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Plans i. 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 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: ya;,h CONDITIONS, THE CONTRACTOR SHALL REQUEST INTERPRETATION AND CLARIFICATION FROM >:. ;...ti`s_ °"1/8 :7- --, - '. + 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. " �� ,��'' _ SIGNIFY THAT THE CONTRACTOR HAS REVIEWED AND FAMWARIZED HIMSELF WITH ALL ASPECTS Bd NAIL: 0.131 INCH DIA. X 2 /t INCHES LONG WITH MIN. HEAD DIA. 9/32 IN, WITH ',. � , r _�_ m _ w,_ OF THE PROJECT AND HAS COMPLETE COMPREHENSION THEREOF. ALL PHASES OF THE WORK 10d NAIL: 0.148 /NCH DIA•X 3 INCH LONG WITH MIN. HEAD DIA. 5/16 IN. ..' 'r -fit,, y t._'_ - -- '" SHALL CONFORM TO THE STATE OF OREGON 20D7 EDITION STRUCTURAL SPECIALTY CODE, 12d NAIL 0.148 INCH DIA.X 3 Y4 INCHES WITH MIN. HEAD DIA. 5/16 IN. 'II ' ,, �-- M g 'LSf� '- - ' -¢ EFFECTIVE DATE APRIL 1, 2007, BASED ON THE 2006 INTERNATIONAL BUILDING CODE, 16d NAIL: 0.162 INCH DIA. X 3 ii INCHES WITH MIN HEAD DIA. 11/32 IN. I I \;� �y" "\-,,, '=1 COPYRIGHT 2007 INCLUDING ALL REFERENCE STANDARDS, UNLESS NOTED OTHERWISE. THE CONTRACTOR SHALL a - BE RESPONSIBLE FOR CONFORMANCE TO ALL SAFETY REGULATIONS DURING CONSTRUCTION. STAPLE OF EQUIVALENT VALUE MAY BE SUBSTITUTED AFTER REVIEW BY ENGINEER. NAILS AND jA `.,`, , ed: �� , Miller Consulting Engineers,inc. l'y �N STAPLES SHALL NOT BE OVERDRIVEN. r I , I I �� 1 M1 i NZ 2.THE CONTRACT DRAWINGS AND SPECIFICATIONS REPRESENT THE FINISHED STRUCTURE. ' ;e?bix,'?�� UNLESS OTHERWISE SPECIFICALLY NOTED, THEY DO NOT INDICATE THE METHOD OF NAILING SCHEDULE pry ppp �RC+� ' 1 I ^ '•' § CONSTRUCTION OR CONSTRUCTION LOADS. ONLY THE CONTRACTOR SHALL PROVIDE ALL / ^^ 1 . �` Ky _., q' - � METHODS, DIRECTION AND RELATED EQUIPMENT NECESSARY TO PROTECT THE STRUCTURE, LUMBER ..5. • '' � `kY(� WORKMEN AND OTHER PERSONS AND PROPERTY DURING CONSTRUCTION. THE CONTRACTOR BOTTOM (ROT) PLATE (PL) TO DECKING /JOISTS, 16d AT B" O.C. n1• ��'" ft SHALL, AT HIS OWN EXPENSE, ENGAGE PROPERLY QUALIFIED PERSONS TO DETERMINE WHERE FACE NAIL �{ ��ii� ?"d -, ` -- `a1!1=.. AND HOW TEMPORARY PRECAUTIONARY MEASURES SHALL BE USED AND INSPECT SAME IN THE . a, _ _ SW Sh aoyLo _ -_- -Ar- FIELD. ANY MATERIAL NOT AS SPECIFIED OR IMPROPER MATERIAL INSTALLATION OR 3OT PL /TOP PL TO STUDS, END NAIL (2) 16d AT 2x4, �t. e - . - I �K. WORKMANSHIP SHALL BE REMOVED AND REPLACED WITH SPECIFIED MATERIAL IN A - -- , ' 3 •` (3) 16d AT 2x6 MAY 18 2009 a; k:._. WORKMANLIKE MANNER AT THE CONTRACTOR'S EXPENSE. Q-i , Y M I L L E R 3.THESE PLANS, SPECIFICATIONS, ENGINEERING AND DESIGN WORK ARE INTENDED SOLELY FOR BUILT -UP /DOUBLE (DBL.) STUDS, FACE NAIL 10d AT 8" 0 C. ,.