HomeMy WebLinkAboutPermit Correspondence 2007-2-8
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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
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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
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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
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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
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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
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February 8, 2007
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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
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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
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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
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6883 Forsythia St.
I Springfield, Oregon
Project: 223.06
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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
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~ -up ~ ~~c:<<"- __________~i~~~_~~.!)
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--+-.... -------------11
510
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. FDXC A
- il!I - FDXC B
4:!
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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
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LOG OF TEST PIT AH1
Date Excavated
11/14/06
MDR
Logged by
EqUIpment
3 5-lnch hand aUQer
Surface Elevatlon(ft)
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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' '
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~ 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
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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 -
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Soft orgamc clay Note rock at 1 5m
-- 4 -
- - 5 -
52"
-
m
573~
- ...A..A.A
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m
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Native undisturbed decomposed sandstone
The stratification lines represent approximate boundanes The tranSition may be gradual
Test No DCP1
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Project: 6883 Forsvthia St.
Client: Towrev
Job No: 223.06 Date: 2-8-07
Sheet: 1 of 6
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Job No: 223.06 Date: 2-8-07
Sheet: 2 of 6
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geotechnical/civil
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Eugene, OR 97440
541 684 9399 541 684 9358 fax
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Project: 6883 Forsvthia St.
Client: Towrev
Job No: 223.06 Date: 2-8-07
Sheet: 3 of 6
engineering
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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
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<8 STEEL HELICAL PIER WITH ''T" FITTING SUPPORTING NEW CONCRETE GRADE BEAM DENNIS ~
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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<
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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 .
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Project: 6883 Forsvthia St.
Client: Towrev
Job No: 223.06 Date: 2-8-07
Sheet: 4 of 6
f EXlST flOOR SYSTEM
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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
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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.)
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NEW CONCRETE SLAB-ON-GRADE FLOOR ;\ I ::::: ~
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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!" ~
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{ DENNIS \\\:
EXPIRES' 1"'''/7/&
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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.
/
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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
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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
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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
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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
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k.a
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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_
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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
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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
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k.a
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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
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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
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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
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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
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