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Plans RECEIVED • •t 'x> , 131'.' MAR 0 3 2009 f�i.. CTIi OFTIGARD MILLER BUILDING DIVISION CONSULTING ENGINEERS STRUCTURAL CALCULATIONS 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: ‘K THESE CAL . „ VOID IF SEAL 4 16655PE •� OF, GAM My Approved i ' r 414.1 - -' � . a............ OREGON Cond itionally Appmwed [ j y y ro ^ � � � See Letter tot Foltow.,... ( j AND SIGNAT I e ,.r NOT ORIGINA?,nn Ad: r.:�"``7'C_j�,�., g?9► LEXpIRES: 12 -31- Asa r •.w �,: :. : ��A • * ** 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 OFFICE COPY • 9570 SW Barbur Blvd., Suite 100 Portland, Oregon 97219 -5412 Phone (503) 246 -1250 Fax (503) 246 -1395 www.millerengrs.com American Consulling %p Engineers Council {.Building Code: 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= L/240 A= A= A= Loads: Deck 40 PSF Garage PSF Corridor PSF A= L/180 A= A= Lateral Design Parameters: Wind Design: N/A Wind Speed (3 sec Gust): MPH Exposure Seismic Design Importance Factors l = 1.00 I = 1.00 I = 1.00 (wind) (seismic) (snow { $ t�t' 9 � �• ,,,�' ' z "� `� r� �2 � s >�ia ��4:� � �S y��� °�� '� � � �A `� 4�4, g Earthqu� &e Haz�lyds�Rrflgra9� �,,. r. .9.W.0 -...�. ,.P « - 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. 9570 SW Barbur Blvd Project Name: Ash Creek Condo Exterior Deck Repair Project #: 070047 Suite One Hundred Portland, OR 97219 -5412 Location: 11040 SW Greenberg Rd., Tigard, OR MILLER Consulting (503)246 - 1250 Client: Ash Creek Park do Appleton Properties, Inc. Engineers FAX: 246 - 1395 BY: AQg Ck'd: � r Date: 04/08/08 Page 1 of 5 i ' n (N) 20,9/ /2 /l. 1.274, - E -1 c7, Pi C'c!"s E SC / Z r C..1 = ( /, — /4r,- t z, ,ot /c) ( C ) " 2.yo./�u • la- Zx u P. �_ ltF r'L �� t�i2. A = S S ' r j- t r b = 7 a o. /04 / < Ry.9 ' / J; = F U K ,l A u U goo If r = / /v• 3/ < /72 , , -- r --71 v / v . _ ■ - ----- a o , I 0 ,c o3 jv ` L /QO J/t 1# a /c G %o / Z g o w .- ms, 2_ .x ` P ,i, // /' 0 27 riL . , / 1)N, /444 Tc- t // (.L') /24 r TC2 l� c/' 7 H ? G- - � Z (Al) /Z,o/� LI -n %`C ?t L,.- (E r / 'f' a) yovsF = Zc.9oFU` V S N' /--y yx,o ?,;. /, 02. ,7r -2. C," -,/,/,- e = o . �, O C = /.2._ � .'' y / �r Y J .____ t �. /M _ Z o i A / `, i/ f Vo r I- li -F 6,S3 < /35, `7/,,'st _ - r c. I /v -7 rr 5 /2" V- / 083'm }v - ';v / rt < /72,> -/- v o/< /Zgv (N 1 e0,57 /o&& /� d = o. a J" _ 4 -A, v S' <. `/ oil- l l (L - ) 6,,A LL C In L y X / 0 /), T, if r ' 1 U2 i3"7L- F.c: (2wr e4 ,..„ or bc., (_G� t ` A) / f G . /Z (vv! ) Pos ja _ 2-Vy0 � tL Z /S'ce list= l f a /a = 1,6-3 ciz < ypi' „/, Lc sue z y `su x iz " Ac1-20 7:: To . .'-/ (7) V -S AfI - . 73 FF .7 ". c C.,2, ( vc,.» 1 Hb 9570 SW Barbur Blvd Ash Creek Condo Exterior Deck Repair 070047 Project Name Project # Suite One Hundred 11040 SW Greenberg Rd., Tigard, OR r.', Portland, OR 97219 -5412 �' - -:; Location MILLER Ash Creek Park c/o Appleton Properties, Inc. Client CONSULTING (503)246 -1250 JJB 6/20/07 ,2 of .5, ENGINEERS Fax: 246 -1395 By Ck'd [crla.y Date Page 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 (L) = 8.33 feet lu /d2 = 28.56 le = 15.327 'd1' 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(lu) + 3(d2) [if 7 <lu/d2 <14.3] 14.453 dl = 5.5 inches fe = 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 Cd (vert.) = 1.15 1e2 = (Ke2)(l2) = 