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Plans t. RECEWE MILLER MAR 032009 CONSULTING ENGINEERS CITY OFTIGARD BUILDING DIVISION 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: 16 Arq , f THESE CALL' ►' 1 � ' ��� VOID IF SEAL 16655f' OF TIGARD ..te . , {: ....f -v OREGON , Conditionally Approved.... t • � q RY See Letter to Follow.... ( J AND SIGNAT .4 NOT ORIGIIIt 11 %� A. '!�� _,- / Ji .1r t - EXPIRES: 12 -31- i- • By: * ** 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 OFFICE COPY 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 it 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= 0240 A= A= A= 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 l = 1.00 I = 1.00 I = 1.00 wind) (seismic) (snow) ll c 5f i li 'wad cz , Eartquae''HardsEPr ra _m3 �7 M ,., _ sY„,esx �?.:,.� ..fi ., ._ �,.` ,�•,,.�:� �✓,� �'"dk' ,_�.�+,- skx^,. ._�S .. .r; "� - , rn ..<ros.x.. ,sY.: 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. .rk7^ 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: !fig Ck'd: / ( " 1-1,-- ` Date: 04/08/08 Page 1 of 5 I (.../v) 2..ao /24 / -r-s C?_ 7,c c r nL ,SL Z • l../ = �/..s - 1 z) , or /`\ � _ G ) / = Z`/0.hLt ...y Z o l' i. et f• j o,c f� %2, C /• /,- C - v.,ro cr..- n /. Z c - l,,,J' G,, - 7 _, , ,,,,,,- S.___ - -- I _ - -- ,L J, ,i, 1' ,.v,•= f..', 5 r7-Pi p.5 77 So. c r /3u. %si'/ ^ 5 UK i� (> e I V u V = °vo cv / /v. < / 72.� 4.r, --- / / v "'T ( < >I ,, S3 z L z o,0S3 w < UU o!r n 6 v / N4 1^" , m14 Tc h/ ((- --) /2 r IC, .1: ! c 7 H P G-'7.2 c7,-,27,74. S O/J - 4 --, 07N 3 (/C/) /Z oo H 234,- i71 G 7iL.r - k G ' r /.L/ */X iJ ?•i Al/ ''''/ U2. /7 %2. _ w = ZU 0Pc Cd _ /, /,— e , -- do C�- = /. ,I. .4 � i k 4 Q \/ /O5 4v = S 9'''2A -fI < /72, > -- AS/ "7" / c o/< _ / /z e y d // 1 /OGCc c / . d 7 O. a v = k / L y )- / / o (L � 4,/4 . („,..1,..r 4 7' x /o ,D, T, #1 I& l u2 /3x• _ f - c,..,) ( 2w r= 2 c i V-. L a h c," (A/)!r7 /c.�e..(•'J) Po.: 1 p= L /yu c- /.7 +o Ps1= l A' /,L.7r <`7 o/T G2 f L-_ Z y „ S u /L /, .4'L-� J /` T & , ''-V ( 41 `/ P /?'l s 7 r e e /a . t:c1,/c::r.> f ' 9570 SW Barbur Blvd Ash Creek Condo Exterior Deck Repair 070047 Project Name Project # , = Suite One Hundred 11040 SW Greenberg Rd., Tigard, OR Portland, OR 97219 -5412 ,. Location MILLER Ash Creek Park do Appleton Properties, Inc. Client coNSULriNG (503)246 -1250 1113 6/20/07 . a of .5 ENGINEERS Fax: 246 -1395 By Ck'd Ki.44pi 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 (1„) = 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 Cd (vert.) = 1.15 le2 = (Ke2)(12) = 8.33 Combined = 0.06 + 0.04 Cd (horz.) = 1.6 lel /dl = 18.17 - = 0.10 (Compression) CF= 1.1 le2 /d2 = 28.56 F = 1.35 ksi F = 1.7078 ksi Fee = 0.55 ksi [1+ (Fce/Fc*)]/2(c) = 0.83 K = 0.30 (0.3 for machine & visually graded) Cp = 0.30 (Fce /Fc *) /c = 0.40 (0.418 for machine stress rated & Glue lams) Fe' = 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 Kbe = 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 