Loading...
Report (4) Sherman Engineering, Inc. 1410 NW Kearney St., No.5 17, Portland, OR 97209 (503) 230-8876 Phone (503) 226-4745 Fax CEDAR RIDGE - PLAN `B' Tigard Co., OR .ce PRo August 3, 2006 er A\ �'�'�'Fo9 For: 0'; Magaro Architecture 10570 SW Citation Drive '2'tYta is°'° Beaverton, OR 97008 0'd0.smeso, ffiCPIRES:6✓WO/ QC.J e ......A.-, :air. f wilding type"B" T4 r, rr wins :swap gw.unjy 4!uuad 9340 SW Coral St Subject patpul1V Sub MST2006-00262 J 1 Moltod :ol as a'i a�gheet N o Foundation: E. i panoaddV iCII�Uo!�!PL1 I 9310 SW Coral St Framing: r •pana►dd MST2006-00264 E)4l Floor Beam(RIV3I 3 la FBI -FB 9316 SW Coral St Roof Beams RDI MST2006-00265 Header HD I -HD 9346 SW Coral St. MST2006-00269 Lateral Load: Loading9376 SW Coral St LLO-LL4 MST2006-0027 Diabh/Shear Walls LL5—LLG Overturning LL7 Schedule LL8 Details D I -D 13 444A- (o CW c JAN 1 )In/ CITY OF TIGARO BUILDING DIVISION SHERMAN ENGINEERING, INC. FOOTING SCHEDULE (420 NW I 1 th Ave., #5 I I PD JOB: Portland, OR 97209 8/3/06 Client: DPS a, soil = I ,500 psf (Assumed) REINFORCEMENT Number Typewanow P,allow FTG Size USE REBAR Ibs/ft 1195 width (inch) depth (inch) CI Cont. 1500 6,000 12 8 (I) #4 Cont C2 Continous 1 750 7,000 14 8 (I) #4 Cont C3 Contmous 2000 8,000 16 I 0 (2) #4 Cont C3 Continous 2250 9,000 18 10 (2) #4 Cont Number Type Pauow A PIG Size USE REBAR kips ft2 b (inch) I (inch) d (inch) Bearing (psf) P 1 Pad 3.4 2.3 18. in 18. in I:2. in '' 1500 M u = I .08k-ft As = .4 in2 a = 0.52 M cap = I 5.26 k-ft (2) #4 EA WAY P2 Pad 6.0 4.0 24 24 IO I 500 M u = 2.55 k-ft As = .4 in2 a = 0.39 M cap = I I .89 k-ft (2) #4 EA WAY P3 Pad 9.4 6.3 30 30 I0 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 i' 36 12 1500 M u = 8.61 k-ft As = .6 in2 a0.39 M cap = 23.24 k-ft = (3) #4 EA WAY P5 Pad 18.4 I 2.3 42' 42 I2 I 502 M u = 13.69 k-ft As = .81n2 a = 0.45 M ca30.79k-ft = (4)#4 EA WAY P6 Pad 24.0 16.0 48 48 I2 1500 M u = 20.4 k-ft As = .8 in2 a = 0.39 M cap = 30.99 k-ft (4) #4 EA WAY P7 Pad 28.8 18.8 52 52 12 1534 M u = 26.52 k-ft As = I . in2 a = 0.45 M cap = 38.46 k-ft (5) #4 EA WAY P8 Pad 40.0 28.4 64 64 I2 1406 Mu = 45.33k-ft As = 1 .2 in2 a = 0.44 Mcap 46.22 k-ft (6) #4 EA WAY P9 Pad 50.0 36.0 72 72 16 1389 A M u = 63.75 k-ft As = I .5 1 in2 a = 0.49 M cap 84.98 k-ft (7) #5 EA WAY ' Y Footing 5che ule.xls At Sherman Engineering, INC. Fe I 1 4 1 0 NW Kearney St. #5I7 Portland OR, 97209 BeamChek v2OO5 licensed to:Sherman Engineering INC. Reg#5234-65425 Cedar Ridge "B" Magaro Pb 1 Prepared by: MDP Date: 7/24/06 Selection 1-3/4x I I-7/8 I .9E TJ Microllam LVL Lu = 0.0 Ft Conditions Min Bearing Area R I = 3.6 m2 R2= 2.6 in2 DL Defl 0.06 in Data Beam Span 10.0 ft Reaction 1 LL 1963 # Reaction 2 LL 14 17 # Beam Wt per ft 5.34 # Reaction 1 TL 2726 # Reaction 2 TL 1975 # Bm Wt Included 53 # Maximum V 2726 # Max Moment 5376'# Max V (Reduced) 2013 # TL Max Defl L/ 240 TL Actual Defl L/559 LL Max Defl L/360 LL Actual Deft L/778 Attributes Section (in3) Shear (in2) TL Deft (in) LL Defl Actual 4 1 . 1 3 20.78 0.21 0. 