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Plans . ti I STRUCTURAL NOTES u 1 THE CONTRACTOR IS RESPONSIBLE FOR VERIFICATION AND CORRELATION OF ALL ITEMS AND 10. ALL NAILS SHALL BE COMMON AND NAILING UNLESS OTHERWISE NOTED ON THE SHALL BE PER THE NAILING SCHEDULE DRA W WORK NECESSARY FOR COMPLETION OF THE PROJECT AS INDICATED BY THE CONTRACT - DRNGS. THE FOLLOWING NAIL SIZES SHALL BE USED __ _ .D+ DOCUMENTS. SHOULD ANY QUESTION ARISE REGARDING THE CONTRACT DOCUMENTS -OR SITE UNLESS NOTED OTHERWISE: Vi=e - _ I= . CONDITIONS, THE CONTRACTOR SHALL REQUEST INTERPRETATION AND CLARIFICATION FROM " " " �' � �._. . - 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. = • �;' +L� { 'y; f et 6" . ,, A r C .� ar.. • SIGNIFY THAT THE CONTRACTOR HAS REVIEWED AND FAMILIARIZED HIMSELF WITH ALL ASPECTS Bd NAIL: 0.131 INCH DIA. X 214 INCHES LONG WITH MIN. HEAD DIA. 9/32 IN. ._ 2 . ._ 1 p 1.\ r %, >''r "•� =. '�-' c ':y? EEEttt " �-� - SW Oak St_ - OF THE PROJECT AND HAS COMPLETE COMPREHENSION THEREOF. ALL PHASES OF THE WORK lCd NAIL: 0.148 INCH DIA.X 3 INCH LONG WITH MIN. HEAD DIA. 5/16 IN. `S °:: ; _ __ _ _ SHALL CONFORM TO THE STATE OF OREGON 2007 EDITION STRUCTURAL SPECIALTY CODE, 12d NAIL: 0.148 INCH DIA.X 3 , A INCHES WITH MIN. HEAD DIA. 5/16 IN. '.= ` \� �;` '�( -- j¢I� EFFECTIVE DATE APRIL 1, 2007, BASED ON THE 2006 INTE BUILDING CODE, / n �1 + ' 1 . ' - ' " 'S�� \ 1 • • INCLUDING ALL REFERENCE STANDARDS, UNLESS NOTED OTHERWISE. THE CONTRACTOR SHALL 1 6d NAIL 0.162 INCH DIA. X 3 IN WITH MIN H EAD DIA. 11/32 IN. � r1 1 8 /oOQ I ��{� '=1 COPYRIGHT 2007 \ Miller Consulting Engineers,lnt. BE RESPONSIBLE FOR CONFORMANCE TO ALL SAFETY REGULATIONS DURING CONSTRUCTION. STAPLE OF EQUIVALENT VALUE MAY BE SUBSTITUTED AFTER REVIEW BY ENGINEER. NAILS AND ' •':'\ re - \�� Tai I STAPLES SHALL NOT BE OVERDRIVEN. f j' ` -� I \ \„ r ` \ 2. THE CONTRACT DRAWINGS AND SPECIFICATIONS REPRESENT THE FINISHED STRUCTURE. , I ` C ARD ,, `` UNLESS OTHERWISE SPECIFICALLY NOTED, THEY DO NOT INDICATE THE METHOD OF NAILING SCHEDULE CI i 1 •' 1 1 CONSTRUCTION OR CONSTRUCTION LOADS. ONLY THE CONTRACTOR SHALL PROVIDE ALL m P fi "' •.1 NI - --.�- ,I , METHODS, DIRECTION AND RELATED EQUIPMENT NECESSARY TO PROTECT THE STRUCTURE, LUMBER B.UIL��I'au DIVISION ' ' i.\ � ' ' PVC' BOTTOM (ROT) PLATE (PL) TO WORKMEN AND OTHER PERSONS AND PROPERTY DURING CONSTRUCTION. THE CONTRACTOR DECKING /JOISTS, 16d AT 8" O.C. '�'''• T \`• SHALL, AT HIS OWN EXPENSE, ENGAGE PROPERLY QUALIFIED PERSONS TO DETERMINE WHERE FACE NAIL ''' ' hady Ln _ �� ,ri AND HOW TEMPORARY PRECAUTIONARY MEASURES SHALL BE USED AND INSPECT SAME IN THE -dae- S__. > liga FIELD. ANY MATERIAL NOT AS SPECIFIED OR IMPROPER MATERIAL INSTALLATION OR ( ) - A - WI _ - . '/ A WORKMANSHIP SHALL BE REMOVED AND REPLACED TH SPECIFIED MATERIAL IN A ROT PL OP PL TO STUDS, END NAIL 2 16d AT 2x4, " (3) 16d AT 2x6 • - -' pr' SIN "": WORKMANLIKE MANNER AT THE CONTRACTOR'S EXPENSE. , - 1 " " - M I L L E R . ' ..5'�:.;. '_� $. 