� - - _ • THE PROJECT SPECIFIED HEREIN. MILLER CONSULTING ENGINEERS DISCLAIMS ALL LIABILITY IF STAGGERED CITY OF TIG (S RD }. ; % y C ,T - ' 1 ! - ' "�,%; Q N $ (TIN G THESE PLANS AND SPECIFICATIONS OR THE DESIGN, ADVICE AND INSTRUCTIONS ATTENDANT �,/ OF }� , i may' SW Lo daft 5l%z': THERETO ARE USED ON ANY PROJECT OR AT ANY LOCATION OTHER THAN THE PROJECT AND DBL. TOP PL. FACE NAIL 10d AT 12" O.C. •� i, -- ' fYw' -_ BUILDING DIVISION ,: s ENGI NE ER5 LOCATION SPECIFIED HEREIN. OBSERVATION VISITS TO THE JOB SITE AND SPECIAL INSPECTIONS . STAGGERED BU �� ARE NOT PART OF THE STRUCTURAL ENGINEER'S RESPONSIBILITY UNLESS THE CONTRACT _ ' S r ' m 21 DOCUMENTS SPECIFY OTHERWISE. DBL. TOP PL SPLICES, FACE NAIL (12) 10d EA. SIDE OF .\ - - r ,. 1 I I L( I .� JOINT +1 I - i 'C N 4. rc.')2 CONTRACTOR SHALL VERIFY SOIL CONDITIONS AT THE FOOTINGS AND MAKE ANY NECESSARY 'A � • �r W ' 9570 SW Barber Blvd. CORRECTIONS TO PLACE THEM ON FIRM NATIVE SOIL OR STRUCTURAL FILL COMPACTED TO DBL. TOP PL CORNERS /INTERSECTIONS, (4) 10d STAGGERED _ \ \ m Suite One Hundred 95% OF MAXIMUM DENSITY AT OPTIMUM MOISTURE CONTENT PER AMERICAN SOCIETY FOR FACE NAIL 'i ' - -' ,' 'E^ .a 'a' Portland, OR 97219 -5412 TESTING AND MATERIALS, ASTM 0698 (STANDARD PROCTOR), OR ASTM D1557 (MODIFIED y : trace I II-I tl Phone (503) 246 -1250 PROCTOR). THE COMPACTION SHALL BE VERIFIED BY A QUALIFIED INSPECTOR APPROVED BY CONTINUOUS HEADER(S) (HORS.) TO STUDS, (4) 10d _ _ _ __ 4S = Nom Dakole Dakola Si 544" North Fox (5D3) 246-1395 THE BUILDING OFFICIAL. COMPACTED STRUCTURAL FILL FOR DEPTHS GREATER THAN 12 INCHES TOE NAIL --- SW 1 h Dakota St - i" t SHALL COMPLY WITH PROVISIONS OF AN APPROVED GEOTECHNICAL REPORT. ASSUMED SOIL SW Nort I h i BEARING PRESSURE 1500 POUNDS PER SQUARE FOOT (PSF). TOP PL TO HDRS, FACE NAIL 16d AT 16" O.C. ,Y - - � e ' __ 5. DESIGN LOADS: LIVE LOAD REDUCTION FOR BEAMS AND COLUMNS WAS NOT USED. THE JOIST TO DBL. TOP PL /SILL PL. (4) 10d TOE NAIL 1 I '''° z ' + ` 'N (St.,/ 87th CI '+ "T I " �, . � 'T IN — FOLLOWING ARE THE DESIGN REQUIREMENTS: _ � '' A) DEAD LOADS: ROOF = 15 PSF BLOCKING TO STUDS, TOE NAIL (2) 10tl - : "o DECK = 15 PSF .k�Z ,,'� -C.;`" e06 ID WALL = 8 PSF JOISTS TO BLOCKING, END NAIL (3) 16d _ - -9 f{d 1_ -_ " ,, ' B) FLOOR LIVE LOAD FOR RESIDENTIAL CONSTRUCTION ARE: FLOORS. DECKS, 40 PSF. - - -1 I : • ' I C) ROOF LIVE LOAD: SNOW LOAD CONTROLS DESIGN STUDS TO HORS END NAIL (6) IBd AT 4x6 /4x6 - --- - ___ D ROOF SNOW LOAD: P = 25 PSF O / 1 9 B tfid AT 4x10 4x12 ± GIoOe_r Lity , -• ! ...... :_ O,, PT = 17 PSF (MINIMUM 25 PSF ROOF SNOW) - - ". ( U STUDS. TOE NAIL (4) 10d H TO CRIPPLE 5 OE - DRS Ce - 1.0 ( ) Is = 1.D z Ct = 1,0 ROOF TRUSS BOT CHORD TO DBL TOP PLSIMPSON 52.5 6.CONCRETE SHALL BE 3000 POUNDS PER SQUARE INCH (PSI) MINIMUM AT 28 DAYS. MIXING. NAIL - LAMINATED BEAMS, FACE NAIL 16d AT 8" O.C. VI C I \ I TY V A P W PLACING AND CURING OF CONCRETE SHALL BE IN ACCORDANCE WITH THE AMERICAN STAGGERED W/ (3) CONCRETE INSTITUTE, ACI 318 AND IBC SECTION 1903. ALL CONCRETE SHALL HAVE MAXIMUM 16d AT EA. END SCALE: N.T.S w I — W/C RATIO 0.45, EXCEPT FOOTING SHALL BE MAXIMUM OF 0.50. ALL