Loading...
Specifications (44) MST;••Z\'-. — UN--)- --i filwc.._.SHER-IVIAN _ -°.- i5 -6C§(jAtT4IFI\AMAa ' , urrE 00 ENGINEERINGPORTLAND,OR 97232 L INC r-- fl i -u--u-r-ILI PHONE(503)230-8876 SHERMANENG1NEERS.COM 4 Structural Calculations October 23, 2017 Rtt Smart Residence 1 ° , 4,\- 12075 SW Rose Vista Dr ,L?. IP3-7°4-1:- ,c'\5>01, -- 87582i c Tigard, OR 97223 NOV 8 2011 SEI Project# 17-11LWX-03-063 CITY OF TIGARD , or----- ./,,,,, BUILDING DIVISION Prepared Far: cRIK v The White House Collection EXPIRES: 6-30— la 13817 SW Benchview Terrace Tigard, Oregon 97223 Subject Sheet No Footing Schedule FD1 Retaining Wall Schedule RW1-RW2B Lateral: Loading LL1-LL3 Shear Walls LL4-LL16 Overturning LL17-LL18 Shear Wall Schedule , LL19 Details D1-D26 I . , 1 1 FOOTING SCHEDULE SHERMAN ENGINEERING, INC. 3 15 I NE Sandy Blvd. FD I JOB: Smart Residence Portland, OR 97232 10/23/17 Client: WHITEHOUSE COLLECTION SEW cl, soil = I ,500 psf(Assumed) REINFORCEMENT Number Type Wallow P,allow FTG Size USE REBAR lbs/ft lbs width (inch) depth (inch) CI Cont. 1500 6,000 12 8 (I) #4 Cont C2 Continous 1750 7,000 14 6 (I) #4 Cont C3 Continous 2000 8,000 16 I 0 a (2) #4 Cont C3 Continous 2250 9,000 18 10 (2) #4 Cont Number Type fallow A FTG Size kips ft2 b(inch) 1 I (inch) d (inch) Bearing (psf) USE REBAR P I Pad 3.4 2.3 1 8. in 18. in 12. in 1 500 M u = 1 .08 k-ft As = .4 m2 a = 0.52 M ca 15.26 k-ft p = (2) #4 EA WAY P2 Pad 6.0 4.0 24 24 I0 1500 M u = 2.55 k-ft As = .4 in2 a = 0.39 M cap = I 1 .89 k-ft (2) #4 EA WAY P3 Pad 9.4 6.3 30 30 10 1504 M u = 4.99 k-ft As = .4 m2 (3) #4 EA WAY a = 0.3 1 M cap = 12.04 k-ft P4 Pad I3.5 9.0 36 36 I2 1500 M u = 8.61 k-ft As = .6 in2 a = 0.39 M cap = 23.24 k-ft (3) #4 EA WAY P5 Pad r I8.4 I2.3 42 42 I2 1502 M u = 13.69 k-ft As = .8 m2a = 0.45 (4) #4 EA WAY Mcap = 30.79 k-ft PG Pad 24.0 16.0 48 L8 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 I2 1534 M u = 26.52 k-ft As = 1. in2 a = 0.45 M cap = 38.46 k-ft (5) #4 EA WAY P8 Pad 40.0 28.4 64 64 I2 I406 M u = 45.33 k-ft As = I.2 in2 a = 0.44 M cap = 46.22 k-ft (6) #4 EA WAY P9 Pad 50.0 ' 36.0 72 72 I6 1389 M u = 63.75 k-ft As = I .5 I in2 a = 0.49 M cap = 84.98 k-ft (7) #5 EA WAY Footing Schedule NOTES: Y) ,r`) r- PC,=3pOOP51®28DAY5 FY =GRADE GO Pa = 40 p5f 1 M FOUNDATION AND SLAB OVER 4'MIN. COMPACTED GRAVEL FILL ONATIVE SOIL GENERAL BACKFILL TO BE COMPACTED O 5TRUCNRAL FILL MITH SOIL CLASSIFICATION 611,GP,SM OR SP. O12"DRAINAGE ZONE TO BE CLEAN 3/4'TO I-1/2'GRAVEL O5'SEAL OF COMPACTED NATIVE BOIL LEVEL GRADE 'k' .X X> XXXX 0 XXX , , !1j`f! Sherman Engineering, Inc. RW I A 3151 NE Sandy Blvd. Ste. 100 Portland, Oregon.97232 (503)230-8876(503)226-4745 fax COEFF EQU1V SOIL EQUIV SURCH VERT FRICT ACTIVE WT PASS LOAD 0.35 40 125 150 0 0 Wall Specs WALL FTG WALL PASS THICK TOE HEEL THICK FIG EFFECT TOT HT HT 'A' 13. 'C' D' WIDTH WIDTH WT 4.00 0.00 0.67 0.50 2.50 I .00 3.67 4.85 2200 5.00 0.00 0.67 0.50 3.25 .00 4.42 5.76 3193 6.00 0.00 0.67 0.83 4.00 .00 5.50 7.59 4424 7.00 0.00 0.67 0.83 4.75 .00 6.25 8.51 5792 8.00 0.00 0.67 0.83 5.50 1 .33 7.00 9.28 7695 9.00 0.00 0.83 1 .00 6.00 1 .50 7.83 10.42 9637 Sliding S Overturning SOIL PRESSURE WALL SOIL SLIDE MOM MOM F.S. Max Min HT LAT F.S. RESIST 0.T. O.T. P/A+M/S P/A-M/S 4.00 500 1 .55 4361 808 5.39 814 386 5.00 720 1 .56 7548 1415 5.33 1005 441 6.00 980 1 .59 13451 2262 5.95 997 613 7.00 1280 1.59 19828 3388 5.85 1181 674 8.00 1741 1 .56 29165 5356 5.45 1481 719 9.00 2205 1 .54 41122 7633 5.39 1647 814 SEISMIC LOADING - Mononobe-Okabe - Seed-Whitman CONC WALL FORCE LOCATION MOM F.S. SEISMIC SLAB Wt F.S. Soil HT lb 0.61-1 O.T. O.T. F, slide L = 0 SLIDE Pressure 4.0 193 3.00 1388 3.14 693 0 1. 12 1073 5.0 278 3.60 2416 3. 12 998 0 1 . 13 1314 6.0 379 4.20 3852 3.49 1359 0 1 . 15 1313 7.0 495 4.80 5762 3.44 1775 0 1 . 15 1546 8.0 673 5.60 9121 3.20 2414 0 1 . 12 1942 9.0 852 6.30 13000 3. 16 3057 0 1 .11 2172 Sherman Engneering, Inc. RW I B 3151 NE Bandy Blvd. Ste. 100 Portland, Oregon 97232 (503)230-5876(503)226-4745 fax Design Reinf (Vertical) Wail ht. MOM Mu d As a Mcap Steel (Ft) STEM K ft (in) (in) K ft Reinf"V" 4.00 1 107 1 . H I 5.62 0. 13 0.314 3.28 #4 @ 18" o.c. 5.00 2 1 6 1 2. 16 5.62 0. 13 0.314 3.28 #4 @ 18" o.c. 6.00 3735 3.73 5.62 0.20 0.471 4.84 #4 @ 1 2" o.c. 7.00 5931 5.93 5.62 0.27 0.627 6.36 #4 @ 9" o.c. 8.00 8853 8.85 5.62 0.41 0.972 9.54 #5 @ 9" o.c. 9.00 12604 12.60 7.62 0.41 0.972 13.28 #5 @ 9" o.c. FTG Mu d As a M ca p "L" BARS 4.00 2.05 10.00 0. 13 0.314 5.90 #4 @ 18" o.c. 5.00 4.47 10.00 0. 13 0.314 5.90 #4 @ 18" o.c. 6.00 8.03 10.00 0.20 0.471 8.79 #4 @ 12" o.c. 7.00 13.20 10.00 0.4 I 0.972 17.69 #5 @ 9" o.c. 8.00 21 .05 13.96 0.41 0.972 25.06 #5 @ 9" o.c. 9.00 28.35 16.00 0.41 0.972 28.85 #5 @ 9" o.c. NOTES: _W .-?--- PC =3)000 PSI®25 DAYS • FY =GRADE 60 Pa r 40 psf O FOUNDATION AND SLAB OVER 4'MIN. 1 COMPACTED GRAVEL FILL ONATIVE SOIL GENERAL BACKFILL TO BE COMPACTED O STRUCTURAL FILL WITH SOIL CLASSIFICATION GM,GP,SW OR SP. O12°DRAINAGE ZONE TO BE CLEAN 3/4'TO 1-1/2'GRAVEL Os 5"SEAL OF COMPACTED NATIVE SOIL —4-_ FLOOR FRAMG PER PLAN BACKFILL PRIOR TO INSTALLING f LEVEL GRADE .o f f XX�/ XX / 1 • !v X X. O X XX 'V'BARS-VERTICAL \ / REINFORCEMENT SSY /3 PER SCHEDULE N FILTER FABRIC -,� • /, / CLEAR• 'FOR 8"WALL USE Q %JbA dFOUNDATION2 ` WITH EXTESPLICE AMAX ,L :. P HOOK ToMATCH'O. BAR SIZE AND SPACING 0 1 L 6 PROVIDE CORNER BARS . FILTER FABRIC LTA AT ALL CORNERS AND 41.^„ tip, j. 4”MIN.PERF.PIPE O INTERSECTIONS I. • FOUNDATION DRAIN T'BARS-FOOTING ,\ 5 1�:��`' REINFORCEMENT �'L " ROUGHEN COLD JOINTS r "i I I( PER 5G$DuLE '1 iv* TO MIN.1/4'AMPLITUDE LEVEL GRADE y \ ...... 4. .— . — - _u,_, :PA I-111 . ° 8 i. e e •_.__s___� 'If( l \ III I .