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HomeMy WebLinkAboutPermit Building 2011-09-12iCity of Springfield Development Services Department 725 Fifth Street Springfield, OR 97477 Planning Division Information Sheet for Building Permits Com mercial/Ind ustria l/ M ulti-Family Residential The Planning Division requires the following information for all building permit submittals on properties zoned Medium Density Residential, High Density Residential, Commercial, or Industrial, including new construction, expansions, and changes of use. New construction, expansions, and changes of use to any building, parking, or development area in these zoning districts requires either Minimum Development Standards-MDS review (SDC 5.15-100) or Site Plan Review (SDC 5,17-100) by the Planning Division, Overlay District Development review (SDC 3.3-100) may also be required, depending on the site. NOTE: It is prudent to make sure your use is permitted in the applicable zoning district. Building Permit, Police or other permit approvals or inspections are not Planning approval, SPRINGFIELD {+or^kicant Name:A - Phone= Vfr cJS;-Z 77 / Company:Faxr Address: ASSESSOR'S MAP NO: O GctYcrc>c|d- TAX LOT NO s Description of the proposed work [o be comple,ted under this building permit: Re c.,ls>+*n oioi -'{ riittJl b.cE-j id;f -;;;;.1r;rr"1V ovit- J+\ #-<- l+otry€- Address: Has this development proposal been reviewed by the Planning Division through an application process (i.e. MDS or site Plan Review)? tr yes n ruo If yes, Case #: If no, is this a change in use? E Yes E ffo Does the use necessitate the use of any chemicals or substances that are hazardous or TOTZ=sZonin re uire Material and Data Sheets NoMSDSYesto be ke on site? Prior roved Use:osed Use: The proposed project requires submittal and approval of the following Planning applicationprior to building permit approval: DWP Overlay District Development MDS Statement Letter Regarding DWP Exemption MDS Land Use Compatibility Statement E other:tr site Plan Review Date; itl,:::rf:.:.=i::l lii-+il:r:::::i:!:_rii.;rii:::.:iliii:,:::,:,: : i:ilrr,. rt, j Property Revidwed by: 'a ::::.:l I i:!i;,tL:rlii:,7: APN lq Bldg. Permit #:5l { - LDl(4qN Address: 6?)o BUILDING PERMIT CI{ECKLIST Subdivision/Partition:Lot: Lot Size:(L FloodPlain Zone lsning: L Dd'l_Floodway:Panel: I k-a Plan Designation:HillsideDevelopment: c-'^i/---1 Metro Plan Desigration: (- O (L Historic ( Parking Spaces:UF-l0 No. of Street Trees:Willamette Greenway: Pave Driveway:Wetlands: Density (If Applicable):Tree Felling: Manufactured Home Yr. Constructed: Front:Structure Area: Side 1:Pavement: Setbacks Coverage: Side 2: Rear:Lot SPH: Prior Journal Solar:N/S Solar Setback: '- Comments: Plan Check Fee: L q Date Completed: C ?-* Revised 9i09l09 Deye'tte Kelly U x d;<-,-. / -tv ?t2 0b8 I /va.,rz*ru.,/ *A//,,ft) YaO/ I -.--{.{!*{ h { I mq I 7 -t L I t \t t=il E I & ffi a B# T I r=I ffi I I iI $ I I I L 7 v IguP {,7 8 { / lrV I\ \ I it I ilil I ff I ll; -' : T \-\.-1 -] CITY OF SPR'NG DEVELOPMENT SERY'CES DEPqKTM ENT Com m u n ity Services D ivision Bu ildi ng Safety Secfion 225 FIFTH SIREET SPRINGFIELD, OR 97477 {541) 726-37s3 Fax {541) 726-3689 www. ci. sp i n gfi eld. a r. u s SPRINGFIELD 'w0itEGO.{ Resiiential Plan Review JOB ADDRESS 6890 Glacier CITY JOB#: SPR2011-02071 OWNER: Parr PHONE: 541-515-7771 CONTRACTOR: NW Diversified Busn.PHONE: 541-942-1388 Items listed below (if any) and those marked in red directly on the approved permit documents are incorporated into this project. 1) Construct according to approved plans and engineering requirements. 2) Minimum rear yard setback is l0 feet from the property line to any part of the deck. All references are to the 2008 Oregon State Residential Specialty Code, (2006lnternational Residential Code as amended by the State of Oregon) unless noted otherwise. A copy of this code may be obtained from the Building Tech Bookstore, Inc., 8020 S.W. Cimrs Dr. Beaverton, Oregon 974008-5986. Building Codes are also available for viewing only on- line at the Ore. Building Codes Division web site - http://www2.iccsafe.org/states/oregon/ Your signature on the Building Permit is an agreement that all items will be installed or corrected, and that all work on this project will comply with applicable codes. ISSUANCE OR GRANTING OF A PERMIT OR APPROVAL OF PLANS, SPECIFICATIONS AND OTHER DATA SHALL NOT BE CONSTRUED TO BE A PERMIT FOR, OR APPROVAL OF, ANY VIOLATION OF ANY OF THE BUILDING SAFETY CODES OR OF ANY OTHER ORDINANCE OF THE CITY OF SPRINGFIELD. PLANS REVIEWED BY: Chris PHONE: 744-4153 Review completed on September 14,2Ol I a'23 TE.d\t?t\ $t a {:sth}D2()? 5 rho t d L (r-2. ts 2 E Fl - *o 7.tt \A a slri:i P'zC + \oa d a t*. \-ds t{- I I i i II ti t" *' .i 0' lu \^5f t* o Ib ,Jt{*\6il- rfI 1 {7,1 5 FisN 6 ra \ 0 ?-@ tp'f ,Jlon\r$// pt rl ffi+d G*.F'fiN4,Drtr al Eersr g4+o*2Q "UtW 'P v u Effrrlr*t" $ o? d rll vt 1d e t/4'' , !' T)e ,V- t^LU **l'e I') -ln uc'o'D? Uft iFrsdJ- It / tqc'c r.:r"f1i ]e *di h4 !t 0 I N,/ gtohd a ,5 ntl ffraqntcnl' *a l+ '96,->{ uJ hJ *6" N l I J o K&AEngineering, lnc. 91051 S Wllamette Street P0 Box 8486, Coburg, 0R 97408 (541) 684-9399 Voice (541) 684-9358 FAX kaengineers.comengineering July 16, 2011 Proiect PAR1001 Naoma Pan 6890 Glacier Dr. Springfield, 0R 97478 Subject Construction narrative Exterior deck 6890 Glacier Dr., Springfield; 0R Enclosed is our completed design and calculation package for your new free-standing deck. This package shows the new posts in the approximate location of the existing posts. All dimensions are to be field verified. K & A Engineering shall be notified if there are any derivations of the layout in plan-view which is greaterthan 3- inches. Our understanding is that the existing structure, including the supporting foundation, is to be removed and demolished. A new 4-foot tall (muimum) retaining wall shall be constructed to support the new posts and the lower level concrete slab. The details for the construction of the retaining wall are included in the plans. See detail 2 on sheet 53. lt is assumed the retaining wall will encompass the entire perimeter of the slab area. The new posts and beams can then be set on the new concrete and construction of the superstructure can proceed after that. lf at any time you have questions regarding the design, please feel free to contact us. lt has been a pleasure working on this project with you. Thank you for the opportunity to be of service Respectfully, A,*r. Chuck geotechnicaUcivil eng i neering Proiect:6890 Glacier Dr 91051 S Willamette Street Coburg, 0R 97408 541 684 9399 541 684 9358 lax Client:Naoma Parr Job No: PAR100Date: Jul 15,2011 Sheet 51 ol 3 \\. 