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Specifications (4) ‘:2� 11390 No e.•re—�k 1\%1 HCE Horn Consulting Engineers LLC RECEIVED Calculations: JUL 18 2022 Project: JTS_21_29 Date: 2/11/2022 CITY OF TIGARD Project: Pacific Ridge Apartments Building 2 BUILDING DIVISION Tigard, OR Subject Sheet#'s OFFICE COPY Lateral Loads L1 — L17 Framing F1 — F10 Large Unit Framing ' CF1 — CF4 Large Unit Footings CFTG1 Stud Walls SW1 — SW2 Footings FTG1 �OPSFF S 51 1'' S' GI J9N 12 �9°'�' �40,0 J. N��� Spires: 6-30-23 The following calculations are for lateral wind and seismic engineering and gravity loading of the beams and columns. The design is based on information provided by the client who is solely responsible for its accuracy. The engineering represents the finished product. Discrepancies from information provided by the client invalidate this design. Horn Consulting Engineers shall have no liability(expressed,or implied),with respect to the means and methods of construction workmanship or the actual materials used in construction. Horn Consulting Engineers shall have no obligation of liability,whether arising in contract(including warranty),Tort(including active,passive,or imputed negligence) or otherwise,for loss or use,revenue or profit,or for any other incidental or consequential damage. 7412 SW Beaverton-Hillsdale Hwy,Ste 202 Portland, OR 97225 Phone:503.892.5782 Email:dave@hornce.com GI I !4IHCE Horn Consulting Engineers LLC New Apartments: JTS-21-29 BLDG 2 Code Basis of Design: 2019 O.S.S.C. Wind Loading: Per ASCE 7 Fig 28.6-1 See attached elevations for wind loading breakdown per level. 120mph 3-sec gust Exp B. The mean roof height of the house h = 45' approximately. /::> al fOr s tea i; 0 f:t #�� `� > 1 .,--.)1.1 400. , e -:-, 0,,,,,./>> M.,_ Case A ,,,,,' •i. 41 1111r- 1 "7-, W Case B a = .10*5.6' = 5.6' or for h = 45' a = .4(h) = .4(45') = 18' a must be larger than .04(56') = 2.2' or 3' a = 5.6' controls Therefore: 2a = 12' see Fig 28.6-1 ASCE 7, and Figure above. 7412 SW Beaverton-Hillsdale Hwy, Ste 202 Portland, OR 97225 Phone;503.892.S782 Email: dave@hornce.com I !4IHCE Horn Consulting Engineers LLC Plywood Shear Walls Seismic Loading: Sos= .677, R = 6.5, W= weight of structure V = [Sos/(R x 1.4)] W V = .074W Roof Dead load = 15 psf Exterior Wall Dead load = 12 psf Interior Wall Dead load = 8 psf Exterior Floor Dead load = 50 psf Interior Gyperete Floor Dead load = 20 psf Main Building Weight Wr = (838')(.012ksf)(4.5') + (910')(.008ksf)(4.5') + [(14,260ft2)(.015ksf)] = 291.9k W3 = (838')(.012ksf)(9') + (910')(.008ksf)(9') + [(11240ft2)(.020ksf)] + [(1732ft2)(.050ksf)] = 467.4k W2 = (838')(.012ksf)(4.5') + (926')(.012ksf)(4.5') + (910')(.008ksf)(4.5') + (930')(.008ksf)(4.5') + [(11240ft2)(.020ksf)] + [(1732ft2)(.050ksf)] = 472.9k W1 = (488')(.012ksf)(4.5') + (926')(.012ksf)(4.5') + (548')(.008ksf)(4.5') + (930')(.008ksf)(4.5') + [(5986ft2)(.020ksf)] + [(508ft2)(.050ksf)] = 274.7k Seismic in East to West: Wr= [33.8k/ 57'] = 593p1f > 242.8p1f therefore, seismic governs. W3 = [41.6k/ 57'] + 593p1f= 1323p1f> 392p1f therefore, seismic governs. W2 = [28.0k/ 57] + 1323p1f= 1814pif> 541.2plf therefore, seismic governs. W1 = [8.1k/30'j + 1814p1f= 2084p1f > 669.3p1f therefore, seismic governs. Seismic in North to South: Wr = [33.8k/ 205'] = 165p1f < 205p1f therefore, wind governs. W3 = [41.6k/205] + 165p1f= 368p1f> 348.1 plf therefore, seismic governs. W2 = [28.0k/2051 + 368p1f= 504p1f> 491.2plf therefore, seismic governs. W1 = [8.1k/205'] + 504p1f= 544p1f< 634.3p1f therefore, wind governs. Redundancy Factor= 1.0 per ASCE7 section 12.3.4.2 7412 SW Beaverton-Hillsdale Hwy, Ste zo2 Portland, OR 97225 Phone:503.892.5782 Email:dave@hornce.com L3 I !4IHCE Horn Consulting Engineers LLC Side Unit Weight Wr= (136')(.012ksf)(4.5') + (84')(.008ksf)(4.5') + [(1734ft2)(.015ksf)] = 36.4k W3 = (136')(.012ksf)(9') + (84')(.008ksf)(9') + [(1336ft2)(.020ksf)] + [(186ft2)(.050ksf)] = 56.8k W2 = (136')(.012ksf)(9') + (84')(.008ksf)(9') + [(1336ft2)(.020ksf)] + [(186ft2)(.050ksf)] = 56.8k W1 = (79')(.012ksf)(4.5') + (34')(.008ksf)(4.5') + [(1234ft2)(.020ksf)] = 30.2k Seismic in East to West: Wr= [4.1 k/ 33'] = 124p1f W3 = [5.0k/33'] = 152p1f W2 = [3.3k/33'] = 100plf W1 = [0.9k /33 '] = 27p1f Seismic in North to South: Wr= [4.1k/ 50'] = 82p1f < 105.2plf therefore, wind governs. W3 = [5.0k/ 50'] + 82p1f= 182pIf< 255.5plf therefore, wind governs. W2 = [3.3k/50'] + 182p1f= 248p1f< 405.8plf therefore, wind governs. W1 = [0.9k/50'] + 248p1f= 266p1f< 556.1 plf therefore, wind governs. Redundancy Factor= 1.0 per ASCE7 section 12.3.4.2 7412 SW Beaverton-Hillsdale Hwy,Ste 202 Portland, OR 97225 Phone:503.892.S782 Email:dave@hornce.com zv, l !4IHcE Horn Consulting Engineers LLC Roof Diaphragm(Main Bldg): Grid Lines 1/2 Grid Line A P. = (0.205) klf x 13' = 2.7k Torque to Grid Line B Ps = (0.165) klf x 13' = 2.2k V = Pw/ (24.5)' = 109plf Type A Wall Grid Line B 11.5' Wall P = (0.593) klf x 46' = 27.3k Mot = 11.3kft V = P/ (170)' = 161plf TypeAWall Mr = 16.9(0.6) = 10.1 kft 23' Wall T = 0.1 k No HD Req'd Mot = 33.2kft Mr = 95.6(0.6) = 57.4kft No HD Req'd Grid Lines 3/4/5 & 11/12/13 Pw = (0.205) klf x 38' = 7.8k Grid Line C Ps = (0.165) klf x 38' = 6.3k P = (0.593) klf x 17.5' = 10.4k V = Pw/ (88)' = 89p1f Type A Wall V = P/ (101.5)' = 102p1f Type A Wall 9' Wall 3.75' Wall Mot = 7.2kft Mot = 3.5kft Mr = 12.5(0.6) = 7.5kft No HD Req'd Mr = 4.1(0.6) = 2.5kft T = 0.3k No HD Req'd Grid Lines 6 & 10 15' Perforated Walls Pw = (0.205) klf x32' = 6.6k = 10' / 15' = 67% PS = (0.165) klf x 32' = 5.3k Max. Opening Ht = 2/9h Co = 1.0 V = P./ (53)' = 124p1f Type A Wall V = (0.102)(10') / 10'(1.0) = 102p1f Type A Wall 26' Wall Mot = (0.102)(10')(9') = 9.2kft Mot = 29.0kft Mr = 20.9(0.6) = 12.5kft Mr = 79.9(0.6) = 48.0kft No HD Req'd T = 9.2kft- 12.5kft/ (10')(1.0) = 0.0k No HD Req'd Grid Lines 7/8/9 49.5' Perforated Walls Pw = (0.205) klf x 43' = 8.8k IL = 29.5' /49.5' = 60% PS = (0.165) klf x 43' = 7.1k Max. Opening Ht = 5/9h Co = 0.80 V = Pw/ (85)' = 104plf Type A Wall V = (0.102)(29.5') /29.5'(0.80) = 128p1f 9' Wall Type A Wall Mot = 8.4kft Mot = (0.102)(29.5')(9') = 27.1 kft Mr = 12.5(0.6) = 7.5kft Mr = 153.1(0.6) = 91.9kft T = 0.1k No HD Req'd T = 27.1 kft- 91.9kft/ (29.5')(0.80) = 0.0k No HD Req'd 7422 SW Beaverton-Hillsdale Hwy, Ste 202 Portland, OR 97225 Phone:503.892.5782 Email:dave@homce.com 1\%1 HCE Horn Consulting Engineers LLC Level 4 Diaphragm(Main Bldg): Grid Lines 1/2 Grid Line A PW = (0.1431) klf x 13' + 2.7k = 4.6k Torque to Grid Line B PS = (0.203) klf x 13' + 2.2k = 4.8k V = Ps/ (24.5)' = 198p1f Type A Wall Grid Line B 11.5' Wall P = (0.730) klf x 46' + 27.3k = 60.9k Mot = 20.4kft V = P/ (170)' = 358p1f Type B Wall Mr = 17.7(0.6) = 10.6kft 23' Wall T = 0.9k + 0.1k = 1.0k Type 8 HD Mot = 74.1kft Mr = 59.1(0.6) = 35.5kft Grid Lines 3/4/5 & 11/12/13 - T - 1.7k Type 8 HD P„, = (0.1431) klf x 38 + 7.8k = 13.2k 62' Wall Ps = (0.203) klf x 38' + 6.3k = 14.0k Mot = 199.8kft V = Ps/ (88)' = 159p1f Type A Wall Mr = 377(0.6) = 226.2kft No HD Req'd 9' Wall Mot = 12.9kft Grid Line C Mr = 14.2(0.6) = 8.5kft P = (0.730) klf x 17.5' + 10.4k = 23.2k T = 0.48k No HD Req'd V = P/ (101.5)' = 228p1f Type B Wall 3.75' Wall Grid Lines 6 & 10 Mot = 7.7kft PW = (0.1431) klfx32' + 6.6k = 11.2k Mr = 3.1(0.6) = 1.9kft Ps = (0.203) klf x 32' + 5.3k = 11.8k T = 1.6k + 1.3k = 2.9k Type 8 HD V = PS/ (53)' = 223p1f Type A Wall 15' Perforated Walls 26' Wall = 10' / 15' = 67% Mot = 52.1 kft Max. Opening Ht = 219h Co = 1.0 Mr= 90.1(0.6) = 54.0kft No HD Req'd V = (0.228)(10') / 10'(1.0) = 228p1f Type B Wall Mot = (0.228)(10')(9') = 20.5kft Grid Lines 7/8/9 Mr = 12.8(0.6) = 7.7kft PW = (0.1431) klf x43' + 8.8k = 15.0k T = 20.5kft- 7.7kft/ (10')(1.0) Ps = (0.203) klf x 43' + 7.1k = 15.8k = 1.3k + 0.4k = 1.7k Type 8 HD V = Ps/ (85.5)' = 185p1f Type A Wall 49.5' Perforated Walls 9' Wall ZL = 29.5' /49.5' = 60% Mot = 15.0kft Max. Opening Ht = 5/9h Co = 0.80 Mr = 17.8(0.6) = 10.7kft V = (0.228)(29.5') /29.5'(0.80) = 285p1f T = 0.47k No HD Req'd Type B Wall Mot = (0.228)(29.5')(9') = 60.5kft Mr = 82.6(0.6) = 49.6kft T = 60.5kft-49.6kft/ (29.5')(0.80) = 0.46k No HD Req'd 7412 SW Beaverton-Hillsdale Hwy, Ste 202 Portland, OR 97225 Phone: 503.892.5782 Email:dave@homce.com L lc'4--.41 . ,-...,-:.„--;-„, I !4IHCE Horn Consulting Engineers LLC Level 3 Diaphragm(Main Bldg): Grid Lines 7/8/9 (Cont.) 26.5' Wall Grid Lines 1/2 Mot = 61.8kft PW = (0.1431) klf x 13' + 4.6k = 6.5k Mr = 142.5(0.6) = 85.5kft No HD Req'd Ps = (0.136) klf x 13' + 4.8k = 6.6k V = Ps/ (24.5)' = 269p1f Type A Wall Grid Line A 11.75' Wall Torque to Grid Line B Mot = 28.5kft Mr = 21.6(0.6) = 13.0kft Grid Lines B T = 1.3k + 1.8k = 3.1k Type 1or8HD P = (0.491) klf x 46' + 60.9k = 83.5k V = P/ (170)' = 491 plf Type C Wall Grid Lines 3/4/5 & 11/12/13 23' Wall P,v = (0.1431) klf x 38' + 13.2k = 18.6k Mot = 101.7kft Ps = (0.136) klf x 38' + 14.0k = 19.2k Mr= 71.8(0.6) = 43.1kft V = Ps/(85.5)' = 224p1f Type A Wall T = 2.6k + 1.7k = 4.3k Type 9 HD 9.5' Wall 62' Wall Mot = 19.2kft Mot = 274.0kft Mr = 19.6(0.6) = 11.8kft Mr= 469.2(0.6) = 281.5kft No HD Req'd T = 0.8k Type 1 HD 19' Wall Grid Line C Mot = 38.3kft P = (0.491) klf x 17.5' + 23.2k = 31.8k Mr = 57.9(0.6) = 34.7kft V = P/ (101.5)' = 313p1f Type C Wall T = 0.2k No HD Req'd 3.75' Wall Mot = 10.6kft Grid Lines 6 & 10 Mr= 3.2(0.6) = 1.9kft Rs, = (0.1431) klf x32' + 11.2k = 15.8k T = 2.3k + 2.9k = 5.2k Type 9 HD Ps = (0.136) klf x 32' + 11.8k = 16.2k 15' Perforated Walls V = Ps/ (26.5)' = 610plf Type D Wall ZL = 10' / 15' = 67% Note: No 3x Sill Req'd w/ DBL A.B.'s Max. Opening Ht = 2/9h Co = 1.0 26.5' Wall V = (0.313)(10') / 10'(1.0) = 313p1f Type C Wall Mot = 145.4kft Mot = (0.313)(10')(9') = 28.2kft Mr = 107.4(0.6) = 64.4kft Mr= 12.8(0.6) = 7.7kft T = 3.1k Type 8 HD T = 28.2kft - 7.7kft/(10')(1.0) = 2.1k + 1.7k = 3.8k Type9HD Grid Lines 7/8/9 49.5' Perforated Walls P„, = (0.1431) klf x43' + 15.0k = 21.2k xL = 29.5' /49.5' = 60% Ps = (0.136) klf x 43' + 15.8k = 21.7k Max. Opening Ht = 5/9h Co = 0.80 V = Ps/ (83.5)' = 259p1f Type A Wall V = (0.313)(29.5') /29.5'(0.80) = 391 