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Home My WebLink AboutPermit Building 2007-9-4 Status Issued CITY OF SPRINGFIELD' Building/Combination Permit PERMIT NO: COM2007-01346 ISSUED: 09/04/2007 APPLIED: 09/04/2007 EXPIRES: 03/04/2008 VALUE: $ 5,000.00 225 Fifth Street, Springfield, OR 541-726-3753 Phone 541-726-3676 Fax 541-726-3769 Inspection Line SITE ADDRESS: 6883 FORSYTHIA ST ASSESSOR'S PARCEL NO.: 1802031101800 Springfield TYPE OF WORK: Foundation TYPE OF USE: Repair Residential PROJECT DESCRIPTION: Foundation repair Owner: TOWERY JEFFREY R & DORIS G Address: 6883 FORSYTHIA ST SPRINGFIELD OR 97478 Phone Number: 541-726-3700 I CONTRACTOR INFORMATION I Contractor Type General Contractor SOLID GROUND License 165804 BUILDING INFORMATION. Expiration Date 07/27/2009 Phone 744-8998 # of Units: Primary Occupancy Group: Secondary Occupancy Group: Primary Construction Type Secondary Construction Type: # of Bedrooms: # of Stories: Height of Structure: Type of Heat: Water Type: Range Type: Energy Path: Sprinkled Building: Lot Size: Sq Ft 1st Floor: Sq Ft 2nd Floor: Sq Ft Basement: Sq Ft Garage/Carport Sq Ft Other: Occupant Load: n/a Storm Sewer Available: Special Instruction: AI It:NTlON: Oregon faw requllt!!..'.lff>PMENT INFORMATION I follow rules adopted by the OreaoR' UtilItY lif'.Q~!i~n Center. Those rules are setlO . F~ontyali '0; ''R'~-001-0010through OAR 952 ,frlay Dlst: S~de 1 Se .: You may obtain caples of the rule reet ~rees Rqd: Side 2 Set e '.ng the center. (Note: the telephoneaved Dnve Rqd: Rearyard ~6Wtffitt:for the Oregon Utility Notiflcatloo of Lot Coverage: Solar Setbacks: Center Is 1-800-332-2344). ~BLlC IMPROVEMENTS I K .~ nee E\&JJjE,WOR T~S PERMIT SHALL EX~~ PE~~ff~Nave: AUTHOR\ZED UNDER THANDONW'fWAuts/Drains: COMMENCED OR \5 AS ANY 180 DAY PER'OD. REQUIRED PARKING Total: Handicapped: Compact: Street Improvements: Notes: I Valuation Description I Description Type of Construction $ Per Sq Ft or multiplier Square Footage or Bid Amount Value Date Calculated Pal!e 1 of 2 .......:..GP.A.,NGl!~lm.D " , Status Issued CITY OF SPRINGFIELD Building/Combination Permit PERMIT NO: COM2007-01346 ISSUED: 09/04/2007 APPLIED: 09/04/2007 EXPIRES: 03/04/2008 VALUE: $ 5,000.00 225 Fifth Street, Springfield, OR 541-726-3753 Phone 541-726-3676 Fax 541-726-3769 Inspection Line Total Value of Project Fees Paid' Fee Description + 10% Administrative Fee + 5% Technology Fee + 8% State Surcharge Foundation Permit Amount Paid Date Paid $7.57 $3.79 $6.06 $75.74 9/4/07 9/4/07 9/4/07 9/4/07 Receipt Number 1200700000000001154 1200700000000001154 1200700000000001154 1200700000000001154 Total Amount Paid $93.16 I Plan Reviews I Structural Review 09/04/2007 09/04/2007 APP DLM To Request an inspection call the 24 hour recording at 726-3769. All inspections requested before 7:00 a.m. will be made the same working day, inspections requested after 7:00 a.m. will be made the following work day. Reouired Insoections I Footing: After trenches are excavated. Final Building: After all required inspections have been requested and approved and the building is complete. By signature, I state and agree, thatI have carefully examined the completed application and do hereby certify that all information hereon is true and correct, and I further certify that any and all work performed shall be done in accordance with the Ordinances of the City of Springfield and the Laws of the State of Oregon pertaining to the work described herein, and that NO OCCUPANCY will be made of any structure without permission of the Community Services Division, Building Safety. I further certify that only contractors and employees who are in compliance with ORS 701.005 will be used on this project. I further agree to ensure that all required inspections are requested at the proper time, that each address is readable from the street, that the permit card is located at the front of the property, and the approved set of plans will remain on the site at all times during construction. Ltt/\ ~~~ Owner nr c~rs Sign.tnr. crM IDl- I Date Pae:e 2 of2 225 Fifth Street . Springfv~ld, Oregon 97477 541-726-3759 Phone Job/Journal Number COM2007-01346 COM2007-01346 COM2007-01346 COM2007-01346 Payments: Type of Payment Check cReceint I RECEIPT #: Description Foundation Permit + 5% Technology Fee + 8% State Surcharge + 10% Administrative Fee Paid By SOLID GROUND City of Springfield Official Receipt Development Services Department Public Works Department 1200700000000001154 Date: 09/04/2007 Item Total: Check Number Authorization Received By Batch Number Number How Received . llh 661 In Person Payment Total: Page 1 of 1 3:09:28PM Amount Due 75.74 3.79 6.06 7.57 $93.16 Amount Paid $93.16 $93.16 9/4/2007 ,~. .J~. -' ........... '~ '" ," ~ " , c3 , K & A Engineering, Inc. P.O. Box 23624, Eugene, OR 97402 521 Market St., Suite B, Eugene, OR 97402 (541) 684-9399 Voice (541) 684-9358 FAX pnginppring February 8, 2007 Mr. Jeff Towery 6883 Forsythia Street Springfield, OR 97478 Project: 223.06 ~ ~ SUbject: Foundation Investigation and Repair Plan Single-family residence 6883 Forsythia St., Springfield, OR cYtn2d07-0/~ , hlfIUP~ A-' SH<Pt'/J71!V 9/~7~/M- ~ {: PURPOSE AND SCOPE As per our agreement, K & A Engineering, Inc. has completed an investigation of the foundation and foundation i soils at the SUbject existing single-family residence. The purpose of our investigation was to determine the I nature, extent, and cause of foundation settlement, and to make recommendations for repair. , The scope of our services included necessary fieldwork, engineering analysis and design, and this written , report. INVESTIGATION AND FINDINGS :-,.'" Ii '11'irI"., ' . ;~ General Surface Conditions The project site is located in a residential subdivision in the moderately steep, north facing southeastern hills of Springfield, Oregon. This area is bounded by alluvial valley deposits of the McKenzie River to the north and Middle Fork of the Willamette River to the west. See the attached Vicinity Map. Natural slopes in the project area range from 8 to 15%. ' g : )~ ~:'.;: The geblogy1 of the general area consists of soft, highly weathered to decomposed ~ndifferentiated tuffaceous sedimentary siltstone and sandstone (tuffs) covered with a moderately thin layer of residual and colluvial plastic silts. Igneous intrusive rocks (basalt) underlie these soft sedimentary rocks and residual soils. I>' This geology, highly weathered tuffs with basalt intrusives, is typical for a large area ofthe west-facing foothills of the cascade mountain range located in the direct vicinity of the project. The tuffs most likely consist of ash- flow or air-flow volcanic deposits. These rocks typically weather to form residual or colluvial plastic silts having a moderate to high plasticity and non-isotropic, low permeability. The mineralogy of these soils influences their characteristic moderate to high degree of volume change with changes in water content. .., '1".', 1 Geologic Map of Oregon, George W. Walker and Norman'S. MacLeod, 1991. ...