3. THESE PLANS, SPECIFICATIONS, ENGINEERING AND DESIGN WORK ARE INTENDED SOLELY FOR BUILT -UP /DOUBLE (DBL.) STUDS, FACE NAIL 1Od AT 8" O.C. ; ,' STAGGERED , . THE PROJECT SPECIFIED HEREIN. MILLER CONSULTING ENGINEERS DISCLAIMS ALL LIABILITY IF +� /� c , ' : ' I " , i ` .r C O N S U L T I N G THESE PLANS AND SPECIFICATIONS OR THE DESIGN, ADVICE AND INSTRUCTIONS ATTENDANT ':; ., ' ,' T sW Longslefl 5t_. r °)' : 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. J STAGGERED f r ;>i ". �p 1 5 LOCATION SPECIFIED HEREIN. OBSERVATION VISITS TO THE JOB SITE AND SPECIAL INSPECTIONS ��� I � ' 7 .R ARE NOT PART OF THE STRUCTURAL ENGINEER'S RESPONSIBILITY UNLESS THE CONTRACT \ .0/I = TU- °. ENGINEERS _ DBL TOP PL SPLICES. FACE NAIL (12) tOtl EA. SIDE OF ~"}. _ _ . , IB < LT DOCUMENTS SPECIFY OTHERWISE. JOINT t "- _ I I I I I 1<1 Ni N ' 4.CONTRACTOR SHALL VERIFY SOIL CONDITIONS AT THE FOOTINGS AND MAKE ANY NECESSARY 1, I I' ' / - , I �� I r i n ;z `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 I I e :' � "' I , Suite One Hundred e, ..._ 959 OF MAXIMUM DENSITY AT OPTIMUM MOISTURE CONTENT PER AMERICAN SOCIETY FOR FACE NAIL • - -' Ii ' 'd Portend, OR 97219 -5412 TESTING AND MATERIALS. ASTM D698 (STANDARD PROCTOR), OR ASTM 01557 (MODIFIED ':L rle.Face I ! I ' 1' Phone (503) 246 -1250 PROCTOR). THE COMPACTION SHALL BE VERIFIED BY A QUALIFIED INSPECTOR APPROVED BY CONTINUOUS HEADER(S) (HORS.) TO STUDS, (4) 10d _ _ - -- 'ti(�. -� - - .SV N orth Fax 503 ma y/ North Dakota St SW North Dakota SI ` _ _ ( ) 246 -1395 THE BUILDING OFFICIAL. COMPACTED STRUCTURAL FILL FOR DEPTHS GREATER THAN 12 INCHES TOE NAIL SW North, DBkOI9 SI • SHALL COMPLY WITH PROVISIONS OF AN APPROVED GEOTECHNICAL REPORT. ASSUMED SOIL r' 1 1 i ; B 1 EARING PRESSURE 150D POUNDS PER SQUARE FOOT (PSF). TOP PL TO HORS, FACE NAIL 16d AT 16" O.C. t T .LN ' ' � t I m j 5.DESIGN LOADS: LIVE LOAD REDUCTION FOR BEAMS AND COLUMNS WAS NOT USED THE JOIST TO DBL TOP PL /SILL PL, (4) lDd I T'?% • � \ . SW97rh CT•, _. ' . • FOLLOWING ARE THE DESIGN REQUIREMENTS: TOE NAIL ' r '.\ I I ; 't 'a', A) DEAD LOADS: ROOF = 15 PSF BLOCKING TO STUDS, TOE NAIL (2) 10d .t' . ? S G --. DECK = 15 PSF • . '',< 6 - WALL = 8 PSF JOISTS TO BLOCKING, END NAIL (3) 16d :R' ( f�+tl -- I_ I < ' I B) FLOOR LIVE LOAD FOR RESIDENTIAL CONSTRUCTION ARE: FLOORS, DECKS, 40 PSF. �* '.. - - '- -- C) ROOF LIVE LOAD: SNOW LOAD CONTROLS DESIGN STUDS TO HORS END NAIL (6) 16d AT 4x6/4x8 ' • - - ---- __ I hi D) ROOF SNOW LOAD: Pg = 25 PSF Glao�er Lily _ - Gr` 8 - ` '<I O 76d AT 4x70 / 4x12 I . Pf = 17 PSF (MINIMUM 25 PSF ROOF SNOW) - - - - -- ' � Ce = -0 HORS TO CRIPPLE STUDS, TOE NAIL(4) 10d �/ z Is = 1.0 Ct = 1.0 ROOF TRUSS BOT CHORD TO DBL TOP PL SIMPSON H2.5 I 6.CDNCRETE 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 \ V I TY v A P < V) PLACING AND CURING OF CONCRETE SHALL BE IN ACCORDANCE WITH THE AMERICAN STAGGERED W/ (3) W CONCRETE INSTITUTE, ACI 318 AND IBC SECTION 1903 ALL CONCRETE SHALL HAVE MAXIMUM 16d AT EA. END SCALE: N.T.S. w I-- wit RATIO 0.45, EXCEPT FOOTING SHALL BE MAXIMUM OF 0.50. ALL EXTERIOR CONCRETE SLABS SHALL HAVE 5% +/ -1% AIR ENTRAINMENT NO CHLORINE OR CHLORIDES. SLEEVES. BLOCKING TO TRUSSES /JOISTS, TOE NAIL (4) 10d N p OPENINGS, CONDUIT. AND OTHER EMBEDDED ITEMS NOT SHOWN ON THE STRUCTURAL T l•L w cc DRAWINGS SHALL BE REVIEWED BY THE STRUCTURAL ENGINEER BEFORE POURING. CONDUITS JOISTS LAP SPLICES OVER DBL TOP PL (4) 10d FACE NAIL CI�I TIG� a- EMBEDDED IN SLABS SHALL NOT BE LARGER IN OUTSIDE DIMENSION THEN ON THIRD OF THE / O . THICKNESS OF THE SLAB AND SHALL NOT BE SPACED CLOSER THAN THREE DIAMETERS ON END /BAND JOIST TO JOISTS, END NAIL (3) 16d p ",r.