EXTERIOR CONCRETE Ct SLABS SHALL HAVE 5% +/ -1% AIR ENTRAINMENT. NO CHLORINE OR CHLORIDES. SLEEVES, BLOCKING TO TRUSSES /JOISTS, TOE NAIL (4) 10d rT/ I � at OPENINGS. CONDUIT, AND OTHER EMBEDDED ITEMS NOT SHOWN ON THE STRUCTURAL L1_ cc DRAWINGS SHALL BE REVIEWED BY THE STRUCTURAL ENGINEER BEFORE POURING. CONDUITS LAP SPLICES OVER DBL TOP PL (4) 10d FACE NAIL � EMBEDDED IN SLABS SHALL NOT BE LARGER IN OUTSIDE DIMENSION THEN ON THIRD OF THE O _ $7Pis Er . 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 j, Y m CONCRETE SURFACE SHALL BE CLEANED AND ROUGHENED TO A MINIMUM 1/4" AMPLITUDE. SHEATHING U EL' W 7. ALL REINFORCING STEEL ( RESTL) TO BE DEFORMED BARS PER ASTM A615 GRADE 60. ROOF 8d AT 6" O.C. AT ALL SUPPORTED PANEL EDGES AND ROOF Ap ....b.-.1" « bt- L1 i o w UNLESS NOTED OTHERWISE, SET MAIN RESTL 3" FROM EARTH AND 2" FROM FORMED EDGES AND 12" O.C. AT ALL INTERMEDIATE SUPPORTS. } SURFACES. BAR LENGTHS DETAILED ARE OUT TO OUT AND DO NOT INCLUDE ALLOWANCE FOR Co �= A Tp "' ed ankinmeessameam E ~ 3' 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 Q�w!,,A_ L II ON HORIZONTAL FOR ALL CORNERS FOR #5 AND SMALLER. SET ALL ANCHOR BOLTS AND DOWELS SUPPORTS. �Vi10Waent�N wM�° eseo I ] Lw I co m ` BEFOE POURING CONCRETE. ALL REINFORCING STEEL SHALL BE SUPPORTED ON WELL -CURED - li7 1 ,_� CONCRETE BLOCKS OR APPROVED METAL CHAIRS, AS SPECIFIED BY THE CRSI MANUAL OF WALLS Bd AT 6" D.C. AT ALL PANEL EDGES AND AT 12 O.C. AT ALL moo. a Ix EL O 0 STANDARD PRACTICE, MSA -1. REINFORCING STEEL SHALL BE DETAILED IN ACCORDANCE WITH INTERMEDIATE FRAMING MEMBERS. ` P er ms • itMa'� _di. al U Q CONCRETE "ACI MANUAL OF STANDARD PRACTICE FOR DETAILING REINFORCED CONCRE r' P IIA STRUCTURES," ACI 315. 11. PLUMBING, FIRE SUPPRESSION. ELECTRICAL, MECHANICAL, LAND USE, SITE PLANNING AND G �..� o 6 T EROSION CONTROL ARE BEYOND THE SCOPE OF THESE DRAWINGS AND ARE PROVIDED BYz! A • ^. I�I.Ji.!�?`� - �� OQ . B. ALL STRUCTURAL WOOD COLUMNS AND BEAMS TO BE DOUGLAS FIR/LARCH (DF /L), /J1 OTHERS. �L A . ' ' � Q r - � • UNLESS NOTED OTHERWISE. ALL JOISTS, PURLINS, AND GiRTS TO BE DF /L #2 AND BETTER J ,/I`�'y�► , 1 ?. 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 ' MASONRY SHALL BE HEM -FIR #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. STRUCTURAL OBSERVATION _- iJJ a _ - (n SHALL BE BY THE ENGINEER OF RECORD. WOOD SHALL BE GALVANIZED OR EQUIVALENTLY PROTECTED PER IBC 2304.9.5. SILL PLATE TO LLJ 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 • - -- -.._ - 0 OTHER TYPES OF METAL CONNECTORS REQUIRE PRIOR REVIEW. ALL BOLT HEADS OR NUTS SYSTEM ADEQUATELY ANCHORED AND BRACED TO RESIST EARTH AND HYDROSTATIC j - Z BEARING ON WOOD TO HAVE STANDARD WASHERS. BOLT HOLES IN WOOD SHALL BE 1/32" TO PRESSURES. ' (� .._--. �o 1/16" LARGER THAN THE BOLT, DEPENDING ON BOLT SIZE. ALL LAG BOLTS SHALL HAVE PILOT • Cj �1l'�++��y ��--}} ) 7 - J HOLES AS PER SECTION 11.1.3 OF THE NATIONAL DESIGN SPECIFICATION FOR WOOD �'J i-'"%' '� z tn CONSTRUCTION. ALL SHEATHING SHALL BE APA RATED GROUP 1, EXPOSURE 1 IN COMPLIANCE `J ii ' k y�� + ,„ WITH VOLUNTARY PRODUCT STANDARD DOCUMENT P51 AND DOCUMENT P52. C ,. '� I N . 4.. i.^, � _ Q 15/32" THICK SHEATHING TO BE C -D WITH SPAN RATING OF 32/16. �" �' "y y c M W J 3/4" SHEATHING TO BE C -D WITH SPAN RATING OF 48/24. C. ' �J `Y r0 Z U — 3/4" TONGUE AND GROOVE (TAD) WITH SUPPORTS AT 24" O.C. EXTERIOR GRADE UNDER 16655PE 11 _ c D Z • SLABS, INTERIOR GRADE WHERE PROTECTED FROM MOISTURE AND TO BE GLUED AND C w 1' I-" — • NAILED. SCOPE OF WORK w H — LLJ — 0 WI REPAIR AND HE AG OF EXISTING EXTERIOR DECKS ONLY, V � C' t A �d�.��� CO � y (n (n ALL TO ROT A S SHEATHING WALLS AND/OR SHEAR WALLS TO HAVE 2z BLOCKING AT PANEL EDGES DUE TO DRY ROT AND SAG. WATERPROOFING BY ;t1 (O E 1 p� UNLESS NOTED OTHERWISE. SEE NAILING SCHEDULE. WESTERN ARCHITECTURAL. „ Q OREGON 0 JOB No. WI , � 9, ALL STRUCTURAL WOOD MEMBERS EXPOSED TO WEATHER OR AS NOTED ON DRAWINGS OR n �°' '±(/.. ��'' " l AS REQUIRED BY IBC SECTION 2303.1.8, SHALL BE PRESSURE TREATED IN ACCORDANCE WITH "4- ',, •-•'',-,,.....,,,'''' � 'Ry 1(i.,. ' ' `? 0700- '" / AMERICAN WOOD PRESERVATIVE ASSOCIATION (AWPA) STANDARD P5 FOR WATER BORN 0 , 41 bp ....:-.,-..• ,. ' PRESERVATIVE (ACC, ACA, ACZA, CZC, AAC, ETC.) OR PB FOR OIL BORN PRESERVATIVE ' : �/7..r, DRANK CHECKED • (COPPER NAPHTHENATE) WITH A RETENTION NOT LESS THAN 0.4 LBS /CUBIC FOOT PER AWPA FVI" r .�- DTS ��'N�O'1 STANDARD C2. PRESERVATIVE TREATMENTS SHALL CONFORM TO THE REQUIREMENTS OF THE - _ - -i' APPLICABLE AWPA STANDARD U1 AND M4 FOR THE SPECIES, PRODUCT, PRESERVATIVE AND .s. END USE. ALL GLULAM MEMBERS THAT ARE TO BE TREATED SHALL BE CONSTRUCTED OF SHEET INDEX: COASTAL REGION SPECIES AND TREATED PER AWPA STANDARD C28. ALL TRIMMED SECTIONS, SO01 STRUCTURAL NOTES EXPIRES: 12 -31- 64 7 °ATE 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. S4.01 ELEVATIONS 58.01 STRUCTURAL DETAILS, SCALE: N.T.S. WATERPROOFING DETAILS (PROVIDED BY WESTERN "' ARCHITECTURAL) LINE IS 2 INCHES i SHEET AT FULL SCALE ' S O • O 1 (IF NOT 2" - SCALE ACCORDINGLY) J • COPYRIGHT 2007 Miller Consulting Engineers.Inc. co • OS MILLER CONSULTING ENGINEERS 9570 SW Barbur Blvd. Suite One Hundred Portland, OR 97219 -5412 Phone (503) 246 -1250 Fox (503) 246 -1395 0 LL z cn LL w LU H- W E2 o C12 � 7 U a- 2 Qz Li 0 _ O 0 0 Y w of N Lill �n L� [L ° o 0‹ oci Q0 uCTU GI N£ • f�j . C . 16655PE d© OREGON �TYP �TYP. < �A 03 P.s 3' -4" 10 \ 19' —B• V .S V • Jog No. 33, -9" 1.1 � ��, '. 070047 elm 7V -0" _ DRAWN CHECKED EXPIRES: 12 -31 -00 DTS DATE 04.09.08 TYPICAL (E) UNIT PLAN REVISIONS LINE IS 2 INCHES SHE AT FULL SCALE ' S1.01 (IF NOT 2' - SCALE ACCORDINGLY) COPYRIGHT 2007 Miller Consulting Engineers,Int MILLER CONSULTING ENGINEERS ( E) TRIPLE 2x10 CANTILEVER 0 W Borbur Blvd. Guile One Hundred REPLACE (E) JOISTS W/ Portland, OR 97219-5412 LIKE MATERIAL AS Phone (503) 246 -1250 REQUIRED \ , a Fox (503) 246 -1395 Mi. r III (E) EXTERIOR 2x STUD WALL ' 3 9 ■ - 0 3 0 ■ W .or III AIS _ _ �� � z WW Qn w (N) 4x6 P.T. HF #1 POST I__L vl A I N AND UPPER STRAP SIDE OF (E) (2 p DECK FRAMING BM. CO TAL A35 0 SCALE: 1/2" = 1 -0" o m U Y° Z W Qz W LLJ cD �o cD (E) SLAB ON GRADE 0 M Y LEI N N Lv J co n LLJ 0- v O1 � d 0o UQ 1 O 6 tJ o6 8" < U '- f= (N) 4x6 R.T. HF #1 ,� (N) 24" SQ. x 12" DEEP POST W/ CB46 . �/ FAG. )/4 BARS EA. WAY AY AT AT B07. Elk cn — J UP Q J FOUNDATION PLAN 7� -- uF NOTES: SCALE: 1/2" = 1' -0" � � ALL FASTENERS AND HARDWARE - 4 ` " '" o TO BE H OR S.S. _ G IN S F F- Q 16655PE N .. ✓ , ''? S / JOB No. r, OREGON ati.____: 070047 1 • 1 o. _ (� ' c DRAWN CHECKED �`� 9RY 1 5 ,- H ta °' s : DTS Ir. `6 ' : d, • . DATE 04.09.08 - REVMONS EXPIRES: 12 -31- 0 43 LINE IS 2 INCHES SHEET AT FULL SCALE I S1.02 (IF NOT 2" — SCALE ACCORDINGLY) COPYRIGHT 2007 • Miller Consulting Engineers.inc. Ift NOTE ALL FRAMING TO 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 #0x2 1/2` GALV. OR STAINLESS WOOD ENGINEERS SCREW, TYP. (N) 2x4 P.T. HF STUDS AT 24" 0.C. (N) P.T. 15/32 APA RATED SHEATHING 9570 SW Borbur Blvd W/ 8d NAILS AT 12" 0.C. TYP. Suite One Hundred Portlond, OR 97219 -5412 (N) 4x6 P.T. HF #2 W/ HUSC46Z AT EA. Phone (503) 246 -1250 END, TYP, (HUSC46Z IS A SPECIAL ORDER Fox (503) 246 - 1395 HANGER) t A35Z OR A35SS z (N) 4x6 P.T. HF # Z E K Q O • d. (E) (E) TRIPLE 2x10 ATTACHED TO COLUMN h . " ✓1 USING TS18 TWIST STRAPS TL SIDE OF _� BEAM (2) TOTAL SEE DTL. 4/58.01 �_ I I III a Z (E) GUARDRAIL TO BE REMOVED AND Q - • REPLACED WITH (N) GUARDRAIL (FRAMING n SAME AS ABOVE) L.L w 7 ♦— CL BUILDING EXISTING (N) 4x6 P.T. HF #1 \ BUILDING L f w 2 + EL O N N E m U Y^ Z N LL W L1] Q z ct . . a. o 0 7 L Y J r (E) TRIPLE 2x10 (CONN. SAME AS ABOVE w 01 SEE DTL. 4/58.01) I • E ta_ p = • • . UQ 7-O 1711 - od �\ oQ • QU �F z -(N) 4x6 P.T. HF #1 (N) 4x6 P.T. HF #i� �u GTUR N . Z m ��' GI if � (n C�1• F�' - O (E) SLAB ON ! °� w 9 ' 2 E (E) SLAB ON 'y/ GRADE GRADE 16655PE �- z U Al - ---) 1 - --- O REGON o w JOB No. • ' .". ''.... ''' ' .. ''' • '.° . ' . '''' ' 1 " . ' . .' ' - A. • ". : ' ' ' .. .: ';. [...-- I \---/, y ..-- :. -r ,, 070047 P DRAWN CHECKED AI Eh .. DECK ELEVATION — DTS ice". DECK ELEVATION G 1 00 4 01 SCALE: l/2" = 1D0 i EXP R ES: 1 3 i ` 4 .01 04.09.08 REVISIONS LINE IS 2 INCHES SHEET I AT FULL SCALE I S4.01 (IF NOT 2 - SCALE ACCORDINGLY) 6 5 1/2" 1/4" GAP (E) WRB — WEATHER LAP STANDING SEAM METAL CAP 1 MINA J —TRACK FLASHING C/W MEMBRANE _ URETHANE CAULKING I WATERPROOFING ( (E) VINYL SIDING SYSTEM TREATED OPEN PRESSURE NRA TED WOOD FRAMED OTHERS) ® ®�� r MINI -'L' TRIM (:`: i DECK MEMBRANE (N) EXTEND WATERPROOFING ` \' \ \ FULLY ADHERED MEMBRANE UP SIDES OF ROUGH � ,. OPENING AND 6" BEYOND - WALL SYSTEM TO INCLUDE ( ) A3 5Z „ W/ Q COPYRIGHT 2007 /' /'��� „ /' /' /"� — " —' � E 1/111 ., - OPENING ON OUTSIDE