I 12 P ie rh S,` 'ix G f , i . yrr- k/ a it. 2..37'. - / 77P. EX 4, for! �StU Fop BcG,VyG s- ps ?,,- e rns o `5 /g iwisi ST2iPs UJ l� Cr') hcl t -20 / . �, ut - ( ) 43t` c3 Tc" r r 7' I I • Ash Creek Condo Exterior Deck Repair y R , 9570 SW Ba Bl 070047 • Project Name Project # 40 Suite One hundred 11040 SW Greenberg Rd., Tigard, OR ,.t Portland, OR 97219 -5412 Location MILLER Ash Creek Park d/o Appleton Properties, Inc. Client CONSULTING (503)246 -1250 JJB 6/20/07 3 of 5 ENGINEERS Fax: 246 -1395 By Ck'd K,..0.1 Date Page 2001 National Design Specification for Wood Construction Reduction Bending Shear Bearing E Rb 1 8 Beam Copyright © 2004 Miller Consulting Engineers, Inc. Co I 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 Cr 1.30 Fb' 1768 psi Span 11.08333 ft Lu = 1.00 ft size = 2 X 6 C 1.60 1.00 1.00 1.00 Fb' 1747 psi x1 = 0 ft w1= 0 lbs/ft b = 1 500 in C, 0.80 0.80 1 00 0.95 Fv' 240 psi x2 T. 1,1 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 Cf„ 1.00 R1 = 100 lbs . V = 100 ' lbs El = 25684 kip -in R2 = 100 lbs M = 550 ft -lbs Le = 2.06 ft Material DIMENSIONAL LUMBER V A = U 180 A = 0,38 inch Fb = 850 psi Grade Hem /fir NO 2 or Better I v Fv = 150 psi Load Duration, C IMPACT 2 0 (NON Pr) I V Fb'=( Fb)( Cd)(Ct)(CO(Cm)(CI)(Cr)(CL)(Cfu) = 1,746 9 psi E = 1300 ksi Temperature Factor, C DRY T <= IDDOF v Fv'= (Fv)(Cd)(Ct)(Cm)(Ci) = 240 psi Fc = 405 psi Wet Service Factor, C MOISTURE COST Loss THAN 19% V ( Co ' (E)(Ct)(Cm)(Ci) = 1,300 ksi R1 Req'd Bearing Width 1.00 in. Incisin. 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 REPETTTIVE V fb = 872 psi < Fb' = 1,747 psi Bending Capacity = 49.9% V M = 550 ft-lbs < Mmax = 1,101 ft-lbs Member 2x6 v fv = 18 psi < Fv' = 240 psi Shear Capacity = 7.6% V = 100 lbs < 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 \ 0.050 - 400 i -0.100 300 / 2 -0.150 i / 200' % ` \ 5 -0.200 100 // w -0.250 o 0 >1.a�v a i t li : \ 0.300 9 -100 .;. A, +.`>:ix{ sr -0.350 -200 -0.400 tee Shear ° o 2 n„ v e. fs 1': an d Q o o__ Z 2 2 2 : e .. .,' .. _, m m m m m - Moment Distance (ft) Distance (k) C000Ecr TO PoSC aS'tJG tVS4 PIfICL E USE ' X 25!1." U.ao00 SC.(1. €tO)S t,t.} .."`-{2-- . 9570 SW Barbur Blvd Project Name Ash Creek Condo Exterior Deck Repair Project # 070047 ® : 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 4/7/08 y of ENGINEERS Fax: 246 - 1395 By pp Ck'd It-- Date Page V 2001 National Design Specification for Wood Construction I Reduction Bending 1 Shear searing = Rb 4 Beam Copyright © 2004 Miller Consulting Engineers, Inc. C 1.00 1.00 KbE 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 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" 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 I DIMENSIONAL LUMBER V A = L/ 240 A = 0.30 inch Fb = 850 . psi Grade I Hem /Fr No. 2orBetter V Fv = 150 psi Load Duration, CD ITEN YEARS 10 OCCUP UVE V Fb'=( Fb)( Cd )(Ct)(Cf)(Cm)(Ci)(Cr)(CL)(Cfu) = 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)(Ct)(Crn)(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 5 R 6 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 D.000 - 800 / . 