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Report .z. Sherman Engineering, Inc. 1410 NW Kearney St., No.5 1 7, Portland, OR 97209 (503) 230-8876 Phone (503) 226-4745 Fax CEDAR RIDGE - PLAN 'C' Tigard Co., OR (-090 �A:st 3, 2006 'ENGI4 �9et 861 Magaro Architecture 10570 SW Citation Drive q:k.Yio.+ �► Beaverton, OR 97008 `k SHED* EXPIRES:6f30r ASH Buil' type"C". CIT UV W Approved_NAL.. �� F. 9396 SW Coral St Subject Conditionally Approved 1 MST2006-00259 See Letter to. Follow [ l Sheet No. Foundation: Attached..... . l FD I 9368 SW Coral St. Framing: Permit Num r: MST2006-00260 FI00 ` r'.• Date: A: FB I -F153 9328 SW Coral St. Roof)ea ms RBI -RB2 MST2006-00263 header I-ID I -11D2 9334 SW Coral St. MST2006-00268 Lateral Load: 9402 SW Coral St Loading LLO-LL4 MST2006-00272 D1aph/Shear Walls LL5—LL7 Overturning LL8 Schedule LLS Details D I -D 13 -01 c;1N1 �,\‘s,0 Sherman Engineering, INC. rg 1410 NW Kearney St. #517 Portland OR, 97209 DeamChek v2005 licensed to:Sherman Engineering INC. Reg#5234-65428 Cedar Ridge "C" Magaro FB I Prepared by: MDP Date: 7/24/06 Selection I-3/4x I I-7/8 I .9E TJ Microllam LVL Lu = 0.0 Ft Conditions Min Bearing Area RI = 2.0 m2R2= 2.0 in2 DL Defl 0.03 in Data Beam Span 9.0 ft Reaction I LL 1080 # Reaction 2 LL 1080# Beam Wt per ft 5.34 # Reaction I TL 1 509 # Reaction 2 TL 1 509 # Bm Wt Included 48 # Maximum V 1509 # Max Moment 3395 '# Max V (Reduced) 1177 # 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 1 . 1 3 20.78 0. 1 1 0.08 Critical 15.65 6.20 0.45 0.30 Status OK OK OK OK Ratio 38% 30% 24% 25% Fb (psi) Fv(psi) E (psi x mil) Fc I(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 1 .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: 240 Uniform TL: 330 = A Uniform Load A R I = 1 509 R2 = 1 509 SPAN = 9 FT Uniform and partial uniform loads are lbs per lineal ft. ( Sherman Engineering, INC. Eel- 14 I 0 NW Kearney St. #5 17 Portland OR, 97209 DeamChek v2005 licensed to:Sherman Engineering INC. Reg#5234-05425 Cedar Ridge "A" Magaro FB 2 Prepared by: MDP Date: 7/24/06 Selection 1 4x C DF-L#2 Lu = 0.0 Ft Condtions NDS 2001 Min Bearing Area RI = I . I m2R2= 1 . I in2 DL Defl 0.02 in Data Beam Span 6.0 ft Reaction I LL 480# Reaction 2 LL 480 # beam Wt per ft 4.68 # Reaction I TL 674 # Reaction 2 TL 674 # Bm Wt Included 28# Maximum V 674 # Max Moment 10 1 1 '# Max V (Reduced) 57 I # TL Max Defl L/ 240 TL Actual Defl L/855 LL Max Defl L/360 LL Actual Defl L/ > 1000 Attributes Section (in3) Shear (m2) TL Defl (in) LL Defl Actual 17.65 19.25 0.08 0.06 Critical 10.37 4.76 0.30 0.20 Status OK OK OK OK Ratio 59% 25% 28% 30% Pb (psi) Fv(psi) E (psi x mil) Fc (psi) Values Base Values 900 180 1 .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 1 .00 1 .00 1 .00 1 .00 CI Stability ! .0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0 Loads Uniform LL: 160 Uniform TL: 220 = A Uniform Load A I R I = 674 R2 = 674 SPAN = 6 FT Uniform and partial uniform loads are lbs per lineal ft. �n”I,. Sherman Engineering, INC. 1410 NW Kearney St. #517 Portland OR, 97209 DeamChek v2005 licensed to:Sherman Engineering INC. Reg#5234-65428 CEDAR RIDGE PLAN 'C' FB3 Prepared by: DPS Date: 8/03/06 Selection I-3/4x I I-7/8 I .9E TJ Microllam LVL Conditions Overhang, Uplift @ R I , Min Bearing Area RI = -0.4 int R2= 3.I in2 Data Beam Span 8.0 ft Reaction 1 LL -245 # Reaction 2 LL 1 645 # Beam Wt per ft 5.34 # Reaction I TL -328# Reaction 2 TL 2337# Bm Wt Included 59# Maximum V 1526 # Overhang Length 3.0 ft Max Moment 4554'# Max V(Reduced) 1 521 # Total Beam Length I 1 .0 ft TL Max Defl L/240 TL Actual Defl L/ < -1000 OH TL Actual Defl L/4 18 LL Max Defl L/360 LL Actual Defl L/ < -1000 OH LL Actual Defl L/ 584 Attributes Section (in3) Shear (m2) TL Defl (in) LL Defl OH TL Defl OH LL Defl Actual 41 .13 20.78 -0.06 -0.04 0. 17 0. 12 Critical 20.99 8.00 0.40 0.27 0.30 0.20 Status OK OK OK OK OK OK Ratio 5 I% 39% 14% 16% 57% 62% 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 1 .00 Cr Repetitive I.00 Ch Shear Stress N/A Cm Wet Use 1 .00 I .00 1.00 1 .00 CI Stability 0.0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0 CI Stability @ OH 0.0000 Rb = 0.00 Le @ OH = 0.00 Ft Loads Uniform LL: 40 Uniform TL: 55 = A (Uniform Ld on Backspan) Point LL Point TL Distance 1080 F = 15 I 0 (OH) 3.0 • Uniform Load A Pt loads: I F 8128 R2 = 2337 BACKSPAN = 8FT OH = 3FT Uniform and partial uniform loads are lbs per lineal ft. Overhanging load distances are from R2. 4 7 r (�R f Sherman Engineering, INC. '`u 1410 NW Kearney St. #5 17 Portland OR, 97209 BeamChek v2OO5 licensed to:Sherman Engineering INC. Reg#5234-65428 Cedar Ridge "C" Magaro RB I Prepared by: MDP Date: 7/24/06 Selection 2x 8 DF-L#2 Lu = 0.0 Ft Conditions Increasing Load, NDS 2001 Min Bearing Area RI = 0.3 int R2= 0.5 in2 DL Defl 0.02 in Data Beam Span 7.07 ft Reaction I LL 104 # Reaction 2 LL 208# Beam Wt per ft 2.64 # Reaction I TL 176 # Reaction 2 TL 343 # Bm Wt Included 19 # Maximum V 343 # Max Moment 470'# Max V (Reduced) 259 # 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 13.14 10.88 0.06 0.03 Critical 5.22 2. 16 0.35 0.24 Status OK OK OK OK Ratio 40% 20% 16% 14% Pb (psi) Pv(psi) E (psi x mil) Pc I(psi) Values Base Values 900 180 I .6 625 Base Adjusted 1080 180 I .6 625 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 I .00 1 .00 1 .00 CI Stability I .0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0 Loads Increasing LL = 3 13 Increasing TL = 500 RI — 176 R2 = 343 SPAN = 7.07 FT The Increasing load is total pounds on the beam. Beam weight and any uniform load is PLF. Sherman Engineering, INC. RI6Z- 14 I 0 NW Kearney St. #5I7 Portland OR, 97209 DearaChek v2005 licensed to:Sherman Engineering INC. Reg#5234-65428 Cedar Ridge "C" Magaro KB 2 Prepared by: MDP Date: 7/24/06 Selection 4x 6 DF-L#2 Lu = 0.0 Ft Conditions NDS 2001 Min Bearing Area RI = 1 .0 m2 R2 1 .0 in2 DL Defl 0.05 in Data Beam Span 7.0 ft Reaction 1 LL 394 # Reaction 2 LL 394 # Beam Wt per ft 4.68 # Reaction 1 TL 646 # Reaction 2 TL 646 # Bm Wt Included 33 # Maximum V 646 # Max Moment 1 13 1 '# Max V (Reduced) 562 # TL Max Defl L/ 240 TL Actual Defl L/655 LL Max DefI L/360 LL Actual Defl L/ > 1000 Attributes Section (in3) Shear(in2) TL Defl (in) LL Defl Actual 17.65 1 9.25 0. 13 0.05 Critical I I .60 4.65 0.35 0.23 Status OK OK OK OK Ratio 66% 24% 37% 33% Fb (psi) Fv(psi) E (psi x mil) Fc_i_(psi) Values Base Values 900 150 1 .6 625 Base Adjusted 1170 180 I .6 625 Adjustments CF Size Factor 1 .300 Cd Duration I.00 1 .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: 113 Uniform TL: 180 = A Uniform Load A 0 RI = 646 R2 = 646 SPAN = 7 FT Uniform and partial uniform loads are lbs per lineal ft. 1401 Sherman Engineering, INC. 1410 NW Kearney St. #5 17 Portland OR, 97209 BeamChek v2005 licensed to;Sherman Engineering INC. Reg#5234-65425 Cedar Ridge "C" Magaro HD I Prepared by: MDP Date: 7/24/06 Selection 4x 12 DP-L#I Lu = 0.0 Ft Conditions NDS 2001 Min Bearing Area R I = 3.9 m2 R2= 3.9 in2 DL Defl 0.06 in Data Beam Span 10.0 ft Reaction 1 LL 1500# Reaction 2 LL 1500 # Beam Wt per ft 9.57 # Reaction I TL 2448 # Reaction 2 TL 2448 # Bm Wt Included 96 # Maximum V 2448 # Max Moment GI 20'# Max V (Reduced) 1989 # TL Max Defl L/ 240 TL Actual Defl L/ 770 LL Max Defl L/360 LL Actual Deft L/ > 1000 Attributes Section (m3) Shear (in2) TL Defl (in) LL Defl Actual 73.83 39.38 0.16 0. 10 Critical 66.76 16.57 0.50 0.33 Status OK OK OK OK Ratio 90% 42% 31% 29% Pb (psi) Pv(psi) E (psi x mil) Pc I(psi) Values Base Values 1000 180 1 .7 625 Base Adjusted 1100 180 I .7 625 Adjustments CP Size Factor I . 100 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 = O.0 Loads Uniform LL: 300 Uniform TL: 480 = A Uniform Load A 0 0 RI = 2448 R2 = 2448 SPAN = 10 FT Uniform and partial uniform loads are lbs per lineal ft. 4, S Sherman Engineering, INC. IAD/ 1410 NW Kearney St. #5I7 Portland OR, 97209 BeamChek v2005 licensed to:Sherman Engineering INC. Reg#5234-65428 Cedar Ridge "C" Magaro HD 2 Prepared by: MDP Date: 7/24/06 Selection 4x 12 DF-L#2 Lu = 0.0 Ft Conditions NDS 2001 Min 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 I 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 (m3) Shear Qn2) TL Defl (in) LL Deft Actual 73.83 39.38 0.05 0.03 Critical 52.46 1 5.79 0.33 0.22 Status OK OK OK OK Ratio 7 I% 40% 16% 15% Fb (psi) Fv(psi) E (psi x mil) Fc I(psi) Values Base Values 900 180 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 1.00 I .00 1 .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 Par Unif LL Par Unif TL Start End 240 H = 330 0 6.5 H Uniform Load A Z 0 RI = 2664 R2 = 2664 SPAN = 6.5 FT Uniform and partial uniform loads are Ibis per lineal ft. ° 'SHERMAN ENGINEERING - CEDAR RIDGE M94<,r4RD Date and Time: 8/1/2006 1:48:48 PM LLo MCE Parameters - Conterminous 48 States Zip Code - 97223 Central Latitude = 45.44033 C 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 - BLDG C Lateral Load ...................................................................... LL I 8/2/06 ...................................................................... i 111d Per ASCE 7-02 100 mph EXP B ROOF PITCH: Vertical horiz. Degrees 12 26.6 Mean Roof ht(ft)ht Factor Method I Wind Resisting System 'A' 'B' �C� 'D' 0<h<30 1 .00 17.9 12.2 14.2 9.8: 35 1 .05 18.8 12.8 14,9 10.3- 40 1 .09 20.5 14.0 16.3 1 1 :2 45 1 .1 2 22.9 15.6 18.2 1 2:6 -- End Zone Distance: Eave ht(ft) 19 x 40% = 7.6 ft Bldg Width (ft) 27 x 10% = 2.7 ft Width x4%= I .1 ft Bldg Length (ft) 44 x 10% = 4.4 ft Length x4%= I .8 ft Minimum = 2.7 ft Edge Strip = 3.0 ft (End Zone = 2x Edge Strip) End Zone = 6:O ft LL-Cedar Ridge-Bldg C.xls S ..................................................................... LL 2 ....................................... ............................. • 1 2-: G15f'ii:e Per IBC 2003 8/2/06 Use Group = I Number of Stories = 2 < 3 --► Simplified analysis per IBC Section 16 17.5 Sa, = 0.76 R = 6.5 .... ...... ..... ........................... V = I .2 ds W = 0.140 W Roof W = I5.0 562 = 8.4 Walls = 8 8.0 ft I/2 98 = 3. I Partitions = 6 8.0 ft 1/2 46 = I . I /' 12.7 x 18 = 228 Floor W = 1 5 1 100 = 16.5 Walls = 8 9.0 ft 1/2 142 + 3. 1 = 8.2 Partitions = 6 9.0 ft 1/2 G2 + I . 1 = 2.8 ye 27.5 x l0 = 275 40.2 503 X 0. 140 .. . ..... ........... 5.6 = Base Shear Distribution: QRf = 5.6 X 228 = 2.6 = >i .8 503 1 ,4 QFIr = 503 X 275 = '.4 2.2 LL-Cedar Ritlge-Bldg C.xls SHERMAN ENGINEERING, INC. WIND LOAD PER IBC 2003 1410 NW Kearney St., No. 517 Portland, OR 97209 JOB: CEDAR RIDGE-BLDG C Loading: V1 V2 V3 V4 Roof Wall End Zone= 12.2 psf 17.9 psf Interior= 9.8 psf 14.2 psf End Zone y i Interior i V End Zone End Zone Length= 6 ft IQn tn IQn 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 2 End Left 12.2 6 7 23 9.8 17 7 23 0.9 4 End Right 9.8 17 7 23 12.2 6 7 23 0.9 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 2 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 2 0.9 0.7 1.6 4 0.9 0.7 1.6 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 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 21 14.2 15 14.5 21 2.4 2 Inter 17.9 6 14.5 21 14.2 15 14.5 21 14.2 1 9 7 14.2 6 9 7 2.7 3 Inter 14.2 1 9 7 14.2 6 9 7 14.2 10 9 16 17.9 6 9 16 1.5 4 End Right 14.2 10 9 16 17.9 6 9 16 1.2 - V 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 25 9.8 19 7 25 0.9 B End Right 9.8 19 7 25 12.2 6 7 25 0.9 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 25 14.2 19 4 25 _ 0.8 B End Right 14.2 19 4 25 17.9 6 4 25 0.8 TOTAL UPPER FLOOR LOAD LINE ROOF UPR FLR TOTAL A 0.9 0.8 1.7 B 0.9 0.8 1.7 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 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 27 14.2 21 9 27 1.9 B/B1 End Right 14.2 21 9 27 17.9 6 9 27 1.9 LL5 $12/0(0 LIItERAL. LoAD A-0.1"451 noxi+-kEA ? LOAD 'DOL DIP/-i 12 G.S P41,(r) - 5,5 23 WALL5 - ue r-rR 11 z ° 1Lq 12 =133"�L (35I+0 (q1") 7V4 = 1.C7121 =)53g'1, (-? l) _ FWOR O/A1'H J z 3 8 t ,- (oo) 5� = (1, Iv- 9 13z= 1o1= (.2" el I P37 432= (,9 ') Zi 1, 0 00 © 5HA w .5 -M�� Ft- V= 2.�-" 655'`) I1,= 56� 2,41'1 7,5' = 32o /, �3`�J� I�z= ►o� V2=2, t1,6,4-=4,3 6.55") R3= 432 -02 = 4.3,-1 17 =25341, 91,41 Cq-= fp° v3 (, 55v) ,5r-/ 9 = 61-41 (61 °1) V4= 1.2 1.g"= 'r• 6.35'4) V =2.3'` B =)5"1, (- i ) )).Zzt) 'lam /I Z = , b 11,,b•I ='go -x b'l -'9A \9/( zzz) '/ OO bcbic)g) 7-047'7/ = CZ (._„ "c.,= f �� (,-217Z) ,9'c = �`l +-„b.1 =V/ s fg 011-v6i - S ig! A/g15 -tZ ca't) si s°i Si Q409) 'I+'7Z l = ,�� /-4-0 =- 2f1 ('14oZ) 1/4/ ZZ = , S " �� = 31.L sIL'c 01 • - c • 12 0 1-HdY10 1i0Q}j 04707 3o(c-3o(c g0/Z/S 91/ = ç ° ) G b ( rie-r7 ; 0I y9 `C-) -1,44927 ci-7 zj g oid‘) rimni -1-41412i7Z= ( o z ) [ /cs '��) z J =f1 :21 0'J j -'-i4-t-ZZ = c o9Z) C, / ( 'c)zj _,1" .'f : (r'jc) tiJ Jd'Cl I901 \ 9o/O. 1L:71 OVERTURNING - CEDAR RIDGE, BLDG C LL$ 8/3/2006 , 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 3.75 0.32 8 4 15 0.87 WIND 9.6 0.00 2.40 Use STHD 14 LINE 2 V-2 12 0.133 8 4 15 8.93 WIND 12.8 0.00 0.57 Use MSTA36 V-1 9 0.253 9 4 15 5.35 WIND 20.5 0.00 I .88 Use MST37 V-1 8 0.253 9 4 15 4.22 WIND 18.2 0.57 2.49 Use MST48 V-1 8 0.253 9 4 15 4.22 WIND 18.2 0.57 2.49 Use STHD 14 LINE 3 V-1 9 0.167 9 4 15 5.35 WIND 13.5 0.00 I . I I Use MSTA36 V-1 9 0.167 9 4 15 5.35 WIND 13.5 0.00 I . I I Use STHD 14 LINE 4 V-2 5.5 0.133 8 4 15 1.88 WIND 5.9 0.00 0.84 Use MSTA36 V-1 9 0.156 9 4 15 5.35 WIND 12.6 0.84 I .84 Use STHD 14 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 A V-2 3.5 0.227 8 13 15 1.59 WIND 6.4 0.00 I .5 I Use MST37 V-1 4.5 0.144 9 13 15 2.70 WIND 5.8 I .5 1 2.4 I Use STHD 14 LINE B V-2 3.75 0.124 8 13 15 1.82 WIND 3.7 0.00 0.67 Use MSTA36 V-1 4 0.4 9 13 15 2.14 WIND 14.4 0.67 3.9 I Use STHD 14 LINE B I V-1 4 0.211 9 13 15 2.14 WIND 7.6 0.00 1 .54 (Use STHD 14 I OT-Cedar Ridge-Bldg C.XLS C ly • LIA SHEARV ALL SCHEDULE ALL PANEL EDGES MUST BE BLOCKED UNLESS NOTED OTHERWISE SOLE PLATE MARK WALL COVER FASTENERS 0 PANEL INTERN. RIM BOARD/ EDGES STUDS CONN (SEE BLKG CONN REMARKS _ NOTE #3) © 1/16"A.P.A.- 0.131"-x 2-1/2" 1W®6"0.G. A35 8d COMMON®b"O.G. 6"O.G. 12"O.G. I/2"XIO"ABS.' ® 24"OL. SUITABLE SUBST.FOR RATED SHT'G F.RH.P-NAIL ®32"O.G. 0.131"°F.RH.P-NAIL 1/2"G.H.B. 5d WALLBD. 1612® 6"O.G. A35 NAILING APPLIES TO EACH EACH SIDE NAIL or 2" 4"O.G. 4"O.G. I/2"XIO"AB.'S ®36"O.G. SIDE OF WALL.(EDGE "W"*6 SCREW ®36"O.G. BLKG 15 REQUIRED) I/3\ I/2"G.W.B. 5d WALLBD. 1612®8"O.G. A35 NAILING APPLIES TO EACH NAIL or 2" I/2"XIO"A.B.'S o 48"O.G. SIDE OF WALL.(EDGE EACH SIDE "W„u6 SCREW l"O.G. l"O.G. ® 32"O.G. _ BLK'G 15 NOT REQUIRED) A. l/Ib"A.P.A.- 0.131"x2 1/2" 1612® 4"O.G. A35 8d COMMON NAIL OK RATED SHT'G FULL ROUND- 4"O.G. 12"0.G. I/2"XIO°A.B.'S ® 18"O.C. SUBSTITUTE FOR ANY HEAD P-NAIL ® 24"O.G. 0.131""(9 GA.)P-NAIL 7/Ib"A.P.A. 0.131"x2-1/2" 20d® 3"O.G. A35 3x REQUIRED 0 ALL RATED 5HT'G FULL ROUND- 3"O.G. 12"O.G. 1/2"XIO"A.B.'S ® 12"0.0. PANEL JOINTS 4 DBL HEAD P-NAIL ® 24"O.G. 2X SOLE PLATE © 0.131"x2-1/2" 20d CO 3"O.G. A35 3x REQUIRED 0 ALL l/Ib"A.P.A.- 2"O.G. FULL ROUND- 12"O.G. 3/4"XIO"ABS.' ® 10"O.G. PANEL JOINTS 4 RATED 9410HEAD P-NAIL 5TA6RD. ® 24"O.G. SOLE PLATES © 1/I6"A.PA. 0.131"x2-I/2" 4"O.G. A35 0 5"O.G. A35 3x REQUIRED®ALL PANEL RATED SHT'G FULL ROUND- 12"O.G. 3/4°XIO°A.B.'S ®8"O.G. JNTS 4 SOLE PL.-OFFSET EACH SIDE HEAD P-NAIL STAGRD. ® 24"O.G. JOINTS EA.SIDE OF WALL AL 1/16"A.P.A. 0.131"x2-1/2" 3"O.G. A35 0 4"O.G. A35 3x REQUIRED® ALL PANEL RATED SHT'G FULL ROUND- STA6RD12"O.G. 3/4"XIO"A.B.'S@ 6"O.G. PANEL JOINTS E SOLE PLATES . EACH SIDE HEAD P-NAIL ® 18"0.C. OFFSET JOINTS EA.SIDE OF WALL © 1/I6"A.P.A. 0.131"x2-I/2" 2"0.0. A35 0 3"O.G. A35 3x REQUIRED 0 ALL RATED SHT'G FULL ROUND- STA6RD 12 O.G. 3/4"XIO"AB.'S o 4"O.G. PANEL JOINTS 4 SOLE PLATES EACH SIDE HEAD P-NAIL 0 12"0.C. OFFSET JOINTS EA.SIDE OF WALL . HOLDOV\N SCH=RULE MARK HOLDOWN FASTENERS MARK HOLDOWN FASTENERS NO SPECIAL CONNECT BTM. PL TO HOLDOWN PLR JST/BM/BLK'G "STHDI4" (38) Ibd SINKERS REQUIRED W/ Ibd 0 4" O.G. 6 (13) IOd COMMON (32) Ibd SINKERS v MSTA36 NAILS AT EACH END "HTT22" 4 SIMPSON SSTB24 O 13/4" o.c. STAGG v ANCHOR BOLT (II) 16d COMMON (3) 1/8" A307 BOLTS © M51-37 NAILS AT EACH END \8 "HDSA" 4 SIMPSON SSTB28 O 1 3/4" o.c. STAGG �/ ANCHOR BOLT M5T48 (17) Ibd COMMON (4) 7/5" A307 BOLTS © NAILS AT EACH END "HDIOA" SIMPSON SSTB34 • 13/4" o.c. STAGG v ¥ ANCHOR BOLT (24) Ibd COMMON (5) I" DIA. THRD ROD ** 6x6 POST REQ'D 4 © "MST60" NAILS AT EACH END 10 "HDIS" SIMPSON SSTB36 ® I 3/4" o.c. ANCHOR BOLT (44) Ibd COMMON © "CMSTI2" NAILS AT EACH ENE) "TS22" (q) 160 EACH END 0 1 3/4" o.c. NOTES: I. *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 WASHERS ARE REQUIRED AT ANCHOR BOLTS TO 2x MUDSILL PLATE * 1,0% 14►sa/. I MN,641.. • C r i in ing co 2 i ce 1 li° i3 6D66.OL. E ROOF 91E5 RR RMI RF NESE PER PPLANO t ^ FASCIA l OVO6MN6 PER NON y;1 ROOF 9M6 PER PUW 44- Q in 60.le OL. PR EFAB BO/TALL PRET TRIS9 W 16d TOC- i 1%elXb N/VENT Alle-.......... NAL.6'OG.VOL R HOLES PER ARCM POLL SNfb PCC PLAN WbD.16'OL. �� TO DBL R OVEtlMN6!F/6OIA PER PLM .1. �1.4 A IQ5 MILNOR.IPOG11 ` .1 24 BOOS 6 46.OL. CZ 11 W 6d COOLERS. 4'OL.TO F/YP BD! POLL 5M6'f5C PLM1 Z M\ R 2X STUD MOLL.W OG OB NO•TRU9B EA 17169M IWL.b•OG < V BO 6EEL nILI GABLE END WALL TRUSS @ EXT WALL 0 ROOF TRUSS @ EXT WALL 11.7—' �_\ �;�;IRP T4 SCALE. I••P-0• RaTs SCALE r•P-0• `^ ^' `/ _QU t2LQ Q✓_ 17b 9785 NAL.16.OG 0 CZ SOLE R C WE PER SG® CZ ^� 060.6'OL.TYP) RR 9M6 PER PLAN 1 , I��! GONIPER Z.SOW TY% ILI PLR 9M6 PER PLAN bR soup RM BO IN BEAR 5CHEOLE MEI 06D66.OG TYPJ vR SOLID RlH Bo __ _ __— I. W MO AS CALLED j.�COIN RE]D ABOVE W AM A9 GALLED 501EAR PMB.ON.Y BIR 1 9018714E 1� i R S01SIR PAM.OILY 16c1TCOIA49.PO OG 1%ELK 6 6.Y OGW 6d69.OG.PLR '',. F- SR6.O116d 6 EA BO e CO.$IS S VEIL TOP PL Ibd TOENAILS.6'OL. PL ]z R 1479W 6 MIME 914T6 PER PLAN CL 165.DBL R NoHEALER POLL SIM PER RMI 0 TYP PARALLEL JSTS TO EXT WALL C TYP PERP JSTS TO EXT SHEAR WALL • 6,JtiTA 90ALE. r.1,-Ce •• IIiR9] SCME, r.r.0 I 1 I— I I I W ILII J STRAP IIOLOOPPI PBR H PLAOIN N TO OBL SILO W PPONOC IN! COVCtWW.ONO P . Q 0 O IN PLAN • i''. a i f0 V U KALE FER 1,1 To.rO1lo MALL "_ I I tt� 1 Du.oeOME OF r MBI KirNAL FROM1 t i n �!'a�1� m��ai.= Yf�B1�110��9N H�OI/ EAUR 945E OF4 PLACE ON ORE SOE OILY MO MBK -.11- ®6E NAL TO MLTFLESM3 x`13 , IOr +It`_ COW R79.T0'ROMP TO EOG PLACEDI 5,5.MOVE HOOK D2 NOT USED TYP SHEAR WALL STRAP HOEDOWN 4ND5T1010 WALE. r•ro• ` of —/ D 8 - 11 1 a § Aa o iy - o J ® Q Q M i wi O O I e Q CO MIL.1.J.._!_ill ? 111 i I hiNI 3 f ; 4 3 o 8 8 :o9LQ hI ' 11111111111! I _ boalIf 211 gi 2 21t I lb liii$ i 8 ! ��, !Peg RP � . . . . . . %. . . hg Q J 3 K�$yg� '!' 1 1! 1 yg F�$ �$ Fg • F C ICC [ C it n " / Yilli 6 h b b b b 1 / / ) ) i'< a `� Q Eq y g g g ti g$ gi g$ g - !8,i 8 8 8158 68 fl aR aga J if iii 44 O k bs $ yiaiiip'gini 8s2log _ 1 i� II J asgtgsoglogt S1 l 0 s8hi 0@ z s :� z�8 s a Q $ ./1 �' W ir Q 48 I AYE A I a . � « < << < « < ° I > DD > D ,, -:: 0 UJ J - I 2 I w s• a 1 a ��'a�►�` v.�l i��i k l . R . BDRM. #3 I 1) OxU(6 BDRrnciEIz/? 9 0 /O C AOL - 'tEli 1111 11 a Qz• t 1' ,......... 4 40i 1 5 0 I I -11 I 4-14.111 \ a' 3.4", - - ---- , . _.. ..... ....... . _ -I 11111141.00'. 1 :flu a la • DINik a ,}. 4> k I 92x11 7V `i 1z/Q : Dbib, ✓ ` . G-EA/ ROOM 1—. ` ;F C171%o cx1113/o 2 i ' '430 \----, KITCHEN \ 9/0 GEL — - to g D.W. SINK \ I 1.. T- LI 1\ V\.\ \, 0 0 11111WeI Q 2 , a p 444 vIAIN FLOOR PLAN, -C SCALE: 1/4'=1'-0" MAIN FLOOR: 1,029 SQ.FT. UPPER FLOOR: 477 SQ.FT. TOTAL: 1.506 SQ. FT. • i. a 14frk Namaw , olio: b I + ® _' ea eimmiono Ir ES rim=7b MAST. BATH (V � r , o S 2. 41C• 1, MAST. BDRM. 212/460) 1110' 1 ,fi. il _ tI _ —Wir ,1 BONUS aA‘ Mar 1. ", I M k $ •' Is i P . 1 t . N N N• 'N. N. I I itI rl I I I / / (- 1-1 LJ LJ 1 A, 'v7' UPPER FLOOR PLAN —C SCALE 1/4"=1'-0" UPPER FLOOR: 477 SO. FT. a 1 rr 1r -11 I U LE 91 II // I'REMANUFACTURED WOOD TRUSSES II1 0 PREMANUFACIURED WOOD TRUSSES 0 24"o/c(BY OTHERS) I Y/ 0 24"o/c(BY OTHERS) O U arm =ir1 ,_Jh. ; 1 1 1 r� -- J hL -Y I I I II I II L p I �I /7 rREMMAIFAC1URED WOOD 1RUSSESPREMANUFACTURED WOOD TRUSSES O 24'o%(BY OTHERS) / 0 24'o/c(BY OTHERS) / 1 rHi--..1.1 I— I I I N v'+ f o • t'+ I ( 4 *- "fe , & L ' 44) E3 41x4.°-- / (RSZ) ROOF PLAN ELEV. "A" SCALE: t/4-1'-O• LTA ----� L---1 r] LJ 1 I Lo , ( 1_ . m vp Efi,_ �m� Q J 1 ZI h (nor) a I o 1 / 1 3/4'x11 7/8'TJ 110 P 1 3/4'x11 7/8'TJ 110 N • 18 FIR.JSTS.O 16'o/c G FIR.JSTS. O 'o/c G Ca r .Z X rr d 1�/.Olt on_ Q J 1 3/4'x11 7/8'T.11 110 I FLR.JSTS.OIB'o/c ,� /at----.—____ri 1----------E- ...,J I LI X — 0 U • =1 L0 ❑ ❑ FLOOR FRAMING PLAN SCALE 1/4"—I'—or -, �-- __i_,-,II r L II IN 1 I I _ III III C III a . ■ JR r h Tr I I u=-�==JL, LJ-=�= = - . ,. FP-- < 1 — r 1�' (, ; a ` -r---T-- II �Z F-1 III II \cl (4 II x a s ` ( ■ a a I L r a —11 II a J J ■ r I I- - ■ ■ I I . J I I a1__„_1a ( iLL— _II _ _JJ � L ° r J LLI _I LLI FOUNDATION PLAN SOME: 1/4--r-O- SEE SHEET — FOR STRUCTURAL DETAILS.