HomeMy WebLinkAboutMiscellaneous Plans 2004-6-14
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CITY OF SPRINGFIELD
Development Services Department
Building Safety Division
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Residential Plan Review
JOB ADDRESS:
926 Sunset Drive
CITY JOB#: COM2003-008l8
OWNER:
Doug Butler '5SlJ -7 9<,';2..PHONE: SIT flIJJ
~ MCNAMNlA Z-f2 -fD/03
~tffieMl C8ft~. . PHONE: -617-$ 193"
CONTRACTOR:
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Items listed below (if any) and those marked in red directly on the approved permit
documents are incorporated into this project in addition to any requirements appearing on
the construction plans and the City standard document entitled "Single Family and Duplex
Construction Most Commonly Missed Items". A corresponding number is marked on your
plans for any items listed below where applicable.
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All references are to the 2000 Oregon State One and Two Family Dwelling Specialty Code,
(1998 International One and Two Family Dwelling Code as amended by the State of
Oregon unless noted otherwise. A copy of this code may be obtained from the Building
Tech Bookstore, Inc., 8020 S.W. Cirrus Dr. Beaverton, Oregon 974008-5986
Your signature on the Building Permit is an agreement that all items will be installed or
corrected, and that all work on this project will comply with applicable codes.
ISSUANCE OR GRANTING OF A PERMIT OR APPROVAL OF PLANS,
SPECIFICATIONS AND OTHER DATA SHALL NOT BE CONSTRUED TO BE A
PERMIT FOR, OR APPROVAL OF, ANY VIOLATION OF ANY OF THE BUILDING
SAFETY CODES OR OF ANY OTHER ORDINANCE OF THE CITY OF
SPRINGFIELD.
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PLANS REVIEWED BY:
~ ,1i/J;JlJ./
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Review completed on
PHONE: '1'2-1/7 - 3 ~Z1
0?f/of
1. Retaining walls are required where cut or fill conditions create a sigl")ificant
change in level that cannot be compensated by slopes having grades no
greater than' vertical unit to 2 horizontal units. Retaining walls greater
than 4 feet high. measured from the bottom of the footing to the top of the
wall. shall be engineered.
40.'
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2. The grade away from foundation walls shall fall a minimum of 6" within the
first 10'. Drains or other approved means shall be provided to ensure
positive drainage, except when restricted by lot lines. (R-40 1.3 J.
3. See Engineeriflg Drawings for foundation and retaining wall details.
4. Provide 6 mil black polyethylene ground cover, lapped 12-inches at joints
and 12-inches up stem walls. (E-40 1.9.2).
5. See attached handout for stair dimension framing and requirements.
6. Provide weather-resistant rigid bi:]ff1e, extending above the insulation.
(APP.E E-40 1.2.1 I).
Maintain a minimum of I" air space between the underside of the roof
sheathing and the top of the insulation material for ventilation of the
rafter/joist space. (R-806.3).
7. No veneer is shown on the building elevations. The amount of veneer
applied to the building can affect the lateral design calculations. Please
determine the amount of veneer to be applied, and verify with the engineer
of record whether it affects the lateral design. Provide appropriate
information to this office before beginning construction.
Provide masonry veneer corrosiorrresistant metal ties spaced so as to
support not more than 3 V. square feet of wall area, but not more than 24"
on center horizontally. (R-606.' .2.IA).
8. Ground under building shall be sloped to a low point. and an under floor
drain installed to provide positive drainage from the area under the
building. (R-31 1.4).
Added comments 6/14/2004
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9. All retaining walls used to restrain a surcharge load, such as a driveway
conveying vehicles, shall be designec;l by an Oregon licensed professional
engineer or architect to accommodate the additional surcharge load. This
requirement applies to Landscape garden block walls as well as
conventional concrete or masonry retaining walls.
All retaining walls exceeding 4-feet in height. measured from the bottom of
the foundation to the top of the wall, shall also be designed by a
professional engineer or architect who is licensed to practice in Oregon.
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DEVELOPMENT SERVICES
225 FlnH STREET.
SPR1NG~ffLD. OR 97477
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Single Family and Duplex Construction
Most Commonly Missed Items
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This sheet is attached for your convenience. Included are many often missed requirements of the Oregon building codes. Springfield
_ inspection staff will check for these items as well as all other requirements of the codes. There may be additional items marked in red
. on the approved plans that must be completed before caIling for the corresponding inspection. When structural engineering
accompanies plans, the ownerlbuilder must complete any additional requirements. Complete requirements of the code can be found in
the 1998 State of Oregon Edition of ihe International One and Two-Family Dwelling Code. [The number in square brackets is the
I- code reference.)
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Inspection Request Line: 726-3769
BUILDING PLANNING .
I. Provide ventilation in every habitable room by means of operable exterior openings equal to at least 5% of the floor area of the
room. Exception: Provide a mechanical ventilation system capable of producing 0.35 air changes per hour in the room. [303.1]
2. Bathrooms shall have exterior glazed openings of not less than 3 sq ft., half of which must be able to open, or a venting system
capable of five air changes per hour. Vent to outside. [303.3].
Habitable rooms shall have a ceiling height of not less than 7' for at least 50% of their required floor area. [305.1]
Provide a 21 " deep clear space in front of all water closets. [307.2]
Provide laminated, tempered, or heat-strengthened glass for all glazing located in door assemblies, railings, tub and shower
enclosures, or within a 24" arc of a door. Exception: Glazing in tub and shower enclosures and near doors need not be tempered if
located at least 60" above the adjacent floor or drain inlet. [308.4]
6. Openings between the garage and residence shall be equipped with either solid wood doors not less than I 3/8" in thickness or 20-
minute fire-rated doors. [309.1] .
7. The garage shall be completely separated from the residence and its attic area by means of y," gypsum board or equivalent applied
to the garage side. [309.2]
Garage and carport floors shall be sloped to drain liquid toward a drain or the main vehicle entry door. [309.3]
Provide operable egress windows in each bedroom with a minimum net clear opening of 5.7 sq. ft. (Min. 5 sq. ft. when sill is
located within 44" of adjaceilt exterior grade.) Minimum net open height: 22"; Minimum net open width: 20"; Maximum sill height:
44". [310.1.1]
" 10. Enclosed accessible space under stairs shall have walls and soffits protected on the enclosed side with Yo" gypsum board or
equivalent. [314.8]
II. Minimum hallway width 36" finish wall to finish wall. [314.1]
12. A minimum 3' x 3' landing is required on each side of an egress door, maximum 1-112" below the top of the threshold. [312]
Exceptions: I. At the top of a flight of stairs, provided the door does not swing over the stairs.
2. At required exit door, shall not be more than 8" below the top of threshold when the door swings in.[312]
13. Min. stairway headroom 6'- 8"; Min. Riser 4"; Max. Riser: 8"; Min. Tread: 9"; Min. clear width above handrail: 36". [314]
14. Provide means to illuminate both interior and exterior stairways and landings. [303.4]
15. Provide a continuous handrail on at least one side of stairways of more than three risers, I 1/4"- 2-5/8" cross-sectional dimension
with a gripping surface and no sharp comers, 30" to 38" above the nosing of the tread, with a mi.nimum 1-112" Clearance to the wall.
[315.1 & 315.2]
16. Open sides of stairs with a total rise of more than 30" above the floor or grade below shall have guardrails not less than 34" in
height measured vertically from the nosing of the treads. Intennediate rails shall be spaced so that they do not allow passage of an
object 5" or more in diameter. [315.3, 315.4]
17. Porches, balconies, or raised floor surfaces located more than 30" above the floor or grade below shall have guardrails, minimum
36" in height, with intennediate rails which do not allow passage of an object 4" or more in diameter. [315.3,315.4]
(8. Required exit door shall be a side.hinged door and not less than 3' in width and 6'8" in height.[311.3] .
19. Provide 5/8" Type 'X' gypsum board, or equivalent one hour assembly, each side of duplex party wall, and extend to roof
sheathing.[320.I]
20. All habitable rooms and area shall be provided with a pennanent approved heat source capable of maintaining a temp. of68 degrees
F. at a point 3' above the floor.[303.6]
FOUNDATION/GRADING
21. Gravel or other structural fill deeper than 4" which is placed to support foundations must be inspected during placement and the
compaction by an approved special inspector. Provide copies of special inspection reports to the City inspector.
22. Concrete shall be 5-7% air entrained with a minimum compressive strength of: a) 2500 psi for basement walls and foundations not
exposed to weather and for basement slabs and interior slabs on grade (except garage slabs); b)3000 psi for basement, foundation
and exterior walls and other vertical work exposed to weather; c) 3000 psi for carport and garage floor slabs and for porches and
steps exposed to weather. [402.2 and Table 402.2]
23. Minimum footing sizes shall be as follows: [Table 403.1.1]
Supporting I floor and a roof: 12" wide', 6" thick, 6" thick stem wall
2 floors and a roof: 15" wide', 7" thick, 8" thick stem wall
3 floors and a roof: 18" wide', 8" thick, 10" thick stem wall
.When load bearing capacity of soil is 1000psf, 18" wide footing is required for i story, 23" for 2 story, 27" for 3 story
24. Footings shall be minimum 12" below grade. [403.1] Stem walls shall extend at least 6" above finished grade. [403.1.3]
25. Ground under building shall be sloped to a low point, and an underfloor drain installed to provide positive drainage from under the
building. The grade in the underlloor space shall be as high as the outside finished grade, unless an approved drainage system is
provided.[409.4] Groundwater collected or drained from under or around the buildings shall be piped to an approved disposal site:
Subsoil drains which cannot remove groundwater by gravity shall have an approved ejector.[3806.2]
26. The sill plate or floor system shall be anchored to the foundation with minimum Yo" diameter bolts, embedded at least 7" into
concrete or masonry, spaced at 6'.0" on center maximum with at least two bolts per plate and one bolt within 12" of ends or comers.
[403.1.5]
27. Foundation drainage shall be provided around foundations enclosing habitable or usable space below grade. [405.1]
28. Columns and posts shlill be anchored to prevent lateral displacement. Exception: Columns less than 4' in height, bearing on a pier
or footing within a crawl space that is enclosed by a continuous foundation wall need not be restrained at the bottom end. [408.3]
29. Provide 12" clearance to grade from underside of girders and beams and 18" clearance to grade from underside of joists or provide
pressure treated wood. [322.1] .
30. Provide 3" min. bearing for girders entering masonry or concrete, with Yo" air space on tops, sides and ends. [502.4, 322.1]
J I. Provide access to all underfloor areas: 18" x 24" minimum. [409.2]
32. Proyide underfloor ventilation equal to I square foot for every 150 feet. One vent is required within 3' of each comer. Vents shall
have corroalon.rcslatant wlro mosh 9r equivalent with tho 108st dlmonsion being 1/8". Undorfloor ventillltion may be reduced to
1/1500 of the crawl space area where 6 mil. black polyethylene sheeting or other approved ground cover is installed.. [409.1]
~3. Provide 6 mil. black polyethylene ground cover, lapped 12" at joints and extending 12" up foundation walls, in all crawl spaces
where underfloor insulation is installed. [C40 1.9.2]
34. Provide 55# rolled roofing or 6 mil. black polyethylene over 4" clean sand, gravel, or crushed rock beneath all concrete floor slabs.
[505.2.3,C401.9.2] .
35. The grade away from foundation walls shall fall a minimum of6" within the first 10'. Exception: Drains or other approved means
shall be provided to ensure j'ositive drainage. [401.3]
36. Slopes for pennanent cuts'or fills shall nqt be steeper than 2 units horizontal to I unit vertical. Exception: Steeper slopes may be
pennitted when a soils investigation report containing data to justify such slopes is approved by the City. [401.6]
37. Sealing required between wall and floor, between floor and foundation to prevent air leakage into building envelope.[C401.8.2]
Springfield Building Divisions: 726-3753
3.
4.
5.
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WALLS & ROOFS (.
38. Gypsum board used as shower and bathtub ceramic tile backing shall be water-resistant. All cut or exposed edges, including those .
at wall interseotions, shall be sealed as recommended by the manufacturer. [702.4.2] ,-". -.
'.
39. Mnsonry veneer anchors may support 2 2/3 square reet of veneer, maximum, and shall attach to continuous #9 wire.[70l7]
40. Flash all exterior doors, windows and horizontal wood trim. [703.S]
41. provid. braclngal all gabla and walls exceeding 14 feet In length. [See standard City ofS'prlngfield details for approved bracia~
methods.] ,
42. Nails and staples must not be consistently over driven beyond Ilush with the sheathing surface.[Table602.3(I)and (2)]
43. Shear wall naili~g or stapling must remain exposed for inspection approval.[113.1-113A] ~
44. Truss Engineering must be on job site at framing inspection, for all type trusses used. [502.10; S02.11]
45. Trusses shall not bear on partition walls unless so designed. [301.1]
46. Enclosed attics and rafter spaces shall be provided with cross ventilation. Net ventilating area shall be not less than 1/150 of the ,..
attic area. Exception: Net ventilating area',may be reduced to 1/300 when at least 50% and not more than SO% of the ventilators are
located at least 3: above the eave or cornic~ vents or when an approved vapor barrier is installed on the warm side of the insulation.