- ; I~ ~ ~ .~ ftJ., t}'" ..' .. I ~~~ r;'; ~I?~ l;~. "j'l I r.;:- '1:", :~:.~ ;;,.. (..,(1 ~ "", ~.;: {"";' f.: .~~ ~;; , - J ~ K & A Engineering, Inc. We believe that this landform is consistent with huge air-born ashflow deposits that made dune-like land forms that have severely weathered since their formation. We have observed similar'shapes and landforms southwest . of the vicinity. ' Existing Structure and Foundation GeneralConSlfucffon The subject residence consists of a conventionally framed two-story home with a main floor area of approximately" 1 ,200-square feet and an attached garage with an area of approximately 440-square feet. , The foundation system consists of a perimeter concrete strip footing (e~timated to be 8" x 24") supporting 8" . ' stem walls that vary in height from' 2-feet to 4-feet. Interior isolated footings in the crawlspace support a post~ 'and-beam main floor system. Exterior walls and beams supported by exterior walls support the upper floor and roof. The roof structure is a composite of manufactured roof trusses and conventional framing covered with a composite aspha~shingle roofing material. The residence is located on a residential lot of approximately 5,700 square feet. See the attached Project Site Plan. In general, the building elements including framing, concrete, and finishes appearto have been constructed in a workmanship like manner, consistent with currently accepted standards for good quality residential construction. We did not find decay or other significant structural deficiencies other than those discussed below that are associated with the observed foundation subsidence. Deficiencies 1. Floor Settlement. Our inspection revealed that there has been a significant amount of vertical settlement of the perimeter and interior floor foundation. We surveyed the floor elevations of both the main level of the house and at.the, tops of the exposed concrete stem walls in the garage. Our measurements show that there is as much as 2.4-inches of difference in vertical floor elevation measured from the highest point to the lowest point. See the attached Repair Plan drawing.These drawings depict the actual floor surface shapes as of the date of our survey (November 2006). Major contours are in 1.0-inch intervals, and minor contours are in 0.2-inch intervals. It appears that the greatest settlement is along the south perimeter foundation for the residence and along the west foundation wall for the garage. 2. Interior Finishes. There are numerous deficiencies in the interior and exterior finishes that, in our , opinion, are the direct result of foundation subsidence. These include vertical and diagonal cracking on interior drywall finishes. Interior and exterior doors and windows are not in alignment with openings and some operate with difficulty. There is cracking at joints of the wood trim. 3. Exterior and structural components. The most notable deficiency and the most visible is the west garage wall and garage concrete slab-on-grade. Th~ west wall has settled vertically and appears to have moved laterally resulting in an out-of-plumb wall (as much as 0.6" in 2-feet), large gaps between the interior slab-on-grade and the stem wall, and broken slab-on-grade. 4. There is a significant bulge in the drywall covering the lower edge of the interior framed south garage wall. Upon further inspection from the crawlspace it was determined that this is due to tipping of the cripple wall studs' supporting the structure on the strip footing. It appears that lateral movement of the Project: 223.06 Client: Towery 6883 Forsythia St., Springfield, OR Page 2 of 8 February 8, 2007 '. . . - ....) " . K & A Engineering, Inc. west garage foundation has pulled away from the framed floor diaphragm of the house, tipping the studs and deforming the finish. There was no structural sheathing attached to these cripple wall studs. 5. Drainage. Drainage of surface runoff is inadequate along the west portion of the south perimeter foundation. We observed evidence of long-term pooling of water on the concrete slab around the concrete patio steps at the master bedroom. We also noted groundwater in the boring that appears to perch on the bedrock, saturating the organic clay. ;;".1 Subsurface Soil Conditions Subsurface soils were investigated near the northwest comer of the garage foundation to determine the nature and extent of soils underneath the settled portion of the house foundation. ~{ One boring was made using a hand auger, and one probe was made near the auger hole using adynamic cone penetrometer. Soil in the boring consisted of approximately 4-feet of loose to moderately dense imported well- . graded crushed aggregate (passing the 1 1h-inch sieve) over more than one foot of soft, saturated organic clay over weathered to decomposed sandstone. A graphic log of the boring and of the dynamic cone penetrometer probe is attached to this report. ~ r~ 1~~ SUMMARY AND RECOMMENATIONS ) Nature, Cause, and Extent of Subsidence and Settlement Our opinion is that the observed settlement and resulting damage to the structure has been caused by conso/Jdation of organic clays that extend underneath much of the foundation area. These soils are compressing (decreasing in volume), in response to the loads of imported fill materials and dead and live structural loads. It appears that the prepared subgrade underneath the foundation may have some slope because of the lateral movement observed in the west garage wall. The saturated organic Clays have extremely low residual shear strength and the vertical loading on the sloped surface may have caused the observed lateral movement of the foundation and wall and the cripple wall (at the south garage wall). !.:.:' "-.', ., i7' ,.' t.:;'.:. I' ,.;r;~ ~\ . I, ~ Additionally, the loose state of the imported granular fills probably resulted in a small amount if immediate settlement soon after completion of construction of the house. ID1 'j:)"l t, :' We believe that the observed settlement could have been avoided by careful quality control during construction of the foundation pad. It is apparent that the unsuitable soft organic clay, while easy to identify in the field, was not thoroughly removed from the foundation area and that the well-graded granular fills were not adequately compacted. ,,:~ Ground subsidence and foundation settlement appears to,be wide spread across the entire foundation. The floor of the house has over 2.4-inches of differential settlement, with the lowest area along the south perimeter foundation. The garage has settled most along the west and northwest sides. See the topographic contour lines plotted on the Repair Plan indicating the observed floor surface elevations. It is our opinion that, without underpinning the foundation, settlement will continue. However, foundation settlementat the. perimeter foundation can be stopped and the structure brought to a level with an engineered underpinning system. r~ ~; p ~ L ~'. Project: 223.06 Client: Towery 6883 Forsythia St., Springfield, OR Page 3 of 8 February 8, 2007 '/.