7 '� -0.050 i 600 / _ -0.100 400 j -0.150 � � 200f- -0.200 0 : �a � "-�}- 1 0 0.250 200' -0.300 -400 -0.350 ..r 3 Shear b o ,- - N N m m e< m e ,o , r m m o, 0 0 0 m m m m o o e m a m m Distance (ft) Distance (ft) - Moment ¢Q�� �� CANINECT T i JSi hor; YitYJl..'i491t I I I I . • I I I �} 9570 SW Barbur Blvd Ash Creek Condo Exterior Deck Re 070047 Project Name Project # A? Suite One Hundred l 'C' 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 4/7/08 5 of'5 ENGINEERS Fax: 246 -1395 By NitY, Ck'd V Date Page I STRUCTURAL NOTES {��E 111��� D 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 } [I l � ® �O °. 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 A DOCUMENTS. SHOULD ANY QUESTION ARISE REGARDING THE CONTRACT DOCUMENTS OR SITE UNLESS NOTED OTHERWISE \ \ 'i'" ` ;' - OJ CONDITIONS, THE CONTRACTOR SHALL REQUEST INTERPRETATION AND CLARIFICATION FROM •r;" r a THE ENGINEER BEFORE BEGINNING THE PROJECT, THE ABSENCE OF SUCH REOUEST SHALL 6d NAIL 0.113 INCH DIA. X 2 INCHES LONG 'MTH MIN. HEAD DIA. 17/64 IN. ,,°T l` � J $'` ' +t (� �: 20 SIGNIFY THAT THE CONTRACTOR HAS REVIEWED AND FAMILIARIZED HIMSELF WITH ALL ASPECTS 8d NAIL: 0.131 INCH DIA. X 2 1 INCHES LONG WITH MIN. HEAD DIA. 9/32 IN. N. - ,:4A y'a� -,-__- ' c .A `.- `' tea; � Y� r- 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. - - -- - "' • ... i � $ SW Oak SI - r�, T (� • SHALL CONFORM TO THE STATE OF OREGON 2007 EDITION STRUCTURAL SPECIALTY CODE, 12d NAIL 0.148 INCH OIA.X 3 '/a INCHES WITH MIN. HEAD DIA. 5/16 IN. q A1, .� / - " " - • • ------ F A ►V� EFFECTIVE DATE APRIL 1. 2007, BASED ON THE 2006 INTERNATIONAL BUILDING CODE, 16d ' \ .�_ 1 S t M � INCLUDING ALL REFERENCE STANDARDS, UNLESS NOTED OTHERWISE THE CONTRACTOR SHALL 16d NAIL: 0.162 INCH DIA. X 3 h INCHES WITH MIN HEAD DIA. 11/32 IN. ,{'. I � `` T ' + ' =*r,5 S \\ IRI 1, BE RESPONSIBLE FOR CONFORMANCE TO ALL SAFETY REGULATIONS DURING CONSTRUCTION. STAPLE OF EQUIVALENT VALUE MAY BE SUBSTITUTED AFTER REVIEW BY ENGINEER. NAILS AND •' I � • ,' \\\ I d (1LE rs,lnc. STAPLES SHALL NOT BE OVERDRIVEN. ` \, X31 B 2. THE CONTRACT DRAWINGS AND SPECIFICATIONS REPRESENT THE FINISHED STRUCTURE. .`�' , \`Y !nr .E L - . x' C I UNLESS OTHERWISE SPECIFICALLY NOTED, THEY DO NOT INDICATE THE METHOD OF NAILING SCHEDULE I CONSTRUCTION OR CONSTRUCTION LOADS. ONLY THE CONTRACTOR SHALL PROVIDE ALL it N � / _ ,,; �� METHODS, DIRECTION AND RELATED EQUIPMENT NECESSARY TO PROTECT THE STRUCTURE, LUMBER 'Ii r x ` -� WORKMEN AND OTHER PERSONS AND PROPERTY DURING CONSTRUCTION. THE CONTRACTOR BOTTOM (BOT) PLATE (PL) TO DECKING /JOISTS, I6d AT 8" D.C. tt_�. t +d'•. ��;< 141 SHALL, AT HIS OWN EXPENSE, ENGAGE PROPERLY QUALIFIED PERSONS TO DETERMINE WHERE FACE NAIL o, - - -- - - AND HOW TEMPORARY PRECAUTIONARY MEASURES SHALL BE USED AND