8.33 Combined = 0.06 + 0.04 Cd (horz.) = 1.6 lel /d1 = 18.17 = 0.10 (Compression) CF= 1.1 le2/d2 = 28.56 F = 1.35 ksi F = 1.7078 ksi Fe = 0.55 ksi [I+ (Fee/Fc *)] /2(c) = 0.83 K = 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) C1 = 1.00 • E = 1.5 x 1000 ksi Fb' (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 vt 5 "kG P,i• / / / " /e / U /t 78 %'t ( 1)`C r'R- l %P• X fC2ru2 C, - Pet/ • 1 �Sl4 Fop Co v »S BC(-Q ccos z.)' e /ZuvF uso 5 / Tw,si $;4_5, Di k/i- rra I ',, ! ci 71 c� , (1.) i n i G @ (L 9 rzle Qr "n r �n - I if ! � N � poi LSO/ ) /-t 3 : ( 1) r . Ash Creek Condo Exterior Deck Repair 9570 SW Barbur Blvd 070047 Suite One Hundred Project Name Project # ®' is Portland, OR 97219 5412 11040 SW Greenberg Rd., Tigard, OR Location MILLER Ash Creek Park c/o Appleton Properties, Inc. Client CONSULTING (503)246 -1250 JIB 6/20/07 3 of 5 ENGINEERS Fax: 246 -1395 By Ck'd K.y Date Page I 7 2001 National Design Specification for Wood Construction Reduction' Bending Shear Bearing I E I Rb I B Beam Copyright © 2004 Miller Consulting Engineers, Inc. CD 2.00 2.00 I KbE 0.44 Mark Top of guard rail Material: DIMENSIONAL LUMBER C I 1.00 1.00 1.00 1.00 FbE 8967 ' Grade: Hem /Fir No 2 or Better CF I 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' I 1747 psi x1 = 0 ft w1= 0 Ibs /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 Cfu 1.00 R1 = 100 lbs V = 100 Ibs E'l = 25684 kip -in R2 = • 100 lbs M = 550 ft-lbs Le = 2.06 ft Material DIMENSIONAL LUMBER V AI, = L/ 180 A = 0.38 inch Fb = 850 psi Grade Hem /RrNo 2orBetter V Fv = 150 Psi Load Duration, C IMPACT 2 o (NON PT) V Fb'=( Fb)( Cd )(Ct)(Cf)(Cm)(Ci)(Cr)(CL)(Cfu) = 1,746 9 psi E = 1300 ksi Temperature Factor, C, DRY T <= I000F I V Fv'= (Fv)(Cd)(Ct)(Cm)(Ci) = 240 psi Fc = 405 . psi Wet Service Factor, C MOISTURE COST LESS THAN 19ro 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 REPETIT VE V fb = 872 psi < Fb' = 1,747 psi Bending Capacity = 49.9% v M = 550 ft-lbs < Mmax = 1.101 ft-lbs Member 2 x 6 v fv = 18 psi < Fv' = 240 psi Shear Capacity = 7.6% V = 100 lhs < Vmax = 1,320 lbs 2 X 6, DIMENSIONAL LUMBER Max Defl = 0.380 inches = L / 350 Defl. Capacity = 51.4% Hem /Fir No. 2 or Better 600 0.000 500 / /-\• -0050 400 / i \ _ -0.100 7 300 v L -0.150 a / \ c 200 I ` \ \\ o -0.200 100 c -0.250 It, \ o \" _- A At i I � itlt g ' a l \ ,` {". , °i -, , -1 'yes- ".-a -0300 -100 ea= .`.' ..�.: _.ta'ri -0.350 -200 -0.400 \ �: i Shear o_- N CV m m < 0 o n in m co ro m - CO 0 0 0 _ • n ■ r n a o a m m m a - Moment Distance (ft) Distance (ft) II Co0tst6C.T TO Posy 'JSmJG 1 OGLE . JSE J 4.B ./. 2'11" W oOC SC(2 .iS tN - kS4 2 - I • • • 9570 SW Barbur Blvd Ash Creek Condo Exterior Deck Repair 070047 Project Name Project # # Suite One Hundred ' Portland, OR 97219 -5412 11040 SW Greenberg Rd., Tigard, OR Location • MILLER Ash Creek Park c/o Appleton Properties, Inc. Client CONSULTING (503)246 -1250 47108 `( of5 ENGINEERS Fax: 246 -1395 By Ck'd 1� Date Page 2001 National Design Specification for Wood Construction Reduction Bending I Shear Bearing E Rb 4 Beam Copyright © 2004 Miller Consulting Engineers, Inc. C 1.00 I 1.00 KhE 0.44 Mark bm bottom of guardrail Material: DIMENSIONAL LUMBER CT 1 00 1 00 1.00 1.00 FbE 36708 . Grade: hem /Fir No. 2 or Better C 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 I! x1 = 0 ft w1= 24 lbs/ft b = 3.500 in Ci 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 Ibs S = 17.65 in' C 1.00 Fbe /Fb' 41.52 Xc = 0 ft Pc= 0 lbs I = . 