• y CC Z CENTER. WHERE NEW CONCRETE IS PLACED AGAINST EXISTING CONCRETE, THE EXISTING A.j r ,. ... ......» h � i.. Y CONCRETE SURFACE SHALL BE CLEANED AND ROUGHENED TO A MINIMUM 1/4" AMPLITUDE. SHEATHING CO -1:∎i1ionailyAppro �� '��� ved [ I Qz 7. ALL REINFORCING STEEL ( RESTL) TO BE DEFORMED BARS PER ASTM A615 GRADE 60. ROOF 8 W d AT 6" O.C. AT ALL SUPPORTED PANEL EDGES AND ROOF _ «^ * Gc UNLESS NOTED OTHERWISE, SET MAIN RESTL 3" FROM, EARTH AND 2" FROM FORMED EDGES AND 12" O.C. AT ALL INTERMEDIATE SUPPORTS. ; •CIf {ter ta FQk1OW..... .. ... [ , Q 0_ 0 o M SURFACES. BAR LENGTHS DETAILED ARE GUT TO OUT AND DO NOT INCLUDE ALLOWANCE FOR HOOKS OR BENDS. PROVIDE 2' -5" X 2' -6" RESTL OF SAME SIZE AND SPACING AS FLOORS 10d GALV. AT 6" O.C. AT ALL EDGES AND INTERMEDIATE 1 I ��, ao Y J N HORIZONTAL FOR ALL CORNERS FOR #5 AND SMALLER. SET ALL ANCHOR BOLTS AND DOWELS SUPPORTS. � • .Y�I "J � � N BEFORE POURING CONCRETE. ALL REINFORCING STEEL SHALL BE SUPPORTED ON WELL -CURED nr „ -:;1: ` �- '411 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 D.C. AT ALL a2 • f� Nu•+aw. - O STANDARD PRACTICE, MSP -1. REINFORCING STEEL SHALL BE DETAILED IN ACCORDANCE WITH INTERMEDIATE FRAMING MEMBERS. ( J 4�1 Q i THE "ACI MANUAL OF STANDARD PRACTICE FOR DETAILING REINFORCED CONCRETE �J ' STRUCTURES," ACI 315. 11. PLUMBING, FIRE SUPPRESSION, ELECTRICAL. MECHANICAL LAND USE, SITE PLANNING AND '7,1 J �•��`' O EROSION CONTROL ARE BEYOND THE SCOPE OF THESE DRAWINGS AND ARE PROVIDED BY � y: d $ -- 11, -, �\ pQ B. ALL STRUCTURAL WOOD COLUMNS AND BEAMS TO BE DOUGLAS FIR /LARCH (DF/L), #1 OTHERS. � UNLESS NOTED OTHERWISE. ALL JOISTS, PURL/NS, AND GIRTS TO BE DF /L #2 AND BETTER Q C.) ) F- UN LESS 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 OTHERWSE" ALL SPECIFICATIONS AT SIGNIFICANT STAGES OF CONSTRUCTION AND AT COMPLETION AS REQUIRED • �1 • 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 SHALL BE BY THE ENGINEER OF RECORD. n - - LJ WOOD SHALL BE GALVANIZED OR EQUIVALENTLY PROTECTED PER IBC 2304 "9.5. SILL PLATE TO 4 ~ ,b���� • _ I- BE ANCHORED TO FOUNDATION WITH 1/2 DIAMETER ANCHOR BOLTS AT 4' -0" O.C. MAXIMUM UNLESS NOTED OTHERWISE. SIMPSON PREFABRICATED METAL TIMBER CONNECTORS NOTED. 13. WHEREVER SHORING IS REQUIRED, LOCATE THE SYSTEM CLEAR WITHOUT OBSTRUCTION OF / � j J , OTHER TYPES OF METAL CONNECTORS REQUIRE PRIOR REVIEW. ALL BOLT HEADS OR NUTS S EMRADELYUANCH AND PERMIT C TO PROCEED. PR SHORING - '- n - " ' 0 SYSTEM ADEQUATELY ANCHORED AND ND TO RESIST EARTH AND HYDROSTATIC +'v ^ N BEARING ON WOOD TO HAVE STANDARD WASHERS. BOLT HOLES IN WOOD SHALL BE 1/32" TO PRESSURES. '(�. � - 1/15" LARGER THAN THE BOLT, DEPENDING ON BOLT SIZE. ALL LAG BOLTS SHALL HAVE PILOT • Cj 6p- F J HOLES AS PER SECTION 11.1.3 OF THE NATIONAL DESIGN SPECIFICATION FOR WOOD . ' by r' � q., ' . Q • CONSTRUCTION. ALL SHEATHING SHALL BE APA RATED GROUP 1, EXPOSURE 1 IN COMPLIANCE S� p' fi.