plf 9.5' Wall Type C Wall Mot = 22.2kft Mot = (0.313)(29.5')(9') = 83.1kft Mr = 21.8(0.6) = 13.1 kft Mr = 82.6(0.6) = 49.6kft T = 1.0k Type 1 HD T = 83.1 kft-49.6kft/ (29.5')(0.80) 19' Wall = 1.4k + 0.46k = 1.9k Type 8 HD Mot =44.3kft Mr= 50.7(0.6) = 30.4kft T = 0.7k Type 1 HD 7412 SW Beaverton-Hillsdale Hwy, Ste 202 Portland, OR 97225 Phone: 503.892.5782 Email:dave@alhornce.com I /►%� HCE Horn Consulting Engineers LLC Level 2 Diaphragm(Main Bldg): Grid Line 2 Grid Line B PW = (0.1431)(14')+(0.265)(13') = 5.5k P = (0.270) klf x 19' + 83.5k = 88.6k PS = (0.040)(14')+(0.269)(13') = 4.1 k V = P/ (172)' = 515p1f Type C Wall V = pa (13)' = 419p1f Type B Wall 23' Wall 13' Wall Mot = 59.3kft Mot = 49.0kft Mr = 59.1(0.6) = 35.5kft Mr = 25.8(0.6) = 15.5kft T = 1.0k + 4.3k = 5.3k Type 3 HD T = 2.6k + 3.7k = 6.3k Type 4 HD 63' Wall Mot = 162.2kft Grid Line 4 Mr = 388.7(0.6) = 233.2kft No HD Req'd PW = (0.1431)(32')+(0.218)(28.5') = 10.8k PS = (0.040)(32')+(0.224)(28.5) = 7.7k Grid Line C V = PW/ (29)' = 372p1f Type B Wall P = (0.270) klf x 17.5' + 31.8k = 36.5k 29' Wall V = P/ (101.5)' = 360p1f Type C Wall Mot = 97.1 kft 3.75' Wall Mr= 169.2(0.6) = 101.6kft No HD Req'd Mot = 12.2kft Mr = 3.2(0.6) = 1.9kft Grid Lines 6 & 10 T = 2.7k + 5.2k = 7.9k Type 4 HD PW = (0.1431)(18.5')+(0.596)(26.5') = 18.4k 15' Perforated Walls Ps = (0.040)(18.5')+(0.610)(26.5') = 16.9k = 10' / 15' = 67% V = Ps/ (54)' = 341 plf Type B Wall Max. Opening Ht = 2/9h Co = 1.0 27' Wall V = (0.360)(10') / 10'(1.0) = 360p1f Type C Wall Mot = 82.8kft Mot = (0.360)(10')(9') = 32.4kft Mr = 125.8(0.6) = 75.5kft Mr = 12.8(0.6) = 7.7kft T = 0.3k + 3.1k = 3.4k Type 2 HD T = 32.4kft- 7.7kft/(10')(1.0) = 2.5k + 3.8k = 6.3k Type 4 HD Grid Line 8 49.5' Perforated Walls = (0.1431)(37')+(0.254)(26.5') = 12.0k ZL = 29.5' /49.5' = 60% Ps = (0.040)(37')+(0.269)(26.5') = 8.6k Max. Opening Ht = 5/9h Co = 0.80 V = Pw/ (26.5)' = 454p1f Type B Wall V = (0.360)(29.5') /29.5'(0.80) = 450p1f 26.5' Wall Type C Wall Mot = 108.2kft Mot = (0.360)(29.5')(9) = 95.6kft Mr = 107.4(0.6) = 64.4kft Mr = 82.6(0.6) = 49.6kft T = 1.7k Type 1 HD T = 95.6kft -49.6kft/ (29.5')(0.80) = 2.0k + 1.9k = 3.9k Type 2 HD 7412 SW Beaverton-Hillsdale Hwy, Ste 202 Portland, OR 97225 Phone:503.892.5782 Email:dave@hornce.com Lo l !Al HCE Horn Consulting Engineers LLC Roof Diaphraqm(Side Unit): Grid Lines 14/15 Grid Line A.6 Back Wall Line P„. = (0.205)(13')+(0.1052)(4') = 3.1k P = (0.124) klf x 12' = 1.5k Ps = (0.165)(13)+(0.082)(4) = 2.5k V = P/ (27.5)' = 54p1f Type A Wall V = PW/ (46)' = 67p1f Type A Wall 11.5' Wall 22' Wall Mot = 5.6kft Mot = 13.3kft Mr = 18.8(0.6) = 11.3kft No HD Req'd Mr= 51.7(0.6) = 31.0kft No HD Req'd Grid Lines B.3/ B.8 Grid Line 15.2 Interior Wall P = (0.124) klf x 19' = 2.4k P = (0.1052) klf x 11.5' = 1.2k V = P/ (12)' = 196p1f Type A Wall V = P/ (12)' = 101 pif Type A Wall 3' Wall 12' Wall Mot = 5.3kft Mot = 1O.9kft Mr = 2.4(0.6) = 1.4kft Mr = 20.3(0.6) = 12.2kft No HD Req'd T = 1.3k Type 8 HD Grid Line 15.5 Interior Wall P = (0.1052) klf x 18' = 1.9k V = P/ (10)' = 189p1f Type A Wall 10' Wall Mot = 17.0kft Mr= 14.9(0.6) = 8.9kft T = 0.8k Type 8 HD Grid Line 16 P = (0.1052) klf x 16.5' = 1.7k V = P/ (9)' = 193p1f Type A Wall 4' Wall Mot = 6.9kft Mr= 3.6(0.6) = 2.2kft T = 1.2k Type 8 HD 7412 SW Beaverton-Hillsdale Hwy, Ste 202 Portland, OR 97225 Phone: 503.892.5782 Email:dave@hornce.com L9 leak HCE Horn Consulting Engineers LLC Level 4 Diaphraqm(Side Unit): Grid Lines 14/15 Grid Line A.6 Back Wall Line Pw = (0.1431)(13')+(0.1503)(4')+3.1 k = 5.6k P = (0.152) klf x 12' + 1.5k = 3.3k Ps = (0.203)(13')+(0.100)(4') + 2.5k = 5.5k V = P/ (27.5)' = 121 plf Type A Wall V = PW/ (46)' = 121 plf Type A Wall 11.5' Wall 22' Wall Mot = 12.5kft Mot = 23.9kft Mr= 23.5(0.6) = 14.1 kft No HD Req'd Mr = 54.6(0.6) = 32.7kft No HD Req'd Grid Lines B.3 / B.8 Grid Line 15.2 Interior Wall P = (0.152) klf x 19' + 2.4k = 5.3k P = (0.1503) klf x 11.5' + 1.2k = 2.9k V = P/ (12)' = 441 plf Type C Wall V = P/ (12)' = 244p1f Type A Wall 3' Wall 12' Wall Mot = 11.9kft Mot = 26.4kft Mr = 2.7(0.6) = 1.6kft Mr = 22.4(0.6) = 13.5kft T = 3.4k + 1.3k = 4.7k Type 9 HD T = 1.1 k Type 8 HD Grid Line 15.5 Interior Wall P = (0.1503) klf x 18' + 1.9k = 4.6k V = P/ (10)' = 461 plf Type B Wall 10' Wall Mot = 41.5kft Mr = 16.4(0.6) = 9.8kft T = 3.2k + 0.8k = 4.0k Type 9 HD Grid Line 16 P = (0.1503) klf x 16.5' + 1.7k = 4.2k V = P/(9)' = 464p1f Type B Wall 4' Wall Mot = 16.7kft Mr= 3.8(0.6) = 2.3kft T = 3.6k + 1.2k = 4.8k Type 9 HD 7412 SW Beaverton-Hillsdale Hwy, Ste 202 Portland, OR 97225 Phone:503.892.5782 Email:dave@alhornce.com L to - _ IIHCE Horn Consulting Engineers LLC Level 3 Diaphragm(Side Unit): Grid Lines 14/15 Grid Line A.6 Back Wall Line PW = (0.1431)(13)+(0.1503)(4)+5.6k = 8.1k P = (0.100) klf x 12' + 3.3k = 4.5k Ps = (0.136)(13)+(0.066)(4) + 5.5k = 7.5k V = P1 (27.5)' = 164p1f Type A Wall V = P./ (48)' = 168p1f Type A Wall 11.5' Wall 11.5' Wall Mot = 16.9kft Mot = 17.4kft Mr = 23.5(0.6) = 14.1 kft Mr= 20.8(0.6) = 12.5kft T = 0.3k No HD Req'd T = 0.4k No HD Req'd Grid Lines B.3 / 8.8 Grid Line 15.2 Interior Wall P = (0.100) klf x 19' + 5.3k = 7.2k P = (0.1503) klf x 11.5' + 2.9k = 4.6k V = P/ (12)' = 600p1f Type C Wall V = P/ (12)' = 386p1f Type A Wall 3' Wall 12' Wall Mot = 16.2kft Mot = 41.7kft Mr = 2.7(0.6) = 1.6kft Mr = 22.4(0.6) = 13.5kft T = 4.9k + 4.7k = 9.6k Type 10 HD T = 2.4k + 1.1k = 3.5k Type9HD Grid Line 15.5 Interior Wall P = (0.1503) klf x 18' + 4.6k = 7.3k V = P/ (10)' = 731 plf Type D Wall 10' Wall Mot = 65.8kft Mr = 16.4(0.6) = 9.8kft T = 5.6k + 4.0k = 9.6k Type 10 HD Grid Line 16 P = (0.1503) klf x 16.5' + 4.2k = 6.7k V = P/ (9)' = 742p1f Type D Wall 4' Wall Mot = 26.7kft Mr= 3.8(0.6) = 2.3kft T = 6.1 k +4.8k = 10.9k Type 10 HD 7412 SW Beaverton-Hillsdale Hwy, Ste 202 Portland, OR 97225 Phone:503.892.5782 Email:dave@hornce.com l !4I HCE Horn Consulting Engineers LLC Level 2 Diaphragm(Side Unit): Grid Lines 14/15 Grid Lines B.3 PW = (0.1431)(13')+(0.1503)(4')+(0.168)(24')=6.5k P = (0.027) klf x 9' + 3.6k = 3.8k Ps = (0.136)(13')+(0.018)(4')+(0.156)(24')= 5.6k V = P/ (7)' = 543p1f Type C Wall V = PW/ (22)' = 295p1f Type A Wall Note: No 3x Sill Req'd w/ DBL A.B.'s 22' Wall 3' Wall Mot = 58.4kft Mot = 14.7kft Mr = 66.2(0.6) = 39.7kft Mr = 2.8(0.6) = 1.7kft T = 0.9k Type 1 HD T = 4.3k + 9.6k = 13.9k Type 6 HD Grid Line 15.2 Interior Wall P = (0.1503) klf x 11.5' + 4.6k = 6.3k V= P/ (14)' = 452p1f Type B Wall Grid Lines B.8 14' Wall P = (0.027) klf x 16' + 3.6k = 4.0k Mot = 57.0kft V = P/ (6.5)' = 615p1f Type J Wall Mr = 29.3(0.6) = 17.6kft Note: No 3x Sill Req'd w/ DBL A.B.'s T = 2.8k + 3.5k = 6.3k Type 4 HD 3' Wall Check Sill Plate Mot = 18.0kft P = (0.082)(11.5')+(0.100)(11.5')+(0.066)(11.5') Mr = 2.8(0.6) = 1.7kft +(0.018)(11.5') = 3.1k/ 14' = 221 plf T = 5.0k + 9.6k = 14.6k Type 6 HD No 3x Sill Req'd Grid Line 15.5 Interior Wall P = (0.1503)(19.5') + [(7.3k)(20')/23] = 9.3k V = P/ (15)' = 619p1f Type C Wall 6' Wall Mot = 33.4kft Mr = 7.1(0.6) = 4.3kft T = 4.9k Type 3 HD Check Diaphragm P = [(7.3k)(20')/23']+(0.1503)(3) = 6.9k/ 24' = 286p1f 3/4 " Ply or OSB wl 8d @ 6" O.C. Edges & Boundary & 12" O.C. Field, Fully Blk'd Check Sill Plate P = [(0.082)(18')+(0.100)(18') +(0.066)(18')][20/23]+(0.018)(19.5') = 4.2k/ 15' = 282p1f No 3x Sill Req'd Grid Line 16 P = (0.1503) klf x 11.5' + 6.7k = 8.4k V - P/ (9.5)' = 884p1f Type D Wall Note: No 3x Sill Req'd w/ DBL A.B.'s 4.5' Wall Mot = 35.8kft Mr=4.1(0.6) = 2.4kft T = 7.4k + 10.9k = 18.3k Type 11 HD 7412 SW Beaverton-Hillsdale Hwy, Ste 202 Portland, OR 97225 Phone:503.892.S782 Email: dave@homce.com Asa 4 120 MPN cxP. a 1-Scc 4s_7_- A-/./z A - z1.1l•4,1=140/4Ja e •Z*• 8 , ?-66‘A = s•9 Asb C• ze.s(.i 12.1As1 i 8.00\1 S-oAth Amt =4(5 00 03 04 OS O 0 8009 10 11 12 13 00 Cr) 1 1 , , 8 1 Lu / -;° r. I. 16.24 ---� 9' 6Y9 o-� '� -� s I . EVELa ; Art,. RQ 9�1i 11 iikil T;... - � : z- 'j I 1 - AA_ I'tot: t" t ,y y+t/, o r I _ II fi In Iit I E II r ! l; Ed b _ .,1 z ii ' lii Ii! ii _ 1' :44.11 c"2' 3EEVe'/� 61 = ,��r r ' 1 11 �i it it ;il / `•,.11 - w, 1 I 'ltPI ! `"�s `•�'1�l3•ra _ ' .1 H. i1 11 u I I,� 10 *] ,1 H 1 in�. LA," 1� ;"� EVEL1 v®. L �'. Y : JU; .. t 1 `Ell I i it f� 1 T ELEVATION i T1 103,3 iv Mt, 10�2 C. w¢= I . _ /1,3 e/•/2)'=� wRz Av4. 12' /Si' /2' : 931012) 3z ' 12' /23 IV( ref, _ to /, / Osi w'�: �A T 2(,�n)' 192•3 i In['''3, wi/ LU1 AvC.= /27•5�1.1:): 151� 3•^ 7Z, ly. /z• /S/' 12* N ifsce 7 /20 tom te. B 3-5et 4"s7— O =37. B , 11.4261, 1 lo•lo Asti CI ao.V(6,13 /2.2 Asa D- l,l-06(c a sb. II Avt•' yS•—0 00.PD YID 9.1lFN vnxc 0 O Q $ 1 D D -S , i IL S " = 2cf2-� �r" WR kuit ' M w/. If . 'r�oavi f / min EVELP IL, IO u "'; 11l G,�, /2S./ 1 G fall *kill ,r LEVEL n- NORTH ELEVATION 17(b 719 2 •3 J Ki Wiz= AK. E(I.Ix\3 2 12• �(OS' IZ' wit Is41 I I22 iv( ✓c., 13z..20./2)� /41.2 *I. w; / 12' '{Y? (2' )b7.7 IC4 1.v1 , I Avca 11'06'12\112 C--- Oils' /2' w tiV Client JTS_21_29 Sheet Project BLDG 2 Date 12/13/21 Subject Lateral Loads By DJH Ply Shear Walls Vertical Distribution Diaphragm Level I Ht, Ft. I Wt, Kips I Shear, Kips Shear, Kips ISeismic Factors 5th 0 0.0 0.0 0.0 R 4th 9 291.9 33.8 33.8 6.5 3rd 10 467.4 41.6 46.4 2nd 10 472.9 28.0 39.7 1st 10 274.7 8.1 20.3 Seismic Multiplier: 0.074 Totals 1,506.9 1 1 1.5 Base Shear, Kips 1 1 1.5 LD, S Client JTS_21_29 Sheet Project SIDE UNIT Date 12/13/21 Subject Latera I Loads By DJH Ply Shear Walls Vertical Distribution Diaphragm Level I I-It, Ft. I Wt, Kips I Shear, Kips Shear, Kips'Seismic Factors 5th 0 0.0 0.0 0.0 R 4th 9 36.4 4.1 4.1 6.5 3rd 10 56.8 5.0 5.6 2nd 10 56.8 3.3 4.7 1st 10 30.2 0.9 2.2 Seismic Multiplier: 0.074 Totals 180.2 13.3 Base Shear, Kips 13.3 I I I 11/9/21,2:14 PM U.S. Seismic Design Maps L 1to OSHPD Latitude, Longitude: 45.41155401, -122.79252713 Wellington Estates Apartments • c Trillium Hills Davi 9 d Weekley Homes of a V� 1 j ° Map date 02021 i Date 11/9/2021.2:14:16 PM 11.Design Code Reference Document ASCE7-16 !Risk Category ll iSite Class D-Default(See Section 11.4.3) Type — Value Description Ss 0.847 MCER ground motion.(for 0.2 second period) Si 0.393 MCER ground motion.(for 1.Os period) SMs 1.016 Site-modified spectral acceleration value SM1 null-See Section 11.4.8 Site-modified spectral acceleration value Sps 0.677 Numeric seismic design value at 0.2 second SA SD1 null-See Section 11.4.8 Numeric seismic design value at 1.0 second SA (jType Value Description SDC null-See Section 11._........_.._-- 4.8 Seismic design category Fa 1.2 Site amplification factor at 0.2 second i Fv null-See Section 11.4.8 Site amplification factor at 1.0 second PGA 0.386 MCEG peak ground acceleration FPGA 1.214 Site amplification factor at PGA PGAM 0.469 Site modified peak ground acceleration TO 16 Long-period transition period in seconds SsRT 0.847 Probabilistic risk-targeted ground motion.(0.2 second) SsUH 0.957 Factored uniform-hazard(2%probability of exceedance in 50 years)spectral acceleration SsD 1.5 Factored deterministic acceleration value.(0.2 second) S1RT 0.393 Probabilistic risk-targeted ground motion.(1.0 second) S1UH 0.453 Factored uniform-hazard(2%probability of exceedance in 50 years)spectral acceleration. S1D 0.6 Factored deterministic acceleration value.(1.0 second) PGAd 0.5 Factored deterministic acceleration value.(Peak Ground Acceleration) Cps 0.884 Mapped value of the risk coefficient at short periods CRI 0.866 Mapped value of the risk coefficient at a period of 1 S httpa7/seismicmaps.org 1(2 PROJECT Ji'S-2(-�9 SHEET leak H C E DATE 12.13.2/ SUBJECT LATtTAL. L.0!?DS BY 1'�/ Horn Consulting Engineers LLC V� �J ICFEC14- DIA �!G•(/K s� 8/ //J \\ Level 3 _DIA 0 o•4{g AQ •619 +/, - to r / A--- 2s. V = fo•clk + (.o14)(2 ! ZS - /1� � D1A ctc 4 9320 SW BARBUR BLVD. SUITE 135 • PORTLAND, OR • 97219 PHONE: 503.892.5782 • EMAIL: DAVE�A HORNCE.COM SUB�� PROJECTJECT `5���T5 ' u - Z9 SHEET F P 1\Ih HCE L DATE �•11.-Lt �Horn Consulting Engineers LLC BY f. s / I „ l , .zzLk0) =l ; I . 2:1S (»-) 32•,n3 Okla 4--- itz)0 °I ( I. ( -N►T NA') L- 'AD a p5f Ltvg t • 40 Psf S PSf TL b3 vv e. S 137 - 1.2Y, 9320 SW BARBUR BLVD. 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[443 4sC4) - 1, �6 �� I , 4S C0> -z o . 01 61.. Zu v x 1 (_a )Zs' >N,. ,o(.< 0.11-) t , 6 +4C (Lk) 4• -11 (11. ' ► L y_e, 11� (�1 t� �-� l d •° 2 ,zs kts , i 7. 3.0 Iz` � � , ' �2 4 (iz) L >'1r)0c I L 9320 Sw 3AREUR BLVD. SU:TE 135 • PORTLAND, OR • 97219 PHONE: 503.892.5782 • EMAIL: DAVE@HORNCE.COM PROJECT S IS—' 2 \— 2 °I SHEET Cf t l►IIk HCE SUBJECT 1 ah(^'\5► DATE Z'S '13' Horn Consuiting Engineers LLC BY susA e z I ki4-3 1 L= k) 1-s (o.v` + .ois (1i�z --0,1 11,k1"- T�f t w-.�L e * • 04S (t k, 0bC (3 - 7k't 2 ) k f All 2.5 I s' Y . �.'6� �= 12A(ki -10Eg�i - ILLvl L • 2 I LI. (II) . 3 aN IJOC 1,15- 9320 SW BARBUR BLVD. SUITE 135 • PORTLAND, OR • 97219 PHONE: 503.892.5782 • EMAIL: DAVE@HORNCE.COM PROJECT LV - Z 1. ' 1-1 SHEET L fil"•- I 1\II HCE DATE SUBJECT F4.0-1-vvl-0 Horn Consulting Engineers LLC BY �1-\ 'J- .)( i 644. 1111 wJ 3 - a4`f C 5c G6a Z 31 1 kk ZSt4' IZ b � It 94 rt.XIL 2 G' G 5 Z .S ks� = 3. , A 3- x,L' 9320 SW BARBUR BLVD. SUITE 135 • PORTLAND, OR • 97219 PHONE: 503.892.5782 • EMAIL: DAVE@HORNCE.COM • PROJECT Z1S� -`-Z 1 SHEET SvV t HCE w SUBJECT ST�S� A1-1s DATE 2• S -�-L 4orn Consulting Engineers LLC BY TA it_ , 0 sy/ 3,16c -. 2,s ✓cr. L 41r x i2''/ as- 5Ay 1$ v.v-i ti x fir. +— S7v.A Df5IL1N I u 2 MOM . o', C+3� ' = l os � 4k -LbS bLL 2k S ILU a.4, q---- Gc L^ 11 x �t = I3Z 11 _ (,L111„) .:. 101,-s 2xL S e 12" O <� • - I I% v‘c,A) (ff\) ( 1)1. ZY� S 10 �, o -� 9320 SW BARBUR BLVD. SUITE 135 • PORTLAND, OR • 97219 PHONE: 503.892.5782 • EMAIL: DAVE@HORRCE.COM Doug Fir Width Depth Le Fb Fc E Cf Cf Cd Cr Axial Load Moment Fc* FcE FcE/Fc Cp F'c F'b fc fb UNITY Inches Inches Inches PSI PSI KSI Corn Bend Lbs Ft-Lbs PSI KSI PSI PSI PSI PSI 2X4 STUD 1.5 3.5 108 675 825 1400 1 1.5 1 1.2 2450 0 949 441 0.465 0.41 388 1164 467 0 1.45 1.5 3.5 108 675 825 1400 1 1.5 1.3 1.2 2210 27 1262 441 0.350 0.32 403 1549 421 106 2.59 1.5 3.5 108 675 825 1400 1 1.5 1.3 1.2 1510 67.5 1262 441 0.350 0.32 403 1549 288 264 1.00 1.5 3.5 108 675 825 1400 1 1.5 1.3 1.2 1920 53.5 1262 441 0.350 0.32 403 1347 366 210 1.73 3X4 STUD 2.5 3.5 96 675 825 1400 1 1.5 1 1.2 4090 0 949 558 0.588 0.49 467 1164 467 0 1.00 2.5 3.5 96 675 825 1400 1 1.5 1.3 1.2 3870 27 1262 558 0.442 0.39 495 1549 442 63 1.00 2.5 3.5 96 675 825 1400 1 1.5 1.3 1.2 3730 40 1262 558 0.442 0.39 495 1549 426 94 1.00 2.5 3.5 96 675 825 1400 1 1.5 1.3 1.2 3600 53.5 1262 558 0.442 0.39 495 1549 411 126 1.00 2X6 STUD 1.5 5.5 96 675 825 1400 1 1.3 1 1.2 6080 0 908 1379 1.519 0.81 738 1009 737 0 1.00 1.5 5.5 96 675 825 1400 1 1.3 1.3 1.2 7000 27 1207 1379 1.142 0.73 887 1342 848 43 1.00 1.5 5.5 96 675 825 1400 1 1.3 1.3 1.2 6850 40 1207 1379 1.142 0.73 887 1342 830 63 1.00 1.5 5.5 96 675 825 1400 1 1.3 1.3 1.2 6740 53.5 1207 1379 1.142 0.73 887 1342 817 85 1.00 2x4 NO 2 1.5 3.5 108 900 1300 1600 1 1.3 1.3 1.2 3225 67.3 1988 504 0.254 0.24 474 1790 614 264 1.00 2X6 NO 2 1.5 5.5 156 900 1300 1600 1 1.3 1.3 1.2 3650 106 1988 597 0.300 0.28 554 1790 442 168 1.00 1.5 5.5 132 900 1300 1600 1 1.3 1.3 1.2 5225 76 1988 833 0.419 0.37 744 1790 633 121 1.00 1.5 5.5 108 900 1300 1600 1 1.3 1.3 1.2 7465 67.3 1988 1245 0.626 0.52 1026 1790 905 107 1.00 2,0E LVL 5.25 7.25 252 3100 3000 2000 1 1 1.6 1 11000 5130 4800 497 0.103 0.10 486 4960 289 1338 1.00 1.75 7.25 252 3100 3000 2000 1 1 1.6 1.2 4450 1010 4800 497 0.103 0.10 486 5704 351 791 0.99 1.75 7.25 252 3100 3000 2000 1 1 1.6 1.2 4700 755.2 4800 497 0.103 0.10 486 5704 370 591 0.99 3.5 7.25 204 3100 3000 2000 1 1 1.6 1 12750 2275 4800 758 0.158 0.15 732 4960 502 890 1.00 5.25 7.25 252 3100 3000 2000 1 1 1.6 1 13900 2160 4800 497 0.103 0.10 486 4960 365 564 0.99 2,0E LVL 4.5 7.25 252 3100 3000 2000 1 1 1.6 1 8600 5130 4800 497 0.103 0.10 486 4960 264 1562 0.97 1.5 7.25 252 3100 3000 2000 1 1 1.6 1.2 3700 1010 4800 497 0.103 0.10 486 5704 340 922 1.00 1.5 7.25 252 3100 3000 2000 1 1 1.6 1.2 3930 755.2 4800 497 0.103 0.10 486 5704 361 690 1.00 3 7.25 204 3100 3000 2000 1 1 1.6 1 10450 2275 4800 758 0.158 0.15 732 4960 480 1039 1.00 6 7.25 252 3100 3000 2000 1 1 1.6 1 6700 2160 4800 497 0.103 0.10 486 4960 154 493 0.24 316 00 19 171 1.23 1.3E LVL 16 7.25 252.5 ( 7.25 252 2250 2250 1950 1950 11300I 1 I 1 1.6 1.2 26 1 185 1010 3120 00 5130 3120 I 323 0.1 3 ( 0.10 323 0.103 0.10 316 1 4140 1 201 922 1.00 I N PROJECT `31S'4-�Z SHEET rT1+' lard HCE ;,,,t� DATE 2 ' • Zz SUBJECT BY Horn Consulting Engineers LLC c i310 ALon, E �. _ �`'rt ��o (k 3 4 00 �? 22.3 k I,t� ('�) = Z1, # Z.c rA IAA )" pt. 3�.� i �� z sal� _. 1.c - 20.4 f > 4'- 6' 14 k 14" 4N C?"3 RC t' Ic ,q , x� Z3 ,sk s L � 9 ?Ac k 2.1- _ --?.$k =. •s*14 3•l —► 14 , 5/511 ok � oti �f Ir.6 (io.<� /II,S fi 31,1k c 4 4% 9320 SW BARBUR BLVD. SUITE 135 • PORTLAND, OR • 97219 PHONE: 503.892.5782 • EMAIL: DAVEO HORNCE.COM