FACE OF SITYG MEMBRANE (CONT.). W PLYWOOD SHT'G -� A2�6 STASN ES5 Miller Consultin En PRDVISIONS FOR WALL CAVITY / / / 9 9ine • WALL — WEATHER LAP BY WRB , (E) J —TRACK SET IN SEANT VENTiLATIO1N WOOD SCREWS (E) SLIDING DOOR BUM `PLYWOOD DECK FASTEN PER MAN. SPEC SHT'G MEMBRANE TO OVERLAP J ( f (E) TRIPLE BEAM THRESHOLD TAPE DURADEK' MEMBRANE MIN. 2SURFACE (N) DRIP EDGE FLASHING — BEN TSB TWIST STRAPS NOTE: IN SEALANT — FASTEN PER (N) DECK WATER FOR USE ON SURFACES OVER NON — HABITABLE SPACE ONLY: DURADEK MAN. SPEC. II I PROOFING — HEAT WELD i D "NON— HABITABLE SPACE” AS AN AREA NOT OVER A LIVING AREA 4 MIN. ONTO MAN. DRIP EDGE 'DURADEK' MEMBRANE OR OTHER AREAS. WHICH ARE NOT GOVERNED BY THE LOCAL BUILDING CODES (N) EXTERIOR GUTTER — DRAIN (N) 4x POST PER A (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 •:OVI.AMrMf.A..:M_.Ac (E) HANGER M I L L E R WATER MIGRATION INTO THE BUILDING ENVELOPE AND HAS NO CONSEQUENTIAL r NOTE:. 'DURADEK' 'L' TRIM FIXATION BAR NOT DAMAGING EFFECT TO THE BUILDING OR DECK SUPPORT STRUCTURE. DURADEK - - -- - -- 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 257" DRY BULB TEMPERATURE DOES SOUND AND TIME PROVEN. IF THE OWNER OR HIS REPRESENTATIVE DECIDES TO ' NOT EXCEED 29 DEC C (84.2 DEC F), E N G I N E E R S USE DETAILS DESIGNATED AS "NON— HABITABLE" BECAUSE OF AESTHETICS. M (E) PWD SHEATHING MAXIMUM BASIC WIND SPEED DOES NOT s ' ' ... .. ,: : : : ,. . PRACTICALITY, COST OR OTHER PROJECT SPECIFIC CONSIDERATIONS, DURADEK EXCEED 80 mph (129 km /h) OR MAXIMUM 5 1 /2 "I FORGOES ALL RESPONSIBILITY FOR USE OF THE DETAIL. �- BASIC WIND SPEED (3— SECOND GUST) DOES I t NOT EXCEED 100 mph (161 km /h). SEE t.... 9570 SW Bonbon Blvd. 2 WI SCUPPER DETAIL DURADEK' BULLETIN FOR DETAILS. CONN. E / DECK B M . Suite One Hundred NON— HABITABLE DETAIL Phonen(55) 246 1 1250 i2 1 FLU DOOR SILL 8.01 SCALE: 3" = 1' -0" 4 TO CN POST Fax (503) 246 -1395 8 SCALE: 6" = 1' -0" OUTSIDE PERIMETER 8.01 SCALE: „ /2" = ,' —D" 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. Z 5 1/2" (n I Lam, LL_I I— (N) 4x POST PER 0 Li ct 0946 PLAN CD (E) SLAB ON GRADE (2) # BARS EL 2 EA. WAY Q z Ldal III EL. O 0 0 ' _1 1 � —� � �_� `S W 1 1 N I -1 W J oo n ES L I [L v °i o _, CC O • UQ I L_ I (n I I <0 F 2 -0" 5 POST TO FTG. CONN. L/) 8.01 SCALE: 1 1/2" = 1' -0" —1 Q a�C T U R w • 0 P4 ,4 0 " . G IN £ �%' 8 Z. `a, w °.i.. cn ; O 16655PE UI —1 LT, LL • --.'-- y OREGON a�f� JOB No. r � � � RY ,5 2 ` / % ( s .. 070047 - — , DRAWN CHECKED r‘c 144 PM - DTS Py.y DATE 04.09.08 EXPIRES: 12 31 OS / REVISIONS LINE IS 2 INCHES 1 SHEET AT FULL SCALE S8.01 (IF NOT 2 - SCALE ACCORDINGLY) i gri p: lb E MILLER CE IV CONSULTING MAY 18 2009 ENGINEERS ant OF 7. STRUCTURAL CALCULATIONS BUDDING DIVISION N 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: +(ri ya1 �o & S _ PRO/ THESE CAL R +Jk - ' 0 . , A. OID IF SEAL e 16655PE ,:.-c.„ r . —'-z i 1<'<\ ` , OREGON !,:....