`-n- y '' D " N FL z < c WITH VOLUNTARY PRODUCT STANDARD DOCUMENT PS1 AND DOCUMENT PS2. ,' `� � ¢N�a. -{, z Q F� GY 15/32" THICK SHEATHING TO BE C -D WITH SPAN RATING OF 32/16. 'r��• 'L C �' 6 m 3/4" SHEATHING TO BE C -D WITH SPAN RATING OF 48/24. (...� -P V- • (n z U a- ~ 3/4" TONGUE AND GROOVE (TAG) WITH SUPPORTS AT 24" O.C. EXTERIOR GRADE UNDER 16655PE z 'r'�j ® �� e -) z • SLABS, INTERIOR GR WHERE PROTECTED FROM MOISTURE AND TO BE GLUED AND - CD ®F � t- c ' w - NAILED. SCOPE OF WORK: TH w I- _ U REPAIR AND STRENTHENING OF EXISTING EXTERIOR DECKS ONLY, ( ��' . /!sl �' tx 0 y (n (n - ALL SHEATHING WALLS AND /OR SHEAR WALLS TO HAVE 2x BLOCKING AT PANEL E DUE TO DRY ROT AND SAG. WATERPROOFING BY " �' 1 7J / UNLESS NOTED OTHERWISE. SEE NAILING SCHEDULE. WESTERN ARCHITECTURAL. f ,. �-57 OREGON 9 ' • ° JOB No. F 9. ALL STRUCTURAL WOOD MEMBERS EXPOSED TO WEATHER OR AS NOTED ON DRAWINGS OR �' '� << AA x/ , ' O O O �-7 AS REQUIRED BY IBC SECTION 2303.1.8, SHALL BE PRESSURE TREATED IN ACCORDANCE WITH e..- `e� !, h �� � _ . r +' / • AMERICAN WOOD PRESERVATIVE ASSOCIATION (AWPA) STANDARD P5 FOR WATER BORN � '" PRESERVATIVE (ACC, ACA, ACZA, CZC, MAC, ETC.) OR P8 FOR OIL BORN PRESERVATIVE S • ) DRAM DRA CHECKED (COPPER NAPHTHENATE) WITH A RETENTION NOT LESS THAN 0.4 LBS /CUBIC FOOT PER AWPA • VA A'"e ,•!, °," STANDARD C2. PRESERVATIVE TREATMENTS SHALL CONFORM TO THE REQUIREMENTS OF THE _ _ DTS K�+lp't 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 COASTAL REGION SPECIES AND TREATED PER AWPA STANDARD C28. ALL TRIMMED SECTIONS, 50.01 STRUCTURAL NOTES [EXPIRES: 12-31- 69 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 58.01 STRUCTURAL DETAILS, WATERPROOFING DETAILS (PROVIDED BY WESTERN --- SCALE: N. ARCHITECTURAL) LINE IS 2 INCHES SHEET l AT FULL SCALE l S O. O 1 (IF NOT 2' - SCALE ACCORDINGLY) J I M o 11' -1" r 1 COPYRIGHT 2007 Miller Consulting Engineers,lnc. o St MILLER CONSULTING ENGINEERS 9570 SW Barbur Blvd. Suite One Hundred Portland, OR 97219 -5412 Phone (503) 246 -1250 Fax (503) 246 -1395 b LL z (' (n L_L_ W LLJ H- LL W 2 El o a U (2... 2 cc w 1 - 1 - 1 0_ 0 • YW v' N W J 03 N. W 0_ ,1-' EY EL ° o UQ , 00 <0 ,, LICTU \R ._.. -__R4 .. P` � (2 '�,c ' c_.\\.- - G I N c � .' -- 'sr . 16655PE �� o 4 d © � . � ► - .o OREGON o �L -- :°-- = J TIP. 1 `TYP ... . ° o h o .. �, L W 3 -4" 10. -9" 33' -9" 19' —B" _ -'4RY 15,E�" b �•- JOB No. - 4. 9. M 070047 75' -0" - -- DRAWN CHECKED EXPIRES: 12 -31 -(- l DTS il."-I-, DATE 04.09.08 TYPICAL (E) UNIT PLAN REVISIONS LINE IS 2 INCHES 1 SHEET AT FULL SCALE S1.01 ■ OF ROT r - SCALE ACCORDINGLY) COPYRIGHT 2007 Miller Consulting Engineers,lnc. dirt MILLER CONSULTING ENGINEERS Aft (E) TRIPLE 200 8.01 CANTILEVER 9570 SW 8arbur Blvd. Suite One Hundred REPLACE (E) JOISTS W/ - / Portland, DR 97219 -5412 I Phone (503) 246 -1250 LIKE MATERIAL , , ` REQUIRED ED I rF Fax (503) 246 -1395 J (E) EXTERIOR 2x STUD WALL „.O 7 9 s, O 7 Aft 11 , n 0 III 8.01 �. �� CC z 0 l ;.. Q 0 D- w MAIN AND UPPER (N) 4x6 P.T. HF #1 POST w E TOP CONN. T518 TWIST STRAP EA. SIDE Of (E) w E2 DECK ERA vI I N G BM. CO ` n; A35 f L CL SCALE: 1/2" = 1 -0" O m U :11-j1-1-1: � Z w Lei zz (E) SLAB ON GRADE Q r7 W tnN CL � °o UQ 00 9 ' <U F. (N) 4x6 P.T. HF # (N) 24" S0. x 12" DEEP POST W/ CB46� �� EA BARS EA. . WAY AT ROT. AT BOT. — z Q UCTU Q_ FOUNDATION PLAN S . `— . .. '(� ? z NOTES: SCALE: 1/2" = 1' -0" V� 1 t(,JFF' � 1- z ALL FASTENERS AND HARDWARE lkC - - - _ ,``pp�t Z TO BE HDG OR S.S. ° G T N .