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Specifications msr er PWU ENGIt ERING INC. 9900 SW Wilshire St., Suite 200, Portland, OR, 97225 Ph: 503 203 -1490, Fax: 503 203 -1486, Email: pwuengineering @comcast.net Partial Lateral Structural Calculations: Job #: S7036 Date: 01/10/08 Project: Lateral Fix for Portal Framed garage walls Gage Forest Lot 13, Lot 18, Lot 26, of 27 Client: 10411 4 I 2. ,, 1i11 4 . \ <c, PROFFS C� 9421P r�� , ARE i∎ 1Lh Expires: 06/30/2008 ToKd, e. t/ l 0/ -0:ze, Aptepo 1.E 1112 --, AMC° 2A 1 wide" Pl" L H oTtE to 2411 rot 7!0 _see sk r c./f • The following calculations are for a partial lateral wind and seismic engineering of the garage wing walls. Gravity loading and the design of foundations are outside the scope of this 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 materials. 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 ENGIAmERING INC. Email: pwuengineering @comcast.net Lot 13, Lot 26, and Lot 27: Code Basis of Design: Latest Adopted Version of O.S.S.C. and O.R.S.C. Wind Loading; Either ASCE 7 or O.RS.0 projected area method allowed. See attached elevations for wind load breakdown per level. 1 957 UM Plated; Area WO, 80 rel. eiposure •C xCgxgexl 01.1.3,q® ®16.4ps1,I.1 0 h• 19,P•.B2x1.3x16,4x9 h42V,P•10x1.9:18:4x1 •• 14.28p4f ne2S,P•.3x1.3x16:4x 1 •16.35p31 ha 7Q.P■ .73x1.3x16.4x1 06.2 Pit ha 417,P• )34 x1.3 •17.81 psi he P• .95x13x16,4x1IP 20.25Pst Roof Dead load = 15psf Floor Dead load = 12 psf Interior Wall Dead load= 6 psf Exterior Wall Dead load =12 psf Seismic Loading: DI seismic design category per O.R.S.0 SDS = .72, R = 6.5, W = weight of structure V= [1.2Sps/(Rx1.4)]W V =.095W Seismic Side to Side: Wrf = .095 (50')(15 +5 +3) = 109 plf < 193.6 plf Wind governs Side to Side W2ndflr = .095 (51')(12 +9+6) +109 plf = 240 plf < 32S.6plf Wind governs Side to Side Redundancy factor = 1.0 per ASCE 7 section 12.3.4.2 Garage wall line Line A P = 3.46k v = P/3.75' = 923 plf Use Gwall L o+ 2& Mot = 12.11kft Mr =.22kft Lo+ 2 -1 T= 6.34k Existing HDQB HD okay PD It . • 12 0($414008 • , . ._ L v...11eo real r f e tT e R_ To VOMP4 Wilk MAY MO' OW MONO PACs, r-r i r•7-0-rw• i OLIO I•.O • .. �IMMIItttttttttttttlttal�.: l ∎ vas - . F:7o', r , WOOD OR MA , - :- . ..,. CliMA1Ci fitK 1r� IO G a WM ALLN I' ` i 2. 1 ���� DINING 11/0x1 O Iffill''' F A b t"I g ce :IONS ON me Mute • Ale poo 4110.0) ON NW C M .r OA u'i ode Ne'v X ......... ama4 sputa a , •4 . 1 CO r ROOM OM 10.0¢V 10.0¢V cc— Pt o .AOe. 4 .ni t I -T x L COW COM rimmed 1a11t11 uWt OP ieore 121 0 ® ® 11M ' - , � , I f.rlriL WALL : is ,,,, A tCI TGN£N wawa P OMO MOM r O MVO* IMI r Atr•oL MY MATT L "I IC .0 Q � ' °`° _ OWL Pre �Il ." rail '� • � ACG70e KN lO IiN 11 a l F t=om I ` 44 lam aLCn I � . mama • . % Awe Y PSL MOO PAL eenottl I, !