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Plans I • • • •• •• •S . • - _ • • • • • • • • • • • • . 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 DF THE PROJECT AS INDICATED BY THE CONTRACT UNLESS OTHERWISE NOTED ON THE DRAWINGS. THE FOLLOWING NAIL SIZES SHALL BE USED .. - DOCUMENTS. SHOULD ANY OUESTION ARISE REGARDING THE CONTRACT DOCUMENTS OR SITE UNLESS NOTED OTHERWISE: _ -a'`� , " 'f'4"; CONDITIONS. THE CONTRACTOR SHALL REQUEST INTERPRETATION AND CLARIFICATION FROM ! 1 �' _° ' 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. `.,�',.,,,.T ;'�• • • 90 �- SIGNIFY THAT THE CONTRACTOR HAS REVIEWED AND FAMIUARIZED HIMSELF WITH ALL ASPECTS 8d NAIL: 0.131 INCH DIA - X 2 Ti INCHES LONG WITH MIN. HEAD DIA. 9 32 IN. �''A I • �ti',',1_,: F �`'� •�_;.. +_� �• ___'y3�;_ OF THE PROJECT AND HAS COMPLE is COMPREHENSION THEREOF. ALL PHASES OF THE WORK 10d NAIL: 0.148 INCH DIA.X 3 INCH LONG WITH MIN- HEAD DIA. 5/16 IN. ( • • •, �'.�e i R� ' , "` •,6 -\ _ -� -• �$-SW Oak 5?_„ _ ._ -_ ___ - -- " SHALL CONFORM TO THE STATE OF OREGON 2007 EDITION STRUCTURAL SPECIALTY CODE, 12d NAIL: 0148 INCH DIA.X 3' 'A INCHES W1TH MIN. HEAD DIA. 5/16 IN. -•; • \�� !� - EFFECTIVE DATE APRIL 1, 2007, BASED ON THE 2006 INTERNATIONAL BUILDING CODE, / ' Y `:E I I • • HA 3x'• �\ • • COPYRIGHT 2007 16d NAIL: 0.162 INCH DIA. X 3 '/t INCHES WITH MIN HEAD DIA. 11 32 IN. I • • • ' I ` • •.I INCLUDING ALL REFERENCE STANDARDS, UNLESS NOTED OTHERWISE. THE CONTRACTOR SHALL 1 't • • ' \"� •t °•... • ��,. , � Miller Consulting Engineere,lnc BE RESPONSIBLE FOR CONFORMANCE TO ALL SAFETY REGULATIONS DURING CONSTRUCTION. STAPLE OF EQUIVALENT VALUE MAY BE SUBSTITUTED AFTER REVIEW BY ENGINEER. NAILS AND �' ' \ _k \�+. 131 I I 1 -.c-.. (q; STAPLES SHALL NOT BE OVERDRIVEN. I -,� �P. t\ 2. THE CONTRACT DRAWINGS AND SPECIFICATIONS REPRESENT THE FINISHED STRUCTURE. ) ^F t 2 n( • UNLESS OTHERWISE SPECIFICALLY NOTED, THEY DO NOT INDICATE THE METHOD OF NAILING SCHEDULE „rote ';1 I I i ^ v - �� k jp CONSTRUCTION OR CONSTRUCTION LOADS. ONLY THE CONTRACTOR SHALL PROVIDE ALL .., .m: • • • • • • • •�'►` -" METHODS, DIRECTION AND RELATED EOUIPMENT NECESSARY TO PROTECT THE STRUCTURE, LUMBER MAY I S I I • • �� + • • • •` -`:'. ` WORKMEN AND OTHER PERSONS AND PROPERTY DURING CONSTRUCTION. THE CON TRACTOR ( ) ( j / �:.2 ' • • • • • • • '• std'" BOTTOM B0T PLATE PL TO DECKING JOISTS, t6d AT 8" O.C. w _ SHALL AT HIS OWN EXPENSE, ENGAGE PROPERLY QUALIFIED PERSONS TO DETERMINE WHERE FACE NAIL g� ...• , • �___ - - - r - � 17 AND HOW TEMPORARY PRECAUTIONARY MEASURES SHALL BE USED AND INSPECT SAME IN THE r 5 � .da., • •: ! 1N Ita Litr_•a� "- (� 1Ty, 1 D PAv _ • • •,. -• -. • � - i,`'�� FIELD. ANY MATERIAL NOT AS SPECIFIED OR IMPROPER MATERIAL INSTALLATION OR 30T PL /TOP PL TO STUDS, END NAIL (2) l6d AT 2x4, c • O• { •�,' - a • v 1 '1 E "�' WORKMANSHIP SHALL BE REMOVED AND REPLACED W1TH SPECIFIED MATERIAL IN A t {'�� - '";dL� (3) 16d AT 2x6 BU LD c• `f i ';1O _ p % WORKMANLIKE MANNER AT THE CONTRACTOR'S EXPENSE. �` I t 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. �'; . ' y�3 Yf THE PROJECT SPECIFIED HEREIN. MILLER CONSULTING ENGINEERS DISCLAIMS ALL LIABILITY