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Specifications (46)
ENGINEERING INC. Email: pwuengineerinqAcomcast.net Ph: (503) 810-8309 f' Structural Calculations: Job # LEN15435 Date: 12/14/15 Project: Mulberry A Master Reuse Garage Left Lot 31, Oak Crest, Tigard, OR Lennar Homes �� N 0A-es s i � S•) Q2 19421 PE EGON � 22 �°' 1LIP `N Expires: 06/30/2016 The following calculations are for lateral wind and seismic engineering and gravity loading of the beams and columns. Non-prescriptive foundations are outside the scope of this design and require approval from a geotechnical engineer. If the project is located on a sloping lot,the foundation system needs to be approved by a geotechnical engineer prior to construction. Failure to do so invalidates this design. The need for retaining walls for the project is the sole responsibility of the builder and a design will be included only if information provided by the builder,such as sections and drawings,are provided indicating where they are needed. All retaining wall designs should be verified by the geotechnical engineer of record for the subdivision or lot prior to construction. Failure to do so invalidates their design. The design is based on information provided by the client who is solely responsible for its accuracy. The engineering represents the finished product. Discrepancies from information provided by the client invalidate this design. PWU Engineering shall have no liability (expressed, or implied), with respect to the means and methods of construction workmanship or the actual materials used in construction. PWU Engineering Inc.shall have no obligation of liability,whether arising in contract(including warranty),Tort(including active, passive, or imputed negligence) or otherwise, for loss or use, revenue or profit, or for any other incidental or consequential damage. , , �PWU ENGINEERING INC. Ph: 503 810-8309, Email: pwuengineering@comcast.net The following calculations are for the Mulberry E Master Version stock plans for Plan approvals. Wind Loading: Per ASCE 7. Fig 6-2 See attached elevations for wind loading breakdown per level. 136mph Ultimate 3-sec gust Exposure B for Category I and II structure, Which is equal to 105mph ASD per the 2012 IBC and IRC with state amendments The mean roof height of the house h=28' approximately. Igh C eFRS Direction _ End Zones � \ irdpitilli Wffid°P �R S 0 Direction 2a ' End Zones Note: End zone may occur at any corner of the building. a=.10*40' = 4' or for h=28' a=.4(h)_.4(28')= 11.2' a=4' controls a must be larger than .04(40')= 1.6' and 3' Therefore: 2a=8' see Fig 6-2 ASCE 7, and Figure above. Seismic Loading: D1 seismic design category per the latest edition of the state adopted code based on the 2012 IBC and IRC SDs= .76, R= 6.5, W=weight of structure V= [1.2 SDs/(R x 1.4)] W V= .100 