Provide a I" minimum air space above insulation and bame at eave or soffit vents. [S06, E40 1.2.1]
47. A readily accessible attic access framed op'ening not less than 22" x 30" shall be provided to any attic area having a clear height of
over 30". [S07.1] : "
4S. Roof coverings shall comply with the general requirements of Chapter S and the specific requirements of each section based upon
type ofmaterial:'1 a) asphalt shingles [903]; ,b) slate shingles [904]; c) metal [905]; d) tile, clay or concrete shingles [906]; e)
built-up roofing [907]; I) wood shingles [90S]; g) wood shakes [909]. .
49. Roofstonn drairis shall be provided to collect and discharge stonn drainage to an approved drainage system.[S01.3] One 3" pipe
graded 1/4" per foot can accommodate up to 2,320 square feet of surface area.[Table 3S11.2]
.50. End walls to be step flashed or to manufacturers specs.[903.3]
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MECHANICAL & P(UMBlNG
51. Heating and cooling appliances located in ~ garage or other area where they may be subject to damage shall be suitably guarded
against such damage. (Protection is typically provided by concrete filled pipe bollards.) [1307.3, 3310.3]
52. Appliances whic~ generate a glow, spark or flame capable of igniting flammable vapors and are located in the garage shall be
installed with the' burners, burner ignition,oevices or heating elements and switches minimum IS" above the floor level. [1307.3,
3310.1] ,. ,
53. Fuel burning warm air furnaces and water,heaters shall not be installed in a room designed to be used as a storage closet. Furnaces
or water heaters located in a bedroom or bathroom shall be installed in a sealed enclosure such that combustion air will not be taken
from the living space. Direct vent units are not required to be installed within an enclosure. [1402. I, 3309] .
54. Combustion air must be provided for all fuel burning appliances except direct vent units. [200 1.lto 2001.5]
55. Provide access to attic furnace (22" x 30")'.or underlloor furnace (30" x 30"). Provide a pennanent electric outlet located near the
furnace and lighting fixture controlled by a switch at the passageway opening. [1401.6-140 1.7]
56. The maximum amount of water used by new plumbing fixtures: a) toilets: 1.6 gal. per flush; b) shower heads: 2.5 GPM; c) interior
faucets: 2.5 GPM [3202]. . .
57. Showers and tub:shower combinations shall be equipped with control valves of the pressure balance, the.thennosiatic mixing, or the
combination pressure balance/thermostatic, mixing valve type with maximum mixed water setting of 120 degrees F. [3215]
5S. Minimum shower compartment: 1,024 sq..inches; shall also be capable of encompassing 30" circle.[3210.3] Threshold shall be of
sufficient width to accommodate a minimum 22" door.[321 0.2]
59. Equipment used for heating water shall be protected by combination pressure and temperature relief valves. [340S.3]
60. Water heaters shall be anchored to resist horizontal movement. (i.e. earthquake strapping) [3310.5]
61. Stonn water drains located within 5' of a building may be Schedule 40 ABS or Schedule 40 PVC, CPE , installed per installation
standard IA. [3501.1.2]
62. Clothes dryer ducts shalltenninate outside. the building. Max length is 25', reduce 2.5' for each 45deg. elbow.[1 SO 1.3]
63. Trenches dug par"lIelto the building foundation and deeper than the footing must be at least 45 degrees from bollom outside edge
of footing to the bottom inside edge oftrench.[3113.3, illustration pg.294]
ELECTRICAL
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64. RESIDENTIAL ELECTRICAL PLANS ARE NOT REVIEWED PRIOR TO PERMIT ISSUANCE. All electrical work shall
comply with current codes and will be field-inspected for compliance. Building penn its may be issued without electrical permits.
Electrical contractor must confinn an electrical pennit has been obtained before starting work.
65. Provide grounding electrode at electrical service, consisting of (or connected to) a minimum 20' length of \I,"diameter steel
reinforcement in footings. [410S.1.2]
66. GFCI protection required for receptacles in outdoor locations, garages, unfinished basements, bathrooms, where serving counter-
top surfaces in kitchens, and when within 6' of wet-bar sinks. [4402]
67. Provide an approved smoke detector in each sleeping room, outside of each separate sleeping area, and on each additional story of
the dwelling. All detectors shall be interconnected and shall provide an alann audible in all sleeping areas. Smoke detectors shall
be located minimJm 3' upstream of air ducts. [316.1]
6S. All smoke detectors shall receive their primary source of power from the pennanent built-in wiring, with battery back-up iri case
power is interrupt"d. Exception for remodels: hardwiring and interconnection is required only if other remodeling considerations
require removal of the appropriate wall and ceiling coverings to facilitate wiring. [316.1.1, 316.2]
69. Required smoke alanns shall not be located within kitchens or garages, or in other spaces where temperatures can fall below 40'
degrees F. Ionization smoke alanns shall not be located closer than 3 feet horizontally from: a door to a kitchen or full bath; or
supply registers of a forced air heating or cooling system. Smoke alanns within 20' of a cooking appliance shall be a photoelectric-
type smoke alarm 'or the alarm shall have an approved silencing means.[3 16.1], .
70. Recessed light fixtures installed in cavities intended to be insulated shall be labeled as suitable for being installed in direct contact
with insulation (Ie rated). [4503.5]
71. Electrical outlets and approved wall fixtures in the fire separation wall shall not be located back to back. Use metal boxes no larger
than .16 sq. inches placed in separate' stud spaces for the 2 dwelling units.[320.2]
ENERGY CONSERVATION
72. Provide approved yapor barrier installed on the wann side (in winter) of insulation at all unventilated exterior walls, Iloors, and
ceilings enclosing 'conditioned space. [C401.9.1] ,
73. PATH I insulation requirements: (Section C401 for alternative insulation paths.)
Exterior Walls: R-2l, Basement Walls: R-l5, Underlloor: R-25, Slab Floor Edges: R-15, Flat Ceilings: R-3S, Vaulted Ceilings: R-
30 (max. 50% of floor area), Main Entry Door (max. 24sl): U=0.54, Other Exterior Doors: U=0.20, Windows: U=OAO, Skylights
(max. 2% of floor area): U=0.50, Forced Air Ducts: R-8. [Table C40 I.l (I)]' . .
74. Alterations within ~n existing building envelope may use the minimum component insulation requirements:
Exterior Walls: R-15, Basement Walls: R-15, Underlloor: R-21, Slab Floor Edges: R-IO, Flat Ceilings: R-38, Vaulted Ceilings: R.
21. Exterior Doors' U=0.54. Windows & Skvliohts: U=0.65. Forced Air Ducts: R-S. rCIOI.2.3. Table C401.lb Footnote Cl
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'J'~j,;,i;::;i:llie'i'iC""'ro'Yed!:ohilClin"'::' ""ermif" laritr'mustremaih!:'afithetconstructio'll";site,:ana:be'!'av<aihibl~':io\Ci";'Hns"';d'"'''''''''''' I ,/ ,.,.;
i,:;i1:~.~ii~I~g- .m~,~ib~;~~~~~j~~i~'R~~~\\ii~~~~~';lg,.j~~;~~jJi~y~~!~\~r,~;~:~;~Bf~~!j.!~t,6P~~~~'~~~,~~~.~W~,~r.~i, ,~~B~o"v~dby the City.
3 ~:."\iU\11:'R~M'~_~:t'~~~:~;r~J~~r80j::~~Y:~L~fter; !~s:ti.*n~~',:if:ri?:~in:~pectiotis\~'a~:~l~.$'~n::~W.~~'9'J9r}'o:r;',~9:i.pr~'~'r~~~J-~,~~~~~'~~_~~;~9..~':~n' the project.
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K & A Engineering, Inc.
P.O. Box 23624, Eugene, OR 97402
521 Markel St., Suite B, Eugene, OR 97402
(541) 684-9399 Voice
(541) 684-9358 FAX
engineering
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December 12, 2003
Projecl160.D3
Dave Duncan Construction
405 Lincoln
Eugene, OR 97401
Subject: Engineering Calculations
Framing, Foundation, and lateral Bracing Design
Single-family residence at 926 Sunset Dr., Springfield, OR
Springfield No. COM2003-00818
DescrlpUon
Pages
1-3
4-5
6-23
24-27
lateral loads
Mise, Vertical loads
Joist and Header Design
Street-side Retaining Wall Design
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EXPIRES
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i
i ,
, I
"
I. Defined
Units
~
Lateral Load Calculations
Single-family Residence
ksi " 1000. psi kip" 1 OOO.lbf
-: -2
pef" 1.lbf.ft psf" Ibf.ft
-I
plf "Ibf.ft
kips" 100o-Ibf sQ....in" in2 sf" ft2
tsf" 2000.lbf.ft- 2 ksf" 1000.lbf.ft- 2
2. Independant
Variables
Client Dave Duncan Construction
Job No.: 160.03
Roof Deadload
Roof Liveload
Floor Deadload
Floor Liveload
OLr:= 15.psf
LLr:= 25.psf
04:= 12.psf
LLf:= 4O.psf
Soil Profile Type (Section 1636 1997 USC) So
Seismic coefficient (Table 16-Q 1997 USC) C.:= .36
Importance Factor
Seismic force amplification factor
(Table 16-N 1997 USC)
Overstrength and ductility coefficient
(Table 16-N 1997 UBC)
Exterior wall weight
Main Floor Area
Garage Floor Area
Roof Area - residence
Wind:
Exposwe=
Importance Fa1:tor, Iw =
Basic Wind Speed =
Wind Stagnation Pressure, qs =
Horizontal Cq (for walls) =
Vertical Cq (lor rools) =
B
1
80 mph
16.4 psi
1.3
.{J.7
K & A Engineering, Inc.
J:= 1.0
00:= 2.8
R:= 55
UWw:= 85.psf
A2f:= 1625sf
Ag,-:= 575sf
Arr:= 2392sf
Da1B: 12/11/2003
Page 1 olf 3
'/'1-7
Lateral Load Calculations
Single-family Residence
3. Dependant Variables
3.1 Wind:
3.1.1 Front Residence:
Vector Projected
HelQbt, fl. Wldtb fl Height, fl. Ce Area, sf
0.0 50.0 0.00 0.62 0
4.5 50.0 2.25 0.62 225
9.0 50.0 6.75 0.62 225
11.0 43.1 10.00 0.62 86
13.0 36.3 12.00 0.62 73
15.0 29.4 14.00 0.62 59
17.0 22.6 16.00 0.62 45
19.0 15.7 18.00 0.65 31
22.0 5.4 20.50 0.67 16
Lower Level Base Shear 761 sf
Resultant Location
3.1.2 Side Residence - 2 Story End:
Vector Projected
Helgld, ft. Wldtb ft Helgbt, ft. Ce Area, sf
0.0 19.0 0.00 0.62 0
4.5 19.0 2.25 0.62 86
9.0 19.0 6.75 0.62 86
10.0 19.0 9.50 0.62 19
14.5 19.0 12.25 0.62 86
19.0 19.0 16.75 0.63 86
31.0 0.0 23.00 0.70 114
Lower Level Base Sbear 475 sf
Resultand Location
Vector, k
0.000
2.974
2.974
1.141
0.959
0.778
0.599
0.433
0.234
7.12 k
10.7 ft.
Vector, k
0.000
1.130
1.130
0.251
1.130
1.152
1.703
5.37 k
15.3 ft.
Momeal,
k-ft
0.0
6.7
20.1
11.4
11.5
10.9
9.6
7.8
4.8
76.08 k
Moment,
k.ft
0.0
2.5
7.6
2.4
13.8
19.3
39.2
82.33 k
2nd Roor Base Shear 304 sf 2.86 k 5B.47 k
20.5 ft.
Client Dave Duncan Construction
Job No.: 160.03
K & A Engineering, Inc.
Comments
Slab
ceiling
roof
Commeals
Slab
ceiling
2nd floor
ceiling
roof
Date: 12/1112003
Page 2 art 3
7--/7-7
Lateral Load Calculations
Single-family Residence
3.1.3 Side Residence - Upper Level (street) Side:
:
Vector Projected
Helgld. II. Width II Helgld. II. Ce Area. sf
0.0 0.0 0.00 0.62 0
4.5 10.0 2.25 0.62 45
9.0 23.0 6.75 0.62 104
10.0 25.0 9.50 0.62 25
14.5 25.0 12.25 0.62 113
19.0 25.0 16.75 0.63 113
31.0 0.0 23.00 0.70 150
Lower Level Base Shear 549 sf
Resunand Location
Vector. k
0.000
0.595
1.368
0.330
1.487
1.516
2.241
6.94 k
15.511.
Moment.
k.n
0.0
1.3
9.2
3.1
18.2
25.4
51.5
107.53 k
2nd Aoor Base Shear 400 sf 3.76k 76.93k
20.511.
3.2 Seismic:
3.2.1 Design base shear coefficient::
Simplified base shear coefficient
Max. static base shear
Min. static base shear
Design base shear coefficient
3.2.2 Design Lateral Loads
Level
Roof
Main Floor Diaphr
Helgld hx.
II.
19
10
Area, sf
2392
2200
Totals
Base Shear Coefficient =
LFDR Base Shear, V =
ASD Base Shear, V =
I Client Dave Duncan Construction
Job No.: 160.03 .
3Ca.J
vo:= -
R
Vmax:=
2.S.Ca.J
R
Comments
Slab
ceiling
2nd floor
ceiling
roof
Vo = 0.196
Vmax = 0.164
Vmin:= O.lI.Ca.( Vmin = 0.04
V:= Vmax v = 0.164
Dead
Load WI'
k
35.9
54.0
89.9
0.164
14.74 k
10.53 k
K " A Engineering, Inc.
WI'"
682
540
1222
FI Coefl.
