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Plans • 3 U P a60q 6°° /// SO 5W Gagiati-z- RP 4ailIF c 5 0' ' MILLER RFOFIVFD CONSULTING MAY 18 2009 ENGINEERS CITY OFTIGARD STRUCTURAL CALCULATIONS BUILDING DIVISION Ash Creek Condo Exterior Deck Repair 11040 SW Greenberg Rd., Tigard, OR Ash Creek Park c/o Appleton Properties, Inc. April 8, 2008 Project No. 070047 5 pages Principal Checked: ■"i ►rail S -oRU C T U r4 / THESE CAL � ► - .0 n• '' 15, OID IF SEAL c 16655PE { y OREGON Sm' AND SIG T RE r RIGINAL IR S: * ** LIMITATIONS * ** ENGINEER WAS RETAINED IN A LIMITED CAPACITY FOR THIS PROJECT. DESIGN IS BASED UPON INFORMATION PROVIDED BY THE CLIENT, WHO IS SOLELY RESPONSIBLE FOR ACCURACY OF SAME. NO RESPONSIBILITY AND / OR LIABILITY IS ASSUMED BY, OR IS TO BE ASSIGNED TO THE ENGINEER FOR ITEMS BEYOND THAT SHOWN ON THESE SHEETS. 9570 SW BARBUR, #100 PORTLAND, OR 97219 PHONE (503) 246 -1250 FAX (503) 246 -1395 9570 SW Barbur Blvd., Suite 100 Portland, Oregon 97219 -5412 Phone (503) 246 -1250 Fax (503) 246 -1395 www.millerengrs.com American Consulting Op Engineers Council Budding Cotle: 2006 International Building Code as_amended by the state of Oregon Soils Report: No Soils Report by: N/A Dated: N/A Soil Bearing: 1500 PSF Retaining Walls: No Equivalent Fluid Pressure: N/A PSF " Material: Wood: X Steel: Concrete: Masonry: Vertical System: Wood Bearing Walls Lateral system: Light Framed Shear Walls - Roof Framing: Manufactured roof Trusses designed by others? N/A Snow 25 PSF Attic PSF Floor PSF Other PSF Basic Design A= U240 A= A= 4= Loads: Deck 40 PSF Garage PSF Corridor PSF A= U180 A= A= Lateral Design Parameters: Wind Design: N/A Wind Speed (3 sec Gust): MPH Exposure Seismic Design Importance Factors I = 1.00 IE = 1.00 I = 1.00 US GS wind (seismic) snow `USGS Earthquake Hazards Program 2% PE in 50 years, 0.2 sec SA = Ss N/A 2% PE in 50 years, 1.0 sec SA = S1 Design Summary: Structural analysis for repair and strengthening of existing exterior decks only due to dry rot and sag. Design also includes a 36" guardrail at existing deck with required point load of 2001b. Waterproofing by others. 1 9570 SW Barbur Blvd. Project Name: Ash Creek Condo Exterior Deck Repair Project #: 070047 � Suite One Hundred M Portland, OR 97219 -5412 Location: 11040 SW Greenberg Rd., Tigard, OR MILLER Consulting (503)246 -1250 Client: Ash Creek Park c/o Appleton Properties, Inc. Engineers FAX: 246 -1395 BY: Aug Ck'd: Imo Date: 04/08/08 Page 1 of 5 CN) 2,J,, / g 4 r T.7 . D(. -GXI d be - Sc i 12.E Z ti P. 7: /f ft n L a2 U12 C ..... /. /i G ^OBv C, n /. C, g / +_v W y /o/°c. /. I/ 4, 1 s a 4 i - ta—y is -1--- r+ Pb = 7e o. Ps/ < 933. '1.s; =rs ° k .�- 1 (� .. `. C .' �/ - sc.,. 1 V / /o.3�r/ < /72.> �s _ !' v vfr 7 < /, o.0 g3 _ L i Be" ` 4//8 o% GVo /Z3v � ISel) _ (e-►l-.,,,« :A") ¢, -.4 � � HSc 2x3 P.T. /i/ r .4/ vn a. - 2. /I/ r / ' , /44A re N (c=) /2.4 fr r`-.c bee r'1 (/ /Z °o / 2?r4- a 7C' K' ;,.. •x /o P.T. / f '/ 04. / ?;a. z,,,P , Cal /./1— 4' ; -0.to C r = /.z - W `_. 1 ; `sal 2 ; V P r - r = G• ps/ < 936 - r 1, uk 1_� / tt I� /2 ,, v -, ,,o °,' +v = . - 3P', < /72 )' /)ri =/ V o!< / Z e / /s (^/) Pot / d = o. z = L LYr < L///5'o o/r (L ) a.A GL usv °/ x/o P. r, K/• N/ ,, rjrc. r CA- (,.,) 'Ivor ? C4 ..• 0 TSc ck (AO /: 76. / 7 �r4N) pos 7 p= 2 yyv ^ ' c, ,' bt Psi: rza'4,2' A' /, 6-7 Ci < JF7 2 ,,/T /': r G k,,/ (z ) ii V I; R/1 .S L - 4. 