W Roof Dead load= 15 psf Floor Dead load= 15 psf Interior Wall Dead load=6 psf Exterior Wall Dead load= 12 psf Veneer=40 psf Wind per ASCE 7 <-- PWU ENGINEERING INC. Project Mulberry `v Direction Front to Back 3s Gust Roof A 19.7 psf Speed Exp. Angle AB 13.5 psf 105mph B 33.7 1.00 C 15.7 psf 8:12 D 10.8 psf � 'x``5: Direction iD End Zones �� Least a= 4.0 ft .41 , L(ft) hAVG(ft) or a= 11.2 ft q j 40.0 28.0 and a> 1.6 ftza� Dlredi°n and a> 3.0 ft EndZo�a Note:EM zone may occur at any corner of the buldtg. 2a 8.0 ft WR L(ft) 8.0 24.0 8.0 hA(ft) 4.0 4.0 hB(ft)` 6.0 6.0 he(ft) 4.0 hD(ft) 6.0 W(plf) 0.0 159.8 127.6 159.8 0.0 0.0 0.0 0.0 0.0 0.0 200.0 - WR AVG 140.5 plf 100.0 0.0 W2 L(ft) 8.0 24.0 8.0 hA(ft) 10.0 10.0 hB(ft) he(ft) 10.0 hip(ft) W(plf) 0.0 197.0 157.0, 197.0 0.0 0.0 0.0 0.0 0.0 0.0 300.0 - W2 AVG 173.0 plf 200.0 100.0 0.0 W1 L(ft) hA(ft) hB(ft) he(ft) hp(ft) W(plf) 0.0 0.0 0.0. 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.0 - W1 AVG #DIV/0! 0.5 - 0.0 _J Ve O 4> •V !Nil .111111/1111a .... TOP ruai_"gill 116 ,./4110111111 .1,, _ ,,� -llUi1LLt.1fI •o i,, ,. , IIIIIII �u 1L___ lo .� �111Iuiii11;1.111111i. SI �: ..I1111111111111111H1 �....,_.... lc itI111i1111111111111. �� giIII■I11111111111111Illllli IIii1111H111iiiu �' — milks' 4E0..01 1 iilitIlii i%I.uill. 111■i111111111111111111111. Zlini1li11i ntilillluliiilAllinilliiiii — TQPLAT! III■IIIIIl11gI1,11i111111111111111IIIIIlI111A1■Illlllllllllll►/� 111111111111111111�111I[IGI11111111111111 _ ~ 111\IIIII1111C1111,011111111In11i iiiUiiu1111IIill1111111 ,II•.. .I11111 uiiii�nu1111141im1111111 -' - _�i�� ��, . __._.—.—.—.e._. „n1r. 111111 ea jIIIIllll[III{I 11111111111]IIIIIIIII]' = 11111 .......11.•111 1111...._ ; lii. !IIII IIII (IIII IIIIIIIii ii IIIIIIlllllI,r_ .R.IR_ Jgii1I!!maII i SII �i 111 �1 II S=- ===—�1�1�1161�1�1�1►* _ ,,,�,IIIl1 lII111III11,!1111„11111111111,, ,____mm��m_ rro= sroaoelacoE ©, TNLNaMu-MIa1 maw coaR- CLAeeIC-cA1rr IWTC COLLEGTION Ill Cr OIPM I G'TRANSOM neove n•GM coca- TRANeOM AM LI16e) • FRONT (ELEVATION A) vs•.r-0• Wind per ASCE 7 ,PWU ENGINEERING INC. Project Mulberry Direction Side to Side 3s Gust Roof A 19.7 psf Speed Exp. Angle A B 13.5 psf 105mph B 33.7 1.00 C 15.7 psf 8:12 D 10.8 psf arecton End zones ��p� Least a= 4.0 ft c r � W(ft) hAVG(ft) ora= 11.2 ft Drechon 40.0 28.0 and a> 1.6 ft lav and a> 3.0 ft End Zones Note:End zone may occur at any corner of the buidhg. 2a 8.Oft WR L(ft) 8.0 20.0 8.0 hA(ft) 4.0 4.0 hB(ft) 7.0 7.0 he(ft) 4.0 hp(ft) 7.0 W(plf) 0.0 0.0 173.3 0.0 138.4 173.3 0.0 0.0 0.0 0.0 200.0 WR AVG 153.9 plf 100.0 0.0 W2 L(ft) 6.0 2.0 6.0 20.0 8.0 11.0 8.0 hA(ft) 4.5 10.0 5.5 5.5 4.5 hB(ft) 4.0 7.0 == he(ft) 4.5 10.0 4.5 4.5 hp(ft) 7.0 W(plf) 0.0 142.7 197.0 179.0 157.0 179.0 146.3 183.2 0.0 0.0 300.0 - W2 AVG 163.4 plf 200.0 - 100.0 W1 L(ft) hA(ft) hB(ft) h�(ft) hp Wh(plf)(ft) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.0 - W1 AVG #DIV/01 0.5 - 0.0 1 1 •V o ; D L. \ TOP RATE — — — - — — _ — — 111 n 1111•I11Iq111111111•111111111 , 111111111011111111111111 t■ { iVIL I _ - ___ ____ "FL ____ ____ _ Ilk �tOP RAT!