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Specifications T2iiO1 ' O HERMAN10M ' *Q3 ENGINEERING 3151 NE SANDY BLVD.,S,�rrE 100 PORTLAND,OR 97232 N INC ECEIVED PHONE(503) 230-8876 SHERMANENGINEERS.C OM Structural Calculations MAY 2 2 2017 CITY OF TIGARD May 1, 2017 BUILDING DIVISION Greensward Park - Lot 5 `' PR°F_s , �, aGIN 'fgL c Greensward Ln �, �, Tigard, OR 97224 V► `'S8 P ONTAIF tog; SEI Project# 17-RLWX-03-031 n tS, F� 92 2 c:7 Prepared For: eR I K '4 The White House Collection EXPIRES: 6-30_ 1 s 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-LL18 Overturning LL19-LL20 Shear Wall Schedule LL21 Details D1-D28 I . SHERMAN ENGINEERING, INC. FOOTING SCHEDULE 3 1 5 1 NE Sandy Blvd. PD1 JOB: Greensward Park- Lot 5 Portland, OR 97232 5/1/17 Client: WHITEHOUSE COLLECTION SEW cl, soil = 1 ,500 psf (Assumed) REINFORCEMENT Number Type Wallow P,allow FTG Size USE REBAR lbs/ft lbs width (inch) depth (inch) C 1 Cont. 1500 6,000 12 8 (I) #4 Cont C2 Continous 1750 7,000 14 8 (1 ) #4 Cont C3 Continous 2000 8,000 16 10 (2) #4 Cont C3 Continous 2250 9,000 18 I 0 (2) #4 Cont Number Type Fallow A FTG Size USE REBAR kips ft2 b (inch) I 1 (inch) d (inch) Bearing (psf) P I Pad 3.4 2.3 18. in I 18..in 1 2: in 1500 M u = 1 .08 k-ft As = .4 int a = 0.52 M cap =1 1 5.26 k-ft (2) #4 EA WAY P2 Pad 6.0 4.0 24 24 I 0 1500 _ Mu = 2.55k-ft As = .flint a = 0.39 Mcap = 1 1 .89k-ft (2) #4 EA WAY: P3 Pad 9.4 6.3 30 I 30 10 1504 Mu = 4.99k-ft As = .4 m2 a = 0.31 Mcap = 12.04k-ft (3) #4 EA WAY P4 Pad I3.5 9.0 36 36 I2 1500 M u = 8.61 k-ft AS = .6 m2 a = 0.39 M cap = 23.24 k-ft (3) #4 EA WAY P5 Pad I8.4 12.3 42 42 I:, 12 1502 M u = 13.69 k-ft As = .8 in2 a = 0.45 M cap = 30.79 k-ft (4) #4EA WAY PG Pad _ 24.0 16.0 48 48 12 1500 M u = 20.4 k-ft As = .8 in2 a = 0.39 M cap = 30.99 k-ft (4) #4 EA WAY P7 Pad 28.8 18.8 52 52 �:. 12 1534 M u = 26.52 k-ft As = I . in2 a = 0.45 M cap = 38.46 k-ft (5) #4 EA WAY P8 Pad 40.0 28.4 64 64 l 12 1406 M u = 45.33 k-ft As = 1 .2 m2 a = 0.44 M cap = 46.22 k-ft (6) #4::EA'WAY • P9 Pad 50.0 36.0 72 72 I6 I389 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 - DRIVE SLAB PER PLAN ---1---t NOTES: 1 F'G = 3,000 PSI @ 28 DAYS STRUCTURAL BACK FILL 'X FY = GRADE 60 VN/UNIFIED SOIL CLASSIFICATION >r Pa = 40 psf GW, 6P, SIN, OR 5P !�( SURCHARGE = 30 psf OR APPROVED ALTERNATIVE f BACKFILL PRIOR TO INSTALLING FLR FRAMING • tg I J BACKFILL PRIOR --1 TO INSTALLING #4 @ 12" O.G. ® A �S" FLR FRAMING 0 #4 @ 9" O.G. @ A .�8" 2" GLR = CQ I 0 "V" BARS H s 4" DIA.FTG DRAIN LLI v t'' I "T" BARS = "L" BARS W/ 18" HOOKS TOE RE I NF. TO CORNERS? . .o I. MATCH "V" BARS m — vi o --=I tum-nn 1111.=inn m11 ; n nnnnwniMmi—innI \ \ ck C/ , A , mw v RETA \1 \16 ^.ALL SC-ED.JLE H (FT) A B G D "V" BARS "T" BARS "L" BARS 4'-0" 8" 8 2'- " 12" #4 @ I8" #4 @ 18" (3) #4 5-O 8 1 D 5-4" 12 #4 @ IS" #4 @ 18 (4) #4 6,_0" 5" 12" 4'_0" 12" #4 @ 12" #4 @ 12" (5) #4 7L0" 5" 12" 4'_" 12" #4 @ 61" #5 @ ci" (6) #4 8'_0" 5" l'-3" 51_5" 12" #4 @ 6" #5 @ 6" (-7) #4 q' " 10,, I i_5 u 671-0H 14" #5 @ q" 4s5 @ 5" (7) #4 101_0" 10" l'-61" 61_S' 14" #5 @ 6" (2)#5 @ ci" (8) #4 II'-o" 12" 21-0" l'-3" 14" #5 @ 6" (2)#5 @ 6" (q) #4 121-0" 12" 2'-6" 5'-0" 16" (2)#5 @ ci" (2)#5 @ 6" (10) #4 TP RETA \ \6 AALL © 6AIRAE RA RIAIGARAGE SEISMIC M—O NOT TO SCALE - Sherman Lngneering, Inc. KW 1' A 3151 NL Sandy Blvd. Ste. /00 Portland, Oregon 97232 (503) 230-8876(503) 22C-4745 fax PGA = 0.445 COEFF EQUIV SOIL EQUIV SURC11 VERT FRICT ACTIVE WT PASS LOAD 0.35 40 125 150 50 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 0.67 2.75 I .00 4.08 5.63 2524 5.00 0.00 0.67 0.83 3.33 1 .00 4.83 6.69 3472 6.00 0.00 0.67 1 .00 4.00 I .00 5.67 7.93 4649 7.00 0.00 0.67 1 .00 4.75 1 .00 6.42 8.86 6055 8.00 0.00 0.67 1 .25 5.50 1 .00 7.42 10.48 7687 9.00 0.00 0.83 1 .50 6.00 1 . 17 8.33 11 .85 9633 10.00 0.00 0.83 1 .75 6.66 1 . 1 7 9.24 13.3 ! 11526 11 .00 0.00 1 .00 2.00 7.25 1 . 17 10.25 14.94 13775 12.00 0.00 1 .00 2.00 8.00 I .33 1 I .00 15.77 16400 Sliding * Overturning SOIL PRESSURE WALL SOIL SLIDE MOM MOM F.S. Max Mm HT LAT F.S. RESIST 0.T. O.T. P/A+M/S PIA-MIS 4.00 580 I .53 5743 1008 5.70 633 604 5.00 816 1 .50 9443 1703 5.55 741 696 6.00 1092 1 .50 14938 2654 5.63 837 804 7.00 1408 1 .5 ! 21775 3900 5.58 1006 882 8.00 1764 1 .53 32336 5483 5.90 1051 I022 9.00 2230 1 .52 45832 7793 5.88 1182 1130 10.00 2673 1 .52 61381 10241 5.99 1240 1253 11 .00 3155 1 .54 81762 13151 6.22 1307 1381 12.00 3769 1 .53 103400 17165 6.02 1529 1453 SEISMIC LOADING - Mononobe-Okabe - Seed-Whitman CONC WALL FORCE LOCATION MOM F.S. SEISMIC SLAB Wt F.S. Soil HT lb 0.611 0.T. O.T. F, slide L = 0 SLIDE Pressure 4.0 117 3.00 1359 4.23 697 0 .28 759 5.0 183 3.60 2360 4.00 999 0 ! .22 910 6.0 263 4.20 3758 3.98 1355 0 1 .2 ! 1043 7.0 358 4.80 5617 3.88 1766 0 1 .21 1256 8.0 467 5.40 8006 4.04 2231 0 1 .21 1327 9.0 591 6. 10 11400 4.02 2821 0 1 .20 1494 10.0 730 6.70 1 5 1 3 2 4.06 3403 0 1 . 1 9 1584 11 .0 883 7.30 19600 4. 17 4039 0 1 .20 1675 12.0 1051 8.00 25576 4.04 4820 0 1 .20 1946 Sherman Engineering, Inc. KW 115 3 151 NE Sandy Blvd. Ste. 100 _ Portland, Oregon 97232 (503) 230-5576(503) 226-4745 fax Design Reinf (VerttcaI) Wall ht. MOM Mu ci As a Mcap Steel (ft) STEM K ft (in) (in) K ft Reinf "V" 4.00 1016 1 .02 5.62 0. 