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Home My WebLink AboutPermit Building 2007-10-23 "::t....F!.~lO,i,.....~. iii.."" J.'.. :'1, ) -~: nv , City of Springfield Building Permit & Inspection Summary 10/23/2007 . 8:56:05AM Job #: COM2007-01346 225 Fifth Street 541-726-3753 Phone 541-726-3676 Fax Job Address: 6883 FORSYTHIA ST Scope of Work: Foundation' Description of Work: Foundation repair Springfield Project Status: Issued . -.>-. Name CON SOLID GROUND OWN TOWERY JEFFREY R & DORIS G Owner & Contractor(s) Address 880 S. 45TH STREET 6883 FORSYTHIA ST City. State. ZiD SPR[NGFIELDOR 97478 SPRINGFIELD OR 97478 Phone 744-8998 541-726-3700 Valuation of Proiect OccuDancv Construction TVDe Cost Per So Ft So Ft!\ Date Valuation Calculated Staff DescriDtion Amount Paid Fees Paid Date Paid ReceiDt # Foundation Permit + 5% Technology Fee + 8% State Surcharge + 100/: Administrative Fee Tota[ Amount Paid $75.74 $3.79 $6.06 $7.57 $93.16 09/0412007 09104/2007 09/0412007 09/04/2007 1200700000000001154 1200700000000001[54 . 1200700000000001154 1200700000000001154 Plans Reviewed ..-.,,;.... DeDartment Received Due Date ComD1eted Result Reviewer Comments , Structural Revi~~ -' 0910412007 09/1412007 09/04/2007 APP DLM InsDections Conducted InsDections Comments Date Result InsDector Footing Footing Footing "- contractor has installed grade 10/1612007 10 RWC beams without inspection Soils - Compaction 10/1612007 RWC I of 1 b" .a K & A Engineering, Ine, P,O, Box 23624, Eugene, OR 97402. 521 Market SI., Suite B, Eugene, OR 97402 (541) 684-9399 Voice (541) 684-9358 FAX enginl?l?ring October 16, 2007 Mr, Jeff Towery 6883 Forsythia Street Springfield, OR 97478 Project: 223.06 Subject: Special inspection - foundation repair Springfield permit no. COM2007 -01346 6883 Forsythia SI., Springfield, OR / PURPOSE AND SCOPE As requested, K & A Engineering, Inc, has made several inspections of the subject foundation repair project currently underway, The purpose of our inspections were to review work completed, provide recommendations to the contractor for required changes or modifications, and to ensure that the work completed met the specifications and intent of the repair plan, This project includes repair of the foundation of the west side of the garage only and installation of drainage along the west side of the residence, This repair plan does not. include underpinning or repair of other parts of the foundation, INSPECTIONS Subsurface Drainage System We inspected the new subsurface drain system as it was constructed. This system was installed according to our specifications and recommendations, The trench extended below the ground surface to native un'disturbed sandstone. The side of the trench facing the foundation extended through approximately 2-feet of saturated organic clays located on the surface of native sandstone. The trench depth ranged from 4 to over 6-feet in depth, A significant amoun(of water was drained from the organic layer during construction, The perforated trench drain pipe was connected to a solid drain pipe which was routed to the curb weep hole on the south side of the street at the west side of the driveway. . , . West Garage Foundation Shoring and Removal of Existing Footing and Slab The west garage wall and roof structure was shored and separated from the foundation and approximately 10,6- feet of the west footing and stem wall was removed, extending from the west side of the portal frame at the . garage opening to the man door, See the attached As-Built Repair Plan. Additionally, a portion of the existing interior concrete slab-on-grade was removed, K & A Engineering, Inc, After removal of the slab and existing foundation, the west portal frame footing and wall were repositioned to a plumb condition, Helical Pier Installation Three helical piers were insfalled at the locations shown on the attached As-Built Repair Pian, Two of the piers support a preconstruction "T" bracket to be embedded into the new concrete grade beam, The third pier, located at the remaining eXisting portal frame foundation, supports a conventional steei bracket. Due to the iocation of iarge boulders in the bedrock, the pier locations and helix configurations were modified from the original repair plan. We evaluated the static load capacity of the piers, as installed, and have determined that the available load capaCity exceeds the required capacity, See Table 1 for a summary of the pier installation, Concrete Grade Beam A new concrete grade beam was constructed with the dimensions and reinforcing meeting our original specifications: This grade beam was attached 'to the remaining existing portal frame foundation at the northwest . corner. The grade beam was attached to the eXisting