IF STAGGERED i y ; r.5', . . ! - THESE PLANS AND SPECIFICATIONS OR THE DESIGN. ADVICE AND INSTRUCTIONS ATTENDANT �'i ' Q ' 2 S_W Londaft St *1 -'r N S T I N s 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, \ s B -- `', 'r�',,i.,. E N C I N E E R $ LOCATION SPECIFIED HEREIN. OBSERVATION VISITS TO THE JOB SITE AND SPECIAL INSPECTIONS STAGGERED . e I I '- 21 ARE NOT PART OF THE STRUCTURAL ENGINEER'S RESPONSIBILITY UNLESS THE CONTRACT °' DOCUMENTS SPECIFY OTHERWISE. DBL. TOP PL SPLICES, FACE NAIL (12) 10d EA. SIDE OF Y �1 IRS - _ -_ - _ I I I ' JOINT a I - - _ _ _ I �z ��„' m. 4.CONTRACTOR SHALL VERIFY SOIL CONDITIONS AT THE FOOTINGS AND MAKE ANY NECESSARY ' ]i (� ' - I zx 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 y I _ ;a iO Suite One Hundred E 95% OF MAXIMUM DENSITY AT OPTIMUM MOISTURE CONTENT PER AMERICAN SOCIETY FOR FACE NAIL '�.'J o Portlond, OR 97219 -5412 TESTING AND MATERIALS, ASTM D69B (STANDARD PROCTOR), OR ASTM 01557 (MODIFIED I '.`i .:(e,Face L I I ~ ' '-I Phone (503) 246 -1250 PROCTOR). THE COMPACTION SHALL BE VERIFIED BY A QUALIFIED INSPECTOR APPROVED BY CONTINUOUS HEADERS) (HORS.) TO STUDS, (4) 10tl •S F�. SW Nonh Dakota 61 SW NoTB Dakota St c SVl' Nnnh Fax (SD3) 245 -1395 THE BUILDING OFFICIAL COMPACTED STRUCTURAL FILL FOR DEPTHS GREATER THAN 12 INCHES TOE NAIL SW' NoNottUD9 0la Sl „_ _ . I SHALL COMPLY WITH PROVISIONS OF AN APPROVED GEOTECHNICAL REPORT. ASSUMED SOIL 1 ! 1 ! I BEARING PRESSURE 1500 POUNDS PER SQUARE FOOT (PSF). TOP PL TO HORS, FACE NAIL 16d AT 16" O.C. l _ _ - - _ - I 5. DESIGN LOADS: LIVE LOAD REDUCTION FOR BEAMS AND COLUMNS WAS NOT USED. THE JOIST TO DBL. TOP PL /SILL PL, (4) 10d 3' ;- t �4 :,SW 87th Ct r Im FOLLOWING ARE THE DESIGN REQUIREMENTS: TOE NAIL �._.� 'c' ' - 1O1 N 'g: H O, -` - I jm'yl A) DEAD LOADS: ROOF = 15 PSF BLOCKING TO STUDS, TOE NAIL (2) 10d --�- N DECK = 15 PSF .�,'� .4.., �I� I I y WALL = 8 PSF JOISTS TO BLOCKING, END NAIL (3) 16d '®% I f '-gad I -_ _ io ` 8) FLOOR LIVE LOAD FOR RESIDENTIAL CONSTRUCTION ARE: FLOORS, DECKS, 40 PSF. -''.1 - -- - - - -1 C) ROOF LIVE LOAD: SNOW LOAD CONTROLS DESIGN STUDS TO HORS END NAIL (6) 16d AT 4x6/4z8 .` ," I`, Sy : D) ROOF SNOW LOAD: Pg = 25 PSF (8) 16d AT 4x10/4x12 } tiiy _,.F , • i (' --.Gree„A I , Pt = 17 PSF (MINIMUM 25 PSF ROOF SNOW) - `" - Ce = 1.0 HDRS TO CRIPPLE STUDS, TOE NAIL(4) 10d z Is = 1.D - Ct = 1.0 ROOF TRUSS BOT CHORD TO DBL TOP PLSIMPSON H2.5 ` A D 6.CONCRETE SHALL BE 3000 POUNDS PER SQUARE INCH (PSI) MINIMUM AT 28 DAYS. MIXING, NAIL- LAMINATED BEAMS, FACE NAIL16d AT 8" O.0 VI CI \ I TY VI AI / Lit PLACING AND CURING OF CONCRETE SHALL BE IN ACCORDANCE WITH THE AMERICAN STAGGERED W/ (3) �y_ _ CONCRETE INSTITUTE, ACI 318 AND IBC SECTION 1903. ALL CONCRETE SHALL HAVE MAXIMUM 16d AT EA. END SCALE: N.T.S. W W/C RATIO 0.45, EXCEPT FOOTING SHALL BE MAXIMUM OF 0.50. ALL EXTERIOR CONCRETE SLABS SHALL HAVE 5% +/ -1Z AIR ENTRAINMENT. NO CHLORINE OR CHLORIDES. SLEEVES. BLOCKING TO TRUSSES /JOISTS, TOE NAIL ( 1Od �Y/ O OPENINGS, CONDUIT, AND OTHER EMBEDDED ITEMS NOT SHOWN ON THE STRUCTURAL LL_ DRAWINGS SHALL BE REVIEWED BY THE STRUCTURAL ENGINEER BEFORE POURING. CONDUITS JOISTS LAP SPLICES OVER DBL