48.5 in` CfU 1.00 R1 = '233 lbs V = 223 lbs El = 59930 kip -in R2 = 233 lbs M = 918 ft-lbs Le = • 2.74 ft Material DIMENSIONAL LIMPER v Ai, = U 240 4= 0.30 inch Fb = 850 . psi Grade Hem/Mr No 2 or Better V Fv = 150 psi Load Duration, CD TEN YEARS 1.0 OCCUR UVE i v Fb'=( Fb)( Cd )(Ct)(Cf)(Cm)(Ci)(Cr)(CL)(Cfu) = 882.9 psi E = 1300 ksi Temperature Factor, C, DRY T c = I000F V Fv'= (Fv)(Cd)(Ct)(Cm)(Ci) = 120 psi I Fc = 405 psi Wet Service Factor, C Mo1SURE CONT 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)(Ct)(Cm)(Ci) = 405 psi I R2 Req'd Bearing Width 1.00 in. Repetitive Factor Cr MEMBER IS NOT REPErIVE V fb = 624 psi < Fb' = 883 psi Bending Capacity = 70.7% . V M = 918 ft-lbs < Mmax = 1,298 ft-lbs Member A r E 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 / 44.4 Defl. Capacity = 54 0% Hem /Fir No. 2 or Better 1,000 0.000 ----,„ 0111MIIMINIIIM 800 ,----- 00 i � -0.050 ` 600 / // -aim VIMIIIIIMIIIIIIW \ ; rn 400 j �\ -0 150 _ / \ 200 k 0.200 �' \ IIIIIIIIIII II -0.250 -200 --.4 y -0.300 -400 - -0.350 t Shear o ti o ; m Hi < a m 6 6 6 r r m m m m _ a m m m m m ca, - Moment Distance (ft) Distance (ft) ae+� y' Coot e. c? TO ` l J S 1 E'/ 0 - I !I �:- Ash Creek Condo Exterior Deck Repair 070047 ,, 9570 SW Barbur Blvd I ® Suite One Hundred Project Name Project # 11040 SW Greenberg Rd., Tigard, OR Portland, OR 97219-5412 Location MILLER Ash Creek Park do Appleton Properties, Inc. Client CONSULTING (503)246 -1250 4/7/08 5 of 5 ENGINEERS Fax: 246 -1395 By Ck'd Vi"olti Date Page f STRUCTURAL NOTES RECEIVED 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 �� � S�J1 Y 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 _y4 ; ;. -CS', CONDITIONS, THE CONTRACTOR SHALL REQUEST INTERPRETATION AND CLARIFICATION FROM `� ti,+ ` f d , , _ ,- 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 DIA. 17/64 IN. ' FT-� � -_�- _;a- 9 MR /It R 0 3 200+a WITH 7 SIGNIFY THAT THE CONTRACTOR HAS REVIEWED AND FAMILIARIZED HIMSELF TH ALL ASPECTS 8d NAIL 0.131 INCH DIA. X 2 1 INCHES LONG WITH MIN. HEAD DIA. 9/32 IN. '/ 3 . ( I 15. i: ,., • c 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 ! S: -t '. y ' am+ _ -. -. -- _ - '�� -_ � a' SW Oak 51 _ SHALL CONFORM TO THE STATE OF OREGON 2007 EDITION STRUCTURAL SPECIALTY CODE, 12d NAIL 0.148 INCH DIA.X 3 % INCHES WITH MIN. HEAD DIA 5/16 IN. \ _ 'LO7 ` - -- "" `- '" "' -- " -- w^ " EFFECTIVE DATE APRIL 1, 2007, BASED ON THE 2006 INTERNATIONAL BUILDING CODE, 16d NAIL: 0.162 INCH DIA. X 3 1 INCHES WITH MIN HEAD DIA. 11/32 IN y �' 1 I I \l� � - ,# , \\ l',1 cm � 1' Y �{r 00P 1{, c INCLUDING ALL REFERENCE STANDARDS, UNLESS NOTED OTHERWISE. THE CONTRACTOR SHALL + ht, !`n 17P BE RESPONSIBLE FOR CONFORMANCE TO ALL SAFETY REGULATIONS DURING CONSTRUCTION. STAPLE OF EQUIVALENT VALUE MAY BE SUBSTITUTED AFTER REVIEW BY ENGINEER. NAILS AND ,�'' .,♦ @•-' ■' a ., �,�, s ' I STAPLES SHALL NOT BE OVERDRIVEN. ''\ ` Vic.? N' 2. THE CONTRACT DRAWINGS AND SPECIFICATIONS REPRESENT THE FINISHED STRUCTURE. -a I . \. ", -�, \., UNLESS OTHERWISE SPECIFICALLY NOTED, THEY DO NOT INDICATE THE METHOD OF NAILING SCHEDULE / x ng- � ' CONSTRUCTION OR CONSTRUCTION LOADS. ONLY THE CONTRACTOR SHALL PROVIDE ALL • 'S -- -,". d METHODS, DIRECTION AND RELATED EQUIPMENT NECESSARY TO PROTECT THE STRUCTURE, LUMBER :�. , i �ti; WORKMEN AND OTHER PERSONS AND PROPERTY DURING CONSTRUCTION. THE CONTRACTOR ;1, ';�', SHALL AT HIS OWN EXPENSE, ENGAGE PROPERLY QUALIFIED PERSONS TO DETERMINE WHERE BOTTOM (BOT) PLATE (PL) TO DECKING /JOISTS, 16d AT 8" O.C. _ .d ., _�\ f FACE NAIL ' ''• - -- '� AND HOW TEMPORARY PRECAUTIONARY MEASURES SHALL BE USED AND INSPECT SAME IN THE -da _____W .