4..1 C /307 �` 3 " c: C.R. re vt%? . I Ash Creek Condo Exterior Deck Repair 070047 9570 SW Barbur Blvd Project Name Project # as Suite One Hundred 11040 SW Greenberg Rd., Tigard, OR S Portland, OR 97219 -5412 Location Ash Creek Park do Appleton Properties, Inc. M ILLER Client CONSULTING (503)246 -1250 JJB 6/20/07 Page a of 5 ENGINEERS Fax: 246 -1395 By Ck'd Krti.y Date BENDING and AXIAL COMPRESSION OF WOOD COLUMNS [uniform load unless input•M(strong)] Column Description: `Typical (N) Post at Exterior Decks JOB # 070047 Actual Column Size = 5.5 x 3.5 'd2' uniform w = 0.006 k/ft height (10 = 8.33 feet lu /d2 = 28.56 le = 15.327 'dl' M (strong) = 0.62 in k COMPRESSION f (strong) = 0.06 ksi le (d2) = 2.06(1u) [if lu /d2 <7] 17.16 p = 2.44 kips = 1.63(1u) + 3(d2) [if 7 <lu /d2 <14.3] 14.453 dl = 5.5 inches f = 0.13 ksi = 1.84(1u) [if lu/d2 >14.3] 15.327 d2 = 3.5 inches Kel = 1.00 11 = 8.33 feet Ke2 = 1.00 12 = 8.33 feet lel = (Kel)(11) = 8.33 i Cd (vert.) = 1.15 1e2 = (Ke2)(12) = 8.33 Combined = 0.06 + 0.04 Cd (horz.) = 1.6 lel /d1 = 18.17 = 0.10 (Compression) C 1.1 le2/d2 = 28.56 F = 1.35 ksi F,* = 1.7078 ksi Fce = 0.55 ksi [1+ (Fce/Fc *)] /2(c) = 0.83 Kce = 0.30 (0.3 for machine & visually graded) C = 0.30 (Fce /Fc *) /c = 0.40 (0.418 for machine stress rated & Glue lams) F,' = 0.51 ksi C = 0.8 (0.8 sawn lumber) (0.85 round timber piles) (0.9 glue lam timber) BENDING Fb (strong) = 0.975 ksi Fb (strong) = 2.028 ksi Rb = 4.61 [1 +(Fbe/Fb *)]/1.9 = 8.54 Kb = 0.438 (0.438 for machine & visually graded) Fbe = 30.87 ksi (Fbe/Fb *)/0.95 = 16.02 (0.609 for machine stress rated & Glue lams) CI = 1.00 E = 1.5 x 1000 ksi Fe (strong) = 2.02 ksi (Bending) CF = 1.3 TABLE 4A for members smaller than 5x5 A = 0.02 in L/ 4533 Member Size 14 x 6 P.T. HF #1 or Better I Gc /•on. T /O. rX Tc• .ua Do- - c/ P os % W Toe ���. c -.sc- acc0Y4sps a /�„ P t- , Y5 /g To.,,s Si4_, (/) CA• riff v" 1 4, n CA • ,(Z) 7c 7,4 G.. Q - CL' • ) htc /C QCi! -rr I . J ! • 171 i . I ' (i i) 20%. 0 ,-..,.,. c..tc- 0) A3 3` C2 Dc - c . kr - 'ft c 46. << I= G. Ash Creek Condo Exterior Deck Repair 070047 9570 SW Barbur Blvd Project Name Project # 14 Suite On e Hundred 11040 SW Greenberg Rd., Tigard, OR Portland, OR 97219 -5412 Location MILLER Ash Creek Park c/o Appleton Properties, Inc. Client CONSULTING (503)246 - 1250 JJB 6/20/07 3 of 5 ENGINEERS Fax: 246 -1395 By Ck'd KMrl Date Page 2001 National Design Specification for Wood Construction Reduction Bending Shear Bearing E Rb 8 Beam Copyright ©2004 Miller Consulting Engineers, Inc. Co 2.00 2.00 KbE 0.44 Mark Top of guard rail Material: DIMENSIONAL LUMBER C 1.00 1. 00 1.00 1.00 FbE 8967 Grade: Hem /Fir No. 2 or Better Co 1.30 Fb' 1768 psi Span 11.08333 ft Lu = 1.00 ft size = 2 X 6 C,, 1.00 1.00 1.00 1.00 Fb' 1747 psi - x1 = 0 ft wt= 0 lbs/ft b = 1.500 in C, 0.80 0.80 1.00 0.95 Fv' 240 psi x2 = 11.08333 ft w2= 0 lbs/ft d = 5.50 in C, 1.00 Fc' 405 psi Xa = 5.541667 ft Pa= 200 lbs A = 8.25 in C 1.00 E' 1235000 psi Xb = 0 ft Pb= 0 lbs S = 7.56 in C 0.99 Fbe /Fb' 5.07 Xc = 0 ft Pc= 0 lbs I = 20.8 in Ct 1.00 R1 = 100 lbs V = 100 lbs El = 25684 kip -in R2 = 100 lbs M = 550 ft-tbs Le = 2.06 ft Material DIMENSIONAL LUMBER V Olimit =1../ 180 A= 0.38 inch Fb = 850 psi Grade Han/Fr No.2 or Better Fv = 150 psi Load Duration, CD IMPACT 2.0 (NON PT) V Fb'=( Fb)( Cd )(Ct)(Cf)(Cm)(Ci)(Cr)(CL)(Cfu) = 1,746.9 psi E = 1300 ksi Temperature Factor, C, DRY r <= I000F V Fv'= (Fv)(Cd)(Ct)(Cm)(Ci) = 240 psi Fc = 405 psi Wet Service Factor, C MOISTURE CONT LESS THAN 29% V E'= (E)(Ct)(Cm)(Ci) = 1,300 ksi R1 Req'd Bearing Width 1.00 in. Incising Factor, CI MEMBER IS INCISED V Fc'= (Fc)(Ct)(Cm)(Ci) = 405 psi R2 Req'd Bearing Width 1.00 in. Repetitive Factor Cr MEMBER IS NOT REPETITIVE V fb = 872 psi < Fb' = 1,747 psi Bending Capacity = 49.9 % v M = 550 ft-lbs < Mmax = 1,101 ft-lbs Member z • B L! fv = 18 psi < Fv' = 240 psi Shear Capacity = 7.6% V = 100 lbs < Vmax = 1,320 lbs 2 X 6, DIMENSIONAL LUMBER Max Deft = 0.380 inches = L / 350 Defl. Capacity = 51.4% Hem /Fir No. 2 or Better • 600 