15 Critical 24.78 10.59 0.50 0.33 Status OK OK OK OK Ratio 60% 51% 43% 46% Pb (psi) Fv(psi) E (psi x mil) Fc_l_.(psi) Values Base Values 2600 285 1 .9 750 Base Adjusted 2604 285 I .9 750 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 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: 260 Uniform TL: 358 = A Par Unif LL Par Unif TL Start End 260 11 = 358 0 3.0 11 Uniform Load A 8126 R2Z\ = 1975 SPAN = 10 FT Uniform and partial uniform loads are lbs per lineal ft. Sherman Engineering, INC. F13.2". 1410 NW Kearney St. #5 17 Portland OR, 97209 BeamChek v2005 licensed to:Sherman Engineering INC. Reg#5234-65425 Cedar Ridge "5" Magaro Pb 2 Prepared by: MDP Date: 7/24/06 Selection I-3/4x 1 I-7/8 I .9E TJ Microllam LVL Lu = 0.0 Ft Conditions Min Bearing Area RI = 2.3 in2R2= 2.3 in2 DL Defl 0.01 in Data Beam Span 0.0 ft Reaction I LL 1050# Reaction 2 LL 1050# Beam Wt per ft 5.34 # Reaction I TL 1 696 # Reaction 2 TL 1690 # Bm Wt Included 32 # Maximum V 1696 # Max Moment 2544'# Max V (Reduced) 1137 # TL Max Defl L/ 240 TL Actual Defl L/ > 1000 LL Max Defl L/360 LL Actual Defl L/ > 1000 Attributes Section (in3) Shear (m2) TL Defl (in) LL Defl Actual 41 . 13 20.78 0.04 0.02 Critical 11 .72 5.98 0.30 0.20 Status OK OK OK OK Ratio 29% 29% 12% 11% Fb (psi) Fv(psi) E(psi x mil) Fc I(psi) Values Base Values 2600 285 I .9 750 Base Adjusted 2004 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 I .00 CI Stability I .0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0 Loads Uniform LL: 350 Uniform TL: 500 = A Uniform Load A 0 R I = 1 696 R2 = 1696 SPAN = 6 PT Uniform and partial uniform loads are lbs per lineal ft. 1-44641. Sherman Engineering, INC. F 3 14 10 NW Kearney St. #5 17 Portland OR, 97209 BeamChek v2005 licensed to:Sherman Engineering INC. Reg#5234-65428 Cedar Ridge "A" Magaro FB 3 Prepared by: MDP Date: 7/24/06 Selection 4x 6 DF-L#2 Lu = 0.0 Ft Conditions NDS 2001 Min Bearing Area R I = I . I int R2= I . I in2 DL Defl 0.02 in Data Beam Span 0.0 ft Reaction I LL 480 # Reaction 2 LL 480# Beam Wt per ft 4.05 # Reaction I TL 074 # Reaction 2 TL 674 # Bm Wt Included 28 # Maximum V 074 # Max Moment 1011 '# Max V (Reduced) 57 I # TL Max Defl L/ 240 TL Actual Defl L/855 LL Max Defl L/300 LL Actual Defl L/ > 1000 Attributes Section (in3) Shear (in2) TL Defl (in) LL Defl Actual 17.65 19.25 0.08 0.00 Critical 10.37 4.76 0.30 0.20 Status OK OK OK OK Ratio L 59% 25% 28% 30% Fb (psi) Fv(psi) E (psi x mil) Fci_(psi) Values Base Values 900 180 I .6 625 Base Adjusted I 1 70 180 1 .6 625 Ad'ustments CF Size Factor I .300 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 1 .0000 Kb = 0.00 Le = 0.00 Ft Kbe = 0.0 Loads Uniform LL: 16O Uniform TL: 220 = A Uniform Load A R I = 074 R2 = 674 SPAN = FT Uniform and partial uniform loads are lbs per lineal ft. 4 • `w ✓�Sherman Engineering, INC. a 1410 NW Kearney St. #517 Portland OR, 97209 DearnChek v2O05 licensed to:Sherman Engineering INC. Reg#5234-65428 CEDAR RIDGE - PLAN A RBI Prepared by: DPS Date: 8/03/06 Selection 4x I 0 DF-L#2 Lu = 0.0 Ft Conditions NDS 2001 Min Dearing Area RI = 3.7 m2R2= 3.7 in2 DL Defl 0.08 in Data Beam Span 9.0 ft Reaction I LL 1406 # Reaction 2 LL 1406 # Beam Wt per ft 7.87 # Reaction I TL 2285 # Reaction 2 TL 2285 # Bm Wt Included 71 # Maximum V 2285 # Max Moment 5 142'# Max V (Reduced) 1894 # TL Max Defl L/240 TL Actual Defl L/533 LL Max Defl L/360 LL Actual Defl L/866 Attributes Section (in3) Shear(in2) TL Defl (in) LL Defl Actual 49.91 32.38 0.20 0.12 Critical 49.68 13.72 0.45 0.30 Status OK OK OK OK Ratio 100% 42% 45% 42% Fb (psi) Fv(psi) E (psi x mil) Fc I(psi) Values Base Values 900 180 1.6 625 Base Adjusted 1242 207 I .6 625 Adjustments CF Size Factor 1 .200 Cd Duration I .I5 I .I5 Cr Repetitive 1 .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: 3 13 Uniform TL: 500 = A Uniform Load A R I Z . 2285 R2 = 2285 SPAN = 9 ET Uniform and partial uniform loads are lbs per lineal ft. Sherman Engineering, INC. 0 1 1 4 1 0 NW Kearney St. #5 17 Portland OR, 97209 DeamChek v2005 licensed to:Sherman Engineering INC. Reg#5234-65425 Cedar Ridge "5" Magaro ND I Prepared by: MDP Date: 7/24/06 Selection I 4x 12 DF-L#2 Lu = 0.0 Ft Conditions NDS 2001 Min Bearing Area RI = 3.5 m2 R2= 3.5 in2 DL Defl 0.04 in Data Beam Span 9.0 ft Reaction I LL 1350 # Reaction 2 LL 1 Beam Wt per ft 9.57 # Reaction I TL 2203 # Reaction 2 TL 350 # Bm Wt Included22033 # 56 # Maximum V 2203 # Max Moment 4957'# Max V(Reduced) 1744 # TL Max Defl L/ 240 TL Actual Defl L/995 LL Max Defl L/360 LL Actual Defl L/ >1000 Attributes Section (in3) Shear (in2) TL Defl (in) LL Defl Actual 73.83 39.38 0.I I 0.07 Critical 60.08 14.53 0.45 0.30 Status OK OK OK OK Ratio 8 I% 37% 24% 22% Fb (psi) Fv(psi) E (psi x mil) fol.(psi) Values Base Values 900 I SO 1 .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 1 .00 I .00 1 .00 10. .00 Cl Stability In .0000 Rb = 0.00 Le = 0.00 Ft =IC = 0.0 Loads Uniform LL 300 Uniform TL 480 = A Uniform Load A RI -2203 R2 = 2203 SPAN = 9 FT Uniform and partial uniform loads are lbs per lineal ft. Sherman Engineering, INC. 1-I V Z 14 I 0 NW Kearney St. #5 1 7 Portland OR, 97209 BeamChek v2005 licensed to:Sherman Engineering INC. Reg#5234-65428 Cedar Ridge "B" Magaro HD 2 Prepared by: MDP Date: 7/24/06 Selection 4x 12 DF-L#2 Lu = 0.0 Ft Conditions NDS 2001 Mm Bearing Area RI = 4.3 m2 R2= 4.3 in2 DL Defl 0.02 in Data Beam Span 6.5 ft Reaction I LL 1755 # Reaction 2 LL 1 755 # Beam Wt per ft 9.57 # Reaction 1 TL 2664 # Reaction 2 TL 2664 # Bm Wt Included 62 # Maximum V 2664 # Max Moment 4328'# Max V (Reduced) 1895 # TL Max Defl L/ 240 TL Actual Defl L/ > 1000 LL Max Defl L/360 LL Actual Defl L/ > 1000 Attributes Section (in3) Shear (m2) TL Defl (in) LL Defl Actual 73.83 39.38 0.05 0.03 Critical 52.46 15.79 0.33 0.22 Status OK OK OK OK Ratio 7 I% 40% 16% 15% Fb (psi) Fv(psi) E (psi x mil) Poi(psi) Values Base Values 900 180 I .6 625 Base Adjusted 990 180 1 .6 625 Adjustments CF Size Factor I .100 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 Uniform LL: 300 Uniform IL: 480 = A Par Unif LL Par Unif TL Start End 240 H = 330 0 6.5 H Uniform Load A RI = 2664 R2 = 2664 SPAN = 6.5 FT Uniform and partial uniform loads are lbs per lineal ft. SHERMAN ENGINEERING - CEDAR RIDGE FLOG. 6 - mi4-(',4 Zo LLD Date and Time: 8/1/2006 1:48:48 PM MCE Parameters - Conterminous 48 States Zip Code - 97223 Central Latitude = 45.44033 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 CEDAR RIDGE Lateral Load LL I i Lor.