-. ' v 41 . M c _. y AND SIG N RV i R NOT f DRIGFNAL * ** 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 %1 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= U240 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 I = 1.00 I = 1.00 I = 1.00 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. gi 9570 SW Barbur Blvd Project Name: Ash Creek Condo Exterior Deck Repair Project #: 070047 Suite One Hundred Mk 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. 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' v r - I Ash Creek Condo Exterior Deck Repair 070047 9570 SW Barbur Blvd Project Name Project # all Suite One Hundred 1 1040 SW Greenberg Rd., Tigard, OR ® Portland, OR 97219 -5412 Location Ash Creek Park c/o Appleton Properties, Inc. MILL Client CONSULTING (503)246 -1250 JJB 6/20/07 a of.5 ENGINEERS Fax: 246 -1395 By Ck'd K.4-1.4 Date Page BENDING and AXIAL COMPRESSION OF WOOD COLUMNS [uniform, load unless input M(strong)1 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 (I „) = 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(lu) [if lu/d2<71 ] 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 >143] 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 /d1 = 18.17 = 0.10 (Compression) CF= 1.1 le2/d2 = 28.56 F = 1.35 ksi F,* = 1.7078 ksi F = 0.55 ksi [1+ (Fce/Fc *)1/2(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) I BENDING F (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) Fb = 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 F5 (strong) = 2.02 ksi (Bending) CF = 1.3 TABLE 4A for members smaller than 5x5 0 = 0.02 in L/ 4533 Member Size 14 x 6 P.T. HF #1 or Better I -f2 (' . rn IS�� . Hsc- yyc, p, /!ff ' u't n iit , ��( Fon. 7 7 P. EX ir2 D c.=, /< p.„,7 .„, Ili Top Co ., . G* r L- "WI G r b ? . e 2„„ f ti s"c T5 /8 7 w,si s 74. Apr L c' "P• r ia a' -,r c'n,, -, ,(T ! 7,• i1 c_ ct. / iJ 1..-z/< Qc:r...r I I I P o J r (N ?o%. i.,,, ,,, . r ., f t ..- - (/) 4 31 (^ 1) c,- 4. r _II CE C -1 s y6, 01' ir r G - Ash Creek Condo Exterior Deck Repair 070047 ' 9570 SW Barbur Blvd Project Name Project # su ite One Hundred 11040 SW Greenberg Rd., Tigard, OR Portland, OR 97219 5412 Location MILLER Ash Creek Park do Appleton Properties, Inc. Client CONSULTING (503)246 - 1250 JJB 6/20/07 .3 of 5 ENGINEERS Fax: 246 -1395 By Ck'd Kr/wt Date Page 2001 National Design Specification for Wood Construction Reduction Bending Shear Bearing E Rb 8 Beam Copyright © 2004 Miller Consulting Engineers, Inc. CD 2.00 2.00 KbE 0.44 Mark Top of guard rail Material: DIMENSIONAL LUMBER CT 1.00 1.00 1.00 1.00 FbE 8967 Grade: Hem /Fir No. 2 or Better C 1.30 Fb` 1768 psi r 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 w1= 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 I E' 1235000 psi Xa = 5.541667 ft Pa= 200 lbs A = 8.25 in C 1.00 P 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 lbs El = 25684 kip -in R2 = 100 lbs M = 550 ft-lbs Le = 