0.229
0.121
Story
force. F..
k
823
6.52
lFDR
Story
Shear. VI
8.23
14.74
ASD
Story
Shear, VI
5.881
10.53
Dale: 12/11/20031
Page 3 or! 3
;/'2.7
-
-(3 Michael Remboldt PE
Gt"Otf'chnical & Civil Enginel"fing
521 Market St St. B . Eug... OR 97402
o n 9 i n 0 or i n 9 541 684 9399 . fa, 541 684 9358
,
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Description
~
-8 Michal'l Rl'mboldt PE
Geotechnical & Civil Engine-ering
521 Market St St. B . Eug.n. OR 97402
p n gin H r i n 9 541 684 9399 . fax 541 684 9358
F~=1~~J~-Lt~H+~t~I' +~t-~ ul_+_/_____
I I '1 \)1 .J '4- I i I I I I I I I
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l2u~.c ~ I~ rf ~O u ~f~ = 4 ' ~ ",I ~- -I -.J
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Job N2 \ l.. n ,Q '"I
Datp \-V!~...
Clipn' D. 0\. Nr.l"."" 41"'\~"
Dpscription
ShpPt~of "1--1
.!).~lmt
." T_6.10SerlaJ~= 91/2" TJI@/Pro(TM)-150 @ 24" ole
~; ~ ~~~~:~:- THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN
CONTROLS FOR THE APPLICATION AND LOADS LISTED
J101
,
~
OvelaD Dimension: 1'"
,',-
III
~,
,
.
I
.~
,
,_,_ 1,
PI od,,~ DIagr am Is COlKepnt.lJ.
J
,
LOADS:
Analysis Is for a Joist Member.
Primary Load Group - Resldential- Uving Areas (pst): 40.0 Live at 100 % duration, 12.0 Dead
SUPPORTS:
Input BearIng Vertical Reactions (Ibs) Detail Other
Width Length UwIDeadIlJpllftlTomI
1 Plate on masonry wall 5.50" 4.25' 349/91/0/441 A3: Rim Board 1 Ply 11/4" x 9112' 0.8E TJ-Strand Rim Board4ll
2 Stud wall 3.50" 3.50' 913/274/0/1186 B3 None
3 Plate on masonry wall 5.50" 4.25" 349/91/0/441 A3: Rim Board 1 Ply 1 1/4" x 9112" 0.8E TJ-Strand Rim Iloard@
-CAUTION: Required bearing length(s) exceed the minimum shown in the T J BuDder's guide for single family residential applications. Umlts: End
supports, 3 112" . Intermediate supports, 3 112" with web stiffeners and 5 1/4' without web stiffeners.
-See TJ SPECIFIER'S / BUILDERS GUIDE for detail(s): A3: Rim Board,B3
DESIGN CONTROLS:.
Maximum Design Control
Shear (100) 593 536 1232
Vertical Reaction ~bs) 1186 1186 1895
Moment (Ft-Lbs) -1082 -1082 2839
Live Load DefI (in) 0.054 0228
Total Load DefI (In) 0.064 0.456
TJPro 53 30
-Deflection Criteria: STANDARD(LL:U480.1l.:L124O).
-Allowable moment was Increased for repetitive member usage.
-Deflection analysis Is based on composite action with single layer of 23132' Panels (24" Span Rating) GLUED & NAILED wood decklng.
-Braclng(Lu): All compression edges (top and bottom) must be braced at 2' 8' ole unless detailed otherwise. Proper attachment and positioning of
lliteral bracing is required to achieve member stability.
-The load conditions considered in this design analysis include alternate member pattern loading.
Control
Passed (43%)
Passed (63%)
Passed (38%)
Passed (L/999+)
Passed (L/999+)
Passed
LocatIon
Lt. end Span 2 under Roar loading
Bearing 2 under Roor loading
Bearing 2 under Roor loading
MID Span 1 under Roor AL lERNA lE span loading
MID Span 2 under Roor AL lERNA lE span loading
Span 1
TJ...Pro RATING ~I.-::tl eM
-1'he TJ-Pro Rating System value provides additional floor .~:~....ance information and Is based on a GLUED & NAILED 23132" Panels (24" Span
Rating) decking. The controlling span is supported by walls. Additional considerations for this rating Include: CeDing - None. A structural analysis of
the deck has not been performed by the program. Comparison Value: 1.15
.PROJECT INFORMATION:
160.03
OPERATOR INFORMATION:
Michael Remboldt
K & A Engineering, Inc.
521 Market St, Suite B
Eugene, OR 97402
Phone:541~9399
Fax: 541~9358
kamlke@caJlaIg.com
Copyrioht 0 2003 by True Joist, . Weyerh..user Business
TJUP and. TJ-Beudl are reqistered. trad.emarks of Trus Joist.
e-l. Joiat-.Pro- and. TJ~Pro- are traclemArks of True Joiat.
c: \DoCUlll.enta ancl SetUn9s~nistrator\Deslr:top\Projects\2003\160. 03\JIOl. IUDS
41--'1
~~l6lit ~
. TJ.<leam(IM)..'.SerlaJ~'~ 91/2" TJl@lPro(TM)~150 @ 24" ole
User: 2 11l3Ol2OO311:49:22 AM
Page3 EnglnoVersIon:'.'..3 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN
CONTROLS FOR THE APPLICATION AND LOADS LISTED
J101
Load Group: Primary Load Group
9' 1.50"
9' 1.50"
1186
913
3.50IW)
32 32
441
349
4.25(W)
Max. Vertical Reaction Total (lbs) 441
~ Max. Vertical Reaction Live (lbs) 349
Selected Bearing Length (in) 4.25IW}
Max. Unbraced Length (in) 32
Loading on all spans, LDF = 0.9D 1. 0 Dead
Dltsign Shear (lbs) 80 -124 124 -8D
Max Shear (lbs) 82 -137 137 -82
Member Reaction (lbs) 82 274 82
Support Reaction elbs) 91 274 91
Moment (Ft-Lbs) 141 -250 141
Loading on all spans, LOr = 1.00
Design Shear (lbs)
Max Shear (lbs)
Member Reaction (Ibs)
Support Reaction (lba)
Moment (Ft-Lbs)
Live Deflection (in)
Total Deflection lin)
ALTERNATE span loading
Design Shear (lbs)
Max Shear (lbs)
Member Reaction (lbs)
Support Reaction (lbs)
Moment (Ft-Lbs)
Live Deflection (1n)
Total Deflection (in)
ALTERNATE span loading
Design Shear (lbs)
Max Shear (lbs)
Member Reaction (lbs)
Support Reaction (lbs)
Moment (Ft-Lbs)
Live Deflection (in)
Total Deflection (in)
PROJECT INFORMATION:
160.03
1.0
347
356
356
395
Dead + 1.0 Floor
-536 536
-593 593
1186
1186
-1082
-347
-356
356
395
609
D.034
0.D44
6D9
0.034
D.044
on odd * spans, LOF = 1.00 1.0 Dead + 1.0 Floor
393 -494 166 -35
402 -548 183 -36
4D2 73D 36
441 730 45
775 -666 28
0.054 -D.023
0.064 -0.017
on even * spans, LOF = 1.00 1.0 Dead + 1.0 Floor
34 -166 494 -393
36 -183 548 -402
36 730 402
45 730 441
28 -666 775
-0.023 D.054
-0.017 D.064
OPERATOR INFORMATION:
Michael Rembold!
K & A Engineering, Inc.
521 Marke! St. Su"e B
Eugene. OR 97402
Phone:541~9399
Fax: 541~9358
kamike@caJlalg.com
COpyriqht 10 2003 by trwl Joist. a Weyerhaeuaer Business
tJIIIi and TJ-Bemd are req1atered. tradeDarlta of trwl Joist.
e-I Joist-,Pro- and tJ-Pro- are trademarta of trus Joiat.
1/7..7
c: \DoCUlllenta and Sett1nga~nbtrator\Deaktop\Proj.ct"\2003\160. 03\JI01. Slll.S
~~Z6lit
. T.I&m11(TM)6.10SerfaJ~= 117/8" TJI@/Pro(TM)-350 @ 12" ole
THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN
CONTROLS FOR THE APPLlCA nON AND LOADS LISTED
J201 . GARAGE FLOOR WITH POINT LIVE LOADS
ttser: 2 12/10120D3 7:06:41 PM
Page 1 EngIneVenIon: 1.10.3
Ovet all ObllensJon: 2> G-
,l
I
r
POi!]
1T'- I
PI odll<t 0I;>g1 am is ConceptwL
LOADS:
Analysis Is for a Joist Member.
Primary Load Group - Residential- living Areas (psI): 0.0 Uve at 100 % duration, 60.0 Dead
Vertical Loads:
Type Class Llw Dead
Poin~lbs) Roor(1.00) 1250 0
Point(lbs) Roor(1.00) 1250 0
Location
6'3"
18'
Application Comment
SUPPORTS:
Input Bearing Vertical Reactlons (fbs) Detail Other
Width Length LhIeIDeadIUpllftlTotaI
1 Stud wall 5.50" 4.25' 5421301101843 A3: Rim Board 1 Ply 1 1/4' x 11 718' 0.8E T J-Strand Rim BoardIIi)
2 Stud wall 5.50" 5.50' 178419281012712 B3 None
3 Stud wall 5.50' 5.50' 410130110/711 A 1: Blocking 1 Ply 11 718' T JI@IPro(TM)-350
-cAUTION: Required bearing length(s) exceed the minimum shown In the T J Builder's guide for single family residential applications. Umits: End
supports, 31fT. Intermediate supports. 3112- wiUl web stiffeners and 51/4- wJthoutweb ;:,titrll;;lterS.
-See TJ SPECIAER'S I BUILDERS GUIDE for detail(s): A3: Rim Board,B3,A1: Blocking
DESIGN CONTROLS:
MaxImum
1419
2712
-4059
Shear (Ibs)
Vertical Reaction (Ibs)
Moment (A-Lbs)
live Load Dell On)
Total Load Dell (In)
T JPro
DesIgn
1346
2712
-4059
0.192
0.230
61
Control
1562
2870
5200
0.309
0.619
30
Control
Passed (86%)
Passed (94%)
Passed (78%)
Passed (lJT75)
Passed (U646)
Passed
Locatlon
Lt end Span 2 under Roor loading
Bearing 2 under Roor loading
MID Span 2 under Roor loading
MID Span 1 under Roor ALTERNATE span loading
MID Span 1 under Roor ALTERNATE span loading
Span 1
-Deflection Criteria: STANDARD(LL:U480,TL:1I24O).
-Allowable moment was Increased fOr repetitive member usage.
-pellection analysis Is based on composite action with single layer of 19132" Panels (20" Span RatIng) GLUED & NAILED wood decking.
-Bracing(Lu): All compression edges (top and bottom) mus1 be braced at 2' 8" oIc unless detailed othelwlse. Proper attachment and positioning of
lateral bracing Is required to achieve member stabilily.
-The load conditions considered in this design analysis include alternate member pattern loading.
PROJECT INFORMATION:
160.03
OPERATOR INFORMATION:
Michael Rembold!
K & A Engineering, Inc.
521 Market St, Suite B
Eugene, OR 97402
Phone: (541) 684-9399
Fax: (541) 684-9358
kamlke@caJlalg.com
Ccpyriqht C 2003 by Trus Joist, . Weyerhaauser Budnesa
TJI. and TJ.eeama ara raqistered tredszarks ot rrus Joist.
e-rJ01st-.Pro. end fJ-pro. are tredelll&1"ks ot True Joist.
8/'7.-'1
C:\Documentll and Sett1nqll\K.iehael\Dellktop\Projectll\2003\1fiO.03\J201 - POINT LOM)ING.5IllS
.~~Z6Nt
T_6.10SerlaJ~= 117/8" TJI@/Pro(TM)-350 @ 12" ole
THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN
CONTROLS FOR THE APPLlCA nON AND LOADS LISTED
J201 - GARAGE FLOOR WITH POINT UVE LOADS
User: 2 1211012003 7:06:41 PM
Page2 En;fneVnlon: 1.10.3
TJ-Pro RATING "''''E::M
- -The TJ-Pro Rating System value provides additional floor r~::_.__.ance information and Is based on a GLUED & NAILED 19132' Panels (20' Span
RatIng) decking. The controlling span Is supported by walls. Additional considerations for this rating indude: CeDing - None. A structural analysis of
" the deck has not been perfonned by the program. CV..."".:...." Value: 2.07
ADDmONAL NOTES:,
_ -IMPORTANTI The analysis presented Is output from software develOped by Trus Joist (T J). T J warrants the sizing of its products by this software will
be accomplished in accordance with TJ product deslgn criteria and code accepted design values. The specific product application. Input design loads,
and stated dimensions have been provided by the software user. This output has not been reviewed by a T J Associate.
-Not all products are readily available. Check with your supplier or T J technical representative for product availability.
-THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONL YI PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS.
-Allowable Stress Design methodology was used for Building Code UBC analyzing the T J Distribution product listed above.
-Uve load on portion of joist area Is very low.
OMrator Notes:
D. Duncan Consb'.
926 Sunset Dr.
Springfield COM2003-00818
PROJECT INFORMATION:
160.03
OPERATOR INFORMATION:
Michael Remboldt
K & A Engineering, Inc.
521 Mar1<et Sl, Suite B
Eugene, OR 97402
Phone: (541) 684-9399
Fax: (541) 684-9358
kamike@callatg.com
Copyrig-ht CI 2003 by Trus Joist, . ..yerhaeuser Businau
TJI, and TJ-Be&llll& are registered trademarlr:lI of trus Joist.