___Y_ -_ -, a y FIELD. ANY MATERIAL NOT AS SPECIFIED OR IMPROPER MATERIAL INSTALLATION OR _ P'�Ye -- -% sS ®.� WORKMANSHIP SHALL BE REMOVED AND REPLACED WITH SPECIFIED MATERIAL IN A BOT PL /TOP PL TO STUDS, END NAIL (2) 16d AT 2x4, (3) 16d AT 2x6 - p p / . WORKMANLIKE MANNER AT THE CONTRACTOR'S EXPENSE. �,. 'i'., ��' s= "� 3. THESE PLANS, SPECIFICATIONS, ENGINEERING AND DESIGN WORK ARE INTENDED SOLELY FOR BUILT-UP/DOUBLE (DBL.) STUDS, FACE NAIL 10d AT B" O.C. _ :. ` I : y :' `3-,rq M I L L E R THE PROJECT SPECIFIED HEREIN. MILLER CONSULTING ENGINEERS DISCLAIMS ALL LIABILITY IF STAGGERED ' ; 0 • .I • - THESE PLANS AND SPECIFICATIONS OR THE DESIGN, ADVICE AND INSTRUCTIONS ATTENDANT '�' „' s 10 '''''.41°- C 0 N S U L T I N C DBL TOP PL. FACE NAIL tOd AT 12" O.0 .�� THERETO ARE USED ON ANY PROJECT OR AT ANY LOCATION OTHER THAN THE PROJECT AND If1 51 ! � 'n`= LOCATION SPECIFIED HEREIN. OBSERVATION VISITS TO THE JOB SITE AND SPECIAL INSPECTIONS S T A G G E R E D 1 - F � \ ? . ` , 4 E N G I N E E R S 1 ARE NOT PART OF THE STRUCTURAL ENGINEER'S RESPONSIBILITY UNLESS THE CONTRACT 2"t ( - ! ,wI - DOCUMENTS SPECIFY OTHERWISE. 081_ TOP PL SPLICES, FACE NAIL (12) 1Dd EA. SIDE OF , +E - - I I "e! - JOINT .x. 4.CONTRACTOR SHALL VERIFY SOIL CONDITIONS AT THE FOOTINGS AND MAKE ANY NECESSARY • -- j zl I' ~ L, 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 -- - ,s, m I �1 _ . -' Suite One Hundred 9556 OF MAXIMUM DENSITY AT OPTIMUM MOISTURE CONTENT PER AMERICAN SOCIETY FOR FACE NAIL - : y IE�'- ', 'al Portlond, OR 97 219 -541 2 TESTING AND MATERIALS. ASTM D698 (STANDARD PROCTOR). OR ASTM D1557 (MODIFIED Trace L .�: Phone (503) 246 -1250 PROCTOR). THE COMPACTION SHALL BE VERIFIED BY A QUALIFIED INSPECTOR APPROVED BY CONTINUOUS HEADER(S) (HORS.) TO STUDS, (4) 10d F \)!- s v North Dakota St SW Nortn D akota 51 r SlN Nurth Fax (503) 246 -1395 THE BUILDING OFFICIAL. COMPACTED STRUCTURAL FILL FOR DEPTHS GREATER THAN 12 INCHES TOE NAIL SW NonhDakota St .! _ SHALL COMPLY WITH PROVISIONS OF AN APPROVED GEOTECHNICAL REPORT. ASSUMED SOIL • , r ` BEARING PRESSURE 1500 POUNDS PER SQUARE FOOT (PSF). TOP PL TO HDRS. FACE NAIL 16d AT 16" O.C. 1 •, , ' _ - 5.DESIGN LOADS: LIVE LOAD REDUCTION FOR BEAMS AND COLUMNS WAS NOT USED. THE JOIST TO DBL. TOP PL /SILL PL, (4) 10d I � ?' -' '\ $1V 87th CI ` - I - INS FOLLOWING ARE THE DESIGN REQUIREMENTS: TOE NAIL ..J ' 'N -_ • A DEAD LOADS: ROOF = 15 PSF BLOCKING TO STUDS, TOE NAIL (2) 10d 1 , - 4'1 ,.4;,-- �- -' DECK = 15 PSF ya, . 