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Plans RECEIVED DEC 3 0 2008 MILLER CITY OF TIGARD CONSULTING BUILDING DIVISION ENGINEERS STRUCTURAL CALCULATIONS Autumn Oaks — Office Modifications 11200 SW Greenburg, Tigard, OR Shannon Construction December 19, 2008 Project No. 080621 13 pages Principal Checked: /5 '015tilf.141ttP . �OF •1 THESE CALC . • .i .�. �, VOID + 4. .p Iludastiscrollow u, 51669 , 4 famitlistaber: -AA OREGON AND SIG • T ORIGINAL EXPIRES: 06 -30 -20/0 ***LIMITATIONS*** ENGINEER WAS RETAINED IN A LIMITED CAPACITY FOR THIS PROJECT. DESIGN IS BASED UPON INFORMATION PROVIDED BY THE CLIENT, WHO IS SOLELY RESPONSIBLE FOR ACCURACY OF SAME. NO RESPONSIBILITY AND / OR LIABILITY IS ASSUMED BY, OR IS TO BE ASSIGNED TO THE ENGINEER FOR ITEMS BEYOND THAT SHOWN ON THESE SHEETS. 9570 SW BARBUR, #100 OFFICE COPY PORTLAND, OR 97219 PHONE (503) 246 -1250 FAX (503) 246 -1395 9570 SW Barbur Blvd., Suite 100 Portland, Oregon 97219 -5412 Phone (503) 246 -1250 Fax (503) 246 -1395 www.millerengrs.com American Consulting Engineers Council ' Building Code: 2006 International Building Code as amended by the state of Oregon Soils Report: No Soils Report by: N/A Dated: N/A Soil Bearing: 1500 PSF Retaining Walls: No Equivalent Fluid Pressure: N/A PSF Material: Wood: x Steel: Concrete: Masonry: Vertical System: Lateral system: N/A Roof Framing: Manufactured roof Trusses designed by others? N/A Snow PSF Attic PSF Floor PSF Other PSF Basic Design A= 0= A= p= Loads: Deck 40 PSF Garage PSF Corridor PSF 0= 0= A= Lateral Design Parameters: Wind Design: N/A Wind Speed (3 sec Gust): 100 MPH Exposure Importance Factors I = 1.00 I = 1.00 I = 1.00 l = 1.00 Occupancy Cat: II (wind) (seismic) (snow) (ice) (Iw = 1.0 with wind concurrent with ice) Seismic + Dees s i • n USGS Earthquake Hazards Program 2% PE in 50 years, 0.2 sec SA = Ss 2% PE In 50 years, 1.0 sec SA = S1 ` Design Summary: The following calculations are for modifications to the office of an existing apartment complex. The scope of the modifications includes the removal and replacement of an interior bearing wall with a new steel beam, changes to interior partition walls, and multiple window and door changes at the exterior walls which required shear wall design modifications. No changes were made to the upper level of the building. . 957 SW Barbur Blvd. Project Name: Autumn Oaks Apts - Office Modifications Project #: 080621 Sui te One Hundred Portland, OR 97219 -5412 Location: 11200 SW Greenburg. Tigard. OR MILLER Consulting (503)246 -1250 Client: Shannon Construction Engineers FAX: 246 -1395 BY: JWH Ck'd: A/ � Date: 12/19/08 Page 1 of 13 2001 National Design Specification for Wood Construction Reduction Bending Shear Bearing E Rb 5 Beam Copyright ® 2004 Miller Consulting Engineers, Inc. CD 1.00 1.00 KbE 0.44 Mark IBrg. Wall Headers I Material: DIMENSIONAL LUMBER CT 1.00 1.00 1.00 1.00 FbE 23991 Grade: DF /L No. 2 or Better CF 1.30 Fb' 1170 psi Span 5.5 ft Lu = 2.00 ft size= 4 x 8 C, 1.00 1.00 1.00 1.00 Fb' 1167 psi x1 = 0 ft w1= 715 lbs/ft b= 3.500 in CI 1.00 1.00 1.00 1.00 Fv' 180 psi x2 = 5.5 ft w2= 715 lbs/ft d = 7.25 in C, 1.00 Fc' 625 psi Xa = 0.75 ft Pa= 236 lbs A = 25.38 in C, 1.00 E' 1600000 psi Xb = 0 ft Pb= 0 lbs S = 30.66 in C 1.00 Fbe /Fb' 20.51 Xc = 0 ft Pc= 0 lbs I= 111.1 in Ch 1.00 R1 = 2170 lbs V = 1739 lbs El = 177836 kip -in R2 = 1998 lbs M = 2790 ft-lbs Le = 4.12 ft Material DIMENSIONAL LUMBER V ARma = U 360 0 = 0.09 inch Fb = 9D0 psi Grade OF/E No. 2 or Bears V Fv= 180 psi Load Duration, CD TENVEARS I.0 DmlvuvE VP Fb'=( Fb)( Cd )(Ct)(Cf)(Cm)(Ci)(Cr)(CL)(Cfu) = 1,167.0 psi E = 1600 ksi Temperature Factor, C, DRV r o - 1000F V Fv'= (Fv)(Cd)(Ct)(Cm)(Ci) = 180 psi Fc = 625 psi Wet Service Factor, C,,, MOISTURE cow LESS THAN 19% V E'= (EXCt)(Cm)(Ci) = 1,600 ksi R1 Req'd Bearing Width 1.00 in. Incising Factor, CI MEMBER IS NOT INCISED V Fc'= (Fc)(Ct)(Cm)(Ci) = 625 psi R2 Req'd Bearing Width 1.00 in. Repetitive Factor Cr _ MEMBER IS NOT REPETITIVE V fb = 1,092 psi < Fb' = 1,167 psi Bending Capacity = 93.6% M = 2,790 ft-lbs < Mmax = 2,982 ft-lbs Member 4 o B ■ fv = 103 psi < Fv' = 180 psi Shear Capacity = 57.1% V = 1,739 lbs < Vmax = 3,045 lbs 4 x 8, DIMENSIONAL LUMBER Max Defl = 0.087 inches = L / 755 Defl. Capacity = 47.7% DF/L No. 2 or Better 4,000 0.000 3,000 0 -0.020 2,000 �e�' -0.030 o a 1,000ry -0.040 -0.050 0 7777-- ,71,.: � -0.060 -1,000 -0.070 „ -2,000 -0.080 -0.090 -3,000 O O O O O M m o m o o -0.100 f Shear .7 ,- .- .- N N N 1V W CI V O O r .n n v O O O O : - - - -- ry N ,,, n m..... . N - Moment Distance (ft) Distance (ft) --) r t(N 4 50 8 DFL_ 4* Z >2 S c) Pe_NI i,.i L, C i AJ (E) get, 6-44 -1 L 9570 SW Barbur Blvd Autumn Oaks - Office Modifications '' 04 Suite One Hundred Project Name Project # 080621 _ Portland, OR 97219 -5412 Location 11200 SW Greenburg, Tigard, OR MILLER Client Shannon Construction CONSULTING (503)246 -1250 ENGINEERS Fax: 246 -1395 By JWH Ck'd /S Date 12/19/08 Page of . Joist Splice PI W 1 1 1 1 1 1 1 1 1 1 1 1 i l L = 16 ft i . Existing Member a = 3.5 ft b = 3.5 ft R w = 55.00 plf Ra f Rb Rc = 440.0 lb W EMRb = 0 = 55(3.5)(5.25) + Ra(4) - 440(7) ! * *. Ra = 591.3 lb : Splice Member EFy = 0 = Rb + 440 - 591.3 - 55(3.5) Rc Rb = 343.8 lb a b Fasteners L A = 7 fasteners B = 4 fasteners Va = 84.5 lb / fastener Determine Rc of full span based on loading condition Vb = 85.9375 lb / fastener EM to determine Ra in splice SFy to determine Rb Ra = shear plus moment couple in splice Rb = shear in splice SPLICG (N) 2.