INSPECT SAME IN THE ? ___ _ SW Shady Ln_ . - MI FIELD. ANY MATERIAL NOT AS SPECIFIED OR IMPROPER MATERIAL INSTALLATION OR Q we _' i` �F � y WORKMANSHIP SHALL BE REMOVED AND REPLACED WITH SPECIFIED MATERIAL IN A BOT PL /TOP PL TO STUDS, END NAIL (2) 16d AT 2x4, - - - WORKMANLIKE MANNER AT THE CONTRACTOR'S EXPENSE. (3) 16d AT 2x6 - a f ! A," BUILT-UP/DOUBLE (DBL ) STUDS, FACE NAIL 10d AT 8" O.0 S I I Q - • - _ M Q - 3. THESE PLANS, SPECIFICATIONS, ENGINEERING AND DESIGN WORK ARE INTENDED SOLELY FOR / .�pS ! „ti "• _ M I " THE PROJECT SPECIFIED HEREIN. MILLER CONSULTING ENGINEERS DISCLAIMS ALL LIABILITY IF STAGGERED �`""" THESE PLANS AND SPECIFICATIONS OR THE DESIGN, ADVICE AND INSTRUCTIONS ATTENDANT .W, 2� +�' O N S T N THERETO ARE USED ON ANY PROJECT OR AT ANY LOCATION OTHER THAN THE PROJECT AND DBL TOP PL FACE NAIL ISA AT 12" O.C. iC�,i ; ___ L _ St y "'•- *� LOCATION SPECIFIED HEREIN. OBSERVATION VISITS TO THE JOB SITE AND SPECIAL INSPECTIONS STAGGERED I s -_ - ' , : E N G I N E E R S ARE NOT PART OF THE STRUCTURAL ENGINEER'S RESPONSIBILITY UNLESS THE CONTRACT - • pW. c gG .��:: N 21 DOCUMENTS SPECIFY OTHERWISE. DBL. TOP PL SPLICES, FACE NAIL (12) 10d EA. SIDE OF N 1}. + tlf�_ - - - - -_ _ . -- I IQI `L, JOINT I ' I - - 0 4. CONTRACTOR SHALL VERIFY SOIL CONDITIONS AT THE FOOTINGS AND MAKE ANY NECESSARY �i I �, �"- 9570 SW Barbur Blvd. • CORRECTIONS TO PLACE THEM ON FIRM NATIVE SOIL OR STRUCTURAL FILL COMPACTED TO DBL TOP PL CORNERS /INTERSECTIONS, (4) 1Dd STAGGERED -t.', " I _: _ /�. I ' IEf I ,� et, I Smte One Hundred 95% OF MAXIMUM DENSITY AT OPTIMUM MOISTURE CONTENT PER AMERICAN SOCIETY FOR FACE NAIL - -' TESTING AND MATERIALS. ASTM D698 (STANDARD PROCTOR), OR ASTM D1557 (MODIFIED _;�... -, L I a 12 97219 -5412 l Phone Portland, d, OR OR 246 -1250 PROCTOR). THE COMPACTION SHALL BE VERIFIED BY A QUALIFIED INSPECTOR APPROVED BY CONTINUOUS HEADER(S) (HORS.) TO STUDS, (4) 10d _ THE BUILDING OFFICIAL. COMPACTED STRUCTURAL FILL FOR DEPTHS GREATER THAN 12 INCHES TOE NAIL SW Noah Dakota St _ F - _ SW North Dakota St SW North Dakota St 5W North Fax (503) 246 -1395 SHALL COMPLY WITH PROVISIONS OF AN APPROVED GEOTECHNICAL REPORT. ASSUMED SOIL I F I ' BEARING PRESSURE 1500 POUNDS PER SQUARE FOOT (PSF). TOP PL TO HDRS, 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 1 1�` �� S1V 9797th C1 + I `- 1 Ie�l ' FOLLOWING ARE THE DESIGN REQUIREMENTS: TOE NAIL I I i '> • . i�I ti; i _ A) DEAD LOADS: ROOF = 15 PSF BLOCKING TO STUDS, TOE NAIL (2) 10d •+ � � - . . 42 Z' DECK = 15 PSF WALL = B PSF JOISTS TO BLOCKING. END NAIL (3) 16d y% ''� ' --- --g R _ I p - B) FLOOR LIVE LOAD FOR RESIDENTIAL CONSTRUCTION ARE: FLOORS, DECKS, 40 PSF. + -__ ___ I I C) ROOF LIVE LOAD: SNOW LOAD CONTROLS DESIGN STUDS TO HDRS END NAIL (6) 16d AT 4x6/4•8 - : . - __ _____ _ 1 D) ROOF SNOW LOAD: Pg = 25 PSF (8) 16d AT 4x10/4x12 - - _ -- `sbi/ c n I Pf = 17 PSF (MINIMUM 25 PSF ROOF SNOW) _ - .:'_Glacier Lily_ ( - - -Gr4 I Ce = 1 -O HDRS TO