6`" -.G e Z + �ti�- I I I IIS WALL = 8 PSF JOISTS TO BLOCKING, END NAIL (3) 16d +y,. ,L. - '-4r d ` I, I? B) FLOOR LIVE LOAD FOR RESIDENTIAL CONSTRUCTION ARE: FLOORS, DECKS, 40 PSF. S `._, I - - -_ -- - -__j • , C) ROOF LIVE LOAD: SNOW LOAD CONTROLS DESIGN STUDS TO HDRS END NAIL (6) 16d AT 4x6 /4x0 - - '----- _ _____ I : , 'Cr' D) ROOF SNOW LOAD: P / = 25 PSF (B) 16d AT 4x10 4x12 - - " S � '< Pf = 17 PSF (MINIMUM 25 PSF ROOF SNOW) - Glacier Lily 1 I - - -9.F e.,. m , Ce = 1.0 HORS TO CRIPPLE STUDS. TOE NAIL(4) 104 /V z Is = 1.0 c Cl = 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 8" D.C. V / I \ I TY MAP PLACING AND CURING OF CONCRETE SHALL BE IN ACCORDANCE WITH THE AMERICAN STAGGERED W/ (3) LLJ CONCRETE INSTITUTE, ACI 318 AND IBC SECTION 1903. ALL CONCRETE SHALL HAVE MAXIMUM 16d AT EA. END w W/C RAT10 0.45, EXCEPT FOOTING SHALL BE MAXIMUM OF 0.50. ALL EXTERIOR CONCRETE SCALE: N.T.S. I SLABS SHALL HAVE 5% +/ -1% AIR ENTRAINMENT. NO CHLORINE OR CHLORIDES. SLEEVES, BLOCKING TO TRUSSES /JOISTS, TOE NAIL (4) 10d p OPENINGS, CONDUIT, AND OTHER EMBEDDED ITEMS NOT SHOWN ON THE STRUCTURAL Ll_ LLI ° DRAWINGS SHALL BE REVIEWED BY THE STRUCTURAL ENGINEER BEFORE POURING. CONDUITS JOISTS LAP SPLICES OVER DBL TOP PL (4) 10d FACE NAIL EL EMBEDDED IN SLABS SHALL NOT BE LARGER IN OUTSIDE DIMENSION THEN ON THIRD OF THE O 2 THICKNESS OF THE SLAB AND SHALL NOT BE SPACED CLOSER THAN THREE DIAMETERS ON END /BAND JOIST TO JOISTS, END NAIL (3) 16d LL p CENTER. WHERE NEW CONCRETE IS PLACED AGAINST EXISTING CONCRETE, THE EXISTING \Y EL m CONCRETE SURFACE SHALL BE CLEANED AND ROUGHENED TO A MINIMUM 1/4" AMPLITUDE. SHEATHING ( l W 7.ALL REINFORCING STEEL (RESTL) TO BE DEFORMED BARS PER ASTM A615 GRADE 60. ROOF Bd AT 6" O.C. AT ALL SUPPORTED PANEL EDGES AND ROOF w -- .x... ix UNLESS NOTED OTHERWISE, SET MAIN RESTL 3" FROM EARTH AND 2" FROM FORMED EDGES AND 12" 0.C. AT ALL INTERMEDIATE SUPPORTS. CL 0 0 SURFACES. BAR LENGTHS DETAILED ARE OUT TO OUT AND DO NOT INCLUDE ALLOWANCE FOR Q H' N 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 Y LLI cnN HORIZONTAL FOR ALL CORNERS FOR y5 AND SMALLER. SET ALL ANCHOR BOLTS AND DOWELS SUPPORTS. LU -J co r-.. BEFORE POURING CONCRETE. ALL REINFORCING STEEL SHALL BE SUPPORTED ON WELL -CURED Li d d CONCRETE BLOCKS OR APPROVED METAL CHAIRS, AS SPECIFIED BY THE CRSI MANUAL OF WALLS 8d AT 6" O.C. AT ALL PANEL EDGES AND AT 12 O.C. AT ALL 0- OO STANDARD PRACTICE, MSP -1. REINFORCING STEEL SHALL BE DETAILED IN ACCORDANCE WITH INTERMEDIATE FRAMING MEMBERS. 0 Q I ° THE "ACI MANUAL OF STANDARD PRACTICE FOR DETAILING REINFORCED CONCRETE STRUCTURES," ACI 315. 11. PLUMBING, FIRE SUPPRESSION, ELECTRICAL, MECHANICAL, LAND USE, SITE PLANNING AND EROSION CONTROL ARE BEYOND THE SCOPE OF THESE DRAWINGS AND ARE PROVIDED BY = 0 O 4 BALL STRUCTURAL WOOD COLUMNS AND BEAMS TO BE DOUGLAS FIR /LARCH (DF /L), //1 OTHERS. Q U O F UNLESS NOTED OTHERWISE. ALL JOISTS, PURLINS, AND GIRTS TO BE DF /L #2 AND BETTER 12. STRUCTURAL OBSERVATION SHALL VERIFY BY PERIODIC VISUAL OBSERVATION THAT THE UNLESS NOTED OTHERWISE. AND ALL BLOCKING AND NON- STRUCTURAL FRAMING TO BE STRUCTURAL SYSTEM HAS GENERAL CONFORMANCE WIT THE APPROVED PLANS AND H PROD L CONSTRUCTION GRADE AND BETTER. ALL WOOD PLATES IN CONTACT WITH CONCRETE OR MASONRY SHALL BE HEM -FIR #2 PRESSURE TREATED UNLESS NOTED OTHERWISE. ALL SPECIFICATIONS AT SIGNIFICANT STAGES OF CONSTRUCTION AND AT COMPLETION WITH AS REQUIRED . PREFABRICATED METAL TIMBER CONNECTORS AND HANGERS SHALL BE FULLY BOLTED AND /OR IN ACCORDANCE TH IBC SECTION 1709. THE CONTRACTOR SHALL PROVIDE SUFFICIENT tilk NAILED. ALL CONNECTORS, HANGERS AND FASTENERS IN CONTACT WITH PRESSURE TREATED