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HomeMy WebLinkAboutPermit Correspondence 2007-2-8 ,I I I I I I I I I I I I I I I I I I I .a 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 fnginffring 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 PURPOSE AND SCOPE As per our agreement, K & A Engineering, Inc has completed an investigation of the foundation and foundation salls at the subject existing single-family residence. The purpose of our Investigation was to determine the 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 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 Wlllamette River to the west See the attached VICinity Map Natural slopes In the project area range from 8 to 15% The geology1 of the general area consists of soft, highly weathered to decomposed undifferentiated 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 Salls. This geology, highly weathered tuffs With basalt intrusives, IS tYPical for a large area of the 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 Salls influences their characteristic moderate to high degree of volume change With changes In water content 1 GeologIC Map of Oregon, George W. Walker and Norman S. MacLeod, 1991 I I I I I I I I I I I I I I I I I I I 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 General Construction . 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 (estimated to be 8" x 24") supporting 8" stem walls that vary In height from 2-feet to 4-feet Intenor isolated footings In the crawlspace support a post- and-beam main floor system Extenor walls and beams supported by extenor walls support the upper floor and roof The roof structure IS a composite of manufactured roof trusses and conventional framing covered with a composite asphalt shingle roofing matenal. 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 appear to 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 penmeter and intenor 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 O-inch intervals, and minor contours are in 0.2-inch intervals It appears that the greatest settlement is along the south penmeter foundation for the reSidence and along the west foundation wall fo_r the garage ~ \ 2 Interior Finishes There are numerous defiCienCies In the intenor and extenor finishes that, In our opinion, are the direct result of foundation subSidence These include vertical and diagonal cracking on Intenor drywall finishes. Intenor 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 The 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 Intenor 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 stnp footing It appears that lateral movement of the Project. 223 06 Client Towery 6883 Forsythia St., Spnngfleld, OR Page 2 of 8 February 8, 2007 I I I I I I I I I I I I I I I I I I I 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 cnpple wall studs. 5 Drainage Drainage of surface runoff IS Inadequate along the west portion of the south penmeter 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 bonng that appears to perch on the bedrock, saturating the organic clay. Subsurface Soil Conditions Subsurface soils were investigated near the northwest corner of the garage foundation to determine the nature and extent of salls 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 a dynamic cone penetrometer SOil in the bonng consisted of approximately 4-feet of loose to moderately dense Imported well- graded crushed aggregate (passing the 11f2-inch sieve) over more than one foot of soft, saturated organic clay over weathered to decomposed sandstone A graphiC log of the bonng and of the dynamic cone penetrometer probe IS attached to this report. 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 consolidation 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 matenals 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 cnpple wall (at the south garage wall). 