— Vi1liP1TIIIIIIIIMMIll — _ — — — _ — 111 _=== _J�I1011M1 O 0 . RIGHT SIDE (ELEVATION A) I/+••I. a. 17 O -•.- TOP PLATE _ _ _ _ — — — — _ _ '3P Y0 4� 110 `- TOP RATE '/�/'i-� _ _ _ ._ b — 444) 1 REAR (ELEVATION A) Ve•1.-a 0 n s� � �s 77 ` for FLAIR - ' - - - - - - - - - - - - - - - - - - - - - - - f f O _ 3P iii ilellliiiiii irlelllllell Illenulelrlulelllnennl Inmiuinnllennumrl -_ 4irOiulr.ilrlifn — r — - - - - — '4Ilnllllle lreean — — . — , — — -- -- — - - - -- -- - - . - -- -- - — - - - - - - - . - I � O ) s� � la r , .r�,�s AIWIEJER WD-RR. - - . - . - - - - . - - . - . - . - - - . - . - . - - . - . - - . - - - - - 0 LEFT SIDE (ELEVATION A) Vor•ILO' Seismic & Governing Values 4(•PWU ENGINEERING INC. Project Mulberry E Seismic Loading per latest edition of state adopted code based on 2012 IBC and IRC Design V= [1.2 Sps/(R x1.4)]W Category R SOS D1 6.5 0.76 Roof Dead Load: 15psf Floor Dead Load: 15psf Interior Wall Dead Load:6psf V= 0.100*W Exterior Wall Dead Load: 12psf Veneer:40psf Check Seismic Front to Back vs Wind Seismic Wind WR = [0.100 * (15+5+3) * 36 ft] = 83.0 plf < 140.5 plf Wind Governs W2 = [0.100 * (15+5+3+4+4) * 55 ft] + 83.0 plf= 253.9 plf < 313.5 plf Wind Governs W� = [0.100 * (15+5+3+4) * + 253.9 plf= 253.9 plf #DIV/0! #DIV/0! #DIV/0! Check Seismic Side to Side vs Wind Seismic Wind WR = [0.100 * (15+5+3) * 40 ft] = 92.2 plf < 153.9 plf Wind Governs W2 = [0.100 * (15+5+3+4+4) * 40 ft] + 92.2 plf-= 216.5 plf < 317.4 plf Wind Governs W� = [0.100 * (15+5+3+4) * + 216.5 plf= 216.5 plf #DIV/0! #DIV/0! #DIV/0! Redundancy factor= 1.0 per ASCE 7 section 12.3.4.2 Line Loads 4PWU ENGINEERING INC. Project Mulberry E High Roof Diaphragm -Upper Floor Walls Line A P = 1.40 kLTOTAL = 10.0 ft v = 1.40 k / 10.0 ft = 140 plf Type A Wall h = 8.0 ft LWORST = 10.0 ft MOT = 140 plf * 8.0 ft * 10.0 ft = 11.24 kft MR = (15 psf * 4.0 ft + 12 psf * 8.0 ft) * (10.0ft)2 / 2 * 0.6 = 4.68 kft + (Olb ` * 0.0ft) + (Olb * 0.0ft) = 0.00 kft + 4.68kft = 4.68kft T = (11.24kft - 4.68kft) / 10.0 ft = 0.66 k + 0.00 k = 0.66 k No hd req'd Line B P = 2.81 k LTOTAL = 53.0 ft v = 2.81 k / 53.0 ft = 53 plf Type A Wall h = 8.0 ft' LWORST = 12.0 ft MOT = 53 plf * 8.0 ft * 12.0 ft = 5.09 kft MR = (15 psf * 2.0 ft + 12 psf * 8.0 ft) * (12.0ft)2 / 2 * 0.6 = 5.44 kft + > (Olb * 0.0ft):. + (Olb * 0.0ft)' = 0.00 kft + 5.44kft = 5.44kft T = (5.09kft - 5.44kft) / 12.0 ft = 0.00 k + 0.00 k = 0.00 k No hd req'd Line C P = 1.40 k LTOTAL = 34.0 ft v = 1.40 k / 34.0 ft = 41 plf Type A Wall h = 8.0 ft LWORST = 16.0 ft MOT = 41 plf * 8.0 ft * 16.0 ft = 5.29 kft MR = (15 psf * 4.0 ft + 