->c is DFL dogs S ( J -In- o yr e L ,A w,/ Mo/, (7) rod UflL.3 610 of SPL4 CE 9570 SW Barbur Blvd Autumn Oaks - Office Modifications • Suite One Hundred Project Name Project # 080621 _ Portland, OR 97219-5412 Location 11200 SW Greenburg, Tigard, OR MILLER Client Shannon Construction CONSULTING (503)246 -1250 ENGINEERS Fax: 246 -1395 By JWH Ck'd /i Date 12/19/08 Page of ti� w STC L- Zen-uA 0P-r7 L00,91 ,1/41(2,, (o E F �9 :0 " +2-0`' c►T.)� (25 - is,,x r_c) F : sa t'lt (i&f) - 234. *IP /3 v ..‘ R- f (4zi It> i(..4- (© - ►z' ( z'- za''i.") Z utat L = ` 8C7-') �� FA-4- (0\- Z -4 l Reactions - kips, kip ft 747 I T 7-2,5 ) } A,� 3 . D , ( (�• 5 ) 0) _ !<Th Shear - kips h(1✓��W Io / t7 11.802087 1 /� UiZ ; A,,.> 3, 2 ) o t4. (_5o5t,C3'Z)(1)(It‘;1 57k I o K -9.40 Dk &u..3 t„ = t7,7 11 24 " W t(-Dx y S a rm WlZx`{S Moment - kip ft " _� L �. 4pt vh't'� Q� 12�C3c�� 0, 72 ( 71 65047 < �ksW(`IB,II4 (O o� rn 7�3 . (. ( 'Z CA- �i ° e&- coMr'(EN0`✓) �. I v sE wi0xy o�. w 2 5 L (1E 9570 SW Barbur Blvd Autumn Oaks - Office Modifications Suite One Hundred Project Name Project # 080621 Portland, OR 97219 -5412 Location 11200 SW Greenburg, Tigatd, OR MILLER Client Shannon Construction CONSULTING (503)246 -1250 I/ ENGINEERS Fax: 246 -1395 By JWH Ck'd Ks Date 12/19/08 Page of 2005 National Design Specification for Wood Construction Reduction Bending Axial, Fe E E,, Rb, 8.7 • Post Copyright ® 2008 Miller Consulting Engineers, Inc. CD(Vert) 1.15 Rb 4.4 Mark 'Posts Supporting (N) Beams I Material: DIMENSIONAL LUMBER Crepom) 1.00 KbE 0A4 1. 2 . __%4 I Grade: DFIL No. 1 or Better C, 1.00 KbE 0.44 �' d { 1e° size = 4 x 6 C, 1.00 1.00 1.00 1.00 Fbe, 9901 r7 d d, = 3.50 in CF 1.30 1.10 Fbe 38420 e„zf • d = 5.50. in C,, 1.00 1.00. 1.00 1.00 K 2300 P I a I' A = 19.25 in Ci 1.00 1.00 1.00 1.00 K 0.59 e xz S, = 17.65 in Cr 1.00 Fbx 1300 psi Height = 7.58 ft lu, = 7.58 ft S = 11.23 in C 1.00 Fby 1300 psi P1 = 11802 lb 1u 7.58 ft Le, = 13.95 ft C 0.99 Fe 1898 psi P2 = 0 lb r4,,= 36 ft-lbs Le = 13.95 ft C, 1.00 Fb; 1290 psi ex1 = 0 in My= 0 ft-lbs FIN = 1000 psi Cp 0.36 FbY 1365 psi ey1 = 0 in Ke, = 1 Fb = 1000 psi Cfu 1.05 Fc' 679 psi ex2 = 0 in Ke = 1 E = 1700 ksi E' 1700000 psi ey2 = 0 in le, = 7.58 ft E, = 620 ksi E,, 620000 psi w, = 5 Ibs/ft le = 7.58 ft Fc = 1500 psi Fbe,/Fb,• 8 w = 0 Ibs/k le, /d, = 25.99 Fce, = 755 psi Fbe,/Fb, 30 le2/d2= 18.54 Fce 1863 psi Material DIMENSIONAL IAMaER V fb, = 24 psi c = 0.8 Grade DF/I. No. r or Better V fb = 0 psi Load Duration, Cofv. Two morass 1.15 seowloAD V fc = 613 psi Load Duration, Cop,,,,.) TEN TEARS 1.0 OCCUR uvE V Temperature Factor, C, DRY T< - un0F V Wet Service Factor, C MOISTURE cart uss THAN 19% V Incising Factor, CI MEMBER IS NOT ii ism V Fb = ( Fb)0(Cdh)(Cr)(Ct)(Cf)(Cm)(Ci)(CL) = 1,290.3 psi Repetitive Factor Cr MEMBER IS NOT REPETnwe V Fb'y=( Fby)( Cdh )(Cr)(CO(Cf)(Cm)(Ci)(CL)(Cfu) = 1,354.8 psi I Fc'= (Fc)(Cd)(Cm)(Ct)(Cf)(Ci)(Cp) = 679 psi Member 406 I v E'= (E)(Ct)(Cm)(CI) = 1,700 ksi Emin'= (Emin)(Ct)(Cm)(Ci)(CT) = 620 ksi 4 x 6, DIMENSIONAL LUMBER fbx = 24 psi < Fbx' = 1,290 psi Bending Capacity =1.9% DF /L No. 1 or Better . fby = 0 psi < Fby' = 1,365 psi fc = 613 psi < Fc' = 679 psi Axial Capacity = 90.3% Combined Axial Compression and Bending Combined Capacity = 91.7% fO-. i 1Ngc. .r--E L1 l teM • `j C t o ( 9570 SW Barbur Blvd Autumn Oaks - Office Modifications - ars Suite One Hundred Project Name Project # 080621 _ Portland, OR 97219 -5412 Location 11200 SW Greenburg, Tigard, OR MILLER Client Shannon Construction CONSULTING (503)246 -1250 ENGINEERS Fax: 246 -1395 By JWH Ck'd /4 Date 12/19/08 Page of S +1EM2 ll-JAN,l. StlL INA ( Ca,. 1 Lt..t`)) TO L- 5t+ � INTO W A-t,L Ltt i 1 . 33 4 6 SH. AZ. P12 i hJT Per At_ - 0 w4(..- L 1 -(0 1 6, ; C 3 6 -c-1- 1 (E 3 P4- ,, / 41 8 4/ ) 7." Z' '4- t6-2z; / 3 es'C(23y F4-`) = 35 # R 11) L3'334- _ _ 13,5r -k- Pia. 1 C" tZ- 31,, 0 --- `�' / ,-'-# 1✓ . \c - 21a.... ■ TOOL P.CN?M OFFICE 1 1 _L n - -y ...„ i CO LAUNDRY ROM (N ) CLUB HOUSE 2 — — _ -- x L- ID 4 Zlb - .. Z L= (-- - • ■ BATH WOW STORP.GE A �d . i I' �x� -- t _� rorc e��7D:.:Lg Kc� 1 I� K� `� >I V ?AL 1 L- l o P} L= Io f� — '5 IA LA-2 4-lotLA, PLA N 1/1 1 /3 J, I - o " 4 9570 SW Barbur Blvd Autumn Oaks - Office Modifications Project Name Project # � Suite One Hu ndred 1 080621 lb Portland, OR 97219 -5412 Location 11200 SW Greenburg, Tigard, OR MILLER Client Shannon Construction CONSULTING (503)246 -1250 �/ ENGINEERS Fax: 246 -1395 By JWH Ck'd /1S Date 12/19/08 Page of 541 2 WALL-DESK i CoNT', w Aw uN.G R4 /lr : 334E 4 / = 335 P t_f 3,80 r --e- 1P E S 5N t✓aew" -fit_ ? Z C#. Z Z fl- Zvi- Z / 1 ://,' I 1 l 1 1 1 /� / // : ///: i/ f' 41 Iii --¢ t oG ( 4 Ck 1 0 4- CA (Z.- tbi t1J (iPPS?% Q,.5) ?t'►aStbIJ Ire STt F".S B t t..,t.,\LowS = T - (70 = I - 3 ( #* 141 / 4k 4- I"]c5 e --t---- uSL' stNPs, ,.. cS I6 SmAPS WI t_o) IOcl . r Czo) k d 1../ A, (LS iN 15 /52 SNEM NI cri N A-tLs j E MW, a LLD" E . 510 E oroetoi -V �L-1 ` I id) (I'( 22724 ,/,../3/# or..,it --, W40 GAnr 71_44NsFer2_ /Aim s HL-14-n rntel cD p-V LoPt -tGtir oc StkE- lwrO l�wS 'Pr-t 6:1_ 670# (-I 2.. = 3 B 1 1...4 7 24(3 1 -B" �l-oL. 2 Pn",40.1) (OkALtd Mor = 3'3 0,- ( '61') : IZ, k- VIe, = (3e{ ( 4 - 103 p3F)0,667 f9 �2 (1 C�-)(Z -X r ) ( /R} ?4t lR 4_254433 tAc = 22,E k- D, 6, Caz ) _ /g. c. > i a. 3 --1)-- N1 c M oT No Hoc-Down! E-tQD lAINIA 1-11- Ca. - - kr� 35q c - �io, 5 f� l FIX- 38c) P Lc_ --- - NPE F stj- we, t,L (5 td F 1_Lot,.) t ►.Jt.1 I G FW2 ( =v E1 M+ k t4 k.. 9570 SW Barbur Blvd Suite One Hundred Project Name Autumn Oaks - OfficP Modificationq Project # , la Mill Portland, Portland, OR 97219 -5412 Location 11200 SW Grccnburg, Tigard, OR MILLER Client CONSULTING (503)246-1250 Shannon Construction ENGINEERS Fax: 246 -1395 By Ck'd s Date Page JWH 12/19/08 of SN EAP wAu_ DENSIbo I Co,.1T , wA LLULs 1ZZ Co�rr• , ..vEeTut2J1/4.3 t ' /. l , ' -6 VI or = 3S C ,433 ) = Z6, Z. k -c--- Me,. ; .o, = 3: k -C 7Z T,_ . Lz - o, (. (5.-5) 1 Z2.78* 2.-494 t 7ices • U S "N PE I-tot,D owN5 M (NA u__ Li NE R2_ 0 - whLt, L ,-6 E P2 a_ q,5 Or e3 b 5 r� 3316 - , „ -� = 33�c- z. l5.S (_ ' — y Z Pt 21,83FN P f 3 X53 (8,33) - l Z75 e5Q, /530/3,5, = Zo65# rz> ebb v. 33c-.\-- 1 3, 5c-{ - uS - It( P6 A Sµ wAt:L f1' �3q. eDJl:tz_T - L- (e3' = . L 3 ) � e, (� , i ) (,B s �- , 2 ,17 k— �— 'r D./8-0,6(z.1-7)], = /04/2...,44-- G 2-1-9 4 /Ilk /8,33 Co dir 9W 1 Autumn Oaks - Office Modifications Suite 570 S One Barbur Hundred Project Name Project # 080621 _ Portland, OR 97219 -5412 Location 11200 SW Greenburg, Tigard, OR MILLER Client Shannon Construction CONSULTING (503)246 -1250 ENGINEERS Fax: 246 -1395 By JWH Ck'd 4S Date 12/19/08 Page of FA LL LAp- e. Ri (S FoL -otr Wt-, P/i v2 rL- roeA -TED - ( / ioec 774"15 r"Z."e- . ANft-Y.5e S OF l � 3b llor = Zob5 tt (7, 8S -) _ /b, 2 k _ - Me. = (i3, 5 ) ) C81 ( 5 F 5; 7 / k_ �Z c = Ilb,Z - o,,b(5 ;7/y = 74b zy 9�! S 055- -pi P& 9 go Q J 3 AT )4LC Lt i3: f3 6 WAIL Ll,.►L p`\ g�46 4- 2.U- T-4,, . Zt:i 2 - F-46 SFr 2 / .-----------...----, 4 � j r 1'2'1 � -- F t % /J' f ' I / / ,-3" ,o, i.D,_ S„ ,,,,9G�, 5 .1Z__ flLiz_.Fo2A'rt 5 4/2_ t,L,aLe. Fate rez. ati 'st a F54 2 a.MC, e4 l „, 6. 9570 SW Barbur Blvd Autumn Oaks - Office Modificati - Alit Suite One Hundred Project Name Project # 080621 Portland, OR 97219 -5412 Location 11200 SW Greenburg, Tigard, OR MILLER Client Shannon Construction CONSULTING (503)246 -1250 ENGINEERS Fax: 246 -1395 By JWH Ck'd fs Date 12/19/08 Page of Wall: Level: 1R3 [ _ This analysis uses the force transfer method of designing a perforated L shear wall. The free body diagrams shown, are for a generic condition. L, L2 L, The input value of L should reflect the shortest wall section adjacent to the window opening. v 7 — — — — — __ I I V = 2069 lb Total shear force. I 1 P L = 13.5 ft Total length of wall = = l \ L = 3 ft Wall pier length. L2 = 6 ft Length of opening. L3 = 4.5 ft Wall pier length. J_ H = 7.83 ft Total height of wall. H = 1 ft Critical section depth. L .5L2 H2 = 3 ft Height of opening. v = 153 plf v = L Shear at top and bottom plates. = F V IF„ tn Vwall = 276 plf viva11 = L 1 +L 3 Shear in wall piers. II Fh = 920 lb F =v(L1 + 0.5L2) Horizontal force at critical section. F F h (H , + . 5H 2 ) Fv = 383 lb L. = Vertical force at critical section. L +.5L P = 1150 Ib p = F ,(5L 2 ) Critical strap force. H F /head = 383 plf V head = H Shear in panel above opening. 1 Vmax = 383 plf Critical shear force. Strap must be designed for 1150 lb force. Anchor bolts must be designed for 153 plf shear. Shearwalls must be designed for 276 plf shear. Panels above and below the opening must be designed for 383 plf shear. Vmax = 383 plf < 490 plf - OK (Use Type C shear wall sheathing and nailing per Sheet S7.01 Tmax = 1150 lb < 1370 lb - OK Provide Simpson CS18 strap continuous above and below window opening with (16) 10d nails total; extend strap minimum 28 inches beyond the sides of the window opening. Provide blocking as regd. *See page for overturning calculation 9570 SW Barbur Blvd Autumn Oaks - Office Modifications . Art Suite One Hundred Project Name Project # 080621 _ Portland, OR 97219 -5412 Location 11200 SW Greenburg, Tigard, OR MILLER Client Shannon Construction CONSULTING (503)246 -1250 ENGINEERS Fax: 246 -1395 By JWH Ck'd Date 12/19/08 Page of Wall: Level: 124M. This analysis uses the force transfer method of designing a perforated L shear wall. The free body diagrams shown, are for a generic condition. L , L L, . The input value of L should reflect the shortest wall section adjacent to the window opening. v — — — — I I V = 1673 lb Total shear force. I P L = 10 ft Total length of wall. _ , I \ _ _ _ Fl L = 2 ft Wall pier length. L2 = 6 ft Length of opening. L3 = 2 ft Wall pier length. H = 7.83 ft Total height of wall. — H = 1 ft Critical section depth. L .5L2 H2 = 3 ft Height of opening. F v = 167 plf v = L Shear at top and bottom plates. V iF� • uwall = 418 plf v,,.arr = Shear in wall piers. 11111111 L + L in Fh = 837 lb F = v(L, +0.5L Horizontal force at critical section. F (H +.5H ) Fv = 418 lb F v = L, +.5L2 Vertical force at critical section. P = 1255 lb P = F (.5L2) Critical strap force. H, F ahead = 418 plf vhead = H Shear in panel above opening. Vmax = 418 plf Critical shear force. Strap must be designed for 1255 lb force. Anchor bolts must be designed for 167 plf shear. Shearwalls must be designed for 418 plf shear. Panels above and below the opening must be designed for 418 plf shear. Vmax = 418 plf < 490 plf - OK Use Type C shear wall sheathing and nailing per Sheet S7.01 Tmax = 1255 lb < 1370 lb - OK Provide Simpson CS18 strap continuous above and below window opening with (16) 10d nails total; extend strap minimum 31 inches beyond the sides of the window opening. Provide blocking as regd. *See page for overturning calculation [Du- OF t qt -aDot.ii —9— AD (") �kr1 4 J S CD ON 2`f �[ ROC n� S7��nA -�— 7 3 / L 1363 >lZ55# �__„- -N___ -___ � 9570 SW Barbur Blvd Autumn Oaks - Office Modifications - gi Project Name Project # 080621 Suite One Hundred 1 _ Portland, OR 97219 -5412 Location 11200 SW Greenburg, Tigard, OR MILLER Client Shannon Construction CONSULTING (503)246 -1250 ENGINEERS Fax: 246 -1395 By JWH Ck'd /'t C Date 12/19/08 Page of Wall: Level: IR4 b (Roof This analysis uses the force transfer method of designing a perforated L _ shear wall. The free body diagrams shown, are for a generic condition. L , L L, . The input value of L should reflect the shortest wall section adjacent to the window opening. v / • f 1 V = 1673 lb Total shear force. I I P L = 10 ft Total length of wall. L = 2 ft Wall pier length. L2 = 3 ft Length of opening. L3 = 5 ft Wall pier length. _ _ H = 7.83 ft Total height of wall. H = 1 ft Critical section depth. L 5L2 H2 = 3 ft Height of opening. F v = 167 plf v = i Shear at top and bottom plates. = V try vwan = 239 plf vwa° L 1 + L3 Shear in wall piers. L Fh = 586 lb F = v(L1 +0.5L2) Horizontal force at critical section. - ) 5H + (Hl . Z Fv = 418 lb F = F h Vertical force at critical section. L +.5L P = 627 lb P = F (.5LZ) Critical strap force. H F ahead = 418 plf V head = H Shear in panel above opening. Vmax = 418 plf Critical shear force. Strap must be designed for 627 lb force. Anchor bolts must be designed for 167 plf shear. Shearwalls must be designed for 239 plf shear. Panels above and below the opening must be designed for 418 plf shear. Vmax = 418 plf < 490 plf - OK Use Type C shear wall sheathing and nailing per Sheet S7.01 Tmax = 627 lb < 845 lb - OK Provide Simpson CS22 strap continuous above and below window opening with (10) 10d nails total; extend strap minimum 15 inches beyond the sides of the window opening. Provide blocking as regd. *See page for overturning calculation 9570 SW Barbur Blvd Autumn Oaks - Office Modifications - at Suite One Hundred Project Name Project # 080621 • Portland, OR 97219 -5412 Location 11200 SW Greenburg, Tigard, OR MILLER Client Shannon Construction CONSULTING (503)246 -1250 ENGINEERS Fax: 246 -1395 By JWH Ck'd /? Date 12/19/08 Page of • WALL- U N g_i Cw-ST cmE2Tu cW trJt , iki\e, = 1 673.1: (7,`.3 ISM. { k.- - (A c Q° ) r ) - 5, t k_ E / J - r, _ V3,1 - 0,6(3,13) 1I,ZZ t z- q<- \1 > 1`t P t 0 Not_ ow ,-, AA' w a-a- LI 1-1 E ‘1 b • 9570 SW Barbur Blvd Autumn Oaks - Office Modificatio . at Suite One Hundred Project Name Project # 080621 _ Portland, OR 97219 -5412 Location 11200 SW Greenburg, Tigard, OR MILLER Client Shannon Construction CONSULTING (503)246 -1250 ENGINEERS Fax: 246 -1395 By JWH Ck'd /(S Date 12/19/08 Page of (REVISED 4/11/08) ACCORDANCE WITH AMERICAN WOOD PRESERVATIVE ASSOCIATION (AWPA) STANDARD P5 STRUCTURAL NOTES FOR WATER BORN PRESERVATIVE (ACC, ACA, ACZA, CZC, AAC, ETC.) OR P8 FOR OIL 1. THE CONTRACTOR IS RESPONSIBLE FOR VERIFICATION AND CORRELATION OF ALL BORN PRESERVATIVE (COPPER NAPHTHENATE) V6711 A RETENTION NOT LESS THAN 0.4 l35 /CUBIC FOOT PER AWPA STANDARD C2. PRESERVATIVE TREATMENTS SHALL ITEMS AND WORK NECESSARY FOR COMPLETION OF THE PROJECT AS INDICATED BY THE CONFORM TO THE REQUIREMENTS OF THE APPLICABLE AWPA STANDARD Ut AND M4 z *11 CONTRACT DOCUMENTS. SHOULD ANY QUESTION ARISE REGARDING THE CONTRACT FOR THE SPECIES. PRODUCT, PRESERVATIVE AND END USE. ALL GLULAM MEMBERS AU �'. � DOCUMENTS OR SITE CONDITIONS, THE CONTRACTOR SHALL REOUEST INTERPRETATION r -r`°' , r THAT ARE TO BE TREATED SHALL BE CONSTRUCTED OF COASTAL REGION SPECIES AND' - -.,';',,,,v, AND CLARIFICATION FROM THE ENGINEER BEFORE BEGINNING THE PROJECT. THE a TREATED PER AWPA STANDARD C28. ALL TRIMMED SECTIONS, CUTS, DAPS. HOLES ''`s" F ABSENCE OF SUCH REQUEST SHALL SIGNIFY THAT THE CONTRACTOR HAS REVIEWED IN PRESSURE TREATED MATERIALS SHALL BE TREATED WITH COPPER NAPTHEN ENATE, IN �sy 5 ' = ° " �" AND FAMILIARIZED HIMSELF WITH ASPECTS OF THE PROJECT AND HAS COMPLETE A P .� RTMENT - ACCORDANCE WITH AWPA STANDARD M4. FOR ADDITIONAL REQUIREMENTS, SEE IBC ice/ COMPREHENSION THEEREEOF. . ALL PHASES E THE WORK SHALL CONFORM TO THE HE STATE f "' OF OREGON 2007 EDITION STRUCTURAL SPECIALTY CODE. EFFECTIVE DATE APRIL 1, SECTION 2304.11 PROTECTION AGAINST DECAY AND TERMITES. ^;,t=om >.g, 3 m fix ":= 2007, BASED ON THE 2006 INTERNATIONAL BUILDING CODE, INCLUDING ALL REFERENCE �� 10. ALL NAILS SHALL BE COMMON AND NAILING SHALL BE PER THE NAIUNG SCHEDULE . w , COPYRIGHT 2008 STANDARDS, UNLESS NOTED OTHERWISE. THE CONTRACTOR SHALL BE RESPONSIBLE FOR UNLESS OTHERWISE NOTED ON THE DRAWINGS. THE FOLLOWING NAIL SIZES SHALL BE MRler Consulting EngMeers,lNOTED CONFORMANCE TO ALL SAFETY REGULATIONS DURING CONSTRUCTION. USED UNLESS NOTED OTHERWISE: l //s� _ fda 2. THE CONTRACT DRAWINGS AND SPECIFICATIONS REPRESENT THE FINISHED STRUCTURE. 6D NAIL: 0.113 INCH DIA. X 2 INCHES LONG WITH MIN. HEAD DIA. 17/64 IN. ♦e'�FF ICE ,. _ -{ UNLESS OTHERWISE SPECIFICALLY NOTED, THEY DO NOT INDICATE THE METHOD OF 8D NAIL: 0.131 INCH DIA. X 2 $ INCHES LONG WITH MIN. HEAD DIA. 9/32 IN. Lv_. it Iii ft":7 CONSTRUCTION OR CONSTRUCTION LOADS. ONLY THE CONTRACTOR SHALL PROVIDE ALL I METHODS. DIRECTION AND RELATED EQUIPMENT NECESSARY TO PROTECT THE 100 NAIL: 0.148 INCH DIA.X 3 INCH LONG WITH MIN. HEAD DIA. 5/16 IN. CAT ON . STRUCTURE, WORKMEN L HIS OTHER AND PROPERTY DURING CONSTRUCTION. 120 NAIL: INCH DIA.X 3 INCHES WITH T MIN. HEAD DIA. THE IN. MOD I I i Ci i i I Oi g F THE COENTRACTOR TOR SHALL, AT HIS OWN EXPENSE, P ENSE, ENGAGE PROPEERLY LY QUAUFIED 16D NAIL: 0.162 INCH DIA. X 3 Ye INCHES WITH MIN HEAD DIA 11/ et 11/32 IN. �. TM•P. ` PERSONS TO DETERMINE WHERE AND HOW TEMPORARY PRECAUTIONARY MEASURES - c SHALL BE USED AND INSPECT SAME IN THE FIELD. ANY MATERIAL NOT AS SPECIFIED STAPLE OF EQUIVALENT VALUE MAY BE SUBSTITUTED AFTER REVIEW BY ENGINEER. -' 1 a 4- ± _ OR IMPROPER MATERIAL INSTALLATION OR WORKMANSHIP SHALL BE REMOVED AND NAILS AND STAPLES SHALL NOT BE OVERDRIVEN. 'M. ,; ':, REPLACED WITH SPECIFIED MATERIAL IN A WORKMANLIKE MANNER AT THE "3»' It CONTRACTOR'S EXPENSE. NAIUNG SCHEDULE ^t. M I L L E R 3.THESE PLANS, SPECIFICATIONS, ENGINEERING AND DESIGN WORK ARE INTENDED LUMBER • "` ; J $ C O N S U L T I N G SOLELY FOR THE PROJECT SPECIFIED HEREIN. MILLER CONSULTING ENGINEERS DISCLAIMS BOTTOM (ROT) PLATE (PL) TO DECKING /JOLTS, 16D AT 8' O.C. j� 1( `� - r"1 ��� 1 y '" ALL LIABIUTY IF THESE PLANS AND SPECIFICATIONS OR THE DESIGN. ADVICE AND FACE NAIL `" E N G I N E f R $ RECEIVED INSTRUCTIONS ATTENDANT THERETO ARE USED ON ANY PROJECT OR AT ANY LOCATION . . OTHER THAN THE PROJECT AND LOCATION SPECIFIED HEREIN. OBSERVATION VISITS TO BOT PL /TOP PL TO STUDS, END NAIL (2) 16D AT 2X4, - - - --1i ' , `.. .,. THE JOB SITE AND SPECIAL INSPECTIONS ARE NOT PART OF THE STRUCTURAL (3) 16D AT 2X6 Q _ ENGINEER'S RESPONSIBILITY UNLESS THE CONTRACT DOCUMENTS SPECIFY OTHERWISE. DEC O ZOO V ) 9570 SW Barbur Blvd 8" . BUILT - UP/DOUBLE (DBL.) STUDS, FACE NAIL 10D AT O.C. Suite One Hundred 4.CONTRACTOR SHALL VERIFY SOIL CONDITIONS AT THE FOOTINGS AND MAKE ANY STAGGERED Portland, OR 97219-5412 NECESSARY CORRECTIONS TO PLACE THEM ON FIRM NATIVE SOIL OR STRUCTURAL FILL ( ) Phone 503 246 -1250 CITY COMPACTED TO 95% OF MAXIMUM DENSITY AT OPTIMUM MOISTURE CONTENT PER DBL. TOP PL. FACE NAIL TOD AT 12' D.C. J A RD . • - - 3. AMERICAN SOCIETY FOR TESTING AND MATERIALS, ASTM D698 (STANDARD PROCTOR). STAGGERED CI 1 OF TIGARD { -: °. y, Fax (503) 246 -1395 OR ASTM D1557 (MODIFIED PROCTOR). THE COMPACTION SHALL BE VERIFIED BY A r # 'T ' , "^° -- 4w QUAUFIED INSPECTOR APPROVED BY THE BUILDING OFFICIAL COMPACTED STRUCTURAL DBL TOP PL SPLICES. FACE NAIL(12) 10D EA. SIDE OF BUILDING DIVISION FILL FOR DEPTHS GREATER THAN 12 INCHES SHALL COMPLY WITH PROVISIONS OF AN JOINT _ r +e APPROVED GEOTECHNICAL REPORT. ASSUMED SOIL BEARING PRESSURE 1500 POUNDS PER SQUARE FOOT (PSF). DBL TOP PL CORNERSANTERSECTIONS, (4) 100 STAGGERED FACE NAIL 5.DESIGN LOADS: UVE LOAD REDUCTION FOR BEAMS AND COLUMNS WAS NOT USED. THE FOLLOWING ARE THE DESIGN REQUIREMENTS: CONTINUOUS HEADER(S) (HDRS.) TO STUDS, (4) 100 1 TOE NAIL AERIAL PHOTOGRAPH A) DEAD LOADS: ROOF = 15 PSF FLOOR = 15 PSF TOP PL TO HDRS, FACE NAIL 16D AT 16' O.C. 0.01 STANDARD WALL = 8 PSF W B) FLOOR LIVE LOAD FOR RESIDENTIAL CONSTRUCTION ARE: FLOORS. 40 PSF JOIST TO DBL. TOP PL /SILL PL, (4) 10D C) ROOF LIVE LOAD: SNOW LOAD CONTROLS DESIGN TOE NAIL (r� D) ROOF SNOW LOAD: PC = 25 PST �J PF = 17 PSF (MINIMUM 25 PSF ROOF SNOW) BLOCKING TO STUDS, TOE NAIL (2) 100 I - / Z CE = 1.0 0 _ IS = 1.0 JOISTS TO BLOCKING, END NAIL (3) 160 P " • CT1.0 I, 0 ' = STUDS TO HDRS END NM. (6) 160 AT 4X6/4X8 (8) 160 AT 4X10/4X12 J r - _,,,. ' '� 6.CONCRETE SHALL BE 3000 POUNDS PER SQUARE INCH (PSI) MINIMUM AT 28 DAYS. _ - - - - MIXING, PLACING AND CURING OF CONCRETE SHALL BE IN ACCORDANCE WITH THE HDRS TO CRIPPLE STUDS, TOE NAIL (4) lOD ., - f Lam° ° o. - ( F- . AMERICAN CONCRETE INSTITUTE, ACI 318 AND IBC SECTION 1903. ALL CONCRETE SHALL .y - �Co� oe Da e r (I) HAVE MAXIMUM W/C RATIO 0.45, EXCEPT FOOTING SHALL BE MAXIMUM OF 0.50. ALL ROOF TRUSS ROT CHORD TO DBL TOP PL SIMPSON H2.5 j E C{ O E g - o PEW Z RETAINING STRUCTURES, I.E.: RETAINING WALLS, BASEMENT WALLS SHALL HAVE ADEQUATE DRAINAGE. ALL EXTERIOR CONCRETE SLABS SHALL HAVE SX +/ -1E AIR NAIL - LAMINATED BEAMS, FACE NAIL 160 AT 8" O.C. t B c 7 ° ' ENTRAINMENT. NO CHLORINE OR CHLORIDES. SLEEVES, OPENINGS, CONDUIT, AND OTHER STAGGERED W/ (3) r 6 0 G2 _ EMBEDDED ITEMS NOT SHOWN ON THE STRUCTURAL DRAWINGS SHALL BE REVIEWED BY 16D AT EA. END ~ O�'"; THE STRUCTURAL ENGINEER BEFORE POURING. CONDUITS EMBEDDED IN SLABS SHALL . V NOT BE LARGER IN OUTSIDE DIMENSION THEN ON THIRD OF THE THICKNESS OF THE BLOCKING TO TRUSSES /JOISTS, TOE NAIL (4) 10D ,r' �( I O j SLAB AND SHALL NOT BE SPACED CLOSER THAN THREE DIAMETERS ON CENTER. WHERE f` NEW CONCRETE IS PLACED AGAINST EXISTING CONCRETE, THE EXISTING CONCRETE JOISTS LAP SPLICES OVER DBL TOP PL (4) 100 FACE NAIL c F ? d %w t�$`nldnl*`3 $� '`u j ` SURFACE SHALL BE CLEANED AND ROUGHENED TO A MINIMUM 1/4" AMPLITUDE. �. ! , _. R �/ z w Z END/BAND JOIST TO JOISTS, END NAIL (3) 16D r � : f 0 ~ 1 3t1f> ' £ LL Q w8 7.ALL WELDED WIRE FABRIC SHALL CONFORM TO A185. UNLESS NOTED OTHERWISE, . SAWN SE, LUMBER DECKING 1 4. ` ) r .:I- I I L,j_ ( 3 ALL � „ SET MAIN RESTL 3" FROM EA AND 2' FROM FORMED SURFACES. BAR LENGTHS DETAILED ARE OUT TO OUT AND DO NOT INCLUDE ALLOWANCE FOR HOOKS OR BENDS. Eatfi° ^ .' 2' 2 X 6 TONGUE AND GROOVE (2) 160 GALV. FACE NAILS k' `} 0 ix PROVIDE 2' -6' % -6" RESTL OF SAME SIZE AND SPACING AS HORIZONTAL FOR ALL AND (1) 16D GAOL TOE aw:. 0 O � Ci CORNERS FOR 5 AND SMALLER. SET ALL ANCHOR BOLTS AND DOWELS BEFORE () ' " ' - y,.,�r ' t `' N Q ,� NAIL EA. COURSE AT EA. SUPPORT. .,, � . .-_,. 0 POURING CONCRETE. ALL REINFORCING STEEL TO BE WELDED SHALL BE ASTM A706. _ ALL REINFORCING STEEL SHALL BE SUPPORTED ON WELL-CURED CONCRETE BLOCKS OR SHEATHING I` _ i= N K0 APPROVED METAL CHAIRS, AS SPECIFIED BY THE CRSI MANUAL OF STANDARD .t t' PRACTICE, MSP -1. REINFORCING STEEL SHALL BE DETAILED IN ACCORDANCE WITH THE ROOF BD AT 6' O.C. AT ALL SUPPORTED PANEL EDGES AND ROOF '' _ - "ICI MANUAL OF STANDARD PRACTICE FOR DETAILING REINFORCED CONCRETE EDGES AND 1 2' O.C. AT ALL INTERMEDIATE SUPPORTS. �, - -- _ f I STRUCTURES," AO 315. _ _ J-4 VI B. ALL STRUCTURAL WOOD COLUMNS AND BEAMS TO BE DOUGLAS FIR /LARCH (DFA), d1 FLOORS 10D GALV. AT 6" O.C. AT ALL EDGES AND INTERMEDIATE 4 i I I < UNLESS NOTED OTHERWISE. ALL JOISTS, PURUNS, AND GIRTS TO BE DFA /2 AND SUPPORTS. X • l BETTER UNLESS NOTED OTHERWISE. ALL BLOCKING AND NON - STRUCTURAL FRAMING TO r • y I i -fr 6.'v LJJ BE CONSTRUCTION GRADE AND BETTER. ALL WOOD PLATES IN CONTACT WITH CONCRETE WALLS 8D AT O.C. AT ALL PANEL EDGES AND AT 12 O.C. AT ALL ] 't \ .� f ---n 6' 0 0 OR MASONRY SHALL BE HEM -FIR p2 PRESSURE TREATED UNLESS NOTED OTHERWISE. INTERMEDIATE FRAMING MEMBERS. ,j3 J,f - Z O ALL PREFABRICATED METAL TIMBER CONNECTORS AND HANGERS SHALL BE FULLY y 1 J F- X BOLTED AND /OR NAILED. ALL CONNECTORS, HANGERS AND FASTENERS IN CONTACT GYPSUM WALLBOARD TYP- AT 1/2" GYP - 5D COOLER OR WALLBOARD NAILS AT ( {r" f. I r- Q 0 f.l.) WITH PRESSURE TREATED WOOD SHALL BE GALVANIZED OR EQUIVALENTLY PROTECTED 7" O.C. AT ALL FRAMING MEMBERS. * I PER IBC 2304.9.5. SILL PLATE TO BE ANCHORED TO FOUNDATION WITH 1/2" DIAMETER = a ANCHOR BOLTS AT 4' -0" O.C. MAXIMUM UNLESS NOTED OTHERWISE. SIMPSON TYP. AT 5/8' GYP -6D COOLER OR WALLBOARD NAILS AT 7" D CL Z PREFABRICATED METAL TIMBER CONNECTORS NOTED. OTHER TYPES OF METAL O.C. AT ALL FRAMING MEMBERS. , • z i_ r J - CONNECT REQUIRE PRIOR REVIEW. ALL BOLT HEADS OR NUTS BEARING ON WOOD TO C T U R 2 VI CINITY MAP Z c, HAVE STANDARD WASHERS. BOLT HOLES IN WOOD SHALL BE 1/32" TO 1/16" LARGER TYP. AT (2) LAYERS 5/8" GYP. -6D COOLER OR WALLBOARD _ ' THAN THE BOLT, DEPENDING ON BOLT SIZE. ALL LAG BOLTS SHALL HAVE PILOT HOLES NAILS AT 9" O.C. t ` ////���� 0 . 0 1 STANDARD 8 LiJ Z Q AS PER SECTION 11.1.3 OF THE NATIONAL DESIGN SPECIFICATION FOR WOOD BASE PLY AND RD COOLER AT T O.C. FACE PLY. i.,t0 PR /+ w F- - W CONSTRUCTION. A SHEATHING SHALL BE APA RATED GROUP 1. [STRUCTURAL 1,] ` ��'"` F- > W All = EXPOSURE 1 IN COMPLIANCE WITH VOLUNTARY PRODUCT STANDARDS DOCUMENT PSI 11. PLUMBING, FIRE SUPPRESSION. ELECTRICAL, MECHANICAL. LAND USE. SITE PLANNING �� t N E ...") � _ _ rn (n Q (n AND DOCUMENT P52. AND EROSION CONTROL ARE BEYOND THE SCOPE OF THESE DRAWINGS AND ARE PROVIDED BY OTHERS. �� �� �r 12. WHEREVER SHORING IS REQUIRED, LOCATE THE SYSTEM CLEAR WITHOUT JOB No. • 15/ }2" THICK SHEATHING TO BE C -D WIN SPAN RATING OF 32/16. - • j . • 19/32" SHEATHING TO BE C-D WITH SPAN RATING OF 40/20. OBSTRUCTION OF THE PERMANENT STRUCTURE AND TO PERMIT CONSTRUCTION TO '� J 6 1869 r' 080621 • 3/4" SHEATHING TO BE C -D WITH SPAN RATING OF 48/24. PROCEED. PROVIDE SHORING SYSTEM ADEQUATELY ANCHORED AND BRACED TO RESIST SUMMARY OF WORK. -- SHEET INDEX. • 3/4" TONGUE AND GROOVE (T&G) STURD -I -FLOOR WITH SUPPORTS AT 24" O.C. EARTH AND HYDROSTATIC PRESSURES. / 50.01 STRUCTURAL NOTES DRAWN CHECKED EXTERIOR GRADE UNDER SLABS, INTERIOR GRADE WHERE PROTECTED FROM MOISTURE REMOVAL OF ONE EXISTING INTERIOR �. S1.01 EXISTING FLOOR PLAN JWH /YS AND TO BE GLUED AND NAILED. BEARING WALL AND REPLACEMENT > PROPOSED FLOOR PLAN . • 1 1/8" T&G STURD -I -FLOOR WITH SUPPORTS AT 48' O.C. INTERIOR AND EXTERIOR WITH NEW STEEL BEAM, WITH NEW ry OREGON O \ 51.02 FOUNDATION PLAN DATE GLUE. SUPPORTS. GLUE LL FLOORS WITH STRUCTURAL ADHESIVE, 3M -5200 OR EQUIVALENT, AT MISC. OR OR WA CHANGES AND 4.