� . �1 1- Q IA E " 16655PE N . _ .. .. ✓ i S i JOB No. OREGON o --. 070047 f ( , 9 c./ 20 0 DRAVM CHECKED ,1 � � - - Y AS: • ry t�'° DTS 11 -*.i. f?�• Mc, `y DATE 04.09.08 - I REVISIONS EXPIRES: 12 -31- 0 'D • LINE IS 2 INCHES SHEET AT FULL SCALE ( S1.02 DE NOT 2" - SCALE ACCORDINGLY) e • - COPYRIGHT 2007 M dler C onsulting Engineers,Inc. NOT . ALL FRAMING TO et 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 A342 OR A34SS EA. END USE #Bx2 1/2" GALV. OR STAINLESS WOOD ENGINEERS SCREW, TYP. (N) 2x4 P.T. HF STUDS AT 24" O.C. (N) P.T. 15/32 SPA RATED SHEATHING 9570 SW Borbur Blvd. W/ Bd NAILS AT 12" O.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 (HUSC462 IS A SPECIAL ORDER Fax (503) 245 -1395 HANGER) 1 ,., !`� A35Z OR A35SS o i x .1 I � (N) 4x6 P.T. HF # �� . m o (E) TRIP 2x 70 ATTACHED TO COLUMN SIDE OF h '1 n USING TS18 TWIST STRAPS EA. '� BEAM (2) TOTAL SEE DTL. 4/58.07 - � ' t II�I n ti C.) (E) GUARDRAIL TO BE REMOVED AND REPLACED WITH (N) GUARDRAIL (FRAMING n (� SAME AS ABOVE) VE) LL w EXISTING (N) 406 P.T. HF #t EXISTING Z 00 fx BUILDING BUILDING L w O E Y z , :: ,..* .1 ,1 ,..... ...' ..: .. : .. - •* . .: i . U w W Qz W • 0 "' Yw � N (E) TRIPLE 2x10 (CONN. SAME AS ABOVE w J 0, r- - SEE DTL 4/58.01) w EL p (: EL K L UQ � o 11 4 = O o a I < 0 ' - ( N ) • 4x6 P.T. HF #1 (N) 4x6 P.T. HF #1 ' NFF a c t O (E) SLAB ON (E) SLAB ON �` `' 5 GRADE GRADE : `�' : 16655PE o Q • o ____ a' w J Lu l • � \ ?& 1 v 0 JOB No. I 2, ! 070047 • ' ---J� -- �/- McG0 �.. DRAWN CHECKED ak Am 1 DECK ELEVATION w w 2 DECK ELEVATION .- - .. - DTS 14w. S CALE: 1/2' = 1' -0' 4 SCAL 1/2" = 1' -0" I EX°IRES: 12-31- o� DA TE 4.01 i 04.09.08 REVISIONS LINE IS 2 INCHES SHEET AT FULL SCALE I C` /1 • lJ (1 1 (IF NOT 2' - SCALE ACCORDINGLY) J `f' ._ • 1/4' GAP (E) WRB - WEATHER LAP STANDING SEAM METAL CAP 1 MINA 5 1/2" 6 . • J- TRACK FLASHING C/W MEMBRANE _ I URETHANE CAULKING (N) OPEN PRESSURE WATERPROOFING (BY (E) VINYL SIDING SYSTEM TREATED WOOD FRAMED OTHERS) ®A ® ®�� MINI -'L' TRfM WALL ; r DECK MEMBRANE (N) EXTEND WATERPROO " � 1 FULLY ADH ER ED MEMBRANE UP SIDES OF ROUGH -�' �. t �����! / /////���//���������►�x OPENING AND fi" BEYOND (E) 2x DECK JOIST • A352 OR A I WAL SYSTEM TO INCLUDE ` 35SS W/ #8x2 COPYRIGHT 2007 .m -- OPENI ON OUTSIDE FACE OF r I SHT'G MEM (CONY.). W/ PLYWOOD SHT'G 1 /Z" GAL /STAINLESS Consulting Engineers.lnc. Miller WALL - WEATHER LAP BY WRB PROVISIONS FOR WALL CAVITY WOOD SC REWS (E) J -TRACK SET IN SEALANT VEN PLYWOOD DECK FASTEN PER MAN. SPEC SHT 'G MEM TO OVERLAP 1;oy.i (E) TRIPLE BEAM (E) SLIDING DOOR THRESHOLD SURFACE I I 'DURADEK' MEMBRANE MIN. 2" BUTYL TAPE (N) DRIP EDGE FLASHING - BEN TS T WIST STRAPS lift NOTE: IN SEALANT - FASTEN