"I4191'*- 1 6.00 0.00 T07 24-00-00 24-00-00 2 X 4 2 X 4 ,01-04-00 GABLE -"11/1111"- 1 6.00 0.00 108 23-06-00 23-06-00 2 X 4 2 X 4 01-04-00 �01-04-00 COMMON -----":1 )''s-. 7 6.00 0.00 T09 23-06-00 23-06-00 2 X 4 2 X 4 01-04-00 01-04-00 MONO TRUSS 6 6.00 0.00 T10 03-00-00 03-00-00 2 X 4 2 X 4 01-04-00 GABLE 4t11li1 �' 1 6.00 0.00 T11 1400-00 14-00-00 2X4 2X4 01-04-00 01-04-00 COMMON 2 6.00 0.00 T12 14-00-00 14-00-00 2 X 4 2 X 4 01-04-00 01-04-00 I I- ITEMS I QTY ITEM TYPE SIZE NOTES I LENGTH FT-IN-16 I PART NUMBER 25 Bird Blocks 2x4 Solid Blocks 25 ____... Bird Blocks 2x4 Vented Blocks 50 Hurricane Ties H2.5T Hurricane lie(s) 5 Hangers-Simpson HUS26 Simpson 13 Hangers-Simpson LUS24 Hangers) 1, �� d Rte„rt ►AN 1. ', ?Cr a ! Arlt t 3UILD G ON D°O.4'• TRU.q-WAY NO. 3901 NF 6`.TH ST. VANCOUVER, WA 386936O) 750-1470-(503) 285-2615- k87-7) TRUSWAY 006082705 DATE09/12/06 PAGE 1 'Trus-Way,Inc.operates as a Material Supplier,not a Subcontractor.The truss list above Is not guaranteed to complete your job.Purchaser must verify quantities,dimensions,pitch,overhang and other specifications. *Price is subject to change if order is not delivered within 30 days of above date.Terms are 1%10th,Net 11th,unless noted otherwise.Past GRAND TOTAL $1,824.00 due accounts will be charged 1 Y2%per month interest(18%per annum)plus any legal fees required for collection,including reasonable attorney fees and the cost of filing a construction lien. "TAX IS NOT INCLUDED" *Repairs or alterations to trusses on jobsite without prior authorization from Trus-Way,Inc.will not be recognized nor"back-charges'as a result thereof. *Customer assumes responsibility for unreasonable access or exit at jobsite,and agrees to pay for Tow Truck if necessary. *Trus-Way,Inc.is not responsible for mud on streets or damage to underground systems,driveways or curbs.Additional crane time over and above reasonable time to deliver will be charged at$120 per hour. Accepted By: Date: