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Plans �s v�� = pp *. 42 • AID II11 1 111 .� l0 3 4 7 8 . 41,- 191111911/1191--': ' re '� 1 2 5 6 � r10790 10770 f' diwikekJiyvet 4Zilet 10695 � ;; .. 8 = G RECE \ � t z ' = 7 d 3 4 6 5 2 1- _,1 i.: 1 r n 10675 _ ., , 6 °B Zs S 5 2 -'j'- � �o .,CITY F T t�UUIIDING DIVI '"• P.A b el* _ 0001 . 0• 00:111 11 c • -' _:_. -■ R.. J: V ...freerdockrtzne, 10635 10655 10695 10705 10755 10765 10 • a,. .LJIL.111-- .- Lill,_. . _, „,, LIII -7-'-' 1 7 • a ; 111111111 11 11111.1 •• El alluilm- b E 0 f G 10640 10670 ,, 107$7 1 (085 % i • ,--:- = 10 7$3 • 10700 . � N: R>E'� � �� ..01101111111111111. p �+ a Cr OF � T , r Tt °.�U) . � 4 Approved •.. +� +....... +� ♦ �/7 Conditionally Approved...„- o•. »- [ ] 1 2 ►lee to! 11 .. [ I for , _Date: ,tdFgr' ti: W. ✓04tet / a court 10645. 10797 10665 10685 10791 1 1 = — . LilL A 4 • d■ra! - • 0 0AIBAGE LAUNDRY STORAGE OFFICE COPY 1 _ F - , .. lip , 'ry e' �. - +.. -., + +� - j ` �». . y.,ais+ ,. - fi r 1 . 1 + .1116 " t ,.......... e- s e, T . ..e'.. I — = ... .I 1 r ' F -; 1 1 s .-, ,.. . .,.. .. . ..,..:, a. ,,,.:. , :,:i. , i ,.. ...,... ..„ . ,..„, .: .,. . ,,... .. , , , , ....., ,.. . .. .t.„ . _.... , bfi.. "� ; . _ ,„,, „, _..... ::, — 7 r. , - , . r- `. r ' a C - �a��i'It K. ,�, ~ F '4 , ;.,. - '4." - ,.;''i" r .. - 14 1 : -c, ' - _'"'i , loor''''' - ''. z‘4,.111 :. - .. ' '''' ' ' ., -.; r. ... rr, .. f , ',.:-: i ' - - " -. /..::::: : : .43 71 - 3-,,t . : , ' , „. r ... ' - ... -=_ - r. .,- ‘ , j F' i F Li • • i •,' .ten `' ` - L ��" 1:Mil Consulting Engineers September 4, 2009 Mr. Clint Am J. R. Johnson, Inc. P.O. Box 17196 Portland, OR 97217 RE: 10695 SW Murdock Street, Portland, OR Exterior Deck Replacement Dear Clint: Attached please find calculation sheets S1 through S7, dated September 4, 2009, which verify the structural adequacy of the replacement of nine (9) elevated exterior decks, as shown on drawings S -01 through S -05, dated September 4, 2009. Design is based on the requirements of the 2007 Oregon Structural Specialty Code, based on the 2006 International Building Code. If you have any questions or need further information, please call me. Sincerely, 4 Oi Thompson, P.E., S.E., LEED® AP "y Associate PRBDitiee� Attachments - i ri "2 °� JT:kw �r 73 �• " r1 .t 206400.701exleriordeek calcs.docx i o 111 SW Fifth Avenue, Suite 2500 Portland, Oregon 97204 -3628 (503) 227 -3251 Fax (503) 227 -7980 ScatlI' lacoma Parllana Eugene San Francisc^ Sa ,amenIo !us rngeles In San P'egr Phuenia Denver St Lours New York Project w�.C� [ y CN�.11 By CjL Sheet n MD Location )06495 sw /0Z elorU T. Date oq —o4_ J Consulting Engineers Cent J • tZ , , op t Revised Job No. Fcrtbn.0/exn 200(3°3'7 Date (o,1V) r ata RF rorws11 /. TaTAL f3ALLo,Jy wT: Zxyei2 • Pats' S' • 3.d Z t 36 I � �,1 Sj{Ea1/nr6 `1st, 6r2orn_ 6.4. 10.67' ' ‘11.3 Is bat, n•9 SaEv*N ; ( 6 '0 16 WALLS: ll _ c�'� / ,'� (�' t L�'(5tl•S, -Z -331 15 3 j"m" N I II ' r . 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Plc Tbf�L uPLIF = 10 .5 - -7:2.D.7 , -- 2DI /4 fdTAL 0.41—Ca ( '' ! 009 1S rvtyt uPuF•f_ 0•4z: -2o9r = — IYPa 11. Ust Mai CANe VEs A f /s . 1or1T A TSv^'►t': d An ST T = ( = 93. ! 15 /n 2Z' k c'aNtpArte sNoa Darr, rV LL ln�= $ " , py=idrsc, Cc I. cc = 1.. r: i. ('y a 7.l ./ -1. z ./o = $ •'tPs -bp PP*. r- 20 erf 7' - *" Qv -34' l id 70.113 • y 3 3v lo•►io -1. I. p¢,Fr k u =7 • hi .o [0.43 .54 l loge - !•SJo.7S = G .1fS ' +Jmot-Mt? o ru O ' t 7 P . 5 4- k i = I S. 3 10 c F hc. = > ti c _ w = 1. d 2 /i1 : _ (,. e7 k = Mc. I P d lid d = 1.11'15%3 =edeSr Su ta•- -e 5/ _` o..y • , PF.w = 6,4•26-Z211, 1 1 01 E ( - 76 ptf /7 '2S Ip3F • i AL c 4•4,-0 E.ti psF+ Ze) Ps P. St2.41,u a 23-: IS1-t Din/ = VIA" .: Co pcp c�. co,�l�ro [ a • • • • : iar a , , \\ -..< 1 x r • • i'1� yi •„F . [ • .ti .. .1:41, . j .. 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Goxroo 6,44.60 - 1c.695 Sul t$10-47004- Sr. New Text Document (3).txt Conterminous 48 States 2005 ASCE 7 Standard Latitude = 45.414 Longitude = - 122.79 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 0.05 deg grid spacing Period Sa (sec) (g) 0.2 0.922 (Ss, Site Class B) 1.0 0.334 (Si, site class B) Conterminous 48 States 2005 ASCE 7 standard Latitude = 45.414 Longitude = - 122.79 Spectral Response Accelerations SMs and SM1 SMs = Fa x Ss and SM1 = Fv x Si Site Class D - Fa = 1.131 ,Fv = 1.731 Period Sa (sec) 1. (SMs, Site Class D) 1.0 0.579 (SM1, Site Class D) Conterminous 48 States 2005 ASCE 7 Standard Latitude = 45.414 Longitude = - 122.79 Design Spectral Response Accelerations SDs and SD1 SDs = 2/3 x SMs and SD1 = 2/3 x SM1 Site Class D - Fa = 1.131 ,Fv = 1.731 Period sa (sec) (g) 0.2 0.695 (sos, site Class D) 1.0 0.386 (SD1, Site class D) Page 1 4 16 LATERAL LFORCE- RESISTING SYSTEMS SC, 'aatc400. b. 10d nails having penetration into fram- seismic and wind forces. Double diagonally sheathed ing of more than 1 -5/8" are spaced 3" on lumber diaphragms shall be constructed of two layers 4 center or less at adjoining panel edges. of diagonal sheathing boards laid perpendicular to each 4. Wood structural panels shall conform to P other on the same face of the supporting members. the requirements for its type in DOC PS 1 Each chord shall be considered as a beam with uniform or PS 2. load per foot equal to 50% of the unit shear due to dia- 4.2.7.2 Diaphragms Diagonally Sheathed with Sin- phragm action. The load shall be assumed as acting gle -Layer of Lumber: Single diagonally sheathed lum- normal to the chord in the plane of the diaphragm in ber diaphragms are permitted to be used to resist seis- either direction. Nailing of diagonally sheathed lumber mic and wind forces. Single diagonally sheathed lum- , diaphragms shall be in accordance with Table 4.2C. 1 ber diaphragms shall be constructed of minimum 1" 4.2.7.4 Diaphragms Horizontally Sheathed with thick nominal sheathing boards or 2" thick nominal Single -Layer of Lumber: Horizontally sheathed lumber lumber laid at an angle of approximately 45° to the diaphragms are permitted to be used to resist seismic supports. End joints in adjacent boards shall be sepa- and wind forces. Horizontally sheathed lumber dia- rated by at least one joist space and there shall be at phragms shall be constructed of minimum 1" thick least two boards between joints on the same support. nominal sheathing boards or minimum 2" thick nominal Nailing of diagonally sheathed lumber diaphragms shall lumber laid perpendicular to the supports. End joints in be in accordance with Table 4.2C. Single diagonally adjacent boards shall be separated by at least one joist sheathed lumber diaphragms shall be permitted to con- space and there shall be at least two boards between sist of 2" nominal lumber (1 -1/2' thick) where the sup- joints on the same support. Nailing of horizontally ports are not less than 3" nominal (2 -1/2" thick) in width sheathed lumber diaphragms shall be in accordance or 4" nominal (3 -1/2" deep) in depth. with Table 4.2C. 4.2.7.3 Diaphragms Diagonally Sheathed with — -'— Double -Layer of Lumber: Double diagonally sheathed . lumber diaphragms are permitted to be used to resist 41 0 AMERICAN WOOD COUNCIL Table 4.2C Nominal Unit Shear Capacities for Wood -Frame Diaphragms Lumber Diaphragms A B . 1 Type, Size, and Number of Nails per Board SEISMIC WIND Nailing at Intermediate and End Nailing at Boundary Members v. G v Sheathing Sheathing Bearing Supports 9 ry Material Nominal Dimensions (Nails /board /support) (Nails /board /end) (plf) (kips /in.) (pif) - 1x6 2 -8d common nails (3 -8d box nails) 3 -8d common nails (5 -8d box nails) Horizontal 1x8 3 -8d common nails (4 -8d box nails) 4 -8d common nails (6 -8d box nails) Lumber 100 1.5 140 Sheathing 2x6 2 -16d common nails (3 -16d box nails) 3 -16d common nails (5 -16d box nails) 2x8 3 -16d common nails (4 -16d box nails) 4 -16d common nails (6-16d box nails) 1x6 2 -8d common nails (3 -8d box nails) 3 -8d common nails (5 -8d box nails) — > Diagonal 1x8 3 -8d common nails (4 -8d box nails) 4 -8d common nails (6 -8d box nails) Lumber 600 6 840 Sheathing 2x6 2 -16d common nails (3 -16d box nails) 3 -16d common nails (5 -16d box nails) O n -o 2x8 3 -16d common nails (4 -16d box nails) 4 -16d common nails (6 -16d box nails) 0 1x6 2 -8d common nails (3 -8d box nails) 3 -8d common nails (5 -8d box nails) w Dioagonal 1x8 3-8d common nails (4 -8d box nails) 4 -8d common nails (6 -8d box nails) 1200 9.5 1680 • Q' Lumber 2x6 2 -16d common nails (3 -16d box nails) 3 -16d common nails (5 -16d box nails) ' v Sheathing -o 2x8 3 -16d common nails (4 -16d box nails) 4 -16d common nails (6 -16d box nails) I. Nominal unit shear capacities shall be adjusted in accordance with 4,2.3 to determine ASD allowable unit shear capacity and LRFD factored unit resistance. For general construction NO requ see 4 2.67 or specific requirements, see 4.2.7.2 for diaphragms diagonally sheathed with a single -layer of lumber, see 4 2.7.3 for diaphragms diagonally sheathed with m a double -layer of lumber, and see 4.2.7.4 for diaphragms horizontally sheathed with a single -layer of lumber. T. 5 Z - Z.0 i N H J S1A131SAS ONIISIS3 J JOd 1d2i311/1 114 -' • • Pro)eCi _.. __. Sheet tlo III • $AI.GCNIES Pr' 8 ✓ — DI nrEa Locattan 1 IP toque 'SW MvR- 0cAt s{' • I Dote 09.04 - Oi l Consulting Engineers JOb Client R • JiWasa -) Revised III rtrnana C•opsn Dote x(.4= GENERAL STRUCTURAL NOTES: WHERE CONFLICTING INFORMATION OCCURS, NOTES AND DETAILS ON THE SUBSEQUENT STRUCTURAL DRAWINGS SHALL TAKE PRECEDENCE OVER THESE GENERAL STRUCTURAL NOTES. WHERE NO DETAILS ARE GIVEN, CONSTRUCTION SHALL BE AS SHOWN FOR SIMILAR WORK. CODE REQUIREMENTS: CONFORM TO THE 2007 OREGON STRUCTURAL SPECIALTY CODE (OSSC), BASED ON THE 2006 INTERNATIONAL BIULDING CODE (IBC). TEMPORARY CONDITIONS: THE STRUCTURE IS DESIGNED TO FUNCTION AS A UNIT UPON COMPLETION. THE CONTRACTOR IS RESPONSIBLE FOR FURNISHING ALL TEMPORARY BRACING AND /OR SUPPORT THAT MAY BE REQUIRED AS THE RESULT OF THE CONTRACTOR'S CONSTRUCTION METHODS AND /OR SEQUENCES. EXISTING CONDITIONS: ALL EXISTING CONDITIONS, DIMENSIONS AND ELEVATIONS SHALL BE FIELD VERIFIED. THE CONTRACTOR SHALL NOTIFY THE STRUCTURAL ENGINEER OF RECORD (SER) OF ANY SIGNIFICANT DISCREP ∎ 4 -� T 8 FROM CONDITIONS SHOWN ON THE DRAWINGS. c % � PROff ASSUMED FUTURE CONSTRUCTION: oO °541 VERTICAL: NONE - HORIZONTAL: NONE • .rce DESIGN CRITERIA: $`� • • DESIGN WAS BASED ON THE STRENGTH AND DEFLECTION CRITERIA OF THE OSSC. IN A U81- DEAD LOADS, THE FOLLOWING LOADS AND ALLOWABLES WERE USED FOR DESIGN: GRAVITY SYSTEM CRITERIA UNIFORM LOAD CONCENTRATED LOAD DECK LIVE LOAD: 60 PSF L.L. __ VERTICAL DEFLECTION: PER OSSC TABLE 1604.3: L/360 LIVE LOAD L/240 DEAD LOAD PLUS LIVE LOAD NOTES: 1. LIVE LOADS REDUCED PER OSSC. 2. MEMBER DESIGNED FOR MORE CRITICAL OF UNIFORM OR CONCENTRATED LOAD. s GI s � • • Sheet No Protect 3 4.f By Effli lion Io(DgS SW Nlur Sr. Dale rte' ©r Consulting Engineers Job No Client J , 2 a G s j Revised r71e3.0 0 r . Dole G:Dt:C I SNOW CRITERIA GROUND SNOW LOAD: P = 10 PSF IN ACCORDANCE WITH 2007 SNOW LOAD ANALYSIS FOR OREGON FLAT ROOF SNOW LOAD: P = P{ MIN = 20 PSF RAIN -ON -SNOW SURCHARGE: 5 PSF SNOW EXPOSURE FACTOR: C = 1.0 SNOW LOAD IMPORTANCE FACTOR: I = 1.0 THERMAL FACTOR: C = 1.2 SNOW DRIFT: PER ASCE 7 -05, CHAPTER 7 WIND CRITERIA BASIC WIND SPEED MAIN WIND FORCE RESISTING SYSTEM: 80 MPH (FASTEST MILE) PER 1998 OSSC c EXPOSURE: B ',�ppv I Of IMPORTANCE FACTOR: I,,,= 1.0 �O PRESSURE COEFFICIENT: C = 2.3 + 0.5 = 2.8 UPWARD ,(;- , SEISMIC CRITERIA ■ 1. • ei ' OCCUPANCY CATEGORY: tbZrz 111• CO w SEISMIC DESIGN CATEGORY: D SITE CLASS: D MCE SPECTRAL ACCELERATION: 5, = 0.922 S, = 0.3 341ERPLIWS: 12.31- to 1 SITE COEFFICIENT: F = 1.131 F = 1.731 DESIGN SPECTRAL ACCELERATION: SDS = 0.695 SDI = 0.386 ANALYSIS PROCEDURE: COMPONENTS PROCEDURE PER ASCE 7 -05, SECTION 13.3 IMPORTANCE FACTOR: I, = 1.0 AMPLIFICATION FACTOR: a = 1.0 RESPONSE MODIFICATION FACTOR: R = 2.5 STRUCTURAL OBSERVATION: THE STRUCTURAL ENGINEER OF RECORD (SER) WILL PERFORM STRUCTURAL OBSERVATION BASED ON THE REQUIREMENTS OF THE OSSC AT STAGES OF CONSTRUCTION LISTED BELOW. CONTRACTOR SHALL PROVIDE SUFFICIENT NOTICE AND ACCESS FOR THE SER TO PERFORM THESE OBSERVATIONS. STRUCTURAL OBSERVATION PROGRAM ITEM COMMENTS AS REQUIRED TO ADDRESS 1. A FIELD REPORT WILL BE SUBMITTED AS REQUIRED STRUCTURAL ISSUES FOLLOWING EACH SITE VISIT. 2. THE PURPOSE OF STRUCTURAL OBSERVATION IS TO ASSESS THE GENERAL CONFORMANCE WITH THE STRUCTURAL DRAWINGS. :1) ore (Eoor Na 5 oa • I 1 Protect l.eo+alE•, of ! eet [[ -D3 . i Local*n 10(.1r SW MIjn. glee- 57' Dote Oq - p�pG( Consulting Engineers 1 ri • 1 Job No CYenl J • F ' - • J o LI alo' - I Pevaed � I Dole tot, *CO SAWN LUMBER: SAWN LUMBER SHALL CONFORM TO WEST COAST LUMBER INSPECTION BUREAU OR WESTERN WOOD PRODUCTS ASSOCIATION GRADING RULES. LUMBER SHALL BE KILN DRIED AND BE THE SPECIES AND GRADE NOTED BELOW: USE SPECIES /GRADE Fb (PSI) (BASE VALUE) DIM. LUMBER 2" TO 4" THICK DOUGLAS FIR -LARCH NO. 2 900 BEAMS 5 "X5" AND GREATER DOUGLAS FIR -LARCH NO. 1 1350 POSTS DOUGLAS FIR -LARCH NO. 1 1200 T &G DECKING DOUGLAS FIR -LARCH COMMERCIAL DEX 1450 ALL LUMBER IN CONTACT WITH CONCRETE SHALL BE PRESSURE TREATED, UNLESS AN APPROVED MOISTURE BARRIER IS PROVIDED. FRAMING ACCESSORIES AND STRUCTURAL FASTENERS SHALL BE MANUFACTURED BY SIMPSON STRONG TIE (OR APPROVED EQUAL) AND OF THE SIZE AND TYPE SHOWN ON THE DRAWINGS. ALL NAIL HOLES SHALL BE FILLED WITH STRUCTURAL FASTENERS, UNLESS NOTED OTHERWISE ON THE