PER (N) DECK WATER FOR USE ON SURFACES OVER NON - HABITABLE SPACE ONLY: DURADEK MAN. SPEC. I I I I //' PROOFING - HEAT WELD i DESIGNATES "NON - HABITABLE SPACE" AS AN AREA NOT OVER A LIVING AREA 14" MIN. / ONTO MAN. DRIP EDGE ' DURADEK' MEMBRANE I OR OTHER AREAS, WHICH ARE NOT GOVERNED BY THE LOCAL BUILDING CODES (N) EXTERIOR CUTTER -DRAIN I // (N) 4x POST PER (i.e.: SUN DECKS, PATIOS, ETC.). A NON- HABITABLE DETAIL COULD BE TO INCONSPICUOUS LOCATION y=c'7'-t�� " "n"' 4G; WIN PLAN CONSIDERED FOR APPLICATIONS WHERE THE DETAIL DOES NOT CONTRIBUTE TO �YT- t-- �r�= 4 -� -�=4 (E) HANGER M I L L E R C � WATER MIGRATION INTO THE BUILDING ENVELOPE AND HAS NO CONSEQUENTIAL y® 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 ' MB WITH 'DURADEK' ACRYLIC LATEX ADHESIVE. / OF DURADEK WATERPROOFING MEMBRANES. THESE ROOFING DETAILS ARE JULY 25% DRY BULB TEMPERATURE DOES E N G I N E E R S SOUND AND TIME PROVEN. IF THE OWNER OR HIS REPRESENTATIVE DECIDES TO NOT EXCEED 29 DEG C (84.2 DEG F), USE DETAILS DESIGNATED AS "NON- HABITABLE" BECAUSE OF AESTHETICS, 'f, (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 / FORGOES ALL RESPONSIBILITY FOR USE OF THE DETAIL. BASIC WIND SPEED (3- SECOND GUST) DOES 5 1 2' km /h). SEE / 1 9570 SW 9arour Bind. NOT EXCEED 100 mph (161 k NON—HABITABLE DETAIL 2 WIDE SCUPPER DETAIL DURADEK' BULLETIN FOR DETAILS. (E / DECK BM. Suite One Hundred %1 FLUSH DOOR SILL 8.01 4 OJ TO N) POST Portland, OR 97219-5412 SCALE: 3" = 1` -0 Fox 246395 246-1250 g °� SCALE: 6" = 1' -0" OUTSIDE PERIMETER 8 . 01 CALL: 11/2" =1' -0" 3 DETAIL RAILING WALL 8 SCALE. 3" = 1' -0" NOTE: AS A SUPPLIER OF FINISHED PRODUCT ONLY, DURADEK LTD. DOES NOT ASSUME RESPONSIBILITY FOR ERRORS IN DESIGN, ENGINEERING, OR DIMENSIONS. THE ARCHITECT, ENGINEER, SPECIFIER, CONTRACTOR OR OWNERS' REPRESENTATIVE MUST VERIFY ALL DIMENSION, SIZES AND SUITABILITY OF DETAILS. ��'��// - LL Z 5i/21 0— Li 1 Li LLJ H- (N) 4x POST PER U 0 PLAN ii 946 W O Et (E) SLAB ON GRADE (2) (/4 BARS Y a_ Z EA. WAY : - -_ <z W 0_0 0 0 - M ; II • V I; w J �� w)1 °' n tx o- o0 UQ I 00 � \ ° o <U I=- 2' -O" 5 POST TO FTG. CONN. cn 8.01 SCALE: 1 1/2" = 1' -0" J Q H S RO CTUit? w . LC P � + � t C'S' - G N 4-' -c4 0 in w J ' c Pr Us . y OREGON ��' �' JOB No. , `�� '�RY 1 �• q ," '' 070047 ` DRAWN CHECKED 44 447 FCC °' DTS Py"1 — DATE 04.09.08 (EXPIRES: 12 -31- , c 2 REVISIONS LINE IS 2 INCHES SHEET AT FULL SCALE I S Q O 1 (IF NOT Y — SCALE ACCORDINGLY) J CJ I • . iti ' ms 1 :ECEIVED MILLER MAY 1 82009 • CONSULTING CITY OFTIGARD ENGINEERS 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: `Cr1 irati Z S • �. PR THESE CAL J. o \` ' t OID IF SEAL V `' 5 66 �' c 15PE �: , - 2 "` . � S r , , � " OREGON ' ' i ';; 7 AND SIG RF NO�' pRIGINAL t * ** 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 Barber Blvd., Suite 100 Portland, Oregon 97219 -5412 Phone (503) 246 -1250 Fax (503) 246 -1395 www millerengrs.com 0 American Consurung �, 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= Loads: Deck 40 PSF Garage PSF Corridor PSF it= U180 A= A= Lateral Design Parameters: Wind Design: N/A Wind Speed (3 sec Gust): MPH Exposure Seismic Design Importance Factors lw = 1.00 I = 1.00 I = 1.00 wind seismic snow USES Earthquake Hazards Program 2% PE in 50 years, 0.2 sec SA = Ss N/A 2% PE in 50 years, 1.0 sec SA = Si 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. A 9570 Sw earbur eivd. Project Name: Ash Creek Condo Exterior Deck Repair Project #: 070047 linW 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. 