�r .....r r-�=►�-�,.*-y;. -v�•:�s 40=s r���sv=w=1 ' 111.,..... Ili- I1 IL — ; I_ - HEEL PER SCHEDULE /, , TOE A MALL RETAI \I \O IAALL SG—=D,L= 'H' 'A' 'B' 'G' ID, 'V' BARS 'T' BARS 'L' BARS HEIGHT WALL THK TOE HEEL DEPTH VERT WALL REINS. TOP OF FTS. TOP d BOT 4' —0" 8" 10" 2' —6" 12" #4 @ 18" o/c #4 @ 18" o/c 3— #4's 5' —0" 8" 12" 3' —3" 12" #4 0 18" o/c #4 0 18" o/c 4— #4's 6' —0" 8" 12" 4' —0" 12" #4 @ 12" o.c. #4 @ 12" o.c. 5— #4's 7' —0" 8" 12" 4' —6" 12" #4 @ 8" o/c #4 0 8" o/c 6— #4's 8' —0" 8" 1' —3" 5' —3" 12" #5 0 9" o/c #5 0 9" o/c 7— #4's 9' —0" 10" 1' —6" 5' —9" 12" #5 0 9" o/c #5 @ 9" o/c 8— #4's 10' —0" 10" 1' —9" 6' —6" 16" #5 @ 6" o/c #5 @ 6" o/c 9— #4's 11' —0" 12" 2' —3" 7' —0" 16" #5 @ 6" o/c #5 @ 6" o/c 10— #4's 12' —0" 12" 2' —6" 7' —9" 16" (2) #5's @ 9" o/c (2) #5's 0 9" o/c 11— #4's STANDARD RETAI \ \S IAALL — \O SLAB RIA X RNA-NO SLAB-SEISMIC Sherman Engineering, Inc. RW a.A 3151 NE 5andy 5/vd. 5te. 100 - Portland, Oregon 97232 (503)230-8876(503)226-4745 fax COEFF EQUIV SOIL EQUIV SURCH VERT FRICT ACTIVE WT PASS LOAD 0.35 40 125 150 0 0 Wall Specs WALL FTG WALL PASS THICK TOE HEEL THICK FTG EFFECT TOT HT HT 'A' 'B' 'C' 'D' WIDTH WIDTH WT 4.00 0.00 0.67 0.83 2.50 1 .00 4.00 5.73 2249 5.00 0.00 0.67 I .00 3.25 I .00 4.92 7. 11 3268 6.00 0.00 0.67 .00 4.00 1 .00 5.67 8.05 4449 7.00 0.00 0.67 .00 4.50 1 .00 6. 17 8.53 5562 8.00 0.00 0.67 1 .25 5.25 1 .00 7. 17 10. 16 7124 9.00 0.00 0.83 .50 5.75 1 .00 8.08 11 .62 8806 10.00 0.00 0.83 .75 6.50 1 .33 9.08 13.06 11191 11 .00 0.00 1 .00 2.25 7.00 1 .33 10.25 15.21 13324 12.00 0.00 1 .00 2.50 7.75 1 .33 11 .25 16.85 15669 Sliding $Overturning SOIL PRESSURE WALL SOIL SLIDE MOM MOM F.S. Max Min HT LAT F.S. RESIST O.T. O.T. P/A+M/5 P/A-M/S 4.00 500 1 .58 5102 808 6.3I 639 486 5.00 720 1 .60 9163 1415 6.48 736 594 6.00 950 1 .60 14205 2262 6.28 909 662 7.00 1280 1 .53 19203 3388 5.67 1112 692 8.00 1620 1 .55 28957 4835 5.99 1158 830 9.00 2000 1 .55 40748 6642 6. 14 1226 953 10.00 2569 1 .53 58352 9645 6.05 1386 1078 11 .00 3042 1 .54 80010 12447 6.43 1341 I259 12.00 3554 1 .55 103759 15732 6.60 1398 1387 SEISMIC LOADING - Mononobe-Okabe - Seed-Whitman CONC WALL FORCE LOCATION MOM F.S. SEISMIC SLAB Wt F.S. Soil HT Ib 0.6H O.T. O.T. F, slide L = 0 SLIDE Pressure 4.0 193 3.00 1388 3.68 693 0 1 . 14 857 5.0 278 3.60 2416 3.79 998 0 1 . 15 984 6.0 379 4.20 3852 3.69 1359 0 1 . 15 1206 7.0 495 4.80 5762 3.33 1775 0 1 . 10 1487 8.0 626 5.40 8215 3.52 2246 0 I . 12 1553 9.0 773 6.00 11278 3.61 2773 0 1 . 12 1652 10.0 992 6.80 16393 3.56 3561 0 1 . 11 1877 11 .0 1175 7.40 21144 3.78 4217 0 I . 1 I 1838 12.0 1373 8.00 26714 3.88 4927 0 1 . 12 1919 Sherman Engineering, Inc. RW1.8 3151 NE Sandy Blvd. Ste. 100 - Portland, Oregon .97232 (503)230-8876(503)226-4745 fax Design Reinf (Vertical) Wail lit. MOM Mu d As a Mcap Steel (ft) STEM l.ft (in) (in) K ft Reinf "V" 4.00 1107 I . I I 5.62 0.13 0.314 3.28 #4 @ 18" o.c. 5.00 2161 2. 16 5.62 0. 13 0.314 3.28 #4 @ 18" o.c. 6.00 3735 3.73 5.62 0.20 0.471 4.84 #4 @ 12" o.c. 7.00 5931 5.93 5.62 0.30 0.706 7. i I #4 @ 8" o.c. 8.00 8853 8.85 5.62 0.41 0.972 9.54 #5 @ 9" o.c. 9.00 12604 1 2.60 7.62 0.4 I 0.972 13.28 #5 @ 9" o.c. 10.00 17290 17.29 7.62 0.62 1 .459 19.24 #5 @ G" o.c. I I .00 23013 23.019.63 0.62 I .459 24.82 #5 @ 6" o.c. 12.00 29877 29.88 9.63 0.83 I .945 32. 18 (2) #5 @ 9" o.c. FTG Mu c1 As a M ca p "L" BARS 4.00 1 .68 10.00 0. 13 0.314 5.90 #4 @ 15" o.c. 5.00 3.34 10.00 0. 13 0.314 5.90 #4 @ 18" o.c. 6.00 5.99 10.00 0.20 0.471 8.79 #4 @ 12" o.c. 7.00 8.95 10.00 0.30 0.706 13.02 #4 @ 5" o.c. 8.00 13.30 10.00 0.41 0.972 17.69 #5 @ 9" o.c. 9.00 17.42 10.00 0.41 0.972 17.69 #5 @ 9" o.c. 10.00 25.37 14.00 0.62 1 .459 37.01 #5 @ 6" o.c. I I .00 30.89 14.00 0.62 I .459 37.01 #5 @ 6" o.c. 12.00 40.4 I 13.96 0.83 I .945 48.3 I (2)#5 @ 9" o.c. Sherman Engineering, Inc. LL-1 3151 NE Sandy Blvd. Portland, OR 97232 10/12/2017 (503)230-8876 Phone (503) 226-4745 Fax SEW Smart Residence Lateral Loads: Wind: ASCE 7-10 Chap 27 - Directional Procedure V-Basic Wind Speed = 120 mph(3-second gust) Kzt = 1.00 Exposure Category = B Kz = 0.67 z- Building Height = 25 ft Kd = 0.85 G-gust-effect factor = 0.85 qZ=0.00256 *(KZ)*(KZt)*(Kd)*V2 (lb/ft2) qz= 20.8 (lb/ft2) Design Wind Pressure Cp (Worst Case) Walls = 0.8+0.5 = 1_3 Roof=0.4+0.6= 1.0 L4 I t 1' ( j IT e 0I4 iron 1 4 1 1 w m a • }....... ! i -i-_..ii ! 5........R P t p = gGC0 - q;(GC0 p = 23.0 (Ib/ft2) (LRFD) * (0.6 ) = 13.8 (ASD) (Walls) p = 17l (Ib/ft2) (LRFD) * (0.6) = 1 .6 (ASD) (Roofs) Sherman Engineering, Inc. LL-2 ~3151 NE Sandy Blvd. Portland,OR 97232 10/12/2017 (503)230-8876 Phone (503)226-4745 Fax SEW Seismic Loading : Section 12.8: Equivilant Lateral Force Proceedure ASCE7-10 Zip Code: 97223 Sds= 0.72 R= 6_5 p= 1_3 Roof (1449 ft^2)*(15 psf)=21.735 k Walls (2601*(51*(8 psf) = 10.4 k Total: 32.135 k Floor (4695 ft^2)*(15 psf)=70.425 k Walls (8201*(51*(8 psf) =32.8 k Total: 103.225 k V= Base Shear=Cs *W 1.3 * (0.72) Cs= (p)*Sds/( R/I ) = = 0.122 6.5/ 0.85 V= 0.122 * (32.135 k+103.225 16.57 k Level Weight Height Wt* H Cv Fx ASD(0.7) Roof 32.135 23 739.105 0.39 6.53 4.57 Floor 103.225 11 1135.475 0.61 10.04 7.02 Total 135.36 1874.58 1 16.57 11.60 10/16/2017 Design Maps Summary Report rag usss Design Maps Summary Report User-Specified Input '+ Report Title Smart Res Mon October 16, 2017. 1.9:11:1.4 UTC Building Code Reference Document ASCE 7-10 Standard (which utilizes USGS hazard data available in 2008) Site Coordinates 45.42°N, 122.801°W Site Soil Classification Site Class D - "Stiff Soil" a Risk Category I/II/III • ge,: • wr 4 �` "? ,..'