a000 500 / N -0.050 400 - / \ atoo y 300 / • •i -also \ j ° 200 ` 0 .200 ? / 100 e"°G4,r " - h P) - ,1, 0.250 w+` i • ;3,»idr`,..'r-.1liAiit:4 { ...::I -0.300 p f > ' l:" L i r M, -100 g j .._ L .,. -0.350 -200 Shear -0.400 n r m m m a a a r m a . m r cao,u m r n m m Distance (ft) - Moment Distance (ft) COONEGV To Posr uS roc, R3'4-A OGLE JSE b,.c^,, 2'12" w000 Sce.F,.a (t..1 VS1 a- . i at 9570 SW Barbur Blvd Ash Creek Condo Exterior Deck Repair 070047 Project Name Project # Suite One Hundred _ Portland, OR 97219 -5412 Location 11040 SW Greenberg Rd., Tigard, OR MILLER Ash Creek Park c/o Appleton Properties, Inc. Client CONSULTING (503)246 -1250 4/7/08 '4 of5 ENGINEERS Fax: 246 -1395 By Priv, Ck'd j(- Date Page 2001 National Design Specification for Wood Construction Reduction Bending Shear Bearing E Rb 4 Beam Copyright m 2004 Miller Consulting Engineers, Inc. Co 1.00 1.00 KbE 0.44 Mark bm bottom of guardrail I Material: DIMENSIONAL LUMBER CT 1.00 1.00 1.00 1.00 FbE 36708 Grade: Hem /Fir No. 2 or Better CF 1.30 Fb' 884 psi Span 11.0833 ft Lu = 1.33 ft size = 4 x 6 C 1.00 1.00 1.00 1.00 Fb' 883 psi - x1 = 0 ft w1= 24 lbs/ft b = 3.500 in C, 0.80 0.80 1.00 0.95 Fv' 120 psi x2 = 11.0833 ft w2= 24 lbs/ft d = 5.50 in C 1.00 Fc' 405 psi Xa = 5.54165 ft Pa= 200 lbs A = 19.25 in' C 1.00 E' 1235000 psi Xb = 0 ft Pb= 0 lbs S = 17.65 in' C 1.00 Fbe /Fb' 41.52 Xc = 0 ft Pc= 0 lbs I = 48.5 in Ctu 1.00 R1 = 233 lbs V = 223 lbs El = 59930 kip -in' I R2 = 233 lbs M = 918 ft-lbs Le = 2.74 ft Material DIMENSIONAL LUMBER V Olimit = L/ 240 A = 0.30 inch Fb = 850 Psi Grade Hen /Fir No. 2 or Better V Fv = 150 Psi Load Duration, C TEN YEARS 1.0 occur LIVE NI Fb'=( Fb)( Cd )(Ct)(Cf)(Cm)(Ci)(Cr)(CL)(Ctu) = 882.9 psi E = 1300 ksi Temperature Factor, C, DRY T <. 100oF V Fv'= (Fv)(Cd)(Ct)(Cm)(Ci) = 120 psi Fc = 405 psi Wet Service Factor, C MOISTURE COST LESS THAN 19% V E'= (E)(Ct)(Cm)(Ci) = 1,300 ksi R1 Req'd Bearing Width 1.00 in. Incising Factor, CI MEMBER IS INCISED V Fc'= (Fc)(C1)(Cm)(Ci) = 405 psi R2 Req'd Bearing Width 1.00 in. Repetitive Factor Cr MEMBER IS NOT REPETITIVE V fb = 624 psi < Fb' = 883 psi Bending Capacity = 70 7% - V M = 918 ft-lbs < Mmax = 1,298 ft-lbs Member - °x6 V fv = 17 psi < Fv' = 120 psi Shear Capacity = 14.5% V = 223 lbs < Vmax = 1,540 lbs 4 x 6, DIMENSIONAL LUMBER Max Defl = 0.299 inches = L / 444 Defl. Capacity = 54.0% Hem /Fir No. 2 or Better 1, 000 0.000 800 / -0.050 600 / ` _ -0.100 \ m a 400 y/ \\ . c -0.150 0 200 / \ d -0.200 `, gym'^ „ ''',:t'. '.1,.'41,:,11'. f L { o 0 a- t.,,:>,_,, .x._;.._ ..s... - 0.250 , -0.300 -200 - - -400 -0. 350 ���� o��oa�� mmmam o Shear n r m a f 00 Distance in) - Moment Distance (ft) CONNE.c'1 TO ` i US NC, k I . I I at 9570 SW Barbur Blvd Ash Creek Condo Exterior Deck Repair 070047 Project Name Project # Suite One Hundred 11040 SW Greenberg Rd., Tigard, OR IS Portland, OR 97219 -5412 Location MILLER Ash Creek Park c/o Appleton Properties, Inc. Client CONSULTING (503)246 -1250 4/7/08 5 of 5 ENGINEERS Fax: 246 -1395 By RCRL Ck'd 1/141.1. Date Page ♦ STRUCTURAL NOTES 1. THE CONTRACTOR IS RESPONSIBLE FOR VERIFICATION AND CORRELATION OF ALL ITEMS AND 10. ALL NAILS SHALL BE COMMON AND NAILING SHALL BE PER THE NAILING SCHEDULE t• WORK NECESSARY FOR COMPLETION OF THE PROJECT AS INDICATED BY THE CONTRACT UNLESS OTHERWISE NOTED ON THE DRAWINGS. THE FOLLOWING NAIL SIZES SHALL BE USED DOCUMENTS. SHOULD ANY QUESTION ARISE REGARDING THE CONTRACT DOCUMENTS OR SITE UNLESS NOTED OTHERWISE: 1 et, CONDITIONS. THE CONTRACTOR SHALL REQUEST INTERPRETATION AND CLARIFICATION FROM THE ENGINEER BEFORE BEGINNING THE PROJECT. THE ABSENCE OF SUCH REQUEST SHALL 6d NAIL: 0.113 INCH DIA. X 2 INCHES LONG WITH MIN. HEAD DR. 17/64 IN. , SIGNIFY THAT THE CONTRACTOR HAS REVIEWED AND FAMILIARIZED HIMSELF WITH ALL ASPECTS 8d NAIL: 0.131 INCH DIA. X 2 Ye INCHES LONG WITH MIN. HEAD DIA. 9/32 IN. ` _ OF THE PROJECT AND HAS COMPLETE COMPREHENSION THEREOF. ALL PHASES OF THE WORK 10d NAIL 0.148 INCH DIA.X 3 INCH LONG WITH MIN. HEAD DIA. 5/16 IN. A. $ ! I f i �§ t ..v - ` - " ` "- SW Oak .1k' v CCC555 SHALL CONFORM TO THE STATE OF OREGON 2007 EDITION STRUCTURAL SPECIALTY CODE, 12d NAIL: 0.148 INCH DIA.X 3 ;4 INCHES WITH MIN. HEAD 01A 5/16 IN. F -,�' jc j l EFFECTIVE DATE APRIL 1, 2007, BASED ON E 2006 INTERNATIONAL BUILDING CODE, 16d NAIL 0.162 INCH DIA. X 3 INCHES WITH MIN HEAD DIA. 11/32 IN. '� I `� 3 - '$I COPYRIGHT 2007 INCLUDING ALL REFERENCE STANDARDS, UNLESS NOTED OTHERWISE. THE CONTRACTOR SHALL Y4 i � n y. d'+ Meier Consulting Engineere,Inc. BE RESPONSIBLE FOR CONFORMANCE TO ALL SAFETY REGULATIONS DURING CONSTRUCTION. STAPLE OF EQUIVALENT VALUE MAY BE SUBSTITUTED AFTER REVIEW BY ENGINEER. NAILS AND • ' i �„° STAPLES SHALL NOT BE OVERDRIVEN. JJJJ "5- :11, 2. THE CONTRACT DRAWINGS AND SPECIFICATIONS REPRESENT THE FINISHED STRUCTURE. \ NAILING SCHEDULE UNLESS OTHERWISE SPECIFICALLY NOTED, THEY DO NOT INDICATE THE METHOD OF `, :.., CONSTRUCTION OR CONSTRUCTION LOADS. ONLY THE CONTRACTOR SHALL PROVIDE ALL . METHODS, DIRECTION AND RELATED EQUIPMENT NECESSARY TO PROTECT THE STRUCTURE, LUMBER { w, ) �t / i' WORKMEN AND OTHER PERSONS AND PROPERTY DURING CONSTRUCTION. THE CONTRACTOR BOTTOM (BOT) PLATE (PL) TO DECKING /JOISTS, 16d AT 8 O.C. '� 'a+'•,, f � +a - SHALL, AT HIS 0WN EXPENSE, ENGAGE PROPERLY QUALIFIED PERSONS TO DETERMINE WHERE : s _ - � AND HOW TEMPORARY PRECAUTIONARY MEASURES SHALL BE USED AND INSPECT SAME IN THE FACE NAIL ECG '-� ,� /t_- SW Shady Ln _ `yF!w, Mk FIELD. ANY MATERIAL NOT AS SPECIFIED OR IMPROPER MATERIAL INSTALLATION OR •'a ..Ave --'-.- / - © " WITH BOT PL/TOP PL TO STUDS, END NAIL (2) led AT 2x4, MAY •>< �. ' I WORKMANSHIP SHALL BE REMOVED AND REPL TH SPECIFIED MATERIAL IN A - -__ a/ ..: • WORKMANLIKE MANNER AT THE CONTRACTOR'S EXPENSE. (3) 16d AT 2x6 s Q 3.THESE PLANS, SPECIFICATIONS, ENGINEERING AND DESIGN WORK ARE INTENDED SOLELY FOR BUILT- UP/DOUBLE (DBL.) STUDS, FACE NAIL 10d AT 8" 0.c. 2009 ?t / � - MILL R THE PROJECT SPECIFIED HEREIN. MILLER CONSULTING ENGINEERS DISCLAIMS ALL UABIUTY IF STAGGERED r � '� / r . ; C O N S U L T I N G THESE PLANS AND SPECIFICATIONS OR THE DESIGN, ADVICE AND INSTRUCTIONS ATTENDANT V / I ( , r l.„ / " / '} i SW LarlpSlafl St_; THERETO ARE USED ON ANY PROJECT OR AT ANY LOCATION OTHER THAN THE PROJECT AND DBL TOP PL. FACE NAIL 10d AT 12" D.C. 1 /GARD i'I ( a ::-_ E NGINE E R $ LOCATION SPECIFIED HEREIN. OBSERVATION VISITS TO THE JOB SITE AND SPECIAL INSPECTIONS STAGGERED 1 r . j .. ARE NOT PART OF THE STRUCTURAL ENGINEER'S RESPONSIBIUTY UNLESS THE CONTRACT ,�+ Y _ ,� i w DOCUMENTS SPECIFY OTHERWISE. DBL TOP PL SPLICES, FACE NAIL (12) 10d EA. SIDE OF DI 1 sp. ! I � 333� I , I .-. JOINT I -`� '= I I ¢ I ,0 w' 4. CONTRACTOR SHALL VERIFY SOIL CONDITIONS AT THE FOOTINGS AND MAKE ANY NECESSARY � i t r 9570 SW Barbur Blvd. CORRECTIONS TO PLACE THEM ON FIRM NATIVE SOIL OR STRUCTURAL FILL COMPACTED TO DBL TOP PL CORNERS /INTERSECTIONS, (4) 10d STAGGERED I l • 4 ,4E It Suite One Hundred 95% OF MAXIMUM DENSITY AT OPTIMUM MOISTURE CONTENT PER AMERICAN SOCIETY FOR FACE NAIL :t t f ' / ! al"'� 'a Portland. OR 97219-5412 TESTING AND MATERIALS, ASTM D698 (STANDARD PROCTOR) OR ASTM D1557 (MODIFIED � , / `• , ,t4 J race I � I r l I : <I Phone (503) 246 -1250 PROCTOR). THE COMPACTION SHALL BE VERIFIED BY A QUALIFIED INSPECTOR APPROVED BY CONTINUOUS HEADER(S) ! W S) (HDRS.) TO STUDS, (4) tOd "F _ 'F plar1Jl Dakota St. I SW North Dakota St ° SNI North Fox (503) 246 -1395 THE BUILDING OFFICIAL COMPACTED STRUCTURAL FILL FOR DEPTHS GREATER THAN 12 INCHES TOE NAIL SW North Det018 St I - SHALL COMPLY WITH PROVISIONS OF AN APPROVED GEOTECHNICAL REPORT. ASSUMED SOIL I 'f) / ' I ' r ' ! i f / BEARING PRESSURE 1500 POUNDS PER SQUARE FOOT (PSF). TOP PL TO HORS, FACE NAIL 16d AT 16" O.C. I I. \ 5- DESIGN LOADS: LIVE LOAD REDUCTION FOR BEAMS AND COLUMNS WAS NOT USED. THE JOIST TO DBL TOP PL /SILL PL, (4) 10d II P , r' \ L {SW 47th CI " � � FOLLOWING ARE THE DESIGN REQUIREMENTS: TOE NAIL I J .-, \. f $( -- I I, A) DEAD LOADS: ROOF = 15 PSF BLOCKING TO STUDS, TOE NAIL (2) 10d H ::yb? � "• ' j'�` 1" I I I IS°e S: DECK = 15 PSF id �� WALL = B PSF JOISTS TO BLOCKING. END NAIL (3) 16d ?bj 1 Q" - ( ' R B) FLOOR UVE LOAD FOR RESIDENTIAL CONSTRUCTION ARE: FLOORS, DECKS, 40 PSF. . r � -- -J I I I C) ROOF LIVE LOAD: SNOW LOAD CONTROLS DESIGN STUDS TO HDRS END NAIL (6) 16d AT 4x6 /4x8 ___ D) ROOF SNOW LOAD: Pg = 25 PSF (8) 16d AT 4210/4x12 $ i, Glacier LNyX �; I G _r e n`- t , I ro Pf = 17 PSF (MINIMUM 25 PSF ROOF SNOW) - 1__L z Co = 1.0 HDRS TO CRIPPLE STUDS, TOE NAIL(4) 10d Is = 1.0 Ct = 1.0 ROOF TRUSS BOT CHORD TO DBL TOP PLSIMPSON H2.5 6.CONCRETE SHALL BE 3000 POUNDS PER SQUARE INCH (PSI) MINIMUM AT 28 DAYS. MIXING, NAIL - LAMINATED BEAMS, FACE NAIL 16d AT B" O.C. VI C I N I TY M AP cn PLACING AND CURING OF CONCRETE SHALL BE IN ACCORDANCE WITH THE AMERICAN STAGGERED W/ (3) CL W CONCRETE INSTITUTE, ACI 318 AND IBC SECTION 1903. ALL CONCRETE SHALL HAVE MAXIMUM 16d AT EA. END SCALE: N.T.S. 1 W/C RATIO 0.45. EXCEPT FOOTING SHALL BE MAXIMUM OF 0.50. ALL EXTERIOR CONCRETE LLJ SLABS SHALL HAVE 5% + / -1X AIR ENTRAINMENT. NO CHLORINE OR CHLORIDES. SLEEVES. BLOCKING TO TRUSSES /JOISTS, TOE NAIL (4) 10d N OPENINGS, CONDUIT, AND OTHER EMBEDDED ITEMS NOT SHOWN ON THE STRUCTURAL LM �a *�� CL DRAWINGS SHALL BE REVIEWED BY THE STRUCTURAL ENGINEER BEFORE POURING. CONDUITS JOISTS LAP SPLICES OVER DBL TOP PL (4) 10d FACE NAIL i j EMBEDDED IN SLABS SHALL NOT BE LARGER IN OUTSIDE DIMENSION THEN ON THIRD OF THE O THICKNESS OF THE SLAB AND SHALL NOT BE SPACED CLOSER THAN THREE DIAMETERS ON END/BAND JOIST TO JOISTS, END NAIL (3) 16d C CENTER. WHERE NEW CONCRETE IS PLACED AGAINST EXISTING CONCRETE, THE EXISTING Approved • Y Y m CONCRETE SURFACE SHALL BE CLEANED AND ROUGHENED TO A MINIMUM 1/4" AMPLITUDE. SHEATHING Conditionally Approved U L`' 7.ALL REINFORCING STEEL (RESTL) TO BE DEFORMED BARS PER AST.I A615 GRADE 60. ROOF 8d AT 6" O.C. AT ALL SUPPORTED PANEL EDGES AND ROOF � �' r W 0 C2 UNLESS NOTED OTHERWISE, SET MAIN RESTL 3" FROM EARTH AND 2" FROM FORMED EDGES AND 12" O.C. AT ALL INTERMEDIATE SUPPORTS. See Letter to: O•• °N° N s SURFACES. BAR LENGTHS DETAILED ARE OUT TO OUT AND DO NOT INCLUDE ALLOWANCE FOR 0 ~ 3 •1 HOOKS OR BENDS. PROVIDE 2' -6" X 2' -6" RESTL OF SAME SIZE AND SPACING AS FLOORS 10d GALV. AT 6" O.C. AT ALL EDGES AND INTERMEDIATE A t - STRUCTURAL LLI cn N HORIZONTAL FOR ALL CORNERS FOR #5 AND SMALLER. SET ALL ANCHOR BOLTS AND DOWELS SUPPORTS. � �� '�� r L�,��' w a_ BEFORE POURING CONCRETE. ALL REINFORCING STEEL SHALL BE SUPPORTED ON WELL-CURED PClnit II s Law o CONCRETE BLOCKS OR APPROVED METAL CHAIRS, AS SPECIFIED BY THE CR51 MANUAL OF WALLS Rd AT 6" O.C. AT ALL PANEL EDGES AND AT 12 O.C. AT ALL r � J ►T /► IY�/' eL STANDARD PRACTICE, MSP -1. REINFORCING STEEL SHALL BE DETAILED IN ACCORDANCE WITH INTERMEDIATE FRAMING MEMBERS. Ad c ...., • ■ .� r3 �'�`'i , 10 .; i h z�' C� < 0 THE "ACI MANUAL OF STANDARD PRACTICE FOR DETAIUNG REINFORCED CONCRETE +�,� �' �, I 0 p o - STRUCTURES," AU 315. 11. PLUMBING, FIRE SUPPRESSION. ELECTRICAL, MECHANICAL LAND USE, SITE PLANNING AND + ��� /41 V Et EROSION CONTROL ARE BEYOND THE SCOPE OF THESE DRAWINGS AND ARE PROVIDED BY • (n O_ g B. ALL STRUCTURAL WOOD COLUMNS AND BEAMS TO BE DOUGLAS FIR/LARCH (DF/L). #1 OTHERS. /��J a UNLESS NOTED OTHERWISE. ALL JOISTS, PURLINS, AND GIRTS TO BE DF/L #2 AND BETTER / - / l C �J `' U i= UNLESS NOTED OTHERWISE. ALL BLOCKING AND NON - STRUCTURAL FRAMING TO BE 12. STRUCTURAL OBSERVATION SHALL VERIFY BY PERIODIC VISUAL OBSERVATION THAT THE l /l N E 5 I` CONSTRUCTION GRADE AND BETTER. ALL WOOD PLATES IN CONTACT WITH CONCRETE OR STRUCTURAL SYSTEM HAS GENERAL CONFORMANCE WITH THE APPROVED PLANS AND MASONRY SHALL BE HEM -RR #2 PRESSURE TREATED UNLESS NOTED OTHERWISE. ALL SPECIFICATIONS AT SIGNIFICANT STAGES OF CONSTRUCTION AND AT COMPLETION AS REQUIRED PREFABRICATED METAL TIMBER CONNECTORS AND HANGERS SHALL BE FULLY BOLTED AND /OR IN ACCORDANCE WITH IBC SECTION 1709. THE CONTRACTOR SHALL PROVIDE SUFFICIENT NAILED. ALL CONNECTORS, HANGERS AND FASTENERS IN CONTACT WITH PRESSURE TREATED NOTICE TO ALLOW SCHEDULING FOR A STRUCTURAL OBSERVATION. OBSERVATION ,7 -- (n WOOD SHALL BE GALVANIZED OR EQUIVALENTLY PROTECTED PER IBC 2304.9.5. SILL PLATE TO SHALL BE BY THE ENGINEER OF RECORD. - . W BE ANCHORED TO FOUNDATION WITH 1/2" DIAMETER ANCHOR BOLTS AT 4' -0" O.C. MAXIMUM 13. WHEREVER SHORING IS REQUIRED, LOCATE THE SYSTEM CLEAR WITHOUT OBSTRUCTION OF _ • - ~ UNLESS NOTED OTHERWISE. SIMPSON PREFABRICATED METAL TIMBER CONNECTORS NOTED. THE PERMANENT STRUCTURE AND TO PERMIT CONSTRUCTION TO PROCEED. PROVIDE SHORING - - OFFICE COPY -- - - - __ . -- _ a OTHER TYPES OF METAL CONNECTORS REQUIRE PRIOR REVIEW. ALL BOLT HEADS OR NUTS SYSTEM ADEQUATELY ANCHORED AND BRACED TO RESIST EARTH AND HYDROSTATIC - Z BEARING ON WOOD TO HAVE STANDARD WASHERS. BOLT HOLES IN WOOD SHALL BE 1/32" TO PRESSURES. , S R U C T tl - _ 1/16" LARGER THAN THE BOLT, DEPENDING ON BOLT SIZE. ALL LAG BOLTS SHALL HAVE PILOT • Cj �1 J HOLES AS PER SECTION 11.1.3 OF THE NATIONAL DESIGN SPECIFICATION FOR WOOD {p��' < CONSTRUCTION. ALL SHEATHING SHALL BE APA RATED GROUP 1, EXPOSURE 1 IN COMPLIANCE �a f ry+ r fl€p -�(i _ _ Z WITH VOLUNTARY PRODUCT STANDARD DOCUMENT PSI AND DOCUMENT PS2. `SC, - - , Le 15/32 THICK SHEATHING TO BE C -D wtTH SPAN RATING OF 32/16. �. �' G I N � `� ° 4 A . J >-. 3/4" SHEATHING TO BE C -D WITH SPAN RATING OF 48/24. - r V .� 0 0 ~ 3 TONGUE AND GROOVE (T &G) WITH SUPPORTS AT 24" O.C. EXTERIOR GRADE UNDER 16655PE Z - D Z SLABS, INTERIOR GRADE WHERE PROTECTED FROM MOISTURE AND TO BE GLUED AND _ - / / °C G - W 1` NAILED. SCOPF OF WORK: REPAIR . �C 'I • . / g (%1 o TO ROT A ND SAG. AG. WATTERER R PROO OFIFINN ALL SHEATHING WALLS AND /OR SHEAR WALLS TO HAVE 2x BLOCKING AT PANEL EDGES AND IE OF EXTERIOR DECKS ONLY, � 9 /7� C DUE ER DAY ROT AND BY UNLESS NOTED OTHERWISE. SEE NAILING SCHEDULE. WESTERN ARCHITECTURAL. � ` OREGON , I iroi J 9. ALL S T RUC TURAL WOOD MEMBERS EXPOSED TO WEATHER OR AS NOTED ON DRAWINGS OR � � S O No. AS REQUIRED BY IBC SECTION 2303.1.8, SHALL BE PRESSURE TREATED IN ACCORDANCE WITH q RY 1 , 070047 AMERICAN WOOD PRESERVATIVE ASSOCIATION (AWPA) STANDARD P5 FOR WATER BORN /� •` ` - • PRESERVATIVE (ACC, ACA, ACZA, CZC, AAC, ETC.) OR P8 FOR OIL BORN PRESERVATIVE t� �"�L i '- DRAWN CHECKED (COPPER NAPHTHENATE) WITH A RETENTION NOT LESS THAN 0.4 LBS /CUBIC FOOT PER AWPA ° y � Ita;, � STANDARD C2. PRESERVATIVE TREATMENTS SHALL CONFORM TO THE REQUIREMENTS OF THE DTS Kist", APPUCABLE AWPA STANDARD U1 AND M4 FOR THE SPECIES, PRODUCT, PRESERVATIVE AND END USE. ALL GLULAM MEMBERS THAT ARE TO BE TREATED SHALL BE CONSTRUCTED OF $HFFT INnFX; DATE 04.09.08 COASTAL REGION SPECIES AND TREATED PER AWPA STANDARD C28. ALL TRIMMED SECTIONS. 