1 c{ c{ 26' 25',-6', 42'\42"x12" C0NC. SPREAD FIG. (I.YP.) 6"x48" (max.) REIAINING WALL SEE DETAIL ZS3 24"x12" CONC. STRIP FIG. 6x6 P.T. P0ST ECCO5.6SD52.5 POST CAP SIMPSON GLT HANGER 6x8 P.T. POST CCOS-8SDS2.5 POST CAP SIMPSON GLT HANGER 6x6 P.T. P0ST ECC05-65DS2.5 POST CAP SIMPSON GLT HANGER T t--uq FLANGE OFFSET ]-- -rPjrytrotrIr5 -/a"x1 2' 24F -V 4 Dt IDF GLU LAM _l I2' 24F.V4 DF/DF GLULAM =J =Ja LoEo L c\,1 (\I u-oEos L.t c! c\l e CD IE ;x lco 2', SIMPSON GLT HANGER s-[-r nnmGEE-SIMPSON GLT HANGER TOP FLANGE OFFSET 6x6 P.T. P0ST ECGQ5-6SDS2.5 POST CAP NEW'12" DlA. SoNo-TUBE (n'P.) FIELD VERIFY DEPTH REQUIRED TOP FLANGE OFFSET 6x6 P.T. POST ECCO5-6SDS2.5 POST CAP NEW 12',DlA. SoNo-TUBE [I.YP.) FIELD VERIFY DEPTH REOUIRED IN 654 C- OREGON FOU IDATI N FRA ING PLAN EXPIRES 11, l( nenrnee 2 I I 91051 S Willamette Street Coburg, 0R 97408 541 684 9399 541 684 9358 fax geotechnicaUcivil engineering Shee[ 52 ol 3 Project:6890 Glacier Dr Job No: PAR.IOOD ate: Jul 15,2011 1 S3 3 S2 SIMPSON GLT HANGER (AT MTDDLE PoST) CCOs-8SDS2.5 POST CAP (AT MTDDLE PoSl 6"x48" (max.) RfiAlNlNG WALL AS PER DETAIL 2/S3 6x8 P.T. HEM-FIR, No. 1 MIDDLE POST CBSO86-SD52 POST BASE NOTE: (4) #4 VERT. BARS UNDER PoSTS [lvP.) SIMPSON GLT HANGER TOP FLANGE OFFSET (EACH END POSD ECCO5-6SD52.5 POST CAP (EACH END PoSI CBSO66-SDS2 POST BASE 6x6 P.T. HEM-FIR, No. 2 END PoST 0YP.) 4" CONC. SLAB REINF. W#4 BARS @ 12" 0.c. E.W. 2x12 P.1. HEM-FIR J0ISTS @ 12" a.c. SIMPSON JB212 HANGERS 2x12 P.1. HEM-FIR J0ISTS @ 16" 0.c. SIMPSON JB212 HANGERS F anrlJ = FU) UJ 25'-6" 26' EGTION c!(4) #4 VERT. BARS UND WD. POST 9u 5-/e'xl2" 3-%"x12' 24T.V4DFNF GLULAM V4 DF/DF GLULAM z',WOOD POST L. DET. SIMPSON GLT HANGER ECC05-65DS2,5 POST CAP (EACH END PoST) 6x8 P.T. HEM-FIR P0ST 6x6 P.T. HEM-FIR, No. 2 P0sT AGATNST HoUSE 0YP.) CBSO POST BASE RETAINING WALL AS PER DEIAIL 2ls3 NEW 12' DIA. CAST-IN.PLACE coNcRErE P|ER (AGATNST HoUSE) APPROX 1O' DEEP. FIELD VERIFY CBS066-SD52 POST BASE =F o = 4'CONC, SLAB REINF. W#4 BARS @ 12" 0.c. E.W.654 C- OREGON I C. DU \ Y E TION EXPIRES /1, h nentnee Glient Naoma Parr t l l 91051 S Willamette Street Goburg, 0R 97408 s41 684 9399 541 684 9358 lax geotechnicaUcivil engineering Proj ect 6890 Glacier Dr. : Jul 15 201 1 Sheet 3 of 53 Job No: PAR1 O0Date 3 -%'x1 2' 24F -V 4 DF lDt GLULAM B EAM SIMPSON GLT HANGER TOP FLANGE OFFSET AT END POSTS 5-/a"x1 2' 24F-V 4 DF IDF GLULAM BEAM SIMPSON ECCO5-6SDS2.5 0R cc05-6s0s2.5 6x P.T. P0ST [IYP.) ECTI 0" SLAB TO WALL REINF. #4 @12" o.c. 24'HOOK INTO STEMWALL 24' HOOK INTO SLAB HORIZ. REINF. #4 @12" o.c. VERT. REINF. (center) #4 @12" o.c. 6'HOOK INTO FTG. ALTERNATI HOOKS f,c = MtN. 2,500 psi FY = 60,000 PSi FILL AS PER ENGINEERING SEPARATION GEOTDCTLE AMOCO PROPD( 4535 0R E0UM. 3'MO( CLEAN DRAIN ROCK 3" PERF. RIGID DRAIN PIPE MIN.8'SOIL COVER OVER TOE OF WALL s EXPIRES 6547. C- OREGON 11, @ ry z<)* ===FDoa5 2' HORIZ. REINF. #4 @ 12" o.c. TOE REINF. (bottom) #4 @ 18" o.c. RETAINING WA LL DETAIL u = 1'-0,'l( ! es c. ou ( *l 6' nentnee Client Naoma Parr >r- o K&AEngineering,lnc. 91051 S Willamette Street P0 Box 8486, Goburg, 0R 97408 (541) 684-9399 Voice (541) 684-s358 FAX kaengineers.comengineering July 15,2011 Proiect PAR1001 Naoma Pan 6890 Glacier Dr. Springfield, 0R 97478 Subject Engineering Calculations Exterior deck 6890 Glacier Dr., Springfield, 0R PROJECT DESCRIPTION This project consists of analyzing the foundation, framing, and lateral bracing systems for the proposed subject free-standing deck for the existing single-family residence. DESIGN CALCULATIONS Description Pages Dead load calculation Lateral loads Framing Foundation DESIGN GRITERIA ASCE 7-05, 2010 OSSG (based on 2009 IBC) Thank you for the opportunity to be of service. Please call if you have any questions. Respectfully, . 654 C- OREGON 11, EXPIRES k Chuck Du Fault, P.E. K&AEngineering, lnc. 1-2 3-5 6-12 13-17 C D,)\ ka engineering Geotechnical & Civil Engineering 91051 5. Willamette Street. P0 Box 8486. Coburg, 0R 97408-9430 tel 541 684 9399 . fax 541 684 9358 www.kaengineers.com lA&85 TD bgclr- bue +s.s e2 u- = 'to f"f be++ L'+Ae luE (Pors,gu,-,l*7 ) d\t- ,,r,r = /d,osf, LlCknEGrF ca'4rlr&*E u bu "*. ' ,.Y (: ;\ ' so g.{ ftP*t-r *<,l.+rtc (Ot Sraqr-,{"r- q;5TslpurFtora} UPtt - l'&\.-t tLvuo.rl ua" P", " F!2r4*,r,JL dh" Fn^ =SSpc{L , t.1t ,E (a.z^r.\ . 3r# 3 5j ( t 7v '-\ " 3.37( 6"€ fs€L A-c, Tarfi- -.bL d\. >oi,*- . tt$.'{ N * '\-> 541 wfo { /,'LSC. $641 () - l.jfrf S^Jo*-r t-r605 o J. , Z-oyst \^JUGtff qc \ecE sr E p,/ 6 ,t {*\ ( zt.s {*\, i ofJob Date vJ -- Client /i, Kt + Sheet o o i o lr +2Tl 6 Ig IJ o oq e o EEf o-f I I E Eo € o oo D oE qc P< oo oq4? =oo@-ro =€ofooel n6 oa d- 9o -f d a o3 oo l d P. 6 o =o ? C o o r-I! @ I d0o o ooofe oo I do e- ag e'fo !, C g o ! € so o oo il o doq 3oJ 6- 6- aaoo oos- e- o@ !-l o= [; NA9l ?o !6 1a'€ ddqo oo 9a [9NH3t qN !ra E- @E!oa3o' oo E o aDo o I =o- oo dq l o E-I E 4 ^o o o@ @ g o .!OE Fes -=o6: o D ==60= ._ l'a Fe?; ,"9 =<e E? o + 9 Io L 4za|.o oln.tlou.tlt 1ll o'n €o o{o :E +o =m 'q zL 'qt 0?'ql 0E 'ql 0e 'qt 0z'q 0t :11/Peo'I IIEAA roou lsrlf joou puocas (ln} ct*v (mo1) c111y JOOH run V3UY Ag 3SnOH lO IHCl3Iy\ 3CYH=AV 0'8""--""""""""-"-"- (qses.pue'euJe4'ssEE) seopurl0'01""""""'-"-' """"""""""L7.) occnts 0'e""'--"-""""'--"'-'-'-'-""'"' le€ls pel€ueua-uEleood 0'9""-'-'f) preoqlpM u:nsd,(g 9A 0'0 L q1el ppr! uo (.;) r1se16 poo/,^ uo (.;) japel6 0'8 L" LL pezelS """" (epe1d .r, ssPlg SOYO] oV3O NOlJ.ll.UYd ONV l'IYrv\ t't"'-"-""""""" ""'-""'-"(yJ a;11 1Au6 0'6I""'-""-"-"" "" Crt!) qslulioze.ual 0't'--""""-""-" """-'"-Gil unapun 0'9r'-"-""'-"""' """"(qep "9) eloclxsll 9.0............._..._._ ._-_.....-.("ry) atlr IroC o'21"""""'""""" ""'-"-'-"'-"" auols 9'Z f """'-"-"""""""""""" (lq6lam leu.uou) peooptag 0'0[ ol 0'9"""-" g6re4q6q (ssaulc;q1 1o qcul r€d) ela.lcuoC o'0t""'-"""'-"'-"""""""-"'Gd alll fursnb pue oruereC O'2t""""""--'--'-"(ssau1clq1 1o qcul lad) q$uU lueu/aC 0'Zt"'-""""""'-"" (s€eu)lsrql 1o qcur red) c[seur ileqdsv O'E'--"""""'-"'-""""""' (ssaurlcrql to rlcur .red) pooirv(ld O'?"""-"'-""""-' 0eulruou.L) poo'nP:eH pd lq6ge61 ;epqehl sovo-l ov:lo uoo'lJ 0't 0't u:e1s[s papuedsns-puuELlC lsd 1qEra,\ requ Fcqsnocv lE9aPW soYo-I ov3(I cNtll3c """'-"G0) atrl Ioog pd !q61a111 lEPalEhl sovo-I ov30 loou Conterminous 48 States 2005 ASCE 7 Standard Latitude = 44.039998 Longitude = -122.9A5534 Spectral Response Accelerations Ss and S1 Ss and S1 = Mapped Spectral Acceleration Values Site Class B - Fa = 1.0 ,Fv = 1.0 Data are based on a 0.05000000074505806 deg grid spacing Period Sa (sec) (g) 0.2 0.615 (Ss, Site Class B) 1.0 0.282 (Sl, Site Class B) Conterminous 48 States 2005 ASCE 7 Standard Latitude = 44.039998 Longitude = -122.905534 Spectral Response Accelerations Slt/ls and SM1 SMs = Fa x Ss and SM1 = Fvx 51 Site Class D - Fa = 1.308 ,Fv = 1.835 Period Sa (sec) (g) 0.2 0.805 (SMs, Site Class D) 1 .0 0.518 (SM1 , Site Class D) Conterminous 48 States 2005 ASCE 7 Standard Latitude = 44.039998 Longitude = -122.905534 Design Spectral Response Accelerations SDs and SD1 SDs = 2/3 x SMs and SD1 = 2/3 x SM1 Site Class D - Fa = 1.308 ,Fv = 1.835 Period Sa (sec) (g) 0.2 0.537 (SDs, Site Class D) 1.0 0.345 (SD1, Site Class D) ka