NOTICE TO SHALL BE BY THE ENGINEER OF RECORD ALLOW SCHEDULING FOR A STRUCTURAL OBSERVATION . STRUCTURAL OBSERVATION - � (f) WOOD SHALL BE GALVANIZED OR EQUIVALENTLY PROTECTED PER IBC 2304.9.5. SILL PLATE TO LJJ BE ANCHORED TO FOUNDATION WITH 1/2" DIAMETER ANCHOR BOLTS AT 4' -0" O.C. MAXIMUM WHEREVER SHORING IS REQUIRED, LOCATE THE SYSTEM CLEAR WITHOUT OBSTRUCTION OF H UNLESS NOTED OTHERWISE. SIMPSON PREFABRICATED METAL TIMBER CONNECTORS NOTED. THE PERMANENT STRUCTURE AND TO PERMIT CONSTRUCTION TO PROCEED. PROVIDE SHORING -- • - - - - - - . - - " -- "- . ... 0 OTHER TYPES OF METAL CONNECTORS REQUIRE PRIOR REVIEW. ALL BOLT HEADS OR NUTS SYSTEM ADEQUATELY ANCHORED AND BRACED TO RESIST EARTH AND HYDROSTATIC r - - z BEARING ON WOOD TO HAVE STANDARD WASHERS. BOLT HOLES IN WOOD SHALL BE 1/32" TO PRESSURES. - - R U_ ° ` -_- �' - 1/16" LARGER THAN THE BOLT, DEPENDING ON BOLT SIZE. ALL LAG BOLTS SHALL HAVE PILOT C> _ 7 / - J EL HOLES AS PER SECTION 11.1.3 OF THE NATIONAL DESIGN SPECIFICATION FOR WOOD _ ( � '+ �f, ni., CONSTRUCTION. ALL SHEATHING SHALL BE APA RATED GROUP 1, EXPOSURE 1 IN COMPLIANCE , a,J F� =5d1 - IY z WITH VOLUNTARY PRODUCT STANDARD DOCUMENT PSi AND DOCUMENT PS2. . \c,,,,‘,... I N 5 ° -� GD x Q 15/32" THICK SHEATHING TO BE C -D WITH SPAN RATING OF 32/16. q"' `'!'� ,C+'yi *:� v . xi : H J • 3/4" SHEATHING TO BE C -D WITH SPAN RATING OF 48/24. - w ; c.) _ 3/4" TONGUE AND GROOVE (T &G) WITH SUPPORTS AT 24" O.C. EXTERIOR GRADE UNDER 1 iGBS5JPE 1n Z z 8 Z SLABS, INTERIOR GRADE WHERE PROTECTED FROM MOISTURE AND TO BE GLUED AND �^ I,, G 1- 12L W NAILED. - WORK: TO w H ~ O REPAIR AND STRENT DUE TO DRY ROT AND SAG. WATERPROOFING BY ENING OF EXISTING EXTERIOR DECKS ONLY, /��,� I N N (n ALL SHEATHING WALLS AND/OR SHEAR WALLS TO HAVE 2x BLOCKING AT PANEL EDGES C / 'A UNLESS NOTED 07HERWISE. SEE NAILING SCHEDULE. WESTERN ARCHITECTURAL. " 'x .- .� OREGON �." , ° Joe No. WI ' • 9. ALL STRUCTURAL WOOD MEMBERS EXPOSED TO WEATHER OR AS NOTED ON DRAWINGS OR < s l" AS REQUIRED BY IBC SECTION 2303.1.8, SHALL BE PRESSURE TREATED IN ACCORDANCE TH ' y ��. -j A y . 1O • ...' _ 070047 AMERICAN WOOD PRESERVATIVE ASSOCIATION (AWPA) STANDARD P5 FOR WATER BORN �i-1.. G Py �G" . "':' PRESERVATIVE (ACC, ACA, ACZA, CZC, AAC, ETC.) OR P8 FOR OIL BORN PRESERVATIVE I'` G: "' ` ' _` '1" DRAWN CHECKED (COPPER NAPHTHENATE) WITH A RETENTION NOT LESS THAN 0.4 LBS/CUBIC FOOT PER AWPA t ' . ) �. J STANDARD C2. PRESERVATIVE TREATMENTS SHALL CONFORM TO THE REQUIREMENTS OF THE _ _ _ _ %"�" • D TS gm..., APPLICABLE 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 SHEET INDEX: DAIS 04.09.08 COASTAL REGION SPECIES AND TREATED PER AWPA STANDARD C28. ALL TRIMMED SECTIONS, 50.01 STRUCTURAL NOTES EXPIRES: 1 2 -31 - E CJ SITE 'PLAN CUTS, DAPS, OR HOLES IN PRESSURE TREATED MATERIALS SHALL BE TREATED WITH COPPER 51.01 TYPICAL UNIT PLAN NAPTHENATE, IN ACCORDANCE WITH AWPA STANDARD M4. FOR ADDITIONAL REQUIREMENTS, 51.02 DECK FRAMING PLANS - REVISIONS SEE IBC SECTION 2304.11 PROTECTION AGAINST DECAY AND TERMITES. 54.01 ELEVATIONS 58.01 STRUCTURAL DETAILS, WATERPROOFING DETAILS (PROVIDED BY WESTERN SCALE: N.T.S. ARCHITECTURAL) LINE IS 2 INCHES SHEET I AT FULL SCALE 1 S o• 01 OF NOT 2 - SCALE ACCORDINGLY) J l 1 ' 1 COPYRIGHT 2007 Miller Consulting Engineers.lnc. I 111 MILLER CONSULTING ENGINEERS 9570 SW Barbur Blvd. Suite One Hundred Pertlond, OR 97 21 9 -5 41 2 Phone (503) 246 -1250 Fax (503) 246 -1395 0 N (2 z I_ U) W LLJ ~ E LL W D w Cl U O U � 2 Q(r z 3 W LU EL` 0 H ) Y W ai i W J DN W d °' CC O_ � o UQ I ( 2g < U 1= �RU , q C �, I N c.f � . 