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C.J .l ./ C 73 U .7 e. f Ash Creek Condo Exterior Deck Repair 070047 9570 SW Barbur Blvd Project Name Project # a Suite One Hundred 11040 SW Greenberg Rd., Tigard, OR Mill 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 By Ck'd K..4.0. Date Page ENGINEERS Fax: 246 -1395 Y BENDING and AXIAL COMPRESSION OF WOOD COLUMNS [uniform load unless input M(strong)J Column Description: 'Typical (N) Post at Exterior Decks JOB # 070047 Actual Column Size = 5.5 x 3.5 'd2' M 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 Ic (d2) = 2.06(1u) [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 >14.3] 15.327 d2 = 3.5 inches Kel = 1.00 11 = 8.33 feet Ke2 = 1.00 12 = 8.33 feet lel = (Kel)(I1) = 8.33 C (Vert.) = 1.15 le2 = (Ke2)(12) = 8.33 Combined = 0.06 + 0.04 Cd (horn.) = 1.6 lel /dl = 18.17 = 0.10 (Compression) CF= 1.1 le2 /d2 = 28.56 F, = 1.35 ksi F,* = 1.7078 ksi Fce = 0.55 ksi [1+ (Fce/Fc *)1/2(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 *)1/1.9 = 8.54 Kb = 0.438 (0.438 for machine & visually graded) F = 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 1 Member Size 14 x 6 P.T. HF #1 or Better I `'t"Ql�� r' ors `fy P. r. ion / 7) t /• oiz T %P. e >e 7c -L t b 4.- / P o s i W TS'''-'' Top C,,,, . c -rL CccQY6 rbs 7.1 e /2_,,,,, u . r,. T5 /6 iw ,si c . - �.,,p �') C' A. r, 5C= I : 71c'4=- ,(1..! 7,.1.--: C.. 5-(G) bc-je /3cn,-.r I • Pa i . t ! CN 7 2 o i ` , .,, ., . L I L - (/) 4 3 . G. ?, t _.c fc r I ' 1 t!... .re- C.73(.16. C7 i 'C ` Ash Creek Condo Exterior Deck Repair 070047 a 9570 SW Barbur Blvd Project Name Project # la S uite 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/w1 Date Page 2001 National Design Specification for Wood Construction Reduction Bending Shear Bearing E Rb 8 Beam Copyright © 2004 Miller Consulting Engineers, Inc. Co 2.00 2.00 KbE 0.44 Mark Top of guard rail Material: DIMENSIONAL LUMBER C, 1.00 1.00 1.00 1.00 FbE 8967 Grade: Hem/Fir No. 2 or Better Cr 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 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 C1,, 1 00 I R1 = 100 lbs V = 100 lbs El = ^ 25684 kip -in _ tI R2 = 100 lbs M = 550 ft-lbs Le = 2.06 ft Material DIMENSIONAL LUMBER I v A iimi , = L/ 180 A = 0.38 inch Fb = 850 psi Grade Item /Rr NO.2 or Better - V Fv = 150 psi Load Duration, C rrrACt 2 0 (NON PT) V' Fb'=( Fb)( Cd )(Ct)(Cf)(Cm)(Ci)(Cr)(CL)(Cfu) = 1,746.9 psi E = 1300 ksi Temperature Factor, C, DRY r .. IOOoT II Fv'= (Fv)(Cd)(Ct)(Cm)(Ci) = 240 psi Fc = 405 psi Wet Service Factor, C MOISTURE COST LESS THAN 19% E'= (E)(Ct)(Cm)(Ci) = 1,300 ksi R1 Req'd Bearing Width 1.00 in. Incising Factor, CI MEMBER IS INCISED I V Fc'= (Fc)(Ct)(Cm)(Ci) = 405 psi R2 Req'd Bearing Width 1.00 in. Repetitive Factor Cr