.-1 Jois~. Pro. and TJ-Pro. are trademarb of 'l'rus Joist.
C:\Documents and Settlnqs\Michael\Desktop\Projects\2003\160.03\J201 - POINT LOADING.sas
'\12-1
&.~ ~ 7~+ J201 - GARAGE FLOOR WITH POINT LIVE LOADS
'.. "'".. ~~-."
TJ-lloan(IlI)6.'OSerial_,__..~ 117/8" TJI@/Pro(TM)-350 @ 12" olc
=: :"'~...:\4:0":' THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN
CONTROLS FOR THE APPLICATION AND LOADS LISTED
~oad Group: Primary Load Group
12' 4.50" 12' 4.50"
- Max. Vertical Reaction Total (lbs) 843 2712
Max. Vertical Reaction Live (lbs) 542 1784
&elected Bearing Length (in) 4.25(W) 5.50(W)
Max. Unbraced Length (in) 32 32 32
711
410
5.50(W)
Loading on all spans, LDF = 0.90 1. 0 Dead
Design Shear (lbs) 273 -431 431 -273
Max Shear (lbs) 278 -464 464 -278
Member Reaction llbs) 278 928 278
Support Reaction (lbs) 301 928 301
Moment (Ft-Lbs) 646 -1149 646
Loading on all spans, LOF ... 1.00
Design Shear (lbs)
Max Shear (lbs)
Member Reaction (lbs)
Support Reaction (lbsl
Moment (Ft-Lbs)
Live Deflection (in)
Total Deflection (in)
1.0
695
700
700
722
Dead + 1.0 Floor
-1225 1346
-1293 1419
2712
2712
-4059
-569
-574
574
596
3076
0.123
0.163
2564
0.106
0.145
ALTERNATE span loading on odd i spans, LOF ... 1. 00 1.0 Dead + 1. 0 Floor
Design Shear (lbs) 815 -1110 541 -159
Max Shear (lbs) 820 -1172 579 -164
Member Reaction (lbs) 820 1751 164
Support Reaction (lbs) 843 1751 186
Moment I Ft-Lbs) 3783 -2571 223
Live Deflection (in) 0.192 -0.067
Total Deflection (in) 0.230 -0.049
ALTERNATE span loading on even . spans, LOF ... 1. 00 1.0 Dead + 1. 0 Floor
Design Shear (lbs) 153 -547 1236 -683
Max Shear (lbs) 158 -584 1304 -688
Member Reaction (lbs) 158 1888 688
Support Reaction 11bs) 181 1888 711
Moment (Ft-Lbs) 208 -2637 3382
-Live Deflection (in) -0.071 0.172
Total Deflection (in) -0.051 0.209
PROJECT INFORMATION:
160.03
OPERATOR INFORMATION:
Michael Rembold!
K & A Engineering, Inc.
521 Markel Sl, Sutte B
Eugene, OR 97402
Phone: (541) 684-9399
Fex : (541) 684-9358
kemike@caJlatg.com
Capyriqht 0 2003 by frwr; Joiat. . _.yerheeuser Business
f~. and fJ-Bemd are req1stered tradClLllrka of frwr; Joist.
II-I Joist-, Pro- and fJ-Pro- arll trademarks of frus Joist.
~/"2-1
C: \DoC\llllents and settinqs\Hichael\Deaktop\Projects\2003\160. 03\J201 . POINT LtW>ING. SllllI
~~ ~.JZ6iit J201 - GARAGE FLOOR WITH UNIFORM UVE LOADS
TJ.8ean(TM).'0Setlal~= 11 7/8" TJI@/Pro(TM)-350 @ 12" ole
User: 2 12110J2003 7;07:38 PM
PIlgel EnglneVenlon:l.10.3 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN
CONTROLS FOR THE APPLICATION AND LOADS LISTED
12" t-
iI'l'
1lJ,
,
,
ov... aD Dimen$lon: 25" 6-
I
~
12" t- ~
PI odu<1 DIagram Is COMeptU.ll.
~
I
HJ.~
LOADS:,
Analysis Is for a Joist Member.
Primary Load Group - Residential - Living Areas (psi): 100.0 Live at1 00 % duration, 60.0 Dead
SUPPORTS:
Input Bearlng Vertical n"~..::_...J (Ibs) Detail Other
WIdth Length UveIDeadIUpliftlTotal
1 SbJd wall 5.50' 4.25" 579/301/0/880 A3: Rim Board 1 Ply 1 1/4" x 11 7/8' 0.8E T J-Strand Rim Board@
2 SbJd wall 5.50" 5.50" 1547/928/0/2475 B3 None
3 SbJd wall 5.50' 5.50" 579/ 301/ 0 / 880 A 1: Blocking 1 Ply 11 718" T Jl@IPro(TM)-350
-CAUTION: Required bearing length(s) exceed the minimum shown In the T J BuDder's guide for single famDy residential applications. Umlts: End
supports, 3 1/2" . Intermediate supports, 3 1/2" with web stiffeners and 5 1/4" without web stiffeners.
-See T J SPECIFIER'S / BUILDERS GUIDE for defaD(s): A3: Rim Board,B3,A 1: Blocking
DESIGN CONTROLS:
Max/mum Design Control
Shear (Ibs) 1238 1066 1562
Vertical Reaction (Ibs) 2475 2475 2870
Moment (Ft-Lbs) -3063 -3063 5200
live Load Deft (in) 0.107 0.309
Total Load Deft (in) 0.147 0.619
TJPro 61 30
-Deftection Criteria: ST ANDARD(U:U480. TL:L1240).
-Allowable moment was increased for repetitive member usage.
-Deflection analysis is based on composite action with single layer of 19/32' Panels (20' Span Rating) GLUED & NAILED wood decldng.
-~racing(Lu): All compression edges (top and bottom) must be braced at 2' 8' o/c unless delsDed olhelwlse. Proper attachment and positioning of
lateral bracing Is required to achieve member slsbUDy.
-The load conditions considered in this design analysis include alternate member pattern loading.
Control
Passed (88%)
Passed (88%)
Passed (59%)
Passed (L/999+)
Passed (L/999+)
Passed
LocatIon
Ll end Span 2 under Roor loading
Bearing 2 under Floor loading
Bearing 2 under Roor loading
MID Span 2 under Roor ALTERNATE span loading
MID Span 1 under Roor ALTERNATE span loading
Span 1
Tj-Pm RATING SYSTEM
-The T J-Pro Rating System value provides additional floor performance information and Is based on a GLUED & NAILED 19/32" Panels (20' Span
Rating) decldng. The controlling span Is supported by walls. Additional considerations for this rating include: CeDing - None. A structural analysis of
the deck has not been performed by the program. Comparison Value: 2.07
,PROJECT INFORMATION:
160.03
OPERATOR INFORMATION:
Michael Remboldt
K & A Engineering, Inc.
521 Market Sl, Suite B
Eugene, OR 97402.
Phone: (541) 684-9399
Fax: (541) 684-9358
kamlke@caIlats.com
COpyright CI 2003 by Trus Joist, a Weyerhaeulllilr Business
TJlfl and TJ-Bealllll are reg18tered trademarks ot Trus Joist.
e-l Joist-. Pro- and TJ.Pro- are trademarks ot Trull Joist.
\Y'l.-I
C:\Documents and SettlnVII\Michael\Desttop\Projectll\200J\lfiO.03\J201 - UNIFORM LOI.DING.1IlI1lI
l1~l~ _
T.Hleam(TIl)6.10_~'_ 11 7/8" TJI@/Pro(TM)-350 @ 12" ole
THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN
CONTROLS FOR THE APPLlCA nON AND LOADS LISTED
J201 - GARAGE FlOOR WITH UNIFORM LIVE LOADS
User. 2 12/1Q12OO3 7:07:38 PM
Pa982 EngIneVerskJn:1.10.3
ADDmONAl NOTES,
-IMPORTANT! The analysis presented is output from software developed by Trus Joist (T J). T J warrants the sizing of its products by this software will
be accomplished in accordance with T J product design criteria and axle accepted design values. The specific product application, Input design loads,
. and stated dimensions have been provided by the software user. This output has not been reviewed by a T J Associate.
-Not all products are readily available. Check with your supplier or T J technical representative for product availability.
.THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONL YI PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS.
_ -Allowable Slress Design methodology was used for Building Code UBC ana/yzlng the T J Distribution product listed above.
Ooerator Notes:
'0. Duncan Constr.
926 Sunset Dr.
Springfield COM2003-00818
PROJECT INFORMATION:
160.03
OPERATOR INFORMATION:
Michael Remboldt
K & A Engineering, Inc.
521 Mar1<et Sl, Sutte B
EUgene, OR 97402
Phone: (541) 684-9399
Fax: (541) 684-9358
kamil<e@caJlatg.oom
topyr1Vbt C) 2003 by trua Joillt. e. Weyerbaeuser Business
TJIe and TJ-S." are uv1stered trademarks of !res Joist.
.-1' Jobt-, Pro- and TJ-Pro-' are trademarks of Trus Joist.
l1-h'1
C:\Docwaentll and SettinQ's\H1chael\Desktop\Projects\2003\160.03\J201 - UNIFORM LOADING.SIllS
t.~ ~'(/l!!!!:.. J201 - GARAGE FLOOR WITH UNIFORM LIVE LOADS
T_a'.SeriaI~~ 117/8" TJI@/Pro(TM)-350 @ 12" ole
Uaer: 2 1211012003 7:07:38 PM
Page3 Eng...V......".'..3 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN
CONTROLS FOR THE APPLICATION AND LOADS LISTED
Doad Group: Primary Load Group
12' 4.50" 12' 4.50"
. Max. Vertical Reaction Total (lbs) 880 2475
Max. Vertical Reaction Live (lbs) 579 1547
Selected Bearing Length (in) 4.25(W) 5.50(W)
Max. Unbraced Length (in) 32 32 32
880
579
5.50(W)
Loading on all spans, LDF = 0.90 1. 0 Dead
Design Shear (lbs) 273 -400 400 -273
Max Shear (lbs I 278 -464 464 -278
Member Reaction (lbs) 278 928 278
Support Reaction (lbs) 301 928 301
Moment (Ft-Lbs) 646 -1149 646
Loading on all spans, LOF = 1.00
Design Shear (Ibs)
Max Shear (Ibs)
Member Reaction (Ibs)
Support Reaction (lbs)
Moment (Ft-Lbs)
Live Deflection (in)
Total Deflection (in)
1.0
729
743
743
803
Dead + 1.0 Floor
-1066 1066
-1238 1238
2475
2475
-3063
-729
-743
743
803
1723
0.067
0.107
1723
0.067
0.107
ALTERNATE span loading on odd t
Design Shear (lbs)
Max Shear (lbs)
Member Reaction (Ibs)
Support Reaction (lbs)
Moment (Ft-Lbs)
Live Deflection (in)
Total Deflection (in)
spans, LOF =
807
820
820
860
1.00 1.0
-998 469
-1160 541
1702
1702
-2106
Dead + 1. 0
-196
-201
201
224
Floor
2100
0.107
0.147
337
-0.045
-0.032
ALTERNATE span loading on even I
Design Shear (lbs)
Max Shear (lbs)
Member Reaction (Ibs)
Support Reaction (Ibs)
Moment (Ft-Lbs)
Live Deflection (in)
Total Deflection (in)
spans, LDF =
196
201
201
224
1.00 1.0
-469 996
-541 1160
1702
1702
-2106
Dead + 1.0
-607
-620
820
860
Floor
337
-0.045
-0.032
2100
0.107
0.147
PROJECT INFORMATION:
160.03
OPERATOR INFORMATION:
Michael Remboldt
K & A Engineering, Inc.
521 Market Sl, Suite B
Eugene, OR 97402
Phone: (541) 684-9399
Fax: (541) 684-9358
kamike@caIlatg.com
Copyri9ht 0 2003 by rrus Joist, a leyerhaeuser Business
TJ~e and TJ-BeUllt are req1stered trademarks of Trus Joist.
e-1 Joist., PrO- and fJ-Pro. are trademarks of Trus Joist.
\:'/",
C:\Do=enta and settinqs\Hichael\Deaktop\Projects\2003\160.03\J201 - UNIFORM LOlU>ING.sms
~.. ~ulM1t -.. "-J202 "
- T_6.10Serial~_....J 11718 TJI@/Pro(TM)-150 @24 ole
=~ =...;;~::~~~ THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN
CONTROLS FOR THE APPLICATION AND LOADS LISTED
I
l!J,~
,
12'9-
I!l~
.
.
OveuD Dimension: 2. G-
I
.~
,
12"9" .
PI educt DlalJl om 1$ CencepttLlL
LOADS:
Analysis Is for a Joist Member.
Primary Load Group - Residential - living Areas (psi): 40.0 Live at 100 % duration, 12.0 Dead
SUPPORTS:
Input Bearing Vertical Reactions (Ibs) Detail Other
Width length UveJDeadlUpliftlTotal
1 SbJd wall 5.50" 4.25" 463/120/0/584 A3: Rim Board 1 Ply 11/4' x 11718' O.SE TJ-Strand Rim Board@
2 SbJd wall 5.50" 5.50" 1238/ 371 / 0 /1609 B3 None
3 Plate on masonry wall 5.50" 4.25" 463/120 / 0 / 584 A3: Rim Board 1 Ply 1 114" x 11 718" O.SE T J-Strand Rim Boatd<lll
-cAUTION: Required bearing length(s) exceed the minimum shown in the TJ Builder's guide for single family residential applications. Umils: End
supports, 3112". Intermediate supports. 3112" with web stiffeners and 5114' without web stiffeners.
-See TJ SPECIFIER'S / BUILDERS GUIDE for detail(s): A3: Rim Board,B3
DESIGN CONTROLS:.
Maximum DesIgn Control
Shear (Ibs) 804 724 1562
Vertical Reaction (Ibs) 1609 1609 2440
Moment (Ft-lbs) -1991 -1991 3765
live Load Defl (In) 0.101 0.309
Total load Dell (In) 0.119 0.619
~Pro 50 ~
-OefIectlon CrIteria: STANDARD(LL:IJ480,1l.:L124O).
-Allowable moment was increased for repetitive member usage.
-OefIection analysis Is based on composite action with single layer of 23132' Panels (24' Span Rating) GLUED & NAILED wood decking.
-Braclng(Lu): All compression edges (top and bottom) must be braced at 2' S" ole unless detailed otherwise. Proper attachment and positioning of
lateral bracing Is required to achieve member stability.
. -The load conditions considered in this design analysis include alternate member pattern loading.
Control
Passed (46%)
Passed (66%)
Passed (53%)
Passed (1J999+)
Passed (L1999+)
Passed
location
LL end Span 2 under Roar loading
Bearing 2 under Roar loading
Bearing 2 under Roar loading
MID Span 1 under Roor AlTERNATE span loading
MID Span 1 under Aoor AlTERNATE span loading
Span 1
TJ-Pm RATING ",,:.. "^II
~ The T J-Pro Rating System value provides additional floor performance information and Is based on a GLUED & NAILED 23132' Panels (24" Span
Rating) decking. The controlling span Is supported by walls. Additional considerations for this rating Include: Ceiling - None. A structural analysis of
the deck has not been perfonned by the program. Comparison Value: 1.2
PROJECT INFORMATION:
160.03
OPERATOR INFORMATION:
Michael Remboldt
K & A Engineering, Inc.
521 Marf<et Sl, Suite B
Eugene, OR 97402
Phone: 541-684-9399
Fax: 541-684-9358
kamike@caIlatg.com
Capyriqbt 0 2003 by True Joist, a Wayerha.user Buainess
TJI$ and TJ~BeaDdl are registered trademarkll of Trus Joist.
e-I.Joist",Pro" and TJ-Pro" are tradeJlLarks of Trus Joist.
. c: \DoCUlllents and Set tinqlll\Adminiatra tor\ Desktop \Projects \2 003 \ 160 . 03 \J202 . sma
\"'/1--'1
.~~l"1f~
. TJ.8earn(TM)6.10SerialNum6er. ...............,...JO
Uaer:2 1113012OO312:01:47PM
_3 _V.......:l.10.3
J202
117/8" TJI@/Pro(TM)-150 @24" ole
THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN
CONTROLS FOR THE APPLICATION AND LOADS LISTED
Load Group: Primary Load Group
12' 4.50" 12' 4.50"
Max. Vertical Reaction Total (lba) 584 1609
. Max. Vertical Reaction Live (lbs) 463 1238
Selected Bearing Length (in) 4.25IW) 5.50IW}
!lax. Unbraced Length (inl 32 32 32
on all spans, LOF 0.90
109
111
111
120
Loading
pesign Shear (lbs)
Max Shear (lbs I
Member Reaction (lbs)
Support Reaction (lbs)
Moment (Ft-Lbs)
Loading on all spans, LOF ... 1.00
Design Shear (lbs)
Max Shear (lbs l
Member Reaction (lbs)
Support Reaction (lbs)
Moment (Ft-Lba)
Live Deflection (in)
Total Deflection (in)
1.0
474
4B3
4B3
522
ALTERNATE span loading
Design Shear (lbs)
Max Shear (lbs)
Member Reaction (lba)
Support Reaction (lbs)
Moment (Ft-Lbs)
Liye Deflection (in)
Total Deflection (in)
on odd #-
spans, LOF ...
536
545
545
5B4
ALTERNATE span loading on even .
Design Shear (lbs)
Max Shear (lbs)
Member Reaction (lbs)
Support Reaction (lbs)
Moment (Ft-Lbs)
Live Deflection (in)
.Total Deflection (in)
spans, LDF =
47
49
49
5B
PROJECT INFORMATION:
160.03
Copyrigbt CI 2003 by Trus Joist, a Weyerbaauser Busineu
TJI~ and TJ-BeAmS are registered trademarks of Trus Joist.
e-I Joist'"",Pro- and TJ-Pro. are trademarta of Trus Joist.
5B4
463
4.25(W)
25B
1. 0 Dead
-167 167
-lB6 IB6
371
371
-459 25B
-109
-111
111
120
Dead + 1.0 Floor
-724 724
-B04 B04
1609
1609
-1991
-474
-4B3
4B3
522
1120
0.062
0.OB1
1120
0.062
O.OBl
1.00 1.0
-666 224
-743 24B
990
990
-1225
Dead + 1. 0
-4B
-49
49
5B
Floor
1425
0.101
0.119
51
-0.043
-0.032
1.00 1.0
-224 666
-24B 743
990
990
-1225
Dead + 1. 0
-536
-545
545
5B4
Floor
51
-0.043
-0.032
1425
0.101
0.119
OPERAmR INFORMATION:
Michael Remboldt
K & A Engineering, Inc.
521 Market Sl, SuRe B
Eugene, OR 97402
Phone:541~9399
Fax: 541~9358
kamike@caJlatg.com
C: \Documents and SetUngs\Adm1niatra tor\Desktop\Projects\2 003\160 . 03\J2 02 . SII1S
IS!"7
.~ ~lllit : J203
.. TJ-Beam(1)lI..'OSerial~~ 117/8" TJI@/Pro(TM)-150 @24"o/e
User. 2 11l3Ol2OO3 12:09:35 PM
_, _V'-':1.10.3 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN
CONTROLS FOR THE APPLICATION AND LOADS LISTED
OVer all Dbnenslon: 1"
I
J
f
"G-
[]f!t
,
.
.~
,
"S- "
Ptodtld DblPam1e C.. . ...;m
lOADS:
Analys'" '" for a Joist Member.
Primary Load Group - Residential - living Areas (pst): 40.0 live at 1 00 % duration. 12.0 Dead
SUPPORTS:
Input Bearing Vertical Reactions (Ibs) Detail Other
Width Length UvelDeadlUpllftfTotal
1 StudwaJl 5.50' 4.25' 349/91/0/441 A3:RimBoard 1 Plyll/4'x117/8'O.8ETJ-5trandRlmBoardil!)
2 Stud wall 3.50" 3.50" 913/274/0/1186 B3 None
3 Plate on masonrywaJl 5.50" 4.25" 349/91/0/441 A3: Rim Board 1 Ply 1114" x 11 718"0.8E TJ-5trand Rim IloardiI!)
-CAUTION: Required bearing length(s) exceed the minimum shown in the T J Sunder's guide for single famlty residential applications. Limits: End
supports, 3 112" . Intermediate supports, 3 112" with web stiffeners and 5 114' without web stiffeners.
-5ee TJ SPECIFIER'S / BUILDERS GUIDE for detail(s): A3: Rim Board,B3
DESIGN CONTROLS;
MaxImum Design Control
Shear (100) 593 536 1562
Vertical Reaction 000) 1186. 1186 1895
Moment (Ft-Lbs) -1082 -1082 3765
live Load DefI (in) 0.035 0.228
Total Load Deft Qn) 0.041 0.456
TJPro 58 30
-Deflection Criteria: STANDARD(LL:U480.Tl:l.I24O).
-Allowable moment was Increased for repetitive member usage.
-Deflection analysis Is based on composite action with sin91e layer of 23132" Panels (24' Span Rating) GLUED & NAILED wood decking.
-Bracln9(Lu): All compression ed9es (top and bottom) must be braced at 2' 8' O/C unless detailed othetwise. Proper attachment and positioning of
lateral bracing '" required to achieve member stability.
-The load conditions considered In this design analysis include alternate member pattern loading.
Control
Passed (34%)
Passed (63%)
Passed (29%)
Passed (L.J999+)
Passed (U999+)
Passed
Locatlon
Ll end Span 2 under Roar loading
Bearing 2 under Roor loading
Bearing 2 under Floor loading
MID Span 1 under Roor ALTERNATE span loading
MID Span 1 under Roar ALTERNATE span loading
Span 1
TJ-Pro RATING SYSTEM
-The TJ-Pro Rating System value provides additional ftoor .~::_....3I1ce infonnation and '" based on a GLUED & NAILED 23132" Panels (24" Span
Rating) decking. The controlling span is supported by walls. Additional considerations for th'" rating include: Cening - None. A structural analysis of
the deck has not been performed by the program. Comparison Value: 1.2
PROJECT INFORMATION:
160.03
OPERATOR INFORMATION:
Michael Remboldt
K & A E..~:.._~:ng, Inc.
521 Market Sl, Suite B
Eugene, OR 97402
Phone:541~
Fax: 541~9358
kamike@caJlatlJ.com
Copyright C 2003 by Trus Joist, . Weyerhuu..r Business
TJIilt and TJ-BeamB an re9istered trsdemarks of Trus Joist.
e-I. Joist-, Pro- and TJ-Pro- are trademarka of Trus Joiat.
C: \OocwDIln ts and Set t inqs \Administrator \Desktop \Projectll\2 003\1 fiO . 03\J203 . IImS
\(.,(1--'1
.f;) ~lllit _ J203
. T_610Serial~_..oJ 117/8" TJI@/Pro(TM)-150@24" ole
User:2 1tJ3Ol2Q0312:09:35PM
Page3 _V"",,":1.10.3 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN
CONTROLS FOR THE APPLlCA nON AND LOADS LISTED
~oad Group: Primary Load Group
9' 1.50"
9' 1.50"
^
1186
913
3.50(W)
32 32
441
349
4.25 (W)
Max. Vertical Reaction Total (Ibs) 441
. Max. Vertical Reaction Live (Ibs) 349
Selected Bearing Length (in) 4.25(W)
M~x. Unbraced Length (in) 32
Loading on all spans, LDF a 0.90 1. 0 Dead
Qe.ign Shear (lb.) 80 -124 124 -80
Max Shear fIbs) 82 -137 137 -82
Member Reaction (Ibs) 82 274 82
Support Reaction fIbs) 91 274 91
Moment (Ft-Lb.) 141 -250 141
1.0
347
356
356
395
Loading on all spans, LOF a 1.00
Design Shear fIbs)
Max Shear (lbs)
Member Reaction fIbs)
Support Reaction fIbs)
Moment (Ft-Lbs)
Live Deflection (in)
Total Deflection (in)
Dead + 1.0 Floor
-536 536
-593 593
1186
1186
-1082
ALTERNATE span loading
Design Shear (lbs)
Max Shear (lbs)
Member Reaction (Ibs)
Support Reaction (lbs)
Moment (Ft-Lbs)
Live Deflection (in)
Total Deflection (in)
ALTERNATE span loading
De.ign Shear (lb.)
Max Shear (lb.)
Member Reaction (lbs)
Support Reaction (lb.)
Moment (Ft-Lbs)
Live Deflection (in)
. Total Deflection (in)
PROJECT INFORMATION:
160.03
-347
-356
356
395
609
0.022
0.029
609
0.022
0.029
on odd i spans, LOF = 1.00 1.0 Dead + 1.0 Floor
393 -494 166 -35
402 -548 183 -36
402 730 36
441 130 45
775 -666 28
0.035 -0.015
0.041 -0.011
on even. spans, LDF = 1.00 1.0 Dead + 1.0 Floor
34 -166 494 -393
36 -183 548 -402
36 730 402
45 730 441
28 -666 775
-0.015 0.035
-0.011 0.041
OPERATOR INFORMATION:
Michael Remboldt
K & A Engineering, Inc.
521 Market Sl, Suite B
Eugene, OR 97402
Phone : 541~399
Fax: 541~9358
kamlke@calJatg.com
Copyriqht C 2003 by Trull Jolat, . Weyerhaeullllr Business
TJliII and TJ-Be8Jllll are regiatered tradelllarks of Trus Joist.
e-I.Joiat-,Pro- and TJ-pro. are trademarks ot True Joiat.
C: \Document. and Sattinqa\Adm.1nbtrator\Desttop\Projectll\2003\160. 03\J203. sma
17/1.7
.It '1 ~1.1iit J202 - Stair
.0 T~610SoriaJ~= 117/8" TJI@/Pro(TM)-150 @24"o/e
User: 2 11l3Ol2OO3 12:40:55 PM
FVgel EnglneV.......:l.10.3 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN
CONTROLS FOR THE APPLICATION AND LOADS LISTED
OWe! aD Dbnenslon: 2. ,-
I
J
,
I
.,I.
12" '"-
~~
,
.
\
,
12" '" ~
PI oduct Dbgram Is ConeeptmL
LOADS:.
Analysis Is for a Joist Member.