16655PE Z 0 ��yy Z d �C © © F .. y OREGON a __._. N WTFP' `Q 1 TYP !° ' /// 0,5' fi 10' -9" ., 19' -8" ,-, �' 1 %, � �- ,- JOB No 33 9" 4/. €vcG 070047 75' - 0" DRAWN CHECKED , EXPIRES: 12- 31-x'2 -' `) DTS jte--+n �/ �� DATE 04.09.08 TYPICAL (E) UNIT PLAN "IM REVISIONS 1/4 - 1 . -0 " LINE IS 2 INCHES SHEET AT FULL SCALE ' �` O (IF NOT 2' — SCALE ACCORDINGLY) J I Y • ;i n I1 COPYRIGHT 2007 Miller Consulting Engineers,lnc. os MILLER CONSULTING 1— ENGINEERS AI (E) TRIPLE 2x10 CANTILEVER 9570 SW Barhur Blvd. Suite One Hundred REPLACE (E) JOISTS W/ ' III Portlond, OR 97219 -5412 LIKE MATERIAL AS Phone (503) 246 -1250 REQUIRED M ■ VW Fax (503) 246 -1395 J (E) EXTERIOR 2x STUD WALL ' O A ] - ] 9f i ilk g O n Ma% IrY _ z VIW (n W MAIN AND UPPER (N) 4x6 .T HF #1 POST L J I— TOP CONN. T518 TWIST STRAP EA. SIDE OF (E) ^/ p� DECK FRAMING BOT (2) TOTAL CONN. (1)A35 (� EL SCALE: 1/2" = 1' -0" 0 Ez Y 12f:L Z U W I-I-1 az w D- �o (E) SLAB ON GRADE 0 W �N N Ldp —1 W N DJ EL .4- 0 EL C] Cr U Q i O �\ 2 B •• <0 F (N) 4x6 P.T. HF # (N) 24" SQ. x 12" DEEP POST W/ CB46� �� EA EA. . WAY AT #4 BARS (2) BUT. IL © (/) B.01 Z Q FOUNDATION PLA ° PR �t NOTES: SCALE: 1/2" = 1' -0" � I 14 � � wz z • ALL FASTENERS AND HARDWARE . rf"S I N - G i'-,,. . p TO BE HDG OR S.S. �`•3 ICA:Cc: -� G t F a ss °° o Q ,'� 16655PE 9 ,17....-- N /y Apt / , ` JOB 070047 No. o 0 c` 9� OREGON U ,- 1,..,, r/ : • DRAWN CHECKED - �� ° F ' GCy DATE _ � 04.09.08 REVISIONS [ EXPIRES: 1 2 -31- B'- LINE IS 2 INCHES SHEET AT FULL SCALE I S 1.O 2 OF NOT 2" — SCALE ACCORDINGLY) J I • • COPYRIGHT 2007 Miller Consulting Engineers,lnc. KM ALL FRAMING TO et BE PRESSURE TREATED • AND ALL HARDWARE AND FASTENERS TO BE Z -MAX lb OR STAINLESS STEEL MILLER (N) 2x6 P.T. HF #2 TOP PLATE WI C O N S U L T I N G SIMPSON A34Z OR A34SS EA. END USE #8x2 1/2" GALV OR STAINLESS WOOD ENGINEERS SCREW, TYP. (N) 2x4 P.T. HF STUDS AT 24" O.0 (N) P.T. 15/32 APA RATED SHEATHING 9570 SW Borbur Blvd. W/ 8d NAILS AT 12" O.C. TYP. Suite One Hundred Portland, OR 97219 -5412 (N) 4x6 P.T. HF #2 W/ HUSC46Z AT EA. Phone (503) 246 -1250 END, TYP. (HUSC46Z IS A SPECIAL ORDER Fax (503) 246 -1395 HANGER) r A35Z OR A35SS z �(N) 4x6 P.T. HE #1 g I a (E) TRIPLE 2x10 ATTACHED TO COLUMN - o 'O USING TS18 TWIST STRAPS EA. SIDE OF� n • — T - BEAM (2) TOTAL SEE DTL. 4/S8.01 • t LL Z (E) GUARDRAIL TO BE REMOVED AND Q REPLACED WITH (N) GUARDRAIL (FRAMING nn (n SAME AS ABOVE) ir.1� LLI EXISTING �(N) 4x6 P.T. HF #1 EXISTING Z CL BUILDING \ BUILDING L w 2 0 ct m U Y EL Z cL LA W ¢Z 0—o CD 0 H4 . L J v) c..4 (E) TRIPLE 2x10 (CONN. SAME AS ABOVE LLJ Cl_ co SEE DTL. 4/58.01) p ci_ I =0 '-o (f\ oa 7 — (N) 4x6 P.T. HF #1 (N) 4x6 P.T. HF #1 � I (E) SLAB ON (E) SLAB ON i .. ^q e � E �� • Z O • GRADE GRADE - QQ 16655PE o Q L . �l (__ v OREGON �o� = W I _ _ .. I I \'‘ (/'41 1 V ' " ? ' JOB No. l ��V ° � = � , ;� ` : , 070047 © © ` -- _. Mf'l�^''. DRAWN CHECKED • 1 DECK ELEVATION cw 2 DECK ELEVATION . --. DTS IC....tiA4 4 SCALE: 1/2" = 1' -0" 4 SCALE: 1/2" = 1' -0' EXPIRES: 1 2 - 31 - 49 'S j 0 DATE 04.09.08 i. REVISIONS 1 LINE IS 2 INCHES SHEET AT FULL SCALE ' S4.01 (IF NOT 2• - SCALE ACCORDINGLY) • 5 1/4" GAP (E) WRB - WEATHER LAP STANDING SEAM METAL CAP 1 MINA 5 1/2" J- TRACK FLASHING C/W MEMBRANE • URETHANE CAULKING I (N) OPEN PRESSURE WATERPROOFING (BY ®® (E) VINYL SIDING SYSTEM TREATED WOOD FRAMED OTHERS) ® ®®.