�r>#g 8/2/06 ...................................................................... } 1'_;1 kilt[d ; ;;Per ASCE 7-02 100 mph EXP ROOF PITCH: Vertical Horiz. Degrees 6 12 26.6 Mean Roof Ht (ft)Mt Factor Method 1 Wind Resisting System 'A' 151 . 'D' U 0<h<30 1 .00 17:9 . 1 2:2 1.4.2 : 9.8 35 1 .05 I•8.8 I2.8i 14.9 10.3 40 1 .09 20.5 140 • 163 11 .2 45 1 .1 2 • 22.9 1,5.6 18 2 12.6 End Zone Distance: cave Ht (ft) 19 x 40% = 7.6 ft Bldg Width (ft) 26 x 10% = 2.6 ft Width x4% = I .0 ft Bldg Length (ft) 41 x 10% = 4.1 ft Length x4%= 1 .6 ft Minimum = 2.6 ft Edge Strip = 3.0 ft (End Zone = 2x Edge Strip) End Zone = 6:O ft • r ....................................................................... LL 2 1 2 5e45mic Per IBC 2003 8/2/06 Use Group = I Number of Stories = 2 < 3 --► Simplified analysis per IBC Section 16 17.5 rJ'a, = 0.76 R = 6.5 V = I .R d5 W = 0.140 W Roof W = 15.0 600 = 9.0 Walls = 8 8.0 ft 1/2 98 = 3. 1 Partitions = 6 8.0 ft 1/2 52 = 1 .2 I' 13.4 x 18 = 241 Floor W = 15 975 = 14.6 Walls = 8 9.0 ft 1/2 128 + 3. 1 = 7.7 Partitions = 6 9.0 ft 1/2 58 + 1 .2 = 2.8 zi 25.2 x 10 = 252 38.6 .493 X 0. 140 ............ ... ..... ..................... 5.4 = Base Shear Distribution: 5.4 QRf 493 X 24 ! _ 1 .4 ! 9 QFIr = 493 X 252 = 2.8 = 2.0 SHERMAN ENGINEERING, INC. WIND LOAD PER IBC 2003 1410 NW Kearney St., No. 517 Portland, OR 97209 • JOB: CEDAR RIDGE-B Loading: V1 V2 V3 V4 Roof Wall End Zone= 12.2 psf 17.9 psf Interior= 9.8 psf 14.2 psf End Zone r 1 Interior i ♦ End Zone End Zone Length= 6 ft Qn Qn Qn Shear V1 V2 V3 V4 REACTION Line Condition load trib trib total load trib trib total load trib 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 _ 3 End Left 12.2 6 6 23 9.8 17 6 23 0.8 4 End Right 9.8 17 6 23 12.2 6 6 23 0.8 Shear V1 V2 V3 V4 REACTION Line Condition load trib trib total load trib trib total load trib trib total load trib trib total Q UPR FLR 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 3 End Left 17.9 6 4 23 14.2 20 4 23 0.7 4 End Right 14.2 17 4 23 17.9 6 4 23 0.7 TOTAL UPPER FLOOR LOAD LINE ROOF UPR FLR TOTAL 3 0.8 0.7 1.5 4 0.8 0.7 1.5 Shear V1 V2 V3 V4 REACTION Line Condition load trib trib total load trib trib total load trib trib total load trib trib total Q MAIN FLR 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 1 End Left 17.9 6 14.5 11 14.2 5 14.5 111.4 2 Inter 17.9 6 14.5 11 14.2 5 14.5 11 14.2 4.5 9 9 14.2 4.5 9 9 1.8 3 Inter 14.2 4.5 9 9 14.2 4.5 9 9 14.2 17 9 23 17.9 6 9 23 2.1 4 End Right 14.2 17 9 23 17.9 6 _ 9 23 1.6 h. U.) SHERMAN ENGINEERING, INC. 1410 NW Kearney St., No. 517 Portland, OR 97209 Shear VI V2 V3 V4 REACTION Line Condition load trib trib total load trib trib total load trib 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 6 7 26 9.8 20 7 26 1.0 B End Right 9.8 20 7 26 