12 psf * 8.0 ft) * (16.0ft)2 / 2 * 0.6 = 11.98 kft + (O lb -- * 0.0 ft) + (O lb * 0.0 ft) = 0.00 kft + 11.98 kft = 11.98 kft T = (5.29kft - 11.98kft) / 16.0 ft = 0.00 k + 0.00 k !,= 0.00 k No hd req'd Line 2 P = 1.15 k LTOTAL = 12.0 ft v = 1.15 k / 12.0 ft = 96 plf Type A Wall h = 8.0 ft LWORST = 12.0 ft MOT = 96 plf * 8.0 ft * 12.0 ft = 9.23 kft MR = (15 psf * 2.0 ft + 12 psf * 8.0 ft) * (12.0ft)2 / 2 * 0.6 = 5.44 kft + (0lb * 0.0 ft) - + (0 lb * 0.0ft) = 0.00 kft + 5.44 kft = 5.44 kft T = (9.23kft - 5.44kft) / 12.0 ft = 0.32 k + 0.00 k = 0.32 k No hd req'd Line 3 P = 2.77 k LTOTAL = 13.0 ft v = 2.77 k / 13.0 ft = 213 plf Type A Wall h = 8.0 ft LWORST = 13.0 ft MOT = 213 plf * 8.0 ft * 13.0 ft = 22.16 kft MR = (15 psf * 4.0 ft + 12 psf * 8.0 ft) * (13.0ft)2 / 2 * 0.6 = 7.91 kft + (O lb * 00 ft) + (500 lb * 7.0 ft) = 3.50 kft + 7.91 kft = 11.41 kft T = (22.16kft - 11.41kft) / 13.0ft = 0.83k + 0.00k = 0.83k Use type 6hd Line 4 P = 1.62 k' LTOTAL = 19.5 ft v = 1.62 k / 19.5 ft = 83 plf Type A Wall h = 8.0 ft LWORST = 2.8 ft MOT = 83 plf * 8.0 ft * 2.8 ft = 1.82 kft MR = (15 psf * 2.0 ft + 12 psf * 8.0 ft) * (2.8ft)2 / 2 * 0.6 = 0.29 kft + (Olb * 0.0ft) + (Olb * 0.0ft) = 0.00 kft + 0.29 kft = 0.29kft T = (1.82kft - 0.29kft) / 2.8 ft = 0.56 k + 0.00 k = 0.56 k No hd req'd Low Roof/Upper Floor Diaphragm-Main Floor Walls Line A P = 3.13 k LTOTAL = 49.0 ft v = 3.13 k / 49.0 ft = 64 plf Type A Wall h = 9.0 ft LwoRST = 17.0 ft MOT = 64 plf * 9.0 ft * 17.0 ft = 9.79 kft MR = (15 psf * 2.0 ft" :+ 12 psf * 9.0 ft) * (17.0ft)2 / 2 * 0.6 = 11.96 kft + (0 lb * 0.0 ft) + (Olb * 0.0 ft) = 0.00 kft + 11.96 kft = 11.96 kft T = (9.79kft - 11.96kft) / 17.0 ft = 0.00 k + 0.00 k = 0.00 k No hd req'd Line B P = 6.27 k LTOTAL = 34:0 ft v = 6.27 k / 34.0 ft = 184 plf Type A Wall h = 9.0 ft LwORST = 12.0 ft MOT = 184 plf * 9.0 ft * 12.0 ft = 19.92 kft MR = (15 psf * 2.0 ft + 12 psf * 9.0 ft) * (12.Oft)2 / 2 * 0.6 = 5.96 kft + (0lb * 00ft) + (500 Ib * 12.0ft) = 6.00 kft + 5.96 kft = 11.96kft T = (19.92kft - 11.96kft) / 12.0 ft = 0.66 k + 0.00 k = 0.66 k No hd req'd Line C P = 3.13 k LTOTAL = 43:5 ft v = 3.13 k / 43.5 ft = 72 plf Type A Wall h = 9.0 ft LwoRST = 5.5 ft Mor = 72 plf * 9.0 ft * 5.5 ft = 3.57 kft MR = (15 psf * 2.0 ft + 12 psf * 9.0 ft) * (5.5ft)2 / 2 * 0.6 = 1.25 kft + (0 lb * 0.0 ft) + (0,'lb * 0.0 ft) = 0.00 kft + 1.25 kft = 1.25 kft T = (3.57kft - 1.25kft) / 5.5 ft = 0.42 k + 0.00 k = 0.42 k No hd req'd Line 1 See FTAO Calc Line 3 P = 7.91 k LTOTAL = 11.5 ft v = 7.91 k / 11.5 ft = 688 plf Type C Wall h = 9.0 ft LwORST = 11.5 ft Mor = 688 plf * 9.0 ft * 11.5 ft = 71.19 kft MR = (15 psf * 8.0 ft + 12 psf * 9.0 ft) * (11.5ft)2 / 2 * 0.6 = 9.05 kft + (0 lb * 0.0 ft) + (O lb * 0.0 ft) = 0.00 kft + 9.05 kft = 9.05 kft T = (71.19kft - 9.05kft) / 11.5 ft = 5.40 k + 0.83 k = 6.23 k Use type 4 hd Line 4 P = 