engineering K&AEngineering,lnc. 91051 S Willamette Street P0 Box 8486 Coburg, Oregon 97408 541 -684-9399 Title Exteriordeck Job# PAR1001 UUU Desc.: elevated deckwith concretetopping Dsgnr: Project Project Notes ASCE 7-05 Seismic Factor Determination File: 212010\PAR1 001par1001 - iraming.ec6 tNC. 1981201'1,Ver N:74009 DescriPtion ; Deck seismic load Occupancy Category Calculations per ItsC 2005 & ASCE 7-05 Occupanry Category of Building or Other Structure .ll" : All Buildings and oher structures except those listed as Category l, lll, and lV ACSE 7-05' Page 3' Table 1'1 Occupanry lmportance Factor USER DEFINED Ground Motion 1 ACSE 7-05, Page 116, Table 11.Ll ASCE 745 9.4.1.1 Max. Ground Motions,5% DamPing : sS = 0.6150 9,0'2secresPonse S 1 . O.2g2O g, 1.0 sec response Site Class. Site Coeff. Cnd Cateqorv : : : Site Classification 'D" : Shear Wave Velocity 600 to 'l ,200 fUsec Site Coefilcienb Fa & Fv Fa (using straight-.line intetpolation fron table values) Fv Maximum Considered Eartquake Acceleration S r, = Fa t Ss SM1 =Fv*sl Design Spectral Acceleratjon Sor=s rr*2R s or= s ,',* 2/3 Seismic Design Category D 1.31 1.84 0.804 0.518 0.536 0.345 D ( SD7 is mosf severe ) ASCET-05 Table 20.3-1 ASCE 7-05 Table 1 1 .4r1 & 11 .$2 ASCE 7-05 Table 11.43 ASCET-05 Table11.M ASCET-l5 Table 11.il1 ASCE745 Tahle 12.2-1: Resistin0 Basic Seismic Forct Resisfing System Response Modification Coefficient " R' = System Overstrength Factor 'Wo' Deflec{ion Amplification Factor " Cd " = NOIE/ See ASCE 745 for all applicable footnotes. Cantilevered column systems detailed to conform to specffic classification Timber frames Building height Limib : Category'A & B" Limit Category 'C' Limit Category'D'Limit Category'E'Limit Category'F Limit 1,50 1.00 1.50 Limit= 35 Limit= 35 Limit = 35 Not Permitted Not Permitted ASCE 745 Secfion 12.3.4 Seismic Design Category of D, E, or F tirerefore Redundancy Factor ' p ' = 1.3 Lateral Force Procedure :ASCE 7-A5 Sedion 12.8 Equivalent Lateral Force Procedure The "Eouivalent Lateral Force Procedure" is beino used accordino to the provisions of ASCE 7{5 '12.8 , Detei,mine Building p"t166 ',. ':.,,,.,,;,: rr', ,' ::.,, .t,r:.:,:,:r:l:.:::,:::,Use ASCE 12.L7 Stucture Type for Building Period Calculation : All Oher Sfuctural Systems.Ct"value = 0.020 'hn':Heightfrombasetohighestlevel = 12.0 fr 'x"value = 0.75 'Ta'Approximatefundemental periodusingEq.l2.S-7: Ta=Ct'(hn^x) = 0.129 sec TL' : Long-period fansition period perASCE 745Maps22-15 -> 22-20 16.000 sec Building Period 'Ta ' Calcllated from Approximate Method selectred .!,CsuResponseCoefficient.|.... = 0.129 sec ASCE 745 Sedion 12.8.1.1 S gg Short Period Design Spectral Response " R' : Response Modificaton Factor " l' : Occupancy lmportance Faclor 0.s36 1,50 1 From Eq. 12.&2, Preliminary Cs From Eq. P.A3 &P.84, Cs need notexceed From Eq. 12.8-5 & 12.86, Cs not be less han 0.358 1.785 0.010 0.2503Cs : Seismic Response Coefficient = S DJ BIl).0.70 ka K&AEngineering,lnc. 91051 S Willamette Street PO Box 8486 Coburg, Oregon 97408 s41-6M-9399 fax Title : Exterior deck Job # PAR1001Dsgnr: CCD Project Desc.: elevated deck with concrete topping Project Notes : Calculated forAllowable Stress Design Load Combinations ASCE745 Sedion 12.8.3 rngineering Description ; Deck seismic load Seismic Base Shear ASCE 7-05 Seismic Factor Determ ination tNc.198!201 Ver:6.2.00, Cs = 02503 from 12.8.'1.'l Vertical Distribution of Seismic Forces " k' : hx exponent based on Ta = Table of building Weights by Floor Level... W (see Sum Wi below ) = Seismic Base Shear V = Cs. W = 15.76 k 3.94 k 1.00 Level #Wi : Weight Hi : Height (Wi - Hi) ^k Cvx Fx=Cvx * V Sum Story Shear Sum Story Moment 15.76 12.00 3.94 3.94 0.00189,11 1.00 Sum Wi =15,76 k sumwi *Hi = 199.11 k_it Total Base Shear =3.94 k Base Moment =47.3 k-ft ASCET-A5 9.5.2,6.4.4Diaphraqm Forces :Seismic DCsiqn Cateqory "Dt', ",Ei! &,,"8: ' Level #Wi Fi Sum Fi SumW Fpx 15.76 3.94 3.94 15.76 Weight at level of diaphragm and other structure elements attached to it. Design Lateral Force applied atthe level. Sum of"Lat. Force'ofcunent level plus all levels above 0.20.SDS *l*Wpx 0.40.SDS'l*Wpx Wpx- SUM(x->n) Fi / SUM(x->n) wi, x = Cunent level, n =Top Level ^ 3.i?l'o.SL)V-t / l"t+ 3.38 wpx. . . Fi. .. .. , Sum Fi. MIN Req'd Force@ Level...... . MAX Req'd Force @ Level ... . . . Fpx : Design Force @ Level, . . . . 6 tot*+ Concrete & lirlasonrv Wall Normal Force : Minimum Force oer ACSE 7{5 12'11.1 Minimum Factor: 0.40 - SDS * lmportance. Weight Concrete & Masonrv Wall Anchoraqe : Seismic Desiqn Cateqorv 'C' & "D" Der ACSE 7{5 12.1 1.2.1 Actual Wall Weight Tributary to Anchor = Fo: Anchoraoe Desion Force. . . Riqid Diaphragm Design Force = 0.40 - SDS. | 'Trib. Weight Flexible Diaphragm Force = 0.80 * SDS * | -Trib. Weight 0.2145 . Weight lbs/ Iin. fi 0.00 lbs / foot 0.00 lbs /foot ASCE 7-05 12.4.2.3 Load Description D Dead Load Qe Seismic Load E H&VLoadEffect 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0,000 0.000 6=p*QE g=p*ee s=p-ee 0.000 0.000 0,000 0,000 0.000 0.000 0.000 0.000 E E E E E =p =p =p =p *Qe *Qe 'Qe.Qe *Qe +0.20"SDS*D = +0.20*SDS*D = +u.zu-5u5'u = +0.20-SDS.D = +0.20*SDS-D - +0.20.SDS.D +0.20-SDS*D = +0.20.SDS.D = 1 kn K&AElElno6dng,lm, 91051 S W$em.[c SlBol PO Bq 0106 CobuE, Oegm 97100 51 t.681-339S dr*lol.b@ 12'o.0. Exlo*rdoct Jobil PARlo0l ccD I D6$.: .ldC.d dod( wlh ffits lopplm PEiocl Nolos :kn K&AElElnsodru,l 91051 s Wilamolto PO Bor 6186 Cobuq, Oego 9718 5{t58+9399 loht O 12'o.. -?rn 1rc. SlEot -Illlo: Fllodor dsk hgnr CCD PDl6d Drs.: alaaled de* wllh omla lopplng Pmlsl l,liolsr : smh.ry ol lJlomnl V.h!! MrohC lbddlgn Fb{h .lob fl PAR100l D!gd: Prclo.t crlcuhllonr Dlr NDS 200i, IBC cBc 20'10.ASCE 7{6 L6d Con$ln.lon Md Si.6 R.i6-M-_TMaterlal c Analyslo Melhod l AllowEble S11633 Dsslgn Load Combhellon 2006 IBC & ASCE 7-05 W@d spedr! Wmd Gr6do Boam Breclng I Hem Flr :No.2 i 806m is Fully Braced Egalnet lalaral-lorllon buckling 1.300.0k!l 470.0kr1 {05.0pll 1 50.0 p6l 525.0pd Donslty Ropollllvo 27.7oPd M.mb€r gms lffioa! 0.337 : 'l 2x'12 42.95 p3l 127.50 pll .orL.{1 0.m0fl spmtl Fb - Tonllon Fb - compr Fo - Pdl Fo. Pcrp Fv FI 850.0pll 650.0pll 1,300.0 psl E : ltotuh^ ol El*lcnY Eb€nd- r Emlnb€nd- u trn0lh.120 i t {O{.7501-{.7508{.750WaH t.n0lh''12.0 i t .O.0.r60tr.0.7501{0.5250E+fl t.nolhrlz.ol I {O.0.r50t.0750S.0.5250E.H l-solh.l2.oi I , Ovorlll ilarlmum balldcuoilr,i Unhctor0d Lo!d! Load Combln.son SPtn Md. a' thf 0.512 0.4!5 0.512 0.,l88 0.222 0.10t 0.217 .|.800 1.800 .l.500 1.500 Lt50 t.t50 1.150 1.t50 't.t50 1.150 t.t50 5r8.5! G80.9! 571.5! 6E0 !3 t,32S.10 1,320.10 1,329.{0 t.!29.{0 0.{3 0.51 0.{3 0.51 204.00 201 00 204 00 201 00 t.000 t.000 t.000 t.000 t.000 1.000 t.000 0.850 0.850 0.650 0.8s 0.t50 0.851) 0.8s l.0m t.000 1.000 1.000 1.000 t.0m t.000 1.53 L80 t.53 1.80 3E.{2 15.72 3E.12 44.22 Lmrllorln Sprn Lotd Comblh.flon Mrx.'