CRIPPLE STUDS, TOE NAIL(4) 10d �/ Z Is = 1.0 l� Ct = 10 ROOF TRUSS ROT CHORD TO DBL TOP PL SIMPSON 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" 0.C. , VICINITY vl A P � PLACING AND CURING OF CONCRETE SHALL BE IN ACCORDANCE WITH THE AMERICAN STAGGERED W/ (3) ( f ) CONCRETE INSTITUTE, ACI 318 AND IBC SECTION 1903. ALL CONCRETE SHALL HAVE MAXIMUM 16d AT EA. END W/C RATIO 0.45, EXCEPT FOOTING SHALL BE MAXIMUM OF 0.50. ALL EXTERIOR CONCRETE SCALE: N.T.S W F- ' SLABS SHALL HAW 5% +/ -1% AIR ENTRAINMENT. NO CHLORINE OR CHLORIDES. SLEEVES, BLOCKING TO TRUSSES /JOISTS, TOE NAIL (4) 10d OPENINGS, CONDUIT, AND OTHER EMBEDDED ITEMS NOT SHOWN ON THE STRUCTURAL Li ce DRAWINGS SHALL BE REVIEWED BY THE STRUCTURAL ENGINEER BEFORE POURING. CONDUITS JOISTS LAP SPLICES OVER DBL TOP PI (4) 10d FACE NAIL CL EMBEDDED IN SLABS SHALL NOT BE LARGER IN OUTSIDE DIMENSION THEN ON THIRD OF THE 0 THICKNESS OF THE SLAB AND SHALL NOT BE SPACED CLOSER THAN THREE DIAMETERS ON END/BAND JOIST TO JOISTS, END NAIL (3) 16d CENTER. WHERE NEW CONCRETE IS PLACED AGAINST EXISTING CONCRETE, THE EXISTING D " CONCRETE SURFACE SHALL BE CLEANED AND ROUGHENED TO A MINIMUM 1/4" AMPLITUDE. SHEATHING ! 1 Y 0_ 2 I `J W LJ 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 I I Q z UNLESS NOTED OTHERWISE, SET MAIN RESTL 3" FROM EARTH AND 2" FROM FORMED EDGES AND 12" O.0 AT ALL INTERMEDIATE SUPPORTS. __ <C U 0 SURFACES. BAR LENGTHS DETAILED ARE OUT TO OUT AND DO NOT INCLUDE ALLOWANCE FOR • 0 I- M 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 L i 1n N HORIZONTAL FOR ALL CORNERS FOR #5 AND SMALLER. SET ALL ANCHOR BOLTS AND DOWELS SUPPORTS. LLJ J o0 t` BEFORE POURING CONCRETE. ALL REINFORCING STEEL SHALL BE SUPPORTED ON WELL -CURED LLJ d� CONCRETE BLOCKS OR APPROVED METAL CHAIRS, AS SPECIFIED BY THE CRSI MANUAL OF WALLS Bd AT 6" O.C. AT ALL PANEL EDGES AND AT 12 O.C. AT ALL Q_ Oa> STANDARD PRACTICE, MSP -1. REINFORCING STEEL SHALL BE DETAILED IN ACCORDANCE WITH INTERMEDIATE FRAMING MEMBERS. THE "ACI MANUAL OF STANDARD PRACTICE FOR DETAILING REINFORCED CONCRETE 0 < O I 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 -rct B. ALL STRUCTURAL WOOD COLUMNS AND BEAMS TO BE DOUGLAS FIR /LARCH (DF /L), #1 OTHERS. T U < UNLESS NOTED OTHERWISE. ALL JOISTS, PURLINS, AND GIRTS TO BE DF /L #2 AND BETTER UNLESS NOTED OTHERWISE. ALL BLOCKING AND NON- STRUCTURAL FRAMING TO BE 12. STRUCTURAL OBSERVATION SHALL VERIFY BY PERIODIC VISUAL OBSERVATION THAT THE • CONSTRUCTION GRADE AND BETTER. ALL WOOD PLATES IN CONTACT WITH CONCRETE OR STRUCTURAL SYSTEM HAS GENERAL CONFORMANCE WITH THE APPROVED PLANS AND I , MASONRY SHALL BE HEM -FIR #2 PRESSURE TREATED UNLESS NOTED OTHERWISE. ALL SPECIFICATIONS AT SIGNIFICANT STAGES OF CONSTRUCTION AND AT COMPLETION AS REQUIRED I 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. STRUCTURAL OBSERVATION ) •- WOOD SHALL BE GALVANIZED OR EQUIVALENTLY PROTECTED PER IBC 2304 9.5. SILL PLATE TO SHALL BE BY THE ENGINEER OF