�� sr >,. av 111 _ USGS-Provided Output S = 0.958g SMS = 1.070g SD5 = 0.713g S1 = 0.421 g SM3 = 0.665 g Sol = 0.443 g For information on how the SS and S1 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. tt Response Spectrum `Des Ress.e Spectrum sa t7.T2 a CZ „wT, t 044 f d, .R..•'�.i L.::4 0/2 BSc 511`1 0444 0. t,rs S. i 1.:40 i 5...� 2411 L6M ±_ I. r� ;.3� i.,et 1. t t 3 1,11Pa#10 t i'eei,x1.7(s&e) For PGA,,T„ CRs,and CR1 values, please view the detailed report. Although this information is a product of the U.S.Geological Survey, we provide no warranty,expressed or implied, as to the accuracy of the data contained therein.This tool is not a substitute for technical subject-matter knowledge. https://earthquake.usgs.gov/cn1/designmaps/us/summary.php?template=minimal&latitude=45.42&longitude=-122.8018,siteclass=3&riskcategory=0&ed... 1/1 Sherman Engineering, Inc. LL- ' 3151 NE Sandy Blvd. Portland, OR 97232 10/12/2017 (503)230-8876 Phone (503)226-4745 Fax SEW FRONT-BACK LOADING - ROOF LEVEL DIAPHRAGM is I ./' I T II 1 j d II ( \ _. 1 / Ili, qua ��, y WI © 27.10 11 �" ���_ '1111!' L 111111 /� Foot / . . / �A-7,—__ s II zI— m II II `/ I I //. ail. \ � lI,I . . id'�I - (...//t I65 ',4/r ("cs, ) r , 1.D. , er® . :' . c.:__.), \/\4N 1^) LEDIN ) 1cNn ) 1\1 1-- Cft))) k°'at - ---- ......�_? j._ 'i iia ami r r_�!jl': -1-',..\>.04, ... I.;-I" -1 . �' Vit,. _ mil .pi ,/.' ;;;:;;;:;;; ;Liii_..:',11.1it._;,..;_i,6;,,,,,,. .S1 •;; ; •Ai :•:,::.niciiiiii::: :,,;:,iii,ii-. :-.,J rit_-_-41z ' , . ._-�— .. .r _ _ `ill.. _ — : �/ / — ---....., / V . it-.-.--..,-,v irimi„-1 L. ::..... , „ I _..-.�_E- ._._ N...-. C) k 0 ' ' I Sherman Engineering, Inc. LL_ 3151 NE Sandy Blvd. Portland, OR 97232 10/12/2017 (503)230-8876 Phone (503)226-4745 Fax SEW Diaphragm and Shearwall Design Front Back Roof Level Diaphragm Upper Floor Walls Line B Diaphragm Shear Diaphragmn Unit Shear Wind Q L = 0 lb q=OIL= Olb/i ft= 0 lb/ft <252 lb/ft Seismic Q L = 0 lb q=Q/L= Olb/1ft= 0 lb/ft <180lb/ft Wind Q R = 610 lb q=Q/L= 610lb/11 ft= 55 lb/ft <252 lb/ft Seismic Q R = 290 lb q=Q/L= 290lb/11 ft= 26 lb/ft <180 lb/ft Shearwall Shear Wind V = QL+QR+V above = 0 lb+610 lb+0 lb= 61.0 lb Seismic V = QL+QR+V above = 0 lb+290 lb+0113= 290 lb Shearwall Unit Shear Wind V= V/FL= 610 lb/(2.75' +2.75' )= 110 lb/ft Seismic v= V/f L= 290 Ib/(2.75' +2.75' )= 52 lb/ft ��"// Line C v•G ( Diaphragm Shear Diaphragmn Unit Shear Wind Q L = 610 lb q=Q/L= 610lb/30 ft= 20 lb/ft <252lb/ft Seismic Q L = 290 lb q=OIL= 290lb/30 ft= 10 lb/ft <180 lb/ft Wind Q R = 1140 lb q=Q/L= 1140Ib/30 ft= 38 lb/ft <252 Ib/ft Seismic Q R = 1500 lb q=Q/L= 1500lb/30 ft= 50 lb/ft <180 lb/ft Shearwall Shear Wind V = QL+QR+V above = 610 lb+1140 lb+0 lb= 1750 lb Seismic V = QL+QR+V above = 290 lb+1500 lb+0 lb= 1780 lb Shearwall Unit Shear Wind v= V/FL= 1750 lb/(6' +18' )= 73 lb/ft Seismic v= V/aL= 1780 lb/(6' +18' )= 74 lb/ft Line D Diaphragm Shear Diaphragmn Unit Shear Wind Q L = 1220 lb q=Q/L= 12201b/16 ft= 76 lb/ft <252 lb/ft Seismic Q L = 1500 lb q=Q/L= 1500lb/16 ft= 94 lb/ft <180 lb/ft Wind Q R = 990 lb q=Q/L= 990lb/40 ft= 25 lb/ft <252 Ib/ft Seismic Q R = 510 lb q=Q/L= 510lb/40 ft= 13 lb/ft <180 lb/ft Shearwall Shear Wind V = QL+QR+V above = 1220 lb+990 lb+0 lb= 2210 lb Seismic V = QL+QR+V above = 1500 lb+510 lb+0lb= 2010 lb Shearwall Unit Shear Wind v= V/FL= 2210 lb/(25' )= 88 lb/ft Seismic v= V/FL= 2010 lb/(25' )= 80 lb/ft ci • Sherman Engineering, Inc. «_ 3151 NE Sandy Blvd. Portland,OR 97232 10/12/2017 (503) 230-8876 Phone (503)226-4745 Fax SEW Diaphragm and Shearwall Design Front Back Roof Level Diaphragm Upper Floor Walls Line E Diaphragm Shear Diaphragmn Unit Shear Wind Q L = 950 lb q=Q/L= 9501b/16 ft= 59 lb/ft <252 Ib/ft Seismic Q L = 510 lb q=wt.= 5101b/16 ft= 32 lb/ft <180 lb/ft Wind Q R = 0 lb q=Q/L= Olb/1 ft= 0 Ib/ft <252 lb/ft Seismic Q R = 0 lb q=Q/L= Olb/1 ft= 0 lb/ft <180 ib/ft Shearwall Shear Wind V = QL+QR+V above = 950 lb+0 lb+0 lb= 950 lb Seismic V = QL+OR+V above = 510 lb+0 lb+0 lb= 510 lb Shearwall Unit Shear Wind v= V/FL= 950 lb/(2.5' +2.5' )= 190 lb/ft A,— Seismic v= Via= 510 lb/(2.5' +2.5' )= 103 lb/ft Sherman Engineering, Inc. Li- - - 3151 NE Sandy Blvd. Portland, OR 97232 10/12/2017 (503)230-8876 Phone (503)226-4745 Fax SEW FRONT-BACK LOADING - FLOOR LEVEL DIAPHRAGM I I !,1 -- — 1 ; I –_____rr—// — „ , ..,,,,\ -- - � __� ,, i.„._____:_v/ , i ; • "M V- ..� I. .. --___....„?..-.,::.:,/ II I/ I _ ;kms ,�. Gil I!i11 / :------------� 11 ,/- i \ \ –1 �.. 111 :;; 7\ I _r__,„__ =-- 't1• INy ,„„ , ..„, IIllll' I CI\ / II p/, .,:.,..,.;. \ „at_ Li _ _ _______ _,______7„.... /h. mommi .— ••••• .• ...1.-—1____ -r?— I 65"1 i , —M INC. r., a --- I 111 FM\ it `- - -- 11 ,I fi I I Iir • . Mil i ,i 1 , , ,1 , . 1T i r j i i t i , oci r, .4,--.1.</. Jit 0 . Q....S.) 0 CD 0 f 0 y .�._..r -µ. iiIMIES=1 1111111 1— iii 4 i IIL „ _ s _ . ni � � \(NY) L Lk/'6 C k'.0 Sherman Engineering, Inc. «- g 3151 NE Sandy Blvd. Portland,OR 97232 10/12/2017 (503)230-8876 Phone (503)226-4745 Fax SEW Diaphragm and Shearwall Design Front Back Floor Level Diaphragm Main Floor Walls Line A Diaphragm Shear Diaphragmn Unit Shear Wind QL = 0 lb q=Q/L= Olb/i ft= 0 lb/ft <252 lb/ft Seismic Q L = 0 lb q=Q/L= Olb/1 ft= 0 lb/ft <180 lb/ft Wind Q R = 760 lb q=Q/L= 7601b/12 ft= 63 lb/ft <252 lb/ft Seismic Q R = 250 lb q=Q/L= 2501b/12 ft= 21 lb/ft <180 lb/ft Shearwall Shear Wind V = QL+QR+V above = 0 lb+760 lb+0 lb= 760 lb Seismic V = QL+OR+V above = 0 lb+250 lb+0 lb= 250 lb Shearwall Unit Shear Wind v= V/EL= 760 lb/(9' )= 84 lb/ft Seismic v= V/EL= 250 lb/(9' )= 28 lb/ft Line B 95 Diaphragm Shear Diaphragmn Unit Shear Wind Q L = 760 lb q=Q/L= 7601b/17 ft= 45 lb/ft <252 lb/ft Seismic Q L = 470 lb q=Q/L= 4701b/17ft= 28 lb/ft <180lb/ft Wind Q R = 1110 lb q=Q/L= 1110Ib/20ft= 55 lb/ft <252 lb/ft Seismic