- " 1, ,.' ,..' r.~ ~~.~ I I ~ ,...., )~ ..- I~'.' I 1'1'< M ~ l.~ .. 'J . K & A Engineering, Inc. Recommendations for Foundation Repair We recommend that at least a portion of the existing perimeter foundation be repaired as shown on the attached Repair Plan and referenced drawings. The recommended repair includes replacing the west garage foundation with a cast-in-place concrete grade beam supported by steel helical piers and underpinning portions of the remaining foundation using steel helical piers and pier brackets. , The helical piers extend through the existing granular fill and organic clay to find adequate bearing in the underlying native decomposed sandstone. tFurthermore we recommend installation of a new subsurface drainage system along the southwest and west side of the foundation to collect groundwater and route this to the street storm drain system. The foundation repair can be phased, and we recommend that the highest priority is repair of the west garage foundation as shown on the drawings. 1. We recommend that additional subsurface drainage be installed as shown on the attached Drainage Plan. Optional underpinning shown on the Repair Plan consists of installing steel helical piers, pier brackets, and structural steel channel at locations shown. This 'optional repair will require excavation at each pier location to provide access and necessitates'removal and replacement of concrete slabs and other improvements. SPECIFICATIONS Materials Steel Helical Piers . The pier shaft shall consist of 2.875" 0.0. Schedul.e 80 ASTM A500 tubular steel pipe having a 0.25" minimum wall thickness. . Pier helices shall consist of ASTM hot-rolled ASTM A570 Grade 50 steel plate having a minimum thickness of 0.50" formed on matching metal dies to a true helical configuration. . . Couplings shall.consist of 3.50" 0.0. Schedule 80 ASTM A500 tubular steel pipe having a 0.30" minimum wall thickness that is located and welded in place forming a con~istent strength equivalent with the pier shaft. . Fasteners shall consist of at least 2- 0.75" diameter ASTM A320 grade 5 or equivalent bolts. . The lead section of the pier shaft shall have one 12-inch diameter helix at or near the tip and one 14- inch diameter helix located approximately 2-feet up from the 12-inch diameter helix. . The pier shafVhelixassembly shall have a minimum ultimate load capacity of 80-kips. Pier Brackets . Pier brackets for the new grade beam shall consist of a V2-inch thick x 2-inch x 6-inch steel plate (36- ksi minimum yield strength) attached to the pier shaft end using a prefabricated coupling consisting of a ASTM A500 steel sleeve having an inner diameter slightly large than the pier shaft o.d. s . Pier brackets for piers supporting existing footings shall be an assembly specifically designed to attach the specified pier shaft to a concrete foundation. The pier bracket shall be fabricated using ASTM A570 grade 50 hot-rolled steel plate and welded to provide uniform strength consistent with the plate material. The pier bracket shall have a minimum ultimate capacity of 120-kips. Project: 223.06 Glient: Towery 6883 Forsythia St., Springfield, OR Page 4 of 8 February 8, 2007 '1'- I I ~ , ~~i [I lMJ 'it t ~. . I K & A Engineering, Inc. Concrete . Concrete shall have a minimum of 550-pounds of portland cement per cubic yard of mix and a slump in the range of 4 to 8-inches. Structural Steel . C-shapes shall be rolled sections conforming to shape designations on the plans and the designations and dimensions specified in the Manual of Steel Construction, Allowable Stress Oesign, 9th ed., American Institute of Steel Construction. . Structural steel material shall conform to ASTM A36 or an approved alternative structural rolled shape having a minimum yield strength of 36-ksi. . Fasteners to connect the steel channel to the foundation shall consist of 5/8" diameter Simpson "Wedge-All" or equivalent expansive anchors. Expansive anchors shall have a minimum embedment into the concrete or grout-filled CMU of 4-inches. K & A Engineering, Inc. should inspect and approved of anchor installation. . Threaded ASTM A307 bolts embedded into the concrete or CMU uSing epoxy adhesive is a suitable altemative method of connection of the steel channel to the concrete or CMU stem. K & A Engineering, Inc. should inspect and approve of anchor installation. Select Granular Fill Select granular fill should consist of clean, durable, well-graded material with a maximum particle size of 3- inches and a maximum of 10% passing the no. 200 sieve. Select granular fill shall be placed in layers not to exceed 12-inches (loose) and mechanically compacted to a dry density exceeding 95% of maximum as determined by ASTM 0698 (Std. Proctor). Drain Rock Orain rock should consist of 1 1/2 to 3-inch clean, open-graded, and durable round river stone or angular quarry stone. Separation Geotextile Separation geotextile should consist of a non-woven, needle-punched, polypropylene fabric meeting the following specifications: Table 1 . Separation Geotextile Specifications Property Test Specification Method Grab Strength ASTM > 1.4 kN 04632 Tear Strength ASTM > 0.5 kN 04533 Puncture Strength ASTM > 0.5 kN 04833 Burst Strength ASTM > 3,500 kPa 03786 Permittivity ASTM > .02 sec.1 04491 Project: 223.06 Client: Towery 6883 Forsythia St., Springfield, OR Page 5 of 8 February 8, 2007 F ~ > i1- 1. [ . I K & A Engineering, Inc. Property Test , Method ASTM 04571 ASTM 04355 Specification Apparent Opening Size (ADS) < 0.6 mm > 50% ret. After 500 hours exposure Ultraviolet Stability A manufacturer's printed certification is acceptable as proof of compliance in lieu of laboratory testing. Fabrics that meet this specification include Amoco Fabrics and Fibers Co. ProPex 4545. Separation geotextile should be placed free of wrinkles or other discontinuities. Torn, punctured, or damaged fabric should be replace. Separation geotextile should have a minimum