RECORD. • -- 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 I , PROVIDE SHORING • UNLESS NOTED OTHERWISE. SIMPSON PREFABRICATED METAL TIMBER CONNECTORS NOTED. THE PERMANENT STRUCTURE AND TO PERMIT CONSTRUCTION TO PROCEED. ' _ _ _ - -- • - - -- '- -- OTHER TYPES OF METAL CONNECTORS REQUIRE PRIOR REVIEW. ALL BOLT HEADS OR NUTS O SYSTEM ADEQUATELY ANCHORED AND BRACED TO RESIST EARTH AND HYDROSTATIC - BEARING ON WOOD TO HAVE STANDARD WASHERS. BOLT HOLES IN WOOD SHALL BE 1/32" TO PRESSURES. t - R U C T 1 . 1 p - . z 1/16" LARGER THAN THE BOLT, DEPENDING ON BOLT SIZE. ALL LAG BOLTS SHALL HAVE PILOT " S � r E�.,j t �I _ J CL HOLES AS PER SECTION 11.1.3 OF THE NATIONAL DESIGN SPECIFICATION FOR WOOD ''� €.- c',J'' - CONSTRUCTION. ALL SHEATHING SHALL BE APA RATED GROUP 1, EXPOSURE 1 IN COMPLIANCE °� { Y � VI < z WITH VOLUNTARY PRODUCT STANDARD DOCUMENT PS1 AND DOCUMENT PS2. � ,? 15/32" THICK SHEATHING TO BE C -D WITH SPAN RATING OF 32/16. ".. • ' , . ` '6 Z H. J >- 3/4" SHEATHING TO BE C -D WITH SPAN RATING OF 48/24. .' W -Q `\ ,;"-' .,,, \ m z U ~ 3/4" TONGUE AND GROOVE (T &G) WITH SUPPORTS AT 24" O.C. EXTERIOR GRADE UNDER ; 16655PE I. ' - $ 0 Z SLABS, INTERIOR GRADE WHERE PROTECTED FROM MOISTURE AND TO BE GLUED AND -- W NAILED. SCOPE OF WORK: I GG--7 j • G ,- REPAIR AND STRENTHENING OF EXISTING EXTERIOR DECKS ONLY, _ /C' _ 1-. ~ 5 • ALL SHEATHING WALLS AND /OR SHEAR WALLS TO HAVE 2x BLOCKING AT PANEL EDGES DUE TO DRY ROT AND SAG. WATERPROOFING BY I � �i > UNLESS NOTED OTHERWISE. SEE NAILING SCHEDULE. WESTERN ARCHITECTURAL. - OREGON O . ' _--"� O OREuOf • 9. ALL STRUCTURAL WOOD MEMBERS EXPOSED TO WEATHER OR AS NOTED ON DRAWINGS OR �� A �6, JOB No. _ A S REQUIRED BY IBC S ECTION 2 303.1.8, SHALL BE PRESSURE TREATED IN ACCORDANCE WITH \ - - ) , 070047 " AMERICAN WOOD PRESERVATIVE ASSOCIATION (AWPA) STANDARD P5 FOR WATER BORN �� ��{ { - ;' • PRESERVATIVE (ACC, ACA, ACZA, CZC, AAC, ETC.) OR P8 FOR OIL BORN PRESERVATIVE - V -. "` ` - DRAWN CHECKED (COPPER NAPHTHENATE) WITH A RETENTION NOT LESS THAN 0.4 LDS /CUBIC FOOT PER AWPA 1 i`3•� t ' ' STANDARD C2. PRESERVATIVE TREATMENTS SHALL CONFORM TO THE REQUIREMENTS OF THE . _ _ - DTS / Ai APPLICABLE AWPA STANDARD U1 AND M4 FOR THE SPECIES, PRODUCT, PRESERVATIVE AND I END USE. ALL GLULAM MEMBERS THAT ARE TO BE TREATED SHALL BE CONSTRUCTED OF SHEET INDEX: _ DATE COASTAL REGION SPECIES AND TREATED PER AWPA STANDARD C28. ALL TRIMMED SECTIONS, 50.01 STRUCTURAL NOTES EXPIRES: 1 2-31-1,S25401 04.09.08 CUTS, DAPS, OR HOLES IN PRESSURE TREATED MATERIALS SHALL BE TREATED WITH COPPER 51.01 TYPICAL UNIT PLAN SITE P L A \ 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 /� �ti S8.01 STRUCTURAL DETAILS, WATERPROOFING DETAILS (PROVIDED BY WESTERN • SCALE: N.T.S. ARCHITECTURAL) , LINE IS 2 INCHES SHEET AT FULL SCALE I S 0 • 01 OF NOT 2' - SCALE ACCORDINGLY) J lJ 11 -1" 1 I COPYRIGHT 2007 lin Miller Consulting Engineers,lnc I 'co 04 MILLER CONSULTING ENGINEERS 9570 SW Barbur Blvd. Suite One Hundred Portland, OR 97219 -5412 Phone (503) 246 -1250 Fax (503) 246 -1395 I C z Q (n S Ili _ I ~ f uJ ° W � 0 00 cL U Y � Z CL W I- n_ o 6 Yw v wJ ca r- w El .4- °) ct a_ oo UQ I " 10 - (n\ °Q <o " J GTNF so `� � -rte ;_ 16655PE . r - 4 L. .'