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Report (5) FOR OFFICE USE ONLY-SITE ADDRESS: !0 14 D S&) d'5 1-VE- This form is recognized by most building departments in the Tri-County area for transmitting information. Please complete this form when submitting information for plan review responses and revisions. This form and the information it provides helps the review process and response to your project. City of Tigard • COMMUNITY DEVELOPMENT DEPARTMENT III : r Transmittal Letter tta r e e T I G A R I H 13 5_ W Hall Blvd. • Tigard, Oregon 97223 • 503.718.2439 • www.tigard-or.gov TO: \ _L-___)2-("---- DATE R v 1) DEPT: 'BUILDING DIVISION NOV 3 2014 FROM: i /'i 't' i( ?-- CITY OFTIGARD COMPANY:/ it-PA/ Tit kflt CU( l v, 9-40C�il/ BUILDING DIVISION PHONE: 50 3 Z T.5 C R — o 7 63;.,, _ RE: E 1/01 p &-k) �5- 4-(A. �I�j4(I4 d/Y-d(Jo�U (Site dress) ermit Number) C,Qe t77 C.-e4(1(ci2- — DN`Fl i �� (Project name or subdivision name and lot number) ATTACHED ARE THE FOLLOWING ITEMS: Copies: I'Description: I Copies: I Description: Additional set(s)of plans. Revisions: Cross section(s)and details. Wall bracing and/or lateral analysis. Floor/roof framing. Basement and retaining walls. Beam calculations. Engineer's calculations. Other(explain): / / REMARKS: 1 • 0 144-4. _% l; - 0 c 4) '45/ 4,,.:,,J--vcd,, ,,,,_ : 0 --(:)0 U FOR O FI�•E USE ONLY Routed to Permit Technician: Date: 1.(�5(4- Initials:C t,� 11 Fees Due: Yes o Fee Description: Amount Due: ❑ � , p $ Special Instructions: Reprint Permit(per PE): ❑ Yes � 110 ❑ Done Applicant Notified: Date: //. (o/'y tf/J'rvc Initials: 29r/ 1:\Building\Forms\TransmittalLetter-Revisions.doc 05/25/2012 Project: CWS Durham O&M Skylight Infill Q.E11° . '" i '�r`' sso CWS Durham WWTP �� 16060 SW 85t Ave 4i� 63186PE Tigard, OR Client: Stephen Knewitz � oGON oz Iron Triangle Construction,LLC cR °' ' 6130 Caulfield Street EG04 West Linn,OR 97068 I EXPIRES 12/31/14 I Structural Calculations Scope: To provide structural calculations for infill framing of an existing skylight opening to be located at the project address shown above. Elements not specifically referenced in these calculations are outside the purview of these calculations and are designed and detailed by others. Waterproofing and architectural details are by others. References: 1. SEI/ASCE 7-10, Second Edition, Minimum Design Loads for Buildings and Other Structures,American Society of Civil Engineers(ASCE) 2. 2012 International Building Code (IBC) as amended by the 2014 Oregon Structural Specialty Code(OSSC) 3. 2012 Product Technical Guide, Steel Stud Manufacturers Association(SSMA) 4. 2008 Cold-Formed Steel Design Manual,American Iron and Steel Institute(AISI) Table of Contents Scope&References 1 Table of Contents 1 Design Criteria 2 Snow Loads 5 Wind Loads 6 Seismic Loads 6 Framing 9 Diaphragm P'204-00000—j 12 City of Tigard Approved Plans A Y-r -� Date 1 44- 1 0‘,o OFFICE COPY )51E Peterson Structural Engineers Irw. Pro1 14-222 date 10/30/14 5319 S.W.Westgate Drive,Suite 215 Pornwa Oregon 9621-2411 Phone(503)292-18J5 designer sheet Fax(503)292-9945 EFL 1 of 12 Deszc 1 xisfi'e13 /c yoc.4c pw (S H. 3 it) Saw , pt = 2ap.4 s14-- 6^e2 cam-y (P5SL . t60`tb) Se■swtc Foy -9 6-11 - s I�cc r:›v\I.y 5zie CiaS S Pe( G(S&S : Ss = 0.4 � SSs SI - D. I8 � SpI project / t_22 Z date /b 30/19 designer r sheet Z of f 7. Peterson Structural Engineers,Inc. www.psengineers.com r- • (:),.... 1 T .....,. 0 to • • , • io....4. IS-8. 14'-10T 1E-10. 2f/-3" I 30'-0' I i I i . I I • : : I . • seTeno EXTRA ....1::12 • • , I EX*i" COLULIN (INF) ,_2X2LLILL.," L7... - —_1 : • . , ,00,2 .,,,,,,,2 ..02 5 13i , T54. Ti (To )Dc, iNca.W I -SFE DETRE a : GI-- •,__;,,,?4,2,----------,.- IN alb 1 PITIRD ■..........MG...--• WPh'2 rp r TRA STRONG j (TYP) • PIPE .NUNN---\ 0, . 51.1 Eti.ARGED irmik°1.• ,. e...aci„,), ...,r---7 1 1 1 1 1 1 I ,n co° : - r _ NI= c /CI MALI WA 1. '31 £2 *71. 4 a / s 1 \\_,7'1 ,C31 Ab, MIE 1 -—_ , 71 . I -SEC E•4 -GT ID PLAN El 0,m) Al Ai - --- 1 0 / JG5 1 I SFE SHEET Ti NOTE ft(rYP.) : .a, , SKYLIGHT 5, I'a I ,4. ; 4S11 , 4 Imo 1 I.` 1/ 64 —.--,,--..:. JP.4 \ RI I, i" 1 ,ATLEI LARER 1ET '* / \ / \ 4 EQUAL SPACES 5 EQUAL SPACES/ (0 EQUAL SPACES 5 EQUAL SPACES ••---• — IX V I HE MCI ADER(IT) 1- vnoes rotooss',Ana PARTITON I I% SI I It I il I ePsu °a,ULNAS ?I .9--I ';' Ti i',j 1.5. ''.2, .4'1 '''-,I ..4 -7,I .! '1 ;1 ;I 1 I I ;I SXYLAINT _:,... • II no..44 rrP) 4C■ • ;Mr — • I f II AIIM A II gill • IS ilE I:7' WM,■ I MN 1 SEE ENEARGLD I di"OPP.HANEY•._ail; ...' ....4— •' • Gi) . --.s.TS717,1%COLUMN _ 0 ... PLAN iirk 5,,,c1,1(TVP) ....iy,./-RSICANENOED ,. . . ce,1*.b . e(TYP) d .x5 r-- JG6 r—-re' ,Q7 .IG7 jSig I • MT 1 '12Ki 1j1111. • 0 — 1 • 0 ■ • — =....„--.=. 1 caots .-.11 Q4' 4 _...',* r. I I 1 , I I _ • __ _. ____ - - - _ _ _ \ _ — . 1 , b IL MATOIUM,IRE Of Oa I 1 -. 7X2xVs'A \-•..2X2X4i.'LI\ SEE rI41.ARGED _ __ ._ "0 - ___I ...., _I - PUOI, (a(Tv) &A ; "01 L'17-- II. .• • &k -15 • .1:31.1 ' .. er g34- ( rp) (rry) .. .• , SEE DE I AI-a ) (TYP--.." ( (1W)) IYP) ... ;i1411 ... A1.32 Z\ PLAN . ' 21EEL_HIIIII L; - LoAos INOICATED Oh PUN ARE comanoRAnn 1"---- Li. Prf-- IL LOADS IN AS On 1HE.0,ST OR.VIST ORDER , E ihfc-il I-j C., BOTIOu CHORO. tv_--Lir-9 i D ; 1 1 ... . ICEVPLAN NIA•MIN = ° T (E) Sky \ ks- • / �+0 tae_ d Ark © N. Ao i ...:.„.. .r.„.. b. , 1�. II^I R-11 GATT J �� SINGLE-PLY NI INSULATION I ��il MEMBRANE ROOFING TAPERED RIGID �I` INSULATION III, ,�_= =_ ° 1��N11���1P-�� �►- l�I 1UIl tll1Iiinin i sir CONT L 6"X 8"X Sh" riC 15 X 33.9 TPICAL JO ST GIRDER ■ j2A a 1_ II immlraliniutmlte�u �nnntl�liuluu li�m% N CONT L///a\ C BX11.5 4"X 4'X N" 3a'e' METAL FRAMING ly irk, I, 44" GW8 .. ...