50.01 STRUCTURAL NOTES I EXPIRES: 12 -31- G e SITE P L A CUTS, DAPS. OR HOLES IN PRESSURE TREATED MATERIALS SHALL BE TREATED WITH COPPER S1.01 TYPICAL UNIT PLAN NAPTHENATE, IN ACCORDANCE WITH AWPA STANDARD M4. FOR ADDITIONAL REQUIREMENTS. 51.02 DECK FRAMING PLANS REVIslCNS SEE IBC SECTION 2304.11 PROTECTION AGAINST DECAY AND TERMITES. 54.01 ELEVATIONS 58.01 STRUCTURAL DETAILS. SCALE: N.T.S. WATERPROOFING DETAILS (PROVIDED BY WESTERN - ARCHITECTURAL) LINE IS 2 INCHES SHEET I AT FULL SCALE I S0.01 (F NOT 2" -SCALE ACCORDINGLY) or 1V-1" COPYRIGHT 2007 Miller Consulting Engineers,lnc. a at MILLER CONSULTING ENGINEERS 9570 SW Barbur Blvd. Suite One Hundred Portland, OR 97219 -5412 Phone (553) 246 -1250 Fax (503) 246 -1395 0 N z Q 0 W ~ E2 d O U 0_ Z W W QZ o_ o CO 0 I- M Y W c i N W J co h.- • W O °' Et ° X 0< I < 0 ^ F GI N • 16655PE • 6 . ° 7 F Z r . Q W . O REGON c>,- _.__..... y • `' T P . �I r , 0 4t EL 3 -4" 10' -9" JOB No. 33 ._ 9 . 41 CCCIN 070047 75' -0" DRAWN CHECKED EXPIRES: 12-31-00 DTS (� --►-� DATE 04.09.08 TYPICAL (E) UNIT PLAN REVISIONS 1/4" - 1' -0" LINE IS 2 INCHES SHEET AT FULL SCALE I S 1.0 'I (IF NOT 2' - SCALE ACCORDINGLY) J I I ■ COPYRIGHT 2007 Miller Consulting Engineers,lnc. • at MILLER C O N S U L T I N G —I/L— ENGINEERS (E) TRIPLE 2x10 7 CANTILEVER 9570 SW Borbur Blvd. Suite One Hundred REPLACE (E JOISTS WI "3 Portland, OR 97219 -5412 LIKE MA REQUIRED 1 G , 0 Fax IF (503) 246 - 11395 . (E) EXTERIOR 2x STUD WALL O .o 7 9 IS, O 3 ' n U 1 AI /AMII ` I v - I►_ � z WW Q vi W MAIN AND UPPER TOP CONN. TS1 #TWISTST 1-1--1 /— STRAP EA. SIDE OF (E) W a DECK FRAMING NN. A35 SCALE: 1/2" = 1' -0" 0 Y Et m U Y (L Z IX W Iii Q Z O C (E) SLAB ON GRADE 0 ro Y LJJ v N WJ co n LiJ0 't o a_ 0o UQ I cc U1\ ° 8" Q 0 '-'(.2 (N) 4x6 P.T. HF #1 (N) 24" SQ. x 12" DEEP POST W/ C846 /- FTG. WI (2) #4 BARS EA. WAY AT BOT. ' z 1 All in Q J FOUNDATION PLAN s' R"-? u '4 = / q PRQF,- 1- 0 NOTF4; SCALE 1/2" = 1' -0" � � � 0 z ALL FASTENERS AND HARDWARE CZ ... . r � Z TO BE HDG OR S.S. R ti� G E� A . v Q • 16655PE � - 1.1 CY , cc n u_ • )4•:, - ^'T , S / ... JOB No. .. r " . ' OREGON o �= - 070047 r0, 'pZ 2�' - 0 � DRAWN CHECKED ~ � - -_ Y 1 - -- 4., DTS ii -k- II f. MC • " DATE 04.09.08 - ..' 1 REVISIONS EXPIRES: 12 -31- 00 LINE IS 2 INCHES 1 SHEET AT FULL SCALE ' S1.02 (IF NOT 2 - SCALE ACCORDINGLY) COPYRIGHT 2007 Miller Consulting Engineers,Ine. NOIE ALL FRAMING TO it BE PRESSURE TREATED ALL AND HARDWARE AND FASTENERS TO BE Z -MAX OR STAINLESS STEEL MILLER (N) 2x6 P.T. HF #2 TOP PLATE W/ CONSULTING SIMPSON A34Z OR A34SS EA. END USE #8x2 1/2' GALV. OR STAINLESS WOOD E N G I N E E R S SCREW, TYP. (N) 2x4 P.T. HF STUDS AT 24' 0.C. (N) P.T. 15/32 APA RATED SHEATHING 9570 SW Bar6ur Blvd. W/ 8d NAILS AT 12' O.C. TYP. Suite One Hundred Portland, OR 97219 -5412 (N) 4x6 P.T. HF #2 W/ HUSC462 AT EA. Phone (503) 248 -1250 END, TYP. (HUSC46Z IS A SPECIAL ORDER Fax (503) 246 -1395 HANGER) PO A35Z OR A35SS 1 a (N) 4x6 P.T. HF #1 a 4i i • (E) TRIPLE 2x10 ATTACHED TO COLUMN 1 ' 1 USING TS18 TWIST STRAPS EA. SIDE OF . . BEAM (2) TOTAL SEE DTL 4/58.01 Ns i HIM Z_ (E) GUARDRAIL TO BE REMOVED AND REPLACED WITH (N) GUARDRAIL (FRAMING ^^ (n SAME AS ABOVE) I..L LU EXISTING (N) 4x6 P.T. HF 4/1 EXISTING 7 1.. 1... 0 W BUILDING BUILDING Z + CJ O 2 I I. Y� z W LIJ W Q O CO 0 M J Cfln (E) TRIPLE 2x10 (CONN. SAME AS ABOVE W CD O) SEE DTL 4/S8.01) p6' ; - X CL p cc . •- 5! U < o 2O o < 0 F (N) 4x6 P.T. HF #1 (N) 4x6 P.T. HF #1 �RUC H S Cr -' z (E) SLAB ON GRADE (E) S GRADE 16655PE . � i E o > U W -, ( ..J ,. � -57 OREGON ON o ; I L . 0 I :' I 1. - ' 4 RY 15. 