^ i �'�' , r Q '� � C © ©� - OREGON o ry !fT 3'-4; _ 10'-9" 19. -8" �'-, s' A RY 1 �J. 9' 0 ` JOB No. ti 9 5.-0 1 33 -9. '7 roc� 070047 • I • 75' - 0" - "- DRAWN CHECKED • f EXPIRES: 12- 31 -�2.6'v DTS rl,. -,-. DATE 04.09.08 TYPICAL (E) UNIT' PLAN /4.01,41 DATE S - 1' -0" a I LINE IS 2 INCHES SHEET 1 AT FULL SCALE 1 �`� • O OF NOT 2' - SCALE ACCORDINGLY) J I . ,• COPYRIGHT 2007 Miter Consulting Engineers,Inc. et MILLER C O N S U L T I N G ✓L— ENGINEERS (E) TRIPLE 2x10 CANTILEVER 9570 SW Borbur Blvd. Suite One Hundred — - REPLACE (E) JOISTS WI ' Portland, OR 97219-5412 LIKE MATERIAL AS G REQUIRED 1 , Phone (503) 246 -1250 Fox (503) 246 -1395 r � c (E) EXTERIOR 2x STUD WALL q 7 9 's O 7 n MEM z WIV (n Li VAIN AND UPPER (N) 4x6 P.T HF #1 POST p TOP CONN. TS16 TWIST STRAP EA. SIDE OF (E) LLJ p� • DECK FRAMING BM.- (2) 035 SCALE: 1 /2" = 1' -0" O CC m U Y0_ 2 DJ II az a O U (E) SLAB ON GRADE 0 F N Y LLI v1 N WJ °o r , LLI Q_ .4- ct EL OO Ua I _ �\ O � B .• a 0 (9) P.T. HF # �(N) 24" S0. x 12" DEEP POST W/ C846 FTG. WI (2) #4 BARS EA. WAY AT BOT, KA W z a FOUNDATION Ps_AN s � PR F - _ t NOTES: SCALE: 1/2" = 1' -0" (�S �a i ` z T { Z TOL B E HDG OR S.S. AND HARDWARE S 1 N - E 6 f 0 — O BE HDG OR ' G b Q 'i' w 16655PE u_ 2 11k i.... C - ''' JOB No. • OREGON (% 070047 • .. �' „pi, 0 DRAWN CHECKED `. ,� 1c� . DTS Imo. 1 14 r ec� - , DATE 04.09.08 - REVISIONS EXPIRES: 1 -31 -,9X0 n LINE IS 2 INCHES SHEET AT FULL SCALE I C • O OF NOT 2" - SCALE ACCORDINGLY) J • COPYRIGHT 2007 Miner Consulting Engineers.Inc. NOTE: ALL FRAMING TO Art BE PRESSURE TREATED AND ALL HARDWARE AND FASTENERS TO BE Z –MAX OR STAINLESS STEEL MILLER (N) 2x6 P.T. HF #2 TOP PLATE W/ 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.C. (N) PT. 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 PT. HF /J2 W/ HUSC46Z AT EA. Phone (503) 246 -1250 END, TYP (HUSC46Z IS A SPECIAL ORDER Fox (503) 246 -1395 HANGER) r ,. A35Z OR A3555 • • _ii (E) TRIPLE 2x10 ATTACHED TO COLUMN – o USING TS18 TWIST STRAPS EA. SIDE OF ' , BEAM (2) TOTAL SEE DTL. 4/58.01 , } illy z_ (E) GUARDRAIL TO BE REMOVED AND R in EPLACED WITH (N) GUARDRAIL (FRAMING n SAME AS ABOVE) w EXISTING 7 4x6 P.T. HE #1 EXISTING 7 BUILDING i BUILDING L L + EL "lT Q U W Qz o_ o Q Y (n c' • _ ( E) TRIPLE 2x10 (CONN. SAME AS ABOVE - Li _J W r SEE DTL. 4/S8.01) -' w EL O m I . _ -,I U < To I 00 �\ o _ a ' QO 77 — (N) 4x6 P.T. HF #1 (N) 4x6 P.T. HF Rt� ER o G I N E. . % O (E) SLAB ON (E) SLAB ON - w 9 F-- GRADE GRADE r.� .. 16655PE z Q • A ? ( v OREGON Q,(1' .._._-; w -.. I I - • I• . I. 4,, ,0"..