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N j '� f I ' 1; ' • • •• • •• • • • • • • • • • • • • • • • • • • • • • •• •• • • • • • • ••• • • •• • • • • • • • • • . • • • • • • • • • • • • • •• • • • ••• • • •• • • • • • ' • • • • • • • • • • • ••• • • • • • • • • • • • • • • • • • • • • • • • ••• ••• • • •• •• • • • • • • • • • ••• • •• •• • • • • • ••• • • SOIAiH k01,1■141 O oon� > ADD (3) 5 /S" DIA. THROUGH -BOLTS SPACED AT 24" O.G. (FIRST BOLT 32" ABOVE FIN. FLOOR) J11Y1 1_______ I NNWEIMIN OK TO COUNTERSINK 1/2" • IF REQUIRED • EXISTING CRIPPLE STUDS EXISTING FULL HEIGHT WITH INSUFFICIENT BEARING JAMB STUDS BEARING ON AT BOTTOM STEMWALL SILL PLATE • • Ui�p DETAIL: NORTH JAMB AT SOUTH ROLL -UP DOOR f�i N 14 ' SCALE: N.T.S. ---a 17.95 1 f Job Name: TIGARD AUTO - WALL DAMAGE REPAIR Date: 4/26/07 it . r • CON Job No.: 07033 Drawn: DEP O O G 4- 25, � q9 h Q � 4 Client: DMS ARCHITECTS Sheet: O'kAS E. QA SK-1 T" IRES: 12_31-2009 j fl W D y Structural Civil Engineers [� 6443 SW Beaverton - Hillsdale Hwy, suite 210 Portland, OR 97221 ph: 503. 203.8111 (x:503.203.8122 www.wdyi.com ©2007 wov. INC. • 11500 7 LI. ••••••• • •••••• •••••••••••••• •••• •• •• • •• •• ••• • • •• • • • • • • ••• • •• •• •• ••• • • • •• •• I>✓ W D Y Structural • Civil Enjir.ec.rs Structural Observation .•••• ••• ••• •• • • •••• • ••• • • • • • April 26, 2007 ••• • • • • • • • • • • • ••• ••• •• • • • To: DMS Architects • • • • • 2440 NE MLK Blvd., Suite 202 ��� 1 � �11 � Portland, Oregon 97212 Attn: David Spitzer RE: Tigard Auto Repair - Wall Damage Repair 11900 SW Pacific Hwy APPROVED Tigard, Oregon Permit No. BUP2007 -00085 N1 AV 1 1 - 30 Structural Observation Report No. 1 / April 24, 2007 Present: Chip Barnett, City of Tigard Hap Watkins, City of Tigard SITE COPY David Spitzer, DMS Architects Richard , General Contractor Doug Paola, WDY, Inc. Scope of Observation: WDY, Inc. was on site to observe new wall framing in place. Work in Progress: The following items were discussed with the general contractor: Item #1: Reference detail 1 /S -3: The epoxy anchors specified were installed without special inspection. It is acceptable to have these anchors pull- tested by the special inspector, but because they have already been covered with the wall plate, it is recommended that new anchors be installed of the same size, embedment, and spacing. Action Required: Install new 5/8" epoxy anchors at 4'-0" on center, with 5 inch embedment, and special inspection by an independent testing lab. Item #2: Reference detail 2/S -3: This detail shows the existing roof joist bearing on top of the new studwall. The contractor has installed a ledger instead, with the joists running over the top and connected with a Simpson H1 clip. The studs extend to the parapet. The ledger is a 2x8 with (3) 16d nails to each stud, however, (5) nails are required and there is not sufficient space to add additional nails. Action Required: Contractor to add an additional 2x8 ledger below the existing ledger, with (3) 16d nails to each stud. The new ledger should be installed tight to the existing, and any gaps shimmed tight just prior to covering the wall. Also add 2x12 blocking between all existing joists. See attach 3/S3 revised. 