{ Doll Lo6(on h SDen LnS D"t D* O.L* D only L ottly S oil L€ D.t D{S D{"{S 0.0813 0.0107 0.1220 0.1920 0.15ts 0.2332 0.0000 0 0000 0mm 0.0000 0.00m 0.00m 0.000 0.000 0 000 0 000 0.000 0.000 VEIFI h XIPS 6.060 8.060 6.060 6 060 6 060 6.060 DESIGI'' Bendlng Slreer Retlo t@d Combln.ton sprn, tdglh=|z0i I "0.t.t{t.nglh.120 i I "O\S.fll".nglh' 12.0 i t .D{.7501-r{.r501+H t.nglh=t2.oi I .0{.r50tr0 750srH trn!ih.|20 i I l{){.750LF0 r50t.0.750W.H 0.500 0.778 0.5J4 0.557 0.713 secllon urrd lor thb rpln lb : Actutl FB : Aiilebl. Load Comblnrllon L@alld ol mtxlmm on spsn 2\12 . 12.0 n Mrxlmum Sheer Stru!! Rello S.ollon ur.d tor lhli lprn fv : Aotull Fv : AllMbl. l-oad Cmblrollon LGsllon ol muhm m apen SmilwlEn muhum@tr rdr[d : Fil hft li lll 0.32t 0.2{0 0.120 0.s0 0.586 0.1{l 0.688 0.t28 0.2,i0 0.i20 0.380 0.568 0.{1t 0.681 Meximum Detlecllon Mer DoMwrrd L+Lr+s D!lloollon M6x Upwatd L+Lr+S Dell.cllon M6t DoMwrrd Tolsl Oei.cllon Mrr Upw.rd Tol.l D.ll.cllon 0.122 In Rsllo - 0.000 In R!flo' 0 233 In Rrfio - 0.000 In Rrdo ' 1 180 0 <480 617 0 <360 0.77& 'l 2t12 648.80prl A30.88prl r{)rt++t 6.mispnll l.0m Lm0 't.000 t.000 t.000 l.m0 1.000 Lm0 1.000 t.m0 Lord c V.ctu6l Fv'rlow 0.2t6 0.337 0.231 0.211 0.30r 0.900 t.000 t.t80 1.250 t.t50 1.t50 t.t50 L150 t.150 t,t5n t.t50 1.t50 '1.150 t.t50 Lt50 0.oo 171.73 l1l.7o l.It G16.m t30.n 1.!t !1021 95t.51 t,63 574.61 .|,0r8.i9 r.m 0m.$ 955.51 0.2t 0.4t 0.38 0.{3 0.51 2,8? {2.95 33.88 3t.12 15.22 il{.75 t27.50 146.6t t5t.le 1r6.63 0 850 0.050 00$ 0.t60 0.850 0 150 0.eto 0.t50 0 850 0.05{) t.0m L000 i.000 1.000 1.000 i.0m t.000 I 000 t.0m 1.000 lJnltorm Loill : c Load FactoIB Unilom Loed : Unlfom Load: Unllom Lo.d : kE ( & A Etglneedru,l@. PO Box 8,186 CobuE Oregon97108 54t-681.9399 Job # PARI001 kE Tlll6: ErloilordekDsgnr CCD PmJ6d De$.r 6lwal6d ds* wlih oonmlo loppln0 PDJ@I lHos: Lild Comblmlon S.0mtnlLrngh N & A Eruhoodhg,lrc. 9!051 S Wllamllo SlE6t Po Bor 8186 cobuE, or.gon 97{08 54t 684,93S0 tu( lilb e t6' or. - tul I Glt ?rn Mu stlsRt0o. sp"nl -T v Tllle: Erlodor declDsgnr cCD PDiod D.s.: 6ldeled d€cl wllh ffile lopplhg PDlslNolss r Jobil PAR!001 summrry ol i|omnl Vafulr summr, ol Shffi cl 9lly cr 9m cl Mrctud lbirtlgn Fb-rllor v.ctuel lv-drdgn Fv-iiow Wood Bearn I d.rl,olrhO16'oo.-tu110-nqrl Dosqulon: Bsndlng RBllo lb i Aclurl FB : Anilebl. Load Comblnellor L@allon ol maxlnium on rpdn Sp6n f whcE mdlmum @u6 Maxlmum O6flecllon Mer Dow6rd L+Lr+S Drllecllon M6x Upwrrd L+Li+S Dcllrcllon Max DMw.rd Tolrl Dllt.cllon MEr Upwird Tolrl D.llcollon Lord Cotrblntion S.cllon u!.d lortrlb !trrn Fv : Alomble Loed cmblnallon Leallm o[ millmum on Bpal <180 <360 L.h0lh,10.0 i I .{}{.7501{0.750S{.750W+H Lrngih' 10.0 i I .O{0.75ctr.{,.7501{0.5250E+H Lrnelh'io.0[ t {O{.7501{0.750Si{).5260E+11 L.nglh' 10.0 ll t 1.8m 't.600 1.600 '1.600 l.lm 0.t50 t.000 1.150 0.850 l.0m 1.150 0.i50 .l.000 t.t50 0.c50 t.000 530.12 t,329.10 625.21 t.329.{0 5!0.{2 1,329.10 625.2t 1,329.,t0 10.70 {t.06 10.r8 {8.08 20{.00 20{.00 20{.00 201 00 0.t99 0.470 0.389 0.{70 0.2m 0.238 0.200 0.2t8 1m0 l.m0 l.m0 1 000 !.000 L000 1.m0 t.10 't.6s t.10 t.65 0.18 0.5( 0.16 051 0.358 : I 2\12 45.63 pll 127.50 p3l .D+I{1 0,000 lt $ilfl1 1.150 0.c50 t.0m t.150 0.850 l.0m ,:ovorill il.rlfiirfi Dollccuonr . Unlrctorrd Loldr l-o.d Contbh.lil SpEtr Md. ? DEi Luion ln $r[ Ldd Comun.tor MEr '+' D6ll luton kr Sp.n 0 0281 0.0000 0.0000 0mm 0 0000 0mm 0.00m 0.0968 0.t469 L€ D.l, D.S D.L.e 0000 0m0 0.000 0.000 0 000 0 000 5.050 5.050 5.050 5 050 5 050 5.050 0.0784 0.122t ::rvoillcalhsrctlona.lhflgtolgtl:: : ;1:.. , r :: Sl{poilnolt{o:Ful.nbtl ViluiilnKlPs Ldd Cmbhrtm Suppod I Sqpod 2AnDliod Lofdt : : I : S.rulco lo0ds lntered. LoEd FocloB wlll be applled tor cElculetonE. Boam s6ll wlghl oalculalod 8nd addod lo loEds Unllom Loed : L = 0.0{0 ksl, Tdbul.ry Wdlh = 1.333 i, (Ltve loEd!) Unllom Load D=0050ks|,t.333 ll, t,333 (Do.d loads) ll, (Mlsoloads)Unllom Lodl Unfom Loed S =0.020 k.l,= i.3Xl [, (Smwlo.dr) D Ohl, L o'*t Sont L{€ D.L D+s D.I.s 0 359 0 267 0.133 0 {00 0.626 0.193 0.750 0159 0.267 0.,r3 0.100 0.626 0.1s3 0.759 :0.71/t.l 2x12 593.61 psl 830.66p!l +O{r.ll 5.000n Span f I 0.078 ln R.llo ' 0.000 ln Rrfio. 0.149 ln R.to. 0 00O ln Raflo ' 1530 0 806 0 r -T-v c Lsnolh. ,l0.0 i I .0.r.{ t.ng[!'t0.01 I rOS.H trnltt. 10.0 ll I lD{.7501r.0.7601{ l,6iglh"l00t I ro{ r50t{750S.I trnglh. 10.0 i I .O{ 760L'{.7501.0.7:ow*tl 0 l5B 0.7,1 0.189 0.51t 0.65{ r.t50 L150 l.rm !.ts t.150 t,1 50 1.150 1.150 t.t 50 0 850 0.850 0 t50 0.t50 0.650 0 850 0.850 0.850 0.8m t40.81 503.6t 101.21 530.12 625 2l 1,1.7s 830.88 95t.51 t,036.59 055.5t 26.20 15.61 35.82 10.78 18.06 il{.75 t2r.50 116.03 !5!.3e t{6.63 0.228 0 351 0.245 0.236 0.328 0.000 1.000 ,. t50 t.250 L150 t.000 t.000 t.0m l.m0 l.m 1.000 l.m0 ,l.000 Lm t.m i.m0 l.0m ,I.000 l.0m 1.000 1.000 t.000 .l.000 1.000 0.s0 1.57 t.23 t.10 i55 0.29 0.61 0.40 0,16 0.51 Materlal ProDerties c.lculrtlon. pd NDs 2001, lBc 2009, Csc 20'10' AscE ,'08 AnEIyslB Method: AllowEblo 8lr6s! Dcslgn Fb- Tenslon 8!0.gpB! E:llottufrDolEleilbly toad Comblnallon 2006 IBC & ASCE 7-05 Fb- Conpr 850,0ps1 Eb€nd-n 1,300.0h1 Fo.Pd1 1,300.0F1 Emhbond-u 470.0h1 W@dspeclo! : HemFlr lo-Pon 1990P{ W@dciad6 : No.Z Fv 150.0Pr1 Fl 525.0ps1 Donelty 27.70Dd Be6n Braclng I Beam ls Fully B.eced agalnlt latoral-lorllon buckllng RopolHtvo M6mb€r Slrs hqoeo S.cllon urrd kn Eiglmodng,lm. S Wllamoll. SlE6t kn x&A 9t051 DlOm PDlcd Abilordod( Jobl PARlml ccD L D.s.: .ld.l6d dod(w{h ffih lopplllo PE)@t Nol6!: X&AEnglmodng,lm. 91051 SwtEmnlt SlEol Po Bd 8186 Coburg, Orsgtr 97{08 51158+9399 Tlllo : Exhil, d6lD.Em cCD PDFd D!$.: .hdod dod( wflh @Ml6 lopphg PEFct Ndo!: SmtryolMon hlvllt.! Mioirrl bdobn Fb-th{ Job, PARl00l i90.,10 291 a6.21 i90.(0 Po Bor 6186 coburu, or.gon 97400 54t{Bn-03S9 : o.ol blama: D.ck btrmt Colculetlonr per ilDg 2ool, tEc 2009, cBG 2010, ASCE 746 L6d Cofitlnlid t!n0tn"l2.50[ | 4(){0.7501{0.750s.{.5250E.+l t.ndh ' 1250n t sPri, Md St6 R.id MV 0505 0.243 Anslylb lr6lhod: Allilebl! Slro!! Drllgn Fb- Tcmlon Lord Combhailon 2006 IBC & ASCE 7-05 Fb - Compr Fo'Ptll W6dspel6r r Hem Flr io'PlP'ji;;dil-.;ii;.t FI BEtm Braclng l B6em 13 Fully Br.c6d agalnlt latereltorllon bucklino 675.0p3| 675.0p3| 500.0pll ,l05.0psl 140.0prl 350.0pll Denelly 27.7Opd 25.09 1t.s9 t{.09 39.19 1d.21 ls.a0 ad.21 E: ti/od,thn ol A$ficrlEh.nd-n 1.100.0t31Er*|bond-u 400.0ts1 i.5m t.6m 0.959 0.059 0.950 t.000 0.t50 1.0fi) t.0m 0.t50 .l.000 I 0m 0 [50 1.000 t0.28 {39.51 880.31 1201 511.72 880.3t c ln spln D{t+S lihxlmum Dellae{oht LoEd combhtdon 0.t148 6.313 for Loed Corhblniilohs - Uhltttorsd Loedi Mrr.oommd Dall 0 m00 0.m00LS D.t D\S 0{tAg Dmv t oily S Ont t€ Drt D* 0.t+s 0 0192 0.02,i6 0.0r3t 0.1202 0.0955 0.!a{t 0 m00 0 0000 0.m00 0.mm 6.3t3 6.al! 6.3t3 6.3!3 6.3t3 6.3t! Slppdl nolttd: fil bih ll 0.000 0 000 0.0m 0.m0 0.000 0.000 vrtlt h I(IPS 6x18 Spsn. 12.50 fl Apptlod Lotdr B6em soll relohl cJcdated and a&hd lo loado Unllotm Load r D = 0.3280, L. 0.2{0, S' 0,120, Tilbuttry Wldlh' 1.0 R s!rulcr load6.nlered. Loed Feclori wlll br ld crlcul6totrr. Fv.rlow 2.160 1.500 0.750 2.250 3.668 2.916 a.ll8 2 180 t.5m 0750 2.250 3.666 2.918 1.{t6 lor spanil c 0.900 l.0m 1.1 50 t.250 l. t50 t.6m 1.600 c tinilh " 1250i t +0.1-.+l L.n0lh' 12.50 i I .0.8.11 t.nglh"12.50n I +0.0.7501r{.r 50t,fl Lciglh. i250n I {r.0.73tt{0 7503+ Lrn0th ' 12.50I I .D{.75trtr.o 750t.0.IsW+ t.nglh ' !250 tl I .O{.r50L.0.760S.0.750W+l L.nolhi 12.50n I .0d r6trtr{.750t.0.5250E+H 0.5t1 0.8m 0.0t6 0.53S 0.0ll 0.{!! 0.505 280.30 10r.0, le0.a0 130.5r 514.12 {t9.58 614.12 {05.ll 350.t9 612.t2 6tr.r1 432.12 Ito.3t le0.3t {07.r0 I 19.00 t36.6i t{1.75 136.r5 190.10 t90.10 0.213 0.370 0.256 0.265 0.ilt 0.701 0.243 0.959 0.150 0.050 0.959 0.959 0.959 0.!50 0.059 0.959 0.959 0.959 0.950 0.95S 0.059 L000 L000 L000 1.000 ,l.000 t.000 !.0m t.0m l.m i.m 1.00 .l.000 1.000 1.000 0.850 0.850 0.050 0050 0 r50 0.e50 0150 0.850 0.t50 0 150 0.t50 0.t50 0.t50 0.850 t.000 L000 t.000 ,t.000 .l.000 t.000 t.m0 t,0d, 1.000 l.0m t.000 t.000 t.m t.000 c.n il.10 0.fi 10.2t 12.04 t0.2t 12.O4 1.67 2.t2 2.2i 2.53 2.tl 2.5t 2.gl Beair lb : Actuel FB r Aiowlblc I o.d comblnElloi Lmallon ol mexlmm on spen Span f whsrE millmum @uE M6xlmum Delleclion Mer Domwdd L+Lr+S Dallecllon M6l Upward L+LI+S Orfrrcton Mir DoMwrrd Totel Delbcllon Mix Upward Tolal D.llocllon RalloSlr6ss rhh rp6n 0.370: I 6xll 43.99 prl 119.00 psl {0rt.H 0.000 f, span # I 2033 0 <480 '1036 0 4g) Mrilmum sh.6r S1163! Rotlo srctlon uled tol hb .P.n f, : Actutl Fv I Noffiblr lod Comblnellon L@.lbn ol mulmum @ lpan 0.880 1 6xl8 489.67psl 550.19ps1 .D+L.t.l 6,250[ Saf,l O 07,1 ln Ratio. 0.000 ln Rallo ' 0.1,15 ln Reto. 0.000 ln Rrto' c kn K&AEngln66dng,lno. 91051 S Willamollo Slmol Po Box 8486 Cobuq, Oregon 97108 541{84.9390 Tlll6 r Dsgnr: PDlool Des.: PDI@I Nolor: Job # D6ck b6rmr Material Propsrllos cilculallonr per NDg 2006, IEC 200t,cBc 2010, AscE 7{a Analysh M6lhod: Alloweblo Sltcse Deslgn Load Comblnatlon 2008 lSc & ASoE 7-05 W@d Specl€s I W@d Grads r Berm Eraclng : Fb - T6nslon Fb - compr Fc - Pdl 2400 prl 'l 850 pll 1650psl 650pll 265psl l'l00psl 1800irl 930kil E: liotuhti ol El$liaily Eb€nd- u Emlnbond - u Ebend- yy Emlnband - yy D6nslty 24F DF/DF Fc- Pop Fv FI 1600lel 830lsl 32.21pd B6em ls Fully grac6d agalnsl lslEral-lorslon buckllng 5.125x12 Span = 12.50 n Appllod Lofilt '.:.::: :..: : ::i:r::::::: Serylcr loads enlered. Load Faclors wlll be applled td calcul.lionr. B€rm selfwlohlcalcdaled tnd Edd6d loloads Unrom Loed : D = 0.3280, L = 0.2{0, S " 0,120, Tft'ulEry Wdth = 1.0 [ L06dCombine[on Summry Vrofual M3r s6gmonl Sprn il *D tonglh"12.50l I .0rt+H l-onglh = 12.50i I .O.s+ l6hglh. 1250R I a0{.7501n0.7501++1 t6rgh.12.50[ i r0{0 750110.7505{l t6nglh=12.50n I .Or0.7501I{.7501{ r50W+8 tinOlh " 12.50[ I al){.7501r0.750sr0.750W+H L6h0lh = 12.50fi I .Or0.7501r{0.7s01{.5250E+}l c 0.355 0.5{3 0.375 0.3m 0.197 0.305 0.r57 0.210 0.r35 0.2!1 0.2{0 0.3ffi 0.188 0.220 0.67 11.36 0.02 t0.t8 I t.s5 10.1e I t.0s 85.l.21 t.100.5r 870.07 09(.20 I,165.89 091.20 r,t65,50 1,838.m 2,040.00 2,116.00 2,550.00 2,3{8-@ 3,204.m 3,264.00 202.13 22 .28 250.04 201.58 250.01 360,10 380.10 0.9m 1.000 1.150 t.2s 't.150 l.6m t.5m Lmo 1.000 0.850 1.000 1.000 1.000 0.850 ,l.000 t.000 1.000 0.850 ,l.000 rm0 t0m 0850 l_om 1.000 1.000 0.850 1.000 I m0 t.000 0.850 1.000 Lmo t.0m 0.8il l.om 't.000 1.000 0.850 i.000 ,.m0 1.000 0.0s l.0m t.000 1.000 0.8il l.om t.000 1.0m 0.150 l.om t.000 '1.000 0.850 .l.000 Lmo 1.000 0.850 1.000 ,.m0 t.000 0.050 1.000 1.82 3.0s 2.16 2.fl 3.25 2.77 3.25 14.28 75.30 59.et 67.81 7s.21 67.61 79.21 kE K &A Englm€dru,lm, 9105'l S Wilamollo Sl@t PO Box 8{86 Cobuq, orogon 9ru08 54l58+9399 Tllle : Dsgn[ Poisd Dee.: Jobfl PmlelNotss ba!ma Load comblnaUon S6gnenltrnglh MdSt66Rafls MV slmmrry ol MomonlVrluos Macu6l lbdoslgn Fb-otrow ShlrrV!luos Sprf,,cd CtV c ch c tv-d8s]0fl Fv-rtow L.nglh ' l2.50ll I 0.305 0.100 i.000 Lmo 1.000 0.050 1.000 10.10 g0{.20 3,281.00 2.ll G7 61 360.{0 .O{.750L{0.750S.{,.5250E*+| ,|.000 1.000 0.8m t.om L.nglh'12.50i t 0.357 n.270 1.600 ,l.000 1.000 0.850 1.000 ll 95 1.165.69 3,26100 3.25 79.27 360.40 *gvqrrll lltulmurtt Delle Lordcombhldon Spro Md. T hll LodtDnlnspen Lmd&mblnrUon M.x.'+'Dai LoEllon ln span D.|.is 0.00m 0.000 :,,t, lllrrlmum.Defl iltldhi.lor Lord Comblnilloni':.:unltntor.d Lortli Lo6d Comblf,r{d Mlr Dow6d D6ll Lo6[on ln Max.0ci Lo6ilonln L{s D.L D.s DrL€ 0.1000 0.05m 0.150t 0.2125 0.1925 0.2925 8.313 6.31t 6.313 6.313 0.3i3 0.mm 0.00m 0.0000 0.00m 0 0000 0.00m 0.000 0.000 0.000 0.000 0.000 0.000 . yorllcdl Rolblloll. Unfrcbiod . . .. . suppdlnolatm: Fillefilr*l valms hxlPs tNdcon$h.dm S'rppoill Suppod2 D oily L ohly S oit/ L{s D.L DrS DrI4S 2..l36 1.500 0.750 2.250 i.636 2.868 1.388 2.136 1.500 0.750 2.25n 3.838 2.886 {.3r8 secllon u8ed Ior lhls Bpan b : Achrrl FB : Allow6bl6 Loed Comblnallon Lmallon ol marlmum on spar Span ilwhom mdlmuh @cuts Maxlmum Daflecllon Mex Domward L+Lr+S Dellectlon M6r Upwrrd L+Lr+S D!flccllon Mar Domwerd Tolal Delhcllon M6x ljpwrrd Toltl Drfrscllon 5.125x12 1,108.53pll 2.04o.oop!l {0rl 4ll 6.250fr Spsn # I 0.'t50 ln R6to. 0.000 In Rato ' 0.293 ln Ra0o' 0.000 ln Rrdo. Spanf 1 +D+t+H 'il.563 i Bondlng slrols Rello 0.335 : 'l 5.125112 75.38 p!l 225.25 psl lV : Actu.l Fv : Allomblc Load Comblnallon Leallon ol mulmum on rpan 9S9 0 <180 512 0 <360 0.541 't K &A Englmodng, lno. 91G51 S Wtl.mollc St66l PO Bor 8486 CobuE, Orsgon 37108 51t€8+S'99 pen (Ndtr b..m) 0.2c1 i am 0.281 0.395 0.395 0 212 0.212 0.163 0.163 0.281 0.281 Illlo i Erleilor deck Dsgnr CCD PDlscl D6s.r €l4al6d dod( wllh corcrcle lopplng Pol@lNolst I srmhrry ol ilom.nl V.lu.! Mrcfurl lbd$ign Fb.rlow Jobl PAR100l Illle: Erlodordsk Dsgnr: Pm,rd Dos,: ccD oldalsd d6ct wllh @ncElo lopplno PDJelNolos: Jobf PAR100I kEkn K & A En0lmodrE,lm. 91051 S Wiltmollr SlE6l PO Bor 8{86 cobuq, oregon 97400 5,1 I S81-9399 Dssdbllon I D.olb.!ht' cill..P.n Matorlal Propertlos DeTNDB 2001. lBc 2009, cBC 2010.7{6 Losd Comblne[on L6nglh, .0{.750L.0.750S+l tldlh.1250lt I trnOlh.1250i 1 .0.0 750tr.0750t.0 J50W.8 Lrntlh.12.50i I trmlh.l2r0i I {0,0.7t0L.0.7508.0.750W*H Lsolh. t2.50lt I Llnglft' 12.50 n 2 r{r.0.t50t}0.?50t{0.5250E.11 Llndh..12.50i I Lrnglh'12.50i 2 .O{ 750t{0.750Sr0.5250E+ll Llnoli= 1250n I L.iglh' l2.60ft I Md Si.sRrUd MVC 0.615 0.6{5 0.395 0.395 1.t50 t.t50 0.395 0.395 0.242 0.212 I 600 t.600 0.t63 0.163 Anelylh irl6lhod: Allowrblo slrr!! D.3lgn Loed Combln.llof, 2006 IBC & ASCE 7-05 W@d Spelor I DF/DF WoodGrads t21F -V1 Appll6d Lordt B6am sBll wlghl odcilaled End Edded lo load! LoEd lor Spen Numbor I Unlom Lo6d : D = 0.32s0, L = 0.210, S = 0.i20, Tftrlarv Wdlh " 1.0 [ Load lor Span Nmber 2 Unllom Lod : D = o.32so. L = 0.210, S = 0.'120, Tftulny Wldth = 1.0 i filrrlmum Forcor & Sblosor tor LoidcohblnEion Fb - T6nslon Fb- Compr Fo - Prl Fc - PoD FY FI 650.0pll 265.0plt '1,,l00.0 psl E:Ld.tfrBolAnlmf Eb.id- u Emlnbed - u Ebrn& yy Emitbdd - y, D!nily 1,800.01sI 930.0ks1 1,600.013| 830.0ks| 32.21O!d 2,400.0ps| 1,850.0pr| 1,650.0 psl 0.506 0.310 t.250 't.000 1.000 l.m0 !.000 t.000 i.m0 l.m 1.000 i.m0 ,l.000 L000 t.000 t.000 t.000 1.000 '1.000 t.000 Lm l.0m t.000 t.000 1.000 l.0m 1.00 t.000 t.000 t.000 !.0m t.000 t.000 1.000 t.0m 0 850 0.ts 0t50 0 050 0.850 0 8y) 0_t5t) 0.t50 0.t50 0.t50 0.89 0 tto 0.t50 0.t50 0.850 0.150 L000 1.000 !.olx) l.0m 1.000 1.000 t.000 !.000 1.000 t.000 t.000 1.00 t 000 t.0d) !.000 t.000 -t0.19 -ll.st il.g5 t0.19 -10.19 .ll35 -!1.05 s91.20 1.965.63 3.57 8€mgr&lng : Besm l! Fully Breccd eoelnlt lellrellorllon buckllng 1.r65 69 1.t8569 t,008.30 1,80t.38 a lq 4ls 102 22 102.22 2590{ 2s9.0{ -1105 1,16569 2.51600 -t1.gs 1,165.69 2,516.00 357 3.57 {19 t.t9 3.57 1.19 1.ts 102.22 360.10 102 22 360 10 991.m 2.516.00 994.20 2,5t6.00 t7 t8 87.18 360 {0 360 10 1.t65.59 2.516.m t,t65.69 2,5t6.00 102.22 360.