›..‹-L ' a_ 4" 16 GA / 0 JD BRACES .0 Mr 4 16 GA I 4"X 4"X W 0 4'-0 0 C UNPUNCHED STEEL ANGLES � STUD BRACES TYP ® 4'-0" 0 C SPANDREL UNIT 1 � _L f a SUSPENDED CEILING SYSTEM I - STOREFRONT oz II SYSTEM 0 W a STEEL COLUMN �j N (BEYOND) If o 0 W 0 T SPANDREL UNIT kg! 1/4" GWB - ALIGN 1 I W/ ADJACENT FACE OF WALL ^'1 I 3 " METAL FRAMING i /_ III L m I EL 156.90 I L to ` ' .L. p°,muuummm� /\\ \ ��' R-7 RIGID \/ ' • \/�\/ INSULATION SECTION A-5 F S H. �� A-12 • CAr L.-CM:DS (o'SsC) C� = ) . 0 (ft-scc T . ?- 3 ) =s - 1.Z. (1rsez- 1.5-Z pf_ - o. I'S (A-sLE E . 3-/ ) G5 = I .n (/ SCE F �.� Ps c.sp.f- - pf e. ps tt4 (h E. Et . ?:-7-1 ) h,, = W.?". ic 1. a30 he = (paccpe,i -k+.) — 1‘03>s ' I•tit ayC 1440 ' l = d.q 3 Zi.64 J p5 +-1 o - C6-scE ) = 3.?3 ' u.,;Ncl i ctc ( 1c( = o.75- ' 3') = >A =Qr62 ' hit =A( - 7., ' = ' use g Pd - 1,1d - 16. 0 fs* eilri FA- load: , lb. ps+ l •n 25 psi (Ps +sPa- , ,. sac rSc--J Ce-A : t project -2.22_ date /d/?)j designer EFL, sheet S of )4 Peterson Structural Engineers,Inc. www.psengineers.com AING09 peg- (Sk•\. Ti-e o- `t v.‘ a--s 2G ne_ 3 gym.p �r+fis t 6/41,1k9 146> ps t tS . 7-0 /4-w, pc.c (sN. g) *Fph = a 5 roc) )6E project i Lt—2ZZ date /Q/ / >* designer E FL- sheet b of ) Z Peterson Structural Engineers,Inc. www.psengineers.com Building Name 10/30/2014 Address WIND FORCES ON BUILDING File:Pse/XX-XXX City BUILDING DATA: Basic wind speed(3 sec gust)= 130 MPH Exposure I C v Roof Pitch= 0.00 :12 OK Mean Roof Height h= 16.00 ft Topographic Factor Kr= 1.00 Table 1.5-2(1.00 for all cases) 1)ASCE 7-10 CH 28 METHOD 2-SIMPLIFIED PROCEDURE Height Adjustment factor A= 1.23 Figure 28.6-1 -22.72 -17.39 -27.42 -17.39 39 4r! (-22 40) (-39.48) (-22.40) -10.18' pgl - :=0.0 IIM 21.78 21.78 H =18.0 ft 32 90) All forces shown in psf 118.0 ft • c2 90) a a a 4 ft 140 ft LONGITUDINAL ELEV. / 2a=7 8 ft 10%of least dimension= 3.8 ft 50.14 kips 40%of the eave height= 6.4 ft 22.4psf 8 1 14 59 k 4%of least dimension or 3 ft= 3.0 ft 24.0 psf 21.7 '8 -� therefore a= 3.8 It 140 ft r 2a= 7.6 ft All forces shown In psf >7.6 ft Example,from Fig 28.6-1 longitudinal for wall horizontal load at end zone Ps30= 26.84 psf Height Adjustment factor A= 1.23 21.78 Importance factor I== 1.00 PLAN VIEW c:2 9j1 (A)(c„)(Ps30)= 32.90 psf FIGURE 28.6-1,MWFRS-Method 2,Enclosed Building Fig 28.6-1,MWFRS Horizontal Loads Vertical Loads Load Roof End Z one Interior zone End Zone Interior zone Overhang Direction Angle Wall(A) Roof(B)Wall(C) Roof(0) WW(E) LW(F) WW(G) LW(H) EcH Go„ Transverse 0.0 32.90 -17.08 21.78 -10.18 -39.48 -22.40 -22.72 -17.39 -55.30 -43.24 Longitudinal _ All 32.90 -17.08 _ 21.78 _ -10.18 -39.48 _ -22.40 -27.42 -17.39 -55.30 -43.24 if roof pressure under horizontal loads is less than zero,use zero Wind pressure shown in(xxx)for End Zone. Plus and minus signs signify pressures acting toward and away from projected surfaces,respectively. FIg30.5-1,COMPONENT AND CLADDING Topographic Factor Kr= 1.00 evaluated at 0.33h Area for wall element= 10 ft RESTRICTIONS: (30.51 Wall,Interior Zone 4= 37.29 -40.42 psf 1. Building Height<Least Horizontal Plan Dimension End Zone 5= 37.29 -49.98 psf 2. Building Height<60 feet. 3. Building is Enclosed. Area for Overhang element= 0 ft` '4.'Retof?s Filat4or Gabled ' " ' Overhang,End Zone 2= - -53.74 psf 5. Building Plan is NOT Irregular. Corner Zone 3= - -88.52 psf Area for Roof element= 0 ft` Roof,Interior Zone 1 = 15.20 -37.29 psf End Zone 2= 15.20 -62.51 psf Corner Zone 3= 15.20 -94.16 psf num Peterson Structural Engineers,Inc. Project Date 5319 SW Westgate Drive,Suite 215 12-195 10/30/2014 Portland,Oregon 97221-2411 Phone:503.292.1635 Designer Sheet www.psengineers.com GRL of I Non-Building Base Shear-Per ASCE 7-10 Specifications File: 14-222-02 Seismic>I Pro ect: CWS Durham O&M Skylight Inflll Address: 16060 SW 85th Ave Longitude: -122.763872 City: Tigard Latitude 45.400036 State: Oregon I Building Code Information-Seismic I Occupancy Category= IV ASCE 7-10,Table 1.5-1 Spectral Accel.,Ss= 0.959 ASCE 7-10 Figures 22-1 to 22-11 Spectral Accel.,S1= 0.418 ASCE 7-10 Figures 22-2 to 22-11 Long.Trans.Period,T1= 16.0 sec.ASCE 7-10 Fig's.22-12 to 22-16 Importance Factor,I= 1.50 ASCE 7-10 Table 1.5-2 Soil Site Class= D ASCE 7-10 Table 20.3-1 Roof Height,h„= 1.00 ft. Attachment Heigh,z= 1.00 ft. Seismic Force Resisting Sytem L Structure Type= r Ceilings-all v Amplification Factor,ap= 1.0 ASCE 7-10 Table 13.5-1&Table 13.6-1 Response Mod.Coef.,Rp= 2.5 ASCE 7-10 Table 13.5-1&Table 13.6-1 I Horizontal Component-Seismic Design Coefficients I Fo,iwp= 0.514 Ibs, Fph= (0-4*ap*SDS)*(1+2*z/h)/(Rp/Ip), ASCE 7-10 Eqn. 13.3-1 Fpho„,aiMlp= 1.713 Ibs, Fph= 1.6*SDS*Ip, ASCE 7-10 Eqn. 13.3-2 Fph,,„wdM/p= 0.321 Ibs, Fph=0.3*SDS*Ip, ASCE 7-10 Eqn. 13.3-3 I Vertical Component-Seismic Design CoefficienI ts I F,„/Wp=1 0.143 Ilbs,Fpv=0.2*SDS, ASCE 7-10 Eqn. 12.4-4 I I Calculated Seismic Design Parameters I Site Coefficients: Fa= 1.116 ASCE 7-10 Table 11.4-1 Fv= 1.582 ASCE 7-10 Table 11.4-2 Maximum Spectral Response Accelerations for Short and 1-Second Periods: SMS= 1.071 SMS=F,`Ss,ASCE 7-10 Eqn.11.4-1 5141= 0.661 5,,u=F,,`S1, ASCE 7-10 Eqn.11.4-2 Design Spectral Response Accelerations for Short and 1-Second Periods: SDS= 0.714 SDs=2*SMS/3, ASCE 7-10 Eqn.11.4-3 5D,= 0.441 SDI=2*SM13,ASCE 7-10 Eqn.11.4-4 Seismic Design Category: Category(for SDS)= D ASCE 7-10 