6443 SW Beaverton - Hillsdale Hwy. suite 210 • Portland, OR 97221 • ph: 503.203.8111 • fx: 503.203.8122 • www.wdyi.com • • •• • • • • • • • • • • • • • • • • • • • • •• • • • • • • ••• • • • • • • • • • • • • • • • • • • • • • ••• • • ••• Tigard Auto • • • • • • • • • • • Wall Damage Repair • • •• • • • • • • • • • • • • Page 2 of 2 • • • • • • • • •,. • • • • • • • • Item #3: Reference plan sheet S -2: • The • studs •under }le rSFth end of the 4x12 header at the south roll -up door do not have tie; bottom. • ••• • • • • • •• Action Required: Contractor to provide through -bolts to the jamb studs per attached detail SK -01. Item #4: Reference detail 4/S -3: In place of this detail, the contractor placed a vertical 2x10 (pressure treated) on each side of the wall with 5/8" diameter through -bolts at 24" on center. These 2x10's lapped over, and were nailed to, the first wall stud. This is acceptable structurally because the specified anchors were not designed to take any • load, only to keep the joint closed. Action Required: No action required. • Observations by WDY, Inc. are performed to determine, in general, if the work is being performed in accordance with the contract documents. The fact that any particular work has been observed does not waive the contractor's responsibility for the means and methods of construction, job site safety, or to comply with the contract documents. Structural observations performed by this office are not in lieu of special inspection requirements required by the governing code, building official or noted on the drawings. WDY, INC. G 4 741 - 4 ? 1 895 / / OREGON oO (� ✓ G`r 2 5, A 99h O 'LAS E • Q L 12-31 -208 J Douglas E. Paola,.P.E., S.E. Enclosure cc: Mark VanDomelen, City of Tigard • o13" ' STRUCTURAL NOTES ' Q,� C D P R D ___ f O I N , 01.0 GENERAL NOTES 04.10 MASONRY ANCHORS � FEB 13 2001 1 895 1. These notes set minimum standards for construction. The drawings govern over the Structural Notes 1. Existing Unreinforced Masonry: to the extent shown. a. Hilti HIT HY -20, Powers RAWL PowerFast or Simpson SET epoxy syt ' ' , yr11�3A ,j - . • Dr•N 2. Contractor shall verify all dimensions and conditions on drawings and in field. Coordinate locations of b. Epoxy anchors in brick masonry or concrete masonry shall be 3 /4 -i0.CIj or O Q openings through floors, roofs and walls with architectural, mechanical and electrical plans. Notify A307 threaded rods set 8 inches minimum in epoxy adhesive. ( Y 25 NJ owner's representative of any discrepancies. C. Epoxy, galvanized screen tubes and rods shall be installed in accordance with the manufacturer's ( / O'' 3. Construction means, methods and all necessary temporary support prior to completion of vertical and ICC -ES report and as shown on drawings. 'q S E • lateral load systems is the sole responsibility of the contractor. d. Use a rotary drill or rotary hammer drill used in the 'rotation' mode in brick masonry. 4. Complying with all safety and OSHA requirements is the sole responsibility of the contractor. e. Do not use expansion anchors. 5. Where reference is made to AST M, AISC, ACI or other standards, the latest issue at the building I EXPIRES 12 - 2008 permit date shall apply. o 6. All work shall be in compliance with the "International Building Code" (IBC) as amended by all other 06.0 WOOD FRAMING N state and local codes, permits, and building department requirements that apply. A 1y 7. Design Criteria: 1. All lumber species and grade to be as follows: 'm R ; Roofs Dead load 17 psf . Joists, beams and stringers DF #2 -19 percent M.C. N E ei Live load 25 psf per 1608.1 6" nominal & greater beams and stringers DF #1 -19 percent M.C. V m 8 Wind Basic wind speed 100 mph, 3-sec gust Bucks, blocking, bridging and misc. DF #3 or better Wind importance factor, /„, 1.00 Structural 2x studs DF #2 -19 percent M.C. - 2 r Wind exposure B Plates, sills and headers for wall framing DF #2 KD. -15 percent M.C. Seismic Mapped spectral response, Ss and Si 0.95 and 0.34 Posts DF #1 -19 percent M.C. IE vi Site class D Sills, ledgers, plates, etc embedded in or in Pressure treated Hem Fir #2 g Seismic importance factor, /E 1.00 contact with concrete AWPA UC3 3 co 8. Mechanical equipment, mechanical and sprinkler piping larger than 2 inch diameter or other items 2. All parallel strand lumber (PSL) beams to be Trus Joist MacMillan Parallam PSL beams meeting the producing a hanger load over 50 lbs. shall be hung by a system approved by the owner's following criteria: representative. Any hanger producing a load over 200 lbs. shall have additional framing installed to Fb = 2900 psi transfer these loads to the main structural beams or walls unless otherwise approved. Fv = 290 psi • 9 Brace all mechanical and electrical equipment, piping, et. to the top of structural members to resist E = 2,000,000 psi 35 percent of its weight by a system approved by the mechanical or electrical engineer respectively. 3. Sheathing shall be C -D grade with exterior glue. Thickness and index number as noted below. Each W 10. Details shown on the drawings are intended to apply at all similar conditions and locations. sheet shall bear an APA stamp. Install wall sheathing either horizontal or vertical, and block all edges < 11. Do not scale information from drawings. of sheathing with 2x4 or thicker blocking. Protect all sheathing from weather damage and moisture. I- e Replace all buckled or soft sheets. Do not cover sheathing with permanent finishes until sheathing W W 2 ZO 02.0 SCOPE has a moisture content of less than 19%. V et U . W u- w The scope of this project is limited to repair of the wall damage that occurred in December of 2006 due Location Thickness Index No. 0 C7 Q O - to an automobile collision with the building. It is understood by the Owner and the City of Tigard I Walls 1/ 2 inch 32/16 < Building Official that the entire building appears to be constructed of unreinforced clay tile masonry and = 2 CD that this type of building is highly susceptible to damage or collapse during a seismic event No attempt 4. Framing anchors, joist hangers, post caps, etc., shall be by 'Simpson Strong -Tie'. Install per < Q Q Ce has been made mitigate the condition of the balance of the building as it was before the collision. The manufacturer's recommendations for tabulated maximum capacities. All manufactured framing 0 0 new wall elements shown on these drawings conform to the current building code. anchors attaching to pressure treated lumber shall be hot dipped galvanized and attached with hot J a H dipped galvanized or stainless steel nails or screws. < J • 0.2 CONCRETE ANCHORS 5. All bolt heads and nuts bearing on wood to be provided with a washer. Use hot dipped galvanized 0 Q ►' washers in contact with pressure treated lumber. I 6. All bolt holes in wood to be 1/16 inch larger than the bolt. Do not ream or oversize bolt holes. "r � t' 1. Epoxy Anchors: Hilti HY -150, Powers RAWL Power -Fast (Std. set), Simpson ET or SET. 7. Do not recess bolt heads or nuts unless shown on drawings. e r�' a. Unless noted, install threaded A36 rods into clean, dry holes to embed depth as shown on 8. Bolts in slotted metal plates shall be located in the top of vertically slotted holes and the center of - � 