{0 t02 22 36010 -10.10 -10.t0 994.20 2.516.00 99{.m 2,516.m 8t re 360.{0 [7 it 360 {01 r o,o.3r0 L,9.r4 Span = 12.50 f,Spen = 12.50 n t.c00 1.600 l.6m L000 1.6m Md.1'[o,d SsNloi lo6d. enleled. Load F.ctori wlll b!fd cslculatont. 0_1201 5.3{0 3.750 1.07t 5.025 g 000 1.215 10.085 7.308 0 0000 0 000 L\s D,L D.l- D€ D.S D.L.s D.l.+s D orry t Or*y I oit LnS DaL D+S D.L*8 0.0$8 0.041r 0.0{t3 0.02m 0.0200 0.062r 0.0619 0.t0t0 0.i001 0.0808 0.0701 0.1225 0.t207 ,.308 5.288 7.300 5.28e 7.301 5.288 7.30t 5.281 7.308 5.2tt 7 30e 5.28! 7.300 0.m00 0.mm 0.0000 0 00m 0 0000 0.00m 0.m00 0.0000 0.m) 0.0000 0.0000 0.mm 0m00 0.000 0.m0 0.000 0.000 O,000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 v.trt h XlPsnole{m: Fir hllbll 't.002 t.i2s 0.563 1.88t 2.121 2.161 r.280 1.602 t 125 0 563 t.861 2.727 2.'64 3.289 siohrnlLohgh sP.n I Cd Cft C' C cr r0 Lrn0lh.,l250n t.qth. 1250n.0{*l Lcnglh. 1250[ l-onglh' i2.50lt .0+s+H Lcnlih " 12 50 i trnglh" 12.50i +0r0.750tr{0.r501+H t.nqlh, l2.50lt 0.460 0.160 0.262 0.262 0s00 0.900 0 705 0.705 65t.2t tlli.25 2.11 65!.2t t,{t9.25 2.31 I,too.s! r,it2.5o l.ss t,tot.il ,t.5l2.m r.99 r.10 Lt8 3.57 t 2 0 {87 0.18' 0 298 0.298 1.1 50 t. t50 6.6t {.8' -ir.38 .il.30 ,0.02 .e.02 l.0m 1.0000.{32 0 132 !.000 t.m0 1.000 Lm0 L000 L000 l.m0 !.m0 1.000 l.m 1.000 l0m L000 l.0m t 000 1.000 1m 1.000 I 000 t.0m 0.850 0.8il 0.t50 0.650 0.8t0 0.850 0.t50 0.850 0.150 0.t50 1.000 t.m 1.000 t.0m 1.000 1.000 '1.000 l0m ! 000 l.0m 51.11 202.11 5t.11 202.7X 91.21 97.21 225.25 225.25 e7s.67 t,80r.38 E70.t7 t.t0t.38 17.1A ,7.r6 259.01 25S.01 Wood 1221 0 RalloSlro!r flrl! 0.701 I 5.t25x12 l,'108.53pll 1,B72.50prl .o.l-,H t2.5mr ssil'l irarlmum D6n.cllon Mrr DMw.rd L+Lrrs Dcn.cdon Mrr Upw.rd LlLr+S Dri.Ellon Mrx DoMwrd Tohl O6lhcllon Mir lJpwrrd Tolal Drlhctloh <180 <360 0.,t32 : I 3.125t11 97.21 qsl 225.25pt| .Dal{+l I t.538fi Sprn t I Moxlmum Shr.r Slro!! Rsllo Saclbn ua.d lor thb tD.n to : tutud Fv : Alombl. lod Cmblh.tbn l@allor ol muhm m lprn sp0lrlEEMknun@tr " 2386 0 Loed Crmblndlon Lmdlm ol marlmum on lpm 0.063 ln Rrtlo " 0.000 ln R.do' 0.123 In R.lio. 0.000 h Rito r fr : Aclual FB : Alow.bl. t o.tm 0.310 1.250 -t0.10 001.20 1,086.0!87 ta 281.56 c 2 t 2 I t 2 I 2 I 2 I 2 S!cllon u!.d kE K&AEn0ln66ilng,lnc, 91051 S Wllehglle 5166l PO 0ox 8185 Cobue, OrBgon 97408 541 {84-S3S9 Iltls : Erl6ilor dtrk D!gnn Prcjoc{ Doro.: PElst Nolos r Jobd PAR100i kn K&AEnglnssdru,lm. 91051 S Wnlamlto SlEol Po Box 8186 CobuE, Oregon 97408 54t481-9399 Job il PAR!001 qry!rye!qh,qlUle! velual [vd6il0n Fv.rlow ccD olovalsd d6cl wllh @hcml6 lopplng C.lcul.llon. p., l{Dg 2001, lBc 200t, CBC 2010, ASCE 7{5 Tllb I Exlorlordeo*DGgnr CCD Pmlecl D$o.: €lovaled d€d( wllh @ncEle lopplng Polel Nol6: Ddorlpllon Malerlal Propsrtleg l-ddconthlld lrdstasR.lo Smm.ryollvbmrnlvrlur. 8r0m6ll.i0ir spinf M V Cd C fv Gr Cm cl Mroturl bd.lhn Fb{lo{p6l pel psl psl p!l p3l *0.0.750trd.7501+0.t250E+tl Llnolh " I'l .50 tl I .{).0.7501-.0.750S.0.5250Er+1 Lriolh.i1.50i t Analysli Molhod i Allowsblo Sko!! Deslgn Load Comblnellon 2006 IBC A ASCE 7-05 W@d Specl6 | DF/DF W@dGrsdo t21F -v4 B€em B.elng : Bram 13 Fully Braced Bgelnst latoral-loBlon buckllng D(2.136).5) s(0.75) 3.'125x12 = 1 1.50 lt Applled Lordt B6am sollwlghlcalodEled snd add6d lolod8 UnllohLoed: D=0.050, L=0040, S.0.020, Polnl Load : D= 2.136, L = 1.50, S = 0.750 k @ Wdlh = 1.0|t Maxlmum A S[e!ses 2,400.0 1,850.0 1,850,0 650 0 285.0 1,100.0 Fb - Tonrlon Fb - compr Fo-Pil Fo - PoD FY FI E: Mdthn ol ElBlbill Ebond- u Emlnb€nd- u 1.800.0ks| 930.0k81 1,600.01s1 830.0ksl 32.210N 0.305 0.35E 0.3{6 0.{05 LAm i.6m 1.000 t.000 0.850 l.0m Lmo t.o(n 0.t50 !.ofi) 1.000 1.000 0.t50 1.000 t.000 1.000 0.850 1.000 8.22 995.92 3,26{.00 ,.!0 1.167.33 3.261.00 3.12 3.55 121.0r '1a6.08 360.10 360.10 I;t- i o.2io, 4.23r o.oooo oroo ,,: ltltililt m D0lloc0ont lorL6rd Comblndtlont . Unlrtlotsd L0rd3 Ldd Cdi$krrin Spin ti&r Doffid Dri t*un tt S L or*y t 0.071, 5.231 0.00m 0.000 S ont, I 0.0351 5.2!3 0.00m 0.000 L,S I 0.i075 5.2!3 0.0000 0.000 0.t I 0.tra1 5.233 0.m00 0.000 D*6 'l 0.1380 5.233 0.0000 0.000 D.|.+s I 0.2102 5.233 0.0000 0.000 Ebend- yy Emlnbend'yy Donsl9 SeNlcD lords 6rl6red. Load Frctorr wlll ba applled lor calculefonr. .. :. Ovorrll tl.rlilfit .Dall.tllonr j Untrclond Loidt Lord Cmtdrulon Spon Mu. 1' Dll L@{oo h 8p!o lod Cffblnillon lrd. '.' Dii tulDn h SPtn VGrtlcrl Roritlonr. t nlectoied Supporlnolrton : F rl6ils#t Vrlurr In KIPS Locd comblnrfion Supporl I Suppod 2 loulh b€am) D only L onty S ont,L* D.L D+8 D,L+s 4.304 2.100 t.169 0.735 2.204 3.569 2.6J5 1.301 0.707 0.191 0.2{i 0.736 1.19e 0.953 t.aa1 t6d Comblnilon S6gmsnl Longlh spinl V C4 C4y C cm c Vrolral tvi6dln rt) Longlh" 11.50fl I .oil-rH tcn0lh'11.50n I .0\qrH Lrnglh, !1 50 lt I rOr0750Lr{ 7501.H lrn0lh=ll.50i I {O{.7501-{.7505.+l L6ndh, t1.50 i I .D{ r50110.750t{.r50W++i trn lh=ll.toi t rO{.75t{.750Sr0.7SW* L6neth.ll.50tl I 1.0r 66!.00 0.0{ l,ll0.l! 5.5t llt.8l n.22 09t.82 7.30 I,147.33 c.22 9l!.02 7.t0 t,t6?33 0.356 0.51n 0.370 0.391 0.{98 0.305 0.358 0.900 1.0m 1.150 1.zfi 1.t50 1.600 t.6m 0.103 0.617 0.{26 0.(13 0.561 0.310 0.{05 1,8!0.m 2,010.m 2,3{6.00 2,550.00 2,3{6.00 3,201.00 3,281.00 202.1t 225.24 259.0{ 20t.50 25e.04 300.{0 360.10 r 000 1.000 0.050 i.000 t.000 1.000 0.050 1.000 l.m 1.000 0.850 1.000 t.000 t.000 0.050 1.000 t.000 1.000 0.850 1.000 1.000 t.0m 0.t50 Lm 1.000 1.000 0.8s0 1.000 1.000 l.om 0.850 1.000 t.mo t.om 0.t50 l0m 't.000 i.000 0.rt0 i.000 1.000 1.000 0 150 1.000i.m lnm 0t50 1.000 1.000 t.000 0.i50 1.000 2.0{ 3.