TOP PL (4) 10d FACE NAIL O K EMBEDDED IN SLABS SHALL NOT BE LARGER IN OUTSIDE DIMENSION THEN ON THIRD OF THE . THICKNESS OF THE SLAB AND SHALL NOT BE SPACED CLOSER THAN THREE DIAMETERS ON END /BAND JOIST TO JOISTS, END NAIL (3) 16d •w� l 00 . CENTER. WHERE NEW CONCRETE IS PLACED AGAINST EXISTING CONCRETE, THE EXISTING crry oF' -y ■G Y CONCRETE SURFACE SHALL BE CLEANED AND ROUGHENED TO A MINIMUM 1 4' AMPUTUDE. SHEATHING Cl1 liVs+ V W 7. ALL REINFORCING STEEL (RESTL) TO BE DEFORMED 9AR5 PER ASTM A615 GRADE 6D. ROOF Bd AT 6" 0 C. AT ALL SUPPORTED PANEL EDGES AND ROOF A PPro ••ts N �•s C LY w cc O 6 UNLESS NOTED OTHERWISE, SET MAIN RESTL 3" FROM EARTH AND 2" FROM FORMED EDGES AND 12" D.C. AT ALL INTERMEDIATE SUPPORTS. � p, SURFACES. BAR LENGTHS DETAILED ARE OUT TO OUT AND DO NOT INCLUDE ALLOWANCE FOR r 0 Y ' l 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 COnf�ition� Appeoveti..»..«•�. -• $, HORIZONTAL FOR ALL CORNERS FOR #5 AND SMALLER. SET ALL ANCHOR BOLTS AND DOWELS SUPPORTS. \ / 1 tter �� FoIIo� w �0)i BEFORE POURING CONCRETE. ALL REINFORCING STEEL SHALL BE SUPPORTED ON WELL -CURED 'J ►Ju p 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 0 C. AT ALL ` A t�.� "'`-1 • . _� Q .-� STANDARD PRACTICE, MSP -1. REINFORCING STEEL SHALL 8E DETAILED IN ACCORDANCE WITH INTERMEDIATE FRAMING MEMBERS. �f 11 �.� T THE "ACI MANUAL OF STANDARD PRACTICE FOR DETAILING REINFORCED CONCRETE v #( �{,,,,.�� STRUCTURES,' ACI 315. 11. PLUMBING, FIRE SUPPRESSION. ELECTRICAL, MECHANICAL LAND USE. SITE PLANNING AND Pe TtYtlt i�Lhl[[lGl. �� EROSION CONTROL ARE BEYOND THE SCOPE OF THESE DRAWINGS AND ARE PROVIDED BY �L/ ����� r���� � �� 0< B. ALL STRUCTURAL WOOD COLUMNS AND BEAMS TO BE DOUGLAS FIR /LARCH (DF /L), #1 OTHERS. A 0 7 - UNLESS NOTED OTHERWISE. ALL JOISTS, PURLINS, AND GIRTS TO BE DF /L p,2 AND BETTER ��' - fi _. �M' `� Q 0 �~ 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 BY' __ MASONRY SHALL BE HEM -FIR #2 PRESSURE TREATED UNLESS NOTED OTHERWISE. ALL SPECIFICATIONS AT SIGNIFICANT STAGES OF CONSTRUCTION AND AT COMPLETION AS REQUIRED A -`�� PREFABRICATED METAL TIMBER CONNECTORS AND HANGERS SHALL BE FULLY BOLTED AND /OR IN ACCORDANCE WITH IBC SECTION 1709. THE CONTRACTOR SHALL PROVIDE SUFFICIENT �a NAILED. ALL CONNECTORS, HANGERS AND FASTENERS IN CONTACT WITH PRESSURE TREATED NOTICE TO ALLOW SCHEDULING FOR A STRUCTURAL OBSERVATION. STRUCTURAL OBSERVATION A WOOD SHALL BE GALVANIZED OR EQUIVALENTLY PROTECTED PER IBC 2304.9.5. SILL PLATE TO SHALL BE BY THE ENGINEER OF RECORD. -- A W BE ANCHORED TO FOUNDATION WITH 1/2" DIAMETER ANCHOR BOLTS AT 4' -0" O.0 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 l r Z BEARING ON WOOD TO HAVE STANDARD WASHERS. BOLT HOLES IN WOOD SHALL BE 1/32" TO PRESSURES. -S �_- L �? i .- . . HOLES AS G PER SECTION DF THE DESIGN WOOpHAVE PILOT ,S_ � �a_� Q Q CONSTRUCTION. ALL SHEATHING SHALL BE APA RATED GROUP 1, EXPOSURE 1 IN COMPLIANCE jn ° •� N - WITH VOLUNTARY PRODUCT STANDARD DOCUMENT P51 AND DOCUMENT P52.�~ 4 •L,f 1 Z t- Q G - �? n z HJ} 15/32" THICK SHEATHING TO BE C -D WITH SPAN RATING OF 32/16. ;' C�'`' . e o m 3/4" SHEATHING TO BE C -D WITH SPAN RATING OF 48/24. z V �Q ` \Y��,r� " , . o U NAILED ONGUE AND GROGUC (T &G) WITH SUPPORTS AT 24" O.C. EXTERIOR GRADE UNDER ,- 6655PE '` "�E� o - ®FFICE C ®PY W w z_ SLABS, INTERIOR GRADE WHERE PROTECTED FROM MOISTURE AND TO BE GLUED AND G w c ) - _" U • SCOPE OF WORK: / F-- - - REPAIR AND STRENTHENING OF' EXISTING EXTERIOR DECKS ONLY, ( - ,- "O"9 _F a / v (n (/) ALL SHEATHING WALLS AND /OR SHEAR WALLS TO HAVE 2x BLOCKING AT PANEL EDGES DUE TO DRY ROT AND SAG. WATERPROOFING BY _�� ;L1 / UNLESS NOTED OTHERWISE. SEE NAIUNG SCHEDULE. WESTERN ARCHITECTURAL. V A OREGON! _�r' � ° JOB No. 7 9.ALL STRUCTURAL WOOD MEMBERS EXPOSED TO WEATHER OR AS NOTED ON DRAWINGS OR e'� s " � �" �'° `: ` 070047 AS REQUIRED BY IBC SECTION 2303.1.8, SHALL BE PRESSURE TREATED IN ACCORDANCE WITH V `, /lR � 1 .- "'-. AMERICAN WOOD PRESERVATIVE ASSOCIATION (AWPA) STANDARD P5 FOR WATER BORN �,R ' °x,", :�" PRESERVATIVE (ACC, ACA, ACZA, CZC, AAC, ETC.) OR PB FOR OIL BORN PRESERVATIVE E� � = DRAWN CHECKED (COPPER NAPHTHENATE) WITH A RETENTION NOT LESS THAN 0.4 LBS /CUBIC FOOT PER AWPA ty CF3'.���,�f L STANDARD C2. PRESERVATIVE TREATMENTS SHALL CONFORM TO THE REQUIREMENTS OF THE _ _ _ ..'s' D TS k�''1�1 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: �. DATE 04.09.08 COASTAL REGION SPECIES AND TREATED PER AWPA STANDARD C28. ALL TRIMMED SECTIONS, 50.01 STRUCTURAL NOTES I PIKES: 1 2 -31 - l� ` CUTS, DAPS, OR HOLES IN PRESSURE TREATED MATERIALS SHALL BE TREATED WITH COPPER 51.01 TYPICAL UNIT PLAN �. SITE P L A f\ REVISIONS NAPTHENATE, IN ACCORDANCE WITH AWPA STANDARD M4. FOR ADDITIONAL REQUIREMENTS, S1.02 DECK FRAMING PLANS -- -- - -- SEE IBC SECTION 2304.11 PROTECTION AGAINST DECAY AND TERMITES. 54.01 ELEVATIONS S6.01 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 HOT Y - SCALE ACCORDINGLY) J is I • • : • • • . • • • • • • • . . • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • , • • • • •• 11 ._ 1 . • • I I • • • ••• ••• • • • • • • • • • • • • • • • • • • • • • • • • • • • COPIRIGHT 2007 • I� • • ••• • Miller Consulting Engineers,Inc. , I ••• ••• • • • • • • : • • ,1 • III. • 1 • I OOOOOOOO Art , I 1111k MILLER CONSULTING ENGINEERS 9570 SW Borbur Blvd. Suite One Hundred Portland, OR 97219 -5412 Phone (503) 246 -1250 Foe (503) 246 -1395 0 LL Z Q (n W I- CC LIJ R � EL U 0 Y IX D Y o_ SD U w W EL0 0 H r7 Y W V1 N LLJJ m LLJ (L <r °' DC Q ° o i 0trr 20 Q0 " E S. �q4 b I n \. � � 4r a - ? 16655PE • 4'G I d © OR EG ON a �L,— f `� ", S- 4TYP. 10. -9.. TYP. 1 9 , -8 " . ° . - '_RY i �? ". -` ` Vi . .. JOB No. • 7' -6" 33' -9" 41 " rOCc °. 070047 75' -0" - -- DRAWN CHECKED E XPIRES: 12 -31 -?e DTS (l.--, DATE 04.09.08 TYPICAL (E) UNIT PLAN REVISIONS 1/4 "- 1 -0 LINE IS 2 INCHES SHEET AT FULL SCALE ' C • O I (IF NOT 2' - SCALE ACCORDINGLY) J • • • • •• • •• •• •• .- _ -• = • • • • • • •. •• • • • • ••• • • •' • • • • . • • • • . • • • • • • • • • • • • • • • • • • • • •• • • • • • • • • • • • • COPYRIGHT 2007 • • •.