( �� *Mt VP WALL else ea v . -. roue Agora �{ ►�11��••J 11171.1 ARM TO IOW nln/ 1 • 3A#NIN.Ll+ [ 1 � _ I'- i;t A :� � G_ u � 1 ,.TIMB K A ro IpQ n a i ow./oa eus 4 r _ Si - OI, onolc _ L, in R � '111, . -' III 1 10 I F°Y( =R, � I 1 II 4 . I ' _ d I a � �� 1 � WALL N T. A / K MOTIIII /'-1 /'- ► A. °" 111 i ,..,__________ .. a �: :1. _' �' , � s g f1I A-'► Mil; a r-x ext'6'r walls ICY �� ha vG 71 6 " 05 (Z) y+t:146 MAIN FLOOR PLA €4.40.0 41 UPPER RR 11.411143 9Q t r0►'II I•`' k I%J IV' 1 6GALe: V4'•1' -O' aim ea • D. C. I . ti,3 Y\� le, . (3 I �' • 408 13Q ::: 5 V y Lei- 2. l/ 1418400 : a' rs4'"i 5063 L o i 7-1 Y If.w y to a•L L1r. a ph e R'1 tij PM ENG VERING INC. b� 9900 SW Wilshire St., Suit® 200, Portland, OR, 97225 too Ph: 503 203 -1490, Fax: 503 203 -1486, Email: pwuenglneering @comca- . et .v-- iM 0 . ,d • u.t�j Apr FT: AttiA• 4+6-r op , • Exm,, 1 I 1 440id ` ow; MA Aill grairr Tr-co 11111111111W ' .- ' . • . • pyminisimir. *- . Alb. 1441#-6 . 4 ABD i� - rvp ��� oR cowl' 0X6 GS KkL 0P. la i / r 41 FL4 PCa.'r floc, Ai3v. , 7 7 ACM55 exrut.0 it Force MOSA.+cesS A OetrA opcitT 4 "lo� f�tN� pettprcitedo ifLA*6 id, roitme r i _:,v"„ - pos. I , oR v �Rlr••( 0 ,lid . i /... l .y a x Y 5 W !N e U .. ■ . , y 7CA)1.o.64. V '-'..-''...''''-"-*-4‘•-....„.......„...... '‘.... f Op, 7 1 0'0 11 OW WO 2020 P,-e45- .. 2 A c0 c rt ems or Mg. PAN F Ex f-og WTI o Pisa � Rare% _____ LO r3 ,L_of 2 6 , Lo+ 27 t• Ptrs PT* s o� (ft D tto �,o7 * /I * kS SAN PWU ENGIA..cRING INC. • Email: pwuengineering@comcast.net Lot 18: Code Basis of Design: Latest Adopted Version of O.S.S.C. and O.R.S.C. Wind Loading: Either ASCE 7 or O.S.S.0 projected area method allowed. See attached elevations for wind load breakdown per level. • SOW L C Protected Ares Method. 00 MON exposure 8. P+4exCgxgsxl Cq•93,ge.1O.4pst.Im1O he19,P•.02x1.3 :10.4x1 •132psf he?Z7,P =.B7z1$x10.4X1 a1428pet ha25 •1$35PSI hs3O',P■.7Ox1,3X1OAx1 s1O.2O3f h a 41) .O4 x 1.3. x 18,4 x 1 .17,03 pet h Q6O',P..e6x1,3E1O.4x1 ■2O.2Spst Roof Dead load = 15psf Floor Dead load = 12 psf Interior Wall Dead load= 6 psf Exterior Wall Dead load = 12 psf Seismic Loading: DI seismic design category per O.R.S.0 Sips = .72, R = 6.5, W = weight of structure V = [l.2 SDS /(R x 1.4)] W V =.095 W Seismic Side to Side: Wrf = .095 (50')(15 +5 +3) = 109 plf < 193.6 plf Wind governs Side to Side W2ndflr = .095 (51')(12 +9 +6) +109 plf = 240 plf < 325.6plf Wind governs Side to Side Redundancy factor = 1.0 per ASCE 7 section 12,3.4.2 Garate wall line ine A P = 3.46k (.„p4. i `S v = P /4' = 865 plf Use G wall Mot = 27.68 kft Mr .22 kft T= 6.86k Existing HDQB HD okay . _ . . . • • • . L ` vPKMOONY maw OF m Min ereNeellent P rT4 1 &LO if 4F raT s•TJT Vile d•Y 0 viI �1 ∎ice—.. . - - ._ .�.____ ... r:�.. 'DI�UT YQf1' r 1. IZ$ P/�M1� 11 [SLM t.fl /BULL Mewl / "WI i . • it I � TTPK'K 1l0 carer NO Pan (12I4J On 1.w ROM SCUT 1TL1YCW moose al 40 AVM • !r oa orri as aan 111 amt 61110 r•`•• d c o : me MAX • n n *AM Wall 3 • ue 1111)m1 aP WALL A IV .1 a 111 AI a na RS mop CM UV Ace ` . Oyu Sy •M ON 1 k • MOO 7 • 0411,LATieel ILL effle Mr emeelicol (email , m ., , 1 ailE1211 1111 , , MI1l i. ......:... rr'ir. , I i ' � '1 Ito' "J- \I„,;.11701‘ /A.