• 'L SHEAR WALL PLAN 12.19.08 57.01 SHEAR WALL SCHEDULE DOOR AND WINDOW CHANGES. ALL l 'aRY 2 ` 3 ! DETAILS REVISIONS ALL SHEATHING WALLS AND /OR SHEAR WALLS TO HAVE 2X BLOCKING AT PANEL EDGES NEW CONSTRUCTION SHALL MATCH UNLESS NOTED OTHERWISE. SEE NAILING SCHEDULE. EXISTING. s ! [� C 9.ALL STRUCTURAL WOOD MEMBERS EXPOSED TO WEATHER OR AS NOTED ON DRAWINGS OR AS REQUIRED BY IBC SECTION 2303.1.8, SHALL BE PRESSURE TREATED IN EXPIRES: 06-30-20/0 SHEET I EX S 0.01 It (N) DOOR PER OWNER REQUIREMENTS. TYP. " (N) SPLICED JOISTS TO MATCH (E) AT FLOOR INFILL OVER (E) STAIR FRAMING OPENING. TYP. COPYRIGHT 2008 (N) STEPS TO CONTINUE TO FLOOR, TYP. Mills Consulting Engineas,lnc. (N) WINDOW PER OWNER REQUIREMENTS, TYP. et C O N S U L T I N G i or . _ r — yiii iiiiiiiiiiliil __ ENGINEERS - I 1 il + "�„�� 7 / Bar Blvd. ..7%:' o Suite On e Hu Port land, OR 97219 -5412 + Phone (503) 246 -1250 TOOL ROOM OFFICE % Fax (503) 246 -1395 r a i L .........1 I I a \ ,.�,�,�� „� IIIII �� 2 •- ..- -.- ' ( LAUNDRY ROOM �/ 7 01 I I I L/ 1 / I (N) POCKET DOOR PER OWNER W I REQUIREMENTS, TIP. ! J \ Z I \ 0 �� I kid CLUB HOUSE N70 N < F- AT PRO BEARINDE MIN. 4 G WALL 6 OPENDFL INGS 2 W/ HEADER -1— (� 4.' SINGLE 254 KING AND TRIM STUDS D P r ' o cr a j (N) 4x6 DFL #1 POSTS. EA. END OF in ' (N) STEEL BEAM, TYP. 0 O ct .......--J i ... e .... . .. g — ! , 'I:. \ (N) W10 %45 STEEL BEAM tp I 22-6 +/- Q z Z CO Z / 1 1 .1 4 r. : , ,. F2: 7 -? ,%14._ FJC:;LI".” 8 .c, n / \ r \` `\ BATH T BATH STORAGE _ - — -- __IL_ --� \ FFF Q C. L D O O CL J 1 EXISTING MAIN LEVEL PLAN PROPOSED MAIN LEVEL PLA z 0_ a 1 v4 = 1' -0" 1.01 1 4 = 1 -0 6 ~z-c% X J J w V � �GSN & JOB No. LEGEND: stess 080621 DRAWN CHECKED ® REMOVE (E) WOOD FRAMED WALLS AT THESE AREAS ((/ JWH I t/S. • /L/ A ADD (N) WOOD FRAMED WALLS AT THESE AREAS 'q QZ � QQ DATE 12.19. 08 / Il4 2 � REVISIONS O DASHED (E) DOORS AND STAIRS TO BE REMOVED - . 4 r, - , 9` LINE IS 2 INCHES SHEET I EXPIRES: 06- 30-20/0 I ' AT FULL SCALE I S1.01 (F NOT 1 - SCALE ACCORDINGLY) • • COPYRIGHT 2008 Miller Consulting Engineers,Inc. at I <C> I I 6 I MILLER H.D. CONSULTING H.D H.D. H.D NOTE 2, 4 H.� x ENGINEERS 2X6 0 7 - O.C. AS READ.` FOR (N) FLOOR. TYP. ' - `:,,/', r / ' - - - - -0 - - -0 - � - - L r 9570 SW B°rbur Blvd. (N) 3' -0" SQUARE X 1' -0" CONCRETE TOOL ROOM OFFICE Suite One Hundred FOOTING W /(3) j4 BARS EA. WAY. TYP. 1 - T I r i P fond, OR 2 9 72 19 5412 --. _ - - ❑ - - -0 - - -0 - -a. - - _ Fos (503) 246 -1395 III (N) 4X ' 6 HEM -FIR f2 P.T. POST W/ 6. ' SIMPSON PB46 POST BASE. PROVIDE BLOCKING BETWEEN FLOOR BEAMS AS k • -- - REQUIRED. TYP. y 0 -0 - - a ....____ (E) LAUNDRY ROOM 4X8 FLOOR BEAMS 0 4' -0" O.C.. TYP. El 6. LLI I Ilk ;4.1 ((--jj A._ )NOTE 3. 4 (N) CLUB HOUSE `) z x z o -- - n_ H -- 0 -. • - _ l U Ct ii _ -a 1:1---- _ _ _____ H.D. o Z ® TIT\ Z CD - ir, - CONTINUOUS ON. CUT BACK INTERIOR WALL \ m AS REQUIRED TO ALLOW FOR SHEATHING j �� e Z wZ b i y (n 30 R N BATH BATH STORAGE O K k H.DA 0 No , H H. • 4 H.D. H. NOTE 2 4 H.D. LL. .-I- Ye_eP:w •.:4LK47 'iA'4.:f •V: :�:*•:•:•:•4C:C• 22 I I 6 I 1 h' 6 I NOTES: z 1. SEE SHEET 57.01 FOR SHEAR WALL SCHEDULE AND REQUIREMENTS Q Q J - 2. PROVIDE SIMPSON CS18 STRAPS ABOVE AND BELOW WINDOW OPENING a. 0 - OVER SHEATHING CONTINUOUS. EXTEND MIN. 2' -0" PAST EA SIDE OF 1 W INDOW OPENING W /MIN ( 12) tOd NAILS EACH END OF STRAP - FOUNDATION PLAN 1 PROPOSED SHEAR WALL PLAN o Q 3. PROVIDE SIMPSON CS18 STRAP BELOW WINDOW OPENINGS 1.01 1/4" = 1.-0" OVER SHEATHING CONTINUOUS. EXTEND TO EXT. WALL CORNERS 1.01 1/4" = 1. -0" W/MIN (12) 10d NAILS EACH END OF STRAP AND BETWEEN EACH Z Q WINDOW + U 0 a 4. PROVIDE BLOCKING AS BACKER FOR STRAP NAILING IF (E) aU U C T R ° z < FRAMING IS NOT PRESENT. 47,1 { ^� �+ 4 - W D LU 5. SHEAR WALL SHEATHING TO BE INSTALLED AT INSIDE FACE OF WALLS �a A � P ;� j, ry r N 2 v) LEGEND: c ' S c' . LOB " °. 5166 080621 �..�/ j DRAWN CHECKED ® SHEAR WALLS LOCATIONS AT THESE AREAS (SEE NOTE 5) '� _ W JWH /CC • V >ti H.D. • (N) HOEDOWN LOCATION ti �afl DATE 1 2.19.08 L'4RY 2 REVISIONS O (N) SHEAR WALL SYMBOL INDICATING SHEAR WALL REQUIREMENTS PER SHEET 57.01 • LINE IS 2 INCHES SHEET I' EXPIRES: 08-30 -20 1 , AT FULL SCALE ( S 1.0 2 (F NOT t - SCALE ACCORDINGLY) • " NOTES: +2A5,4+a U, + ;4n,+s e 1. All plywood edges to be blocked. Field nail at 12" O.C. SHEAR WALL SCHEDULE �OLOOWN SCHEDULE s ' 11 ' t2 2. Use (1) Pressure Treated 2x or 3x Hem -Fir No. 2 for o b o w dA 16, 20. 22. 24 d 3. +6, 28 22. 0 Corner Noes, se corner n en holdown det. bottom plate to concrete foundation. Wyk WALL SHEATHING MATERIAL PANEL EDGE SOLE PLATE TO RIM CONCRETE PLATE r Idp SOLE PLATE ANCHORING CONCRETE ANCHORING ..Type Holdown Fasters (os opdkable) 3. Anchor bolt length based upon minimum embedment of 10" TYPE ON WOOD STUDS NAILING JOIST NAIUNG IF 22 PLA '� USED IF 3% PLATE USED Min, per 4. Plywood must nail to both double top plates. Na Holdown Connect hot. Plate per 5/8" DIA. r 12 1HREAOEO 5/8' DIA. a 13' THREADED Structural 5. AU new exterior walls to be type A. unless noted otherwise. A 15/321 APA Rated Sheathing ROO • 48' D.C. OR 1/r ROD AT 4e" D.C. OR 1/2" 0 aewirb sneorwax schedule Notes 6. Framing at adjoining panel edges shall be 3 in nominal or a span R at 32/16. Exposure 1 Bd at 6' 0.0.. 16d at 10' me DHA % B' TTat HD • 48' DIA x B' TITER MO a 48" wider, and nails shall be staggered where nails are spaced 2 O.C.