{7 2.1d 3.'t2 3.65 36t 8t.73 ,t38.93 It0.33 t21.01 t{8.00 t2{.63 t,!6.00 Wood Beam Maxlmum 6ha6r 6tr6!! Rrllo Slcdloh ulrd br thh !p.n fv : Acfutl Fv : A|lombl. LoEd Cmblnalbn [6ellor ol mulmun il lpan Sp0, (hrc Duknum @dtr LoadComunallon L@.llonol mdlmum RslioSkass lhlt on tpan M6xlmum Dsll6cllon Mex Dow.rd L+Li+S Dlll.cton Mir Upmrd L+U+s O!f,.cllon M.r DoMw.rd Tolel Oolleallon Msr Upwrrd Tol6l Det.cllon 0.54,t 1 3.7-2tx12 'l,110.l9psl 2,0{0.00p!l +D{+H' 2.013n Spmll 0.107 ln Rato' 0.000 ln Rrflo. o 210 ln nruo '0.000 ln Rrdo. 1203 0 <{00 656 0 <360 0.617 : 'l 3.1 25xt2 138.93 psl 225.25 ptl iO+l-+Homfi Spmll Itr : Aclurl Fg : Altow.bb Secllon kn K&AEnghoodng,lno. 91051 S Wllam6ll6 SlEel Po Box 8486 Cobue, Otogon 97406 5,t I 684,939S Job{ PAR100| kE K &A Englnoedng,|rc. PO Box 8186 Cobury, Or60on 97108 511-6M-9399 Tltlol ErloiordekDsonil CCD e,Jpa O"*., olwEl€d d€ck wllh @ncFl€ lopplng Pojoct Not6e i Tllls: Exlorloldek Job{ PARlool Dsonr CCD Prclsd D€$.: elwated dedr wllh oncmle lopplng PDist Nol6s: @ Bas6 Desdlpllon:Descrlpllon: Mddl66tumn crlcuhuon. p.r lo0!LDS,IBC al0.ASCE 7{5 , llJlaximum Rorcuoi!.: t nhclqrdd., . . , ' Nole: onlv noh zeto reactlohs are llsted' Gensral Analysb Melhod: Allowable Slress D65lgn End Flxllles Top & Bollom Plnned Ovolall column Hshhl 10.50 ll ( Uscl lor no\..l.ildet cal.ulalion9 ) Wmd spslss Hem Flr w@dcrEdo No.1 Fb-fenslon losoprl Fv '140 Psl Fb-compr 'losopsl Ft 525 Prl Fo-Pdl 7sopsl Denelly 27.7 Pd Fo-Perp 405p81 E : Modd0s ol Elasllclty , . , x,x Esndlng y-y 8€ndlhg Baslo '1300 1300 Mlnlmum 47O 47O Load Comblnallon 2006 IBC & ASCE 7-05 IV@d soc,llon Namo 6x6 woodeldhg/l'bnt . Gradod Lumb€r Woodl,LmbuTrp. SaM ErEdlryidh 5,50 ln Allowrbls Slms ModmBlbn Felolr Ex6dDipt! 5,50 ln clorcvlor8ondh{ 1.0 Arcr 30.250 li"z ClorCYlorCfrPE llon 1 0 tr 26.255 tn^1 dor & b T6ndil 1.0 lY 76.255 h^1 cm: wtluri F oln 0 850 cl:Trmp.EtuEFiold 1.0 fr:Fbl(hrF olor 1.0 Axld Kl:Brlt{p@lthE 1.0 xN lstz 1 300 kEl us Cr : Rop€tlllvo ? No l'trs[ d'v) Brffi @tdlllon for doll@llor (bmkllng) dono @lumro : X-X (wldlh) arl!: Unbmc.d Longlh lorX-X Axls bud(llnS = 10.5fl' X = 1'0 Y-Y ideplh) uls:Unb@ed LonglhtorY'YAxlB buckllns = 10.5 fi' K = 1 0 Load comblnt{on @Brs @Top @ Be66 @ Top DellecUons - Unfrctored X-X D.lt6dbn Y-YDollrclbn 0hhh6 ADDlied Loads Ssrulce loads en(.Iad. Load Faclors wlll be oDblled for calculatohs. Column sel[weloht lncluded : 61.099 lbs'Dead Load Faclor AXIALLOADS... Norlh beam: Axlal Load at 10.50 fl. D = 5.340. L = 3.750, S = 1.875 k mid N-S bm: Adal Load at 10.50 n, D = 0.7070, L = 0.4910, S = 0 2450 k BENDINGLOADS... Lat. Point Load at 10.50ft creatn0 Mx-x, E = 0.5630 k Lo.&.8 lol.r.nl.Edvik. Airil do nol rttud.t&hl. dtndb' DESIGN Bending & shEEr check R6!ult! PASS Max. Axlal+86ndln0 slE5s Rallo = tdd Cohblnrliff Gov.mln! NDs Fomh lodllon olmd,ibd6 ba8r Al m.xlmm loca(on vrhr6i rr. . Appllod Axbl &plbd Mx Appllod li,t, Fo i Allowebl. PAss Marlmuh SheErSlregs Rtllo = LMd comblnrllor I o6lhn dmu.6bil. ber. Appn6d Dollgn Sh6er Alorablo shotr o.ZZss : t +D,l-+H Comp Only, fclFc' ' 00fl Mrrlmum SERVIGE L.teEl Loid Rorctlont . . Top.longY-Y 0.0 t Botlomtlon0Y'Y Toprlonox-X 0.0 I gofiomtlongx,\ It.rlh{m SERVICE Lo.d L.brtl D.lhcllonr . . . AloneY-Y O.O ln !l 0.0 lt abdebeF ld hld ohblnriil : nla AIon0 x-X O.O ln rl 0 0 ll .bwo brs ld lord emblnrld: rra olhiltacldruradtocalc[hl. alloubh,lr$tir'..Bsndlnd CmorcNlon cl or cr I sE! biord Hon L000 I .ooo 0,0 0.0 10.349 l( 0.0 t-ll 0.0 t-ll 438.67 pd 0.0 :l {0,60Di0.70E{+l 1o.50 ll o.o pll 190.40 pol T6nslon Load Results +D+l rH +D+S++l jD+0.7501r+0.7501 +l *Dr{).7501+0.750S{H +DrO.70E+l +D+0,7501110.7501.0, 750W.+l .O{.7501+0, 750Sr0.750w+l{ rD,0.75cr1rr0.7501r0.5250E+H 4Da0.7501*0.7505*0.5250E+H {o,60Dro.70Er+l 0.7799 0.58'17 0.6354 0.7591 0.3865 0.5877 0.6883 0.5877 0.6883 0.2319 PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PAS6 PASS PASS PASS PASS PASS 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0,0 0.50 0.50 10.50 10.50 10,50 10.50 10.50 10.50 10,50 10.50 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 i It n n n fl fr n n ff n 0.0f, 0.0 n 0.0 f, kn K&A s1051 ElEIn66rlng,lm. S Wll.n6tl. SlEol kn Tlll6 | Btodor d6ck Job fl PAR!001Tllle: Ds0nr: PrclEct &leilordek Job* PAR100i ccD lD6$.r 6lwal6d d6ck wlth @nmls lopplng PmJ@l Notes; K &A Engln66rlng, lio. PO Box 8106 Coburg, orogon 97408 541{01-9399 ,DESTG/{SUrI.i4R)I ..:,..' .:.,.,','.. . . . . Dsgnr: Pmioc't ccD PO Box 84BG Coburq, Orogon 97408 54 l-681-9399 Prcj@lNoles: Desctlplloh : Mddli l6ing ceneral lnformatlon cllculrllonr EiI! TtrirdTE Materiel Properties l"c r Concrelo 28 day slrcnglh fv : Rebar Yleld Eo: c{rcrelB Elasllc Modults corcmlo DsNty o v6lu6s Florur6 sh66r Anelysl3 sottings Mln sl6ol o,i Bsndlng Relnt MlnAllN % Tomp Relnt Mln. Ovgrlurnlng Salsv Faolor Mln. slldlhg saloly Felor Add Flg Wt tor Son Pm$uE 1.,s6 ll0 vil tor slablllty, momonls & sh6ets lndudo P€doslal Wolghl as DL Wldth along X-X Axls Lenglh along Z-Z Axh Foollng Thlckn6s l-oad locallon ollsel hom fhllng conlgt,.. cxrAlDngXXAxls 6z: Along Z-Z Axlg Soll Derlgn VeluoB Alloweblo sofl Boeilng lE6Bo Eodlnq By Foollno Wolghl Sol Pr6Btu6 RoslrlaM (lorSlldlng) so[/cdNl6 FrHlon Coofl lnm*or ba66d on l@llm D6Dlh F@llrE bdr6 doplh bofow eil suded AllowEblo pEsruru lnde66 p6tlool oldopll= $,f!on l@llng be lr bolow lnmeos b6e6d on fmllng dendlmonElon Allowablo pEssuE lnmas por l@l oldepl= wfi sn mulmum longlh or wldlh ls gr6el6l{ Mln. RrUo lbm Appll.d Ce.clty Gov.rhlng Lo!d Comblniuon 2.50 kst 60.0 tsl 3,122.0 tsl '145.0 pd 1.50 krl No 250.0 pcf 0.30 0.0 i 0,0 ksf 0.0 i 0.0 ksf 0.0 n FASS PASS PASS PASS PASS PASS PASS PASS PASS FASS 0.8980 ild n/a n/a da n/a 0.1462 0.1462 0.!462 0.1462 ,l.317 ksf 0.0 k-[ 0.0 k-[ 0.0 t 0,0 k 0.0 l( 1.887 l-R 1.887 l(-f, t.887 k-f, 1.887 l-n ,1.808 psl 11.808 psl I L808 pBl 11.808 psl 13.620 p8l 1.50 ksl 0.0 k-n 0.0 k-n 0.0 k 0,0 k 0.0 k 12,9t2 k-lt 12.912 k-n 't2,9t2 ["R 12.9t2 k-fl 75.0 psl 75.0 psl 75.0 psl 75.0 psl 150.0 psl sol Boadng &eduhlng - X-X Ovorluhlng - Z-Z Slldlng - X-X SlHlng - Z-Z udrn Z FlsxuE Z Fl6ruE X Flexur6 X Flerure +D+0.7501+0.750s+0.s250E+H llo froilurnlng l,lo ovodurnlhg No Slldlng No Sldino No Udln +1 ,200+l .601r0.50S+l .601 1 +1.20D+1.601{0.50S+1.60H +t.20D+t.501+0.50s+l.60H +t.200+1.601,0.50s+1.60H +1 .20D+i .601r0.50S+1 .60H +1.mD+1.601{,s0S+l.60ll +1.20D+1.60110.50S+1,6011 +1.200+1.601a0.50s+1.60H +1.200+1.601+0,50S+1,60H 0.90 0.750 0.00140 0.001s0 1.50 i 1.50: Yes Yel No 3.0 fr 3.0 R 12.0 ln 0ln 0ln ("x) (-x) (*4 (-4 Dlmenslong PASS 0.1514 lwEysh€er(+X)PAss 0.1571 .|,wayshos(-X) PAss 0.16'11 l-weyshoar(+4PASS 0,i574 l-wrysh€ar('Z)FASS 0.2908 2-way Pmhlng .r.DetallsdRotirlt! .'.... Podeslal dlmonslons,..px:AlongXXAxls : pz I Alon0 Z-ZArls : H6lghl Reb6r C6nleillno lo Edg€ ol Cohctslo.. al Bollom of fmtln! 0.0 ln 3.0 ln ln in 0.0 0.0 Lo!d cmblniUon.,.Ov.rtrrnlng Mohrnt Slrbllltv Rrtlo Shtur Foollng H6s No or6dumlng :Slldlfir st!bllltv Relnforclng . .: : .r .: . Bars along X-X Axls Numborol Barc Relhlorclng Bar Slzo Bars along Z-Z Axl! Number ol Bars Rolntorclng BEr SIzr I'hdwldth Dllhlbuton chock (Acl 15.4.4.2) Dkellon Roquldng Clos€r Separallon nla [BeN mqulEd lvllhln zon6 nla fBats KlulEd onoech Eldoo[ront n/a # 5.0 4 5.0 4 All unlts I Forc. Appllc!{on Arh Lord comblnitlotr...Slldlng Forc!R..hdm Forc! Slldhs SrlotyR.tlo Stltu! Foollru Ha No slHlng .:.Fqdllngtlilur.:.'r:::i 1:;: l:':: . 