12.2 6 7 26 1.0 Shear VI V2 V3 V4 REACTION Line Condition load trib trib total load trib trib total load trib trib total load trib trib total Q UPR FLR 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 17.9 6 4 26 14.2 20 4 26 0.8 B End Right 14.2 20 4 26 17.9 6 4 26 0.8 TOTAL UPPER FLOOR LOAD LINE ROOF UPR FLR TOTAL A 1.0 0.8 1.8 B 1.0 0.8 1.8 Shear V1 V2 V3 V4 REACTION Line Condition load trib trib total load trib trib total load trib trib total load trib trib total Q MAIN FLR 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 17.9 6 9 28 14.2 22 9 28 2.0 B/B1 End Right 14.2 22 9 28 17.9 6 9 28 2.0 N M ►' LLS 1,A-T5eAL WAG Av4 .:6 tS FRuni r-PCAC C.l�,O RODE o 14 ( 5(.51ti1(_ = (LT) �z 8 z3 I,4,00A -UPIZ F1.2 v3=l.5" (95')113 = 1,5"V J2I = )Z5`41, (wl) U4 1,54- (44f1) V.14 - 1,5‘`1121 =125*11 (r*•Q) Fwoe Lute11 I = (-FM 244 = ( s� 11Z= 1q-o = (, � Z6 n3 " 561 = (l. iv-) 11 9 Z3 A, Fl J3 U, - 1,4'" 25e) Ibl+-SLI 13,5' = /o4L), (19 �6 P1= Z4zr VZ = bcg'L (,4s`-� a = 1-3-0 1,3tJ6 ' =300'1, (1-5'1, \ /45- 56) U3= 7. 114- /, 5'`= (,T) A Fl = R 5 3 = 36 -1 = Gob*1, (741) 7T4 3.11zbl = 119"(1 (SSS`; =cob-17)[, cc'Z)za , clo-71l :19 0►• 19 ;10 -1 ccz = co2c) Ebb ç ) /v u19 N1-V�I )Q -114 z-9/ eco°9Z) /(s-z) ---- --a :2 Q) ) V13 dot() c•c:eocz ? �- 4 < ) ,51_40Z = '��Z ►� /(141i) , ►( /,ts'c= 0_ (- cwi) yAA,C9 WS= 7-va c,ist,7) ,Q"c 0771,1-0-1Vi .W31-1S. i 0 s" `az) = b jfldY!O O*LzI) 7_410i7z ,sq12:1 gb.) >>g'l =9A (71S b ) „XI - s'z 0 (11)')) g1 0 ovoi Laic-xis 9o/Z/g 977 � M ' OVERTURNING - CEDAR RIDGE, BLDG B LL 8/2/2006 REDUCTION GRID SHEAR DEAD DEAD .667 WIND LOAD NET LINE LEVEL LENGTH SHEAR/FT HEIGHT TRIG LOAD M,resist .85 SEISM M,ot ABOVE UPLIFT LINE I V-1 13.5 0.104 9 4 15 12.03 WIND 12.6 0.00 0.34 OK w/ A.B.'s I LINE 2 V-1 6 0.300 9 4 15 2.38 WIND 16.2 0.00 2.43 IUse STHD 14 LINE 3 V-2 12 0.125 8 4 15 8.93 WIND 12.0 0.00 0.50 Use MSTA36 V-1 6 0.600 9 4 15 2.38 WIND 32.4 0.50 5.64 Use HDBA LINE 4 V-2 4 0.125 8 4 15 0.99 WIND 4.0 0.00 0.83 Use MSTA36 V-1 26 0.119 9 4 15 44.62 WIND 27.8 0.83 0.76 Use STHD 14 REDUCTION GRID 5HEAR DEAD DEAD .667 WIND LOAD NET LINE LEVEL LENGTH SHEAR/FT HEIGHT TRIB LOAD M,resist .85 SEISM M,ot ABOVE UPLIFT . LINE A V-2 18 0.100 8 13 15 41.96 WIND 14.4 0.00 -0.76 'OK w/ nails V-1 3 0.304 9 13 15 1.20 WIND 8.2 -0.76 I .7 I Use STHD 14 LINE B V-2 2.5 0.240 8 13 15 0.81 WIND 4.8 0.00 I.70 Use MST37 V-1 4 0.346 9 13 15 2.14 WIND 12.5 I .70 4.46 Use 111-T22 LINE BI V-1 2.5 0.400 7 13 15 0.78 WIND 7.0 0.00 2.59 'Use STHD 14 I OF-Cedar Ridge-Bldg B.XLS " 11_,S ALL PANEL EDGES MUST SHEARI',ALL SOH-RULE BE BLOCKED UNLESS NOTED OTHERWISE SOLE PLATE ® PANEL INTERM. RIM BOARD/ REMARKS MARK WALL COVER FASTENERS EDGES STUDS GNOTONEE #3(SEE ) BLKG CONN © 1/16"A.P.A.- 0.131"-x 2-1/2" 16D® b"D.G. A35 8d COMMON @ 8"0.G. RATED 5141'6 F.RH.P NAIL b"O.G. 12"O.G. I/2"X10"A.B.'S ®24"O.G. SUITABLE SUBST.FOR ® 32"0.G. 0.131"-F.RH.P-NAIL 1/2"6.1A1.B. 5d WALLBD. 1617®8"O.G. A35 NAILING APPLIES TO EACH EACH SIDE NAIL or 2" 4"O.G. 4"O.G. I/2"XIO"A.B.'5 ®38"O.G. SIDE OF WALL.