„- : : 7 • • ... "i < I � 1 r`' ro6 / 0047 • t. � - -- © © - -- Mc � DRAWN CHECKED 1 DECK ELEVATION w 2 DECK ELEVATION OTS 1 iA. 4.01 SCALE 1/2" = 1' -0" 4.01 SCALE 1/2" = 1, –D" I EXPIRES: 12-31- DATE 04.09.08 / v REVISIONS LINE IS 2 INCHES SHEET I AT FULL SCALE ' C` i1 • o 'I (IF NOT 2 - SCALE ACCORDINGLY) J `i' I MEMBRANE MIN. 2" 1 /4" GAP (E) WRB - WEATHER LAP 5 5 1/2" J -TRS (N) OPEN PRESSURE ACK STANDING SEAM METAL CAP 1 MIN. f URETHANE CAULKING I FLASHING C/W MEMBRANE ® (E) VINYL SIDING YSTEM ® ®® i, OTHERS) TREATED WOOD FRAMED WATERPROOFING (BY W ®®®®I _ MINI -'L' TRIM I WALL `J �I DECK MEMBRANE (N) EXTEND WATERPROOFIN ` f FULLY ADHERED MEMBRANE UP SIDES OF ROUGH � OPENING AND 6" BEYOND I WALL SYSTEM TO INCLUDE MEMMEMaanyirrn OPENING E OUTSIDE FACE OF (E) COPYRIGHT 200 WALL - WEATHER LAP BY WRB 1 �I VENTILATION MEMBRANE (CONT / L DECK JOIST -� A35Z OR STAI N ESS SHIG 'DURADE Bx2 2007 e ( ) W PLYWOOD SHT'G 1 (E) J -TRACK SET IN SEALANT / Miller Consulting Engine rs,lnc. PROVISIONS FOR WALL CAVITY WOOD SCREWS (E) SLIDING DOOR PLYWOOD DECK I I VENTILATION THRESHOLD SURFACE FASTEN PER MAN. SPEC SHT'G MEMBRANE TO OVERLAP Ili (E) (E) TRIPLE BEAM K' R BUTYL TAPE (N) DRIP EDGE FLASHING - BEN -' nifik T518 TW15T STRAPS NOTE. IN SEALANT - FASTEN PER (N) DECK WATER FOR USE ON SURFACES OVER NON- HABITABLE SPACE ONLY: DURADEK MAN. SPEC. I I PROOFING - HEAT WELD 14" MIN. 1 ONTO MAN. DRIP EDGE 'DURADEK' MEMBRANE 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 I (N) 4x POST PER (i.e.: SUN DECKS, PATIOS, ETC.). A NON- HABITABLE DETAIL COULD BE TO INCONSPICUOUS LOCATION / / / / / / - - - - - -- 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 . NOTE: 'DURADEK' 'L' TRIM FIXATION BAR NOT DAMAGING EFFECT TO THE BUILDING OR DECK SUPPORT STRUCTURE. DURADEK a ' REQUIRED IF: FIELD OF MEMBRANE ADHERED C O N S U L T I N G 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 ENGINEERS 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 R. EXCEED BO mph (129 km /h) OR MAXIMUM FORGOES ALL RESPONSIBILITY FOR USE OF THE DETAIL. BASIC WIND SPEED (3- SECOND GUST) DOES 5 1/2" NOT EXCEED 100 mph (161 km /h). SEE 9570 SW Barbur Blvd. DURADEK' BULLETIN FOR DETAILS. Suite One Hundred NON—HABITABLE DETAIL \1 / DECK BM. Phr 3) 97219-5412 - 1 1 FLUSH DOOR SILL 8.01 SCALE: 3 "= -O" 4 CONN. TO (N) POST Fo (553) 246 8 SCALE: 6" = 1' -0" OUTSIDE PERIMETER 8 01 SCALE: 1 1/2" = ,' -0" 3 DETAIL RAILING WALL 8 SCALE: 3" = 1' -O" 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. ����// 6 - LL z 5 1/2" _ W LJ ~ (N) 4x POST PER (('��// p Li CB46 PLAN LL_ I7_ i O (E) SLAB ON GRADE (2) j/4 BARS I m YW z Q W Z Li-I a.0 0 Q M Y W N W W Go n v W a d- cm c a. ° c I In 0< i0 � � 0_ < <0 E 2 -0" 5 POST TO FTG. CONN. 8 SCALE: 1 1/2" = 1' 0" (n J_ I- � CT U R� 0 Ld \\," Q P Rat/ z z c .� o = . 0 16655PE ' ° , Q w J . 25 5 `� vii L� y OREGON c`,17-",77. JOB No. 1.4,, .1.":0 20 070047 i-- ' R AS, �: DRAWN CHECKED ',I• P cC' %• ' DTS ,rsvo`t ,,,�-� `� DATE 04.09.08 EXPIRES: 12 -31 - V REVISIONS XIV An LINE IS 2 INCHES SHEET I AT FULL SCALE ' 8 S . 01 (IF NOT 2" - SCALE ACCORDINGLY) S U