13 0.314 3.28 #4 @ 18" o.c. 5.00 2011 2.01 5.62 0. 13 0.314 3.28 #4 @ 18" o.c. 6.00 3506 3.51 5.62 0.20 0.47 I 4.84 #4 @ I 2" o.c. 7.00 5601 5.60 5.62 0.27 0.627 6.36 #4 @ 9" o.c. 8.00 8398 8.40 5.62 0.40 0.94 I 9.26 #4 @ 6" o.c. 9.00 11944 I 1 .94 7.62 0.41 0.972 13.28 #5 @ 9" o.c. 10.00 16438 16.44 7.62 0.62 1 .459 19.24 #5 @ G" 0.c. I 1 .00 21938 21 .94 9.63 0.62 1 .459 24.82 #5 @ 6" o.c. 12.00 28445 28.44 9.63 0.83 1 .945 32. 15 (2) #5 @ 9" o.c. 1�TG Mu d As a M ca p "L" BARS 4.00 2.65 10.00 0. 13 0.314 5.90 #4 @ 18" o.c. 5.00 4.90 10.00 0. 13 0.3 14 5.90 #4 @ 18" o.c. 6.00 8.48 10.00 0.20 0.471 8.79 #4 @ I 2" o.c. 7.00 13.90 10.00 0.41 0.972 17.69 #5 @ 9" o.c. 8.00 21 .0G 1 0.00 0.62 I .459 25.86 #5 @ 6" o.c. 9.00 28.39 12.00 0.62 I .459 31 .44 #5 @ 6" o.c. 10.00 38.44 12.00 0.83 I .945 41 .02 (2) #5 @ 9" o.c. 1 1 .00 49.60 12.00 1 .24 2.918 58.82 (2) #5 @ 6" o.c. 12.00 66.39 14.00 I .24 2.918 69.98 (2) #5 @ 6" o.c. NOTES: F'C = 3,000 PSI @ 28 DAYS LEVEL GRADE FY = GRADE GO Pa = 40 psf STRUCTURAL BACK FILL _ 1✓r1_ V UNIFIED SOIL CLASSIFICATION I GW,GP,SIN,OR5P OR APPROVED ALTERNATIVE 17 $AGKF ILL PRIOR TO I�}E 1 —. _.._..- _-- -_..._ .. INSTALLING FLR FRAMING I i :� 11 _ __., I-ill-1.1_ 17-1E4,17 -1 BACKFILL PRIOR TO INSTALLING #4 12"O.G. @ AC 8" p FLR FRAMING #4 8"O.G. @ A.. 8" k 2"CLR _J LT "V"BARS - In 1L 0 \ H 4" DIA.FTG DRAIN 2 . "T"BARS W --1 - TOE REINF, TO "L"BARS Vii IS"HOOKS – � MATCH "V" BARS ® CORNERS 0 l - - . L__ E{ffi� - I V my t+= {: lei 117 `fil ll' . i 1 :i,1 GAB / / BETA I \I\S ^ALL SG----EDULE H (FT) A B G D "V" BARS "T" BARS "L" BARS 4'-0" 5" 12" 2'-6" 12" #4 © 18" #4 © 18" 3—#4 5'-0" 8" 12" 3'-3" 12" #4 © 18" #4 © 18" 4—#4 6'—O" 5" 12" 4'-0" 12111 #4 ® 12" #4 © 12" 5-444 -!—O" 5" 12" 41—ci" 12" #4 © 6" 4s4 © 6" 6—#4 5'-0" 5" 12" 5'-6" 12" 415 © 5" #5 @ 6" 7—#4 ' '-0" 10" 12, 6'-0" 12" (2)#5 © q" (2)#5 © 9" 8—#4 RETA \ \G .AALL 1211 TO' \O SLAB AT BASS RA2 RNA - noslab - Seismic NOT TO SCALE Sherman Engineering, Inc. RW 2 A 3 151 NE Sandy Blvd. Ste. 100 Portland, Oregon 97232 (503) 230-8076(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 LASS THICK TOE KEEL THICK FTG EFFECT TOT NT hT 'A' '6' 'C' 'D' WIDTH WIDTH WT 4.00 0.00 0.67 1 .00 2.50 .00 4. 17 6. 16 2275 5.00 0.00 0.67 1 .00 3.25 .00 4.92 7. 1 I 3265 6.00 0.00 0.67 .00 4.00 .00 5.67 5.05 4449 7.00 0.00 0.67 ! .00 4.75 I .00 6.42 8.99 5818 8.00 0.00 0.67 i .00 5.50 ! .00 7. 17 9.9 I 7374 9.00 0.00 0.83 .00 6.00 1 .00 7.53 10.67 9050 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/S P/A-M/5 4.00 500 1 .60 5479 505 6.75 569 523 5.00 720 1 .60 9163 1415 6.48 736 594 6.00 980 .60 14205 2262 6.28 909 662 7.00 1280 .60 20815 3358 6. 14 1057 726 8.00 1620 .60 29205 4835 6.04 1269 789 9.00 2000 .59 35820 6642 5.84 1475 836 SEISMIC LOADING - Mononobe-Okabe - Seed-Whitman GONG WALL FORCE LOCATION MOM F.S. SEISMIC SLAB Wt F.5. Soil HT lb 0.61-1 O.T. O.T. F, slide L = 0 SLIDE Pressure 4.0 193 3.00 1355 3.95 693 0 1 . 15 769 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 4.50 5762 3.61 1775 0 1 . 15 1433 8.0 626 5.40 8215 3.56 2246 0 . 16 1664 9.0 773 6.00 11278 3.44 2773 0 1 . 15 1928 Sherman Engineering, Inc. RW z B 3151 NE Sandy Blvd. 5te. 100 Portland, Oregon 97232 (503)230-8576(503) 226-4745 fax Design Reinf (Vertical) Wall lit. MOM Mu d As a Mcap Steel (ft) STEM K ft (in) (in) K ft Reinf "V" 4.00 1107 1 . 1 1 5.62 0. 13 0.314 3.28 #4 @ 18" o.c. 5.00 2 1 61 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 0.30 0.706 7. 1 1 #4 @ 8" 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 l .9 1 10.00 0. 13 0.314 5.90 #4 @ 18" o.c. 5.00 4.32 10.00 0. 13 0.3 14 5.90 #4 @ 18" o.c. 6.00 7.98 10.00 0.20 0.471 8.79 #4 @ 1 2" o.c. 7.00 1 3. 1 5 10.00 0.40 0.941 1 7. 1 5 #4 @ 6" o.c. 8.00 20.08 10.00 0.62 1 .459 25.86 #5 @ G" o.c. 9.00 26.70 10.00 0.83 I .945 33.55 (2) #5 @ 9" o.c. Sherman Engineering, Inc. LL-1 3151 NE Sandy Blvd. Portland, OR 97232 5/1/2017 (503) 230-8876 Phone (503) 226-4745 Fax SEW Greensward Park - Lot 5 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 (Ib/ft2) qz= 20.8 (Ib/ft2) Design Wind Pressure C (Worst Case) Walls = 0.8+0.5 = 1 Roof=0.4+0.6 = 1_0 cito1,4 Hill I Li , 4f4t0- T-1 xft • . �.�.t t _ 111 : i p = gGCp - qi(GCpi) p = 23.0 (Ib/ft2) (LRFD) * ( 0.6 ) = 13.8 (ASD) (Walls) p = 17.7 (Ib/ft2) (LRFD) * (0.6 ) = 10.6 (ASD) (Roofs) Sherman Engineering, Inc. LL-2 3151 NE Sandy Blvd. Portland, OR 97232 5/1/2017 (503)230-8876 Phone (503)226-4745 Fax SEW Seismic Loading : Section 12.8: Equivilant Lateral Force Proceedure ASCE7-10 Zip Code: 97224 Sds= 0.72 R= 6.5 p= 1.3 Roof (2150 ft^2)*(15 psf) =32.25 k Walls (3501)*(51)*(8 psf)= 14 k Total:46.25 k Floor (3085 ft^2)*(15 psf) =46.275 k Walls (9001*(51*(8 psf) = 36 k Total: 82.275 k V= Base Shear=Cs * W Cs= (p)*Sds/( R/ I ) = 1.3 * (0.72 ) = 0.122 6.5/ 0.85 V= 0.122 * (46.25 k+82.275 k) 15.73 k Level Weight Height Wt* H Cv Fx ASD (0.7) Roof 46.25 25 1156.25 0.56 8.82 6.18 Floor 82.275 11 905.025 0.44 6.91 4.83 Total 128.525 2061.275 1 15.73 11.01 Sherman Engineering, Inc. LL- - 3151 NE Sandy Blvd. Portland, OR 97232 5/1/2017 (503) 230-8876 Phone (503) 226-4745 Fax SEW FRONT-BACK LOADING - ROOF LEVEL DIAPHRAGM I II Il II . it f I I� l - -II - — i r- II .,II n f11 Jl �'- I I. tiJ I t 1,!'Will •'u :i.t.i;�,.li i ilha Y 4"^I I \-,r IS UN ou'o 0 c.