The URL can be used to link to this page

Plans 10570 SE Washington Street ' �� p Suite 210 POW ELL ENIglIU`1EEQORIP IDE@1141' IRO Portland, OR 97216 CIVIL — STRUCTURAL ENGINEERS Tel. 503- 254 -6292 Fax 503 - 254 -6761 OFFICE 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. QED PR ace s, C\y�� ‘ ,,\GINF . o Q 5:87P Alp r !IF, 0 EGO! f �o �0, 22, 1 e ;" vo T._ RO I I I EXPIRES: DEC. 3i, CITY OF TIGARD Approved S7 1€ - i Conditionally Approved See Letter to: Follow [ Attached Permit Number: /aC -di / 9 Address: '?Ye) 7 a' Co BY: 1SR ift, J Date: ? i i ni ith L44r 04c,61 ci - to- 01 Column( 2003 International Building Code (01 NDS)1 Ver: 6.00.7 By: Todd R. , Rowell Engineering on: 09-10 -2007 : 07:19 :15 AM Proiect: - Location: Summary: 1.5 IN x 3.5 IN x 12.33 FT (a), 16 O.C. / #2 - Douglas Fir -Larch - Dry Use Section Adequate By: 1.5% Vertical Reactions: Live: Vert- LL -Rxn= 520 LB Dead: Vert- DL -Rxn= 501 LB Total: Vert- TL -Rxn= 1021 LB Horizontal Reactions: Total Reaction at Top of Column: TL -Rxn -Top= 41 LB Total Reaction at Bottom of Column: TL- Rxn- Bottom= 41 LB Horizontal Deflection: Deflection due to lateral loads only: Defl= 0.40 IN = L1366 Axial Loads: Live Loads: PL= 390 PLF Dead Loads: PD= 362 PLF Column Self Weight: CSW= 13 PLF Total Loads: PT= 765 PLF Eccentricity (X -X Axis): ex= 0.00 IN Eccentricity (Y -Y Axis): eY= 0.00 IN Axial Duration Factor. Cd- Axial= 1.15 Lateral Loads: (Wind/Seismic) Loads applied to: (Dy Face) Uniform Lateral Load: wL -Iat= 5 PSF Lateral Duration Factor. Cd -lat= 1.33 Column Data: Length: L= 12.33 FT Maximum Unbraced Length (X -X Axis): Lx= 12.33 FT Maximum Unbraced Length (Y -Y Axis): LY= 0.0 FT Column End Condition: Ke= 1.0 Calculated Properties: Column Section (X -X Axis): dx= 3.50 IN Column Section (Y -Y Axis): y 5.25 1.50 IN2 Area: Section Modulus (X -X Axis): Sx= 3.06 IN3 Section Modulus (Y -Y Axis): Sy= 1.31 IN3 Slenderness Ratio: Lex/dx= 42.27 Ley /dy= 0.0 Properties For: #2- Douglas Fir -Larch Compressive Stress: Fc= 1350 PSI Modulus of Elasticity: E= 1600000 PSI Bending Stress (X -X Axis): Fbx= 900 PSI Bending Stress (Y -Y Axis): Fby= 900 PSI Adjusted Properties: Fbx': Fbx'= 1796 PSI Adjustment Factors: Cd =1.33 Cf =1.50 CI =1.00 Fby': Fby'= 1975 PSI Adjustment Factors: Cd =1.33 Cf =1.50 Cfu =1.10 CI =1.00 Fc': Fc'= 261 PSI Adiustment Factors: Cd =1.33 Cf =1.15 Cp =0.13 Column Calculations (Controlling Case Only): Controlling Load Case: Axial total Load and Lateral loads (D + 0.75[L + W] Compressive Stress: fc= 170 PSI Allowable Compressive Stress: Fc'= 261 PSI Eccentricity Moment (X -X Axis): Mx-ex= 0 FT-LB Eccentricity Moment (Y -Y Axis): My-ev= 0 FT-LB Moment Due to Lateral Loads (X -X Axis): Mx= 95 FT-LB Bending Stress Lateral Loads Only (X -X Axis): fbx= 372 PSI Allowable Bending Stress (X -X Axis): Fbx'= 1796 PSI Bending Stress Lateral Loads Only (Y -Y Axis): fbv= 0 PSI Allowable Bending Stress (Y -Y Axis): Fbv'= 1975 PSI Combined Stress Factor: CSF= 0.99 . 10570 SE Washington Street Suite 210 PO WELL ENI@PRIEE PING a DBE SIGN GN OROa Portland, OR 97216 CIVIL — STRUCTURAL ENGINEERS Tel. 503-254-6292 Fax 503- 254 -6761 July 2, 2007 (151 1 PROJECT: Coral Street Townh T OR 97223 Coral St. 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 holdowrts 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. Ep PRO i � c3 ` ', GINF F q 'b y 9 A?�, �' 58367PE e L. a Ad _ L . of?'. l�c ' / JUL 0. 200? '0Z •' CITY Ui i ilj RD T. R4 E D1VTS [ON EXPIRES: DEC. 31, 03 . k 10570 SE Washington Street � I1p2 n2r � n Suite 210 °DO W LS�L� La�V ORMEEU,SDU\]1 8 D E @D@R \J � j �B, Portland, OR 97216 CIVIL - STRUCTURAL ENGINEERS Tel 503-254-6292 ., _ .„,F,ax- 503;254: 6761' ri r 4 4 ., R �,ri-� 71 11y 1 --- ° June 1, 2007 � � ;UI L2001 p a 'e e ir 1 1'vxk d PROJECT: Coral Street Townhomes 9399, 9401, 9403, 9405, and 'x407 SW Coral St. tSr�O/„ f DD / Cry Tigard, OR 97223 (C1V1 I I Amato Pacific Corporation 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 s/ inch. Questions or comments regarding this letter are to . be addressed to Todd Rowell at 503 - 254 -6292. • PRpfe / / / I l ° $ 1 ' do r. Roy' EXPIRES: DEC. 31, -. I 10570 SE Washington Street � n � r2 � �� p Suite 210 H, Oft LLB EAVigo L am[ 1, =,SEN a DD EEIL Ni omg. Portland, OR 97216 CIV - STRUCTURAL ENGINEERS Tel. 503-254-6292 Fax 503 -254 -6761 May 23, 2007 ECEPPED E MAY 2 9 20U/ PROJECT: Coral Street Townhomes CITY C l act® 9399, 9401, 9403, 9405, and 9407 SW Coral St. BUILDING DIVISION Tigard, OR 97223 Amato Pacific Corporation ----._ ! ) — ‘ / F / SUBJECT: Carson Testing Inspection Report �� de-14i Review and Approval �T�'7 �`� � 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. �27 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. 4to PR f 5836'7P y r OREGO �0 22 0/ ca T. RO I EXPIRES: DEC. 31, 08 4