Q R = 760 lb q=Q/L= 7601b/20 ft= 38 lb/ft <180 lb/ft Shearwall Shear • Wind V = QL+QR+V above = 760 lb+1110 lb+450 lb= 2320 lb Seismic V = QL+QR+V above = 470 lb+760 lb+210 lb= 1450 lb Shearwall Unit Shear Wind v= V/EL= 2320 lb/(12' )= 193 lb/ft Seismic v= V/EL= 1450 lb/(12' )= 121 lb/ft Line C Diaphragm Shear Diaphragmn Unit Shear Wind Q L = 1520 lb q=Q/L= 15201b/1 ft= 1520 lb/ft <252 lb/ft Seismic Q L = 900 lb q=Q/L= 9001b/1 ft= 903 lb/ft <180 lb/ft Wind Q R = 1380 lb q=Q/L= 13801b/1 ft= 1382 lb/ft <252 lb/ft Seismic Q R = 900 lb q=Q/L= 900lb/1 ft= 898 lb/ft <180 lb/ft Shearwall Shear Wind V = QL+QR+V above = 1520 lb+1380 lb+1750 lb= 4650 lb Seismic V = QL+OR+V above = 900 lb+900 lb+1780 lb= 3580 lb Shearwall Unit Shear Wind v= V/EL= 4650 lb/(19' +5' )= 194 lb/ft Seismic v= V/EL= 3580 lb/(19' +5' )= 149 lb/ft Sherman Engineering, Inc. LL9 ' 3151 NE Sandy Blvd. Portland, OR 97232 10/12/2017 (503)230-8876 Phone (503)226-4745 Fax SEW Diaphragm and Shearwall Design Front Back Floor Level Diaphragm Main Floor Walls Line D Diaphragm Shear Diaphragmn Unit Shear Wind Q i. = 1380 lb q=Q/L= 13801b/20 ft= 69 lb/ft <252 lb/ft Seismic Q L = 920 lb q=Q/L= 9201b/20 ft= 46 lb/ft <180 lb/ft Wind Q R = 1310 lb q=Q/L= 1310lb/20ft= 66 lb/ft <252lb/ft Seismic 0 R = 880 lb q=Q/L= 880Ib/20 ft= 44 lb/ft <180 Ib/ft Shearwall Shear Wind V = QL+QR+V above = 1380 lb+1310 lb+2210 lb= 4900 lb Seismic V = QL+QR+V above = 920 lb+880 lb+2010 lb= 3820 lb Shearwall Unit Shear Wind v= V/EL= 4900 lb/(13' +8' )= 233 lb/ft Seismic V= V/EL= 3820 lb/(13' +8' )= 182 lb/ft Line E 7 2 Diaphragm Shear Diaphragmn Unit Shear Wind Q L = 1310 lb q=Q/L= 13101b/16ft= 82 lb/ft <252 lb/ft Seismic 0 L = 880 lb q=Q/L= 880lb/16 ft= 55 lb/ft <180 lb/ft Wind 0 R = 220 lb q=Q/1.= 220Ib/2ft= 111 lb/ft <252 lb/ft Seismic Q R = 190 lb q=Q/L= 1901b/2 ft= 93 lb/ft <180 lb/ft Shearwall Shear Wind V = QL+QR+V above = 1310 lb+220 lb+950 lb= 2480 lb Seismic V = QL+QR+V above = 880 lb+190 lb+510 lb= 1580 lb Shearwall Unit Shear Wind v= V/EL= 2480 lb/(4' +3' )= 354 lb/ft e Seismic v= V/a= 1580 lb/(4' +3' )= 225 Ib/ft `L" r :�, e� Line F v,. Diaphragm Shear Diaphragmn Unit Shear Wind Q L = 220 lb q=Q/L= 2201b/21 ft= 11 lb/ft <252 lb/ft Seismic 0 L = 190 lb q=Q/L= 1901b/21 ft= 9 lb/ft <180 ib/ft Wind Q R = 810 lb q=Q/L= 810lb/16ft= 51 lb/ft <252 Ib/ft Seismic Q R = 230 lb q=Q/L= 2301b/16 ft= 14 lb/ft <180 Ib/ft Shearwall Shear Wind V = QL+QR+Vabove = 220 lb+810 lb+0 lb= 1040 lb Seismic V = QL+QR+V above = 190 lb+230 lb+0 lb= 420 ib Shearwall Unit Shear Wind V= V/EL= 1040 lb/(4.75' )= 218 lb/ft Seismic v= V/EL= 420 lb/(4.75' )= 88 lb/ft - 16� - LL-10 Sherman Engineering, Inc. 10/12/2017 3151 NE Sandy Blvd.Portland,OR 97232 SEW (503)230-8876 Phone (503)226-4745 Fax Front Back Floor level Diaphra m Diaphragm and Shearwall Design Main Floor Walls Line G Diaphragm Shear Diaphragma Unit Shear <252�b/ft Wind Q L = 800 lb q=Q/L= 8001b/16 ft= 50 lb/ft �b/ft 230 lb q=Q/L= 2301b/16 ft= 14 lb/ft <180 Seismic Q L = Wind Q R = lb/n 1530 lb q=QA= 15301b/16 ft= 96 lb/ft <252 <180 lb/ft Q R = 590 lb q=Q/L= 5901b/16 ft= 37 lb/ft Shearwall Shear 2330 lb Wind V = QL+QR+V above = 800 lb+1530 lb+0 lb= 820 lb Seismic V = QL+QR+V above = 230 lb+590 lb+0 lb= Shearwall Unit Shear Wind V= V/aL= 2330 lb/(2.5' +2.5' )= 467 lb/ft Ik 19 Seismic v= V (2.5' +2.5' )= 163 lb/ft /fl= 820 lb/ �,_. Sherman Engineering, Inc. LL- t " 3151 NE Sandy Blvd. Portland,OR 97232 10/12/2017 (503)230-8876 Phone (503)226-4745 Fax SEW SIDE-SIDE LOADING - ROOF LEVEL DIAPHRAGM /11 s j, 0 .—___-_, 1; : ', —� // _ � \ \\,//^ •nuc I / .�^h C, 1 0 0 _ \ • rl ® ‘._, , _.:._.._.... .., . ,, \ ,--, ',I 7, - - ' ____ -----1/ i, , „_, i/z/ j jam' , ,.....j \, \\ j 0 ____,L, ,, ,/ 51 -47,- 1 \ j;%\\ y,,r:y ., _i- j, \, „ ‘) --,. ,--\. .., — \N((w in — , L,-0! IN elI I� [ II it � li iii, , -11 1 1 II II 11 I �_ l.I1.--F1 %1 II 1 I II II It 1* -!,_- _ e-l II 1r,- 1 Il II II 1=-===_== -_' 1 Sherman Engineering, Inc. «-12 ' 3151 NE Sandy Blvd. Portland, OR 97232 10/12/2017 (503)230-8876 Phone (503)226-4745 Fax SEW Diaphragm and Shearwall Design Side-Side Roof Level Diaphragm Upper Floor Walls Line 2 Diaphragm Shear Diaphragmn Unit Shear Wind Q I = 0 lb q=Q/L= Olb/1ft= 0 lb/ft <252 lb/ft Seismic Q L = 0 lb q=Q/L= Olb/1 ft= 0 lb/ft <180 lb/ft Wind Q R = 680 lb q=Q/L= 6801b/36ft= 19 lb/ft <252 lb/ft Seismic Q R = 890 lb q=Q/L= 8901b/36 ft= 25 lb/ft <180 Ib/n Shearwall Shear Wind V = QL+QR+V above = 0 lb+680 lb+0 lb= 680 lb Seismic V = QL+QR+V above = 0 lb+890 lb+0 lb= 890 lb Shearwall Unit Shear Wind v= V/EL= 680 lb/(25' )= 27 lb/ft Seismic v= V/aL= 890 lb/(25' )= 36 lb/ft Line 3 73 Diaphragm Shear Diaphragmn Unit Shear Wind Q L = 800 lb q=Q/L= 8001b/28 ft= 28 lb/ft <252lb/ft Seismic Q L = 950 lb q=Q/L= 950lb/28 ft= 34 lb/ft <180 ib/ft Wind Q R = 920 lb q=Q/L= 9201b/28ft= 33 lb/ft <252 lb/ft Seismic Cl R = 890 lb q=OIL= 8901b/28 ft= 32 lb/ft <180 lb/ft Shearwall Shear Wind V = QL+QR+V above = 800 lb+920 lb+0 lb= 1710 lb Seismic V = QL+QR+V above = 950 lb+890 lb+0 lb= 1840 lb Shearwall Unit Shear Wind v= V/EL= 1710 lb/(17' +11' )= 61 lb/ft Seismic v= Via= 1840 lb/(17' +11' )= 66 lb/ft Line 4 Diaphragm Shear Diaphragmn Unit Shear Wind lb L = 920 q=OIL= 9201b/20 ft= 46 lb/ft <252 Ib/n Seismic Q L = 710 lb q=Q/L= 7101b/20 ft= 35 Ib/ft <180 lb/ft Wind lb R = 730 q=Q/L= 7301b/20 ft= 36 lb/ft <252 lb/ft Seismic Q R = 520 lb q=Q/L= 5201b/20 ft= 26 lb/ft <180 Ib/ft Shearwall Shear Wind V = QL+QR+V above = 920 lb+730 lb+0 lb= 1650 lb Seismic V = QL+QR+V above = 710 lb+520 lb+0 lb= 1220 lb Shearwall Unit Shear Wind v= V/ZL= 1650 lb/(14' )= 118 lb/ft Seismic v= V/FL= 1220 lb/(14' )= 87 lb/ft I Sherman Engineering, Inc. LL-t) ' 3151 NE Sandy Blvd. Portland,OR 97232 10/12/2017 . (503)230-8876 Phone (503)226-4745 Fax SEW Diaphragm and Shearwall Design Side-Side Roof Level Diaphragm Upper Floor Walls Line 5 Diaphragm Shear Diaphragmn Unit Shear Wind Q L = 630 'b q=Q/L= 6301b/20ft= 31 lb/ft <252 Ib/ft Seismic Q L = 520 'b q=Q/L= 520lb/20 ft= 26 lb/ft <180 lb/ft Wind Q R = 0 lb q=Q/L= Olb/1ft= 0 lb/ft <252 Ib/ft Seismic Q R = 0 lb q=OIL= Olb/1 ft= 0 lb/ft <180 lb/ft Shearwall Shear Wind V = QL+QR+V above = 630 lb+0 lb+0 lb= 630 lb Seismic V = QL+QR+V above = 520 lb+0 lb+0 lb= 520 lb Shea rwall Unit Shear Wind v= V/EL= 630 lb/(3.75' +3.75' )= 84 lb/ft Seismic V= V/EL= 520 lb/(3.75' +3.75' )= 69 lb/ft _ p^ ‘�J Sherman Engineering, Inc. LL_ Iq ' 3151 NE Sandy Blvd. Portland, OR 97232 10/12/2017 ,. (503)230-8876 Phone (503)226-4745 Fax SEW SIDE-SIDE LOADING - FLOOR LEVEL DIAPHRAGM 0 ,--.--r,:.- , ‘'' i -// — r_______7_,„Xt . i�r -'\tom Nov- ..... 0 H-1 0 •C----..,A 7 , . j I III2 .roe CD . =(---------' 1 • - '31 - < .,.j 1\ / / J _.....: v__, i1 ' 'F' — til A ' I -n (2) vo. 1 ..___.......,, , \ ,.,i,: ,...., f \ \ , I _.moi - �_ f —leziglaini ,,,gir -----......Aftil... 1k116' • ka`PO 12 a.i.iii I=�_��.r_ -A I — j�i1 Il Imo' 1-. 1;1:11 _Ii—i1 _i& 1 I11I 1_ UQ/ac) 1r.Ila I7_..IM...M ..' .T4Z41_ . ---�... ; Sherman Engineering, Inc. «- IS' ` 3151 NE Sandy Blvd.Portland, OR 97232 10/12/2017 (503) 230-8876 Phone (503)226-4745 Fax SEW Diaphragm and Shearwall Design Side-Side Floor Level Diaphragm Main Floor Walls Line 1 Diaphragm Shear Diaphragmn Unit Shear Wind Q L = 0 lb q=Q/L= Olb/1ft= 0 lb/ft <252 Ib/ft Seismic Q L = 0 lb q=Q/L= Olb/1ft= 0 lb/ft <180 Ib/ft Wind Q R = 360 lb q=Q/L= 3601b/21ft= 17 Ib/ft <252 lb/ft Seismic Q R = 400 lb q=Q/L= 4001b/21 ft= 19 lb/ft <180 lb/ft Shearwall Shear Wind V = QI+QR+V above = 0 lb+360 lb+0 lb= 360 lb Seismic V = QL+QR+V above = 0 lb+400 lb+0 lb= 400 lb Shearwall Unit Shear Wind v= V/EL= 360 lb/(17' )= 21 lb/ft Seismic v= V/EL= 400 lb/(17' )= 24 lb/ft Line 2 0 Diaphragm Shear Diaphragmn Unit Shear Wind Q L = 400 lb q=CIL= 4001b/9 ft= 45 lb/ft <252 lb/ft Seismic 0 L = 400 lb q=Q/L= 4001b/9 ft= 45 lb/ft <180 lb/ft Wind Q R = 1110 lb q=Q/L= 11101b/18ft= 61 lb/ft <252 Ib/ft Seismic Q R = 800 lb q=Q/L= 8001b/is ft= 45 lb/ft <180 Ib/ft Shearwall Shear Wind V = QL+QR+V above = 400 lb+1110 lb+680 lb= 2190 lb Seismic V = QL+QR+V above = 400 lb+800 lb+890 lb= 2090 lb Shearwall Unit Shear Wind v= V/EL= 2190lb/(9' )= 243 lb/ft Seismic v= V/EL= 2090 lb/(9' )= 233 lb/ft Line3 (a Diaphragm Shear Diaphragmn Unit Shear Wind Q L = 1110 lb q=Q/L= 11101b/18ft= 61 lb/ft <252 lb/ft Seismic Q L = 800 lb q=CIL= 8001b/18 ft= 45 lb/ft <180 lb/ft Wind Q R = 900 lb q=CIL= 9001b/18ft= 50 lb/ft <252 lb/ft Seismic Q R = 650 lb q=CIL= 6501b/18 ft= 36 lb/ft <180 lb/ft Shearwall Shear Wind V = QL+QR+V above = 1110 lb+900 lb+1710 lb= 3720 lb Seismic V = QL+QR+V above = 8001b+6501b+1840 lb= 3300 lb Shearwall Unit Shear Wind v= V/EL= 3720 lb/(17' )= 219 lb/ft Seismic v= V/EL= 3300 lb/(17' )= 194 lb/ft (9 (9 Sherman Engineering, Inc. «- 1L 3151 NE Sandy Blvd. Portland,OR 97232 10/12/2017 (503)230-8876 Phone (503)226-4745 Fax SEW • Diaphragm and Shearwall Design Side-Side Floor Level Diaphragm Main Floor Walls Line 4 Diaphragm Shear Diaphragmn Unit Shear Wind Q L = 900 lb q=Q/L= 9001b/16 ft= 56 Ib/ft <252 lb/ft Seismic Q L = 670 lb q=Q/L= 6701b/16 ft= 42 Ib/ft <180 lb/ft Wind Q R = 1030 lb q=Q/L= 10301b/30 ft= 34 lb/ft <252 lb/ft Seismic Q R = 1050 lb q=Q/L= 10501b/30 ft= 35 lb/ft <180 lb/ft Shearwall Shear Wind V = QL+QR+V above = 900 lb+1030 lb+1650 lb= 3580 lb Seismic V = QL+QR+V above = 670 lb+1050 lb+1220 lb= 2930 lb Shearwall Unit Shear Wind v= V/EL= 3580 lb/(23' )= 156 lb/ft Seismic v= V/EL= 2930 lb/(23' )= 128 lb/ft Line 5 Diaphragm Shear Diaphragmn Unit Shear Wind Q L = 1010 lb q=Q/L= 10101b/36ft= 28 lb/ft <252 lb/ft Seismic Q L = 1230 lb q=Q/L= 12301b/36 ft= 34 lb/ft <180 lb/ft Wind Q R = 490 lb q=OIL= 490lb/10 ft= 49 lb/ft <252 lb/ft Seismic Q R = 580 lb q=Q/L= 5801b/10 ft= 58 lb/ft <180 lb/ft Shearwall Shear Wind V = QL+QR+Vabove = 1010 lb+490 lb+630 lb= 2130 lb Seismic V = QL+QR+V above = 1230 lb+580 lb+520 lb= 2320 lb Shearwall Unit Shear Wind v= V/EL= 2130 lb/(3' +3' +3' +5' )= 152 lb/ft A . Seismic v= V/EL= 2320 lb/(3' +3' +3' +5' = 166 lb/ft .c, Line 6 ; ,6�r Diaphragm Shear Diaphragmn Unit Shear Wind Q L = 480 lb q=Q/L= 4801b/40 ft= 12 lb/ft <252 lb/ft Seismic Q L = 470 lb q=Q/L= 4701b/40 ft= 12 lb/ft <180 lb/ft Wind Q R = 470 lb q=Q/L= 4701b/30 ft= 16 lb/ft <252 lb/ft Seismic Q R = 180 lb q=Q/L= 180lb/30 ft= 6 lb/ft <180 Ib/ft Shearwall Shear Wind V = QL+QR+V above = 480 lb+470 lb+0 lb= 940 lb Seismic V = QL+QR+V above = 470 lb+180 lb+0 lb= 640 lb Shearwall Unit Shear Wind v= V/EL= 940 lb/(5' +6' +6' +3' )= 47 lb/ft Seismic v= V/EL= 640 lb/(5' +6' +6' +3' )= 32 lb/ftLi ` LL OVERTURNING - Smart Residence 10/16/2017 front Back Direction GRID SHEAR DEAD DEAD MAX UPLIFT LOAD NET LINE LEVEL LENGTH SHEAR/FT HEIGHT TRIG LOAD M,resist DUE TO: M,ot ABOVE UPLIFT LINE A V-1 9 0.084 9 2 15 4.13 Wind 6.8 0.00 0.48 OK w/A.B.'s I LINE B V-2 2.75 0.11 9 2 15 0.39 Wind 2.7 0.00 0.9 I MSTA49 V-1 12 0.193 9 2 15 7.34 Wind 20.8 0.00 I .37 Use HDU2 LINE C V-2 6 0.073 9 2 15 1.84 Wind 3.9 0.00 0.47 MSTA49 V-1 5 0.194 9 2 15 1.28 Wind 8.7 0.47 2.07 Use HDU2 LINE D V-2 25 0.088 9 2 15 31.88 Wind 19.8 0.00 0.03 OK w/ nails V-1 8 0.233 9 2 15 3.26 Wind 16.8 0.00 I .85 Use HDU2 I .85 MSTA49 LINE E V-2 2.5 0.19 9 2 15 0.32 Wind 4.3 0.00 I .63 MSTA49 V-1 3 0.354 9 2 15 0.46 Wind 9.6 I .G3 4.73 Use 1--IDU5 LINE F V-1 4.75 0.218 11 2 15 1.33 Wind 11.4 0.00 2.23 , Use HDU2 I LINE G V-1 2.5 0.467 9 2 15 0.32 Wind 10.5 0.00 4. 