(max) O.C. (max) (6) SOS 1/4'x2.5' inches on center. Plywood joint and sill plate nailing shall be 5/8" DIA x 12" THREADED 5/8' DIA x /3" THREADED HDU2 5052.5 Screen and 1/2' dia. (12) l6d N a h a staggered. 15/3 APA Noted Sheathing ROD 0 20" O.C. OR 1/2" ROD Al 40' O.C. OR 1/2' 6 'Simpson' nlm HO, 10' 7. Where panels ore applied on both (aces of o wall and nail ® span Rated et 32/+6, Exposure t ed at 4 ' ac 16d at 6' o.c DIA % B" MEN HD 0 18' DIA x B' nTEN HO 0 3fi' embed (note 24) spacing is less than 6 inches a.c. on either side, panel joints O.t.(mov) O.C. (max) CO 2008 i joi 5/8 0 x 1r THREADED S/e" DIA x 13" THREADED Miler Consulting T En 9+ neers,lnc w / shall be offset to Poll on different framing members OR framing shall be 3 in inches nominal or thicker and nails on a 15/32` APA R Sh ROD O 15' O.C. OR 1/2" R00 AT 30' O.C. OR t/2' i each side shall be staggered. PI joint plate nailing and sill Span Rated et }2/16, E xwn I ed at 3' aa_ teal at de o.e. DIA % 8" * T TEN 110 • 14 e DIA x e" filth HO 028" Plywood to P O.G( (m ax) O.C. O.ax) I • � 2x THkG FLOOR 8. Any y n 99 shall be staggered. ered. fastener exposed to weather shall have galvanized w e SHEATHI better corrosion protection. G 9 Hold occurs at ea. end of ea. shearwoll and fasten to ail min. (2) 2z studs or 4x stud unless noted otherwise. Wall I `� =; I • sheathing shall be edge naked to holdown studs. • 10. Lap wall plates minimum 4 -0" between splices w/ (14) 10d b EE ea. side. V=� 11. Simpson' products shall be installed as per monuf. specs. r= 4 I 12. Equivalent holdown, strops, bolts, noils, etc. by other manuf. M I L L E R to be reviewed by engineer of record prior to substitution. d 5 13. Sheathing on shear walls shall not be interrupted, including C O N S U L T I N G by any wall butting into shear wall. 14. In Seismic Design Category D, E or F, all framing members ENGINEERS ,1 G receiving edge nailing from abutting panels shall not be less than a single 3 -inch nominal member. Plywood joint and sill i I I I plate nailing shall be staggered in oil cases. I I 15. Use min. 6x post ea. end of shear panel at holdown. COMMON NAIL SIZES 16. (2) Threaded rod anchors min. per plate. Noll Min. Min. Min, Head 9570 SW Berbur Blvd. 17. Fasteners for wood treated with preservative- treatment LEGEND Suite One Hundred Type ype Dip. Length Dia. d and /or fire- retardant - treatment shall be of hot dipped DESIGNATES SHEAR PANEL Portland. OR 9 7219 -5 412 d zinc- coated galvanized steel or stainless steel. 6d 0.113' 2' 17/64 h. 9 AND HOEDOWN, WH ERE 'SP' Phone (503) 246 - 1250 ' e 18. ALL NAILS TO BE COMMON OR GALVANIZED BOX NAILS unless is THE PANEL TYPE AND "HD" Bd 0.171' z - 5/32 HL Fox (503) 246 -1395 4 alternate approved by engineer of record. R THE HOEDOWN TYPE s d. 14e' 3' 5/18 H. 19. Assumes 3/4" thick diaphragm. L T R w EXT. WALL_ 20. At threaded rod anchors, typ. 1/4 x 3 x -3" plate washer /2d coo' 3,' 5/16 k U (/ between sill plate and nut. Q R ^Y 2 1. At HDU14-SDS2.5 holdown, min. stem wall width = TO" and IBA (1.162' W 11/32 k+. 1 POST & BEAM FL. min. post t = 6•6. 7 G D PROFf 7 I .01 NTS 22. All threaded rod anchors to be installed with Simpson SET ^ epoxy. Continuous Special Inspection is required on epoxy anchor installation per manufacturer specifications. - ` 1 3 G t H £�. 23. Use Simpson CNW 7/8 - 5/8 Coupler Nut to reduce threaded rod dia. at holdown. 1.4,4 51660 24. Use Titen HD Rod Couplers and threaded rod where regd. to obtain specified embedment. Continuous Special Inspection is - I 1 required on concrete screw anchor installation per / L manufacturer specifications. V z z • .. 4 "VC'4 23 2` Q 0 1 / S _ 0 U CC z I I EXPIRES: 06 -30 -2016 I (D 0 z 0 6 - Z S < Z Z wo Cr < x l ' i ° LL_ _ °1 (/) 30 U) _ (E) FLOOR SHEATHING TO REMAIN (2) 1/2" DIA. X 4" LAG BOLTS O 0 N° FASTEN (N) SPLICED JOIST TO (E) JOIST LL F 7 W/ (7) 10d NAILS MIN. EA. END, TYP. (N) STEEL BEAM PER PLAN PROVIDE PLYWOOD SHIMS AS REQUIRED BELOW (N) STEEL BEAM AT EXT. WALL (N) FLOOR JOIST SPLICE TO EXISTING (2) 1/2" DIA. A -307 THRU -BOLTS (E) INT. WALL TO REMAIN AT FLOOR JOIST; 4' -0" OVERLAP, TYP. 0 2 -0" O.C. SPACING, TYP. LOCATIONS NOT SUPPORTED BY (2) 1/2" DIA. X 4" LAG BOLTS (N) STEEL BEAM SIMPSON LUS210 HANGER, TYP. PROVIDE PLYWOOD SWMS AS REQUIRED _ _ _ _ _ BELOW (N) STEEL BEAM AT EXT. WALL _ - �'�'� g �I (E) 2ND FLOOR JOISTS TO REMAIN ��� PROVIDE (N) 4X6 DEL pt POST III (E) EXT. WALL TO REMAIN. PROVIDE (N) I 1' � ��'���� BEAM (MAX. 1/2" LARGER THAN THEE INSIDE (E) INT. WALL BELOW (N) STEEL BEAM • �)") 4X6 DFLp1 POST BELOW (N) STEEL BEAM II r te ' ' WIDTH OF WOOD SIDE MEMBERS AT NIT(!^ J I i, �� STEEL BEAM WEBS, TYP. ( ) ' •• J • / 71C"-- 11 (E) WALL SHEATHING AND FINISH TO REMAIN 1. �� Q w • • " �, ►; � z i J I I -1 I PROVIDE 15/32" PLYWOOD AND 4X8 DFL #2 EA. c' a --1 SIDE OF (N) STEEL BEAM WEB FOR FLOOR JOIST - • HANGER ATTACHMENT, TYP. - LLJ z I - TYP. 3'-6"+ (i) (1) (2I 4 ' - O +/- (E) FLOOR JOIST TO REMAIN, TYP. JOB No. 2 JOIST SPLICE 3 STEEL BEAM 080621 DRAWN CHECKED 7.01 1 7 = 1,-0" 7.01 3 _ '' - JWH Ks.. r DATE 12.19.08 REVISIONS • • 1 LINE IS 2 INCHES SH AT FULL SCALE I S7.01 OF NOT 2" - SCALE ACCORDINGLY) •