\ ��', , Jli MO' e1>3� PmTl a.. movt Pli. lffTNID - i 111V1111111 _ agJP Q� I Eg � i :: train toe OW. Y NH, sew PAL =Oafs S •aa, I e a op 3 i.$. �� _ KAPep 1b OMAN W rN - C �� � MIN MAN c I meet a% W OAPACIe Will _ . cr:7 - =.- +I I i I. 7 MU _s :�� fir:.,,_ •- _ ; ;_ f 1' 4 ° '... u .1 +„ '" "__ I II M. ay t �Mi �� V� �`r7 y , exl� w�t1 • Ty> a to. ....... © has /fib OS B (23 S+de 1 /erd& 3 " D.L 5 + 41, 59• ..o. .... .... MAIN FLOOR PLAN 6MGWIWr� uPPER - _ • Sloe, � I'"9 " t2, ° ' c ' SCALE. I/4 "8 1'•0' CARAGII • 404 '_ ^ • Pf. • C;bla+ m'1Ail•, �S rc� 'a • c i- I6 ax mi WD6V -5053 OkAy 40 re►4%41rt SHEARWALL SCHEDULE (a_m) NIARI( REF NOTES: (a,i) Note: (b) EDGE NAILING FEILD NAILING SILL TO CONCRETE SILL TO WOOD SHEAR TRNASFER ' Lbs NUMBER SHEATHING NAIL SIZE SPACING SPACING CONNECTION. Note: (c) CONNECTION. Note (g) CLIPS (h) CAPACITY A A" OSB (1) SIDE 8d 6" 12- i Dia. A.B. @ 42" o/c 16d @ 6" o/c A35 @ 18' o/c 237 . B 6" OSB (1) SIDE (f) 8d 4' 12" 2' Dia. A.B. @ 24° o/c (m) 16d @ 4' o/c A35 @ 14' a/c 367 " 18" c 16d C 6' OSB (1) SIDE (e,i) Sd 3 12" � Dia. A.B. @ o/ m (m) @ 3° o/c A35 @11 °o/c 470 . D is' OSB (1) SIDE (e,f) 8d 2" 12' i' Dia. A.B. @ 16" o/c (m) 16d @ 2" o/c A35 @ B" o/c 623 E A. OSB (2) SIDE (d,e,t) 8d 6' 12" 1' Dia. A.B. @ 18' o/c (m) 16d @ 3' o% A35 @ 10' o/c 474 F 6" OSB (2) SIDE (d,e.f) 8d 4" Staggered 12" 2" Dia. A.B. @ 12" o/c (m) 16d @ 2' o% A35 @ 7" o/c 735 G AA OSB (2) SIDE (d,e,f) 8d 3' Staggered 12° i Dia. A.B. @ 10" 0/c (m) 16d @ 3" o/c(2)rows staggered A35 @ 5" o/c 939 H 4' OSB (2) SIDE (d,e,f) ( 8d 2" Staggered 12" )' Dia. A.B. @ 8' o/c (m) 16d @ 2° o/c(2)rows staggered HGA1 OI<T @ 7' o/c 1246 Notes: a) C -D, 0 -C Sheathing, plywood panel siding and other grades covered in UBC Standard 23-2. All wall construction to conform to OSSC Table 2306.4.1. • b) Use Common Wire Nails for all wood sheathing and cooler nails for gypboarcl sheathing. . c) A.B. minimum 7' embed into concrete. 3`x3°xy° plate washers req'd at all shear wall A.B. d) Panel joints shall be offset to tall on different framing members or framing shall be 3x or thicker and nails on each side shall be staggered. e) 3x or ObI 2x framing at all panel edges and nails shall be staggered. Q 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 Struclrual I Sheathing. k) Values are for framing of H-f. m) See plan for walls where seismic design shear Is greater than 350 ph (ASD). 3x or Dbl 2x at panel edges and sill Stagger nails. Nail and glue Db12x sill together w/ 1Od galvanized @ 4" o/c staggered, or use a 3x. For walls with the larger sills, Anchor Bolt spacing may be increased by a factor of 1.25 from the table above due to thicker sills. • -3