MEMBER IS NOT RERETTTIBE F 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 L. fv = 18 psi < Fv' = 240 psi Shear Capacity = 7.6% V = 100 lbs < Vmax = 1,320 lbs 2 X 6, DIMENSIONAL LUMBER Max Dell = 0 380 inches = L / 350 Dell. Capacity = 51.4% Hem /Fir No. 2 or Better 600 - 0.000 - A 500 Q2,,, -0.050 400 - - AM N 300 r / g -0.1 so - - a Alli 200 /' - - y -0.200 2 100 / `u -0.250 - AWE l 1 1._ .ca � I i = a ) ■ � f i.. -7 �, 3Ndj` it i� I t �, �, AWE 0 4v !.4 u � x -0.300 -- L - q..Y h F S`'i, T'y. " -- ` t ' .M. k • 0.350 WA111111111 -100 200 . = rr = n = ==, v, o mmma ^^ o. aoo 0 oOO _ - ; 2227, ; :.� ~ em :.222;2:2- 053Shear Distance (ft) - Moment Distance (ft) CONNECT To Po6r USrn1G A3'ii` JsE tt-B /. 2 wood SCt2 tt -\"' - I I 9570 SW Barbur Blvd Ash Creek Condo Exterior Deck Repair 070047 Project Name Project # Suite One Hundred Mk Portland, OR 97219 -5412 1 1040 SW Greenberg Rd., Tigard, OR Location MILLER Ash Creek Park c/o Appleton Properties, Inc. Client CONSULTING (503)246 -1250 4/7/08 y of5 ENGINEERS Fax: 246 -1395 By p Ck'd j1-.1 Date Page 2001 National Design Specification for Wood Construction Retluclim Benoing Shear Beanng E Rb 4 Beam Copyright ® 2004 Miller Consulting Engineers. Inc. C 1 00 1 00 KbE 0.44 Mark Ibm bottom of guardrail Material: DIMENSIONAL LUMBER _ CT 1 00 1.00 1.00 1.00 FbE 36708 Grade: Hem/Fir No. 2 or Better CE 1.30 Fb' 884 psi Span 11.0833 ft Lu = 1.33 ft size = 4 x 6 C,, 100 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 C1u 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 c\h,nil = L/ 240 A= 0.30 inch Fb = 850 Psi Grade I Hem /Fr No. 2 a Better - V Fv = 150 Psi Load Duration, C i ri o Trees 1 o OCCUr uvE I ve Fb'=( Fb)( Cd )(Ct)(Cf)(Cm)(CI)(Cr)(CL)(Ctu) = 882.9 psi E = 1300 ksi Temperature Factor, C, I oat T e - 1000E _ a Fv'= (Fv)(Cd)(Ct)(Cm)(Ci) = 120 psi Fc = 405 psi Wet Service Factor, C MOISTURE COOT LESS THAN 19% IV E'= (E)(Ct)(Cm)(Ci) = 1,300 ksi R1 Req'd Bearing Width 1.00 in. Incising Factor, CI MEMBE0. IS INCISED Fc'= (Fc)(Ct)(Cm)(Ci) = 405 psi R2 Req'd Bearing Width 1.00 in. _Repetitive Factor Cr MEMBER 15 Nm REPETITIVE 13 fb = 624 psi < Fb' = 883 psi Bending Capacity = 70 7 % _ V M = 918 ft-lbs < Mmax = 1,298 ft-lbs Member • 5 lv = 17 psi < Fv' = 120 psi Shear Capacity = 14.5% V = 223 lbs < Vmax = 1,540 lbs 4 x 6, DIMENSIONAL LUMBER Max Dell = 0.299 inches = L / 444 Defl. Capacity = 54.0% Hem /Fir No. 2 or Better 1,000 - - 0.000 A 800 / -0.050 ^ i / N 600 � ^ - b L 400 - 2 -0.150 . - C 0 200 v -0 200 -- -- r � ' <,' tlj h. r �:; � L T �^i�)w u 0''' • '"-L ., 9 -0 250 - ` C'r: - • ;',d -0.300 - -200 -" -400 -0 350 - EMI Shear ° - r 2 . f: ,7; m e : „ m m m a, ^ a n o - - r ,, r n n ■ - _ n . e . „ ,. . e v a = - -Moment Distance (ft) Distance (ft) -- Co,10Ec, To lbs rcr BSIO (t -- I et 9570 SW Barbur Blvd Ash Creek Condo Exterior Deck Repair 070047 Project Name Project # Suite One Hundred 11040 SW Greenberg Rd., Tigard, OR MI Portland, OR 97219 -5412 Location M I l_ I E R Ash Creek Park c/o Appleton Properties, Inc. Client CONSULTING (503)246 - 1250 4/7/08 5 of 5 ENGINEERS Fax: 246 -1395 By Ix12.,- Ck'd V' ,,%- Date Page