• • Miller Consulting Engineers,Inc. • • • • ••• ••• •• • • . . • • • • • • • • • • • • grt • • ••• ••• ••• • MILLER CONSULTING ENGINEERS (E) TRI 158.01 CANTILEVER PLE 2x10 9570 SW Borbur Blvd. Suite One Hundred _ J _ Portland, OR 97219 -541 2 REPLACE (E) JOISTS x LJ 7 Phone d, OR 9721 246-1250 LIKE MATERIAL REOUIRED AS , AI Fax (503) 246 -1395 L Nu im i (E) EXTERIOR 2x STUD WALL 9 IS, - 0 7 ; W ; 1 ak FAR VOF \ \_ CL WW Q w ( 4x6 P.T H #1 POST \A Al N AND UPPER TOP CONN. EA. SIDE OFW(E) w DECK FRAMING BOT. ( CONNT AL A35 a. SCALE: 1/2" = 1' -0" 1 D Y a_ co U w W L i Qz 0_o (E) SLAB ON GRADE 0 ~ r7 Y LLJ vi N LL1 -J , r` Lr_J EL v °' x L 0tE UQ I 0 0 8" Q U - (N) 4x6 P.T, HF #1 r-(N) 24" SO. x 12 DEEP POST WI 0946 / F TG. W/ (2) $4 BARS / / EA. WAY AT ROT. rill — z Q FOUNDATION PLAN 54 v cru p , . 0- NOTES: SCALE: 1/2" = 1' - 0" ' yy - ` n V PROF t --..-. ALL FASTENERS AND HARDWARE '�`' I N (Lt. D - r z �„ v TO RE HOG OR S.S. c hJ ,� G t �, � -. Q 16655PE N L._ "7 , ''''? S / .. JOB No. O REGON oti - __ = ' 070047 �1 �(� 2� r DRAWN CHECKED q RY i5_ 4 DTS { . + �' D ATE _ _ 04.09.08 I EXPIRES: 12 -31- 0 0 I REVISIONS LINE IS 2 INCHES SHEET AT FULL SCALE I S1.02 (IF NOT 2" - SCALE ACCORDINGLY) • • • • •• • •• •• •• ,. ._•--.11-11 • • • O • • • • • • • • • • • • • • • • • • • • • • �. ••• • • • • ••• .•• • • • • • • • • • • • 0 • • • • • • • • • • • • • • • • • • • • COPYRIGHT 2007 • • • • • • • • • • Miller Consulting Engineers,Inc. • • ••• •:• ••• ••• :• . S • • • • • • • • NOTE: ALL FRAMING TO • • • . St 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 #Bz2 1/2" GALV. OR STAINLESS WOOD ENGINEERS SCREW, TYP. (N) 2x4 P.T. HF STUDS AT 24" O.C. (N) P.T. 15/32 APA RATED SHEATHING 9570 SW Borbur Blvd. W/ Bd NAILS AT 12" 0 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 Fox (503) 246 - 1395 HANGER) r , A35Z OR A35SS z > (N) 4x6 P.T. HF #1 a of - (E) TRIPLE 2x10 ATTACHED TO COLUMN oI v i/ "> T— Z USIN BEAM (2) TOTAL DTL. 4/58.01 , • 1 lI LL Z (E) GUARDRAIL TO BE REMOVED AND Q REPLACED WITH (N) GUARDRAIL (FRAMING n SAME AS ABOVE) Q. w EXISTING EXISTING Z W ~ BUILDING (N) 4x6 P T. HF #1 \ BUILDING L W 2 IN CL + O C I2 D w W � 0 } g `S W u N (E) TRIPLE 2210 (CONN. SAME AS ABOVE _ w O1 SE DTL. 4 /58.01) � EL O = • . p CO Q T N�� = O -r • Q U H (N) 4x6 P.T. HF #1 (N) 4z6 P.T. HF #1 I °c_3,-, � F /- (E) SLAB ON (E) SLAB ON - w �� H" GRADE GRADE , 16655PE o Q �/ . yr Li.i 1 � � l ... - - -- 9 OREGON o N -v .°, I _. . I • � � :' �' i <4 � Ci �RY j 5 ' � 20 JOB No. / C\ '':' 070047 — — • 1 , F4 C DRA CHECKED 1 DECK ELEVATION 2 DECK ELEVATION - _. - _ _ DTS IC t ' 4 SCALE: 1/2" = 1' -0" 4.01 SCALE: 1/2" = 1' -0' + EX 12-31- OS DATE 04.09.08 REVISIONS LINE IS 2 INCHES SHEET AT FULL SCALE ' S4.01 (IF NOT 2 - SCALE ACCORDINGLY) I 1 ( , • • • • • • • • • • • • • n - • • • • • • • • • • • - • • • • • 1 • • -• • - (E) WRB - WEATHER LAP • • • • • • • • • • • 1/4" GAP 6 • • • 1/ " • STANDING SEAM METAL CAP 1 MIN.O • • • • • • • • • • • • • • j- TRACK I FLASHING C/W MEMBRANE � • • • • • • I URETHANE CAULKING (N) OPEN PRESSURE WATERPROOFING (BY �/2 0fi rt (E) VINYL SIDING SYSTEM OTHERS) t TREATED WOOD FRAMED ®�� ® ®�'I MINI -' TRIM DECK MEMBRANE I WALL \ • • • • i • (N) EXTEND WATERPROOFING ° • • o • • • • • •\ • • • • • • • • • . . M 1 FULLY ADHERED MEMB UP SIDES OF ROUGH • • • • • • • ����U���O�O�Od�� , OPENING AND 6" BEYOND I WALL SYSTEM TO INCLUDE • •(,t • -- OPENING ON OUTSIDE