(EDGE "W"#6 SCREW ®36"O.G. BLKG 15 REQUIRED) / \ I/2"GAB. 5d WALLED. I6D®8"0.G. A35 NAILING APPLIES TO EACH EACH SIDE NAIL or 2" 1"OG 7"OG I/2"XIO"A.B.'S ® 48"O.G. SIDE OF WALL.(EDGE "V4"*6 SCREW ® 32"D.G. BLKG 15 NOT REQUIRED) Me A.P.A.- 0.131"x2 1/2" 180® 4"O.G. A35 8d COMMON NAIL OK RATED SHTG FULL ROUND- 4"0.G. 12"0.G. I/2"X10"A.5.5 ® 18"0.G. SUBSTITUTE FOR ANY HEAD P-NAIL ® 24"O.G. 0.131"-(9 GA.)P-NAIL l/Ib"A.P.A.- 0.131"x2-I/2" 20d® 3"O.G. A35 3x REQUIRED®ALL RATED 9-1116FULL ROUND- 3"D.G. 12"0.G. 1/2"X10"A.B.'5 ® 12"D.G. PANEL JOINTS 4 DBL HEAD P-NAIL ® 24"0.G. 2X 50LE PLATE © 0.131"x2-1/2" 20d® 3"0.G. A35 3x REQUIRED® ALL 1/16"A.PA- 2"O.G. ® 10"O.G. PANEL JOINTS $ RAI tD SHT'G FULL ROUND- STAGRD. 12"O.G. 3/4"XIO"A.B.'S HEAD P-NAIL ®24"0.G. SOLE PLATES AIL l/IS"A.P.A. 0.131'x2-I/2" 4"0.G. A35® 5"O.G. A35 3x REQUIRED®ALL PANEL RATED 51-116 FULL ROUND- STAGRD. 12 O.G. 3/4"XIO"A.B.5 ® 8"0.G. JNTS 4 SOLE PL. -OFFSET EACH SIDE HEAD P-NAIL ® 24"O.G. JOINTS EA.SIDE OF WALL Aighk 1/16"A.P.A. 0.131"x2-1/2" 3A35® 4"O.G. A35 3x REQUIRED® ALL PANEL RA I tV SHT'G FULL ROUND- 5TA6RD. 12"O.G. 3/4"X10"A.5.5 ® 6"D.G. PANEL JOINTS 4 SOLE PLATES EACH SIDE HEAD P-NAIL ® 18"0.G. OFFSET JOINTS EA.SIDE OF WALL © 1/16"R.P.A. 0.131"x2-1/2" A35® 3"0.G. A35 3x REQUIRED® ALL RATED SHT'G FULL ROUND- 2 O.G. 12"O.G. 3/4"X10"ABS.' @ 4"O.G. PANEL JOINTS $ SOLE PLATES EACH 510E HEAD P-NAIL STAGRD. ® 12"0.G. OFFSET JOINTS EA.SIDE OF WALL HOLDOV 1I SCHEDULE MARK HOLDOWN FASTENERS MARK HOLDOWN FASTENERS NO SPECIAL CONNECT BTM. PL TO c\\ _ / HOLDOWN FLR JSTBMBLK'G 6 "STHDI4" (38) Ibd SINKERS /,/ REQUIRED IN/ I6d ® 4" O.G. (13) 1Od COMMON (32) I6d SINKERS v MSTA36 NAILS AT EACH END v "HTT22" 4 SIMPSON SSTB24 6 1 3/4" o.c. STAGG ANCHOR BOLT (II) I6d COMMON (3) 7/S" A307 BOLTS © MST37 NAILS AT EACH END NV "1-108A" 4 SIMPSON SSTB28 ® 1 3/4" o.c. STAGG ANCHOR BOLT M51-48 (I7) 16d COMMON * (4) 7/8" A307 BOLTS © NAILS AT EACH END v �HDIOA" 4 SIMPSON 55TB34 m 13/4" o.c. STAGG ANCHOR BOLT (24) I6d COMMON (5) I" DIA. THRD ROD ** 6x6 POST REQ'D 4 v "MST60" NAILS AT EACH ENDIO "HD15" SIMPSON SSTB36 ® 1 3/4" o.c. ANCHOR BOLT (44) I6d COMMON © "CMSTI2" NAILS AT EACH ENDIiir "T522" (9) 160 EACH END ® 1 3/4" o.c. NOTES: I. f*USE MIN. 6X STUD EA. END SHEAR PANEL FOR HOLDOWN 2. BUILDER TO VERIFY ALL INSTALLATION REQUIREMENTS PER "SIMPSON" CATALOG FOR ALL HOLDOWN CONNECTIONS. 3. 2"x2"x3/I6" PLATE MASHERS ARE REQUIRED AT ANCHOR BOLTS TO 2x MUDSILL PLATE f P c A "I8 ittIBB1/0 1 «mi«a+1 I 21 1 ti(el 60.6'OG E `3 ROOF 514T6 PBL FUN PP TRUSS PER PAN O ' •'� , _-. ...-_. _.- ROOF 9Nf6 PER PLAN It 1O g M9CIA l OVB•W16 PER ARO/ ,'.,11 71 VV III IF 0O.6'OG PREFAB BO/TAIL TRUSS W 166 TOE TRUSSES � bf S PEII/R RCM NAL•6'0.C.•DEI.FL HOLES P�ARCM 2dr BALIC616 . Wu.911(6 PER PLAN 141160.IV 0.4 �Lf TO OEL PL OVs04N0 1 FASCIA ►-� IVb RR ANI MINNIE.� 1Q5 MOOR•2 OL. III i-_.. 1'=• 20 ElX6.40'04. CZ I • 4'OG tWMI 6.1 �P 8D 1 NAl19Nf6•PBt PLAN Z 2X STUD NAl1.16'OG (1 •0Rr.6 EA BO O 4/••00.FL II OJGG STUD WLL•lir OZ. J H 11.1 CL 3 GABLE END WALL TRUSS @ EXT WALL ROOF TRUSS @ EXT WALL = • OFr4 9OAlE. r•I'-OP Cill) l 95 SOME. r•1'a W O r CZ nQ LI-LX.. ]166 511V Wll•lb.00 n/ O (Y SOLE FL 1 COIN RR 9C1® FtR 51116 PER PL.MI < 66D•6.0G TT) SOLE PLATE PV NN PER WED . W SCUD RIM BO GW Mb M GLUED QXFEUD ABOVE II I1I SOLO PM OD FLA 9NT6 PER PLM/ .