lap at seams of 12-inches. Drain Pipe Drainpipe for foundation drain systems shall consist of rigid ADS3000 Triplewall pipe or schedule 40 PVC. Perforations should be either prefabricated by the pipe supplier, or constructed by drilling 1h-inch diameter holes spaced at 8" into solid pipe. Perforations should be placed down. K & A Engineering, Inc. should be contacted to review and approve perforated drainpipe prior to installation. Repair of West Garage Foundation . Shore the west wall and north end of the garage portal frame. Extreme care should be taken to avoid damage to the brick facia on the north garage wall. . Care should be taken to locate all utilities and ensure that utilities are not damaged during excavation and underpinning. . Excavation underneath the existing foundation and removal of the existing foundation. The concrete should be neatly sawcut from the west foundation that supports the living area (south of the garage) and from the north garage portal frame. . Sawcut and remove damage portions of the garage slab-an-grade. · Install the helical piers. Piers should be placed so that the liT" brackets support the center of the grade beam at locations shown on the plans. Pier materials and installation should conform to our specifications below. We should be on-site during installation to inspect and approve of pier installation prior to construction of the grade beam. · Construct the specified reinforced concrete grade beam. Care should be taken to ensure that anchor bolts are installed in the grade beam for connection of the wall plate to the beam. It may be necessary to replace the wall plate. the ends of the grade beam should be connected to the remaining existing concrete using 2 - #4 grade 40 steel deformed reinforcing bar spaced vertically a minimum of 12- inches. The bars should be no closer than 3-inches to the edge or face of existing concrete and should be centered in the new grade beam. The bars should be embedded into the existing concrete a minimum depth of 6-inches and should be affixed with Simpson S.E.T. epoxy adhesive. Note that the grade beam excavation may have to be lined with select granular fill to the desired grade. Project: 223.06 Client: Towery 6883 Forsythia St., Springfield, OR Page 6 of 8 February 8, 20'07 'I' - I . , K & A Engineering, Inc. · The grade beam should cure for a minimum of 28-days prior to removal of temporary shoring. K & A Engineering, Inc. may approve a shorter cure time if the contractor can provide unconfined shear testing that indicates that a minimum compressive strength of 3,000-psi has been reached at the time of loading of the grade beam. · Install the pier and bracket at the center support of the north garage wall portal frame. · Repair the cripple wall supporting the structure on the foundation along the south garage wall. Repair includes replacement of studs (Douglas fir no. 2 or better) having the same dimensions as the original studs. Sheath the new cripple wall USing V2-inch APA-rated sheathing (or COX plywood) nailing panel edges using 8d common nails spaced at 6" o.c. Nail the field using 8d common nails spaced at 12" o.C. · Replace the removed portion of the concrete slab-on-grade. Prior to construction of the new slab-on- grade the subgrade aggregate should be graded level and compacted. The slab-an-grade should be a minimum of 4-inches in thickness and should be reinforce using #3 grade 40 bars spaced at 24" each way. The bars should be centered in the slab. Sawcut or tool control joints in the new slab having a 'maximum spacing of 12-feet. Connection of the new slab-on-grade to either the foundation, grade beam, or existing slab is not necessary. · Repair interior finishes. Placement of Underpinning at Existing Foundation · The foundation should be reinforced with steel channel prior to underpinning. · The existing footing shall be neatly notched the width of the pier bracket at pier locations. The notch shall not be wider than the pier bracket with plus one-foot. The notch shall allow the pier bracket to be installed so that the vertical bracket face is flush, and in good contact with, the face of the concrete stem wall or the face of the concrete. The bracket shall be attached to the concrete using one 5/8" diameter Simpson "Wedge-All" or equivalent expansive anchors. · Piers shall be centered with the pier location and notch in the footing. Installation shall proceed until driving pressure / torque results indicate the required minimum ultimate capacity (45-kips). K & A Engineering, Inc. should inspect and approve of pier installation. · Concrete slabs-on-grade that must be removed for pier installation should be sawcut to neat lines parallel to perimeter foundations. Replacement slabs-an-grade should be supported on a minimum of 12-inches of select granular fill. Replacement slabs-on-grade should have a minimum thickness of 4- inches and should be reinforced with #3 grade 40 reinforcing bar spaced at 24" o.c. each way. · After pier placement, and installation of the new floor beam, the structure should be leveled. Care is required to avoid excessive damage to interior finishes. · Repair floors and finishes to be in a "like-new" condition. Project: 223.06 Client: Towery 6883 Forsythia St., Springfield, OR Page 7 of 8 February 8, 2007 . , K & A Engineering, Inc. LIMITATIONS OF THIS REPORT This report has been prepared for the exclusive use of Jeffrey Towers and his contractors for the subject structure. This geotechnical investigation, analysis, and recommendations'meet the standards of care of competent geotechnical engineers providing similar services at the time these services were provided. We do not warrant or guarantee these recommendations, site surface, or subsurface conditions. Exploration test holes indicate soil conditions only at specific locations (i.e. the test hole locations) to the depths penetrated. They do not necessarily reflect soil/rock materials or groundwater conditions that exist between or beyond exploration locations or limits. The scope of our services does not include construction safety precautions, techniques, sequences, or procedures, except as specifically recommended in this report: Our services should not be interpreted as an environmental assessment of site conditions. Thank you for the opportunity to be of service. Please call us if you have questions or need further assistance. Sincerely. Michael Remboldt, P.E. K & A Engineering! Inc. ( Project: 223.06 Client: Towery 6883 Forsythia St., Springfield, OR Page 8 of 8 February 8, 2007 Field-developed Cross Sections 6883 Forsythia St., Springfield, OR From Vert. Horiz, To Cumm Station Dist., Fl Dist., ft. Azimuth Station Ii. North Ii. East Ii. Elev. North East Elev., ft. Dist. A10 A10 500.0 500.0 500.0 0.0 A10 -6.45 26.05 358 All 26.0 -0.9 -6.5 526.0 499.1 493.6 26.1 A10 -7.30 31.41 358 A12 31.4 -1.1 -7.3 531.4 498.9 492.7 31.4 A10 -7.81 68.42 358 A13 68.4 -2.4 -7.8 568.4 497.6 492.2 68.4 From Vert. Horiz. To Cumm Station D ist., Ft. Dist., ft. Azimuth Station Ii. North Ii. East Ii. Elev. North East Elev., ft. Dist. 810 810 500.0 500.0 500.0 0.0 810 -0.7 15.21 268 811 -0.5 -15.2 -0.7 499.5 484.8 499.3 15.2 810 -1.11 19.03 268 812 -0.7 -19.0 -1.1 499.3 481.0 498.9 19.0 810 -3.85 19.17 268 813 . -0.7 -19.2 -3.9 499.3 480.8 496.2 19.2 810 -4.62 24.77 268 814 -0.9 '-24.8 -4.6 499.1 475.2 495.4 24.8 810 -6.70 58.90 268 815 -2.1 -58.9 -6.7 497.9 441.1 493.3 58.9 " , ~ , Field Cross sectio...ns Ie-~ 17.et?'I01:"(.' (cSr:,1 . . = / Nt-fl C'ul'tJVl;fll- ~ ~cr'QV" A" III rJn.rtf _ G-A-.