Primary Load Group - Residentlal- Living Areas (psi): 40.0 Liva at 100 % duration, 12.0 Dead
Vertical Loads:
Type Class Uw Dead
Uniform(p/f) Aoorjl.00) 40.0 12.0
Uniform(p1f) Aoor(l.00) 40.0 12.0
Point(lbs) Aoor(l.00) 630 189 10' 6"
Location
OTo 25' 6'
OTo 10'6'
Application
Replaces
Replaces
Comment
SUPPORTS:
1 Stud wall
2 Stud wall
3 Plate on masonry wall
Input
Width
5.50"
5.50"
5.50"
BearIng
Length
4.25"
5.50'
4.25"
Vertical Reactlons (Ibs)
LIvelDeadlUpllft1TolaI
530/150/0/680
1440 14321 0 11872
232 I 39/-62 1271
Detail
Other
A3: Rim Board
B3
A3: Rim Board
1 Ply 1 1/4" x 11 7/8' 0.8E TJ-Slrand Rim Ill>anMll
None
1 Ply 1 1/4" x 11 7/8" 0.8E T J-Slrand Rim Board@
- -cAUTION: Required bearing length(s) exceed the minimum shown In the T J Builde(s guide for single family residential applications. Umlls: End
supports, 3 112" . Intermediate supports, 3 112" with web stiffeners and 5 1/4" without web stiffeners.
-See T J SPECIFIER'S I BUILDERS GUIDE for detail(s): A3: Rim Board,B3
DESIGN CONTROLS;
MaxImum
Shear (Ibs) -1379
Vertical Reaction (Ibs) 1872
Moment (Ft-Lbs) -2124
Live Load Defl (In)
Total Load Defl (in)
.TJPro
Design
-1297
1872
-2124
0.142
0.178
50
Control
1562
2440
3765
0.309
0.619
30
Control
Passed (83%)
Passed (77%)
Passed (56%)
Passed (U999+)
Passed (U834)
Passed
LocatIon
Rt end Span 1 under Aoor loading
BearinS 2 under Aoor loading
MID Span 1 under Aoor loading
MID Span 1 under Aoor ALTERNATE span loading
MID Span 1 under AoorALTERNATE span loading
Span 1
-Deflection Criteria: STANDARD(Ll:U480,Tl.:lJ24O).
-ADowable moment was increased for repetitive member usage.
-Deflection analysis Is based on composite action with slnsle layer of 23/32' Panels (24' Span Rating) GLUED & NAILED wood decking.
-Bracing(Lu): All compression edges (top and bottom) must be braced at 2' 8" ole unless detailed otherwise. Proper allachment and positioning of
lateral bracing Is required to achieve member slability.
-The load conditions considered in this design analysis include alternate member pallem loading.
PROJECT INFORMATION:
160.03
OPERATOR INFORMATION:
Michael Remboldt
K & A Engineering, Inc.
521 Mar1<et St, Suile B
Eugene, OR 97402
Phone: 541-684-9399
Fax: 541-684-9358
kamlke@caIlatg.com
Copyright e 2003 by Trua Joist, .. _.yuba.user BUlIinua
TJIe and TJ-Belllllll an regiatered trademarks of frus Joist.
e-1 ~oll1t.. Pro. ancl fJ-pro. are traclelllarka of Trull Joll1t.
e: \DocUlUnta and SetUnqa\AdlIdn1atrator\DfIsktop\Projectll\2003\160.03\J202 - Stair.lIlI5
\ 'b /7-7
,t;) ~l.~ J202- Slair
. T~aloSerlal~~ 117/8" TJI@/Pro(TM)-150 @24" ole
User:2 11fJ0J200312:40:55PM
_3 EnglneV....an:l.10.3 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN
CONTROLS FOR THE APPLICATION AND LOADS LISTED
~oad Group: Primary Load Group
12' 4.50" 12' 4.50"
Max. Vertical Reaction Total (lbs) 680 1872
. Max. Vertical Reaction Live (lbs) 530 1440
Selected Bearing Length (in) 4.25IW) 5.50(W)
Ma~. Unbraced Length (in) 32 32 32
271
232
4.25 (W)
Loading on all spans, LDF = 0.90 1. 0 Dead
D~sign Shear (lbs) 139 -299 105 -34
Max Shear (lbs) 141 -318 114 -35
Member Reaction (lbsl 141 432 35
Support Reaction (lbs) 150 432 39
Moment (Ft-Lbs) 413 -490 50
Loading on all spans, LDF = 1.00
Design Shear (lbs)
Max Shear (lbs)
Member Reaction (lbs)
Support Reaction (lha)
Moment (Ft-Lbs)
Live Deflection (in)
Total Deflection (in)
1.0
601
610
610
649
Dead + 1.0 Floor
-1297 457
-1379 493
1872
1872
-2124
-146
-150
150
170
1790
0.121
0.158
217
-0.034
-0.044
ALTERNATE span loading on odd i
Design Shear (lbs)
Max Shear (lbs)
Member Reaction (lbs)
Support Reaction (lba)
Moment (Ft-Lbs)
Live Deflection (in)
Total Deflection (in)
spans, LOF = 1.00 1.0 Dead + 1.0 Floor
632 -1267 201 67
641 -1348 215 66
641 1563 -66
690 1563 -62
1976 -1741 N/A
0.142 -0.070
0.178 -0.078
ALTERNATE span loading on even *'
Design Shear (lbs)
Max Shear elbs)
Member Reaction (lba)
Support Reaction (lbs)
Moment (Ft-Lbs)
Live Deflection (in)
~otal Deflection (in)
spans, LDF ...
108
110
110
119
1.00 1.0
-329 361
-349 392
741
741
-873
Dead + 1.0
-247
-251
251
271
Floor
251
-0.021
0.017
607
0.050
0.046
PROJECT INFORMATION:
160.03
OPERAmR INFORMATION:
Michael Remboldl
K & A Engineering, Inc.
521 Market St, Suite B
Eugene, OR 97402
Phone: 541-684-9399
Fax: 54H84-9358
kamike@callalg.oom
CopyriO'ht 0 2003 by Trws Joist. . Weyerbaeuaer Business
TJle and TJ-Be4me are reO'iatered trademarks of Tzus Joist.
_t .Jolst-:'.Pro-" and TJ-Pro- are trademarks ot Trws Joist.
C: \Documents and SettinO's\Adlll.iniatrator\Desktop\Projec:ts\200J\160.0J\J202 . Stair.SIItS
\ if "2..7
l1~ln# H007
. T_(lM)6.l0Sllrtal~= 117/8" TJI@/Pro(TM)-150
User:2 12111/20035:54:56PM
Pogel EnglneVenlon:l.l0~ THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN
CONTROLS FOR THE APPLICATION AND LOADS LISTED
I
~\
In
,
.
I
f]
ill
,
.
J"
PI oduct DbgI am Is c~eptUaI.
LOADS:
Analysis is for a Header (Rush Beam) Member. Tributary Load Width: l'
Primary Load Group - Residential - living Areas (psi): 40.0 live at 100 % duration, 12.0 Dead
Vertical Loads:
Type Class Uve Dead Locatlon Application C .
Unlform(plf) Aoor(1.oo) 206.0 62.0 0 To 6' Replaces
SUPPORTS:
Input BearIng Vertlcal R.~":_.~ (Ibs) Ply Depth Nailing DetaIl Other
WIdth Length LI1IeIDeadIUpllfllTotaJ Depth
1 TJI beam 1.75" Hanger 618/193/0/811 1 11.88' N1A H2: Top Mount Hanger None
2 TJI beam 1.75" Hanger 618/193101811 1 11.88' N/A H2: Top Mount Hanger None
-Backer Blocks are required at supporl{s): 1,2. .
-See T J SPECIRER'S 1 BUILDERS GUIDE for detaD(s): H2: Top Mount Hanger
HANGERS: SlmMDn Strono- Tle@ Connectors
Support Model Slope Skew Reverse Top Flange Top Flange SuppoftWood
Flanges Offset Slope Species
1 Top Mount Hanger 1TT211.88 0/12 0 N/A No 0 N1A
2 Top Mount Hanger 1TT211.88 0/12 0 N/A No 0 N1A
-NaDing for Supporl1: Face: 2-N10, Top4-N10, Member: 2-N10
-NaDing for Supporl2: Face: 2-N10, Top4-N10 ,Member: 2-N10
DESIGN CONTROLS;
Maximum Design Control
. Shear (Ibs) n1 -n1 1420
Vertical Reaction (Ibs) 811 811 1420
MomenI(FI-lbs) 1101 1101 3620
,LIve Load Defl (In) 0.033 0.143
Total Load Defl (In) 0.043 0.285
-Deflection Criteria: STANDARD(ll:U480,Tl:l.I24O).
-Braclng(lu): All compression edges (top and bottom) must be braced at 2' 8' oIc unless detailed otherwise. Proper attachment and positioning of
lateral bracing Is required to achieve member stabDity.
Control
Passed (54%)
Passed (57%)
Passed (30%)
Passed (U999+)
Passed (U999+)
location
Rt. end Span 1 under Roor loading
Bearing 2 under Floor loading
MID Span 1 under Roor loading
MID Span 1 under Roor loading
MID Span 1 under Roor loading
PROJECT INFORMATION:
160.03
OPERATOR INFORMATION:
Michael Remboldt
K & A Engineering, Ioc.
521 MarketSl,SulleB
Eugene, OR 97402
Phone: (541)684-9399
Fax: (541) 684-9358
kamike@caIlatg.com
COpyriqht C 2003 by Trus Jobt. . ..yerhaeuser Businus
TJI" and TJ-BelUd are reqhtered trademarks ot Tru.a Joist.
e-I Joist-,Pro. and TJ-Pro-' are tradClllArks of Trua Joist.
S1IIlp5on Strong-fiee Connectors ill . reqbtered tredmark ot Simpson Stronq-tie Company. Inc.
e: \DocuIIlenta and Settinqs\K1cheel \Duktop\Projecta\2003\160. 03\H001. SIIS
2.0/7...7
~~l6iit
TJ.8eam(TM)a'oSerial~"= 117/8" TJJ@/Pro(TM)-150
THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN
CONTROLS FOR THE APPLICATION AND LOADS LISTED
HOO7
User. 2 12111/2003 S:54:56 PM
Page 2 EngIne Verskln: 1.10.3
ADDITIONAL NOTES:
-IMPORTANT! The analysis presented Is oulput from sof\ware developed by Trus Joist (T J). T J warrants the sizing of its products by this software will
be accomplished in accordance with T J product design criteria and code accepted design values. The specffic product application, Input design loads,
. and stated dimensions have been provided by the software user. This oulput has not been reviewed by a TJ AssocIate.
-Not all products are readily avanable. Check with your supplier or TJ technical representative for product avanabUIIy.
-THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONt VI PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS.
. -Allowable Stress Design methodology was used for Bunding Code UBC analyzing the T J Distribution product listed above.
PROJECT INFORMATION:
160.03
OPERATOR INFORMATION:
Michael Rembold!
K & A Engineering, loe.
521 Mar1<et Sl, Sune B
Eugene, OR 97402
Phone: (541) 684-9399
Fax: (541) 684-9358
kamike@caIlalg.com
Copyr1qht C) 2003 by Trull Joist, a ..yorha.Wler BualneSll
TJIiI anel TJ.Beue are revillt.red trade:marka of Trus Jobt.
a-I Jolst-, Pro. and TJ-pro. are trademarks of Trull Joist.
Simp.on Stronq-Tl" Connectorll 1s a reqiatered trademark of Stmpllon StroDq-Tie COmpany, Inc.
'2-1/'L1
c: \Documents and Settinqll\Hlcbael \Desktop\Projects\2003\160. 03\H007. sms
~~lNt ~
TJ.Ilearn(1V).'O.....==_,..... 117/8" TJI@/Pro(TM)-150
THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN
CONTROLS FOR THE APPLICATION AND LOADS LISTED
HOO7
Uaor: 2 12/1112003 5:54:58 PM
Page 3 engine Version: 1.10.3
'.
Load Group: Primary Load Group
5' 8.50"
. Max. Vertical Reaction Total (lbs) 811 811
Max. Vertical Reaction Live (lbs) 618 618
Selected Bearing Length (in)
Max. Unbraced Length (in) 32
Loading on all spans, LDF a 0.90
Design Shear (lbs)
Max Shear (lbs)
Member Reaction (Ibs)
Support Reaction (Ibs)
Moment (Ft-Lbs)
1.0
184
184
184
193
Dead
-184
-184
184
193
262
Loading on all spans,
Design Shear (Ibs)
Max Shear (lbs)
Member Reaction (Ibs)
Support Reaction (Ibs)
Moment (Ft-Lbs)
Live Deflection (in)
Total Deflection (in)
LDF = 1.00 ,
1.0 Dead +
771
771
771
811
1. 0 Floor
-771
-771
771
811
1101
0.033
0.043
pROJECT INFORMATION:
160.03
OPERATOR INFORMATION:
Michael Rembold!
K & A Engineering. Inc.
521 Market Sl, Suite B
Eugene, OR 97402
Phone: (541) 684-9399
Fax: (541) 684-9358
kamlke@caJlatg.com
COpyrigbt iO 2003 by Trus Joist, . W.yerhaeuser BualnUII
TJIlt and TJ-Beal:d are revist.red tradalLrks of Trus Joiat.
0-1 Jot.t-,Pro. and TJ.Pro. are trademarks of Trus Joist.
Sbapaon Stronq-Tiee Connectorll is a reIJiatered trademark of Sinpllon Stronq-Ti. COllqlany, Inc.
7-). ('2- '7
c: \Documents and Settinqs\Michael \Duttop\Projects\200J\160. OJ\H001.sms
k K & A E' 'eerlng, Inc.