3.33 k LTOTAL = 9.5 ft v = 3.33 k / 9.5 ft = 351 plf Type A Wall h = 9.0 ft LwoRsr = 1.5 ft MOT = 351 plf * 9.0 ft * 1.5 ft = 4.74 kft MR = (15 psf * 2.0 ft + 12 psf * 9.0 ft) * (1.5ft)2 / 2 * 0.6 = 0.09 kft + (0Ib' * 0.0 ft') + (500 Ib * 1.5ft) = 0.75 kft + 0.09 kft = 0.84kft T = (4.74kft - 0.84kft) / 1.5 ft = 2.59 k + 0.00 k = 2.59 k See FTAO Calc Use type 1 hd on garage piers only P 1 0 c O A O 0'-ae 0 ,1 I<_A ,_ ® • .4. szo, ,... ;.e.i is,„., , k 0 t AI i tZol 'e o 1i 1-= �' -2.'-et �, O N". AI&1 a UPPER FLOOR LATERAL PLAN INTIM WALL MEV TO RR SMARM A Q LEEPa V ia662 G FOR!TAO Ffl10D 30.-0. e_ 6,-b. - OM. 0 o Q O Oh A I• §v eY_ `f=r L_ ii0—ie 7 ,.. --_,--1 5? '''' y I �� n L - =� §o© -.-, _ I i, Ill L - . . . . .A. i LAYOUTcrnowAL BATHROOMI Ecr bn O • .' • -- 100 'P G �. . . . A. ltJ I. -� A ilto,,, ' O I1. v inL :r J L1 ORME v MAYV r r v TO Ca SHEATHED .. LISI Clot COL 611tAP CV RAYS PIER DET 10/062 _ . . FOR PTAO mum POL!!611D1 TALL LP 60 MT O PERM TOP TT 6781 WALL APO BOTTOM OP HEADER 16 6'i•MAX RR PETAL Deal MAIN FLOOR LATERAL PLAN • J o eQ.� o o , [4-1!,,G,.16, ,111 L\ en Fre �H - L_ t ii .. l 0 c I e A F ® r - 3'- ,3.4, er-vo %00- UPPER FLOOR LATERAL PLAN k..p-o. • 1 BMW WALL ILLY TO BM 61•EAA6!D rr C ueLL. 6627 COIL Cl)CAY6 DET pH# 2 It PT 'OAO rE'M17OC/0D 30-0 - 6'4:7 0-06'-IO - NW 0 OM o - 6 Y Ci‘ Ft% Oh J Cc.' e as i A II/m21;'``' T h e . 7-. 77.1--= i I ib ONTILNAL MATE LAYOUT R j- ! i 1, fl .-§ ; !f -1 • • o - L. _ 1 - 9' iM IT-r' .0 ri 0 L A' J 1Ft V`'MIMS WALL ILLYv TO DM 1311LATIMID Nr z UM C622 COL 6,RAN „p. 0)1LAY6 Mt DET 10/667 POR'TAO P Ef770D NOIR 61@7 WAIL IP 60 WALL 1CIBNT B 166TH V TON or 6T76M WALL AND OOTT6H O' MAMMA 16 6L6•» Mt DETAIL WM MAIN FLOOR LATERAL PLAN Iy.P-O' 1 HOLDOWN SCHEDULE MARK Boundary Tension of DF Tension of HF Anchor Anchor Anchor Tension NUMBER HOLDOWN Studs Allowable Lbs Allowable Lbs Mono Pour Two Pour End Corner S=2550, S=2550, 1 HDU2-SDS2.5 (2)2x 3075 2215 SSTB16 SSTB2OL w=3610 w=3610 2 HDU4-SDS2.5 (2)2x 4565 3285 SB5/8X24 SB5/8X24 w=66705 w2 6675 3 HDU5-SDS2.5 (2)2x 5645 4065 SB%X24 SB5/8X24 W-667°' w=667a' 4 HDU8-SDS2.5 (3)2x 78705665 SSTB28 (NOTE 6.) 395, S=7315, 8"MIN STEMWALL 8"SMIN STEMWALL w=TB34(NOTE 6.) 7615 w=8710 8 HDU11-5D52.5 (1)6x 9535 6865 PAB8-36, 10"min PAB8-36, 10"min embed into 32"min embed into 32"min 9 HHDQ14-SDS2.5 (1)6x 14445 10350 width footing. If at width footing.If at retaining wall lap retaining wall lap anchor with vert reinf anchor with vert reinf bar hooked to Ftg. bar hooked to Ftg. 5 MSTC28 (2)2x 3000 2590 N/A N/A 6 MSTC40 (2)2x 4335 3745 N/A N/A 7 MSTC66 (2)2x 5660 5660 N/A N/A Notes: 1 . Install all holdowns per manufactureer specificaiton per C-2011 Simpson Strong Tie catalog. 2. Match studs on schedule for walls below on all wall to wall holdowns. 