<l.A-c,... ~ .- ..; / /~~ ""~ ~ 500 ~~- -.'~ " 2~f-1 . !:.i'~e~" ~~n ell - .ylA.\,~ + > . '~--I---- --- -----. . ------... I I 490 , ' , o 10 20 30 40 50 70 510 I t FDXC A - -II - FDXC B ... .. 60 Horizontal Dist., ft. Client: Towrey Project: 223.06 K & A Engineering, Inc. Surveyed 11/14/2006 Date Excavated: Equipment: u :I: a.. <(el 0:0 el...J ~~~:~:;~~"~t:.~~ .-. .- . a.. .. .t.~ . ,~.. ... .' 2 ... e. .~,~ .. . .' 3 .... e. ~ ,~.. ... .~ 4 .... e. !. ..~ ~ ..AA./VV.J ..AA./VV.J - 5-~ :J: I-~ 0.0; w w 0= 6 7. .... o 1!! N l- e C> ,..: o Z Z Z C> <( C> o , -' -, 0.. C> 8 ". ~ w -' o :r 0:: w Ik.a g .n9In..,;n9 -' LOG OF TEST PIT AH1 11/14/06 3.5-inch hand auger MATERIAL DESCRIPTION Logged by: Surface Elevation(ft): Concrete slab Crushed aggregate fill- 3/4" and 1 1/2" (-) well-graded gravel from springfield quarry. NOTE groundwater at 3.5'. . / MDR w I- W ~ 0: ...J ;:) Z to a. Cl I- ;:) .e en :2 z Z en >- I- 5~ ~ co en <( <( w, :2~ 0: :5 w en :J: a. 0 I- Brown/black, soft, saturated, plastic, ORGANIC CLAY. Note roots and other woody debris. Refusal (rock) at 5.3'. K & A Engineering, Inc. 3327 Roanoke Ave. Eugene, OR 97408 Phone: (541) 684-9399 Fax: (541) 684-9399 Towery Residence 68~3 Forsythia St., Springfield, Oregon 223.06 ." . . kt1 rnainrrrina K & A Engineering, Inc. 3327 Roanoke Ave. Eugene, OR 97408 Telephone: (541) 684-9399 Fax: (541)684-9399 Project: Location: Client: Project No.: Coordinates: Surface Elev.: Towery Residence 6883 Forsythia St., Springfield, Oregon Towery 223.06 " ! Dynamic Cone Penetration Test No: DCP1 Completion Depth: Date Boring Started: Date Boring Completed: Logged By: Drilling Contractor: 3.0 11/14/06 11/14/06 MMR K&A l!! Qi Cl Q) 0 Qi ~ ...J E DCP Raw Data Dynamic Cone SPT-N u Remarks .c (blows/10 cm) Resistance, mPa (correlated) :c .c' D. c. D. Q) co Q) 0 t5 0 10 20 30 2 4 6 8 10 12 10 20 30 -. 2 - Fill - moderately dense to loose crushed aggregate. Soft organic clay. Note rock at 1.5m. -- 3 - . 1 - :' ) ! :--S2<o '- ~. Native undisturbed decomposed sandstone. - - 4 - ~ . , 19.71 The stratification lines represent approximate boundaries. The transition may be gradual. -. 5 - -- 6 - - 2 . 7 - - 8 - - 9 - - 3 - .... ~ I- o <.') e>: u o. ~ .., Q. <.') 8 ~ ;: Q. U o <.') o -' Q. U o Test No: DCP1 " .- k~ geotechnical/civil Project: 6883 Forsvthia St. . . Client: Towrev englneenng Eugene, OR 97440 Job No: 223.06 Date: 2-8-07 541 684 9399 541 684 9358 fax Sheet: 1 of 6 engineering / \ / Oi..C:"NO.'4';-. T.17S.R2W. ":l- - - - -- r'-1 -,~,.-Iitf'\"4'"L ~.3r - 7600 1.01!l JJ:,. .u<n Q rr. ~~:1~'~~:~: ~ ~'2' o1J,rYk. .' - f fJ51lll-f1 ~-.' l2~rYk .:~ i --~ n. :)~:::: I i- .. 1fE(. U(lHUI.IOlT :f.O? SM"'S'.&'"t' ... :l;.C(I'~c~R .; '-... ,J s.t'u....-r ,~~ : ~~ I ;p .:.... I I .' ~l::I"'~' 'lP _ d,'i. ":€ I ;i~ :a ,,It . ;~ I' ~!i ~: 1 I -, I : g I ~\t , .' ; ~~ I t l" ~ ~,I ~ ~ tL' ~ l~ ?~ 8) ..: ~, ~, ~ \ ~~ 7900 ~:'6rf~f. .../..,.... "1.13.7.' RU.11 st .. b. ''''\\I<'fiu '; I ' . ,j) , r - f , , <,:,... .-~ ~~ 8000 0,93 AC. _an. PROJECT SrTE 6883 FORSYTHIA ST. TAX LOT 01800 TAX MAP 18 02 0311 ....!>rJT. 2900 o ~ Y::i ~-~ - ~OREGO?lr\ I-. ~ ~ Q ~~ i'O;/' o:r. ~ Dfr\N1S ~/ EXPIRE~#"4 / f1\ \2/' PROJ :CT A iEA PLA ~ 111 - 200. , " . " /, k-a geo~ech~ical/civil Project: 6883 Forsvthia 8t. englneenng Client: T owrev Eugene, OR 97440 Job No: 223.06 Date: 2-8-07 541 684 9399 541 684 9358 fax 8heet:2 of 6 engineering I .. "\ r ;;.~. A13 '" T r /",. l:, ,-- I I~- ~ F' 0 R S Y T H I A S T R E.~ FIELD-DEVELOPED ~ CROSS SECTION . (TYP .) , ./" LOCATION OF BORING r~ / EXIST. FOUNDATION I PROPERTY BOUNDARY :/ (APPROX-lOCATIONJ -- -'- '> w ~~ r:J We 'tiL A12 .i;! IA11 . I' ~,~' ., ,~ C:' I \ L. =70.0' R '=14 99.9 -- -- ~ FYi &:i o , , _ _~ B14~12 , , \ , , \~ to\;' ~,~ 02~ , , \ , , \ , , \ N8~5~O~_----- \..- _ _ -- - - 54.2\ I I p;' fl" F~:< It.. B15 ~- ["""J !;-,,(,< L~~ en o .l>o ~I~ :":I~ -.I m ;g; ~ ~ 1 i I : I I I \ I I I ~'=- , , II . .- - --~ -= iL)J --- , I ./ f1\ SITE PLAN ~. 111 = 20' " . , 'Oka "\ engineering geotechnical/civil engineering Eugene, OR 97440 541 684 9399 541 684 9358 fax "\ Project: 6883 Forsvthia St. Client: Towrev Job No: 223.06 Date: 2-8-07' Sheet: 3 of 6 '. r '\ 40.0' .....I W 0 Z ci ~ ~ ::I: ,u ll"! ~ ~ ~w__ 2.0' - -4.9'- ~r7",",",~ ~ ( ~ _ W- - -\?L _ _ \DI j/(I ) I ~\li- ~ -\?L - __ \DI-, r-r-r-,+-- I l,-~---/- --/4 I '/ I } \ / I I ( // // I , ~ / tf /.) j / / / / / ) ~ ~. I / / / / "-J '/ /' j/ } /' /' ........, / / /"'" / - / ( /'/ ................ I / / / I ( ')././ I/'........ / / I ......0. - /' ./ 1 . ( r '- - - _0.4-- j /' ./ /' . ( ,---- - ./ / I \ _0.6- / ./ / . \ /---- -- / /' ) ~ \ '\ '- / _o.e- / / u /--- ........-- / I i!= b.. \ /' -0....... / ...-:::::1 3: ~ \ ,,_ / ................ - - ~\. _ -: "" / / / I ~- - w \ ........ _ - - -1.2/ '- - _ / I ~ ................ ........ _ " / f2 \ ........ ........ / / / - --'.,,_ ('-.. / I f5 _ _ / _ _ /' / a: \ / / / / / / Ir- -'.6_ _1~3'RE~CRIPPi:EWAilWPPORTlNGFLOO} I ~ I \ I / /' /" -t.~ - REPI::AC~TUDS @ 16" O.C. I I_ I / / / _/ 'APPLY112'CDXSliEARl}iI~_ I 1-./ //' /// / /--2.0-1-___':.~SHf.G~~"~._ I. ~ ~ o ~ I II /// ///; /:=:.~~"~"~~:-,~'-::.~"~I 0 J :'J i~ ~I '/1 II .//;IL ~r-r/ IT r (- -- ~ ~_~l ~t J l/' L.L _ -L _ .J, _ \ .:V ,; I 1\ \ ~~~ I t ' :.- 7::\- - - 7::\, I \ ./ I I I \ \ _I ~ ~ ~ ~ \ I I \ lU 1 ~ 2.0' - I- 6.0' -l I L - ...l 11 \ ~ (\ 5 ) l,.. /_\- - I I yl I I '-..::.../ ~ L-.J I \ .~~ ' I . L_-, 0 I - r--2.0' I \ (. II \ /1 I \ I~I Ji I \ I ;1 APPROX. CONTOURS OF MAIN FLOOR I I ) /, I I " INTERVALS AT 0.2.INCHES I I / ~ I I REPLACE STUDS IN CRIPPLE WALL. INSTALL 1/2' COX SHEATHING I L~ _ ~/- ,.. ~ . k:1 NAfLATEDGESUSING8d@6'O.C. L 17 - - - * - - - - ,1~ PRO NEWCONC.SLAB 8 NEWCONC.1 ~~\.~ ffs.s; REPAIR 'PLA,N SAWCUTEXlST.SLAB , GRADE BEAM WEST &- ~~G\Ntc~ ~ GARAGE WALL 2ll 194 4 r:-- SAWCUT EXIST FOUNDATION .----..~ DOWEL GR. BEAM TPO ~ " EXIST. CONC. 4 ~REGO !\. USING 2. #4 ~ ~ -..- #.!; ffi STEEL HELICAL PIER WITH PIER BRACKET AT EXISTING FOOTING. EPOXY INTO EXIST. CONC. ~~ ~ ...ro~ <E1 STEEL HELICAL PIER WITH "T" FITTING SUPPORTING NEW CONCRm GRADE BEAM I. ~\S ~ OPTIONAL STEEL HELICAL PIER WITH PIER BRACKET AT EXISTING fOOTING. EXPIRES / ?'!hrP' 9.8' 12.5' r' -6.3'- - 2.0' N .,f i:: L; r L.{" ""' ~ ~ [ -J W Z ,Z c( o 5 ~ ~ ~ ~ t....... j fT I" I'- t:..4 (~ ~ ..: ::'! ,~ q ~ ; , il ~ .~ ff i;~ "'- Wi f; ~ ~ , ~) . y.', fi- I", t:: i""" I", It.: "'" r> , ....:.. x CD u i!= 3: w u a:: f2 0 z ci W ~ a: i::! M c> :E i5 <D W C C2 C!:> (,) z o u if z <'! N d . ~ N. f1\ \2/' 111 = 81 LEGEND / -. . , . rc geo~ech~ical/civil , ka Project: 6883 Forsythia St. englneenng Client: Towrev Eugene, OR 97440 Job No: 223.06 Date: 2-8-07 541 684 9399 541 684 9358 fax Sheet: 4 of 6 engineering ,/ r '\ I' STEEL C 8 X 11.5 CHANNEL INSTAlL AT LOCATIONS SHOWN ON PLAN ATTACH TO STEM USING 5/8' D EXPANSIVE ANCHOR BOLTS SPACED AT 24: O.C. .- STEEL PIER BRACKET INSTAll FLUSH WITH STEM WALL ~ ' IN NOTCH CUT INTO FOOTING ~ ....... ~~:..;<);/'?YJ.~ :....: 7~xSf;(':/~;A'S."'1-.',<';"::::-',,:.::c . : ~'-;/?~~@(./l'//h"/'''~' .. _ ~~~>>'S.;;~'\'YX;'~' .. . . :I."::{/y-/.' 'x.//..,,<<<A STEEL HEUCAL PIER %>;''>;'-;::;;>''}f0~,~~/' I, '; .'. ..., ~ 2718" D SCHED. TUBULAR STEEL SHAFT w~~~~..~~~r~-,j: ..... .. :~. ONE 14' AND ONE 12' HELIX AT END ~ ~i~fif~~~i~ i' : ~'~.' 4. (TYP.) ~~'~';~j:':;{/'S%: t :::::l .. .... .. "'/'/~~1/<:;('0 I .,z,;:."V,,,-,:,:' ~~> ~>~~~\', I I J~~~~ 5 . %~: 'S'><~~:s;?S) ~->~ ".. ~ ~s ,'Z- "'",,,,/~....-:0I.! ~';<'{A' 0~~0'-,<~ J <..... ,,- <., BEARING SOIL - STIFF TO VERY STlFF;'~~~~.~~'1 ;,~~Z~~.~5'@1:~ DECOMPOSED SANDSTONE ~~~s.O)':;,m~~il ~~~~~f~j?~~ EST. DEPTH 7 TO 10 FEET ~ ~~~~)S-;:;$.'$<;~1,,: ;,~~:-,>>~\~~\,>~ NOTE FORMATION MAY CONTAIN .~,'~,.>1:~'5:;;~~~"C\/~~.' ~(~<;;~1.'A~.~),%1; BOULDERS AND COBBLES '~..:~>~".<1:: ~}).'.<~;~~.:,;~'~).,,~,~. ,~,-' ~m:('.''(..''.~7Jt.), '.~."~, ',~:;':~ '~~'<f','0<:ff;:;.<<'0?J .-:"':-; ~\:~%)?~,,: ~~~~~~~~ ~~' ,~~~~ ~~ ~J.-~ f ,ElGST "-OOR ""'" "5< ,J ?<I t., . '. .. .. .' . ,".,d <." r ~ r~ , r-- c... ~'" ,.'<. ~. f), ~ ~( r-- TV). SEe-ON CD 3/4" = 1'-0" PI :R A ~ ): -iIMETE ~ FaUN JA T O~ ,- . ~\.\) PROfrs '-" ~GINt~ ~ ~() ~ ...~~ /. DE:1\NIS EXPIRES IY7.I;:~ / "- / . . I II. I " k-a I ; engineering geotechnical/civil engineering Eugene, OR 97440 541 684 9399 541 684 9358 fax Project: 6883 Forsvthia St. Client: Towrev Job No: 223.06 Date: 2-8-07 Sheet: 5 of 6 / '\ 2 - #5 BARS TOP AND BOTTOM Fy = SO ksi MIN. LAP SPLICE = 28" TERMINATE AT ENDS WITH S" HOOK (TYPICAL) 8" 2" CENTER-TO-CENTER BAR SPACING (TYP.) r--- NEW CONCRETE SLAB-ON-GRADE FLOOR ~ ID?" L 'N ~~. 8" MIN. SELECT GRANULAR FILL, :.4 :.... :':.. \ ~ OVER COMPACTED SUBGRADE ~. .. . .. .:..: .' _ \ I \:..... ~...::~.< .~', :.' r J::>:.:::.:::':X:::,:::'::::::'::: ~", .~~ --. . ....:.:....:.:....:.:.:....:....:.:.......:... ....... . . . . . ....j. r--. "PRECONSTRUCTlON T" BRACKET 1/2" X 3" X S" STEEL PLATE WELDED TO TUBULAR STEEL PIPE TO FIT DESIGNED TO FIT OVER PIER SHAFT /- 2.875" 13 PIER SHAFT EXTENDING TO 12"/14 DUAL HELIX LEAD SECTION EMBEDDED INTO SANDSTONE 20-KIP MIN. ALLOW. BEARING CAPACITY ~ t ~ ~N .! \2, J-BOL T ANCHORS PER PLANS 8" X 24" CONC. GRADE BEAM CONTINUOUS ALONG NORTH, EAST, AND SOUTH ADDITION FOUNDATION. ~ 11' t < ;.. " L_ , ff1,' .iJ ..:'>.,.:r- o CD Ir.P.1~;.CTION - G ~ADE BE~_M AND STEEL P ER ; '--' NOTES: 1. CONCRffi TO HAVE A MIN. OF 550-LB. PORTLAND CEMENT PER CUBIC YARD OF MIX AND A SLUMP RANGING BETWEEN 4" AND 8". 2. REINFORCING STEEL HAVE A YIELD STRENGTH OF SO-KSI AND CONFORM TO ASTM AS15. 3. ENGINEER TO INSPECT AND ApPROVE PIER INSTALLATION BASED ON DRIVING TORQUE AND DEPTH. DRNlNG TORQUE TO BE ESTIMATED BASED ON MANUFACTURER'S CERTIFIED PUBLISHED OF DRIVE PRESSURE VS. TORQUE CURVE. 4. PIERS AND BRACKETS SHALL BE INSTALLED AROUND EXISTING FOUNDATION AND THE FOUNDATION SHALL BE LEVELED PRIOR TO INSTALLING PRE-CONSTRUCTION PIERS (TYPE 2) AND GRADE BEAM. L ./ -1 l....: r ! r- ,~ ;or.: ~ ~ T ;1, J/" !L r , r- I '- r.. L, L.. . NEW 4' D PERF DRAINPIPE COVER WITH DRAIN ROCK AND ENVELOPE DRAIN ROCK WITH < '> ./ SEPARATION GEOIDITILE. ~ PLACE PIPE AT BASE OF EXIST. GRANULAR ALL ALONG GARAGE R E.-E1 2% MIN. GRADE ~ T ~"_, "'''.FOUNDATION ~, ~'_/ . ~' L=70.0' ~- -- ~ '.,. .'""-'., .,... .~:.:~ I -- .~ R=149 .9... :1 ,. I ..:t.. 'r':" ': ~_m:=; =:~\~A~'1 \ ' ->> : OR::,,:: :J"5,,"""" 4' lIJ PERF. DRAINPIPE Cf) PLACE PERFORATIONS DOWN o ,~ ~I~ =-:I:t -.a = rn \':1 ~ cg,'~ . ,~ ~~ , , \ 0, " ~lr ~ ~ ' \ : EXTl'ND IlIWN UNOERNfAlH "'ST. SLAn SOUTH " . \ .-J MASTER BEDROOM PORCH STEPS. \ N83005'30:f_ -- - - \-_-----54.2'" . ' , engineering / geotechnical/civil engineering Eugene, OR 97440 541 684 9399 541 684 9358 fax s -- v \ 1._ I I I \ , , \ , , \0 , I I I I I \ \r \ : I I I \ I I I \ \~ L_ , . '--1: I Fib 1L 1 ' I , [\ I ,\ , \ I I ~ ~--_. f1\ DRAINAGE PLAN \V. 1" ='20' '\ Project: 6883 Forsvthia St. Client: Towrev Job No: 223.06 Date: 2-8-07 Sheet: 6 of 6 ,/ '\ CONNECT DRAIN USING SOUD DRAINPIPE / ROUTE TO CITY STORM DRAIN SYSTEM. ..- CD ~E~!ION I I I I ,/ fl." 1!~ \'..:":' I ..' . . " i'. f'" 1; F i_ \/'/ i,~~ li~ ~ ~ I . . ;,;. lit ,J,,- . c3 E'nginE'E'ring February 9, 2007 Mr. Jeff Towery 6883 Forsythia Street Springfield, OR 97478 Subject: Engineering Calculations Foundation repair plan 6883 Forsythia St., Springfield, Oregon Description Foundation Loads Allowable pier end-bearing capacity Grade beam design Steel channel foundation reinforcement design EXPIRES /~3It i' I I '- K & A Engineering, Inc. 3327 Roanoke Ave., Eugene, OR 97408 (541) 684-9399 Voice (541) 684-9358 FAX Project: 223.06 Pages 1 2-3 4-5 6-7 '] . ~ oJ. . . . 6883 Forsythia SI. . 0 Springfield, OR Foundation Loads Garage Perimeter Foundation Trib. Design Length, Load Description Load Type Load., pit tl. OL, kif! LL, klft Roof DL DL 15 12 0.180 0.000 Roof LL LL 25 12 0.000 0.300 WallDL DL 8 10 0.080 0.000 Cone. Stem wall DL DL 96.7 2 0.193 0.000 Cone. Footing DL DL 96.7 1.25 0.121 0.000 0.574 0.300 Total Unit Load = 0.87 kif! { . North/South Perimeter Foundation - House Trib. Design Length, ~ Load Description Load Type Load., pIt tt. OL, k/f1 LL, kif! Roof DL DL 15 14 0.210 0.000 f Roof LL LL 25 14 0.000 0.350 I Upper Floor DL DL 12 7 0.084 0.000 Upper Floor LL LL 40 7 0.000 0.280 i WallDL DL 8. 