� N SHEAR)ABOVE 9C/EAR PANE_ONLY ,, , E OAS CALLED L•S A V �. 4HEAR MOD � IY 901!116 PANS OILY 16d TOENAILS b'OG IX BLY.6.40'OGW 1 6d9'0GF_ •FLR ' 1,, 51411S,CB kd•EA BA ►=�� 1 1- • OF.19TS1GEL TCP FL 16d TOENAILS 6'OG Ox PIA J515141 WL19416 PER PLANON 160•COL A. A... lEADER W119Nfb FER PLAN 42 TYP PARALLEL J5T5 TO EXT WALL m TYP PERP J5T5 TO EXT SHEAR WALL rL 2A SCAMS. 1••r-0• • RTRS] WALL N.I'O i i I 1 I w w 1 J 1 ■y 1 PROVIDE EPEE ■ �� STRAP NOLOOYN Pse PLM TO GEL 57W w MUMS PER PLM IICIDOFN P8 2 tl�a LL]] 9TA66•011AN ■■ PLAN TO co.SAO AZD.IOE 401NOVH6 WLL SNfb PBIL Q O ry FLANNArS 00110 NALL PER PLAN 4 W 4IOaRTOPI T.O.POW*TALL no No iµVsin•TOP4•• 1 -'I PUDE 501 OIO I HAY FROM �' !'�•••�i•aCORM RACE PFOIOFW.L - - EAC IOL0OF 9NONI1 ON till Fl 11 SCE OF COVER PLACE M ONE Sot OILY AND Wog ..--1111. MEE NAIL TO MILTWlE mos iii 70T 1 ii ANGER BONI LT , MV13119.40'a 40NT4 O TO OE PLAC® 5 I GM MOVE EE nD2 HIS OWN BOLT TO FOUND I'•I DP SHEAR WALL STRAP HOLDOWN CJ C) 4 un O O z --I 0 c ' c d rn 0 yi < < < < < < o PDP © DDDDD ` 1 ila l 1 i a i I la o q1;1R4 31, 14 1; 1 d 14 1; 111F11%1 4 O Y Y XA IY V 4 -4 1 R • rn 1 1 8 ill 18 #8 °°a g R R R .R R R € R R g rn 2 rn d e li R 8 R & R r g R R rn z § § O 1 • a I 4 ( ( 111 R R R R R R R R RIg RSR RiR R�8 Ri€iii �I 011 �� $ „ R�' R�' R� g6 g6 gg R� g3 B� N -i _� a •e E n-i ° � 11 CJ '' S Whig ; 1 x i Pgriw 5 all go a V ; 1 1 $ F iI � � E ° - - - � ilig i 0 iiwill 111 iR sal RIO';:,3 1 1 1 i III! 4 11a g 4Cp _ a . z � ® 1 i� 0 ; O c r i rn g d r I- IMIMIIIMI O O 7 IAL___g -iii- 0 § 8 ,� O R i ao a 1 4 r R 6 CI Q I I BDRM. BDRM. #3 II 1 (0 10/6x11/4 g V 11 6x11//0 9/0 CpL 9�CEIL Is���. ti — — ` e I l i l i"rP�II 1 � � � loll Jiff LI 5,0 1,r 1w 1II -1 r _ 1.....- I BDRM #2 i 4* I , TUB/sHowER ea COMBO. t 71:476.1116.III 0 i f GREAT ROOM 13/0xr& 12/0 /L ,R• 2 i ■-`w . .x SII - 8 1 ❑ ,I s Al �— 9opa2L/s les —i DINING 4 . A RANGE N IniI I___ _ o,2__ I ,t il D N MAIN40 5 FLOOR P L A N 6 SCALE 1/4"-1'-0" MAIN FLOOR: 1,076 SQ. FT. UPPER FLOOR: 448 SQ. FT. _ TOTAL: 1,524 SQ. FT. 2 b Vie oo MAST. I �\' m• BATH O Irq I • MAST. BDRM. 8/CEILO CLOSET r SITTING ikxat $ (e) I L � i L J 'v UPPER FLOOR P L A N -5 SCALE: 1/4.=1'-0' UPPER FLOOR: 448 SQ.FT. • I r1 11 1� I I 11 I I et° F 1 E I I 10 I I a L J 1 ti r---r _ 1 L—_L—_!�_—JI rr�-- - - - --I 8m I / Ifr L— dee —_-—1----t--—1 r11 a II cc a w. ( Q --,ANUFACTURED WOOD TOSSES PREMANUFACT1 WOOD RASES**. 24•o%(BY OTHERS) 0 24" c RASES**.OTHERS) —f=-= �� 1---'—I r� fL J 1 zil-1P = I Q ANUFACTURED WOOD TOSSES PREMANUFACTURED WOOD TOSSES I 0 24'o/e(BY OTHERS) O 24'o/c(BY OTHERS) G 11 i LI— —IJ r -i ll I I 1:13 i 131 -III r ---+) -® ---QI - -- zo c; Coni: I 1 LL , a r r , , {o 3/4'x11 7/6"TJ 101 3/4x11 7/6"Td 101 / FLR.JSTS. O 16'0/c O' FLA.JSTS. 0 16"o/c G .5 cli 00 ft r4 4 ii E ; iK .1+ J �/ ICS! L \ ' ^ 'h,1 N, 1 ���\ 1I9 3/4.x11 TM'Td 101 7.0 P 1 ❑ o _, I ❑ 1 I ❑ r ' — 0 I, , • .1. W °Sus. lc 10't F1 C (t) to 4 1117—I u L... 7/ TI L. iLTie L r —i — ' '' 1 4g6 (r63) — 11---1 _I --,_:_--1 %---L- -11 1 17- — ----T--211 'I y 1 • —11 , — , L __ F_ ____ — 1":-11 _._ — A IN- ilik _ & 1 r —11 --1-- _JL— 4 v a I tt___PC:17 — /7----r- 9——1— 0 c: J - -- __ al N-- i--__ ------__ _ ' g------------1-1 _ __ I I IE- ;_5-- 4 le t.