P,O. Box ~J624
Eugene, OR 97402
. .a ""I.....".
rnglnrrring . (541)684-9358
I Rev: 560100
. User. K'N-0003459, Vet 5.6.1, 2S-Oct.2002
IcI196J.2002ENERCAlC.:,.l,.. ,.Software
,.....,......,......._...'''.... '......, ...M>.n.-.._._....~,..~...... .......,.. ....., .'
'-
Description
TiUe : 926 Sunset 0, Job 11160.03
Dsgnr: MDR Date: 9:06AM, 15 DEC 03
Description: Single-family residence
Springr",ld Permit No. C0M2003-00818
Revised Foundation and Framing
Scope :
HEADERS
Timber Beam & Joist
c:~.vjl,...,..",...~
Page 1 JI
._,_."d~
..-.................
I Timb~r M~mber Infonnatlon
Calculations are designed to 1997 NOS and 1997 UBe Requirements II
.,
.,.... ,'0 , . .,.. """'. .." . ..-.'.;.-...-.-....,... .. . . ~.......'" ..- '.', ," .,"",'.'" .-.".',-,',,, .. ,.".. ..'.".'.'", '.
HIll HOOl Hl02 ' Hl0l Hl06 HOO2
5.125x15.0 MlcroLam: 4x10 6x12 4x10 biG
in 5.125 3.500 3.500 5.500 3.500 5.500
in 15.000 9.250 9.250 11.S00 9.250 9.500
ft 2.00 2.00 0.00 2.00 2.00 2.00
lougIas FI', 24F . V fruss Joist - MacMil Douglas Fll' - Larch. Douglas FIr -lardl. 00ugIas FIr - Lardt. Dooglas FIt - t.arch.
psi 2,400.0 2.600.0 875.0 875.0 875.0 875.0
psi 190.0 285.0 95.0 95.0 95.0 95.0
ksl 1.800.0 1.900.0 1.600.0 1.600.0 1.600.0 1.600.0
1.000 1.150 1.150 1.150 1.150 1.150
G1uLam ManuflPine Sawn Sawn Sawn Sawn
No No No No No No
i_c"'_,"", .~:..<~..;;>.....<_.~.,..:.'-,....,.. .~~ .,v;.~.""",._.....".. .~.
16.30
6.00
544.00
955.00
6.00
345.00
575.00
.,.",..'.,,,.....,..,..,.:.......,.........~,.;..,.._.;.,:,',,".~;
4.00
24.00
SO.OO
345.00
575.00
3.000
4.000
1,550.00
2.590.00
3.000
0.6n2
12.00
68.00
113.00
345.00
575.00
4.300
16.300
1.5SO.oo
2.590.00
4.300
0.9234
479.00
819.00
2.000
0.6553
3.000
0.8708
0.6509
'Mm~@ Center~'- 'in-k --.."42t55-".'-'-~.~97.2i ~'-'-..4ii':ii8-."-'n""42.63~"39.1ci
@X= ft 7.50 2.71 3.00 2.99 6.00
fb: Actual psi 2.209.0 1,948.9 995.4 351.6 783.3
Fb: Allowable psi 2.392,1 2.974.2 1.207.5 1.004.9 1.203.4
Bending OK Bending OK Bending OK Bending OK Bending OK
psi 138.8 195.1 95.1 74.0 43.9
psi 190.0 327.8 109.3 109.3 109.3
Shear OK Shear OK Shear OK Shear OK Shear OK
Iv : Actual
Fv : Allowable
Hl04
6x12
5.500
11,500
2.00
Oouglas FIr - lNth.
875.0
95.0
1,600.0
1.150
Sawn
No
,..,"__.,....~~_..:,JI
6.00 6.00
544.00 24.00
955.00 50.00
345.00
575,00
0.9735
80.95
3.00
978.4
1.005.1
Bonding OK
96.1
109.3
Shear OK
4.000
1,550.00
2.590.00
4.000
..,
,~.8~__..1
99.22
3.98
818.4
1.004.9
Bending OK
98.2
109.3
Shear OK
IReaciio~s
...""....~.............,......,'.........,.,...,..,,,..,,~...,
@ Left End DL
LL
Max. DL +LL
@ Right End DL
LL
Max. Ol +Ll
I Deflections'
. . .,....... 'w. ..',~ ,.......... .~. "-0-" _'_",..~ '. ..... ,,'. .~ . .,>. """ ..,.-,.., '" ~.-",.. .,,'w.
Center DL Defl
UOeft Ratio
Center LL Defl
UOefl Ratio
Center Total Defl
location
UOefl Ratio
- ,."":,....,,.. ."...' ..,',....,"'"..,,:....._.._......:....~_._._!I
478.62 408.00 1.632.00 1.508.67
819.37 678.00 2.865.00 2,548.67
1.298.00 1,086.00 4.497.00 4,055.33
1.512.37 408.00 1,632.00 1.565,33
2.545.62 678.00 2.865.00 2.643.33
4.058.00 1.086.00 4,497.00 4.208.67
~~fl~i~:,~~,^'O'~.~~~li~~,,~"~..~~~~~:~~.~~.. ~,~n~~t:~~.~~., JI
-0.025 -0.017
2,853.8 4.324.5
-0.044 -0.028
1,625.6 2,566.9
-0.070 -0.045
3.000 3.096
1.035.7 1.610.8
Timber Section
Beam Width
Beam Depth
Le: Unbraced Length
Timber Grade
Fb - Basic Allow
Fv - Basic Allow
Elastic Modulus
Load Duration Factor
Member Type
Repetitive Status
I C~~ter'Sp~~Data.
"S;;~"" .....,.,....,.........,...,.."..itl. "
Dead Load #1ft
Uve Load #1ft
Dead Load #1ft
Uve Load #1ft
Start ft
End ft
Point #1 DL Ibs
LL Ibs
@X ft
I Results. Ratio =
Ibs
Ibs
Ibs
Ibs
Ibs
Ibs
-', ~-_'_'.W""'.'". ~...,....._...........',,_.,.'. "............'., ~~..,'.. ,,-,~ .". .. .,~-'.~-.."'"r..<~.....
2.665.03 1.951.33 1,035.00
4.446.62 3,411.00 1,725.00
7.111.65 5.362.33 2.760.00
3.024.97 1.791.67 1,035.00
5,043.37 3.138.00 1.725.00
8.068.34 4.929.66 2,760.00
.-... ,---,
Ralio OK Deflection OK Deneclion OK
"~'''''' ........;..'.-,,,-.-'... -,_',,"..',.;>.'.-,",>,.-<,
In -0.244 -0.043 -0.027 -0.003 -0.086
800.1 1.658.5 2.643.4 18,315.5 1.676.4
in -0.408 -0.076 -0.045 -0.004 -0.143
479.7 948.9 1.586.1 10,839.2 1.008.8
in -0.652 -0.119 -0.073 -0.007 -0.229
ft 8.020 2.952 3.000 2.224 6.000
299.9 603.6 991.3 6.809.4 629.8
'23'A /
I '-7
kea
ongln.oorlng . (541) 684-9358.
I Rev: 560100
User. KW~59. Vet 5.6.1, 25-Oct.20J2
. le)198J..2002 ENERCALC E . ..: . .,: ... Software
,,,,,,,,,,~,,,,,, ...._,'...,...w........ ,...._.'w..._,....'~.'......h-.._....
'-
Description
K & A E, eering, Inc.
P.O. Box "J624
Eugene, OR 97402
(541) 684-9399
Title: 926 Sunset D' Job '160.03
Dsgnr: MDR Dale: 9:06AM. 15 DEC 03
Description: Single-famity residence
Springfield Pennit No. C0M2OO3-00818
Revised Foundation and Framing
Scope :
Timber Bea~ & Joist . '. pege' 1 11
..~'_h....~'_......,'.."'.........-.-.-_.," .-_...,,,-.-,..,.w.........,...'....-. ....-..,.w...-.""....~.....:.~-~~~~..::.:..:':;::::.::~:,:::::.:..
HEADERS-2
1~!0.~:.r.~.~.~~.e.,r"I~~?~~t,i~~,.,..," "..."" . ..." ..~.._, ~~I~~I~~~~~.~;e .~~~~~~~~.t.~1.~~~ ,~~,~,,~~~~~~?~_~~.~~~~.~~,~~.~~......! I
H004 Hl0S Hl0S Hoes
MlcroLam: 4x10 4x10 4x8
in 3.500 3.500 3.500 3.500
in 9.250 9.250 9.250 7.250
ft 0.00 2.00 2.00 2.00
rruss Joist. MacMil )ougIas Fir. Larch, Douglas FIr -Larch. Douglas FIr. Larch.
psi 2,600.0 875.0 875.0 875.0
psi 285.0 95.0 95.0 95.0 .
ksi 1.900.0 1.600.0 1.600.0 1.600.0
1.150 1.150 1.150 1.150
ManuflPine Sawn Sawn Sawn
No No No No
Timber Section
Beam Width
Beam Depth
Le: Unbraced Length
Timber Grade
Fb - Basic Allow
Fv - Basic Allow
Elastic Modulus
Load Duration Factor
Member Type
Repetitive Status
I Ce~t~r Spa~i:iati .
'''''..;..'_i.........".:.-.,;..,-,'..'','"-'.,'..,.....,...\;>".'"".....:.-.,''-'.. ;....'...--'-""--'.~".....,.. :..,.'-".""_,;,>;"-.."""."";_".,..,,,,.,-
Span ft 6.00
Dead Load #1ft 544.00
Uve Load #1ft 955.00
Point #1 DL Ibs 1,585.00
LL Ibs 2.643.00
@ X ft, 5.000
I ~~~~_,_._._~_. Ratio = 0.9687
Mmax @ Center In-k -'-f08.i6-~"--
@X= ft 3.46
fb:Actual psi 2,167.1
Fb : Allowable psi 2.990.0
Bending OK
Iv : Actual
Fv : Allowable
12.00
68.00
113.00
6.50
68.00
113.00
......,...,,... '_"''''~':':'N."JI
5.00
153.00
113.00
221.00
367.00
4.500
0.3053
11.82
2.72
385.4
1,304.4
Bonding OK
33.4
109.3
Shear OK
JI
4.500
psi
psi
317.5
327.8
Shear OK
0.8509 0.1916
_.~........................
39.10 11.47
6.00 3.25
783.3 229.8
1,203.4 1.203.4
Bending OK Bending OK
43.9 20.9
109.3 109.3
Shear OK Shear OK
I ~~,~~~i.?~~....._ ...". ....."""..,........._,'.....m.'.'........"".J I
@ Left End DL Ibs'-"i)l92:a:j"" "408:00'''''''221:60 . .."., 404:60'
LL Ibs 3,305.50 678.00 367.25 319.20
Max. DL+LL Ibs 5.198.33 1,086.00 568.25 723.80
@ Right End DL Ibs 2.936.17 408.00 221.00 581.40
LL Ibs 5,067.50 678.00 367.25 612.80
Max. DL+LL Ibs 8,003.68 1.086.00 588.25 1,194.20
I.~:..~~~~~~n~.~:,.:..,_.~...,.". .,,'~~~:~~_~fl~di~n~~,oeft~~~~:"~~.,~~~.~~i~:~~.~~._,~."...'"._.~...".~.....~~~.~_._.~~._!J
Center DL Deft in -0.050 -0.086 -0.007 -0.014
lJDeft Ratio 1.451.7 1,676.4 10,548.6 4.361.1
Center LL Deft in -0.086 -0.143 -0.012 -0.012
lJDefI Ratio 835.5 1,008.8 6,347.8 5.128.7
Center Total Deft in -0.136 -0.229 -0.020 -0.025
Location It 3.096 6.000 3.250 2.560
lJDefl Ratio 530.3 629.8 3.963.0 2.357.1
'23al
/2...7
IIIdr-\j;l-'UUCi "";Ci;lJ,lm rrUID-n I; 1'1. c.nIIrUUHlnl, Int'.
tl41-bI4-ll)l
T-lDD P.DDlfDDI F-i3l
k K & A Engineering, Inc. Tltl. : 928 SunllGl Dr. Job' 180.03
P.O. Bax 23824 Dsgnr: MDR Date: 1::l8PM, 8 MAR 04
a Eugene, OR 97402 OIecr1ptlon : Slngll.1ern11y mldonco .
SpnnoflGld Parma No. COM:lOOJ.00818
(S41)884olIS90 8.ope: Revised Foundation and Framing
(e~~~~~..~~~~~1.~~~~'.-T,~b;;B~~;&-J~i~t----- -. ---.-.-...----..-- -.. ........p~g,;..l-FJ
~~~,:~~~.....\,,~~~..~":-.~... ......-.-''''_~,.,.,.._.~,._lo~,..~,,~........J.''"........~.......~",:._-.........................''___-....._...,.....~.~.~.~,__......,.>~_.,",.~,..,."......~.~.~~~
~ripUon HEAOERS-2
"
ITimbe~'Miiiiiiier Infomiltlon-'- .---- ---C;;;;RGt.'2001 Nosjooi'iac. 2003 NFPi'-5000:-iiai'i'8i~i~;;;.-.;e'I;.;:~ieftn~: _ .~
~""........................_-----;;-~._;-_.....~.._;._-;;;_._-;;;::--,..~~"""'-'-~..~"
nmllor8ecllon ........~_a. .... 4'" ....._:J11l~II"J.VL
Soam'Md1l1 in 3.IlOO 3.800 3.IlOO 3.500 1.780
Beam Doplh In U80 9.2150 9.280 7.280 11.878
Le: Unbtaaad Length ! 0.00 2.00 2.00 2.00 2.00
n_Orada n..s.loI&t. DougIooAt. OoupAt. DooqosAt. """"",.