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 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 penmeter 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 settlement at the penmeter foundation can be stopped and the structure brought to a level With an engineered underpinning system Project 223.06 Client Towery 6883 Forsythia St , Spnngfleld, OR Page 3 of 8 February 8, 2007 I I I I -I I I I I I I I I I I I I I I K & A Engineering, Inc. Recommendations for Foundation Repair We recommend that at least a portion of the existing penmeter 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 beanng In the underlying native decomposed sandstone Furthermore 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 fl The pier shaft shall consist of 2 875" 0 D Schedule 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 consistent 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-lnch diameter helIx . The pier shafVhellx assembly shall have a minimum ultimate load capacity of 80-klps PIer Brackets . Pier brackets for the new grade beam shall consist of a Y2-lnch thick x 2-Inch x 6-lnch 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 0 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 fabncated USIng ASTM A570 grade 50 hot-rolled steel plate and welded to proVide Uniform strength consistent with the plate matenal. The pier bracket shall have a minimum ultimate capacity of 120-kips Project 223.06 Client Towery 6883 Forsythia St , Spnngfleld, OR Page 4 of 8 February 8, 2007 I I I I I I I I I I I I I I I I I I I K & A Engineering, Inc. Concrete . Concrete shall have a mmimum of 550-pounds of portland cement per cubiC yard of mix and a slump in the range of 4 to 8-mches Structural Steel . C-shapes shall be rolled sections conformmg to shape designations on the plans and the designations and dimensions specified m the Manual of Steel Construction, Allowable Stress Design, 9th ed., Amencan Institute of Steel Construction . Structural steel material shall conform to ASTM A36 or an approved alternative structural rolled shape havmg a minimum Yield strength of 36-ksl . 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 mmlmum embedment mto the concrete or grout-filled CMU of 4-inches. K & A Engineenng, Inc should inspect and approved of anchor mstallatlOn . Threaded ASTM A307 bolts embedded Into the concrete or CMU using epoxy adheSive is a sUitable alternative method of connection of the steel channel to the concrete or CMU stem. K & A Engineenng, Inc should mspect and approve of anchor installation Select Granular Fill Select granular fill should consist of clean, durable, well-graded matenal with a maximum partIcle sIze of 3- mches and a maximum of 10% passmg 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 exceedmg 95% of maximum as determined by ASTM 0698 (Std. Proctor). Dram Rock Dram rock should consist of 1 112 to 3-mch clean, open-graded, and durable round nver stone or angular quarry stone. Separation GeotextJIe Separation geotextile should consist of a non-woven, needle-punched, polypropylene fabnc meetmg the followmg specifications Table 1 - Separation Geotextile Specifications Project 223 06 Client. Towery Property Test Specification Method Grab Strength ASTM > 1.4 kN 04632 Tear Strength ASTM > 0.5 kN 04533 Puncture Strength ASTM >05kN 04833 Burst Strength ASTM > 3,500 kPa 03786 Permittivity ASTM > 02 sec-1 04491 6883 Forsythia St , Spnngfleld, OR Page 5 of 8 February 8, 2007 I I I I I I I I I I I I I I I I I I I K & A Engineering, Inc. Property Test Method ASTM 04571 ASTM 04355 Specification Apparent Opening Size (ADS) Ultraviolet Stability < 0 6 mm > 50% ret After 500 hours exposure A manufacturer's printed certification IS acceptable as proof of compliance In lieu of laboratory testing. Fabrics that meet this specification include Amoco Fabncs and Fibers Co ProPex 4545 Separation geotextlle should be placed free of wnnkles or other discontinUities Torn, punctured, or damaged fabric should be replace. Separation geotextlle should have a minimum lap at seams of 12-Inches Dram Pipe Drainpipe for foundation drain systems shall consist of rigid ADS3000 Tnplewall pipe or schedule 40 PVC. Perforations should be either prefabricated by the pipe supplier, or constructed by drilling Y2-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-on-grade · Install the helical piers. Piers should be placed so that the "T" 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-mches and should be affixed With Simpson SET epoxy adheSive Note that the grade beam excavation may have to