--a 111 lc .fi, Tit iii, c• .---.9 m_ li I 1 I — — — h— ,—,I L—1 rf _ — — — .1 24 ____ c_ 7:2 ____ I I I T I f—'I ,, 1 II II I I I r 1 I - III I 1 - 1 - - I II I r-41-11 I I L j 1 ig I I I_ L _ ____,, 1_ _IP LI——"I I— --11--- n r--i —I LL 1 " r"___I 2 F—TI rn`t L _LI L 1 P.~ # -.' ",,,,,,„-' ` CEDAR RIDGE HOMES JOB # -� Coral Common °r Unit B-A QUOTE#B06082708 710/( 2M-MIS MSC-2277 +� CUSTOMER QUOTE CEDAR RIDGE HOMES Cedar Ridge JOB NAME:Coral Common - PLAN: i, 1905 SW 257TH AVENUE it B-A s 2 s I ELEV:MSC-2277 D!TROUTDALE,OR 97060 Q Portland,OR N SALES REP:Steve Ryder r Lot/BIk/Sub / r 0 OVERHANG INFO LAYOUT l / / T ` x o CONTACT: FRAMER: END CUT PLUMB QUOTE I /I PHONE: PHONE: RETURN CUTTING j I / - ,LOADING: 25.0,7.0,0.0,10.0 HEEL 100-04-00 ROOF TRUSSES ROOF TRUSS SPACING:24.0 IN.O.C.(TYP.) PROFILE QTY PLY I TOP ITCH BOT TYPEDf BASE SPAN I SPAN TOPMBOT EFT RIGHTNG CLEFT RIGHT IG T LEFT VER TUB RIGHT GABLE 1 7.00 0.00 101 14-00-00 14-00-00 2 X 4 2 X 4 01-04-00 01-04-00 t COMMON 2 Ply 7.00 0.00 T02 14-00-00 14-00-00 2 X 4 2 X 8 GABLE dlllllIlilt,_ 1 7.0.0 0.00 103 26-00-00 26-00-00 2 X 4 2 X 4 01-04-00 01-04-00 COMMON 6 7.00 0.00 704 26-00-00 26-00-00 2 X 4 2 X 4 01-04-00 01-04-00 i GABLE 1 7.00 0.00 105 18-00-00 18-00-00 2 X 4 2 X 4 01-04-00 COMMON 7 7.00 0.00 TOB 18-00-00 18-00-00 2 X 4 2 X 4 07-04-00 uill1l{Ihe. GABLE 1 7.00 0.00 107 22-08-00 22-08-00 2 X 4 2 X 4 01-04-00 01-04-00 I COMMON 6 7.00 0.00 108 22-08-00 22-08-00 2 X 4 2 X 4 01-04-00 01-04-00 GABLE -.ui!Ili!!u,- 1 7.00 0.00 T10 22-08-00 22-08-00 2 X 4 2 X 4 01-04-00 01-04-00 GABLE ..Il2ldllbl➢i,- 1 7.00 0.00 T11 26-00-00 26-00-00 2 X 4 2 X 4 01-04-00 00-04-00 COMMON ON Vi/Vim- 4 7.00 0.00 T12 26-00-00 26-00-00 2 X 4 2 X 4 01-04-00 COMMON 3 7.00 0.00 T13 13-08-00 13-08-00 2 X 4 2 X 4 _ - I KINGPOST -4-4111:1 ---: 1 7.00 0.00 714 10-0400 10-04-00 2 X 4 2 X 4 01-04-00 01-04-00 COMMON 2 7.00 0.00 715 10-04-00 10-04-00 2 X 4 2 X 4 01-04-00 01-04-00 ITEMS QTY ITEM TYPE SIZE NOTES ( LENGTH I FT-IN-16 PART NUMBER 25 Bird Blocks 2x4 Solid Blocks 25 Bird Blocks 2x4 Vented Blocks 50 Hurricane Ties H2.5T Hurricane Tie(s) 10 Hangers-Simpson HUS26 Simpson w , ter AN 1 `i )QQ1 c.¢t ;,OF l t't x)F-,tCa 1.V ONs `":f C V v O A E 68- n VANCOUVER. \7 ii _ 750-1470 0 3)" 2615 - i87!) "7,Ri SV . � ..._ ;t1±+. "��._:. �:`�-'� NE n- .>1 U�; 986613�i.1t ' , J.7� i�.�t-. ,_. '��s� / r JV �Ay': 806082708 DATE 09/12/06 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.T e nle t t a E' t . due accounts will be charged 1'/%per month interest(18%per annum)plus any I. • Ile in re ble / IS N attorney fees and the cost of filing a construction lien. *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: