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Report (23) as' l 7 S /2-3 Sherman En ineenn , m c. 9 9 (503)230-e676 Ph 3/51 NF Sandy Blvd. Ste. /00, Portland, OR 97232 (503)226-4745 Pax RECEIVED SeI Job#:14-EDRF-02-O 15 MAY 7 2015 • CITY OF TIGARD LOT 3 - 124TH ST BUILDING DIVISION Westwood homes q‘tD PROs Tigard, ORF 1;4 ,P October 27, 20I4 P- . �1 E-Drafting O vUtY 10.1%g� Camas, WA o 'P SHESk* EXPIRES; 81301 Subject: Sheet No. Foundation: FD I Retaining Walls RW I -RW2 Framing: Roof Beam RBI -RB2 Ceiling Beam CB I Floor Beams FB I -FB4 Headers HD I -1-1D3 Deck Beam DB I Lateral: Loading LL I -LL2 Diaphragm/Wind Shears LL3-LL6 Shearwalls LL7-LL8 • Overturning LL9 Details D I -D38 If 1 • 4 1 Sherr en FnglneePin9, Inc. RW p. 3/3/ NESandy Blvd Ste /00 . 8-20-12 Portland, Oregon 97232 (503)230-6676(503)2264745 hut COEFF EQUIV SOIL EQUIV SURCH ri VERT .., . FRICT ACTIVE WT PASS I LOAD FILE: RW4ANOSLA13.XL5 . 0.35 35. 125 . 150 1 0. i 0 Wa11Specs WALL . :FTG , , i WALL PASS THICK TOE HEEL THICK FTG iFFECT TOT HT HT 'A' 'B' • 'C' 'D' WIDTH ,WIDTH WT 4.00 000 0.67 0.67 2.25 1,00 3.59 5.00 : 2066 5.00 0.00 . 0.67 0.67 2.83 1 .00 4.17 15.64 ; 2897 6.00 0.00 0.67 1.00 3.17 1 .00 4.84 !6.74 3707 7.00 0.00 0.67 1.00 3.83 1 .00 5.50 7.54 . 488.0 8.00 0.00 0.67 1.25 4.50 1.00` 6.42 9.04 . 6263 9.00 0.00 067 1.33 5.25 I .00' 7.25 10:24 7898 10.00 0.00 0.83 1.50 5.75 1 . 17 5.08 '11:40. 9851 11.00 0.00 1.00 I.75 6.17 I .I.7, 5.92 112.75 11699 12.00 0.00 1.00 2.08 6.83 I .17 9.91 114.49. 13785 Sliding 4 Overturning L WALL SOIL SLIDE MOM MOM P.S. : Effect SOIL SOIL HT LAT F.S. RESIST O.T. O.T. •.Length Pressure P/A+M/S • 4.00 438 . 1:65 4144 704 5.88 5.00 !827 ' 700 5.00 630 1.61 6682 1235 5.41 5.64 ;1027. .899 6.00 855 1.51 10301 , 1976 5.21 6.74 1100 931 7.00 1120 1.52 15222 2962 5.14 7.54 1295 1117 8.00 1418 1.55 23107 `4228' 5.47 9.04 .' 1385. 1-153 9.00 1750 1.58 32765 5808 5.64 10.24 1543 1281 10.00 2183 , 1.58 45524 8090 5.63 11.40 728 1436 11.00 2592 1 .58 60197 10474 5.75 12.75 1835 M97 • 12.00 3035 1.59 79844 13285 641 14.49 1903 .. 1498 esign Reinf (Vertical) Wall Ht. MOM Mu d As a Mcap 5teet (Ft) STEM . Kit (in) (in) K ft R.einf'V' 4,00. . .373. ' 0.63 4.02;... O.I 0 0.235 1,76 ;w>`4 0 24'o.c. 5.00 729 I.24 4.02 0. 10 0.235 1 .76 #4 @ 24'o.c. 6.00 1260 2.14 4.02 0. 15 0.353 . 2.59 #4 .0 I8'o.c.: - - 7.00 2001 3.40 4.02 0.20 0.471 3.41 #4 .0 12" o.c. 8.00 2987 5.08 6.00 0.27 0.628 6.84 #4,(i) 9" o.c. • 9.00 4253 7.23 6.04 0.31 0.729 7.92 #5 12" o.c. 10.00 5833 9.92 7.96 0.31 0:729 10.60 #5 @. 12"o.c. 11.00 7764 13.20 10.00 0.31 0.729 13.44. #5 @ 12'o.c.12.00 1.0080 17.14 10.00 0.41 0.965 17.56. 1 #5 0 9"o.c. Fri 'T' BARS 4.00 2.15 10.00 0.05 0.1`,18 2.24 #4 ® 48' o.c. 5.00 4.25 10.00 0. 10 0.235 4.45 #4 0 24' o.c. 6.00 6.41 10.00 0.15 0:353 6.63 1 #4 0 18'o.c. 7.00 10.91 10.00 0.24 0.565 10.50 #4 0 10' o.c. 8.00 17.21 10.00 0.35 0:824 15. 10 #5 0 10" o.c. 9.00 26.36 10.00 : ..055. 1..294 23. 15 . 05 0 G' o.c. 10.00 35. 13 12.04 0.62 1 .459 31 .56 #5 0 6'o.c. 1 1.00 44.49 12.04 0.78 I .835 39.04 #5 ® 4.5" o.c. 12.00 59.48 _1,,2.04 1.10 2.588 . 53. 19 (2).#5 @ 6.5"o.c.. ti t Q,efp = 35 PCF Q,surch = 0 PSF P,honz= 0.00 F'SF OVERTURNING: lit = 8'-0" (ABOVE FTI)•; y (, WALL,lit- 8 HEEL, B = I.25 TOE. C = . 4.5 FTG, D = 12 Res+St, M: Wt(It's) : Ht L Wt L.A. M,restst WALL = 100.05 8.00 800 1 ,58 1267 FTG = 150.00 6.42 963 3.21 3088 SOIL = 125.00 8.00 4.50 4500 4.17 18750 SURCH = 0.00 0.38 0.0 4.17 0 TOTAL = 6263.0 M0K: T,46.' SAFETY FACTOR = ti r SOIL BEARING: X,effect = (M,resist- M,ot)`3 9.03 > L = 6.42 Wt eccentncty = 0. 198 SLIDING: u = 0.40 pgfjT, i:***F,resist 2505 SAFETY FACTOR.=rogmo4yAM SEISMIC: 9H^2 @ 0.6H F,seis = 729 Ht = 4.80 M,ot = 3499 + 4253 7752 lbs-ft SAFETY FACTOR = SOIL BRG: X,effect = 7.35 < L eccentncty = 0.47 irigtW.` AW W4 fa3Y 4Mie SLIDING: u = 0.4 F,shding = 2147 F,resist = 2505 SAFETY FACTOR =I :>` O I ti_ 5hhrman Engineering, Inc. Rw2 3151 NE Sandy Blvd. Ste. 100 • Portland, Oregon 97232 (503)23043876 • (503)226-4745 fax COEFF EQUIV SOIL EQUIV SURCH VERT FRICT ACTIVE WT PASS LOAD FILE: RWGarNoSlab.XLS 0.35 35 110 I50 '50 200 Wall Specs "' YT F� "ti>=Et,' r"2 'E: WALL PASS ''fi'Ili = T d61K ' FTG Effect TOT HT HT • ::::4=',.;•14/1i;;<::7- � I"C"`:� "D" ',.' WIDTH Length WT eX` _, 0 ; 3 Y�� `.. 3.67 4.67 2294 4.00 0.00 .} '` � .� �� �`� �n`�� 5.00 0.00 5 0 r83j£ �3,5` ," I €�f s 5.00 6.75 3553 6.00 0.00 G 6 k v 0 �' 1{0'0l 6. 17 8.41 5044 • 7.00 0.00 .`i 0 67 �' *; -7 100 7. 17 9.77 6628 8.00 0.00 W :aft-'1.,r X425, � �All- `r,I b00 ` 8.59 112.30 8492 9.00 0.00 M ,� 0 6t7 �a.25 ,� ' ,:,.,„ r. I � R 9.59 13.67 10520 0.00 0.00i.stf ' g' N t� �y 4i-k;;;1114::���, � 1�x �� t ,,,, l��7 10.9 I 16.02 12939 . I I .00 0.00 ie , an.. 9, :,',-,, ?-e+.1':;14,7., 12.08 17.95 15345 12.00 0.00 `' ,O rt....5.„5:,,,,,.,-,a . ; i, km'{ k „ 1 =yu 13.33 19.94 18396 Sliding * Overturning WALL SOIL SLIDE F.S. MOM MOM P.S. 'i;. HT LAT RESIST SLIDE RESIST 0.T. 0.T _..,1' • tib, 4.00 543 803 1 .48 4475 903 4.96 M � ��! 5.00 836 1243 1 .49 9518 1521 6.26 °1;1 2 u 2A.,, .. . 6.00 • 1 155 1765 1 :53 16506 2366 6.98 1.200; • I 7.00 1524 2320 1 .52 25063 347 I 7.22 :„.. ., 357 : 1178 ;; 8.00 1946. . 2972 1 :53 39693 4872 8. 151.3o I. ',01, 2 9.00 2418 3682 1 .52 54555 6604 8.26 x+I 9=i .. 1 ggp > 10.00 3008 4529 I .51 78187 9082 8.61 ?q,;.-1:01.5 ac,k-,1 lr I I .00 3590 5371 I .50 103483 11653 8.88 iA7 '• i 3Q 12.00 4298 6439 1 .50 137458 15171 9.06 1 Design Reinf (Vertical) j Wall Ht. MOM Mu dr� ACff, a Mcap Steel (Ft) STEM K ft (in) ., ,(ice` . K ft Reinf 4.00 513 0.87 4102 t3,µ C. : O. 196 1 .76 #4 @ 24' o.c. � 0. 196 1 .76 #4 @ 24 o.c. j 5.00 948 1 .6 I 4 02 ,a,;:,*.., - • 6.00 1546 2.63 4.02 k; y :• . 0.294 2.61 #4 @ 18" o.c. f 7.00 2391 4.06 4.02 , iv 4 0.471 4.09 #4 @ I O" o.c. R: 8.00 3496 5.94 600 Kk 0.524 6.90 #4 @ 9" o.c. 9.00 4897 8.32 6.04 `0.3•7A 0.729 9.50 #5 @ 10" o.c. 10.00 6629 1 1 .27 7.96 ?; o.37..... 0.729 12.71 #5 @ I0" o.c. 11 .00 8727 14.84 796 1 7 0.863 14.91 #5 @ 8'o.c. 12.00 11225 19.08 7.96 �. . ti 1.216 20.5 I #5 @ 6" FTG Mu d lig, `°l 17' a Mcap . • 5.00 • 2.54 I 0.00 :irijd0.29 6.65 #4 @ 16" 5.00 5.73 I 0.00 'a °:15' 0.29 6.65 #4 @ 16" 6.00 12.23 1000 '':1-:'.0.$W 0.61 13.53 #5 @ 12" 7.00 21 .04 10.0054..$0.10 0.98 21 .40 #5 @ 7" 8.00 33.28 10.00 ..° �` 4€it 4 , 1 .59 33.56 (2) #5 @ 9" 9.00 49.50 10.00 . �j' 2.43 49.02 (2)#5 @ 6" 10.00 64.88 12.04 • .1.35 . x 2.65 65. 10 (2) #5 @ 5.5" I I .00 88.00 12.04 •: 3.78 88. 13 (2) #6 @ 5.5" 12.00 1 17.88 13.96t `4 . 4.39 118.58 (2) #6 @ 4.5" I BeamChek v2007 licensed to:Sherman Engineering, Inc. Reg#7.992-G6413 12151,, WESTWOOD 14-EDRF-02-015 , FRAMING RBI Prepared by: JDM Date: 10/24/14 Selection PT 4x 8 HF#2 Lu = 0.0 Ft Conditions NDS 2005, Incised Min Bearing Area RI= 3.2 m2 R2= 3.2 in2 (1.5) DL Defl= 0.08 in Data Beam Span 7.0 ft Reaction I LL 788# Reaction 2 LL 788# Beam Wt per ft 6.17# Reaction I TL 1282 # Reaction 2 TL 1282 # Bm Wt Included I 43# Maximum V 1282 # Max Moment 2243'# Max V(Reduced) 1060# TL Max Defl L/240 TL Actual Defi L/489 Il Max Defi L/360 LL Actual Defl L/950 Attributes Section (m3) Shear(in2) TL Defi(in) LL Defl Actual 30.66 25.38 0.17 0.09 Critical 26.47 11.53 0.35 0.23 status OK OK OK OK Ratio 86% 45% 49% 38% • Pb(psi) Fv(psi) E(psi x mil) Fc i(psi) Values Reference Values 850 150 1.3 405 Adjusted Values. 1017 138 1.2 405 Adjustments CF Size Factor 1.300 Cd Duration 1.15 1.15 Cr Repetitive I .00 Ch Shear Stress N/A CI Incised 0.80 0.80 0.95 I.00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Loads Uniform LL: 225 Uniform TL: 360 = A • Uniform Load A R I = 1282 R2 = 1282 SPAN = 7 FT Uniform and partial uniform loads are lbs per lineal ft. 5eamChek v2007 licensed to:5herman Engmeenng, Inc. Reg#7992-664 13 401, WESTWOOD 14-EDRF-02-015 FRAMING RB2 Prepared by: JDM Date: 10/24/14 5e ction PT 4x 8 HF#I Lu = 0.0 Ft Conditions NDS 2005, Incised Min Bearing Area RI= 1.3 m2 R2= 1.3 in2 (I.5) DL Defl= 0.40 in Data Beam Span 16.0 ft Reaction I LL 300# Reaction 2 LL 300# Beam Wt per ft 6.17# Reaction I TL 529# Reaction 2 TL 529# Bm Wt Included 99# Maximum V 529 # Max Moment 21 I 7 W Max V(Reduced) 489# TL Max.Defl L/240 TL Actual Def L/ 257 LL Max Defl L/360 LL Actual Defl L/551 Attnbutes Section (in3) Shear(in2) TL Defl (in) LL Defl Actual 30.66 25.38 0.75 0.35 Cntical 21.79 5.32 0.80 0.53 Status OK OK OK OK Ratio 71% 21% 94%. 65% Fb(psi) Fv(psi) E(psi x mu) Fci_(psi) Values Reference Values 975 150 I.5 405 Adjusted Values I I66 138 I.4 405 Adjustments CF Size Factor 1.300 Cd Duration I.15 1.15 Cr Repetitive I.00 Ch Shear Stress N/A • Ci Incised 0.80 0.80 0.95 1.00 CI Stability I.0000 Rb = 0.00 Le = 0.00 Ft Loads Uniform LL: 38 Uniform TL: 60 = A • Uniform Load A /\ RI = 529 R2 = 529 SPAN = 16 FT Uniform and partial uniform loads are lbs per lineal ft. 1 . G6 `BeamChek v2007 licensed to:Sherman Engineering, Inc. Reg#7992-664/3 WESTWOOD 14-EDRF-02-015 FRAMING CB I Prepared by: JDM Date: 10/24/14 ' Selection 4x 8 I-IF#1 Lu = 0.0 Ft Conditions NDS 2005 Min Beanng Area RI= 5.0 in2R2= 5.0 in2 (I .5) DL Defl= 0.05 in Data Beam Span 6.0 ft Reaction 1 LL 1500# Reaction 2 LL 1500# Beam Wt per ft 6.17# Reaction 1 TL 2043 # Reaction 2 TL 2043 # Bm Wt Included 37# Maximum V 2043 # Max Moment 3065'# Max V(Reduced) 1632 # TL Max Defl L/240 TL Actual Defl L/534 LL Max Deft L/360 LL Actual Deft L/825 Attributes Section (m3) Shear(in2) TL Defl(in) LL Deft • Actual 30.66 25.38 O.I3 0.09 Critical 29.02 16.32 0.30 0.20 Status OK OK OK OK ' Ratio 95% 64% 45% 44% Fb(psi) Fv(psi) E(psi x mil) Fc L (psi) Values Reference Values 975 150 I.5 405 Adiusted Values 1268 150 I.5 405 fjustments CF Size Factor 1.300 Cd Duration 1.00 1.00 Cr Repetitive I.00 . • Ch Shear Stress N/A Cm Wet Use I.00 I.00 1.00 I.00 CI Stability I .0000 Rb = 0.00 Le = 0.00 Ft Loads Uniform LL: 500 Uniform TL: 675 = A Uniform Load A . R I = 2043 R2 = 2043 SPAN = 6 FT Uniform and partial uniform loads are lbs per lineal ft. BeamChek v2007 licensed to:Sherman Engmeenng, Inc. Reg#7992-664/3 rot. WESTWOOD I4-EDRF-02-015 FRAMING FD3 Prepared by:JDM Date: 10/24/14 • Se%tion I-3/4x I 1-7/8 2.0E TJ Parallam W.S. PSL Lu = 0.0 Ft Condom NDS 2005 Min Bearing Area RI- 1.5 m2 R2= 1.5 m2 (1.5) DL:Defl= <0.01 in. P?ta Beam Span 4.0 ft Reaction I LL 800# Reaction 2 LL - 800# Beam Wt per ft 6.49# Reaction I TL I 1 1 3# Reaction 2 TL III 3 # Bm Wt Included 26# Maximum V 1113# Max Moment I 1 13'# Max V(Reduced) 562# TL Max Defl L/240 TL Actual Defl L/>1000 LL Max Defl L/360 LL Actual Defl L/>1000 Attnbutes Section(ins) Shear(m2) TL Defi(in) LL Defl Actual 41.13 20.78 0.01 . <0.01 Critical 4.60 2.91 0.20 0.13 . Status OK OK OK OK . Ratio I 1% 14% 3% 3% Fb(psi) Fv(psi) E(psi x mu) Fc l (psi) Values Reference Values 2900 290 2.2 750 Adjusted Values 2903 290 2.2 750 Adjustments CF Size Factor 1.001 Cd Duration I.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: 400 Uniform TL: 550 = A • • Uniform Load A • RI = 1113 R2 = 1113 SPAN = 4FT Uniform and partial uniform loads are lbs per lineal ft. BeamChek v2007 licensed to:Sherman Engineering, Inc. Reg#7992-664/3 WESTWOOD I4-EDRF-02-015 FRAMING FB2 Prepared by: JDM Date: 10/24/14 Selection I-3/4x I 1-7/8 2.0E TJ Parallam W.5. PSL Lu = 0.0 Ft Conditions NDS 2005 Min Bearmg Area RI= 2.2 in2R2= I .3 in2 (1.5)DL Defl= 0.1 I in Data Beam Span 13.0 ft Reaction 1 LL 1166# Reaction 2 LL 674 # Beam Wt per ft 6.49# Reaction I TL 1655 # Reaction 2 TL 971 # • Bin Wt Included 84# Maximum V 1655 # Max Moment 4057'# Max V(Reduced) 1539# TL Max Defl L/240 TL Actual Defl L/566 LL Max Defl L/360 LL Actual Defl L/928 Attributes Section (in3) Shear(in2) TL Deft(in) LL Defl • Actual 41.13 20.78 0.28 0.17 Cntical 16.77 7.96 0.65 0.43 Status OK OK OK OK • Ratio 41% 38% 42% 39% Fb(psi) Fv(psi) E(psi x mu) Fc±(psi) Values Reference Values 2900 290 2.2 750 Adjusted Values 2903 290 2.2 750 4d)ustments CF Size Factor 1.001 Cd Duration 1 .00 I.00 Cr Repetitive I .00 Ch Shear Stress N/A Cm Wet Use I.00 1.00 1 .00 I.00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Loads Uniform LL: 80 Uniform TL: 110 = A Point LL Point TL Distance • 800 8 = 1111 2.5 • Uniform Load A Pt loads: El RI = 1655 R2 = 971 SPAN = 13 FT Uniform and partial uniform loads are lbs per lineal ft. BeamChek v2007 hcensed to:Sherman Fngmeermg, Inc. Reg I`7992-664/3 163 WESTWOOD I4-EDRF-02-015 FRAMING FB3 Prepared by:JDM Date: 10/24/14 • Selection I-3/4x I I-7/8 2.0E TJ Parallam W.S. PSL Lu = 0.0 Ft Conditions NDS 2005 Min Bearing Area RI= 1.5 int R2= 1.5 in2 (1.5) DL Defl= <0.01 in. Data Beam Span 4.0 ft Reaction I LL 800# Reaction 2 LL 800# Beam Wt per ft 6.49# Reaction I TL 1113 # Reaction 2 TL 11 13 # Bm Wt Included 26# Maximum V 1 113# Max Moment 1 1 13'# Max V(Reduced) 562 # TL Max Deft L/240 TL Actual Defl L/ >1000 LL Max Defl L/%0 LL Actual Defl L/ >1000 Attributes Section (ins) Shear(int) TL Defl(in) LL Defl Actual 41.13 20.78 0.01 <0.01 Critical 4.60 2.91 0.20 0.13 Status OK OK OK OK Ratio 1 1% 14% 3% 3% Fb(psi) Fv(psi) E(psi x mil) ' Fc I(psi) Values Reference Values 2900 290 2.2 750 Adjusted Values 2903 290 2.2 750 Adjustments CF Size Factor I.001 Cd Duration 1.00 1.00 . Cr Repetitive I.00 Ch Shear Stress N/A Cm Wet Use I.00 I.00 1.00 1.00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Loads Uniform LL: 400 Uniform TL: 550 = A • Uniform Load A . RI = 1113 R2 = 1113 SPAN = 4 FT Uniform and partial uniform loads are lbs per lineal ft. BeamChek v2OO7 licensed to:Sherman Engmeerrng, Inc. Reg#7592-66413 . reit WESTWOOD I4-EDRF-02-015 FRAMING FB4 Prepared by: JDM Date: 10/24/1 4 Selection I-3/4x I I-7/8 2.0E TJ Parallam W.S. PSL Lu = 0.0 Ft Conditions N D5 2005 Min Bearing Area R I= I.7 int R2= I .7 in2 (I.5) DL Defl= 0.I I in Data Beam Span. 13.0 ft Reaction I LL 910# Reaction 2 LL 910# Beam Wt per ft G.49# Reaction I TL1293 # Reaction 2 TL 1293 # Bm Wt Included 84# Maximum V 1293 # Max Moment 4204'# Max V(Reduced) 1097# TL Max Defl L/240 TL Actual Defl L/572 LL Max Defl L/3G0 LL Actual Defl L/933 Attributes Section (ins) Shear(in2) TL Defl(in) LL Defl Actual 41.13 20.78 0.27 O.I7 Critical 17.37 5.67 0.65 0.43 • Status OK OK OK OK • Ratio 42% 27% 42% 39% Pb(psi) Fv(psi) E(psi x mil Fc...L(psi) Values Reference Values 2900 290 2.2 750 Adjusted Values 2903 290 2.2 750 Ad/ustments CF Size Factor I.00I Cd Duration I .00 I .O0 Cr Repetitive I .00 Ch Shear Stress N/A Cm Wet Use I.00 1 .00 1.00 I.00 CI Stability. I.0000 Rb = 0.00 Le = 0.00 Ft Loads Uniform IL: 140 Uniform TL: 193 = A • • Uniform Load A RI = 1293 R2 = 1293 SPAN = 13 FT Uniform and partial uniform loads are lbs per lineal ft. HP BeamChek v2007 licensed to:Sherman Engineering, Inc. Reg#7992-664 13 I WESTWOOD 14-EDRF-02-015 FRAMING HHD I Prepared by:JDM Date: 10/24/14 • Selection 6x 12 I1F#2 Lu = 0.0 Ft Conditions NDS 2005 Mm Bearing Area R I= 2.8 m2 R.2= 2.8 m2 (I.5) DL Defl= 0.20 in Data Beam Span 16.5 ft Reaction 1 LL 619# Reaction 2 LL 619# Beam Wt per ft 15.37# Reaction I TL 1117# Reaction 2 TL 1117# Bm Wt Included 254# Maximum V III 7# Max Moment 4607'# Max V(Reduced) 987# TL Max Deft L/240 TL Actual Defl L/55 I LL Max Defl L/360 LL Actual Defl L/ >1000 Attributes Section(ins) Shear(in2) TL Defl(in) LL Defl Actual 121.23 63.25 0.36 0.16 Critical 71.22 9.20 0.83 0.55 Status OK OK OK OK Ratio 59% 15% 44% 30% Fb(psi) Fv(psi) E (psi x mil) Fc I(psi) • Values Reference Values 675 140 I .I 405 Adjusted Values 776 161 I.I 405 Adjustments CF Size Factor 1.000 Cd Duration 1.15 1.15 Cr Repetitive I.00 Ch Shear Stress N/A Cm Wet Use 1.00 I.00 1.00 I.00 • CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Loads Uniform LL: 75 Uniform TL: 120 = A • Uniform Load A /\ /\ RI = 1117 R2 = 1117 SPAN = 16.5 FT Uniform and partial uniform loads are Ibs per lineal ft. • • BeamChek v2oo7 licensed to:Sherman Engrneerrng, Inc. Reg#7992-66413 1411 WESTWOOD 14-EDRF-02-015 FRAMING I1D2 Prepared by: JDM Date: 10/24/14 Selection Gx 12 iv#2 Lu = 0.0 Ft Conditions NDS 2005 Min Bearing Area RI = 6.0 in2R2= 3.4 int (I.5) DL Defl= 0.04 in Data Beam Span 8.5 ft Reaction I LL 1678# Reaction 2 LL 884# • Beam Wt per ft 15.37# Reaction I TL 2445 # Reaction 2 TL 1386# Bm Wt Included 131 # Maximum V 2445 # Max Moment 4497'# Max V(Reduced) 2238# 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 Deft (in) U..Defl Actual 121.23 63.25 0.09 0.05 Critical 69.5 I 20.85 0.43 0.28 Status OK OK OK OK Ratio 57% 33% 20% 18% Fb(psi) Fv(psi) E(psi x mil) Fc i(psi) Values Reference Values 675 140 I.I 405 Adjusted Values 776 I I 1.I 405 • Adjustments CF Size Factor 1.000 Cd Duration 1.15 1.15 Cr Repetitive I.00 Ch Shear Stress N/A Cm Wet Use I.00 I.00 1 .00 1.00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft _Loads Uniform LL: 125 Uniform TL: 200 = A Point LL Point TL Distance 1500 B = 2000 2.0 Uniform Load A Pt toads:^ /\ RI = 2445 R2 = 1386 SPAN = 8.5 FT Uniform and partial uniform loads are lbs per lineal ft. BeamChek v2007 licensed to:Sherman Engineering, Inc. Reg#7992-66413 1.114 • WESTWOOD I4-EDRF-02-015 FRAMING ND3 Prepared by: JDM Date: 10/24/14 • Selection 6x 12 HP#2 Lu = 0.0 Ft Conditions NDS 2005 Min Beanng Area Rl= 10.8 m2R2= 7.1 in2 (1.5) DL Deft= 0.06 in Data Beam Span 5.25 ft Reaction I LL 328# Reaction 211 328# Beam Wt per ft 15.37# Reaction 1 TL 4375 # Reaction 2 TL 2856# Bm Wt Included 81 # Maximum V 4375 # Max Moment 7583'# Max V(Reduced) 4I 68# TL Max Defl L/240 TL Actual Defl L/ >1000 LL Max Defl L/360 LL Actual Defl L/ >1000 Attributes Section (ins) Shear(in2) TL Defl(in) LL Defl • Actual 121.23 63.25 0.06 <0.01 Critical 117.22 38.84 0.26 0.18 Status OK OK OK OK • Ratio 97% 6 I% 24% 2% Fb(psi) Fv(psi) E(psi x mil) Fc_l_(psi) Values Reference Values 675 140 1.I 405 Adjusted Values 776 16 I 1.1 405 Ad/ustments CF Size Factor I.000 Cd Duration 1.15 1.15 Cr Repetitive I.00 Ch Shear Stress N/A Cm Wet Use I.00 1.00 1.00 1.00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft • Loads Uniform LL: 125 Uniform TL: 200 = A Point TL Distance 8 = 1700 1.25 • C = 4400 2.25 • • Uniform Load A • Pt loads: ^ 111 \ /\ • RI = 4375 R2 = 2856 SPAN = 5.25 FT Uniform and partial uniform loads are lbs per lineal ft. , Dbi BeamChek v2O07 licensed to:Sherman Engineering, Inc. Reg#7992-664 13 • WESTWOOD 14-EDRF-02-015 FRAMING DB I Prepared by: JDM Date: 10/24/14 • Selection PT 5-I/8x I 0-1/2 GLB 24F-V4 DF/DF Lu = 0.0 Ft Conditions NDS 2005 Min Beanng Area RI= 3.4 int R2= 3.4 in2 (1.5) DL Defl= 0.19 in 0.29 in Data Beam Span 16.25 ft Reaction I LL 1 625 # Reaction 2 LL 1625 # • Beam Wt per ft 13.08# Reaction I TL 2219# Reaction 2 TL 2219# Bm Wt Included 212 # Maximum V 2219 # Max Moment 9014'# Max V(Reduced) 1980# TL Max Defl L/240 TL Actual Deft L/358 LL Max Defl L/360 LL Actual Defl L/554 Attributes Section (m5) Shear(in2) TL Defl (in) LL Defl Actual 94.17 53.81 0.54 • 0.35 Cntical 45.07 12.37 0.81 0.54 Status OK OK OK OK Ratio 48% 23% 67% 65% Fb(psi) Fv(psi) E(psi x mil) Fc (psi) Values Reference Values 2400 240 1.8 650 Adiusted Values 2400 240 1.8 650 Adiustments Cv Volume I.000 Cd Duration I.00 I.00 • Cr Repetitive I.00 Ch Shear Stress N/A Cm Wet Use 1.00 I.00 I .00 1.00 CI Stability I.0000 Rb = 0.00 Le = 0.00 Ft • Loads Uniform LL: 200 Uniform TL: 260 = A • Uniform Load A • RI = 2219 R2 = 2219 SPAN = 16.25 FT Uniform and partial uniform loads are lbs per lineal ft. 90/24014 Design Maps Summary Report • 111USG , Design Maps Summary Report User-Specified Input UA?/ Report Title Lot 3 - 124th St Wed October 22,201.4 17:50:52 UTC • Building Code Reference Document 2012 International Building Code (which utilizes USGS hazard data available in 2008) Site Coordinates 45.43165°N, 122.80345°W Site Soil Classification Site Class D - "Stiff Soil" Risk Category I/II/III (a .roo- aSf ca .m - `tel . s t { s ate` „ >~ .- � 'J4, 'w Ge d i i.�:. fir.° H h r s i j .. i. • J e CV A �^ .l• �.f 1' iii •k'. .. USGS-Provided Output Ss = 0.963g Sots = 1.073g SOS = 0.7168 S1 = 0.422 g SM1 = 0.666 g Sol = 0.444 g For information on how the SS and Sl values above have been calculated from probabilistic (risk-targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the"2009 NEHRP" building code reference document. MCE,R Response Spectrum Design Response Spectrum 1.10 0.72 0.49 0.64 0.11 0.56 0.77 _UI 0.66 „U 0.41 0 0.55 0.40 10 0.44 0.32 0.33 0.24 0.22 0.16 0.11 0.01 0.00 0.00 0.00 0.20 0.40 0.60 0.10 1.00 1.20 1.40 1.60 1.10 2.00 0.00 0.20 0.40 0.60 0.10 1.00 1.20 1.40 1.60 1.50 2.00 Period. T(sec) Period. T(sec) Although this information is a product of the U.S.Geological Survey,we provide no warranty,expressed or Implied,as to the httpJ/ehp2-eartlpuake wr.usgs.gov/designmaps/us/summary.php?templatminimal&latihxie=45.431851Mongitude=-122,803447&sitedass=3&riskcategory=0... 1/2 .. Sherman Engineering, Inc. I-1 3151 NE Sandy Blvd.Portland,OR 97232 pfz0.>>1;CI: 10/22/2014 ' (503)230-8876 Phone (503)226-4745 Fax Lot 3 - 124Th 51' - J'M 11 ONI./BACK LOA'ING WIND(k) 5I5MIC(k) VI 2.4 2.0 V2 5.4 3.9 + y, OON7IAPN. V5 2.6 2.0 67 51 ADWALL5 a UPP ;FLR a.S VI 5 2.0 k + 37 LF - ( 55 #/') - wI DI w 2.4 k + 37 LP - 66 #/' 14.2. `" " + Perf Wall: 66 + Co 0.11 - 85 #/' 4fg & ZV' �F V2 5 3.9 k + 44 LF ( 90 #/ ) � I - ;lu hIII1i: w 5,4 k + 44 LF 124 #/' �" --" Perf Wall: 124 + Co 100 ,- 124 */' "'' ^"' V3 5 2.0 k + 51 LF - ( 40 #/') f.,, , . w 2.6 k + 51 LF - 51 #/' is[.. j _. '.11.."." 11.5 Peri Wall: 51 . + Co 0.91 - 57 *V' WIN'(k) 5EI5MIC(k) VI 1.0 1.1 40 V2 1,0 1.1 OR. 'IAPH, V3 0,0 0.0 51EAt;WALL5 a LOWER OR a . VI s ' 2.0 k + 1.1 k - 5k + 38 l.P o' 81.6 *v. /��J > 6'6 .... . w 2.4 k + 10 k -. .P -,3 k + 38 I 89.5 *v. 1 -- 1 Perf Wall: 89 + Co 0,77 - 116 *t/' 15 L.- :111111I 1111! VI,5 5 3.9 k + 11 k - 5 k + 41 1.P - 122 ui. A\ .; w 5.4k + 1.0 k 0. 6k + 411.F .° 156 u/. ' Ivl Perf Wall: 156 + Co 1.00 .- 156 it/' .�. l i•S r r , _ ,_ tee :�1 _ L�1 , f 0:1 M• . MI IN IN L '' Sherman Enuineerinq, Inc. LLQ 3151 NE Sandy Blvd. Portland,OR 97232 P OXCf, 10/24/14 • (503)230-8876 Phone (503)226-4745 Fax L01"5124TH 51 JDM r 5IIQE/'51171 LOADING WINI(k) 5E15MIC(k) VAI 2.1 OB V13 2.7 1.9 k00r IDIAPH, V11 4.4 2,8 5IA:WALL5 a UPPeR fLU fa 1 2.4 2.2 I� S w 2,1 k + 7 LF = 0 #/' l.! i .- :.; � 30 , Perf Weil: 300 + Co 0,60 ,- 500 *t/' :71\ /� VD 1.9 k + 29 LF = ( 66 #/') ;-�, ilgl9�7�u' w 2.7 k + 29 LF = 93 #/ /\ 11! ..., - Parr Weil: 93 + Co 0.91 -- 102 */' - ; ;2 TA 4/ 1431 s 2.8 k + 33 LF - ( 85 4/') i VI 4.4 k + 33 LF - 133 #/' - Perf Weil: 133 + Co 1.00 - 133 */' 3,,� f' Jr Vo 5 2.2 k + I5 LF = ( 152 4*/') "* . /� Z �- w 24 k l5 LP = 166 #/I Perf Wall: 166 + Co 0.55 -- 312 4/' ¶/s$ ° $' � WIND(k) SeISMIC(k) 4 G.b? ' VA 1.6 0.7 • V13 0.0 0.0 SLS, IDIA.'IN, V131 3.2 1.1 /3 0 2.0 0.6 1 5AKWWA.L5 a LOW PLR G .. VA5 0.6k + 0.7 k - 2k + 13I-F - 115 ./.I' ' ` """ w 2,1 k + 1.6 k = 4 k + 13 LP = 285 ./. i ..,.., Perf Wall: 285 + Co 1.00 - 285 */' 1- 4:1-11111 /i "y 1431f31 s 2 8 k + I,I k k + 12 LFP "" 325 « r_ / I1, • w 4.4 k + 3.2 k - 8 k + 12 I633 ./. ' .P •• Perf Wap: 633 + Co 1.00 - 633 4/' 't/G_ 5 2.2 k + 0,6 k = 3 k + 28 I P 100 ./!/�^ C...........J 41) w 2.4 k + 2.0 k - 4 k + 28 I.P - 157 ./. Perf Wall: 157 + Co 1.00 - 157 4/' 'rte\ _../�~�`�. I 1E1 Intl� I I , V.• OVERTURNING - FRONT BACK Lot 3 - 124th St LL s ' 10/24/14 GRID 5HEAR DEAD DEAD DEAD LOAD LOAD NET UNE LEVEL LENGTH SHEAR/FT ' HEIGHT TRIES LOAD M,resist REDUCTION M,ot' ABOVE UPLIFT UNE I V-2 37 0.085 10 4 15 95.83 WIND 31.5 0.00 -0.70 * V , 4,4-atgil ' li V-1 38 0.116 9 7.5 15 133.21 WIND 39.7 -0.70 -I .76 "51 ', UNE 1 .5 V-1 18 0.156 9 20 15 60.26 WIND 25.3 0.05 -0.55 , P 4 9 / A :? UNE 2 V-2 21.5 0.124 10 7 15 42.76 WIND 26.7 0.00 0.05 . , a� �r V-1 22 0.124 10 7 15 44.77 WIND 27.3 0.00 0.02 : 7 'iV. 7 1 UNE 3 V-1 31 0.057 10 4 15 67.27 WIND 17.7 0.00 -0.73i,:t.''l. V426-2 x , OVERTURNING - SIDE TO SIDE GRID SHEAR DEAD DEAD DEAD LOAD LOAD NET LINE LEVEL LENGTH SHEAR/FT HEIGHT TRIB LOAD M,resist REDUCTION M,ot ABOVE UPLIFT UNE A V-2 7 0.450 9 4 15 3:23 WIND 28.4 0.00 3.77 kt�,f._ _ 1 Qty , '- K: t a LINE Al V-1 1.5 0.500 5.25 4 15 0.11 WIND 3.9 0.00 { 2.58 �r .: 4 - LINE B, V-1 27 0.102 10 4 15 51.03 WIND 27.5 0.00 -0.I I ,,. ;, 1 . � ::'1; UNE Bt V-2 7 0.133 9 4 15 3.23 WIND 8.4 0.00 0.92 ;, 4 , IM:5 p *y' V-1 12 0.633 10 4 15 10.08 WIND 76.0 0.00 5.83 UNE C V-2 4 0.312 9 4 15 1.06 WIND 11.2 0.00 2.65 !...,,:51 ,1A: _f . _rte W 2 V-1 13 0.157 10 4 15 '11.83 WIND 20.4 0.00 1.02n` 14 # f,t. "' Lot 3-124th St-OT iiieb