be Imed With select granular fill to the deSired grade. Project 223 06 Client. Towery 6883 Forsythia St , Springfield, OR Page 6 of 8 February 8, 2007 I I I I I I I I I I I I I I I I I I I K & A Engineering, Inc. . The grade beam should cure for a minimum of 28-days pnor to removal of temporary shonng K & A Englneenng, 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 cnpple 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 onginal studs. Sheath the new cnpple wall using 1;2-inch APA-rated sheathing (or COX plywood) nailing panel edges uSing 8d common nails spaced at 6" 0 c Nail the field uSing 8d common nails spaced at 12" o c. . Replace the removed portion of the concrete slab-on-grade Pnor to construction of the new slab-on- grade the subgrade aggregate should be graded level and compacted. The slab-on-grade should be a minimum of 4-lnches 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 Intenor 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 ~qUlvalent 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 penmeter foundations Replacement slabs-an-grade should be supported on a minimum of 12-lnches of select granular fill. Replacement slabs-an-grade should have a minimum thickness of 4- Inches and should be reinforced With #3 grade 40 reinforCing bar spaced at 24" 0 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 , Spnngfleld, OR Page 7 of 8 February 8, 2007 I I I I I I I I I I I I I I I I I I I 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 structu re 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 (Le 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 Englneenng, Inc Project. 223 06 Client. Towery 6883 Forsythia St , Springfield, OR Page 8 of 8 February 8, 2007 I I I I I J', I I I I I I I I I i I _n I ~ I 6883 Forsythia St. I Springfield, Oregon Project: 223.06 I I I I I I I I I I I I I I I -I I I I I Field-developed Cross Sections 6883 Forsythia St., Springfield, OR From Vert. Horiz. To Cumm Station Dist., Ft. Dist., ft. AZimuth Station t:. North t:. East t:. Elev. North East Elev., ft. Dist. A10 A10 5000 5000 5000 00 A10 -645 2605 358 A11 260 -0 9 -6 5 5260 4991 4936 261 A10 -730 31 41 358 A12 314 -1 1 -73 531 4 4989 4927 314 A10 -781 6842 358 A13 684 -24 -7 8 5684 4976 4922 684 - From Vert. Hor'iz. To Cumm Statio n Dist., Ft. D 1St., ft. AZimuth Station t:. North t:. East t:. Elev. North East Elev., ft. Dist. 810 810 5000 5000 5000 00 810 -0 7 1521 268 811 -05 -152 -07 4995 4848 4993 152 810 -1 11 1903 268 812 -07 -190 -1 1 4993 481 0 4989 190 810 -385 1917 268 813 -07 -192 -3 9 4993 4808 4962 192 810 -462 2477 268 814 -09 -248 -4 6 4991 4752 4954 248 810 -670 5890 268 815 -21 -589 -6 7 4979 4411 4933 589 ie Field Cross Sectio,ns ~- ~~ rJet>~ (cS'T:.1 I I rNIrl.J C"'(S~i<- ,,- :;;ecrrQJ.J"A" IV on.:rff &A-,il.G<,.-e"" / +l M. / /,eg: 1.A..,4:"-t.- III ~y I if i <.:: i5 500 J'~~_ I ; y ~ -up ~ ~~c:<<"- __________~i~~~_~~.!) ~ ~~~ > - ~.------ --+-.... -------------11 510 I . FDXC A - il!I - FDXC B 4:! .... ~ 490 o 60 70 10 20 30 40 50 Horizontal Dist., ft. Client Towrey Project 223 06 K & A Engineering, Inc. Surveyed 11/14/2006 " I I I I I I I I I I I I I I I- I I I I LOG OF TEST PIT AH1 Date Excavated 11/14/06 MDR Logged by EqUIpment 3 5-lnch hand aUQer Surface Elevatlon(ft) Cl :c I I-~ "- ,,-0; <((!J u.J Q) a:: a O~ (!J..-J Pq ~ d.\? P'13:1 ,... .- - 1 -;.... ., "4 ,-. . - 2 - ... -. t. ,.. ... .e 3 ~ . ,. -. t. ,.. ... .t - 4 - . ,. -. t_ .. ._ - 5 -~ ~ 6 - 7 u.J I- u.J a:: -' g. :::J Z 13 "- 0 I- :::J S, en en I- :2 2: 2: o~ >- ~ cc en <( <( u.J :2C a:: <( u.J en :c "- 0 -' I- MATERIAL DESCRIPTION Concrete slab Crushed aggregate fIII- 3/4" and 1 1/2" (-) well-graded gravel from springfield quarry NOTE groundwater at 3 5' Brown/black, soft, saturated, plastiC, ORGANIC CLAY Note roots and other woody debris Refusal (rock) at 5 3' ' r-- o m N f- a " r-- o Z Z Z " <t " o -' ...., CL " (0 o ;": ~ w -' o :r: c:: w " ~ k K & A Engineering, Inc ~ e..:J 3327 Roanoke Ave ~ Y Eugene, OR 97408 g en g' nee,," 9 Phone (541) 684-9399 Fax (541) 684-9399 -' Towery Residence 6883 Forsythia St., Springfield, Oregon 223.06 I I I I I I I I I I I I I I I I I I I k.a K & A Englneenng, Inc 3327 Roanoke Ave Eugene, OR 97408 Telephone (541) 