Table 11.6-1 Category(for SDI)= D ASCE 7-10 Table 11.6-2 Use Category= D Most critical of either category case above controls Vertical-Seismic Base Shear I Fp/1Np= 0.143 ibs,Strength Design 0.7*(Fp/Wp)= 0.100 Ibs,Allowable Stress Design I Horizontal-Seismic Base Shear I Fp/Wp= 0.514 Ibs,Strength Design 0.7*(Fp/Wp)= 0.360 Ibs,Allowable Stress Design Wp=working load,multiply FD/W5 by W,to find force on component. .fir-A-M.L/VU- W10x12 8"0 EXTRA STRONG PIPE COLUMN 173 Gb I Irligtif- 1.4 K I K UOpy41, C !� 1.6 S-14 I J, 'o II (..,\\ JG4 I;€1•5 3:9 D 0.8K y ty \ y 14 . ec�fi.�anM S-jf6 co 447A3ER- - - -a , G$y,,, ti- S EQUAL SPAC S , / 6, 01 .9 K P 72-A-c.._ P _ 4--u (A/7". I-00.2S In rt-h jo;5-�- = (5-psf r+ S =(f6.c r/6o ) = 32.FSpsf Dfis = q?, Psi. fl4-0." s 1- 43,*". "CU,I=Ltr) '6. s"c- MAY upwarCd : 68 +0,6 yr- = - q-7.s I5÷ TS IN project ) '222_. date 1D�04./ designer EFL._ sheet ! of )2 Peterson Structural Engineers,Inc. www.psengineers.com ►��� I D ?ems S'SM, t fLooc- jeASt- spa_v‘ to-\;;1 a5e___ =lo ps-r, 1,--/Op3+ , 5l'�g )C- Span 1-136a ace, 60o 5 f&Z- Lf3 j C 16cs.c_. , y =sSks ' ,a = 12 'y „ > g ' 'T-ra c l2 L edtec- wail sfirvc( )spsc- C L33') 0'/7-) = 7?.FS 32 .x, (1.33')(6/2 2 sS ase. 6e,GT2k-D -y3 T .14._ o h%13- tr Vatic,,= 132116 y 2--57g-"` Pe c 55n* 44-(0 ;,/\ 93wAs . Fallow= ZG5lb Coy) nett Tcc 1c_- t o wal_1 6X605 I cc./ (7,-) # to $Cvet u�5 )51E project it-t-2 2 Z date /040// designer EFL sheet J 1 1 of 12- Peterson Structural Engineers,Inc. www.psengineers.com WO,t t S÷AG)5 '}O Jac- Le-&t c- f Z & - IC-0-p ea,* sz< 45 w/ 342_T2 -43 (354-s') +ratc1. j A->,r‘,1 1cc...A wvJ' 5t- is,P= 2SS'`- i sw«I( avid +o t�ct(1 S�uG( S uepoct- f s slorf-, kUo� ' 5+c<cf s aGCe c u a?{ Ly 013,sE?f tJ aci-i G n. C.-iA)L(-o-L#O�r +0 V et, CohA tiGll c tic f Sf'uG�S r-c T«w�ito . ula 5t„ s -� ` r> C► -�'� - 90 14' 'P ualbt2SS►6 = a- ��vt nee-t-;G=\S 'btu rna;,n cc="of- ; {vl 1.t 4- 5 A- '(GwCA- ea-C i± -7 cp 215 /1-.) 6 be_+ X55 CA me.. 33wt,1s M1`,n CZ-' b SG re vs oC` uteck-'evtr vet., (2)1?fi 1.6 = W'j (6, -> 21St b GaY1 -rc--L+G,c_ wct_l) stud cac+1lec"ftCn Peterson Structural Engineers,Inc. www.psengineers.com project /Y-2�� designer Fes[_ date !l%�` /f sheet /l of ( 2-- D ZTA?1-t(2-egt--'-4/1/) St/tear- S eg-q ( X 'T = q6o !b Fph lam= O. 3‘=C) (i6016) = 3 "1 , �b eta- ekd�1-c by ob se-zva-f-l'a,' upl; CSH. up!< Assu WIZ(. . 24 •.u6P ,r,e- J de /- 5scLa^e coimeGi-iov■s _ /Z 'r o•c. T s47F(1.3 )( j )) — 63 .31b / r Use / O Spoi- buela5 tai 12P a-L_ Gtrcu.nJ per;ole Cce Gz-tov\c. 1-kaot6 31 ' . -0 (4 1 T b LIL_G) project /l date IOr �0! �7 designer �[ sheet 12 of Z Peterson Structural Engineers,Inc. www.psengineers.com /v1 -1 c t.+o ry l\ 6 ( ' 6/QS A5. 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