18 0.144 0.000 Lower Floor DL DL 12.0 4 0.048 0.000 Lower Floor LL. LL 40.0 4 0.000 0.160 CMU Stem wall DL DL 96.7 2 0.193 0.000 ,-. Cone. Footing DL DL 96.7 1.25 0.121 0,000 '- 0.800 0.790 Total Unit Load = 1.59 kilt East/West Perimeter Foundation. House Trib. Design Length, ";' WaIlOL. Load Type Load., plf ft. DL, klft LL, kilt ~ Roof DL DL 15 3 0.045 0.000 Roof LL LL 25 3 0.000 0.075 r Upper Floor DL DL 12 6 0.072 0.000 ~. Upper Floor LL LL 40 6 0.000 0.240 ~L WallDL DL 8 18 0.144 0.000 Lower Floor DL DL 12.0 2 0.024 0.000 Lower Floor LL. LL 40.0 2 0.000 0.080 CMU Stem wall DL DL 96.7 2 0.193 0.000 Cone. Footing DL DL 96.7 1.25 0.121 0.000 0.599 0.395 Total Unit Load = 0.99 kltt Design Trib. Load Description Load Type Load., pIt Area, sf. OL, k LL,k Roof DL DL 15 130 1.950 0.000 Roof LL LL 25 130 0.000 3.250 WallDL DL 8 90 Floor DL DL 12 70 0.840 0.000 Floor LL LL 40 70 0.000 2.800 2.790 6.050 ,- Total Unit Load = 8.84 kips Client: Towery Project: 223.06 K & A Engineering, Inc. 2/8/2007 Y7 . ,~ . .,. - lioo:::. rr e' ,'. ~ , L '- ~;." :~ , [ :..... .. ;,J. . 6883 Forsythia St. Springfield, Oregon Helical Pier Load Capacity Unit Definitions: Ibf psf == - ft2 pcf == lbf ksf == IOOO'psf psi == 144.psf kPa == 1000.Pa kips == IOOO.lbf ft3 Input Parameters: Soil Moist Unit Weight above helix 1: Yaml:= 125pcf Soil Moist Unit Weight below helix 1: Ybml:= 125pcf Groundwater depth: Unit weight of water GW:= 20ft Yw:= 62.4pcf Soil Moist Unit Weight above helix 2: Yam2:= 125pef Groundwater depth:, GW:= 20ft Soil Moist Unit Weight below helix 2: Ybm2:= 125pef Unit weight of water Yw:= 62.4pcf FOS := 3 Helix Helix Diameter Area Eft. Unit Wt. Above Footing Depth /B ,2 BI := 12in AI:= ~ .1t ,2/ DI := 9ft Yal = 125 pef / B2J2.1t 2 B2:= 14in A2:= \. 2 D2:= 7ft Eft. Unit Wt. Below Footing Soil Soil Friction Cohesion ~I:= 31.deg cI:= IOOpsf Ybl= 125 pcf Ya2 = 125 pcf Yb2 = 125 pcf $2:= 31.deg c2:= IOOpsf Client: Towery Project: 223.06 K & A Engineering, Inc. Page 1 of 2 2/8/2007 Z/7 . '" ~ . . .; lo Helix 1 Capacity: 6883 Forsythia St. Springfield, Oregon ( ,Z () ~ I 1[.tan ~ 1 Nql := tan - + 45.deg .e \. 2 / Ncl := it[( ~ I) =:= 0,5.14, (Nql - 1 )cot( ~ I)] Nyl:= 2.(NqI + I)-tan(~I) Overburden pressure, Ultimate bearing pressure, Net Ultimate bearing pressure, Net Ultimate Helix Load, Net Allowable Helix Load, Helix 2 Capacity: NqI = 20.63 Ncl = 32.67 Nyl = 25.99 2 AI = 0.79ft ql := DI'Yal quI := CI.NeI + ql.Nql + .3.BI'Ybl.Nyl qunetI:= qui - qI Qunetl := gunet! .AI Qunet I QaI:= FOS (~Z )Z 1[.tan(~2) Nq2:= tan - + 45.deg .e \. 2 Ne2:= it[(~2) = 0,5.14,(NqZ -l)cot(~Z)] Ny2 := 2.(NqZ + 1 ).tan( ~ 2) Overburden pressure, Ultimate bearing pressure, Net Ultimate bearing pressure, Net Ultimate Helix Load, Net Allowable Helix Load, Nq2 = 20.63 NeZ = 32.67 Ny2 = 25.99 ql = 1.13 ksf qui = 27.45 ksf qunet! = 26.33 ksf Qunetl = 20.68 kips Qal = 6.89 kips 2 A2 = LOUt q2 := DI 'Ya2 qu2:= c2.Ne2 + q2.NqZ + .3.BZ'YbZ.NyZ qunetZ := qu2 - q2 Qunet2 := qunet2.A2 Qunet2 Qa2:= FOS Qa:= Qal + Qa2 Total Allowable Combined Pier Capacity: Qa = 16.33kips Client: Towery Project: 223.06 K & A Engineering, Inc. q2 = 1.13 ksf qu2 = 27.61 ksf qunet2 = 26.49ksf Qunet2 = 28.32 kips Qa2 = 9.44 kips Page 2 of 2 2/8/2007 -:S/7 f I ( ~ .. &,.' " .. _ 110 k~ l'nainl'l'rina (541)684.9358 I Rev: 580001 User: KW-0603459, Ver 5.8,0, l-Nov-2006 (c)1983-2006 ENERCAlC Engineering Software K & A Engineering, Inc. 3327 Roanoke Ave. Eugene, OR 97408 (541) 684.9399 Title: Towery Residence Dsgnr: MDR Description: 6883 Forsythia St. Springfield, Oregon Foundation Repair Scope: Multi-Span Concrete Beam Description . Grade Beam -~,--~ ,".~...."~~~.,~.~,.....~,,,,,. ....~-'" ,",,~----- .~-,~- __._<__ '~r'''''_~'_~"",' .. ""."",..~.,~ ,- ~_.- -_. -, '". ~'.- :",;,"',-" '. I General Information ..,....-.........',. .. '''''_'' 'J. ~.,.,. '".;", Fy 60,000,0 psi fc 3,000.0 psi I Concrete Member Information -..,- ~ _'_"A~_~ - ',__, -~'~'~'~a. ~~'.......m.-r."""_-=-"'-'_ Description Span Beam Width Beam Depth End Fixity Reinforcing ft in in rr'" Center Area Bar Depth Area Bar Depth 0.62in2 21.00in 0.62in2 3.00in 0.62in2 3.00in L- Left Right Area Bar Depth I Loads "U;~gLi~e'L~adThi;'Span ?? Dead Load IcIft Live Load klft I Results -~ Job # 223.06 Date: 9:59AM, 9 FEB 07 Page 1 I towery.ecw:Calculations ~ ..~-~~_......__._--.--'--- .~-~, ---..":,i '.' '. ...' .' _, "," _b "..,. .co~: ~ef~ ~~~~1~~02~,1997 UBC,.~?O~._IBC, 20~3,~:.PA. 50~~ .1 Spans Considered Continuous Over Supports ACI Dead Load Factor 1.40 Stirrup Fy 40,000,0 psi ACI Live Load Factor 1.70 "~"""'~ ,- ~'''''',""'''~,,.,...~., " , ,;, : '" ::"'-"'~ '''''-' - """" '-~..,~-",,- -.-..,. """",..~,,,.,....... ,J 10.00 8,00 24.00 Pin.Pin 2 10.00 8.00 21.00 Pin.Pin 0.62in2 21.00in 0.62in2 3.00in 0.62in2 3.00in . ~~M"",~,~~ =~' '~~'~",,_,~~ Yes 0,600 0.300 Beam OK ~~'-'j~'-~~~'"";;":"""",","""""""",...........-=...._O>".........,..,,,,,................_,~, ...."""'....,=-..."........~......_._~'''i'''<<-'''' _....... ~"""',.""""-~_"-"''''''''.-.......,.. """~_^ _~' ~,-.,.,....,;..._~_."...-,.,.~,..,.~~_<_.,,,._...""_,........._<...~ ~Z~ ----,--,~ -, Shear @ Left k Shear @ Right k I Reactions & Deflections "",":I'.~""",",,''''''~~~_"'''v~~_'_ ,,,"..-' ..', "-'-::T^>'~-'W'~'.'_~-"~"~~~'--~''''<=UC~''''__.'.K_''._~~~-:"':",-..'~.-.':":".',';:"='<T""" "'" DL @ Left k 2.25 7.50 LL @ Left k 1.12 3.75 Total @ Left k 3.37 ,11.25 DL @ Right k 7.50 2.25 LL@ Right k 3.75 1.12 Total @ Right k 11.25 3.37 Max, Deflection in -0.003 -0.004 @ X = ft 4.20 5.80 Inertia: Effective in4 9,216.00 6,174.00 Mmax @ Cntr @X= Mn * Phi Max @ Left End Mn * Phi Max @ Right End Mn * Phi k-ft ft k-ft k.ft k.ft k.ft k.ft 9.49 3.73 56.04 0.00 56.04 -16.87 56.04 Bending OK 5.06 8.44 -""",","~~~. "'~-~~<-~.'-' '"",'~~=~-, ~ Yes 0.600 0.300 Beam OK 9.49 6.27 56.04 .16.87 47.67 0.00 47.67 Bending OK 8.44 5.06 --"""""''''~'''-=''''''''''''''=''''''''''''''''''''''''''~''''''''"'' I Shear Stirrups =Sti;~~"R;b~~'A;;~w "._,....i~2'-'"'.- '. O~400.~'.."-.O.400 ---...-- .._~.,..., '-'---'--'-'~~-'.~=~~'~,,--,-,~,.~, Spacing @ Left in Not Req'd Not Req'd Spacing @ .2*L in Not Req'd Not Req'd Spacing @ .4*L . in Not Req'd Not Req'd Spacing @ .6*L in Not Req'd Not Req'd Spacing @ .8*L in Not Req'd Not Req'd Spacing @ Right in Not Req'd Not Req'd 'L'_~"""",,"'~' '~'_..~~ -. ,.1 :...-=-"""-~ .. , .."..'.."...-- ..--==..........~ 4-/7 " \ .I~,t '-- o r I L_ ~ :>i io:.. C' . J> k<3 enQineerinQ Rev: 580001 User: KW-0603459, Ver 5.8.0, 1-Nov-2006 (c}1983-2006 ENERCAlC Engineering Software K & A Engineering, Inc. 3327 Roanoke Ave. Eugene, OR 97408 (541) 684-9399 (541) 684-9358 Title: Towery Residence Dsgnr: MDR Description: 6883 Forsythia SI. Springfield, Oregon Foundation Repair Description Grade Beam I Query Values .. Location Moment Shear Deflection fl' k-fl k in 0.00 0.0 5.1 0.0000 Scope: Multi-Span Concrete Beam Job # 223.06 Date: 9:59AM, 9 FEB 07 Page 2 towery. ecw: Calculations , -~ 0.00 -16.9 8.4 0.0000 .s:/7 l" r I . .4 ~ "'<~ . .. . ka enQineerinQ I Rev: 580008 User: KW-0603459, Ver 5,8,0, l-Nov.2008 (c)1983-2006 ENERCALC Engineering Software 1:"__ '.'" -:'.':"",":-: ~..._-~:-~. ".-'C"_:",~.'.",'","""""'-l''''''''''_'''''''''''''h''''~~,,,~+_,,,,-_,,,,,0":_ K & A Engineering, Inc. 3327 Roanoke Ave. Eugene, OR 97408 (541) 684-9399 (541) 684-9358 Description EasVWest I General Information Title: Towery Residence Dsgnr: MDR Description: 6883 Forsythia St. Springfield, Oregon Foundation Repair Job # 223.06 Date: 9:59AM, 9 FEB 07 Scope : Multi-Span Steel Beam Page 1 iii towery.ecw:Calculalions II ~,..~.._._-. ~ Yes 0:600 0.400 7.03 6.27 -12.50 0.00 18,461.5 23,760.0 Bending OK 3,551.1 14,400.0 6.25 3.75 7.50 5.00 12.50 2.25 1.50 3.75 -0.099 5.80 1,208.7 0.00 6.25 -12.50 0.0000 '~"-""'"""'-""~""=""'-"-~""",",==~<~~..,_., C~~~f: AISC 9th AS~,_~997 UBC, 2003 IBC, 200~FPA 5000 , Load Duration Factor 1.00 Fy - Yield Stress 36.00 ksi Spans Considered Continuous Over Supports I Span Information ' I;l .,~._",._."",~,.. ~.r."""-",,,,,,,,,,,,,,,,,,,~,,,,,,,,,,''''~''_''"'''''''''-'''H',*,''''',,.,,. ,..,.,."............,.....-!,.."tr'..<.,,.,,,"'--..,.,,. ......~'.""'.'h,..........~"'.'.....""~-Nt'. ...,.~,..~.", ...,""_............--,..'"""""",..,..,"'-""""",, ~..""'~,. -.L.....-.."""'J~--r-..V"".,..=>.'''~_._'''''-=,~"...,.,=..,........"cr-,=._"..,...,.".'''............- ,._...",.... ..,.,__".."........,...,'.,...,-",..." ._...,_~ Description 1 2 Span ft 10.00 10.00 Steel Section caXll.S caX11.S End Fixity Pin-Pin Pin-Pin Unbraced Length ft 2.00 2.00 I Loads "'~"''''''''''''~.-u -"''''=.,.=-" _~'_"'-___,_,,",.~~,_'__~n:.:__:.>>.-.~_,._~.,__.__,:_.~ . . ',.='.~-.-'-v:=.--,=,=''''=='=' ." -_~, ---~,.,..., __,... < 'Li~;~C;;d"U~~'dThi;Span ? Dead Load k/ft Live Load k/ft I Results Yes 0.600 0.400 ~---~.p"~~~,:,~~~,,,,,,,~,,,,,-,,,,,,,,,,,,,,,,-,,,,,-~,,,,,=~,>,,,,,,,,,,,,,,,~''''~,~''''-~''''''= _"'r"~"''':.__'A~ .,..,- ;-'-"~' _':~':'."'~"'"':'~"'''''-'~'~....:-~.-:".c:.,--~~,.-,~." ".-..~---_. ~"""'''''"""-~''.''',,,"-'''' ,~,",..:"<.."..",,.,,,,.--- "~._~ I Reactions & Deflections ~ - ..--..._.~..:F"-"","'-_"6___":._"~'''=~"~''''"'''-'',,,,~,'.._'=r......_w=...,.. ,~=-~_ __~'",",~~_.,_,~~.w_., Shear @ Left k 3.75 Shear @ Right k 6.25 Reactions... 2.25 DL@ Left k 1.50 LL @ Left k 3.75 Total @ Left k 7.50 DL @ Right k 5.00 LL @ Right k 12.50 Total @ Right k -0.099 Max. Deflection in 4.20 @ X = ft 1,208.7 Span/Deflection Ratio I Query Values ~"-:':_~_"_". "~:-':::,~-..;Q~,-r__....~~"~"'~~,"'__'_>__,~.~':':.~',":'__'-:-.-:""~-"~~'-~'~""",_."....""~,.-,,.~.~-I:l;:!'>,,~_ Mmax @ Cntr k-ft 7.03 @X= ft 3.73 Max @ Left End k-ft 0.00 Max @ Right End k-ft -12.50 fb : Actual psi 18,461.5 Fb : Allowable psi 23,760.0 tv : Actual Bending OK psi 3,551.1 Fv : Allowable psi 14,400.0 Location Shear Moment Max. Deflection ft k k-ft in 0.00 3.75 0.00 0.0000 ~~"''''',,''~ . ~--~ .. ....-.. .:':::" .. ._-~-_.~....J ""'~""...':,.'.'.'.." -.-,. '~",,-,<... ,-"""'''''~ ,--".~"_.,.,--",-..............~--,-,",-",,,- -="--~-_..w_,~..,~.,_.~-...........---"..~,_._-_____._-~J 0.00 0.00 0.00 0.00 0.00 ~OO ~OO ~OO 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0.0000 0.0000 0.0000 0.0000 0,0000 0.00 0.00 0.00 0.0000 b~ .' ~ ,; I ;. t .... k~ pnQinpprinQ Rev: 580008 User: KW-0603459. Ver 5,8.0, 1-Nov.2006 (c)1983-2006 ENERCALC Engineering Software w _.~~~~ .~. .~~~_.-,._:. _ .-."..,_~__.,~,...__~",.-..o;..~'~""",~~ K & A Engineering, Inc. 3327 Roanoke Ave. Eugene, OR 97408 (541) 684-9399 (541) 684-9358 Title: Towery Residence Dsgnr: MDR Description: 6883 Forsythia St. Springfield, Oregon Foundation Repair Job # 223.06 Date: 9:59AM, 9 FEB 07 11"-.-...,--..."--.,, ...., ~l2Oli'l:iBlii.:,",~~,',~'c_"r' '---,' ~- ~ '_I-......,.,...-,.~""" >,.":w=-,.~:......._,.~.~-...._.",,....=,~~~~_ .~,""""'''-~ Description Span Steel Section End Fixity Unbraced Length I Loads -Lr;~'L~~d>U;~dThis-Sp~~~?"-'w~-, ._,... ., Dead Load k1ft Live Load k1ft Description North/South I General Information ""-~' - ~. .... -.J...__......~~........., _~.." ,_-"_ ~ .....,. __.' 4"""",", Fy - Yield Stress 36.00 ksi Spans Considered Continuous Over Supports I Span Information , ft i 8.00 C8Xll.5 Pin-Pin 2.00 ft Yes 0.800 0.800 I Results Scope: Multi-Span Steel Beam Page 1 ~ towery,ecw.Calculations ~ ""."''7"'...... ~"..;: ~.'-"..."""".""""""'";,."-""..'~.',r_".""~_'.M....',,..-""",,,,,,,,,-_,-,,, ..,\ ~_'.'.,.... " -" -~-;:'<_ "'_'4"~ ,~"'''''<;'_'_'<''';~''. -.'* >. w.<<~_...-" <:.;.l,E. '''''''''.~...'''~'''_<'''~___' "".....,...-"~ Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 ~ ".,.-.........., ,-.-. .,_..'..... ..- '.....,.,....... ' ,..'.... ....'...~ Load Duration Factor 1.00 C' .~........~.~" '_''''''-'''~._, ,.c,,,,,,,,,,,",,,,, ..,.."._--...,."'o"'.............."._.""..,...........'__~....._--a~....^_" J --.~.~ -.;~,.,..,.>,.~., """"..........___..._. _...,_ .,'d,' ~~~.~ "'" _,~~,., ,,,,,,,'''c_'.~ 2 8,00 C8Xll.5 Pin-Pin 2.00 _._~~~_, .~.,.__~~~"N..___~.,_~~__._ ="._==.~.-,,,,,.,, ..j Yes 0.800 0.800 I~..""'-""-N."'''''''~__..,~,,~.,",,~.,~, 'ft.... '~~~" ''''..~.c~~.~~_-K.,~.~_~'_'~''___~''__,.''"_....~'=...~_"""",,,,",,,,, T_"~'''''''''~~'''''' .~,~_,.,;~.,...--r.'" ~_,'~ ,.. _"""_~.,...._",,,..._.w.--. _"""-"..,.=,."'.~..,,,....._v~~",......""'~ _~.'_"'=_ ~~., ,....",'..--.......~.., m -"....~~~.-.'~....~ Mmax @ Cntr @X= Max @ Left End Max @ Right End fb : Actual Fb : Allowable tv : Actual Fv : Allowable k.ft 7.20 7.20 ft 2.99 5.01 k.ft 0.00 -12.80 k.ft -12.80 0.00 psi 18,904.6 18,904.6 psi 23,760.0 23,760.0 Bending OK Bending OK psi 4,545.5 4,545.5 psi 14,400.0 14,400,0 I Reactions & Deflections _~.' "~.. ~~9<""'" ,....--.Y""~.."'""" ..{.~~_~--.......__.....'...__.;.~___._'_~"'. "~~~'__~".~_'~''':~_.~~'._: -" ".__~-~. <~_,~_.,.~.",^..~, ~"'~~~..,._~."".~,T~_.__'..,...."',.., ~."'<~~ ~~~~-"<-""",,.~_. - ... ~""~'-"'~"~ .,,-'''~..,..~~_.~~~_. ~ ._-~, Shear @ Left k Shear @ Right k Reactions... DL @ Left k LL @ Left k Total @ Left k DL @ Right k LL @ Right k Total @ Right k Max. Deflection in @X= ft Span/Deflection Ratio I Query Values 4.80 8.00 2.40 2.40 4.80 8.00 8.00 16.00 -0.065 3.36 1,475.4 ~'__.~. .-.__.~""'=-vnI'..."'=-.-==<'o."""'_,.."-..---.-,.."" --~==_""._='--=>=.--<>._=..,.. Location Shear Moment Max. Deflection 0.00 4.80 0.00 0.0000 ft k k-ft in 8.00 4.80 8.00 8.00 16,00 2.40 2.40 4.80 -0.065 4.64 1,475.4 I ~.,__..o_~.~."""''''....."..,.~.'''''.....,..~~....,-.--.-..__~~~..__,,~,.~....,~~'''___....'''"'''''''"'"'_~,..,.'~..,.",...~......"'_~,""""""",.'"""'_""'......,,=_.~,~_____,_~ 0.00 0.00 0.00 0.00 0.00 0.00 0.00 8.00 0.00 0.00 0.00 0.00 0.00 0.00 -12.80 0.00 0.00 0.00 0.00 0.00 0.00 0.0000 0.0000 0,0000 0.0000 0.0000 0.0000 0.0000 7/7