684-9399 Fax (541)684-9399 enOlne-erlnc PrOject Location Client Project No Coordinates Surface Elev Towery Residence 6883 Forsythia St , Spnngfield, Oregon Towery 223 06 197' Dynamic Cone Penetration Test No: DCP1 Completion Depth Date Bonng Started Date Bonng Completed Logged By Drilling Contractor 30 11/14/06 11/14/06 MMR K&A III OJ W Q) 0 Q) ~ --l E DCP Raw Data Dynamic Cone SPT-N () Remarks .c .J::. (blows/10 cm) Resistance, mPa ( correlated) ..c 0. c- o. Q) Cll Q) Cl c'5 Cl 10 20 30 2 4 6 8 10 12 10 20 30 Fill - moderately dense to loose crushed aggregate - - 2 - - 3 - - 1 - ) L Soft orgamc clay Note rock at 1 5m -- 4 - - - 5 - 52" - m 573~ - ...A..A.A m m ...A..A.A ~ Native undisturbed decomposed sandstone The stratification lines represent approximate boundanes The tranSition may be gradual Test No DCP1 - 6 - - 2 -- - 7 - - 8 - - 9 - - 3 - .... ~ N f- o <.? a. u o ~ -, a. <.? <D o " ;: a. u o <.? o -' a. u o ~~..\'~'"'' :~1~0 .. ~ 046 ^C ~ 8300 ~ OOl2SSQ,H 053 AC ~ 2Z'1]]Sll.fT '6 ~: 6 :~~i, ~ \)~~~i~i l;~~lr ',"00 (2....{~(}.\ Se9"J.516"'E 20~~~.J~1~t. 2000 --J ~\$...'1 8(,S9 :> ~ NO"H ~rOo 0 82~O~C g o~~02c hlS4! Sll n '" l~l~ '0 rT t:\ .." 9 ..~ ....> ",'" ;..... ~ @ ~~ 10 :H" CORNER .. C~ t ~ ~ ) ~ '" 7, I I I I I I I I I I I I I I I I I I I T 17SR2W .~ I ~"i'Y2l]~;;;~) I ~ SBV"946"[ ~.82 7700 " 021 AC S J US8tO,n it. ~ I '~~ I ; "''- & " 'I~;; i ~'~~I'~OO. ; (~ ';'-1 ,) ~, i "~ I ,i~ ']37<20,)11' 'j i: ~ I' r~!i , ' J ; i J ~ I ;.1. 1/ 'jt c, ~, .' ) , ",,) ... . , e I ~ ~ / k-a engineering / OLe"'''' NO 44 i', 1 '-"~S8g"~4'1~ 26~~1' 7600 .~R~,:'ir i ". REF' UQNUIJ(fH i ;: S894946( .., 200 fl'lOU CORN(1i .. ----"',3 \'~" / . '" 'c ~~ .. ~-"1 ;" )11 .~ j !J ) \~1 " ~ ~ ~~ 7900 046 AC f't1'Jlll~H geotechnical/civil engineering Eugene, OR 97440 541 6849399 541 6849358 fax " "'" ..~....-." 8000 Q93AC .~6" $II. rr Project: 6883 Forsvthia St. Client: Towrev Job No: 223.06 Date: 2-8-07 Sheet: 1 of 6 '\ ~ ..."", I 'p~~\ ~I~ I .... 0~\'-o ~. . ~ 69~~!S \pov 7 ~ , . :.; "" "l.:'" ... :l :l ~ 40,35"M"52JQ"~ . If'''' 3' ,.., 6909 6900 7800 025 AC lCl~~ n !i:~9'4g ~~"!: \J~OlJ ;'/"" .' 4J 2~ 375 . GAP" J,;:~ ?H'c S6'TS.JJT~ 6700 PROJECT SITE 6883 FORSYfHIA 8T TAX LOT 01800 TAX MAP 18 02 0311 1l89'~JJrw 2T9~OO ~ 89'44'00 [ 1 f~ '.: 8' , ~ J ~ , ~ W9~, ~"' Si 5500 , " ~' ~ ~ " 0::1 .: :::1 . ~~I' ,;:.. I ~%:I: ~ ~ (@1I..1.~.! .~~ .d1I '.' ~,,~I (1\ '~ P~OJ:CT A~:A P_A ~ 111 = 2001 / I I I ; I I I I I I I I I I I I I I I I ' kea engineering B15 .~ geotechnical/civil engineering Eugene, OR 97440 541 684 9399 541 684 9358 fax ~ U , Project: 6883 Forsythia St. Client: Towrev Job No: 223.06 Date: 2-8-07 Sheet: 2 of 6 i~ - ~ S F' 0 R S Y T H I A S T REf, ~ FIELD-DEVELOPED A12 - ~ CROSS SECTION .. (TYP.) IAll .. / LOCATION OF BORING - ; R'~~~O;;" - - - - : / EXIST. FOUNDATION / ~ PROPERTY BOUNDARY :/ (APPROx.LOCATION) A13 Dt. T I , ~ '> \ , , _ _~ B14~12 , , \ I I I r- \ AH1~'I\ DCP1 :: I~l{ "" iI; _ J\i ~ 1--\1\ dL --- - ~ \ I\r-~-- 1 11\ r. ~I III t - u_ ~__-J ~ - -=-==-==n.l ).f -- ~ en o -.1::0- ~'..i ~':i -:! rf1 , , \~ ~ <8,'-::. ~~ , , \ , , \ ' , I ',- NB~5'1D'J- _ - _.-J _----- 54.2' 0"l SITE PLAN ~ 111 = 201 / -\ , I , , , , / I / I I ; I I I I I I I I I I I I I I I I \ kea 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 engineering / '\ 400' r-W~ (;j;r -: ~~ ~ ]lL _ _\~ _ _ \21--1 /( / ) 'i' ~OL _ _ _ \?L _ _ _ W ~ 'II-j-.-,-<-- / l,-........~---........- --/"~ ~ / ) ) ~ / I 1/ /"/" /"/" I I';;-- - ~ / ~~ / / / / / II/"/" /" /" ) _ ~ t.,::::/, / / ___// )./ ./ /1_ / / / / - II/"./ // - / / / II 'j././ I/"/ I ( 1/ / ('- - ........ -:~ 1.-- - 1./ ./ ./ ./ /" 1 ( - - - - c._ - I ./ ./ /" I \ _Ou././ \ \ /"---- -- / ./ I \ '- ........ _o€>- / / / \ /"--- /-- /1 ~ \ \ ./ /" ", _ -L\O....... / I / I _'~ ;/' '-.. _./ / - . ........-'- / ".::::J \ ", _ - - -12/ '- - _ / I ",/ - - " / I \ _'" .......- ........--...,4~(" / I ~ - -........ - - ,/ / 1\ /"........ /" /" Ir- -'6_ _1g>3'RE'PAH:l...CRIPPLEWALLSUPPORTINGFLOOjl I I, I/"/" /" ,/ /" -1CI~ -... 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')\PPL Y 1/2" COX SHEABI.HI~ -" I: /./ /" /" /" I /- -2.0-~__, N~EIUISlliG~~"OC I - ~ II/" / /'-22___ ---_ ---- .~ o 0 I I // ......./" / / -24_ ,,,-::::.."'''''