foundation using 4 - 5/8" diameter grade 60 steel dowels that extended a minimum of 7 -inches into the existing concrete. The grade beam was reinforced according to the project design and specifications. Cripple Wall The existing framed cripple wall supporting the floor of the residence along the south side of the garage was repaired according to our plans. . SUMMARY AND RECOMMDATIONS This report documents our inspections made of construction for the subject project. Work compieted as of the date of this report includes construction of an exterior perimeter subsurface drain system, installation of three (3) new helical piers, cripple wall repair, and a new concrete grade beam, The construction of these elements Project: 223,06 Client: Towery 6883 Forsythia St., Springfield, OR Page 2 of 3 October 16, 2007 , , K & A Engineering, Inc, was made in accordance with our design or, in the case of changes, was made with our approval and according to modified'design recommendations, . We recommend,acceptance of these elements, as constructed, by the local building official. The project is not yet completed: and we anticipate making at least one more inspection report based on additional site inspections. Thank you for the opportunity to be of service. Please call me if you have any questions, . Sincerely, Project: 223,06 CHen!: Towery 6883 Forsythia St., Springfieid, OR Page 3 of 3 October 16, 2007 , ' ',' . ka engineering geotechnical/civil engineering Eugene, OR 97408 541 684 9399 541 684 9358 fax Project: 6883 Forsvthia SI. Client: Towmv Job No: 223,06 Date: 9-28-07 Sheet: 1 of 1 r '\ _ __ ~ _ _ _ _ frr4~t _ __ __ _ __ _, i"--------J L_________, 1 I I I I I I I I I I I I I I I I I i I I II I I I I I I I I I NEW eONC, SLAB I I V SA WCU. T EXIST. S'LAB 19.3' REPAIR CRIPPLE WALL SUPPORTING FLOOR I REPLACE STUOS@16'O,C, -I- APPLY 1/2" COX SHEARTHING NEW CONe. INAILEO USING 8d @ 6" 0,0, I. GRADE BEAM WEST I , GARAGE WALL I r :- ~ ":L .:-, -:: ::- ,-:.. ;:::-'-l.. ,~~ ~~,7!- I I I I 1------ l I I I ,I I _I I L----~i I I I l'....-----ill I I I I L':"__";] I I S8 L'----lIILJ I : :; l'...._, 1 ~ :: .~~~.:. :1: ~ ,'~ ' :-t______;\ ~~-1 LL____~~____~~ T e ." "" w ~ w co "" '" '" (0 c..;;i c:i a <0 '" ;s: <ci w z o N '- <ci SAWCUT EXIST FOUNDATION OOWEL GR, BEAM TO EXIST. CONC, USING 2 ' #4 EPOXY fNTO EXIST. CONC, (;\ AS-BUILT REPAIR PLAN o 1"=8' & STEEL HELICAL PIER WITH PIER eRACKET AT EXISTING FOOTING, <8 STEEL HELICAL PIER WITH "T" FITTING SUPPORTING NEW CONCRETE GRAOE BEAM , ' " Roof Beamf 2003 International Residential Code (01 NDS) 1 Ver: 7.01.10 By: Donald Moore. City of Springfield on: 10-23-2007 : 2:46:36 PM Proiect: Petrushkin 07-1052 - Location: Garage door header Summary: . 5,125 IN x 10.51N x 14.5 FT /24F-V4 - Visually Graded Western Species - Dry Use Section Adequate By: 18,8% Controlling Factor: Section Modulus / Depth Required 9,75 In Deflections: Dead Load: Live Load: Total Load: Reactions (Each End): Live Load: Dead Load: Total Load: Bearinq Lenqth Required (Beam only, support capacity not checked): Camber Reqd,: Beam Data: Span: . Maximum Un braced Span: Pitch Of Roof: _ Live Load Deliect. Criteria: Total Load Deflect. Criteria: Camber Adjustment Factor: Roof Loadinq: . Roof Live Load-Side One: Roof Dead Load-Side One:: Tributary Width-Side One: Roof Live Load-Side Two: Roof Dead Load-Side Two: Tributary Width-Side Two: Roof Duration Factor: Beam Self Weiqht: Slope/Pitch Adiusted Lenqths'and Loads: Adiusted Beam Lenqth: Beam Uniform Live Load: Beam Uniform Dead Load: Total Uniform Load: Properties For: 24F-V4- Visually Graded Western Species Bendinq Stress: Shear Stress: Modulus of Elasticity: Stress Perpendicular to Grain: Bendinq Stress of Compo Face in Tension: Adjusted Properties Fb' (Tension): Adjustment Factors: Cd=1.15 CI=1.00 DLD= LLD= TLD= LL-Rxn= DL-Rxn= TL-Rxn= BL= C= L= Lu= RP=' U U CAF= LL1= . DL1= TW1= LL2= DL2= TW2=' Cd= BSW= Ladi= wL= wD adi= -wT= Fb= Fv= E= Fc perp= Fb_cpr= Fb'= Fv': Fv'= Adiustment Factors: Cd=1.15 Design Requirements: Controllinq Moment: 7,25 ft from left support Critical moment created by combining all dead and live loads. Controllinq Shear: At a distance d from support. Critical shear created by combining all dead and live loads, Comparisons With Required Sections: . . Section Modulus (Moment): Area (Shear): Moment of Inertia (Deflection): M= V= Sreq= S= Areq= A= Ireq= 1= 0.31 IN 0.47 IN = U372 0.77 IN = U225 3036 LB 1982 LB 5018 LB 1.51 IN 0.46 IN 14.5 FT 2.0 FT 3.5 : 12 240 180 1.5 X DLD 25.0 PSF 15.0 PSF 16,75 FT 25.0 PSF 15,0 PSF 0.0 FT 1.15 12 PLF 14,5 FT 419 PLF 273 PLF 692 PLF 2400 PSI 240 PSi 1800000 PSI 650 PSI 1850 PSI 2753 PSI 276 PSI 18190 FT-LB 4416 LB (79.29 IN3 94.17 IN3 24.00 IN2 53.81 IN2 395.57 IN4 494.40 IN4