FACE OF • • CO 2x ECK AST • • • A352 OR A35SS W/ #8x2 COPYRIGHT 2007 WALL - WEATHER LAP BY WRB SHT'D MEMBRANE (CONT.). • • W/ PL'Y I! SHTt 1/2 GALV /STAINLESS Miller Consulting Engineers.lnc. PROVISIONS FOR WALL CAVITY WOOD SCREWS (E) J -TRACK SET IN SEALANT I VENTILATION ' (E) SLIDING DOOR `PLYWOOD DECK FASTEN PER MAN. SPEC SHT'G MEMBRANE TO OVERLAP I.f (E) TRIPLE BEAM • THRESHOLD SURFACE I I 61 'DURADEK' MEMBRANE MIN. 2" ••• • • • • • • • • BUTYL TAPE' (N) DRIP EDGE FLASHING - BEN • • • • • • • O • T518 TWIST STRAPS • dril NOTF: IN SEALANT - FASTEN PER (N) DECK WATER • ' • • • • • • • • �/" A I PROOFING -REAT WELD • • • • MAN. SPEC. I I • • • • • FOR USE ON SURFACES OVER NON- HABITABLE SPACE ONLY: DURADEK I 4" M IN. ONTO MAN. DRIP EDGE 'pURADEK' MEMBRANE • • • • • • • • • DESIGNATES "NON - HABITABLE SPACE" AS AN AREA NOT OVER A LIVING AREA I, (N) 4x POST PER OR OTHER AREAS, WHICH ARE NOT GOVERNED BY THE LOCAL BUILDING CODES (N) EXTERIOR CUTTER - DRAIN PLAN (i.e.: SUN DECKS, PATIOS, ETC.). A NON - HABITABLE DETAIL COULD BE TO INCONSPICUOUS LOCATION Ii ' - 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' 'C TRIM FIXATION BAR NOT DAMAGING EFFECT TO THE BUILDING OR DECK SUPPORT STRUCTURE. DURADEK - - -" REQUIRED IF: FIELD OF MEMBRANE ADHERED C 0 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 E N G I N E E R S SOUND AND TIME PROVEN. IF THE OWNER OR HIS REPRESENTATIVE DECIDES TO NOT EXCEED 29 DEC C (B4.2 DEC 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 WND SPEED (3- SECOND GUST) DOES 9570 SW Borbur Blvd. NOT EXCEED 100 mph (161 km /h). SEE / 1 NON—HABITABLE DETAIL 2 WIDE SCUPPER DETAIL DURADEK' BULLETIN FOR DETAILS (E) DECK B vl . Suite One (5 Hundred C o0 Portland, OR 97219-5412 Phone (5 Hundred 246 -1250 1 FLUSH DOOR SILL 8.01 SCALE: 3" = 1' 4 N N. T O N POST Fox (503) 246 -1395 8.01 SCALE: 6" = 1' - 0° OUTSIDE PERIMETER 8 .01 DAL : 1 1/2" _ ,' -p 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. (��// ci - LJ_ Z 51/2 a_ (r) I w_ L1J ~ (N) 4x POST PER E � CL w C PLAN B46 O (E) SLAB ON GRADE CL a. • (2) #4 BARS z EA. WAY -_ - -_- CL cC a0 Q F- M -- fH I Y w Di N LLJJ �n Lit a. v O n fYd °O U¢ cn� oa ' z D I <o �P 5 POST TO FTC. CONN. (1) 8 SCALE: 1 1/2" = i' -0" J Q S- Q 0CT UR w phi 0 <5, P1 Io G I .--,..>-.--- ,e' `f z Z �C ' tiJ E E •. ,� 0 2 ¢ U (1') cQ, 16655PE , Q w LL `� 9 OREGON o`T JOB No. • Fie' GA - e4.- . /4 RY 1 , ', , DRAWN CHECKED i FACO °'.'� DTS ,r" — DATE 04.09.08 EXPIRES: 12 -31- OS 1 REVISIONS LINE IS 2 INCHES SHEET I AT FULL SCALE I S Q O 1 (IF NOT 2 - SCALE ACCORDINGLY) J CJ I , . 'S .. il 4 it MILLER RECEIVED CONSULTING MAY 18 2009 ENGINEERS CITY OF TIGARD 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: r-i bro O PR :'t THESE CAL t J. - r N` ' • t .- OID IF SEAL 16655PE -'" i•t "2 � nom , ..--..-z � Ile ,� y OREGON :,‘::71 q- i C� RY 1' ,,, AND SIG�Z.V Ty 2 A N OT p RIGINAL PIH -S 2cJ_ -� * ** 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 Consunrng �4.\ Engineers Councrr 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 6= U240 6= A= A Loads: Deck 40 PSF Garage PSF Corridor PSF A= U180 :_1_ A= Lateral Design Parameters: Wind Design: N/A Wind Speed (3 sec Gust): MPH Exposure Seismic Design Importance Factors Iw = 1.00 I = 1.00 I = 1.00 wind seis mic snow MUSGS 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. 