'ri : .: . Ft.xur.Ailt&Lo.dcombln'don flil g!!i t"Tl"f"prt*Ar R.q'd cvrn. A. Actull Ar Phl'Mntn^? ln^2 h^7 l.I Strtu! . on. Wiy 6harr.. . :. ; . . . ::...... :.. Loadcomblnllor... Vu@-X Vu@+X vr@-Z Vu@+Z Vu;Mlx Phlvr vulPhl'Vn slrtut :::: Prnchlni iihr.ir:i: r::::::: i rlr ii i ilr:r :,r,:..r:: l: :: All unlls k Lord Comblnrior,-Vu Phl'Vn Vu lPhlivn St!tut Anolled Loads Column Load i Ovoburdeo P:r o8 M-xx Mzz 0.0 6.047 0.0 0.0 0.0 2.120 0.0 0.0 0.0 0.0 0.0 0.0 i 0.0 ksf 0.0 0.0 0.0 0.0 0.0 0.0 0.0 t-fl o 0 0.0 0.0 0.0 0.0 0.0 0.0 k 0,0 o.o 0.0 0.0 0.0 0.0 0.0 k Pier End-Bearing Unit Definitions: ,r, = 5 pcr = J!!6f = 1000'psf psi = 144'psf kPa = 1000.Pa kips = 1000.Ibf lnput Parameters: Site Conditions Foundation inclination, B := 0.deg FOS:= 2 SoilConditions Unit Wt. Above Footing, Tai= 715-'pcf Eff. Unit Wt. Below Footing, y6:= (125pcf)Yb = 125 Pcf Footing Geometry-Circular Footing lnternal Friction, Q := 28.deg Footing Diameter, B:= 12in SoilCohesion, g 1= g..l€ PrincipteSfresses * Depth of footing, D1 := 10.ft Overburden pressure, q := D1.ya *0,=*(*++s.a"s) .er'tan(O) N,,=irl(4)=0,s.14,(Nq-r)""(o)] Nr:= 1.5'(No-r)'t*(o) Bearing Capacity Factors Bearing Capacity Gross Ultimate:qr:= c.Nc + q.Nq + 0.3.y6.B.Ny Net Ultimate,' eun:= 9u - e Net Allowable:9unqu:= r'oS Caculcation Results: B2 Qun:= q*.^.7 .. .- Q* -u'- Fos Nc = 25.8 Nq = 14'zz Nv = 1o'94 q = 1150psf 9u = 17.3 ksf 9un = 16'2ksf Qun = 12.7kiPs 9a = 8.1 lcsf 9a = 388 kPa Qa = 6.4kips Client: Naoma Parr Project PAR1001 K&AEngineering,lnc.Page 1 of 1 4t7t2011 ka .n9inr?ring K&AEngineering, lnc. 91051 S Willamette St. Coburg, Oregon 97408 541-684-9399 54'l-684-9358 Title . Restrained wall at deck Job# : PAR1001 Dsgnr: CCD Description.... Page: _Date: JUN 13,2011 This Wall in File: z:\201 001\deck retainin wall. Retain Pro I 1989 -64 Registration #: RP-1146725 RP9.23 Licensed to: K and A Engineering, lnc. Restrained Retaining Wall Design Code: IBC 2009 Criteria Retained Height = Wall height above soil Total Wall Height Top Support Height Slope Behind Wal = Height of Soil over Toe = Water height over heel = Axial Dead Load = Axial Live Load = Axial Load EccentricitY = Surcharge Over Heel = 0.0 psf >>>Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 Psf Used for Sliding & Overturning Lateral Load .,.Height to ToP = ...Height to Botton The above lateral load has been increased by a factor of Wind on Exposed Stem = Kh Soil Density MultiPlier = FO / WO Weight Multiplier = 4.00 ft 0.00 ft 4.00 ft = 2,000.0 Method = 52.0 = 45.0= 480.0 = 120.00 = 0.300 Allow Soil Bearing Equivalent Fluid Pressure Heel Active Pressure Toe Active Pressure Passive Pressure Soil Density FootingllSoil Frictiot Soil height to ignore for passive pressure Thumbnail Adjacent Footing Load = Footing Width =Eccentricity = Wall to Ftg CL Dist Footing Type Base Above/Below Soil at Back of Wall Poisson's Ratio 0.0 lbs 0.00 ft 0.00 in 0.00 ft Line Load 0.0 ft 0.300 Added seismic per unit area 0.0 psf Added seismic per unit area 0.0 psf psf psf/ft psf/ft psf/ft pcf4.00 ft 0.00 : 1 8.00 in 0.0 ft 0.0 lbs 0.0 lbs 0.0 in 0.00 in 0.0 #/ft 0.00 ft 0.00 fr 1.00 0.0 psf 0.200 g 0.000 g Soil Data S Loads Uniform Lateral Load Applied to Stem Adjacent Footing Load Axial Load Applied to Stem Earth Pressure Seismic Load ht Seismic LoadStem Desi Sum Total Bearing Load ...resultant ecc. 1,053 lbs 2.37 in Soil Pressure @ Toe = 527 Psf OK Soil Pressure @ Heel = 527 Psf OK Allowable = 2,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,006 Psf ACI Factored @ Heel = 258 Psf Footing Shear @ Toe = 4.0 Psi OK Footing Shear @ Heel = 2.8 psi OK Allowable = 75.0 Psi Reaction at roP = '138'1 lbs Reaction at Bottom = 501 .9 lbs Sliding Stability Ratio = 1.96 OK Slidino Calcs (Vertical Component NOT Used) Latera-l Sliding Force = 501.9 lbs less 100% Passive Force - 666.7 lbs less 100% Friction Force= - 316.0 lbs Added Force Req'd = 0.0 lbs OK ....for 1.5 : 1 Stability = 0.0 lbs OK Load Factors Building Code Dead Load Live Load Earth, H Wind, W Seismic, E Retain Pro Sofhvare O 200s HBA Publications, lnc' All Rights Reserved Thickness = 6.00 in Fy = Wall Weight = 75.0 Psf fc = Stem is FREE to rotate at top of footing 60,000 psi 3,000 psi @ Top Support Mmax Between Top & Base @ Base of Wall Design HeightAbove Ftg = Rebar Size Rebar Spacing = Rebar Placed al = Rebar DePth 'd' = Stem OK 4.00 ft#4 12.00 in Center 3.00 in Stem OK 1.70 ft#4 12.00 in Center 3.00 in Stem OK 0.00 ft#4 12.00 in Center 3.00 in Design Data fb/FB + falFa 0.000 0.0 ft+ 2,523.0ft+ 221.0 lbs 6.14 psi 109.54 psi 17.09 in 0.1 35 339.5 fl+ 2,523.0f14 17.09 in 0.000 0.0ft+ 2,523.0ft+ 428.6 lbs 11.91 psi 82.1 6 psi 8.40 intBC 2009 1.200 1.600 1.600 1-600 1.000 Mu....Actual Mn . Phi.....Allowable = Shear Force @ this height = Shear.....Actual = Shear.....Allowable = Rebar Lap Required = Hooked embedment into footing Other Acceptable Sizes & SPacings: Toe: # 4 @ 18.00 in -or- Not req'd, Mu < S * Fr Heel:None Spec'd -or- Not req'd, Mu < S * Fr Key: No key defined -or- No keY defined Licensed to: K and A Engineering, lnc. Eugene, OR 97408 vr'wv,,. RetainPro-com Concrete Stem Construction I kn K&AEngineering, lnc. 91051 S Willamette SL Coburg, Oregon 97408 541-684-9399 541-684-9358 Title ' Restrained wall at deck Job# : PAR1001 Dsgnr: CCD Description.... Page: _Date: JUN 13,2011 This Wall in File: z:\201 001\deck retaini Pro9@{989-9.23 8164 Registration#:RP-1146725 RP9.23 Licensed to: K and A Engineering, lnc. Restrained Retaining Wall Design Code: IBC 2009 Footing Strengths & Dimensions n ResultsFDes Heel Width Total Footing Widtl Footing Thickness Key Width Key Depth Key Distance from Toe 0.67 ft 1.33 2.00 12.00 in 0.00 in 0.00 in 1.50 ft PSi FY = 60,000 Psi Density = 150.00 pcf = 0.0022 3.00in @ Btm.= 3.00 in Factored Pressure = Mu' : Upward Mu': Downward Mu: Design Actual 1-Way Shear = Allow 1-Way Shear 1,006 20s 61 144 3.96 75.00 258 psf 126 ft+ 263 ft+ 137 ft+ 2.80 psi 75.00 psi fc = 2,500 Footing Concrete Min. As % Cover @ Top = Su of Forces on Footin : Slab is NOT resisti slidi is PINNED at Forces acting on footing for overturning, sliding,& soil pressure Vertical Lateral Distance Moment Overturning Moments.'. Lateral Distance Momentlbs ft ft4 Resisting Moments.-.ft+ftlbslbs Stem Shear @ Top of Footing = -267.9 'l .00 Heel Active Pressure = -234.0 0.48 Sliding Force = 501.9 Overturning Moment = Footing Stability Ratio 438.89 Net Moment Used For Soil Pressure Calculations Net Mom, at Stem/Ftg lnterface = Allow. Mom. @ Stem/Ftg lnterface = Allow. Mom. Exceeds Applied Mom.? Therefore Uniform Soil Pressure = -267.9 -112.7 -380.6 207.8 ft4 207.8ft+ 1,576.9 ft-# Yes 526.7 psf Surcharge Over Heel = Adjacent Footing Load Axial Dead Load on Stem = Soil Over Toe = Surcharge Over Toe = Stem Weight = Soil Over Heel = Footing Weight = Total Vertical Force 1,053.3 lbs Resisting Moment = 53,3 300.0 400.0 300.0 0.33 0.92 1.58 1.00 17.8 275.0 633.3 300.0 1,226.1 DESIGNER NOTES: Retain Pro Software O 2009 HBA Publications, lnc. All Rights Reserved Licensed to; K and A Engineering, lnc. Eugene, OR 97408 ur,aryv. RetainPro.com tsd/9'929 #68't 09 #L9'999 =dd # t'881. lulerlsau Ierele"l