\moss,.lI ,, ,, 4.0.,... j sg,,._ t,.. �, i i H- lIE _ '�_ © Q Ii \ ,--1 r-,--i h„...4,._-, ,, \--1 6__=___,=_==__„,ii, „,...., _ _ / ; 1 / \\0 -.,,_, ..___ ,_- _,_. 0,/ , .,, , 4/ .... \ ,vi,_ ,,,.,.‘i N , ,.. / \ ______ _ — Gisi\AL c- k7i2,c' r)".7 _______ • ky ( N-s-1--,_,----) 0 ,3s , C) C) 1 :.. ,• - ,,.... ,...,, . . C . „ 1,-------.. r.c:, .,,,•:_,,,-. ---.7-‘41,,,,,.4 7- -2, k.,,,..,, ' 2'...g,,,11y11� � C'E' �`1 ':..tirl'i - N N -'i• 77 . 7 L, \\(( D L.)P-1.)1 0 L2 c t tet. �I�li IlCjji'i-illi1l., iil I,li'I ' "�!I iil ,. ? '''Illi In 1 :I 114),;_./1.,41M1141 X -1Il�u I F i%• h, III Iq� : - ,�t1, � ///1lIIIIIII 1it �I {,. t: e '121'— nor !IIB'III �11111�11 nii '/ ' _r11 11141'iiiiiIiiihiiiiiiiiiiiii ,.0. I I l ii1 , ' 'I''' i 1 If 1( Ip .I E IFF.�.i' I.. ���:11a e IIIIIIIIIIII(I���" �N 1 1:7..1.1.1 Iii. �:I 1 �1 � -. — ' _. .� Y' IIIIlllllllllglllllllll 1 .. .Y .- Sherman Engineering, Inc. II- 5 - 3151 NE Sandy Blvd. Portland, OR 97232 5/1/2017 (503)230-8876 Phone (503) 226-4745 Fax SEW Diaphragm and Shearwall Design Front Back Roof Level Diaphragm Upper Floor Walls Line A Diaphragm Shear Diaphragmn Unit Shear Wind Q L = 2530 lb q=Q/L= 25301b/32 ft= 79 lb/ft <252 lb/ft Seismic Q L = 1950 lb q=Q/L= 19501b/32 ft= 61 lb/ft <180 lb/ft Wind Q R = 0 lb q=Q/L= Olb/1 ft= 0 lb/ft <252 Ib/ft Seismic Q R = 0 lb q=Q/L= Olb/1 ft= 0 lb/ft <180 lb/ft Shearwall Shear Wind V = QL+QR+V above = 2530 Ib+0 Ib+0 lb= 2530 lb Seismic V = QL+QR+V above = 1950 lb+0 lb+0 lb= 1950 lb Shearwall Unit Shear Wind v= V/FL= 2530 lb/(20' +7' )= 94 lb/ft Seismic v= V/aL= 1950 lb/(20' +7' )= 72 lb/ft Line B Diaphragm Shear Diaphragmn Unit Shear Wind Q L = 1170 lb q=Q/L= 11701b/12 ft= 98 lb/ft <252 Ib/ft Seismic Q L = 930 lb q=Q/L= 930Ib/12 ft= 78 Ib/ft <180 lb/ft Wind Q R = 3170 lb q=Q/L= 31701b/20 ft= 159 lb/ft <252 Ib/ft Seismic Q R = 2450 lb q=Q/L= 24501b/20 ft= 122 lb/ft <180 lb/ft Shearwall Shear Wind V = QL+QR+V above = 1170 lb+3170 lb+0 lb= 4350 lb Seismic V = QL+OR+V above = 930 lb+2450 lb+0 lb= 3380 lb Shearwall Unit Shear Wind v= V/aL= 4350 lb/(6.5' +11' )= 248 lb/ft Seismic V= V/aL= 3380 lb/(65' +11' )= 193 lb/ft Line C - Diaphragm Shear Diaphragmn Unit Shear Wind Q L = 0 lb q=Q/L= Olb!1 ft= 0 lb/ft <252 lb/ft Seismic Q L = 0 lb q=Q/L= Olb/1 ft= 0 lb/ft <180 Ib/ft Wind Q R = 880 lb q=Q/L= 8801b/10 ft= 88 lb/ft <252 Ib/ft Seismic Q R = 930 lb q=Q/L= 930lb/10 ft= 93 lb/ft <180 lb/ft Shearwall Shear Wind V = QL+QR+V above = 01b+880 1b+0 1b= 880 lb Seismic V = QL+QR+V above = 0 lb+930 lb+0 lb= 930 lb Shearwall Unit Shear Wind v= V/EL= 880 lb/(10' )= 88 lb/ft Seismic V= V/FL= 930 lb/(10' )= 93 lb/ft 1 Sherman Engineering, Inc. LL- - 3151 NE Sandy Blvd. Portland, OR 97232 5/1/2017 (503) 230-8876 Phone (503) 226-4745 Fax SEW FRONT-BACK LOADING - FLOOR LEVEL DIAPHRAGM f ,-.. . ig � I i H 1----go-fr.4 , . . 1 , t, i __ } . co.. .co 1 _ 1 i .ili_J'-i --LT-Itto _ .. co. (0:_l ,j i r IE ' y C `O] I I •.- sc stva u a. �� � I - �■ I � X11. i_ r,I . / •`/� .:,illE . -.,-5 --anal U r, -- C$ '°°r* " II - ---e'"--ga.-.2.4--' ift_1::thA , ffl if 1 ----1 E-4 ii ItC::: 1--- :i..-1.1.--'1 E*----1 i LAT.-----•, ,,1 I, 5F(SM1 C` , 1,_ L-cv.,---0)0 1 \1 3 `'7 Ck ) 4 o Ci) i'-±-N,LS-..) I"r , 7.,,,,,._`• es-^-• 4. } s IIIc d .: t I , 1,. I 1:- ' • • ,4 �` ~ \p.j\ j\fl lm's inn ,. � ., ^�- ' 111114111111''''"IEL • im t.._ �II11I/IluI IN ;:I1 I I I 1_ _i I.%.4. all II�I.I 1;r , 11.-- —iell -'.■I .nn .nu /0,( E- • f;l!Milian il . 41 161 . l .:,..1:111-1 moil 1I101 �lsr ; N ,11 ....I..... ; ! '; l IIIIllIAII IIlllllllllnllll� � \I ,. ,.,: e }7 jj w unanum�miu g.,h 1, Sherman Engineering, Inc. LL- 7 • 3151 NE Sandy Blvd. Portland, OR 97232 5/1/2017 (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 Q L = 2350 Ib q=Q/L= 2350Ib/33 ft= 71 Ib/ft <252 Ib/ft Seismic Q L = 1100 lb q=Q/L= 1100lb/33 ft= 33 lb/ft <180 lb/ft Wind Q R = 0 lb q=Q/L= Olb/1 ft= 0 lb/ft <252 Ib/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 = 2350 lb+0 lb+2530 lb= 4880 lb Seismic V = QL+QR+V above = 1100 lb+0 lb+1950 lb= 3050 lb Shearwall Unit Shear Wind V= V/EL= 4880 lb/(33' )= 148 lb/ft Seismic v= V/aL= 3050 lb/(33' )= 92 lb/ft CD 7Line B Diaphragm Shear Diaphragmn Unit Shear Wind Q L = 1560 lb q=Q/L= 1560Ib/30 ft= 52 lb/ft <252 lb/ft Seismic Q L = 1150 lb q=Q/L= 1150Ib/30 ft= 38 lb/ft <180 lb/ft Wind Q R = 2350 lb q=Q/L= 2350Ib/30 ft= 78 lb/ft <252 Ib/ft Seismic Q R = 1350 lb q=Q/L= 13501b/30 ft= 45 lb/ft <180 lb/ft Shearwall Shear Wind V = QL+QR+V above = 1560 lb+2350 lb+4350 lb= 8260 lb Seismic V = QL+QR+V above = 1150 lb+1350 lb+3380 lb= 5890 lb Shearwall Unit Shear Wind v= V/EL= 8260 lb/(7' +18' )= 330 lb/ft Seismic V= V/FL= 5890 lb/(7' +18' )= 235 lb/ft Line C (LI 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/1 ft= 0 lb/ft <180 Ib/ft Wind Q R = 1370 lb q=Q/L= 13701b/50 ft= 27 lb/ft <252 ib/ft Seismic Q R = 1150 lb q=Q/L= 11501b/50 ft= 23 lb/ft <180 Ib/ft Shearwall Shear Wind V = QL+QR+V above = 0 lb+1370 lb+880 lb= 2260 lb Seismic V = QL+QR+V above = 0 lb+1150 lb+930 lb= 2090 lb Shearwall Unit Shear Wind v= V/FL= 2260 lb/(20' +18' )= 59 lb/ft Seismic V= V/aL= 2090 lb/(20' +18' )= 55 lb/ft 7 Sherman Engineering, Inc. LL-8 • 3151 NE Sandy Blvd. Portland, OR 97232 5/1/2017 (503)230-8876 Phone (503) 226-4745 Fax SEW SIDE—SIDE LOADING — ROOF LEVEL DIAPHRAGM 3 v.. r„.__......_.._ 1-,,, -- 111 il f 11 itits- ii -� II i 0J� •• 1 I _4 - ,,, ABAB IIMyp(iIAIk P11,,,!,,BIb111 ___•__ I��� i' yr- • n; r pill (, ► - I.iinnrm3;1313lwnl3'nnlil[] 1© t ,a kill CD - , a —4Z"---7-=1 ,,, 3 unueninni / utas.! O. ,P-71----- ; I if;qq a G (4;_) - --- un• I Cca, i 1 „,it,,,:,,,,,.,,, , pociii.,_,Thi , __4477 , / ,11 , : i , \,...Z:::-...... r / - \ I X 1 / r W---tttt����IIII 1 - I e ---^ I a mimeo�_�^�����I- III illillIIDN a� .fly I.UIs�N� wi- ral '--- ---- All, w ,......- -., - L- 11111 T me I No i l. .:, IN ".!.."... Ctglf.42. C......"1r . fY1C-I flllvV CI C, ATl/Y.I 0 (2 Sherman Engineering, Inc. LL-1 . 3151 NE Sandy Blvd. Portland, OR 97232 5/1/2017 (503)230-8876 Phone (503)226-4745 Fax SEW Diaphragm and Shearwall Design Side-Side Roof Level Diaphragm Upper Floor Walls Line 1 Diaphragm Shear Diaphragmn Unit Shear Wind Q L = 0 'b q=Q/L= Olb/1 ft= 0 lb/ft <252 Ib/ft Seismic Q L = 0 lb q=Q/L= Olb/1 ft= 0 Ib/ft <180 lb/ft Wind Q R = 330 lb q=Q/L= 3301b/16 ft= 21 lb/ft <252 Ib/ft Seismic Q R = 200 'b q=Q/L= 2001b/16 ft= 13 lb/ft <180 lb/ft Shearwall Shear Wind V = QL+QR+V above = O lb+3301b+01b= 330 lb Seismic V = QL+OR+V above = 0 lb+200 lb+0 lb= 200 lb Shearwall Unit Shear Wind v= V/EL= 330 lb/(3' +3.5' )= 51 lb/ft Seismic v= V/aL= 200 lb/(3' +3.5' )= 31 lb/ft Line 2 Diaphragm Shear Diaphragmn Unit Shear Wind Q L = 390 'b q=Q/L= 3901b/6 ft= 65 lb/ft <252 lb/ft Seismic Q L = 200 lb q=Q/L= 2001b/6 ft= 34 lb/ft <180 lb/ft Wind Q R = 460 lb q=Q/L= 4601b/20 ft= 23 lb/ft <252 Ib/ft Seismic Q R = 410 lb q=Q/L= 4101b/20 ft= 20 lb/ft <180 lb/ft Shearwall Shear Wind V = QL+QR+V above = 390 lb+460 lb+0 lb= 850 lb Seismic V = QL+QR+V above = 200 ib+410 lb+0 lb= 610 lb Shearwall Unit Shear Wind v= V/FL= 850 lb/(15' )= 57 lb/ft Seismic v= V/FL= 610 lb/(15' )= 41 lb/ft Line 3 0 Diaphragm Shear Diaphragmn Unit Shear Wind Q L = 460 lb q=Q/L= 4601b/6 ft= 77 lb/ft <252 lb/ft Seismic Q L = 410 lb q=Q/L= 4101b/6 ft= 68 lb/ft <180 lb/ft Wind Q R = 830 lb q=Q/L= 830Ib/25 ft= 33 lb/ft <252 lb/ft Seismic Q R = 960 lb q=Q/L= 9601b/25 ft= 38 lb/ft <180 lb/ft Shearwall Shear Wind V = QL+QR+V above = 460 lb+830 lb+0 lb= 1300 lb Seismic V = QL+OR+V above = 410 lb+960 lb+0 lb= 1370 lb Shearwall Unit Shear Wind v= V/FL= 1300 lb/(7' )= 185 lb/ft Seismic V= V/FL= 1370 lb/(7' )= 196 lb/ft 1 Sherman Engineering, Inc. LL-\O 3151 NE Sandy Blvd. Portland, OR 97232 5/1/2017 (503)230-8876 Phone (503)226-4745 Fax SEW Diaphragm and Shearwall Design Side-Side Roof Level Diaphragm Upper Floor Walls Line 4 Diaphragm Shear Diaphragmn Unit Shear Wind Q L = 950 lb q=Q/L= 9501b/7 ft= 136 lb/ft <252 lb/ft Seismic Q L = 960 lb q=Q/L= 960lb/7 ft= 137 lb/ft <180 lb/ft Wind Q R = 990 lb q=Q/L= 990lb/7ft= 141 lb/ft <252 Ib/ft Seismic Q R = 960 lb q=Q/L= 960lb/7 ft= 137 lb/ft <180 ib/ft Shearwall Shear Wind V = QL+OR+V above = 950 lb+990 lb+0 lb= 1940 lb Seismic V = QL+OR+V above = 960 lb+960 lb+0 lb= 1920 lb Shearwall Unit Shear Wind v= V/aL= 1940 lb/(7' )= 277 lb/ft Seismic v= V/FL= 1920 lb/(7' )= 275 lb/ft Line 5 1 Diaphragm Shear Diaphragmn Unit Shear Wind Q L = 890 lb q=Q/L= 890lb/21 ft= 42 lb/ft <252 lb/ft Seismic Q L = 960 lb q=OIL= 9601b/21 ft= 46 Ib/ft <180 lb/ft Wind 0 R = 790 lb q=Q/L= 790Ib/21 ft= 38 lb/ft <252 lb/ft Seismic Q R = 960 lb q=Q/L= 9601b/21 ft= 46 lb/ft <180 Ib/ft Shearwall Shear Wind V = QL+QR+V above = 890 lb+790 lb+0 lb= 1680 lb Seismic V = QL+QR+V above = 960 lb+960 lb+0 lb= 1920 lb Shearwall Unit Shear Wind v= V/FL= 1680 lb/(10' +11' )= 80 lb/ft Seismic v= V/FL= 1920 lb/(10' +11' )= 92 lb/ft Line 6 l Diaphragm Shear Diaphragmn Unit Shear Wind Q L = 790 lb q=Q/L= 790lb/15 ft= 53 lb/ft <252 Ib/ft Seismic Q L = 960 lb q=OIL= 960lb/15 ft= 64 lb/ft <180 Ib/ft Wind Q R = 570 lb q=Q/L= 5701b/15 ft= 38 lb/ft <252 lb/ft Seismic 0 R = 350 lb q=Q/L= 350Ib/15 ft= 23 lb/ft <180 lb/ft Shearwall Shear Wind V = QL+OR+V above = 790 lb+570 lb+0 lb= 1360 'b Seismic V = QL+QR+V above = 960 lb+350 lb+0 lb= 1310 lb Shearwall Unit Shear Wind v= V/FL= 1360 lb/(2.67' +2.67' )= 255 lb/ft Seismic V= V/aL= 1310 lb/(2.67' +2.67' )= 245 lb/ft H I L i/f, 2- V\ Sherman Engineering, Inc. LL- 1 - 3151 NE Sandy Blvd. Portland, OR 97232 5/1/2017 (503)230-8876 Phone (503)226-4745 Fax SEW Diaphragm and Shearwall Design Side-Side Roof Level Diaphragm Upper Floor Walls Line 7 Diaphragm Shear Diaphragmn Unit Shear Wind Q L = 570 lb q=Q/L= 5701b/11 ft= 52 lb/ft <252 lb/ft Seismic Q L = 350 lb q=Q/L= 3501b/11 ft= 32 lb/ft <180 lb/ft Wind Q R = 0 lb q=Q/L= Olb/1 ft= 0 lb/ft <252 lb/ft Seismic Q R = 0 lb q=Q/L= Olb/1 ft= 0 lb/ft <180 lb/ft Shearwall Shear Wind V = QL+QR+V above = 5701b+01b+0lb= 5701b Seismic V = QL+QR+V above = 350 lb+0 lb+0 lb= 350 'b Shearwall Unit Shear Wind v= V/FL= 570 lb/(2' +2' )= 143 lb/ft Seismic v= V/FL= 350 lb/(2' +2' )= 87 lb/ft _ '-2 ',/ Sherman Engineering, Inc. IL- 12__3151 NE Sandy Blvd. Portland, OR 97232 5/1/2017 (503)230-8876 Phone (503) 226-4745 Fax SEW SIDE-SIDE LOADING - FLOOR LEVEL DIAPHRAGM L4s-klit ,----- .I), !'i 1 . . . 0 • —7.1t1 1 i uII 0 (----' IF- , m 4,,5,p c,,,1 ii i „5 I I II 7p, ;___ t gio roji 1 Fa7j1 34 I - il: Ll ril / 11{ II1iYllgll ---- ` l 1 C11111y i< <.. Ji A f Ci.)1Ib — � Ati II 40,,F.,—, ,,F.,-1.. �� al,,,- .1 ,I : � �I CI) ----.7 . rag•-•,..••••••,...--E-r.........71---- r":)) y . - WS- ly I1 e-/ -T ., [ ^-, - ----- - -0 ke.1 - ni t I " I P t 4--- ----- -j` 71----T. -- ' 1 I---1 ___ a 4 ______, A----...44...r.-- i ..,„..j IC 4.1_ (9_______ - -L. ' WJ ... r. 5 Fek C. L)I)-�) NI C. I ( (bb\--4-r3') i= um IIIiA1si1 11 1 II211 111 �I■�) � IIII I�g1W1111 NMI .'�L� _ U I till ■°a 'Zi _ IFIIMiiiiMaai C _ \N _r! -rte T. - frIlrl Sherman Engineering, Inc. LL- lr 3151 NE Sandy Blvd. Portland, OR 97232 5/1/2017 (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 = 770 lb q=Q/L= 770Ib/10 ft= 77 lb/ft <252 lb/ft Seismic Q i = 270 lb q=QJL= 2701b/10 ft= 27 lb/ft <180 Ib/ft Wind Q R = 530 lb q=Q/L= 530lb/25 ft= 21 lb/ft <252 lb/ft Seismic Q R = 220 lb q=Q/L= 220Ib/25 ft= 9 lb/ft <180 lb/ft Shearwall Shear Wind V = QL+QR+V above = 770 lb+530 lb+330 lb= 1640 lb Seismic V = QL+QR+V above = 270 lb+220 lb+200 lb= 690 lb Shearwall Unit Shear Wind v= V/FL= 1640 lb/(6' +4' )= 164 lb/ftAL Seismic v= V/FL= 690 lb/(6' +4' )= 69 lb/ft Line 2 � c_.),q� Diaphragm Shear Diaphragmn Unit Shear Wind Q L = 530 lb q=Q/L= 5301b/4 ft= 133 lb/ft <252 ib/ft Seismic Q L = 220 lb q=Q/L= 2201b/4 ft= 54 lb/ft <180 lb/ft Wind Q R = 530 lb q=Q/L= 5301b/14 ft= 38 lb/ft <252 lb/ft Seismic Q R = 220 lb q=Q/L= 220Ib/14 ft= 15 lb/ft <180 lb/ft Shearwall Shear Wind V = QL+QR+V above = 530 Ib+530 lb+850 lb= 1910 lb Seismic V = QL+QR+V above = 220 lb+220 lb+610 lb= 1040 lb Shearwall Unit Shear Wind v= V/fL= 1910 lb/(7' )= 273 lb/ft C Seismic v= V/FL= 1040 lb/(7' )= 149 lb/ft Line 3 ft Diaphragm Shear Diaphragmn Unit Shear Wind Q L = 530 lb q=Q/L= 5301b/16 ft= 33 lb/ft <252 Ib/ft Seismic Q L = 220 lb q=Q/L= 220Ib/16 ft= 13 lb/ft <180 lb/ft Wind Q R = 840 lb q=Q/L= 8401b/32 ft= 26 lb/ft <252 lb/ft Seismic Q R = 510 lb q=Q/L= 5101b/32 ft= 16 lb/ft <180 Ib/ft Shearwall Shear Wind V = QL+QR+V above = 530 lb+840 lb+1300 lb= 2670 lb Seismic V = QL+QR+V above = 220 lb+510 lb+1370 lb= 2090 lb Shearwall Unit Shear Wind v= V/FL= 2670 lb/(4.5' )= 593 lb/ft Seismic v= V/FL= 2090 lb/(4.5' )= 465 lb/ft Sherman Engineering, Inc. «- 11.-t 3151 NE Sandy Blvd. Portland, OR 97232 5/1/2017 (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 = 840 lb q=Q/L= 840lb/10 ft= 84 lb/ft <252 lb/ft Seismic Q L = 510 lb q=Q/L= 5101b/10 ft= 51 lb/ft <180 lb/ft Wind Q R = 840 lb q=Q/L= 840lb/10 ft= 84 lb/ft <252 lb/ft Seismic Q R = 510 lb q=Q/L= 5101b/10 ft= 51 lb/ft <180 lb/ft Shearwall Shear Wind V = QL+QR+V above = 840 lb+840 lb+1940 lb= 361.0 lb Seismic V = QL+QR+V above = 510 lb+510 lb+1920 lb= 2940 lb Shearwall Unit Shear Wind v= V/FL= 3610 lb/(10' )= 361 lb/ftAK Seismic v= V/FL= 2940 lb/(10' )= 294 lb/ft Line 5 v1 Diaphragm Shear Diaphragmn Unit Shear Wind Q L = 840 lb q=OIL= 8401b/31 ft= 27 lb/ft <252 lb/ft Seismic Q L = 510 lb q=Q/L= 510lb/31 ft= 16 lb/ft <180 lb/ft Wind Q R = 840 lb q=Q/L= 840Ib/31 ft= 27 lb/ft <252 Ib/ft Seismic Q R = 510 lb q=Q/L= 510lb/31ft= 16 lb/ft <180 lb/ft Shearwall Shear Wind V = QL+QR+V above = 840 lb+840 lb+1680 lb= 3350 lb Seismic V = QL+QR+V above = 510 lb+510 lb+1920 lb= 2940 lb Shearwall Unit Shear Wind v= V/EL= 3350 lb/(13' +8' +10' )= 108 lb/ft Seismic v= V/FL= 2940 lb/(13' +8' +10' )= 95 lb/ft Line 6 ( / i Diaphragm Shear Diaphragmn Unit Shear Wind Q L = 840 lb q=OIL= 840Ib/14 ft= 60 1b/ft <252 ib/ft Seismic Q L = 510 lb q=Q/L= 5101b/14 ft= 36 lb/ft <180 lb/ft Wind Q R = 610 lb q=Q/L= 610Ib/4ft= 152 lb/ft <252 lb/ft Seismic Q R = 280 lb q=Q/L= 2801b/4ft= 69 lb/ft <1$0 Ib/ft Shearwall Shear Wind V = QL+QR+V above = 840 lb+610 lb+1360 lb= 2810 lb Seismic V = QL+QR+V above = 510 lb+280 lb+1310 lb= 2100 lb Shearwall Unit Shear Wind v= V/FL= 2810 lb/(2.25' +2.5' )= 592 lb/ft Seismic V= V/FL= 2100 lb/(2.25' +2.5' )= 442 lb/ft 3,ki 114 z ,_ _- D, 6� --- i' Sherman Engineering, Inc. LL-15- _ 3151 NE Sandy Blvd. Portland, OR 97232 5/1/2017 (503)230-8876 Phone (503) 226-4745 Fax SEW Diaphragm and Shearwall Design Side-Side Floor Level Diaphragm Main Floor Walls Line 7 Diaphragm Shear Diaphragmn Unit Shear Wind Q L = 610 lb q=Q/L= 610Ib/10 ft= 61 lb/ft <252 lb/ft Seismic Q L = 280 lb q=OIL= 280lb/10 ft= 28 lb/ft <180 lb/ft Wind Q R = 390 lb q=Q/L= 390Ib/2 ft= 193 lb/ft <252 lb/ft Seismic Q R = 170 lb q=Q/L= 1701b/2 ft= 87 lb/ft <180 lb/ft Shearwall Shear Wind V = QL+QR+V above = 610 lb+390 lb+570 lb= 1570 lb Seismic V = QL+QR+V above = 280 lb+170 lb+350 lb= 800 lb Shearwall Unit Shear Wind v= V/FL= 1570 lb/(2' +2' )= 393 lb/ft Seismic v= V/EL= 800 lb/(2' +2' )= 200 lb/ft ` —3 2_9 1 Line 8 Diaphragm Shear Diaphragmn Unit Shear Wind Q L = 390 lb q=WI_= 390lb/22 ft= 18 lb/ft <252 lb/ft Seismic Q L = 170 lb q=Q/L= 1701b/22 ft= 8 lb/ft <180 lb/ft Wind Q R = 0 lb q=Q/L= Olb/1 ft= 0 lb/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 = 390 lb+0 lb+0 lb= 390 lb Seismic V = QL+QR+V above = 170 lb+0 lb+0 lb= 170 lb Shearwall Unit Shear Wind v= V/EL= 390 lb/(2.75' +2.75' )= 70 lb/ft Seismic v= V/FL= 170 lb/(2.75' +2.75' )= 32 lb/ft 2`7 - 92 elf Sherman Engineering, Inc. LI- IL 3151 NE Sandy Blvd. Portland, OR 97232 5/1/2017 (503)230-8876 Phone (503) 226-4745 Fax SEW SIDE-SIDE LOADING - FLOOR LEVEL DIAPHRAGM CFolitlriark'l CLONeStr-fre---NN) 0 _.........14",;;;%,:ii,i;!.. .,......, 1 Ii 7 I0- 7 ---‘' ' 4 Da. - ..f--; EfArmii-1 ___Q_____i r,(e_i`l'i-- 0 ' / 1 'I al 14114- © o I 1ti _ 1, _. ,2f 1• ri �o � • ..J{�, _ Dr, �- if...M r ® — ,c:-= 7:-) r7SK I 1,_LO__,'\I I Go i l' r.