0�� y9� drawings. Comply with manufacturer's ICC -ES report for hole diameter. If embed depths are not horizontally slotted holes, unless otherwise noted. ILI_ +a shown, use manufacturer's minimum depths. Fill hole with enough epoxy to fill all void spaces and 9. All nailing shall be per Table 2304.9.1 of the IBC. Nails called for on the drawings shall be common insert rod with clockwise twisting motion. for plywood nailing; box nails for framing; and type recommended by manufacturer for maximum b. Do not place when epoxy or concrete is less the 50 degrees Fahrenheit, unless special products capacity of hangers and connectors. Nail heads shall not penetrate the face veneer of plywood for cold weather are used. 1 - panels. c. Do not cut main reinforcing or break out back surface when drilling holes. -10. Nails, bolts or lags in pressure treated lumber shall be hot dipped galvanized or stainless steel. 11. Studs may be notched in the lower 1/5 of the height of stud for electrical and plumbing pipes, but no Z part of the notch is to be deeper than 25 percent of width of stud. Holes of diameters up to 1/3 of 0 width of stud may be drilled in stud but not in center 1/3 of height. The edges of drilled holes are to be c4 r- at least 5/8 -inch from the face of the stud. 5 0 in a o CITY OF TIGARD o r, I Approved • D<1 w Z I . ' nditionally Approved 1 1 ¢ m For only the work. described in: o -, -, PERMIT NO. FS viy km'? - Dr"8 See Letter to: Follow i 1 SHEET . OFFICE COPY r Job Address: /1�' ry 1 �Ik � ) 1u S.--1 / Ey: RAJ Date: 3 1(0 . . . P RO,F g ,, 4 ucTU RA t ``�ED 4 X0 xt� , :: • • _ , ...„.- .„,.. ,„, , Nr — e, k 25, QP A IS E. NEW 4x12 HEADER I EXPIRES 12-31-200S 0 (OR 3 1/2" x 9 1/4" PSL) N MATCH EXISTING ROUGH AREA OF WORK OPENING (10' x 10' + / -) YP. G 0 -..v \ REMO EXIS MASONRY WALL. Q m E \ NI F / NEW WAL C $ 4 ,N, 4 - 5/8" G YP. BD. INTERIOR = o m 1 7X ¢ I a - 2X6 STUDS AT NG 16" O.G. m - l2) FULL HT. 2x6 JAMB STUDS g z $ U ? I ®® AND C2) 2x6 CRIPPLE STUDS m g j 1)',0 � I � EACH SIDE OF DOOR OPENINGS. ; t. X 4/ 4. X i 1/2" CD -X PLYWOOD W/ 8d AT 6" O.C. Ill 0 w j ALL EDGES, AND 8d AT 12" O.C. FIELD 1 V APOR BARRIER -- �_.,,,, T - I -IARDI -PANEL CEMENTITIOUS SIDING EXTEND NEW WALL TO 12'- 10 " +/- Z W = Z EXISTING WINDOW JAMB. U c U 0 INFILL EX WINDOWS W LI w rf TO THIS POINT. ,_ Q a 0 cc REMOVE EXISTING. MASONR WALL. p o o co 0 NEW WALL CONSTRUCTION: J pr, - 5/8" GYP. BD. INTERIOR Q J -2X6 STUDS AT 16" 0.C.. 0 < - 1/2" CD -X PLYWOOD W/ 8d AT 6" O.C. T— ALL EDGES, AND 8d AT 12" O.C. FIELD - 5/8" TYPE X GYP. SHEATHING EXTERIOR - a a - VAPOR BARRIER o 0 - NARDI -PANEL CEMENTITIOUS SIDING z . Y rX S 0 C) PLAN z ® N.T.S. 5 o M W N M O 0 N O a d w z ` Q 0 0 O U z SHEET } o S -2 ✓ G ' . �''' p� 'r=' 9l RUCTuil d _ • ��� � ` ED PROF n . • p 1 I fi . 2t3 1 Rik/ tN ti FL# Id ii — I M TGN EXIT)tiG- j �`� 1 Ii F �� k 11:1 `;n'� PA11A�r N i✓1 6at'i e v �° O y 1 A 0 1 � A �; � WM14 colas Inwcrlo4 P k . f rr'Ir - �" (�; ,, r E)c1S`fln,;;- SN5.4- TA ►NCr ln�gLL Corvs"P►�nG11urJ � � P.T. 2x s)l,L pL,oTt L4 . ) IDt.c i I�lalt,f ' P- I lc y ' v 1 ,, � �.:. iii , t slm ors H3 qs E EA' )ST1rs r SG,O.g / ' I � I I AT - O oc. 1 5 Ems 1 f AT 4 i o " c X : • O 6 ► o,� _ I v (rn / N, 2) PA. pi C4.6.) / 1 EOGL� ' o Moil, Ab7 u1Cx EXPIRES 12~91 -2008 . ' �N + 1 .. L� �LaK�W, ` 1 o E�6 Nail. P N Al 1 4 3 / < ' � ' ' ' �y �1 ¢ r N '_. OP 1 REMAIKi (NOT - 74, .ccALd Ek1S 12AFTrA FiNISr t , o vlit IIS `I Ilk __..._.,__ ___._,_ - _�_. Zx rQ1i,�,.. 3 ff ! ' �qI.L 0 s g 4 a ! i - - ' R11° 3 ,� 16A • AS .6 no c Tb I ME" " D FLA5.11 IJ 6- i-13 t I„ (pGEL)Wf� d5 • a A i Ali A N, S , • . - 411,) . N T, S - re )Y S)n1PsoN.) . N 3 A 1 C . — R o onNG- fi F SN 1tia,. ( / ' j j , 0 w IL W Y OTN3 I , %� r? a (9 Q p fat. WT. 2 131ACk,'w ,,?1. 2 A. . AT 4� o " o. c. �: — r g Q cn Q AT AyTX r� 1�.s •- 1)JTa EI S �,+vCr Yh A S f' '? 0 O 0 j r SOLID YYIASoN 4lst Ettxy O P r = =v_ -. t- — — T _ - -- 7u�y ANCo h -5 tn, 1 Sc:R Bite f S e.1• Z Q J X (, (�r Q S)maso�; R 1� A 128FTA'i�- i Al // UoI;.w m,05op.0 Gila ANclbr ,. ) F p —� I ' \. 601- S /N 6120 tfr 0 'a QnJ LSIGt / ,vn'GNa/l - .,..� -._. 645 1A,41-L. o 0 Iy i "' o (..) EX1 OP P: ! T fi -�- t—�- �--- w l / r / �/11y9 :c.,, 2- slmicto,‘) HT 50. -- . // f /, f/ / / I a O M d , - c:, O VJ[I t = O �'^' ci 3�/ iI Mr' ED 4E. N)]1L r' I- in P q 0 FILL w) .Sarni Wa/a, 3 1 ldqN r f ° Z SHEET S -3 N I hood W D Y Structural • Civil Engineers (s . STRUCTURAL CALCULATIONS FOR T.::: f - c ---. 51, 1 k I, r TIGARD AUTO p h=- � ^ p WALL DAMAGE REPAIR ONLY — Additional Calculations l .: 1 2001 e��.�� l�3 lil�'NTT1�� 11900 SW PACIFIC HIGHWAY 1T , ; ir` ".�c a�.. TIGARD, OREGON March 12, 2007 ■∎ skVi.VNI04; c � . 895/ .• O REGON O0 Z )- 25 , 199h Q C' LAS E. ?If*. 1EXPIRES: 12-31-2469 I DESIGN PARAMETERS: 2003 IBC w/ 2004 OSSC AMENDMENTS ROOF LOAD 17 psf DL 25 psf LL (Snow) per IBC 1608.1 WIND BASIC WIND SPEED 100 mph (3 -sec Gust) / 80 mph (fastest mile) EXPOSURE B IMPORTANCE 1 = 1.00 SEISMIC MAPPED RESPONSE S = 0.95, S = 0.34, SITE CLASS D IMPORTANCE I = 1.00 {- CONTENTS: ■,.... WALL REPAIR Al to A3 6443 SW Beaverton - Hillsdale Hwy, suite 210 • Portland, OR 97221 • ph: 503.203.8111 • fx: 503.203.8122 • www.wdyi.com Ilis W D Y Structural,• Civil Engineers • , bowl : • Job Name: _776,,,n Aar Job No.: 677033 Sheet No: A) • Client: des Date: `/z/0-7 By: , a4 P �- - i 1 1 I - . �: i , 6 -! /, ; ! 4 e, • 3 i -10 t_ 3 2', 1 I i 0 , I r . ! . _ L . , „ , -..P7. .._ , - , ,i - ,. c, i i) ri E ri ; t 6. 1 AR / 9 -, 1 : : . 1 ' — k I/ /r %` 'I 1. r - I - 1 i ' _ ' 1 0 �, ' I � r - - I 8_ - � - � � I I ' I i I I '� 1 � !✓ S � - -- � '(us!� Ow � ■ OA)6 )10 Cg ' . )94/ r2a li� C. GGULd�I�.. Gv�IGL /? /610IC7 � ' oii _!QF `'�° � 1��>•?N - 1 ni ' N ' L ; N/L I • F G yL - ■ -1- -- -- -- - � - I -- - - - - - - - - - - - - f 1 I I 1- 1 f _ Rid_.. -1o',S 2 " 1 0. 39 _... Z, �. I — ! I Flo j 11 I • I ! I . I 1 I 1 j I IZC.=r,I_ s. is 183 L�> o. 4 , , _ _ _14,3 - ' t . s i s 1' g i. O. 23. 3- ', 3 i 5i t , 1 , rai�t , . _ ' LO %6. I { - , E , p 1 a 1 . 1 + I ! 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Fl D W Y Structural • Civil Engineers STRUCTURAL CALCULATIONS RE I FOR F E3 1 3 2001 TIGARD AUTO C11 Y Ur lijkRU BT/ Tr vtmr n,Ti IN TOI\ WALL DAMAGE REPAIR ONLY 11900 SW PACIFIC HIGHWAY TIGARD, OREGON February 12, 2007 i - , • 17'95 ",:..-• i! / 7411 Pfill • •tG•N oO& 25, lqq P O SAS E.Q IRES: 12-31 -1O4j DESIGN PARAMETERS: 2003 [BC w/ 2004 OSSC AMENDMENTS ROOF LOAD 17 psf DL 25 psf LL (Snow) per [BC 1608.1 WIND BASIC WIND SPEED 100 mph (3 -sec Gust) / 80 mph (fastest mile) EXPOSURE B IMPORTANCE I = 1.00 SEISMIC MAPPED RESPONSE S = 0.95, S, = 0.34, SITE CLASS D IMPORTANCE I = 1.00 CONTENTS: ■' WALL REPAIR 1 to 2 6443 SW Beaverton - Hillsdale Hwy, suite 210 • Portland, OR 97221 • ph: 503.203.8111 • fx: 503.203.8122 • www.wdyi.com , • . . - . '171WDY Structural • Civil Engineers Job Name: _. 7 76 ://40 /44t ..._ 14/.4L ierAom.... 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