08 No. � �, p�7 � ` °' , 070047 _ 'a• Mc DRAWN CHECKED 1 DECK ELEVATION IN 2 DECK ELEVATION DTS l 4.01 SCALE: 1/2 = 1' -0' 4.01 SCALE: 1/2° - 1' -0' EXPIRES: 12 -31- 4.gD 1 DAB 04.09.08 REVISIONS SHEET I AT LINE FULL IS 2 SCALE INCHES I S /� ♦ ! V 1 OF NOT 2 - SCALE ACCORDINGLY) J T v 5 1/2" 1/4" GAP (E) WRB - WEATHER LAP STANDING SEAM METAL CAP 1 MIN1 L/I.fl /��������� ✓���e`;Q WALL SYSTEM TO INCLUDE 0 J -TRACK FLASHING C/W MEMBRANE e� ' I 1 URETHANE CAULKING , I (N) OPEN PRESSURE WATERPROOFING (BY ®- _ (E) VINYL SIDING SYSTEM TREATED WOOD FRAMED OTHERS) - - goy MINI -'L' TRIM WALL DECK MEMBRANE (N) EXTEND WATERPROOFING I �� . FULLY ADHERED /I�� MEMBRANE UP SIDES OF ROUGH OPENING AND 6" BEYOND (E) 2x DECK JOIST A35Z OR A35SS W/ #8x2 COPYRIGHT 2007 /` OPENING ON OUTSIDE FACE OF SHTG MEMBRANE (CONE). W PLYWOOD SHTG .� 1/Y GALV /STAINLESS Miller Consulting T ers.lnc. WALL - WEATHER LAP 8Y WRB I — PROVISIONS FOR WALL CAVITY WOOD SCREWS " (E) SLIDING DOOR PLYWOOD DECK (E) J -TRACK SET IN SEALANT VENTILATION FASTEN PER MAN. SPEC SHTG MEMBRANE TO OVERLAP "� (E) TRIPLE BEAM THRESHOLD SURFACE �ELL,,, I ylio BUTYL TAPE (N) DRIP EDGE FLASHING - BEN ' DURADEK' MEMBRANE MIN. 2" El TT STRAPS NOTE: IN SEALANT - FASTEN PER (N) DECK WATER FOR USE ON SURFACES OVER NON - HABITABLE SPACE ONLY DURADEK MAN. SPEC. II I I PROOFING 4" MIN. ONTO MAN. DRIP EDGE 'DURADEK' MEMBRANE - HEAT WELD 11111111h DESIGNATES "NON- HABITABLE SPACE" AS AN AREA NOT OVER A LIVING AREA OR OTHER AREAS, WHICH ARE NOT GOVERNED BY THE LOCAL BUILDING CODES (N) EXTERIOR GUTTER - DRAIN � - - - -- (N) 4x POST PER (i.e.: SUN DECKS, PATIOS, ETC.). A NON - HABITABLE DETAIL COULD BE TO INCONSPICUOUS LOCATION ------_- - - - -- PLAN CONSIDERED FOR APPUCATIONS WERE THE DETAIL DOES NOT CONTRIBUTE TO (E) HANGER M I L L E R WATER MIGRATION INTO THE BUILDING ENVELOPE AND HAS NO CONSEQUENTIAL NOTF; 'DURADEK' 'L' TRIM FIXATION BAR NOT DAMAGING EFFECT TO THE BUILDING OR DECK SUPPORT STRUCTURE. DURADEK IT REQUIRED IF: FIELD OF MEMBRANE ADHERED !I Ii 1 C G N S U L T N G RECOMMENDS THE USE OF 'ALL ASSEMBLIES' DETILS FOR ALL INSTALLATION WITH 'DURADEK' ACRYLIC LATEX ADHESIVE, OF DURADEK WATERPROOFING MEMBRANES. THESE ROOFING DETAILS ARE JULY 25% DRY BULB TEMPERATURE DOES E N G I N E E R S SOUND AND TIME PROVEN. IF THE OWNER OR HIS REPRESENTATIVE DECIDES TO NOT EXCEED 29 DEG C (84.2 DEG F), USE DETAILS DESIGNATED AS "NON- HABITABLE" BECAUSE OF AESTHETICS, I (5) PWD SHEATHING MAXIMUM BASIC WIND SPEED DOES NOT %$? PRACTICAUTY, COST OR OTHER PROJECT SPECIFIC CONSIDERATIONS, DURADEK EXCEED 80 mph (129 km/h) OR MAXIMUM 15 1 /2 "I FORGOES ALL RESPONSIBILITY FOR USE OF 'THE DETAIL. BASIC WIND SPEED (3- SECOND GUST) DOES NOT EXCEED 100 mph (161 km/h). SEE 9570 SW B undr Blvd. NON-HABITABLE DETAIL 2 'DURADEK' BULLETIN FOR DETAILS. Suite One Hundred WIDE SCUPPER DETAIL (E) DECK BM. Ph OR 246 2 1 FLUSH DOOR SILL 8.01 SCALE: 3" = 1' -0" 4 CONN. TO N POST Phone (503) 246 -,250 OUTSIDE PERIMETER Fox (503) 246 -1395 8.01 SCALE 6" = 1' -0 8 .01 C AL : 1 1/2" = r -o" 3 DETAIL RAILING WALL 8 SCALE: 3" = 1' -0" NOTE: AS A SUPPLIER OF FINISHED PRODUCT ONLY, DURADEK LTD. DOES NOT ASSUME RESPONSIBILITY FOR ERRORS IN DESIGN, ENGINEERING, OR DIMENSIONS. THE ARCHITECT, ENGINEER. SPECIFIER, CONTRACTOR OR OWNERS' REPRESENTATIVE MUST VERIFY ALL DIMENSION, SIZES AND SUITABILITY OF DETAILS. ��// LJ Z 5 1/2" (/) I I w Ell CB46 PLANz POST PER !V 12 LL O (E) SLAB ON GRADE (2) #4 BARS Y Y m Z EA. WAY -. — -. Q Z w LiJ a O CD o M I9, W -J N r v cl WO.. v o O 6 I -• o "1 U Q f o N 0< z 0 I < 0 � F 5 POST TO FTG. CONN. 8.01 SCALE: 1 1/2" = 1' -0" Q - RU . T Li R o � �3e`.�,INF t . 16655PE r-- I- Q • �y ' N L L . - -9 OREGON o g ir -..__.._, JOB No. 0 �- . ' 1 % , �RY 15, < 7.- - 070047 mot` DRAWN CHECKED ' � q ' P CGQ -' DTS l��r•i DATE 04.09.08 EXPIRES: 12 -31- O REVISIONS LINE IS 2 INCHES SHEET I AT FULL SCALE I C..) S Q 0 1 (ff NOT 2' - SCALE ACCORDINGLY) S I