-.. - ms-------c----_---a„-7. /), .-- ------r-IA IFIL — ,{I. i Fljt 7-_li 5-1554 s-t-A-t_ ____. i L______________,_ ____,. __ , - rs .i ,,,,-1____ (.7-0-y-co )KII, .=T--,-o–,— i ,k...::_._)_. --- 1 fr � 4 1 I 4111 ,I ..,,;.i.1 ` noomm U IIN IlillIU ii ,li \\pi \ N\() .____-1-r''''''&_ 7 Pig 11:10„II, �� itI -=--1.I. -.., ■r Vie**. I' 7C—I 7–'1— Tf/Y.I Sherman Engineering, Inc. LL- I - 3151 NE Sandy Blvd. Portland, OR 97232 5/1/2017 (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 Diaphr gmn Unit Shear Wind Q L = 0 Ib q=Q/L= Olb/1 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 = 440 lb q=Q/L= 4401b/16 ft= 27 lb/ft <252 Ib/ft Seismic Q R = 220 lb q=Q/L= 2201b/16 ft= 13 lb/ft <180 Ib/ft Shearwall Shear Wind V = QL+QR+V above = O Ib+440 1b+1640 1b= 2080 lb Seismic V = QL+OR+V above = 0 lb+220 lb+690 lb= 910 lb Shearwall Unit Shear Wind V= V/EL= 2080 lb/(16' )= 130 lb/ftA. Seismic V= V/EL= 910 lb/(16' )= 57 lb/ft Line 2 Diaphragm Shear Diaphragmn Unit Shear Wind Q L = 440 lb q=Q/L= 4401b/1 ft= 435 lb/ft <252 lb/ft Seismic Q L = 220 lb q=Q/L= 2201b/1 ft= 216 lb/ft <1$0 lb/ft Wind Q R = 440 lb q=Q/L= 440Ib/1 ft= 435 lb/ft <252 Ib/ft Seismic Q R = 220 lb q=Q/L= 2201b/1 ft= 216 lb/ft <180 Ib/ft Shearwall Shear Wind V = QL+QR+V above = 440 lb+440 lb+1910 lb= 2780 lb Seismic V = QL+QR+V above = 220 lb+220 lb+1040 lb= 1480 lb Shearwall Unit Shear Wind v= V/FL= 2780 lb/(7' )= 397 lb/ft Seismic v= V/EL= 1480 lb/(7' )= 211 lb/ft Line 3 7- Diaphragm Shear Diaphragmn Unit Shear Wind Q L = 440 lb q=Q/L= 4401b/2 ft= 218 lb/ft <252 Ib/ft Seismic Q L = 220 lb q=Q/L= 220lb/2 ft= 108 lb/ft <180 Ib/ft Wind 0 R = 680 lb q=Q/L= 6801b/18 ft= 38 lb/ft <252 lb/ft Seismic 0 R = 510 lb q=Q/L= 5101b/18 ft= 28 lb/ft <180 Ib/ft Shearwall Shear Wind V = QL+QR+V above = 440 lb+680 lb+2670 lb= 3790 lb Seismic V = QL+QR+V above = 220 lb+510 lb+2090 lb= 2820 lb Shearwall Unit Shear Wind v= V/XL= 3790 Ib/(18' )= 211 lb/ft Seismic v= V/FL= 2820 lb/(18' )= 157 lb/ft ` Sherman Engineering, Inc. Lt- 3151 NE Sandy Blvd. Portland, OR 97232 5/1/2017 (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 = 680 lb q=QA= 6801b/10 ft= 68 lb/ft <252 Ib/ft Seismic Q L = 510 lb q=Q/L= 5101b/10 ft= 51 lb/ft <180 lb/ft Wind Q R = 620 lb q=OIL= 6201b/10 ft= 62 lb/ft <252 lb/ft Seismic 0 R = 460 lb q=Q/L= 4601b/10 ft= 46 Ib/ft <180 ib/ft Shearwall Shear Wind V = QL+OR+V above = 680 lb+620 lb+3610 lb= 4920 lb Seismic V = QL+QR+V above = 510 lb+460 lb+2940 lb= 3910 lb Shearwall Unit Shear Wind v= V/EL= 4920 lb/(10' )= 492 lb/ft D Seismic v= V/FL= 3910 lb/(10' )= 391 lb/ft . LL OVERTURNING - Greensward Park - Lot 5 5/2/2017 Front Back Direction GRID 5HEAR 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-2 7 0.094 9 2 15 2.50 Wind 5.9 0.00 0.G3 MSTA49 V-1 33 0.148 9 2 15 55.54 Wind 44.0 0.63 0.95 U5e HDU2 0.95 M5TA49 LINE B V-2 6.5 0.248 9 2 15 2.15 Wind 14.5 0.00 2.03 MS1-37 V-1 7 0.33 9 2 15 2.50 Wind 20.8 2.03 4.79 Use HDU5 4.79 MSTGO LINE C V-2 10 0.088 9 2 15 5.10 Wind 7.9 0.00 0.49 MSTA49 V-1 18 0.059 9 2 15 16.52 Wind 9.6 0.00 -0.02 OK w/A.B.'s V-- \OT-Greensward Park-Lot 5 r c LL OVERTURNING - Greensward Park - Lot 5 5/2/2017 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 1 V-2 3 0.051 9 2 15 0.46 Wind 1.4 0.00 0.37 MSTA49 V-2 4 0.164 9 2 15 0.82 Wind 5.9 0.37 1 .72 MSTA49 V-1 16 0.13 6 2 15 9.98 Wind 12.5 I .72 2. 13 Use 1-1DU2 LINE 2 V-2 15 0.057 9 4 15 14.85 Wind 7.7 0.00 -0.08 OK w/ nails V-2 7 0.273 9 2 15 2.50 Wind 17.2 0.00 2.24 MST37 V-1 7 0.397 6 2 15 1.91 Wind 16.7 2.24 4.4G Use HDU5 LINE 3 V-2 7 0.185 9 4 15 3.23 Wind 11.7 0.00 1 .39 MSTA49 V-2 4.5 0.593 9 2 15 1.03 Wind 24.0 0.00 5.20 MSTGO V-1 18 0.211 6 2 15 12.64 Wind 22.8 5.20 G.04 Use H DU8 LINE 4 V-2 7 0.277 9 4 15 3.23 Wind 17.5 0.00 2.22 M5T37 V-2 10 0.361 9 2 15 5.10 Wind 32.5 2.22 5. 1 G MSTGO V-1 10 0.492 6 2 15 3.90 Wind 29.5 5. 1 G 7.88 Use HDU I I LINE 5 V-2 10 0.08 9 2 15 5.10 Wind 7.2 0.00 0.4I MSTA49 V-1 8 0.108 9 2 15 3.26 Wind 7.8 0.41 I . 14 Use HDU2 1 . 14 MSTA49 LINE G V-2 2.67 0.255 9 2 15 0.36 Wind 6.1 0.00 2.21 M5137 V-1 2.25 0.592 9 2 15 0.26 Wind 12.0 2.2 I 7.47 Use'HDU I 1 LINE 7 V-2 2 0.143 9 2 15 0.20 Wind 2.6 0.00 1 .23 MSTA49 V-1 2 0.393 9 2 15 0.20 Wind 7.1 1 .23 4.70 Use HDU5 LINE 8 V-1 2.75 0.07 9 2 15 0.39 Wind 1.7 0.00 0.55 I Use HDU2 , F."-, OT-Greensward Park-Lot 5 _/ .._... , .. , L.,...2 9 AL P GES SH.