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Correspondence - 10570 SE Washington Street li � � 2 � mn � r`n p�p Suite 210 HOWELL Impoll L= �UU`1LJ�J e3 0 E @� l uA IJIIV C` p Portland, OR 97216 CIVIL - STRUCTURAL ENGINEERS Tel. 503-254-6292 Fax 503- 254 -6761 ®FFiCE COPY September 10, 2007 PROJECT: Coral Street Townhomes 9399, 9401, 9403, 9405, and 9407 SW Coral St. Tigard, OR 97223 Amato Pacific Corporation SUBJECT: Party Wall studs —12 feet high Engineering The party wall studs in the Garage are constructed as high as 12 feet. The enclosed calculation shows that the 2x4 stud walls may be constructed as high as 12 feet 4 inches at 16 inches on center. Questions or comments regarding this letter are to be addressed to Todd Rowell at 503- 254 -6292. ' �Q,EO PRO/ c �GINEF `' QC 5 7P -' pl /,r � � 0 EGO q) 0, • 22, � ,\. O T R pv ' CITY OF TIGARD, I EXPIRES: DEC. _ 31, ( Approved ,..1 � vGae ':....... P1 Conditionally Approved See Letter to: Follow Attach�d _ 00/ L Permit Number: ��'� Address: Ia �c� By :..MLI _. 10570 SE Washington Street �plJl1 � �� Suite 210 HOWELL LL EUV EE RBI NIG a l� EffigI1V M lJ m Portland. OR 97216 CIVIL — STRUCTURAL ENGINEERS Tel. 503- 254 -6292 Fax 503- 254 -6761 July 2, 2007 PROJECT oral Ireet Townhomes 9399 1, 9403, 9405, and 9407 SW Coral St. igard, OR 97223 Amato Pacific Corporation SUBJECT: Party Wall Holdowns and Posts Lateral Engineering The clouded area of the enclosed engineering drawing sheet shows where HTT22 holdowns were to be installed and fastened to 6x6 posts in the party wall. After reviewing the engineering, I have determined that the HTT22 holdowrls are not required to be installed in the clouded locations. It has been reported that the 2x4 party wall top plates rest on top of the 6x6 posts identified in the clouded area of the enclosure. A beam running continuous from one party wall to the other bears on the 2x4 top plates, instead of directly on the 6x6 post. After reviewing the vertical loads from the beam, I have concluded that the 2x4 top plates on both ends of the beam provide enough bearing to carry the load. Questions or comments regarding this letter are to be addressed to Todd Rowell at 503- 254 -6292. <rys � _ GIN Fc fo d A , , I � 58367PE I I k.„ = L °A I I r 1 ;": o EG JUL 0 , 2007 ao o a CITY O 1 i i j LARD JJ �; Df DIVIS 1 EXPIRES: DEC. 31, ("1 10570 SE Washington Street � p � 2r ��� n Suite 210 RE W LcL`_�I.S I�liVNP�VL��15SDUt1g i L!_ E@O �tl Q J m@, Portland, OR 97216 CIVIL — STRUCTURAL ENGINEERS Tel. 503-254-6292 Fax 503 -254 -6761 fizy June 1, 2007 I 'i 0 = 2001 CITY O , 1'a =b�: d ) pp , PROJECT: • n1 Street Townhomes y J 9399, e401, 9403, 9405, and 9407 SW Coral St. _ igard, OR 97223 ��) D v ..J � 2 Amato Pacific Corporation O �' SUBJECT: Rebar Clearance at Front Garage Stemwall It has been reported to me from the special inspector that the rebar placement in the new stemwall of the front Garage shearwall is less than one inch and, in some places, touching the concrete forms. This letter has been prepared to clarify the required rebar clearances for the subject stemwalls. The rebar clearance at the front face of the Garage stemwall that is exposed to weather must be a minimum of 1- inches. The clearance at the rear face of the Garage stemwall which is not exposed to weather must be a minimum of $/ inch. Questions or comments regarding this letter are to be addressed to Todd Rowell at 503 - 254-6292. • eskt PR ppp S . z. : , t . ;7 - r a© r. � I EXPtRES: DEC. 31, 0( • 10570 SE.Washington Street p � n 2 r Suite 210 E II HO IEN@ONIE � ENg A ©ER @I �n I ma Portland, OR 97216 CIVIL — STRUCTURAL ENGINEERS U Tel. 5 254 6292 Fax 503- 1 May 23, 2007 � MA 9 00? PROJECT: Coral Street Townhomes C I3�, 9399, 9401, 9403, 9405, and 9407 SW Coral St. BUILDING O 1R® Tigard, OR 97223 i:sSIIJRI Amato Pacific Corporation — K , ) a6 — col ? SUBJECT: Carson Testing Inspection Report 9 ,5 99 ato de-re-t' Review and Approval The front Garage foundation walls that are to be constructed in order to support the specified strongwalls at the project townhomes were inspected by Carlson Testing. The new foundation wall to be constructed is to be attached to the existing footing with epoxy bolts and rebar. The concerns identified in the Carson Testing Report dated May 11, 2007, have been reviewed and the engineering response to these concerns is as follows: 1. The 9405 unit, which is the center unit of the 3 unit building, had an embedment depth of 12 -1/2 inches on one holdown rod and 14 inch embedment on another holdown rod because of interference with rebar. The engineering had specified a 15 inch embedment. After reviewing the design loads applied to the rod and the diameter of the rod, I have determined that the minimum depth required at this location is 12 inches. Therefore, the depths drilled are acceptable for this application. c. On the 9399 unit the report states that one #4 dowel was installed in an unclean vertical hole_ Another dowel is to be added 1 to 2 inches from the original unclean epoxy dowel as a replacement. 3. According to the report, all of the foundations where the epoxy rods were being added appeared to be around 15 inches deep. A 15 inch deep foundation is adequate to resist the design loads provided that a minimum 3 inch thick concrete slab is placed on top of the footing. Provided that another dowel is added as described in item 2 above the inspection report is acceptable for the retrofit construction of the strongwalls at the front of the Garage. Questions or comments regarding this letter are to be addressed to Todd Rowell at 503 - 254.6292. tip PR ,5� ��GIN&:, 4 58367P , /V ■ a- REGO �t ■\ • 22, � ti / 6 0 T. RO`'` I EXPIRES: DEC. 31, 06