3. (2)2x studs nailed together with (2) rows of 16d @ 3" o.c. staggered. Trimmer stud may be used as part of boundary member. 4. Refer to shearwall schedule and typical shearwall details for wall locations and configurations. 5. Refer to Simpson catalog for minimum embed of anchors into concrete. • 6. Increase footing depth or stemwall height as required for 28/8" minimum embedment depth. S H EA RWA L L SCHEDULE (a-m) ONLY REQ'D ON INTERIOR SHEARWALLS. MARK REF NOTES: (a,i) Note: (b) EDGE NAILING FEILD NAILING SILL TO CONCRETE SILL TO WOOD SHEAR TRANSFER CAPACITY CAPACITY NUMBER SHEATHING NAIL SIZE SPACING SPACING CONNECTION. Note: (c) CONNECTION. Note (g) CLIPS (h) Lb/Ft (SEISMIC) Lb/Ft(WIND) A 16"OSB (1) SIDE 8d 6" 12" i" Dia.A.B. @ 30"o/c 16d @ 4"o/c A35 @ 24"o/c 255 357 B16'OSB (1) SIDE (f) 8d 4" 12" 2"Dia.A.B. @ 18"o/c (m) 16d @ 2z"o/c A35 @ 15"o/c 395 553 C16"OSB (1) SIDE (e,f) 8d 3" 12" 2"Dia.A.B. @ 12"o/c (m) 16d @ 2"o/c A35 @ 12"o/c 505 707 D16"OSB (1) SIDE (e,f) 8d 2" 12" 2"Dia.A.B. @ 11"o/c(m) 16d @ 2"o/c A35 @ 9"o/c 670 938 E OSB (2) SIDE (d,e,f) 8d 6" 12" 2"Dia.A.B. @ 12"o/c (m) 16d @ 2"o/c A35 @ 12"o/c 510 714 F16"OSB (2) SIDE(d,e,f) 8d 4"Staggered 12" 2"Dia.A.B. @ 8"o/c (m) 16d @ 3"o/c(2) rows staggered A35 @ 6"o/c 790 1106 G 16" OSB (2) SIDE (d,e,f) 8d 3"Staggered 12" 2"Dia.A.B. @ 7"o/c(m) 16d @ 2"o/c(2)rows staggered HGA1OKT @ 8"o/c 1010 1414 H16"OSB (2) SIDE(d,e,f) 8d 2"Staggered 12" z"Dia.A.B. @ 52"o/c (m) 16d @ 1z"o/c(2)rows staggered HGA1 OKT @ 6"o/c 1340 1876 Notes: a) All wall construction to conform to SDPWS Table 4.3A. b) Use Common Wire Nails for all wood sheathing and cooler nails for gypboard sheathing. c) A.B. minimum 7"embed into concrete. 3"x3"xc"plate washers req'd at all shear wall A.B. in seismic zone D, E, F. d) Panel joints shall be offset to fall on different framing members or framing shall be 3x or thicker and nails on each side shall be staggered. e) 3x or Dbl 2x framing at all panel edges and nails shall be staggered. f) All edges blocked. g) Common Wire Nails. h) Clip to be attached from continuous blocking to top of continuous top plates. Clips are not required at Gyp Bd walls but blocking is attached per the toenailing schedule. i) See attached typical shearwall details. j) Sheathing to be Structrual I Sheathing. k) Values are for framing of H-F. m) 3x, Dbl 2x, or 2x Flat at panel edges. Stagger nails. See note C for plate washers and details for plate washer edge distance. On sill plates of all walls use a single 2x sill and 2x blocking in between the studs for plywood edge nailing surface. . . .. ' . . . . . . PWU ENGINEERING INC. Ph: 503 810-8309. Email: 'pwuengineeringecomcast.net mottiexE. . RN. = . -• -Z5f4 . Rix- l14 L.= 16' .v4. . ._ .. 1,46,....._sse_Reat_hak_. Ls' T -7 ZCI7,4 ....:. . • 1,4k ri,.. .--- ' -6.4k- • - 47-411 , 04 igk. 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