~ARAALL SG- EULE BE BLOCKEDOMUST �_ BE UNLESS f NOTED OTHERWISE 0 PANEL INTERM. SOLE PLATE RIM BOARD/ MARK WALL COVER FASTENERS EDGES STUDS CONN (SEE BLKG CONN REMARKS NOTE #3) e©► 7/I6"A.PA.- 0.1315(2-i/2" ISD®6"O.G. A35 8d COMMON®6"O.G. RATED SFfT'6 FULL ROUND- 6"O.G. 12"O.G. 1/2"x10"ABS ®24"O.G. SUITABLE SUBST.FOR (2554HEAD P-NAIL ® 32"O.G. 0.131"-F.RH.P-NAIL A6 1/16"A.PA.- 0.131"x2 1/2" IGD® 4"O.G. A35 Sd COMMON NAIL OK RATED 54/-16FULL ROUND- 4"O.G. 12"O.G. 1/2"x12"ABS 0 IS"O.G. SUBSTITUTE FOR ANY (350#) HEAD P-NAIL ®24'O.G. 0.131"-(q 6A.)P-NAIL L/3\4- 7/16'APA.- 0.131"x2-I/2" 2Od 0 3"D.G. A35 3x REQUIRED®ALL RATED 5141-16FULL ROUND- 3"O.G. 12"O.G. 1/2"x12"ABS 0 12"O.G. PANEL JOINTS 4 (505#) HEAD P-NAIL ®24"O.G. 2X 50LE PLATE Akl- 7/16"APA.- 0.131"x2-I/2" 2,�O G. 20d 0 3"O.G. A35 3x REQUIRED® ALL FULL ROUND- 12"0.G. 3/4'x12"AB.'S ® 10"D.G. PANEL JOINTS 4 (570#) RATED 5HT'6 HEAD P-NAIL STACRD. ® 24"O.G. 2X SOLE PLATES 7/16"APA 0.131"x2-1/2" 4"O.G. A35 0 5"O.G. A35 3x REQUIRED® ALL PANEL RATED 51-11-'6 FULL ROUND- STA6RD. 12"O.G. 3/4x12 ABS ®S 0.G. JOINTS 4 50LE PLATES (7`IO#) EACH 510E HEAD P-NAIL ® 24"D.G. OFFSET JOINTS EA.SIDE OF WALL 7/16"A.PA. 0.131"x2-I/2" " A35® 4"D.G. A35 3x REQUIRED®ALL PANEL RATED S6 FULL ROUND- 3 O.G.51-1T6 12'O.G. 3/4"x12"ABS.' ®6"O.G. JOINTS 4 SOLE PLATES (I DIO#) EACH SIDE HEAD P-NAIL STA6RD. 0 IS"O.G. OFFSET JOINTS EA.SIDE OF WALE, d 7/16°A.P.A. 0.131"x2-I/2" A35® 3"D.G. A35®5'O.G. 3x REQUIRED®ALL PANEL RATED 56 FULL ROUND- STASL. RI5111612"0.G. 3/4"x12"ABS (3 PER BAY JOINTS 4 SOLE PLATES (1550#) EACH SIDE HEAD P-NAIL ® 12"O.G. AT IS"o/c) OFFSET JOINTS EA.SIDE OF NALL HOLDO A \ SGHEDJL= 1 MARK HOLDOWN FASTENERS MARK HOLDOWN FASTENERS'7 NO SPECIAL CONNECT BTM. PL TO "HDU2-5052 5" (6)5D51/4x2-1/2'SCREWS \\0/ HOEDOWN FLR JST/BM/BLK'G (3.D KIPS) (2)2x POST W/SIMPSON REQUIRED W/ 16d @ 4" O.G. 55 5/8x24 ANCHOR BOLT (13) 1Od COMMON (14)SD51/4x2-I/2"SCREMS MSTA4G NAILS AT EACH END "NOUS-SD525" (2)2x POST W/SIMPSON v (2.05 kips) 13/4" c.c. STAGS © (5.15 KIPS) 55 5/8x24 ANCHOR BOLT MST37 (II) 16d COMMON °NOUS-50525" (20)SD51/4x3"SCREWS NAILS AT EACH END (3)2x6 POST W/SIMPSON © (2.34 kips) ® I 33/4" o.c. STAGS \e/ (x.87 KIPS) 55 1/5x24 ANCHOR BOLT MST48 (11) I6d COMMON " " (30)5x5 PI05T REQ'D 4�MS NOVI © (3.63 kips) NAILS AT EACH END a (8555 50525 KIPS) ANCHOR BOLT PER DETAIL ® I 3/4" o.c. STAGS (8535 USE SIMPSON 5B 1x30'U.N.O. "M5T60" (24) I6d COMMON (36)SD51/4x2-I/2'SCREWS "HDU14-5D52.5" 4 (4.53 kips) NAILS AT EACH END (O 6)(6 POST REQ'D4 ® I 3/4" c.c. (14.825 KIPS) ANCHOR BOLT PER DETAIL (44) I6d COMMON "HT52O" "GMSTI2" NAILS AT EACH END TWIST STRAP (10) IOD EACH END © (8.21 kips) p 1 3/4" o.c. ® (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 'SIMPSON" CATALOG FOR ALL HOLDOWN CONNECTIONS. 3. FOUNDATION ANCHOR BOLTS SHALL HAVE A STEEL PLATE WASHER UNDER EACH NUT NOT LESS THAN 0.22'1"x3"x3" IN SIZE. 4. THE PLATE WASHER SHALL EXTEND TO WITHIN 1/2" OF THE EDGE OF THE BOTTOM PLATE IF SHEAR 15 GREATER THAN 200 PLF. 5. ALLOWABLE SHEAR FOR TYPE AMAY BE INCREASED TO 330# FOR RIND LOADING. 6. ALLOWABLE SHEAR FOR TYPE AMA)" BE INCREASED TO 45044 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 8. HDU5 HOLDOWNS MAY BE SUBSTITUTED FOR STI-ID14 STRAP HOLDOWNS • M GE.,,I.,.@1(1, 1 (3)Wrox6ro-H , S geDN�s ¢01'h+n D ' =---— r—- ( allIMPWWww2PmPal ti ' JII 0 E,. _I , r • I 0 _, 1 AL3 l _ __ _ . NOINIMIONNIPM ( .�' �.. .._ �� w, �,� u.. u��� I -g.),Tulp 1II3 ;= B 1` TWALK-N 0.06E1 -�� P _-0-la ais 1 , , 7 ' , ri -,_, ir ' ImiLL4,1 Jim e ® bnxao i 0 EN , ,) D1 0 TI�TJ B4YJLLER _ i? 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TAe6 s.6-R'N SII95 51/0 RE WAR.54AR0110 BU W CLM,LM C.50110 SOF& OCCUR SHWA QOId/C TO FIE ATTEOIOH Lf GF 0'INTO COCREIE OR MRS0R1'. 4.PLACEIBIT Of LP4REE.441 4..m AO 36 on.1-441.ORYJEIE[Loc.OP riNRAED ..., SAT EA.BO 5ppsaTr 61Or ro3T M.I. TIE ESINER PRIOR TO STMT OF COMRdCT10N 50 MN490PJ BY STILTON PE3 Np*1040101 '... NMI *IAL W ON Kp' Y...M4Nx BRT NAT A CLARMCATION CAN IN ISSED.ANY RCP% b.ALL 80.1 HEADS NO IU15 ARCH BEAR A&.A115i 116 '94.Y.TT016 ca.MO R n .TO AT MSInIK .ETN..AEEa rRROR ro PVLxs lcw.PErt. •9M'oc.SiweePROJECT FERFCMED N CONIC,W TN THE cO ERACT FACE OF MOO T@FEiS SILL BE RROMED W M IS COMMON S- 0O�'��Salve k AlALL CODER 9L3N%A6N6i mEN N3.CCwRTE I.,ENx sPNFas and AIE FWNF.ra NITERhsTb NAE&Af.':,.7: MY.w NMr ORµ 17-R0/X•03-031 pOUIR ENR CR AM CODE REOAFBENIS SIM/BE STMOMN FETAL MV61fRs. 6 TO PL KED. NET.STATED W tlG'OR NT.ALL RI.6 77.EMB IPPR •1M• '7 MEI ION BE W..1.40441 CORRECTED BY IN CONTRACTOR AT M5 O.ENENSE. 1.ALL FALLS• L NAVE BR,...PRomer,BY QE B.AL BE•0OC46 BARS NOOK EAT No ones COMM.1.STATED As YAR:OR NTT. OF RE KNOW REaR�BY COM SECTION 2700. COUE E•GAITS SALL eE EIL`Sta.IN yTb- 5 Ya CO.. CJS•BN met.'"SO• 3.ALL MOR-SMALL L0FOR1 TO LME M••Pl•i STNOMP OF 771"''4"' 77 EM.9E NOW A ear.AM TIE FOLLOR CODES. 