DRAWINGS AND FASTENERS SHALL BE INSTALLED FOLLOWING ALL MANUFACTURER REQUIREMENTS. IF A SUBSTITUTION IS MADE, A DOCUMENT SHALL BE SUBMITTED TO THE STRUCTURAL ENGINEER OF RECORD (SER) FOR APPROVAL OUTLINING THE FARMING ACCESSORIES BEING REPLACED AND THE SUBSTITUTED ACCESSORIES HAVING AN EQUAL OR GREATER CAPACITY. HANGERS NOT SHOWN SHALL BE SIMPSON U -TYPE OR B -TYPE OF SIZE RECOMMENDED FOR THE MEMBER. ALL FRAMING NAILS SHALL BE OF THE SIZE AND NUMBER INDICATED ON THE DRAWINGS AND CONFORM TO ASTM F1667, "STANDARD SPECIFICATION OF DRIVEN FASTENERS: NAILS, SPIKES, AND STAPLES" AND NER -272 "POWER - DRIVEN STAPLES AND NAILS FOR USE IN ALL TYPES OF BUILDING CONSTRUCTION." NAILS SHALL BE IDENTIFIED BY LABELS (ATTACHED TO THEIR CONTAINERS) THAT SHOW THE MANUFACTURER'S NAME AND NES REPORT NUMBER, NAIL SHANK DIAMETER, AND LENGTH. NAILING NOT SHOWN SHALL BE AS INDICATED ON OSSC TABLE 2304.9.1 OR NER -272. THE FOLLOWING NAIL SIZES SHALL BE USED: NAIL TYPE SHANK DIAMETER (IN.) MINIMUM PENETRATION INTO FRAMING MEMBER (IN.) 6d 0.113 1.25 8d 0.131 1.50 10d 0.148 1.625 12d 0.148 1.625 16d 0.148 1.625 • CUTTING AND NOTCHING OF JOISTS SHALL CONFORM TO OSSC SECTION 2308.8.2. \ki PROf�r t/ SALVAGED LUMBER SHALL BE GRADED BY AN APPROVED GRADING AGENCY PRIOR Ti - ND r ` L -® MEET THE MINIMUM BENDING STRESSES SHOWN ABOVE. 4 'r i •J r �N f • Ge3 1 uc ucz -4-k— for -S ([_opir.) eR 4DLY �C p?) MD Scat --E. 1 ,S: 12-31- ! o -1 • I RoJect B �+ QALCoa1G -S At' C_ 1 Sheet No linli Location 106 9 S " Alva-Pock sr. I Dale / / 3 I - �4 Consulting Engineers 9 v Client Revised Job No Pc4+31 - 4, ,egen Date 200'100.7 i / / ( ' n , 0 'l it tie- -- kt () PAi :rtAL HT u ,S. OD i ons cut re r,/ s■r;, S3 x N R E PLAC E (E) Nx& CleP 2 A LE) Posr EA. c�z vaZ WITH N v (�EM.4trt. 03 E 4 �t re.. P.T., ^b.1 00- 0v— (nl�s�u10 G1 R_ (17.,No.1' D—I = cmzx6 H.:max..II - AL pert SHEATH /146 0 k.F.) 14 ! f1JMmu4 rJA1Ls AT aouNgAltY MEMCEltS AND (2) 1 6d C.smos.nt n/AtLS AT I4' paINGO a it Ar40 ENO 8E4(WJ6 5ufpi TI. < 4eri ENO JotaTS . s - r e e r cA� 6AL.c ON 7 ��.p PNQ ff„p .4. -v ict, . ij 1EXP: 12,31__ /D n i ' . . I Project ia«tEg A.r By Sheet No EMI location I G Cogs 1 yJ MVRLn Sr , Dote el 12.14 e7 - 0 S Consulting Engineers: t Client ed Job No ■ taon.ae 206400.7 Dote — RiM Me R 1,-40) it ,..1A1 S 'TO to Jots% I ,- rte- �_ "—__..., — 2xtc DalA Se&1Th F cy i • r 1 /� 2%SJots7Set6 a•.. .- • '(Qzi4Ittb (�1�4Xs o�. � S 1✓1PSU,j ft2-1.0_5_ pr,,,,,.., pr,,,,,.., EA JOIST TO t Sxi0 Cilzoan. 4K 10 I C � 1 IT II } 1 d 51nepSunl ACE 1 4 POST CAP (E) PO ST 13Etic , 71,44 'rt) P 125 ALCOMGOAT (J) 4x10 GIi2.0en 1 k S ,t51Sr ANb &oCwnt6 AT 61 P. -PeYl REANt K RUCTUR ' S r . ` O IN • " .,Ls, 0 I E.W. RES: 1231- / o .