~'''''''''',,-::::..,,''''~ - ~ iid--. ~I II 1//"//;1 ~r-J /1 r--7-=- -=~ ~_~~fB ~ t.,::::/ LL_---L_-Ji- \; ./It I I 1\ \ ( ~~/I '-D- --Di \ I I 1\ \ \ /kU<.o ~ ~ 1\./ 11\ 7 1Cfl 20' - f- 60' --l I L - -1 l I \ \ ~ / 5 LE- ~ L-l 1/\ i;k - I- 20' - I (/\ /1" II \ /1 ;' \ / I J11 \ /1 APPROX CONTOURS OF MAIN FLOOR I I ) 1-1 I I / 'I INTERVALS AT 0 2-INCHES I, / ~ / I ~ : / REPLACE STUDS IN CRIPPLE WALL INSTALL 1/2" CDX SHEATHING I L ~ -.' ~/_ ... ~ _ / :k;1 NAIL ATEDGES USING 8d @ 6" 0 C L I I I I :; .::.::J NEWCONC SLAB 7" - - - M -NEWCONc-l ~~~\) PROf[S~ REPAIR PLAN SAWCUTEXlST SLAB GRADE BEAM WEST .fJ. <v~G'Nt(;y ~ GARAGE WALL t:J 194 4 ~ SAWCUT EXIST FOUNDATION ~" ~ DOWEL GR BEAM TPO EXIST CONC ~OREGO t'\ USING 2 - #4 "2: '&. ~ !:i & STEEL HELICAL PIER WITH PIER BRACKET AT EXISTING FOOTING. EPOXY INTO EXIST CONC ~~~~ ,\0. ~'v <8 STEEL HELICAL PIER WITH ''T" FITTING SUPPORTING NEW CONCRETE GRADE BEAM DENNIS ~ .ffi OPTIONAL STEEL HELICAL PIER WITH PIER BRACKET AT EXISTING FOOTING EXPIRES 1~~,9' 98' 125' 20' - - 2.0' -49'- -63'- N ... -' ~ 0 z 0 -< ~ :J: c..:> It) -' w Z Z -< (:) 5 e ~ ~ x co c..:> :J: f- ;: w c..:> a: o u. Z W a: ~ ~ x co c..:> :J: f- ;: w c..:> c: f2 0 Z 0 W ~ c: o C;; N cO t'J o ~ ~ , t C) :E -< w co w Cl -< a: t!J c..:> Z o c..:> ~ Z N N N o ~ (1) ~ 111=81 LEGEND ./ 1/ I I ; I I I I I I I I I I I I I I I I, k.a engineering geotechnical/civil engineering Eugene, OR 97440 541 684 9399 541 684 9358 fax ./ STEEL C 8 X 11 5 CHANNEL INSTALL AT LOCATIONS SHOWN ON PLAN AlTACH TO STEM USING 5/8" D EXPANSIVE ANCHOR BOLTS SPACED AT 24 0 C '5< I XI STEEL PIER BRACKET INSTALL FLUSH WITH STEM WALL ~ IN NOTCH CUT INTO FOOTING ~ _ ~~-- +- . ,....., ,"...- STEEL HELICAL PIER v, ' I. . 27/8" D SCHED TUBULAR STEEL SHAFT ',.... r _ _I . ONE14,.,DONE12"HEUXATEND ~ "'-" ',t , · (TYP) '" ',~,' , ' ti= =l~ .,< \11:) ", ' I " ~ " J ", .-li '.... <... " , ~ / ", ' , --- / ~:::t::~, , Project: 6883 Forsvthia St. Client: Towrev Job No: 223.06 Date: 2-8-07 Sheet: 4 of 6 f EXlST flOOR SYSTEM . ,4 ~ " , ,/ J" /"" <.. , , // /, / '\ f1\ TYP. SECTION - PIER AT PERIMETER FOUN JAT ON ~. 3/411 = 11-011 BEARING SOIL - STIFF TO VERY STIFF DECOMPOSED SANDSTONE EST DEPTH 7 TO 10 FEET ~ NOTE FORMATION MAY CONTAIN , " ' , BOULDERS AND COBBLES ',' '<: " ~~ / I~ I I ; I I I I I I I I I I I I I I I I ' kea 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 of6 engineering " , 2 - #5 BARS TOP AND BOTTOM Fy = 60 ksi MIN LAP SPLICE = 28" TERMINATE AT ENDS WITH 6" HOOK (TYPICAL) 8" 2" CENTER-TO-CENTER BAR SPACING (TYP.) ~ t ~ NEW CONCRETE SLAB-ON-GRADE FLOOR ;\ I ::::: ~ >.. .~. 8" MIN. SELECT GRANULAR FILL 4'. . ~ OVER COMPACTED SUBGRADE "', : . \ ~ "'\.', . ~ . .\~. . . ..... ' ....., ' 4 ..... % II '. :-.; " ~N ~~ J-BOLT ANCHORS PER PLANS 8" X 24" CONC. GRADE BEAM CONTINUOUS ALONG NORTH, EAST, AND SOUTH ADDITION FOUNDATION. "/ ., "PRECONSTRUCTION T" BRACKET 1/2" X 3" X 6" STEEL PLATE WELDED TO TUBULAR STEEL PIPE TO FIT DESIGNED TO FIT OVER PIER SHAFT /-~ 2.875" 0 PIER SHAFT EXTENDING TO 12" / 14 DUAL HELIX LEAD SECTION EMBEDDED INTO SANDSTONE 20-KIP MIN ALLOW. BEARING CAPACITY ~\.\) PROf!" ~ ~~~~G\N~~~ te~ ~~ ~-,~ ...,~~ OREGON ~ ..... ~ :.0 ,OJ '=> ~ ~-\fBER ,fl. ~ ~!; ~qs { DENNIS \\\: EXPIRES' 1"'''/7/& / I CD ~P'1~o~CTION - G ~AD: BEAM AND STEEL PIER NOTES 1. CONCRETE TO HAVE A MIN. OF 550-LB. PORTLAND CEMENT PER CUBIC YARD OF MIX AND A SLUMP RANGING BElWEEN 4" AND 8". 2 REINFORCING STEEL HAVE A YIELD STRENGTH OF 60-KSI AND CONFORM TO ASTM A615 3. ENGINEER TO INSPECT AND APPROVE PIER INSTALLATION BASED ON DRIVING TORQUE AND DEPTH. DRIVING 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. / 1/ I I : I I I I I I I I I I I I I I I I ' kea geotechnical/civil engineering Eugene, OR 97440 541 684 9399 541 684 9358 fax engineering " Project: 6883 Forsythia St. Client: Towrev Job No: 223.06 Date: 2-8-07 Sheet: 6 of 6 / '\ "'- -.----' CONNECT DRAIN USING SOLID DRAINPIPE . / ROUTE TO CllY STORM DRAIN SYSTEM NEW 4" D PERF DRAINPIPE COVER WITH DRAIN ROCK AND ENVELOPE DRAIN ROCK WITH <." / SEPARATION GEOTEXTILE Y PLACE PIPE AT BASE OF EXIST GRANULAR FILL ALONG GARAGE S T R EJ1 2% MIN GRADE / 1 EXIST FOUNDATION / 1._ L=,lO_O' /..'. V \[1 \I\c~ .