0.ALL NILS SNNA BE COM011 NAILS NM.,NALNES %.1101 PRIER r0 0.AGM6 CLKAFR. B fA6 RR,..O./..BAR SPLICE DEvas •L4•es. 202 NTL AMO LATEST RE/61016 REFERRED TO REE REOU EPENT5 MIRED N IBC TABLE 2304.91 51511 o.FRA.S.M.FOR N.166 M0 ELECN.N. IAP ff AD.SIBS MO 1.5911 IE 5B NITOrye. CM...ON COMCN NRTSq' AS"TILE COM,ANO ACI'OBER RE6LLATNK MERCIES BE FOLDED IVES&01ERNISE NOTED. CP..x COOPER fEf0E RAC..DO T. W CEMOP IN ILL GMS.SERB6M R nE GMP 5•031 NA.AT EAE.E. W> S�� M!NX)2000 FSO MICR NAVE AUTHORITY OVER ANI PORTION OF TIE Ort AMR ECR.ANICII KAT COERKT.4.6 PIR MO PENAR PWO.A REPORT.NETKI FOR A •1�•O4 F-. SIR_ 9..TWPTEI BOLTS BEFORE CLOS.IN .ETE 6101 REINTER.'cm'TLE ROWER BY SERV/.CONN Bpns ('') NAONCf O LC..6 NOT 51041 ON M �i 4.TIE LOIRRACT STMT..DRAMAS AM IO.USE O MALME SAL.6.,ECT TOA 1... 'g TREY OWRPh.1 WOD>0L L roTikl0.S x LOIRTALT W M nISNIE:TREATED 1400 sm.BE ..---!! SPECFCATI06 REPRESENT TME fn•SED sTRK.TURE. SATISFACTORY JOMITE DEMO.TRATICN FOR EACH NST WOTO6 on It P.O.of NEMC x •.CONCRETE��T0I1 FOR RENOPL3En ioAROSICN RINSTAMT P!R IBL]So'1V03 1160 DO IIOt KRA.TE MAYA OF CO.TRIL IO L PROSECT NO TME APAROJN BY M PROJECT41 2.1.064 TO/ER. 1 INSTALLATION REGYEREMTS PER TIE WRTRA4TOR R R9' PRRE 041 PEAliEs AROITKT OR STORM,ENGREER TME YM5 NO MALLS OU...IL CONCRETE.4.5T@'EFDI. .416•eATARD•RJR Au 0.01.1.01CGANEGTONN E NECESSARY TO PROTECT TME STRICT.C 01.0 APPROVAL 6 SELECT-O ta1TI ED SATISFACTORY 0.Ms LAKER.r 051..9017I42 LIE Fawn.mg.[PORE coyNt S You AL0N ANOOR BoLTs SIM.!MLR A STEEL PLATE rSM..NOM EAC..Tarr lb. 4.5T...rt..SIKH MFASRES SALL INCLUDE B T PERWIEWL.E.IACIRE NMLN6 WILL NOT BE DEEMED N STRCTWL CONCE.1 E.F1 SWl Q PMVOED FOR tEMOR TER iR.VA.O2rNesS m S]L NOT BE LIMITED TO BRACING.SNORM6 FOR LOADS RE APPPOst0 N 546 200 RYN0017.IF NALEAD• MERE WCfYxOT NPPo f°BY BD.HR. UN.NOTED O'10•'MSE, ca. ♦,M RAT!✓A!R s.w0 ItTRO TO I+TIx.✓f aF M[wE aF M 6CnOM MlE TO Cg6TT6CTION NUM,ETC.OBSERVATION PBETRAIE TIE OVER PLY MORE TOW M ILO MEDS SEPTAL NOT O2ILNE OR MERE. F V YEAR IS 11704101 THAN 2OC 0.P. CV 6615 t0 TME SIE BY RE ST6CTIRAI E NER 51041 BE NOM.FOR A TWO N..OR F M.. IEEFCPLNS Ws.SPACE EINDDEO PEES S.ALLOM.OLE...AA FON TYR®RAT K XICFRMm TO•J50•FOR NRO LOAO.6. N SNALL N7T 046 RESPECT.OF TfE ANNE ITEM. ALLOWABLE wee DSTAK ARE NOT MNNTATER AT A...3 O KERS ACOYRVE CAST.016T MO MRIAMTL4 3 N ALLOMANN NEAR root Trp!®MLT rt 4- • To S u*5 a0 L mm.. F--I S.CONTRACTOR SMALL NVESLAMTE SITE PAM TIE PEFOR ARCS 001 BE DFEPED AEATISFACTORY. DPOD 10 EMM CLEAR.MO EMTINC11%OPERATIC.FOR FILLED I N.ALL SYC DIAMETER AND CAGIER BOTS GAMIER GAR 6 CaYRif 6P0'81 ED(MM OR WATIER 1.168=OE.wDa.N 3Y IOM&I*•O1.•DIA x SP LONG ETM.001'PA x 23'LONG EIIAVATIp6 0R BRI®SERE.,NCBAS ����1 11.IQ6 noLooIE6 RAY BE SIBSTTDIEO FON ST14 4...NOLO.. CESSPOOLS.OSTERI6.FOROATIO6.ETC.IF AIR ON DRAM.,INCLIIDIN6 ANCHOR NEW.). EARTH!KIRK MO..TMWb110.6 614 ] O SCR SiWC11RE'ARE FOEO.CALMER Stall SRML NAVE MALLEABLE IRON IA`1E%AS L61� TO 5 ELK.OR CRP.AW 904110 I. to ROMEO M,ERAIELT. QOM YOER r1E KM MOOR Wt LRMNS PI (y NOM.KL B0.TS SHALL HAVE A YI•MM EEED.91T .4.E., M COMM.OR MASOIRT AS LISTED�OML L.UNACEONCRET MO O10.ENO.To IG1M9 OR M 00414101 WIN NL'1F0. PER..STe1Lrl•65NVLNM CNfMI'oo on. R015T0plNO 9AO.IML13..[6T} 4 PREFABRICATED WOOD MEMBERS n T wx R h' s6' �.''% M Mn E SOL OR ORAL N S RCMN Fu MEL.M.ARD SAPPER vA U= Q 0' 6 6 0.SLOPES FCR M.N.FLL SWILL HOOT ES SIMMER TNA4 U 0 ISL40.56SAI e0001E®pNOCEn DON 116 MM ER-1.2466 4 N HRTIC-,ARE FOR M Y GU IWIONTK RATS 0706 OtMNYh5140 RAS MNIRM.ABY DE TRIS ��"" NOT.OIl9OYXm MAPIYORN SOLS REF.. p.T 16-4 LOST 400,M J06t,rt-011IR006fD EOYL. NAAf`R"RNfl81 ,34,..AT r }-Y4 ]- 5.1@PoRRY YOBS ORM COOTRCTON SNI.NOT BE 2 POOR TO 2085W.NO...ANON N: ES,BI'SBII nom NsERrc,K BR FCR EVERY 1 COLUMNS A HEADERS y ...RARER 6.1.31.0 CNN CF CON. m.o.OAT 6" b' B' p P MOR1c41TN RATS.REP.RLO+EOID m M MPROVEO X90 REPORTS FOR NEV. F. 4• y y T 5045 WORT. IMAM. NO 3 IN IAlBUMS MO fNRXATOI MON..FOR 0IM .M FLL OR SOR..ef LAWDS 51ALL K RK . NLTE TE RSM.CprLT MM LIE RfnsE.Brt •WLALMTO MT.6.CN STITTE E.ESS S. PROVIDE 142.T.2%SiL05 ALL MOOR 80.15 SITYNL BE U'LOIS.UNLESS 67041 TO BEAM OR a OAEIt CBO.CRT. NO.O..... 610.6 ort S.M.6.4040E d rebtAM.6 M 6 C.NEON 4 CONTR. O l TIE SIS 410 LLYAIYAI P AL X01155100 R 09 Acallas.LOADS TO P(AIDATION AS F.144.40.ER•RECO4EO8TIM OR 0 0.ALL 104054E SHALL TE MWFEE5 ACTD BY 6053*140610.Q...cm TNAa PONI .GW PDE 4.TOIL TTP.• ,y REPORTS. SAMSON STFO6-TE ME.NOTED OTIERWSE.ALTERNATIVE AF ECTm BT ANY EKAVATCx oR ca4SIT 1CTia.SWL ALL ERA..•ENTINT. L. 5.LOP M0 BOOM FINERS ARE NOT m BO UT. NAMM.MST BE APPROVED BY ENGINEER. 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IESL]] Hti 'PION fLL100.6 OrtR6 SrO9Ka OR LRMR MATER ® ..2 LI, W 30,34,1.PAP ('A M EA PAY F'"' R 56SRTN TO M BFAEBR FOR R'VE.a .050..1.1.151 Y.O OR onEREcoleO.c Toll .•LL E, ID CC.OCMJ:.ON Sval NMfEeVNCM CE10 • 1 A6AR6r SllO.60R•IS tAMrIM4rON �4 36'K36'K12'PAD l3J M fl..INS 41 BEN Sr/MI TE flM6 VOLAE TOADS 5.041 a RAKE ALL,EC!SRI Ns..Kt OF ARE to P9OFE4C MAIN NfBdKNDRS N .......ip511RMMCl ar AREAS M•ER CONCRETE TrMNs-. 171 Q PaMRro. E 42'X42'x12'PAD (4)M EA WAY o_o N_V S.P.R.0005NCTaL AREAS of 4 ISG SNIL EE LTG ,..C4.PROPER,MOOD NO tart COEA.u STROM MA1eT E 413140'1112"PAO W M PLAY AY MR RM 0.O.TO P. SOM..OF Of OAS!OP 4. F00M145 NO FO00411045. P7 54'54117 PAD (4/M EA WAY -••-y V1 V S.C.,EL L*5*8*4.ftSIL CGet 01.RELATE.".1. STRUCTURAL 6R.016'w•-1IO51a•P4110 MCA Nov 61.6 OF NOTES OR..<.IMr6NK. 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