9570 SW Barbur Blvd. Project Name: Ash Creek Condo Exterior Deck Repair Project #: 070047 NIP gil 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: Mg Ck'd: / 1 ^ Date: 04/08/08 Page 1 of 5 CN I R. I /Z /' r 7 r f C.__ L-. c. ' 6 - r z) ' /') ( L r 2 /o L/= - ,Ly 2xi P, : /1, '' o.:. 7 r C/,- /./i c.. =ow,L. C__ /,Z C.,,- CJ z /o('L/ _ .M uYe/ pi- /I f5 = 7 o. i" < 936. %'J;_ /-5 ,t /. V_ < >` a -. 0• = /se,& < L /Qc. 0/r Gvo~ / (, - f.�1 Qv A.... I wgaC 1\, t i( L!„._.._.,...-.....-- S ' _... -- - -- N S C.' 2 X , ° , 7',7, / , / / . / OA 73 14 . / /M "./ • /44A r c /! (L /2'3 r ry 2 b C -P T / (A) /2_O/_ 23L- -, - ' 2>,..•, c / + z vor, ,-, = 2 ooPu= 1\-) � v -77"/ Y'A 'O ?.7. #/ ": 7 O t. /7 r/t . - u c Zc: Cot _ /./,- C --- o,t.0 C _ /, z . i --- _ - J d ? n P m 2,s—to r i- .■ r y = 6 3 3.ir' < 93 6. ! 6 k -s< - -' -- -- /1 V -7- /0= 1 -1 -.1-4 o= n +v o 3 - : 7 < /72. s - /'r' - / ,k r j /2 ey wLU /s eASe_` / x/o P.7. rfr'r/ o ..- /3%.e. / ru- - (.r) ,z '° /i E/i r 0 Ac'c %; ( n/) r" 7G. /.7 4,z ( ) PJS _. ' q : /, L3 CrL < .-/f71 o /-c a+ sc.- 7y „ sQ' X /L” A C2--p / -7 -./ (z) fi g/ /?R/r.5 L -' g. ,•.,. C. ;3,7. L.� �. t I2 • v r .,, Ash Creek Condo Exterior Deck Repair 070047 9570 SW Barbur Blvd Project Name Project # a Suite One Hundred 11040 SW Greenberg Rd., Tigard, OR Ma Portland, OR 97219 -5412 Location Ash Creek Park c/o Appleton Properties, Inc. MILLER Client CONSULTING (503)246 -1250 JJB 6/20/07 a of .5 B Ck'd IC,.ti, Date Page ENGINEERS Fax: 246 -1395 Y . ,, - - - - -- 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 (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(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(Iu) [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)(I I) = 8.33 C (veil.) = 1.15 let = (Ke2)(12) = 8.33 Combined = 0.06 + 0.04 Cd (horn.) = 1.6 lel /d1 = 18.17 = 0.10 (Compression) CF= 1.1 le2/d2 = 28.56 F, = 1.35 ksi F,* = 1.7078 ksi Fie = 0.55 ksi [1+ (Fce/Fc *)1/2(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) 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) Fb, = 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 Fb' (strong) = 2.02 ksi (Bending) CF = 1.3 TABLE 4A for members smaller than 5x5 A = 0.02 in L/ 4533 1 Member Size 14 x 6 P.T. HF #1 or Better I tSc' Yr� P.i. /! /' r� a it j� % K 7t; /• TyP• tx ic-2 , .2 b c.. =c/ Pef% T O Toff C. . , -ro' cea7Y6sOSZ•v e 2 f 4.,,,.. -5 /5 7 . T�. , /�r L') L A. r,nc•" I, _.(' 7)r "4 ,vv , 6 : . ! 7 , . : -'. C.- L' (L tjcz /C C r t i . l \ 1pvf f (.t' (.t' . °7-. � ; .., .., • [.