-f~ 1 I w- I: \ ,II \ I I \\1 II 1[\ \ II \ \ \, I !: \ ~ L~----~--- . I I \ I I EXTEND DRAIN UNDERNEATH EXIST SLAB SOUTH OF ~ MASTER BEDROOM PORCH STEPS N83005'30::f_ -- - - ----54.2'" '> -- \ \ \ \ \ \ 'W \ \~ to,;' '?\~ ~~ , \ \ \ \ \ \ \ L-- CD )~AI ~AG: ) _A ~ 111 = 201 ~ . J"- I I j '. { /" SEPARATION GEOTEXTILE ~ OPEN-GRADED ___...--- DRAIN ROCK ORGANICCLAY ~ SANDSTONE ~ 4" 0 PERF DRAINPIPE ~ en PLACE PERFORATIONS DOWN o .~ ~I..i :":I~ -.. m I , \ I , CD ~Eq!ION . I I \ / I I I I I I I I I I I I I I I I I I I -a K & A Engineering, Inc. 3327 Roanoke Ave., Eugene, OR 97408 (541) 684-9399 Voice (541) 684-9358 FAX engineering February 9, 2007 Mr Jeff Towery 6883 Forsythia Street Spnngfleld, OR 97478 Project: 223.06 Subject Engineering Calculations Foundation repair plan 6883 Forsythia St , Springfield, Oregon Description Pages 1 2-3 4-5 6-7 Foundation Loads Allowable pier end-bearing capacity Grade beam deSign Steel channel foundation reinforcement deSign EXPIRES I 6883 Forsythia St. I Springfield, OR Foundation Loads I Garage Perimeter Foundation Trib. Design Length, I Load Description Load Type Load., pIt tt. DL, klfI LL, klfI Roof DL DL 15 12 0180 0000 RoofLL LL 25 12 0000 0300 Wall DL DL 8 10 0080 0000 I Cone Stem wall DL DL 967 2 0193 0000 Cone. Footing DL DL 967 1 25 0121 0000 0.574 0300 I Total Unit Load = 0.87 klfI North/South Perimeter Foundation - House I frib. Design Length, Load Description Load Type Load., pit fl. DL, klfI LL, kltt Roof DL DL 15 14 0210 0000 I Roof LL LL 25 14 0000 0350 Upper Floor DL DL 12 7 0084 0000 Upper Floor LL LL 40 7 0000 0280 I Wall DL DL 8 18 0144 0000 Lower Floor DL DL 120 4 0048 0000 Lower Floor LL. LL 400 4 0000 0160 CMU Stem wall DL DL 967 2 0193 0000 I Cone Footing DL DL 967 1 25 0121 0000 0800 0790 Total Unit Load = 1.59 klfI I East/West Perimeter Foundation - House Trib. Design Length, I Wall DL Load Type Load., pit ft. DL, klft LL, klft Roof DL DL 15 3 0045 0000 Roof LL LL 25 3 0000 0075 I Upper Floor DL DL 12 6 0072 0000 Upper Floor LL LL 40 6 0000 0240 Wall DL DL 8 18 0144 0000 Lower Floor DL DL 12.0 2 0024 0000 I Lower Floor LL LL 400 2 0000 0080 CMU Stem wall DL DL 967 2 0193 0000 Cone Footing DL DL 967 1 25 0121 0000 I 0599 0395 Total Unit Load = 0.99 klfI Design Trib. I Load Description Load Type Load., pit Area, sf. DL, k LL, k Roof DL DL 15 130 1 950 0000 Roof LL LL 25 130 0000 3250 I Wall DL DL 8 90 Floor DL DL 12 70 0840 0000 Floor LL LL 40 70 0000 2800 2790 6050 I Total Unit Load = 8.84 kips Client Towery I Project 22306 K & A Engineering, Inc. 2/8/2007 Y7 I I I I I I I I I I I I I I I I I I I 6883 Forsythia St. Springfield, Oregon Helical Pier Load Capacity Unit Definitions: Ibf psf == - ft2 Ibf pcf == - ksf == 1000 psf pSI == 144 psf kPa == 1000 Pa kIpS == 1000 Ibf ft3 Input Parameters: SOil MOist Unit Weight above helix 1 Yaml '= 125pcf Groundwater depth GW = 20ft SOil MOist Unit Weight below helix 1 Ybml '= 125pcf Unit weight of water Yw = 62.4pcf SOil MOist Unit Weight above helix 2 Yam2 = 125pcf Groundwater depth GW = 20ft SOil MOist Unit Weight below helix 2 Ybm2 = 125pcf Unit weight of water Yw = 62.4pcf FOS ,= 3 Helix Helix Diameter Area Depth Eft. Unit Wt. Above Footing Eft. Unit Wt. Below Footing Soil Friction Soil Cohesion (B \2 , I ft BI = 12m Al = - .1t DI = 9 \.21 <I> I = 31 deg C} = 100psf Yal = 125 pcf Ybl = 125 pcf 2 B,.= 14m A2:= (:2)'.. D2'= 7ft <1>2,= 31 deg c2'= 100psf Ya2 = 125 pcf Yb2 = 125 pcf Client Towery \ Project 223 06 K & A Engineering, Inc. Page 1 of 2 2/8/2007 2/7 I I I I I I I I I I I I I I I I I I I Helix 1 Capacity: 6883 Forsythia St. Springfield, Oregon f ,2 () ~I 7ttan~1 NqI .= tan - + 45.deg .e NqI = 20 63 '- 2 / NeI = If[(~I) = 0,514,(NqI-1)cot(~I)J NcI = 3267 NyI .= 2 (Nq 1 + 1) tan( ~ 1) NyI = 25.99 Overburden pressure, Ultimate beanng pressure, Net Ultimate beanng pressure, Net Ultimate Helix Load, Net Allowable Helix Load, Helix 2 Capacity: Overburden pressure, Ultimate beanng pressure, Net Ultimate beanng pressure, Net Ultimate Helix Load, Net Allowable Helix Load, 2 Al = 0 79 ft qI=DIYaI quI = eI NcI + qI NqI + 3 BI YbI NyI qunetl = quI-qI QunetI = qunetI Al Qunetl QaI'= FOS Nq2 = 20 63 2 A2 = 1 07 ft (~ 2 ,2 7t tan( b) Nq2 = tan - + 45.deg e 2 / Ne2 = If[(~2) = 0,5 14,(Nq2 - I)cot(~2)J Ny2.= 2 (Nq2 + 1) tan( ~2) Ne2 = 32 67 Ny2 = 25 99 q2 = DI Ya2 qu2 = c2 Ne2 + q2 Nq2 + 3 B2 Yb2.Ny2 Qunet2 '= qu2 - q2 Qunet2 = qunet2 A2 Qunet2 Qa2 = FOS Qa.= QaI + Qa2 Total Allowable Combined Pier Capacity: Qa = 16 33 kIps Client Towery Project 223 06 K & A Engineering, Inc. q 1 = 1 13 ksf quI = 27.45ksf qunetI = 26 33 ksf Qunetl = 20.68 kIps QaI = 6.89 kIps 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 I I I I I I I I I I I I I I I I I I I k.a I 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 Spnngfleld, Oregon Foundation Repair Job # 223 06 Date: 9 59AM, 9 FEB 07 pnQlnpprlnQ Rev 580001 User KW-0603459, Ver 5 8 0, 1-Nov-2006 (c)1983-2006 ENERCALC Engineering Software Scope. Multi-Span Concrete Beam "'':''''.~_, ".:~.":....",,,...___....,..__ ,__.."'... '" _.. ~_'"ffl' >~__''''W>r._;,__~"",'O<d~Z~U_" Description Grade Beam I General Information ow""",""""'" '~'i&J";I"'>-'"/>>'-~'~- O-"~'7""'-"'f/"'I1N~->"',;,;w"" --~'r.wm,.. 'MWM".><- Fy 60,000 0 pSI fc 3,000 0 pSI I Concrete Member Information Descrrptlon Span Beam Width Beam Depth End FIXity Reinforcing Center Area Bar Depth Left Area Bar Depth Right Area Bar Depth. ft 1000 800 2400 Pm-Pm In In o 621n2 21 001n o 621n2 3 001n o 621n2 3 001n I Loads -u~;gT~~T~~d Thl;wSp~~-??" ".<-_....y~~ Dead Load klft 0 600 Live Load klft 0 300 I Results Beam OK Code Ref: ACI 318-02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 m ~ "'1t.wm.'1....... -T'-<"'K-'~ ffl<:\m:Y"';:m:~'1l(4loI .',< -.,. -"::-:~ k k~__~m "'-WM "" '" ">"""''1({f''N'''' . . . ~""""'___~.::':'c.""~/<~h~'~'." ':-::_"~_~:.N' ~'~m-';1~~f~ _~_A_ " ~.=-"'-,"'" .c."".=""....y..'"<-~r ~ ~/. -......-".::-: -",.I Spans Considered Continuous Over Supports ACI Dead Load Factor 1 40 Stirrup Fy 40,000 0 pSI ACI Live Load Factor 1 70 2 1000 800 2100 Pm-Pm o 62ln2 21 001n o 621n2 3 001n o 621n2 3 001n ='" _"-_A<"__"'_~-_"~_ Yes 0600 0300 m ~"'" "'""."~.." ._." .,. "H"" .~,c_~,~,.,.".~"" """",.,,~.'''~. ,,=___._ ,__-~.~""_,~; Beam OK Mmax @ Cntr k"ft @X= ft Mn * Phi k-ft Max @ Left End k-ft Mn * Phi k-ft Max @ Right End k-ft Mn * Phi k-ft Shear @ Left k Shear @ Right k I Reactions & Deflections 949 373 5604 000 5604 -1687 5604 Bending OK 506 844 949 627 5604 -16 87 4767 000 4767 Bending OK 844 506 225 750 LL @ Left k 1 12 375 Total @ Left k 337 11 25 DL @ Right k 750 225 LL @ Right k 375 1 12 Total @ Right k 11 25 337 Max Deflection In -0 003 -0 004 @X= ft 420 580 Inertia Effective 1n4 9,21600 6,17400 I Shear Stirrups Stirrup Rebar Area 1n2 0400 0400 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 4-/7 I I I I I I I I I I I I I I I I I I I k.a I TItle: Towery Residence Dsgnr' MDR Description 6883 Forsythia St Sprmgfield, Oregon Foundation Repair Job # 223 06 Date 9 59AM, 9 FEB 07 K & A Engineering, Inc. 3327 Roanoke Ave, Eugene, OR 97408 (541) 684-9399 (541) 684-9358 Scope' enqlneerlnq Rev 580001 User KW-0603459. Ver 5 8 O. 1-Nov-2006 (c)1983-2006 ENERCALC Engineering Software ~ "-.~- _'--> "._"..---,,~,~ .. ~-~ '_'''''-''''''__~'_....,",<e'''''' ~- """'>""'~-'f'~'f'~"_'~,..~,",--" Multi-Span Concrete Beam IOWeryecw~:~~atlO~s ~ ".,<<_."'''''~N~_'''C'"'_~'_~_><~_''''_~'i^_'~_''~'''""'''''~_....__.~^"'~._"'='~.~~.<__~"~v""".""._-z."~"'"""~'-~w."'>-;''''''"''"''~M,'''""""q.... ,_'..."'~_~mv"",,__ ,,-"-.-+"^"<~_>"'.,~..,~~ Description Grade Beam 19..uery Values , ~~V"''''''''/'y''.I)''''''ffA 'U_,_.___'.~_'__':_~'>' Location Moment Shear Defleclion y' '~"_'~W'("M' -=H'~."'''' 'k",,, "_H~"""'_''''~''~/,",'~''_''._:~ M,' .."."-~ ....-1 '-'--^:~:y- ~'.v<"",N'YY''''''''''l';;E-'ir~N< . ~'__ ..__~_w .~-... .~,~,,,.,-,~. - ~_. v'~- 7.'M<fiP--v'-'V" ~___'_"U"_<__~~"'_~~ ^ ft k-ft k 000 00 51 o 0000 000 -169 84 o 0000 In ~/7 I I I I I I I I I I I I I I I I I I I k.a I TItle' Towery Residence Dsgnr: MDR DescriptIOn' 6883 Forsythia St Spnngfleld, Oregon Foundation Repair Job # 223 06 Date' 9 59AM, 9 FEB 07 K & A Engineering, Inc. 3327 Roanoke Ave. Eugene, OR 97408 (541) 684-9399 (541) 684-9358 Scope: enQlneerlnQ Rev 560006 User KW-0603459, Ver 5 6 0, 1-Nov-2006 (c)1963-2006 ENERCALC Engineering Software ~."'.,~~~."~=^.~~=-~"'~,. ~, ~#-~.""..,,,..<~~.~~~~,,~~,~~ Multi-Span Steel Beam Page 1J lowery ecw Calculallons '-~_~'.':"':^,."_~"'A.''''':~"^,,,,:'<,~"__''':'':~_'V'.~'_.':''~_'.'~"~W_.~~.''''.- ..... . ~-''''''<:''W:.~.'''._::_''.:~'__~''M<_'~_'~~_'~.".=.'_<iAA_.~.,_~-.-",,,,,,,./,,~~~.,:_ ,,,,,w,,_,.,:,"~~_,:,,~,.,.",,--,~ Description East/West I General Information ~'Vy".". "M ...."'<7-~~._- -_F"_~'j~_f"'"_'~'.'.'~_Y~'c''''''' Fy - Yield Stress 36 00 kSI Spans Considered Contmuous Over Supports I Span Information Code Ref AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 ~ '~"" ., ~,,-, ~_V"":/.~: .M_~.'_'''':'N:w^,'''~'__U~"'_'~_'~~''':'_~_._' ""'~" ,,'" ,,-, f-:7,'" .....,~N...-='^__~~'<0 . rt --y ." . ff"'.... ....'TX'..t~-0C~-.N"-_~"'~"~..,..:. .'- . .~:-~. '~.'~-'-":'- .--~-~-' .....i...v._-~~"~~. ~_.. '.: ~ A Load Duration Factor 1 00 Descnplion 2 Span ft 1000 1000 Steel Section C8Xll.5 C8Xll 5 End FIXity Pin-Pin Pin-Pin Unbraced Length ft 200 200 I Loads Yes Yes Dead Load klft 0600 0600 Live Load klft 0400 0400 I Results Mmax @ Cntr k-ft 703 703 @X= ft 373 627 Max @ Left End k-ft 000 -1250 Max @ Right End k-ft -1250 000 fb Actual pSI 18,461 5 18,461 5 Fb Allowable pSI 23,7600 23,760 0 BendIng OK Bendmg OK tv Actual pSI 3,551 1 3,551 1 Fv Allowable pSI 14,400 0 14,4000 I I Reactions & Deflections Shear @ Left k 375 625 Shear @ Right k 625 375 Reactions 225 750 DL @ Left k 1 50 500 LL @ Left k 375 1250 Total @ Left k 750 225 DL @ Right k 500 1 50 LL @ Right k 1250 375 Total @ Right k -0 099 -0 099 Max Deflection m 420 580 @X= ft 1,208 7 1,208 7 SpanlDeflectlon Ratio I Query Values f"."-.,.-.-.."....",,....._'""""'~~"'-',,,.,....._'-~,"''''''>,-.,.-,'''-~',....'~~'''^'--,.,-'''"-='''''--'''''.,.,....~:"='>m"'_="..",..."'$=M>N>.' ~~ '>-t'~....,.~,.___':"~'....,....'''_,,~.-..-.:~.-,.____:._.,:'",-".-_,~":'::,'"':...,.,.,~>~.,....".....~.~_:~~ Location Shear Moment Max Deflection ft k k-ft In 000 375 000 o 0000 000 625 -1250 o 0000 000 000 000 o 0000 000 000 000 o 0000 000 000 000 o 0000 000 000 000 o 0000 000 000 000 o 0000 000 000 000 o 0000 b/J I I k.a Job # 223 06 Date 9 59AM, 9 FEB 07 Title Towery Residence Dsgnr MDR Description 6883 Forsythia St Springfield, Oregon Foundatron Repair K & A Engineering, Inc 3327 Roanoke Ave. Eugene, OR 97408 (541) 684-9399 (541) 684-9358 Scope. enQlneerlnQ Rev 580008 User KW-0603459, Ver 5 8 0, 1-Nov-2006 (c)1983-2006 ENERCALC Englneenng Software l' ..,..:,,~ ...~~...~_.~._-~~_.~._.,-.~~~-,~.., ~-~,_.~_., Page 1 ~ ... .... tow:~~~~~c~~~t~~~s.,~ Multi-Span Steel Beam I North/South Description I I General Information ~,-,.~.^ ,. _.'_ "'<'_~~'h'_.y_ _J..,,,~'-W_~_' "',,",'-'Y.""','a ~'''~'''_''~'q.:~..,~_:,~~_: _ _,'~. Fy - Yield Stress 36 00 kSI Spans Considered Contrnuous Over Supports I Span Information "'';';'"_;'~h''''''' '__"''''''-'__'''~''"'~'''..,.,c''''_'.:' Code Ref AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFP~_~~~I .v--,,_,~_~_-_~~_",-~-.~~'~_-~" ,'- "'"=_.'."""V' ,:,,>-",",___<'''~W-_''~''_~A''''~' ,'" .~: '_'~ ._'-._'.~":_ ~~'<<"". ~: '~~_.'. "._~''''Y',_~<-",_'':''_'''''_'~~^__'.'''"^'^."_ "N,^ ,,>~~-,._~~,,,",, -.- ~^"., ""._'~, ~~_~.,~' .'." ,~. . . . Load Duralion Factor 1 00 I '~~"""~'.'_""~"'."""""~""'''''''''~''''''''''''''''''''''''''''~-''''''')'''~k'''''''''''''''''''''''~''''''",'lI.._../1:h_>'>A''''&r~='''_''>fm''''_.r:.?'"""<<@;b~''_''''''~''''''''__'''"'''='',;~"t /W.~=_~'~__''~.-"'" 1 2 800 800 C8Xll.5 C8Xll.5 Pm-Pin Pin-Pin 2 00 2 00 Description Span Steel Section End FIxity Unbraced Length I Loads ft I ft I Yes 0800 0800 Yes 0800 0800 Dead Load Live Load I Results k1ft k1ft I t~"*~' Mmax @ Cntr @X= Max @ Left End Max @ Right End fb Actual Fb Allowable tv Actual Fv Allowable k-ft 720 720 ft 299 501 k-ft 000 -1280 k-ft -1280 000 pSI 18,9046 18,9046 pSI 23,7600 23,7600 Bendmg OK Bendmg OK pSI 4,545 5 4,545 5 pSI 14,4000 14,400 0 I I I Reactions & Deflections Shear @ Left 480 800 Shear @ Right k 800 480 Reactions 240 800 DL @ Left k 240 800 LL @ Left k 480 1600 Total @ Left k 800 240 DL @ Right k 800 240 LL@ Right k 1600 480 Total @ Right k -0 065 -0 065 Max Deflection In 336 464 @X= ft 1,4 75 4 1,4754 Span/Deflection Ratio I Query Values Location ft 000 000 000 000 000 000 000 000 Shear k 480 800 000 000 000 000 000 000 Moment k-ft 000 -1280 000 000 000 000 000 000 Max Deflection In o 0000 o 0000 o 0000 o 0000 o 0000 o 0000 o 0000 o 0000 I I I I I I I I 7/7 I