13 Use HDU5 4. 13 MST48 1 jj OT-Smart Res e 'a LL OVERTURNING - Smart Residence 10/16/2017 Side-Side Direction GRID SHEAR DEAD DEAD MAX UPLIFT LOAD NET LINE LEVEL LENGTH SHEAR/FT HEIGHT TRIG LOAD M,resist DUE TO: M,ot ABOVE UPLIFT LINE I V-1 17 0.021 9 2 15 14.74 Wind 3.2 0.00 -0.33 I OK w/A.B.'s LINE 2 V-2 25 0.027 9 2 15 31.88 Wind 6.1 0.00 -0.52 OK w/ nails V-1 9 0.243 9 2 15 4.13 Wind 19.7 0.00 1 .91 Use hDU2 LINE 3 V-2 11 0.061 9 2 15 6.17 Wind 6.0 0.00 0.21 MSTA49 V-1 17 0.219 11 2 15 17.05 Wind 41.0 0.21 2.02 Use hDU2 2.02 M5T37 LINE 4 V-2 14 0.118 9 2 15 10.00 Wind 14.9 0.00 0.63 MSTA49 V-1 23 0.156 9 2 15 26.98 Wind 32.3 0.63 I .33 Use hDU2 LINE 5 V-2 3.75 0.084 9 2 15 0.72 Wind 2.8 0.00 0.64 MSTA49 V-1 3 0.152 9 2 15 0.46 Wind 4.1 0.00 1 .28 Use hDU2 LINE 6 V-1 3 0.047 9 2 15 0.46 Wind 1.3 0.00 0.33 ( OK w/A.B.'s ` - OT-Smart Res ALL PANEL EDGES MUST (i— SHEA /TALL SCH=RULE BE BLOCKED UNLESS NOTED OTHERWISE ' SOLE PLATE MARK WALL COVER FASTENERS ® PANEL INTERN. CONN (SEE RIM BOARD/ REMARKS v EDGES STUDS NOTE #3) BLKG CONN 0.131"x2-I/2" 161)®6"O.G. A35 8d COMMON® 5'O.G. ©5 1/I6'A.PA. (255#) RATED 5HT'G FULL ROUND- 6"O.G. 12"O.G. I/2"x10"ABS. ®24"O.G. SUITABLE SUBST.FOR HEAD P-NAIL ®32"O.G. 0.131""F.RH.P-NAIL Alit l/I6"A.PA.- 0.131"x2 i/2" ISD®4"O.G. A35 8d COMMON NAIL OK (350#) RATED 5HT'G FULL ROUND- 4"0.G. 12"0.G. I/2"x12"ABS ® 18"0.0. SUBSTITUTE FOR ANY HEAD P-NAIL a 24"O.G. 0.131"-(q GA)P-NAIL /:X4- 1,'Ib"A.PA.- 0.131"x2-1/2" 20d®3"O.G. A35 3x REQUIRED® ALL RATED SHT'G FULL ROUND- 3"O.G. 12"O.G. I/2"x12"A.B.'S ® 12"O.G. PANEL JOINTS$ (50549 HEAD P-NAIL ®24"O.G. 2X SOLE PLATE 4111k4- 1/I6'A.P.A. 0.131"x2 I/2" 2"O.G. 20d®3"O.G. ABS 3x REQUIRED ALL SHT'G FULL ROUND- 12"O.G. 3/4"x12"ABS ® 10"O.G. PANEL JOINTS d (670#) HEAD P NAIL STAGED, ®24"0.G. 2X SOLE PLATES ©4 1/16"A.P.A. 0.1315x2-1/2" ABS®5"O.G. ABS 3x REQUIRED®ALL PANEL RATED SHT'G FULL ROUND- 4"O.G. 12"O.G. 3/4"x12"ABS ®8"O.G. JOINTS d SOLE PLATES (1q0#) EACH SIDE HEAD P-NAIL STAGED. ®24"0.G. OFFSET JOINTS EA.SIDE OF WALL AAK4 1/16"A.P.A. 0.131"x2-I/2" A35® 4"0.G. A35 3x REQUIRED® ALL PANEL RAItL SHT'G FULL ROUND- 3 O.G. 12"O.G. 3/4"x12'A.5.5 ®6"0.G. JOINTS$ SOLE PLATES (1010#) EACH SIDE HEAD P NAIL STAGED. ® 18"O.G. OFFSET JOINTS EA.SIDE OF WALL 1/16"A.P.A. 0.131"x2-I/2" A35® 3"O.G. A35®5"O.G. 3x REQUIRED®ALL PANEL RATED SHT'G FULL ROUND- STAGED. 12"O.G. 3/4"x12"ABS (3 PER BAY JOINTS d 50LE PLATES (1560#) EACH SIDE HEAD P-NAIL a 12'0.G. AT IS'o/) OFFSET JOINTS EA.SIDE OF WALL HOLO" \ SCHEDULE 7 MARK HOLDOWN FASTENERS MARK HOLDOWN FASTENERS NO SPECIAL CONNECT BTM. PL TO "HDU2-5D52.5" (5)5D51/4x2-I/2"SCREWS \0// HOLDOWN FLR JSTBMBLK'G 6 (30 KIPS) (2)2x POST W/SIMPSON REQUIRED W/ I6d ® 4" O.G. 55 5/8x24 ANCHOR BOLT MSTA4G (13) 10d COMMON (14)SD51/4x2-I/2"SCREWS NAILS AT EACH END "HDUS 5D525" (2)2x POST W/SIMPSON v (2.05 kips) ® I 3/4" o.c. STAGG v (5.18 KIPS) SB 5/8x24 ANCHOR BOLT MST-31 (11) I6d COMMON (20)SDSI/4x3"SGREWS NAILS AT EACH END °HDUS SD52S" (3)2x6 POST W/SIMPSON © (234 klps) ® I 3/4" o.c. STAGG \/ (1.8"1 KIPS) 55 1/8x24 ANCHOR BOLT MST48 (17) I6d COMMON (30)5D51/4x2 I/2"SCREWS 6x6 POST REQ'D f" DUII-5D525"© (3.63 kips) NAILS AT EACH END Nr ANCHOR BOLT Yt$DETAIL @ 13/4" o.c. STAGG (4535 KIPS) USE SIMPSON 55 1x30'U.N.O. "M5Tb0" (24) I6d COMMON (36)SD51/4x2-1/2"SCREWS NAILS AT EACH END "HDUI4 SD52.5" 6x6 POST REQ'D d v (4.53 kips) 10 (14.G25 KIPS) © 1 3/4" o.c. ANCHOR BOLT PER DETAIL (44) I6d COMMON "HT52O" © "CM5T12" NAILS AT EACH END TWIST STRAP (10) IOD EACH END (9.21 kips) @ 13/4" o.c. 1r (1.45 KIPS) NOTES: I. ALL FASTENERS IN CONTACT WITH PRESSURE TREATED WOOD SHALL BE CORROSION RESISTANT PER IBC 2304.10.5 2. BUILDER TO VERIFY ALL INSTALLATION REQUIREMENTS PER "51MPSON" CATALOG FOR ALL HOLDOWN CONNECTIONS. 3. FOUNDATION ANCHOR BOLTS SHALL HAVE A STEEL PLATE WASHER UNDER EACH NUT NOT LESS THAN 0.22G"x3"x3" IN SIZE. 4. THE PLATE WASHER SHALL EXTEND TO WITHIN 1/2" OF THE EDGE OF THE BOTTOM PLATE IF SHEAR IS GREATER THAN 200 PLF. 5. ALLOWABLE SHEAR FOR TYPE/\MAY BE INCREASED TO 3304t FOR WIND LOADING. 6. ALLOWABLE SHEAR FOR TYPE/G\MAY BE INCREASED TO 4604* FOR WIND LOADING. 7. I6d = 0.162" DIA. x 3.5" LONG IOd = 0.148" DIA. X 3.0" LONG 8d = 0.131" DIA. X 2.5" LONG S. HDUS HOLDOWNS MAY BE SUBSTITUTED FOR STHDI4 STRAP HOLDOWNS i I V d ... 0 0 1_ . ,1• AL, * 0 lo - lc 17 ® sEniroort n 2 r LE 12'-0'X 12.8. _ 9 Ctl WG I WOOD Ti WR ---1 (1 -- - '3 J ____0 =! � ; NT l / .1/4 PLATE 1.2 j . M JILT- GAGSlTR //f' 0 T.V.FINE IW AW f i _.Jy11 22-0'X 8'- ' i it CEILING w°°°FLDQL LVL 3P* b S i II \ 4 . AL, rl-- - Ie i' I 311 I ..L l.. I-..l I II IL II ' 0'X I,'-0'Lt TIPAYEO CEING I �`-' ' ---a % oe, t 1 10 6' '‘) / i / AMC YY ry r V I I v,' 40.-0.X .-6. I ; $, r— T CEILMG 1 1' a • 1 0 I I — — 1;1,,r&--- < I' I..�X\.1 - II ,. 9�EO1lER Alii►l//I—.��.��lL/—J \ at . -4- 02 z piy 5.'0. / 21'•0' J, ie'-0' / 4'.4,- , 1.-0 5.-0' 101'-8• / / FLOOR-2114 SQUARE FEET I Oil° r• ItIAl/ I I 1 I 1 1 e. (D 11.1:\114 ' si.- "--________----' i: tILEDx•Ji °'lt •4 11---3t)1 ,. e Ili erPIAT ® ';', `, ,' Hasa WAVE . e ®l 1 suite IH'-3'X 14•10' L'•4'TUYED CO,. I_ P DQV I Nor 1 641-1<.4 I c �- oeer " 6 I ' ___), HER IWC ,, jIIUJELft A L �v • I \ / L ../ 30'-H' 13'-4' NCH H6 }1!••IT. i/I A , ...,.,.,. __.r. . .. .. .....,___ _ „a, 11 11 v I i IJ _.1 i_i _t L , II'-6' 31'-H' ., 17'-6' 10T-H' UPPER FLOOR PLAN 5 WF -1° LE SCALE:1,4.•I'-0' UPPER FLOOR-911 SQUARE FEET At I r eff,9. SENER4L STRUCTURAL NOTES '''''''4'/'N':.1;" SHEARWALL SCHEDULE wg re.0 cwa F° ..s RBAR.s DESIGN LOADS HOOP CONCRETE .Bn as Pe „e "`°° °'° REINFORCING STEEL �np�y-,�� LtvE AD 13 3: 40 PEP REOVC1a.e __ '^" of Pow ..o� ""'' '" 251, AV LAVER Pen.RILES Of 045. NE 11100 66910 D iw FPR EAR.13 LPLm+ � FRAM. "m" ,-. �120. �12n _ a$NERMA- xra+oL>ES�Lui.a Lara SW. AS Ea..UR.: 5...Les.penno.. 7 16..611LIE CLEM Of RUST 6,35E OR OPER ne1,w,<^"R '® ,00L /�.ENGINEERING GR:25 NOP Am YW132 RLrw-e15 era mos BOLL xwu wv. 51P. 'ANR+. F BS .POP ORACE UJDE�+ 63 00 DI.OS. 116703f 03 TRKT BARN LET03,103 PE.316 RUM nTMxu0 61 W] Bvu a:s�mmw�vrva ri.,eart m n srrem nc .rnL_ KCTION RUE •2.ALL STRUCLIARAL F12°,000 5..EATIIHS W.11, u 3. 3151 NE SANDY BLVD. OCUMAS ER BE EX1ERIOx ,RDA. 'e°°"'®°" a ., surce lDD GENERAL NOTES s w ELLE COLF3311.reo�ce IRE A �no51.3.1..04. w .em ac PORTLAND,OR 50232 5.ALL LwNF¢anK BEAroLs zwl I.TIE CO,UCTOR 66.VERIFY.DIME,.PRIOR PERPENDELUR TO 63.01•40 Th. qD BRAIN LOCAL.NPR1'NE 51844,11 nxnTBuv 100.12. „DQ 1"`"w. s;.�. .P12< A14 wL wsF,.uosD.oF aro. P:[soil z3o-ae7s 1111.SHALL BE TO START..CONSTRUCTION IRE 1.1.35115.41 BE APPLIED REIM.,5.441.1.3.1 BE APPRO. "' "F°°'"'° ZOO b0 i0.>n HOEDOWN SCHEDULE POTIPIED OF MP 35033.0.10E5 OR 1.2.51FIGES. 13R RE BAD.DEPECTOR BEFORE COVER. ALL caRREE 33531.7. .w. H C.A.0:F CONFLICT.601,COST,RECNAREME-MIS SOVeRN A ALL PE r FOR BV01.16.3.3ni Nn FASTENENsMARK F001ENR5" REVISIONS Ra[T PRIOR TO w(w APPLICABLE eao Bo n nx WORK 6 LIPLE-SS ODER..NOTE,ALL WOOD SU PLATES DRAvnR/�eR CONSIDERED TO.RE APART w TIE .� TmrmwKe+sRcraKeE,m. co60000R*068BD.KATION CAI BE n.E.N RE<roLs m mtna Roo COMMBALE FCR TIE Re0004341.3'��ar+.ocroRow6iwL OF s mFican wucaFawro nmcm. ne r,w •41'4 W mx" se . ,... 5. 6.WARM 11.5 START OF COLBTRIKTION.ANT 01.1303A.ES.0 EALN DO 0.F PE KATES.BEE.cve ixlo cew.Yrar. sAL»w.m 112 Azmrw. noxem.swuLaron Fw.Ke.vrcm swLRL Q amryw . Q ...."wL r a, OWA SM.).BE BROU.IT TO PE ArrEPrial OF 50 TTh.e•Ke.PeeT 6.TNT A CLARIFICATION ALL BOLT LEADS AND Lutz MM.BEAR rbwnr TMEVeL1erri cw�a.recero FL.w,Lsraw.Eir. QR kw' nm.vv PERFORM,IN CONFLICT°�UTNE CONIRACTNEAK 51.1 BE PRDm1m MTx ...REM WALES KAT016 GEM 1.401.1.100.VC MeLTICE DOCAME615 OR MY rnme1 01 A.r.owF BE STANEK.PETAL RAMER. 15112 eF arlm OWEN 51,0 06 VW.MOT.All RENOR 6 "A'`"'sr rnuwrcwlcrt1 KW 516.55 6.X ARE 61,16 011,MTER ,b CORRECTED ST TSE LF>:. NAVEaxMAC.PROVIDED Rm NDE AE rano°....,..5..°.6Yan Own 0 Lua.yL 0 As,xvB 60003JECT N To PE WM.STANDARDS CP 17-RLN%-03-063 TIE D.AU NAEssLwl�cwroN R10as.www OHS 'p°''"F`S N amµ.L Bio• W ,y,'a"�r�'y µ, �r��w TINS AbEIKESGC FNE INO_LOMED UNLESS /BC NOTroTeoAOLE sw.v swAu NNW M9,.wLeam OVER ANr PORTON CE The R. n ELK.,nRK.6:Epo NNW.Of(0.1160.3019,4,31ThE BLBn Fon nrvorrL TO De.LOPTE R1L11B0,56116,1 OF I,B. na wr w i vN e.,. 1512 W n K x.v roL aD F�wx ea BY PE CONTRACT STRCLIIR.41.461456 MD 10..OF rAcixLE LuE�w n SLaccr ro A ..®F.-no B,.0.x ThEY DO NOT I.CATE The 1.E.Boo OR . PRopci_ PROJECT of aFwaa ..rcw.art PmRclR.wRLswmeen Q lit APPROVAL BY. .R.PE 10 CAST4,13,LONCIETE 3.61111336£550.1. 1416•036.(..10.0 roe wee...MN LOTTECTIC215, < NOT BE L.TED rioe0J010*1Ou,ETC (00 vCE 6.31LaB 1331 NOT ros Boa RE1moLwwrt. ware AM 04' EMT ro),..Ayure V] TO OCNSPLIKTION'OSITS TO TIE SITE SY 1, BE PDErv060 PIE50 arLER RT MOPE6830 08 roen ,ems _xre_ro _M 91111 NOT NUKE FISPECTNT1 Ofr(0 MO,ITEMS. Aua i�5NDTSRSESN�ARE NOT 8LED erAo«n OFSLNRE.3., .� 11.E®wA >N ,E603 PAM CLEARINE AID EARPHORK OPERATIONS FOR_ The PERFORMANCE Nei BE DEEMED 6601ISPLKTrrr. wvamv.DN OWLETh.51 6.5.00T.wLs,,.�a1 3 6.FaLootABLE 51µ.rola R.,F „,� W l� :EXCAVATIONS OREM. A.5/01 DI.E1ER NO LORE. CESSPOOLS.CISTERNS.FOUNDATIONS.ETC.,PSE B.0.Me ON DRAM.,trAtote....orx 1 II _ OLr°0.8ERS AS 5.`�` EARTHWORK R. 10.810 3.ND�w�,,..15.N.YBE-s-R 580FDRBT�.6100*n3L0DF.n a0x„Lan NO0PE0F3EPA,Fi0. TED m.6e.RFNaLDB.RE.ND...L1BF .R, x WOO.3/1 BOLTS 56.INLLE A MIN•VM NI COIERELE NASCREL BEL. Lour.KIN eRale. PREFABRICATED WOOD MEMBERS ,a D E�� h ase LISTED3 o r ,.. m,RR NDB N re�w c 0 k' 4i6 4s 4.4µµ2140.11.41.3y'L2.‘. 2. 2-,2' Ono ON 6.P.INER 56,613-31 grew„, 44.4951.0.µµµ3 erµ 12 COLUMNS& HEADERS 'N"F' ,<Lma.n.EB1 CEO WPM RA KVA. 0ell NC-M.000S S66.1.BE D Lan,u4En CONT TO Al BAD.CR 5/22CTRE I.KO56 51.404 ¢TO a BY LL LOCAL, 38nEoWK.EN m 0630 cav�Y. Leta.0.51.mme Lfw P.E KTERuihE 1 96..0.E OF wlwluOw1:E TO FgeOArra,ExrtamR REPORTS SIMPSON SLESS NOTED 5.TOP BE KfRONTRDIKFO YEIO Tm w.AµT sun..oR OE CANDO CEO 1:1VORTh YaL16.uNn. LL LUMBER IN C.T N FVAttN int P PRESSURE IAEAtEDAti ...Be W NwnPclwry 16.fOR 41.136 BDLTS Ha-LRF.I.La1F PE DiAAEiflt xNswes Lsr!RW®m a 1 ' OR.PRE-DRILL SIVRK 1Ky aORRAL vrts. a D VOLEICATNI0 5661 301,WEND.MP. ' No FOOTINGS W W w, ,E LEIREP 506.L BF Mt..3101,10.0.36 OWN.MATEINAL ND mAmm MARK I FTG SIZE I REINF 310r.PE.70001F,3•535T ronuwvoq 1•11e FLo.oR POOR 31•460660 ORE INSTALLED P (05359lO'Pb aMEA YWY Q 350203503 pAo (0 39 00 605 00 BE%BMW TO nEINKMEREORRBEN r0. ® 001005 'PAD (3)µEK NAY W 4305541.0305 oN N L.L0.D5Ba. ® 06,40852'Pb 0)n.EA.MAY E E' D...p°,1. .2'042412'PAO (N N EK WAX ti t,l PRO13.10 DRAPED I.50 KEPT a200614a.MATER © 485058 03 Pb (y NF.K YNY L .0 ..rcvnr�n ob. O 54 ,: 54D PAD (NµEA 7415 O .12015 plenrunl.PILL. I.3...64 Eel 51.1 CO.5611 OF•10A1M6T 3E6 22T,1w1 n.TTE w STRUCTURAL 0 TIE FU.51611.BE PLACED we0 yaannu AND NOTES 10-23-17 MI6 P-051 60 BE 11.15 PERCENT.,P01.5 Of S 1 OF 3 ilt RV 163/STAT 606E„ tl- i47. 74r,.n e ��� nw ill u6�w epF "'?"`•..rr+,. �'I _—w.lenlwrol.avw aeury • ...ron ,y.,,��1HCfq g• I�x 4eAa s <Il IIS.-__—_ IE .�.a, <».�«a,ll :r _ 0=.:�. v� F r raminp STRAP PER PLAN .s'+ _� € ' EARS roRN<A1. FY t NOTES5 rsl.mwrz Illi—1—_ _—_ -'I'd>7i1 !' _ _ •ra.6.110t O• 6R^�MR,rw 5.a v0,100 ws 61¢5.5.) �.• 5. ���i��������© ti.ATv av w.PP.60 1161 �0615 0x16 �...—_-.�__ .on '--__ II �'Cqp` ��;,,,,i� � 60.10AT.A/10 o _ ' �_. '_ m�Kn a n _.135 60 _II I II s6.0 � ��� SII; i��J 111.. EXPIRES:6-30-15 m 2 1 1 �17BR1dAii ./STA.56 STRAP PROM � 10.rI = »TMw .AD �N�R�RD� 't • .,,�.A�6 0....„�.A<.1®w15.4.6 - 5., o�A»w�6 __ . . .„.... 65.1„ .n° T 5.A. v ipt.... ..,w1.sacoAlex �—_I 3151 NB SANDY BLVD. ,IIFp — '� low. .xwsn15..r� 11 .; II vsw can swu SUITE 100 S.\» E34 '�'��w-Ot C PORTLAND,OR 97 23 2 P& C° °fMMINSLWADRAG STRUT @ FLR JST/SEAM DG STRAP/HOLDOWN AT MID-MALL-0 08 TYP WALL HOLDOMN TO JST/BEAM P:(503)2300876 dT iE ri x O B.` „.,�.ww.w»..won 3 -11 , , / REVISIONS A SOLE PLA16 kV RETAINING WALL SCHEDULE w �e SILOS AT °... "°""r "°w °n.,,K„�, �.-. 'L' 01 V'BARS T'BARS I'BARS e � ar.nr.x x '-_v I »sp y.nri»arslrwl ,._. HEIGHT PULL TIK TOE HEEL DEPTH VERT WALL REINF. TOP OF FIE. TOP 4 BOT �I�11RNAOO r'Y''®11E ,„,0„, a,... SOU 5.604 asw+AT w w.wx .yEHy y cc 2,5.133 AT 16'04.w2. 01E PER PLAN w.5. wveAnwsrel0w wvu FLOOR REK wn'Annroxe mrt xu�ret � x6.1110 ae stts wrn.ER w . "4 10” 7-fi' 12" d4 0 18'o/c d4 0 i8"o/c 3-/4's 2.101+mum w 10,13, ,� nowslenrms I �� x..ewu.Ylewse. aen mAlmwrae ra,�lij — 5' 12' 3'-3" 12" /4 0 18'o/c d4 0 18'o/c 4-/4 s �IR11.75366/0'' AS6,15131 66 01111110 IF I -805-0f 0 __ IIS_.—_ 12• 4'-0" 12' d4 012°o.c. d4 012'0.5. 5-d4's „.v®A1 xlH rowm '„"�/'I SPLICED n.rswsowm ;�I� 17-pLW%-03-063 12" 4'-6' 12' d4 0 8"o/c #4 0 8-o/c 6-de's a: i B' 0" 8' 1' 3" 5' 3" 12• e 0 9°o/c d5 0 9'o/c 7-/4's :.*-1*I PER PLAN 6.66.2311 -VET PER 11,116/ 9'-0" 10' 1'-6" 5'-9" 12' /5 0 9'o/c /5 0 9"o/c 8-/4's 135.166111,15 rv„xx+lo 13x.105. //SOLE PLAIT NAL7116 /r nm.lw,o m.,„ 00 lad VC XANS rove.res 5.Arz 10' 0" 10' 1'-9" 6'-6" 18' /5 0 6'o/c /5 0 6'o/c 9-d4's61106 AT IV. mes 102.100) WW1 TO 10x1 w� mce1w11nJ oe3ranAre �' I It'-0" 12- 2'-3" 7'-0" 16' #5 0 6'o/c #5 0 6'o/c 10-/4's w PER RAN wu 0x,„0,004 Inayse PER PLAN Al 6rasrn Q 12'-0" 12" 2'-6" 7'-9" 16' (2)/5's 0 9'o/c(2)15's 0 9"o/c 11-/4's 6566.L.RER 01062.xlrius sw yMe 110..,110,¢ 10,60 PER RAN AT OPEoo 16 616.1160.5 PER Pl. rw........ ill C4 STANDARD RETAINING WALL - NO SLAB D� OFFSET SHEAR WALL PERP JST Db TYP EXT WALL -PARLL JOISTS 05 TYP EXT WALL -SERF JOISTS >N O N..a.013 O xx. x . O., as x 4 64 Cr, a a 03 0 cere.wa E II)*X w°^T.E5:� x. G o CDE¢ 14% 4•4•44e* )51,1,,,I,$ wIE.A.116 PER PLAN 111/PM 61.6•1R 60.5.15. ,, „ .= 5wn. a , 1111 6 j'r MAI`� Ii „� m �"_t ** i , 1 61,00..21.51.61. aA. ,4 13 OARS TCP A313 i3li uVitt . .:... d > �.�:..+5.2..10 a w _ m' 4 00' a 15�x ®x a . .� .. s �00. sceoxs 1.1.3.666 I „ x10O \ T/�/ / ��� TO w.lvxcle °am :alw:15a»oa .21]x The PLS Y�.MMw..rsnerlweYY ......M� �x615 w „ — , N, II a wamwmGlOHHD AT EXT/INT INTERSECTION W W \ iI »,0«...5.10 ,�. s - I II TO POST se10NC> 11.0.4 imRiii i �!I ,,,,,,,,,,,, vue«x«.w _rt,_ S.R6POS 2.3Ie ryF II I A,I.IsrEe RAN i; 6110100, T____� Awe w».5. x..«re0.RAGE y II m_ • 131 T1 ►p rl L RETAINING WALL SCHEDULE T-1THT- iii 'I1310� xM 1 �I '1;IIS1101"" 'L' D' V'BARS T'BARS L'BARS ILII III— ���� ffII —�wsen I1 r „- .✓V" "v 6' }'_3• ip•' /4 0 18'o/c H 0 18'o/c 3 M's \ii... ..... 5.xsua�t10' 4'-0" 12" d4 0 12'ac. /4 0 12"o.c. 4=d4's T%� „rRs '.MT: [ A1100K 501.T PER SMEAR__ I\ c. �'s SIROCIROAL 0" 4'-9" 12' d<0 9"o/c d5 0 9'o/c s-M's if .6 p a .00,10 10117: DETAILS 10' S'-6" 16' AS 8 9'o/c /5 0 9'o/c 6 d4'szeA13s rise._ kC ' 9'-0" 10- If 6'-0" 18" d5 0 9"0/0 /5 0 9'o/c 7-#4's � ` _ ' ME wc.10,0,.105. 10-23-17 or ur.too Rot, 5.x D2 INTER O SHEAR w�LeFT6.13 w.�w,xE.x DI TYP.SHEAR WALL HOLDOWNA15.6 S2 0 PROPERTY LINE LANDSCAPING RETAINING WALL 03 TYP.STRAP g END.WALL STEP4 pF�4Wn A ENO 6661666.6,069 O OF 3 we 44M Rpo.NE.n.. E.R NAIL ROOF ST....,o .rR�R.RERLAN a .w�Ro.o8,671.57,01.5114- •, N D. .�N. ..� ROOF N.1.PLO. ' T. _ n .. � . :.1-4k ./-''''''''''"ER — m.e'oc. I i Wil I j i_`♦i a =��� _- ''''"4= '0'`-•@ ;1 IAP �ilY2 �.R. � CA.TIRES EEw�. .1 rjr 1 \I ce�.� �R '�r !!;, bNYTOYER TRIES�R _�R. S ENGINEERING grail'oa,o.=AT' .,..sn.,. + !'.,.I w w p.p.... Ixc ruu sins Em PLAN .uDvNr¢�EzesW ♦oa ro �I _— II ^ ^kMsm..i..ocE a�sv�'o sou BIfKKINS OPrgNGEL TOP PLATE o ESPE RITE MEE.TO MMRITEtyromas NwYES KA --R.R,Nis � RR � t.Jw.v.EKNiRITfi �� � � 3151 NE SANDY BLVD. �L116 m SUITE 100 PORTLAND,OR 97232 . ROOF TRUSS @ EXT WALL 25 SHEEAR BLK'G PERP.TO TRUSS -0 e 23 SHEAR TRANSFER AT OVERFRAMIN6 ROOF TRUSS @ INT SHEAR WALL D2 n...3µ.+..co-...,c , �=All,'" m.roc I�Ii MEAT.'� REVISIONS PLAN e,.. �•� MO. .a PIER...F. ._, p" sw iuu arataxaw cos sins wr«NFORLT. wNE,.,oN,�• ' 0,1 ..'0E. a.oE.s OMEN. RO mR.�R Nwrw.. Eo.x r�Rnu nocw nru �... aocew„ s a� r �I��_ 11 .+Trz..m.u. ^i71 �« �� - j III R r.1 ..o< ri �I vi� i PPE.,SPE 1 «� I PROJECT n nxsrs.wTrwTi ' I' %'Foos Ra �J�,► 3 17-RLWR-03-063 _ ....-.--,..... k. 0 DOWER ROOF LEDGER LOWER ROOF LEDGER ro •5 oL 20y SKAO IBOTTOM GOV 1..I.TO .II .W �:'°�n.55 TO TRECEER V.I. 1Rµ .R. Q o�,W R..,Ew�N.,,s.. I5PERS.FOF 6,.u....NEER .� .osE m.,,,r B.. ro,RI n.a..m.Pa I ENS % i .. F¢. ()SHEAR PARALLEL TO TRUSS b — — — j;/, .� �.Rµ �R. ', . RooF TRUSS INT SHEAR WALL >N m.e oz. o�.m w POCKS PEN WO � � ® a14 a, I A4,617 EN Prig i MEET 2w NE.5 1I — � , J �rIL.r 04 04 a � .. oa PLATE TR., _—.E Rsf,.Ro.,. PPR PUN ITIL LO?FLOE r 111,520 � Sj !i faROOF TRUSS DRAG STRUT @ SHEAR WALL . ROOF TRUSS DRAG STRUT @ SHEAR WALL :I I'I'I II" .E. �R Pr I o NEN . � �� aou11...�a.L A �r�R.. EE,44 PER PL. PERRµ , MR PLAN . NEW ROOF U BEAM EXIST POST �II11—�1 i`�-�I-I1 ("DRAG STRAP AT TRUSSES V w o.,TopR. II III o.To.E.TE ILII .a..0L, o NW:— m�umn V' 120.RAFTER PER N e �N.o�,�REp� Il�i � ii� �. m 1..�....,1 Roos�Ns�R .o.�..�R,. R. e PO ..�„ ATETON 1 EE�No,r RR To... = IIIriai INN Mir El 1. w�.. 117:144::iiir: i Cr) ETT ^ 1.11E --_-_�,, DAI PM TOP PL I I sno R.R.. a.PLATT DETAILS 0-23-17 NARROW SHEAR PANEL/ NARROW SHEAR PANEL/ DRAG STRUT/ROOF BEAM cp WINDOW FRAME STRAPPING 0 WINDOW FRAME STRAPPING 0 DRAG STRUT/PERP FLOOR JST, S 3 OF 3