® FULLY ADHERED MINI-' TRIM WALL DECK MEMBRANE (N) EXTEND WATERPROOFING ' / _ MEMBRANE UP SIDES OF ROUGH OPENING AND 6" BEYOND WALL SYSTEM TO INCLUDE ������������������������IPa .� .l�\ .......... - - OPENING ON OUTSIDE FACE OF I (E) 2x DECK JOIST A35Z OR A3555 W/ n8x2 COPYRIGHT 2007 WALL - WEATHER LAP BY WRB ' SHTG MEMBRANE (CONT.). W/ PLYWOOD SHT'G I I W1/020D GA /STAINLESS Miller Consulting Engineers.lnc. 70 VITY SC REWS (E) SLIDING DOOR PLYWOOD DECK (E) J -TRACK SET IN SEALANT I VENTILPROV15ATION FOR WALL CA THRESHO SURFACE FASTEN PER MAN. SPEC SITYG MEMBRANE TO OVERLAP (E) TRIPLE BEAM BUTYL TAPE ‘11 'DURADEK MEMBRANE MIN. 2" " (N) DRIP EDGE FLASHING - BEN -/ Ili TTRAPS ' NOTE: IN SEALANT - FASTEN PER (N) DECK WATER FOR USE ON SURFACES OVER NON- HABITABLE SPACE ONLY DURADEK MAN. SPEC. PROOFING - HEAT WELD DESIGNATES "NON- HABITABLE SPACE" AS AN AREA NOT OVER A LIVING AREA 14" MIN. I ONTO MAN. DRIP EDGE 'DURADEK' MEMBRANE I I 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 • � ^• •-•-•-•°W -• - - - _ —_1 - - - -- PLAN CONSIDERED FOR APPLICATIONS WHERE THE DETAIL DOES NOT CONTRIBUTE TO (E) HANGER M I L L E R WATER MIGRATION INTO THE BUILDING ENVELOPE AND HAS NO CONSEQUENTIAL �111111111111i NOTE: 'DURADEK' 'L' TRIM FIXATION BAR NOT DAMAGING EFFECT TO THE BUILDING OR DECK SUPPORT STRUCTURE. DURADEK - REQUIRED IF FIELD OF MEMBRANE ADHERED CONSULTING RECOMMENDS THE USE OF 'ALL ASSEMBLIES' DETAILS FOR ALL INSTALLATION WITH 'DURADEK' ACRYLIC LATEX ADHESIVE, / OF DURADEK WATERPROOFING MEMBRANES. THESE ROOFING DETAILS ARE JULY 25% DRY BULB TEMPERATURE DOES ENGINEER 5 SOUND AND TIME PROVEN. IF THE OWNER OR HIS REPRESENTATIVE DECIDES TO NOT EXCEED 29 DEC C (84.2 DEG F), USE DETAILS DESIGNATED AS "NON- HABITABLE" BECAUSE OF AESTHETICS, (E) PWD SHEATHING MAXIMUM BASIC WIND SPEED DOES NOT PRACTICALITY, COST OR OTHER PROJECT SPECIFIC CONSIDERATIONS, DURADEK EXCEED 80 mph (129 km /h) OR MAXIMUM _ 5 1/2" • FORGOES ALL RESPONSIBILITY FOR USE OF THE DETAIL. . BASIC WIND SPEED (3- SECOND GUST) DOES 9570 SW Borbur Blvd. NOT EXCEED 100 mph (161 km /h). SEE 'DURADEK' BULLETIN FOR DETAILS. Suite One Hundred 2 WIDE SCUPPER DETAIL ( DECK BM. Portland, OR 97219 -5412 NON- HABITABLE DETAIL 8.01 SCALE: 3 4 TO N POST 1 FLUSH D 0 0 R SILL " = 1' -0° Phone (503) 246 -1250 OUTSIDE PERIMETER Fax (503) 246 -1395 S CALE: 6" = 1' -0° O 1 CA L 1 1/2 = 1' -0" 8.01 3 DETAIL RAILING WALL 8.01 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. CZ 5 1/2" (/) I I a_ aJ (N) 4x POST PER (1/ � LJ (2) #4 BARS II CB46 PLAN LL o (E) SLAB ON GRADE Y(T_ z EA. WAY - • W < Z . ao ED _ H M , I - 1 I I - 1 Y w u) N d LLJ EL ' °) ICL °o CD Q I a < U F 1 2 ' —O 1 POST TO FTG. CONN. 8.01 SCALE: 1 1/2" = 1' -0-D ° J = Q S �gtCTUR_ w 41 0 c-Q rtiOr c- �GI NF" 16655PE Z z c o - Q m " W J LL EGON JOB No. oy � & 2 � % 070047 A"�� OR RY 1 - �a DRAWN CHECKED • ,- , 1'1. r . ° D TS P oy = DA 04.09, 08 EXPIRES: 12-31 - '404,244- REVISIONS LINE IS 2 INCHES 1 SHEET AT FULL SCALE S Q • 0 1 (IF NOT 2 - SCALE AECOROINCLY) J U 01