2.06 ft Material DIMENSIONAL LUMBER I V A = U 180 A= 0.38 _ inch Fb = 850 psi Grade Hem /Br No. 2 or Better V Ilmit Fe = 150 psi Load Duration, C IMPACT 2.0 (NON PT) Fb'=( Fb)( Cd )(Ct)(Cf)(Cm)(Ci)(Cr)(CL)(Cfu) = 1,746.9 psi E = 1300 ksi Temperature Factor, C DRY r o = boor I w Fv'= (Fv)(Cd)(Ct)(Cm)(Ci) = 240 psi Fc = 405 psi Wet Service Factor, C MOISTURE CONT LESS THAN 19% IV 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% -_ M = 550 ft-lbs < Mmax = 1,101 ft-lbs Member 2x6 I e' 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 Dell. Capacity = 51.4% Hem /Fir No. 2 or Better 600 - ' o.000 500 ,' \N -0 050 - 400 j N,.. -.- -0.100 - 300 i 2 -0.150 a , • 200 o -0.200 > _ / • 100 0 -0.250 ,�� 1 1 ,; t . I I t f _ k i ff ii v rr. ,.tom s' :'. -0.300 - .,., {4,r1�+ 11.x1.,,.. -100 0.350 -200 0 o.aoo o r a o e m m m m m or Er ri Sheaf oe '� w '� N r r CO CO m - ^ Distance (k) LO - Moment Distance (ft) L COONAC.T TO POST U$rNG A34 AtaG(-E ,ne tr.e) J/. 2'/2' wood ca. 1. k V3'-12- I AI 9570 SW Barbur Blvd Ash Creek Condo Exterior Deck Repair 070047 Project Name Project # Suite One Hundred Mill 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 Ck'd 1,- Date Page 2001 National Design Specification for Wood Construction Reduction Bending Shear Bearing E Rb 4 Beam Copyright © 2004 Miller Consulting Engineers, Inc. CD 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 e 3.500 in C 0.80 0.80 1.00 0.95 Fe' 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 C( 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 LUMBER V 4 = U 240 4= 0.30 inch Fb = 850 psi Grade I Hem /Fr No. 2 a Better I V Fe = 150 psi Load Duration, Co I YEN YEARS 1 o DCCuP uvE I V Fb'=( Fb)( Cd )(Ct)(Cf)(Cm)(CI)(Cr)(CL)(Cfu) = 882.9 psi E = 1300 ksi Temperature Factor, C, I DRY T < s 100oF L ._ Fv'= (Fv)(Cd)(Ct)(Cm)(Ci) = 120 psi Fc = 405 psi Wet Service Factor, C I MOISTURE CONT LESS THAN 19% IF E'= (E)(Ct)(Cm)(Ci) = 1,300 ksi R1 Req'd Bearing Width 1.00 in. Incising Factor, CI MEMBER IS INCISED Fc'= (Fc)(Ct)(Cm)(Ci) = 405 psi R2 Req'd Bearing Width 1.00 in. Repetitive Factor Cr MEMBER IS NOT REPETITIVE I V ib = 624 psi < Fb' = 883 psi Bending Capacity = 70.7% ■ M = 918 ft-lbs < Mmax = 1,298 ft-lbs Member 9x6 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 Den. Capacity = 54.0% Hem /Fir No. 2 or Better 1,000 I 0.000 800 //\ -0.050 7 \N 600 -0.100 L a 400 - 2 -0.150 - >- 200 , t„ , ; , -0.200 t` 'I ij ' % 1V4r0. ,. _ 1 ti l n =i „, -0.250 -200 -0.300 - -400 5 0 m m m a 2 71 lied Shear o Distance (ft) - Moment Distance (ft) CoaNIEc - r ro i r ,JS t N> 40SC-4O- I 9570 SW Barbur Blvd Ash Creek Condo Exterior Deck Repair 070047 Project Name Project # at Suite One Hundred 11040 SW Greenberg Rd., Tigard, OR Mb Portland, OR 97219 -5412 Location MILLER Ash Creek Park do Appleton Properties, Inc. Client CONSULTING (503)246 -1250 4/7/08 5 of ENGINEERS Fax: 246 -1395 By IVA Ck'd 1V Date Page