* f V ( / .. b,., � /) /} . `. / t f • Ash Creek Condo Exterior Deck Repair 070047 a 9570 SW Barbur sled Project Name Project # Suite One Hundred 11040 SW Greenberg Rd., Tigard, OR Milk 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 &1,-1 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 ITop of guard rail Material: DIMENSIONAL LUMBER CT 1.00 1.00 1.00 1.00 FbE 8967 Grade: Hem/ Fir No. 2 or Better CF 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 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 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 FbefFb' 5.07 Xc = 0 ft Pc= 0 lbs I = 20.8 in' C10 1.00 I R1 = 100 lbs V = 100 lbs El = 25684 kip-in R2 = 100 lbs M = 550 ft-lbs Le = 2.06 ft Material DIMENSIONAL LUMBER R/ _ A„„,, U 180 A= 0.38 inch Fb = 850 Psi Grade Hem /Fr 0o. 2 or Better Fv = 150 psi Load Duration, C IMPACT 2.0 (NON Pr) V Fb'=( Fb)( Cd )(Ct)(Cl)(Cm)(Ci)(Cr)(CL)(Cfu) = 1.746.9 psi E = 1300 ksi Temperature Factor, C, DRY r r = ■o00E V Fv'= (Fv)(Cd)(Ct)(Cm)(Ci) = 240 psi Fc = 405 psi Wet Service Factor, C MOISTURE CONY LESS THAN 19% ` E'= (E)(Cl)(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 V' fb = 872 psi < Fb' = 1.747 psi Bending Capacity = 49.9% M= 550 ft-lbs <Mmax= 1,101ft-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 - - o.000 500 /=,,, - -0.050 400 / ' . - -moo -- 300 1 / - 2 -0.150 sa / c 200 / o -0 200 2 100 / \ -0.250 ✓:.ca lf i,l t t t1 it , i 0 ew b,a �. i -0 300 - T rr" 4 k¢k?�'tI �n �'it r ° \ N. -100 - -0.350 -- 2 00 0 u" o. 0.400 o a \: o e a a a r l Shear ci __ ni ry e < ., . m m o, c Distance (h) - Moment Distance (ft) CONNECT TO POST US ,tic. 4 - AFKci -E JSE k3, )(. 2' W000 SCR,e`t •JS t0 VII a- I I .. e 9570 SW Barbur Blvd Ash Creek Condo Exterior Deck Repair 070047 Project Name Project # a Suite One Hundred _ Portland, OR 97219 -5412 Location 11040 SW Greenberg Rd., Tigard, OR MILLER Ash Creek Park do Appleton Properties, Inc. Client CONSULTING (503)246 - 1250 4/7/08 '- of5 ENGINEERS Fax: 246 - 1395 By Pe.P. Ck'd I1 Date Page 2001 National Design Specification for Wood Construction Redoclion Bending Shear Beating E Rb 4 Beam Copyright ® 2004 Miller Consulting Engineers. Inc. C 1.00 1.00 KbE 0.44 Mark f 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 Cr 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' R2 = 233 lbs M = 918 ft-lbs Le = 2.74 ft Material DIMENSIONAL LUMBER V A, = L/ 240 A= 0.30 inch Fb = 850 psi Grade I Nem /Fr No. 1 or Bette Fv = 150 psi Load Duration, C )I t TEN YEARS 1.0 E CUC UvE Fb'=( Fb)( Cd )(Ct)(Cf)(Cm)(CI)(Cr)(CL)(Ctu) = 882.9 psi E = 1300 ksi Temperature Factor, C, I DRY r <. 100UF Fv'= (Fv)(Cd)(Ct)(Cm)(Ci) = 120 psi Fc = 405 psi Wet Service Factor, C, MOISTURE CONY LESS TNAN 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 R2 Req'd Bearing Width 1.00 in. Repetitive Factor Cr MEMBER IS NOT REPERYIVE CI fb = 624 psi < Fb' = 883 psi Bending Capacity = 70 7% V M = 918 ft-lbs < Mmax = 1,298 fl-lbs Member °_6 O Iv = 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 IT Al a 400 - ` -0.150 • 200 -0 200 - -- N 0 �Cu G.3 -0250 \ �� vy �1.. � f 1 r ; -200 -0.300 -400 -0.350 GM Shear ?° ,1 m m a m m a, ::. o 0 0 - -« r1 or r, _. e 0 ui 0 o, ,. „ e e m a m - Moment Distance (ft) Distance (ft) CoLJ•ECRT TO US i Ns 41.)scyf,. 9570 SW Barbur Blvd Ash Creek Condo Exterior Deck Repair 070047 at Project Name Project # Suite One Hundred 1 1040 SW Greenberg Rd., Tigard, OR M Portland, OR 97219 -5412 Location M ILLER Ash Creek Park do Appleton Properties, Inc. Client CONSULTING (503)246 -1250 4/7/08 5 of 5 ENGINEERS Fax: 246 -1395 By PILS Ck'd 1414)..1- Date Page _