""".... UodI. No.1 UodI. ....1 ,"",,"~ _
~ 2,800.0 878.0 875.0 878.0 2,800.0
pal 285.0 95.0 95.0 95.0 285.0
kll 1.900.0 1.800.0 1.800.0 1.800.0 1.IlOO.0
1.180 1.180 1.180 1.150 1.000
"'a"uI/plna Sewn 88M! Sown ManufIPIn.
No No No No No
Fb . Sui. Allow
Fv. Ballo Allow
elaau. ModuIua
Lood Durallon Factor
Membot Type
RIIpIGtIY. Sllltua
tCenter SD8~ Dati
Span
Dead Load
U..Load
PoInllil1 Dl
LL
@X
Poinlll2 DL
LL
OX
I Reaullll
Mm.. CD eo;;'tilr~~ inok
crx- If
tIl: Aclllal pal
Fb : A1lowrobl. poi
1\/ : Actual
Fv : A1lowrobl.
ft
IIIfI
IIIfI
lbe
IIlI
ft
IIlI
11>1
..~
RaUo =
... ~.... . .
-~" '"' ..
8.00
844.00
865.00
1,888.00
2,843.00
5.000
... ~"'-oIII
12.00
68.00
113.00
0.8509
-"39:10---
0.00
783.3
1,203.4
-.....
43.9
109.3
_0.
A" . . ~ .... .
8.50
88.00
113.00
4.500
0.1916
11.47
3.25
229.8
1,203.4
_....0.
20.9
109.3
-..
.. ~
pal
pBi
0.9887
. ;08.18
3.40
2.187.1
2,1l8O.0
_1ne0lC
317.5
327.8
_0.
. '. '....... ~
5.00
1113.00
113.00
221.00
367.00
4.500
8.00
128.00
420.00
2.000
128.00
420.00
4.000
0.1383
J
0.3OIl3
----.lta2--~l3.';o
2.72 2.02
365.4 316.6
1.304.4 2,510.6
_OK _OIC
33.4 39.4
109.3 285.0
__OK __ClIC.
l'ii88e~oiiB"-"--".--".'" " -. ......... .. -..........-...... ....-.. ....' .-.-...-.-......--.--....-............ ...--..-..-.-.-.-..-----.--.--..~
~"L-e-nd~Dl ..........~I.~ 1.~83 '..00 ;o'2211O........"'..~404'~.60' ...~.~1-2.8.00.~'.....;...:..;..;."...-r.='t:.....;:J:-'.l&..~~....
1111 vn YflI 'UO'~. u"""-=~< -~.
LL IIlI 3.305.50 878.00 387.25 319.20 420.00
Mu. OL+LL Iba 5.11l8.33 1.088.00 688.25 n3.60 1148.00
Cll Right I!nd DL Ib8 2.938.17 408.00 221.00 581.40 128.00
LL lb. 5.087.50 87~00 387.25 812.60 420.00
MIll.OL+LL IIlI B,003.G6 1,088.00 1l8lI.20 1,194.20 1148.00
[D,nictionii" -.-.---.-- .-. -iiiiiioOK -o;,-r1';C;;o;,-OK-Oefleciij,niiK-lij,ji.cUon OK-' O<Jne~lo;,OK'- ..- -.-.--..-----..--J!
. ,",---~-.............."" .. - .~ ....----........... -...-~~.~.................~.""'~..:a...."'~
Con.... OL DIlfI In -0.050 -0.088 -0.007 -0.014 -0.004
LiDefI Re60 1,451.7 1.878.4 10.548.8 4.381.1 20,014.1
Contar LL DIlfI in -0.088 -0.143 -0.012 ' -4.012 -0.012
UD8lI RelIo 83M 1,008.8 8,347.8 8,128.7 G,004.2
C.nter TolaI 0lIl In -0.138 -0.229 -0.020 -0.026 -0.018
Locollon tl 3.098 8.000 3.250 2.580 3.000
UOItI Rallo 1130.3 629.8 3,963.0 2.357.1 4.818.8
, '
'.
DL= 716.. LL= 1129.5#, Ecc= 0.00051"
Lateral Restraint
595.5#
~
Pp= 0.#
2766.3#
1056.5psf
1665.8psf
'2 k('l- "7
'_' t
'.
8,00005' Conaete wi #5 @ 16.'
Lateral Restraint fl
595.5 #
.8.00005" Concrete wi IS @ 9.'
8'..(J-
~
8.00005" Conaete wi IS @ 9.25"
~
f
#O@O-in
@Toe
#O@O.ln
1'-6"
oC
@ Heel
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3"
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.
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"
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8'-0"
3"
1'-0"1
9'-0"
.
f
2'5fz:-,
k K & A Engineering, Ine.
P,O. Box 23624
...:::. Eugene. OR 97402
~ (541) 664-9399
.n~ln.orln. (541)664-9358
I Rev. 560100
User. KW-0003459, Vd.'. 2>-Od.2002 Restrained Retaining Wall Design
(C)19B3-2002 ENERCALC EnglneerIng Software
'. '
nUe: 926 Sunset Dr. Job jJ 160.03
Dsgnr: MDR Date: 11:47AM, 10DEC03
[ ~.. :.~lln : Single-family residence
Springfield Pennij No. COM2003-00818
Revised Foundation and Framing
Scope :
.-
c_""'... ." "P:?,~ .,;.1
Street-side Footing
Description
.. ,m
- -~
I Criteria
-
Retained Height = 8.00 It
Wall height above soli = 1.00 It
Total Wall Height = 9.00 It
Top Support Height = 8,00 It
Slope Behind Wall = 0.00: 1
Height of Soli over Toe = O.OOin
SOli Density = 110,00 pet
I Soli Da1a
. _n JiJ
I FooUng Sc. ., .,,~,~ & Dimensions
Ol:l- ------- -----.- ------ ----- --- -----
Allow Soli Bearing = 2.000,0 pst
Equivalent Fluid Pressure Method
Heel Active Pressure = 46.0
Toe Active Pressure = 30.0
Passive Pressure = 250.0
Water height over heel = 0.0 It
FootingllSoll Friction = 0.800
SoIl height to ignore
lor passive pressure = 0.00 in
fc = 3,000 psi Fy = 60,000 psi
Min. As % = 0.0014
Toe Width = 1.50 It
Heel Width = 1.50
Total Footing Width = 3.00
Footing Thickness = 12.00 In
Key Width = 0.00 In
Key Depth = 0.00 In
Key Distance from Toe = 0.00 It
Cover@Top = 3.00 In @ BIm.= 3.00 In
e I Adjacent FooUng Load ~
Adjacent Footing load = O.Olbs
Footing WIdth = 0.00 It
E..~ 'w :":ty = 0.00 In
Wall to Fig CL Dlst = 0.00 It
Footing Type Une load
Base AboveJBelow SoIl 0.0 It
at Back ot Wall =
rn
0.0 pst
Wind on Stem
=
m I Unllonn Lateral Load Applied to Stem
I Surcharge Loads
Sun:harge Over Heel = 240.0 pst
>>>Used To Resist Sliding & Overturning
Surcharge Over Toe;' 0.0 pst
Used lor Sliding & Overturning
I Axial Load Applied to Stem ,n
0.0 #1ft
0.00 It
0.00 It
l.ateralload
...Height to Top
...Helght to Bottom
=
=
=
716.0lbs
= 1.129.0Ibs
0.0 in
AxIal Dead load
AxIal Uve load
AxIal load Eccentricity =
I Design Summary
=
I1l Concrete Stem Construction
----- ----..-
Thickness = 8.00 In
Wall Weight = 96.7 pet
Stem Is FIXED to top ot footing
Total Bearing load
...resultant ace.
4.083 Ibs
1.34 in
=
Fy =
fc =
40,000 psi
2,500 psi
=
Soli Pressure@Toe = 1,666 pst OK
Soli Pressure @ Heel = 1,056 pst OK
Allowable = 2,000 pst
Soil Pressure Less Than Allowable
ACI Factored @Toe = 2.470 pst
ACI Factored @ Heel = 1,567 pst
Footing Shear@ Toe = 29.9 psi OK
Footing Shear @ Heel = 1.3 psi OK
Allowable = 93.1 psi
Reaction at Top = 595.5 Ibs
Reaction at Bottom = 2,170.8 Ibs
Sliding S1ablllty RatIo = 1.56 OK
Sliding Cales
Lateral Sliding Force = 2.170.8 Ibs
less 100% Passive Forc<F - 125.01bs
less 100% Friction Force= - 3,266.7Ibs
Added Force Req'd = 0.0 Ibs OK
....for 1.5 : 1 Stability = 0.0 Ibs OK
Footlnll. Deslll" Results I\l
Mmax Be_n
Top & Base
Slllm OK
4.66 It
# 5
9.00 In
Center
4.00 In
@TopSupport
Stem OK
8.00 It
# 5
16.00 In
Center
4.00 In
@ Base of Wall
Stem OK
0.00 It
# 5
9.25 In
Center
4.00 In
Design helghl
Rebar Size
Rebar Spacing
Rebar Placed at
Rebar Depth 'd'
Design Data
fblFB + lalFa = 0.000
Mu....Actual = 0.0 It-#
Mn' PhL.A1lowable = 2,662.4 It-#
Shear Force @ this height = 0.0 Ibs
Shear.....Actual = 0.00 psi
Shear....A1lowable = 85.00 psi
Rebar Lap Required = 15.60 In
Rebar embedment Into footing =
Other Acceptable Sims & Spacings:
Toe: None Spec'd -or- Not req'd, Mu < S . Fr
HeeJ:None Spec'd -or- Not req'd. Mu < S . Fr
Key. No key defined -or- No key defined
=
=
=
=
=
0.427
1.943.9 It-#
4,556.8 It-#
0.908
4,034.2 It-#
4,444.3 It-#
2.855.0Ibs
59.48 psi
85.00 psi
15.60 In
-. -'oReI
1,567 pst
573 It-#
617 It-#
44 It-#
1.29 psi
93.11 psi
6.00 In
'08
Factored Pressure = 2;470
Mu' : Upward = 2.610
Mu' : Downward = 236
Mu: Design = 2,373
Actual I-Way Shear = 29.92
Allow I-Way Shear = 93.11
L~!.z.7
'ka
.nqln..rlnQ (541) 684-9358
I Rev: 560100
User. KW-Q603459, V...S6.1,25-<ld.2lXl2 Restrained Retaining Wall Design
{c)1983-2002 ENERCAlC..: _ ,. .' .. Software
., '
K & A Engineering, Inc.
P.O. Box 23624
Eugene, OR 97402
(541) 684-9399
~
Description
Street-side Footing
Title: 926 Sunset Dr. Job fJ 160.03
Dsgnr: MDR Date: 11:47AM, 10 DEC 03
Descrlptlon : Single-lamily residence
Springfield Penn~ No. C0M2<J03.00818
Revised Foundation end Framing
Scope :
~-=-"".. ~,."':~ I
I Summary of Forces on Footing: Slab Is NOT providing sliding, stem is FIXED at footing
Forces acting on lOOtIng tor SilOing & soli pressure....
Sliding Forces
Stem Shear@ Top of Footing =
Heel AcIlve Pressure =
Sliding Force
-1.679.4 Ibs
-491.4
2,170.81bs
=
Net Moment Used For Soli Pressure Calculations
457.0 It-#
~
Load & Moment Summary For Footing: For Soli Pressure Cales
Moment@ Top of Footing Applied from Stem = -2,373.1 11-#
Surcharge Over Heel =
AxIal Dead Load on Stem =
Soli Over Toe =
Surcharge Over Toe =
Stem Weight =
Soli Over Heel =
Footing Weight =
Total Vertical Fon:e =
200.0100 2.5811 516.711-#
1,845.0 100 1.8311 3,382.511-#
Ibs II 11-#
100 II 11-#
870.0 100 1.8311 1,595.011-#
733.3 100 2.5811 1,894.4 11-#
435.0 Ibs 1.5011 652.511-#
4,083.3 Ibs Base Moment c 5,668.011-#
'2-7/'2-7
K & A Engineering, Inc.
I
.
1,500 pst. The estimated maximum settlement on the silts Is 2.9-mm (0.11-inches). Assuming that
no settlement occurs on the portion of the footing on the quarry stone, the maximum difference of 2.9-
mm would cause a footing angle of 0.26-degres. This value is well within construction tolerances. See
the attached calculation of estimated settlement
. Placement of fine crushed aggregate on top of coarse quarry stone fill. The concern expressed was
that the fine, dense-graded crushed aggregate (314-lnch minus) might fall into the voids In the quarry
stone causing loss of support to the footing.
Fine, granular materials placed on coarse rock having voids similar to those at the site will fill Into the
voids during placement, to a limited extent (usually 1 or 2-inches) until soil arching is established over
the voids. Soil arching then prevents further migration of fines into the void space(s). Capping coarse,
open-graded materials with a fine select fill is a commonly accepted practice that performs well In
practice. Inspection of the existing quarry stone bench fills capped with o/.-inch aggregate at the site
reveals that the fine aggregate has not been lost into the rocf<2, in spite of the fact that these benches
survived the wet season, including two 2-year storm events. Soil arching phenomenon and theory Is
well documented In the literil1ure (Terzaghl, Peck, and Mesri 1996),(Costes, 1956).
9 . Footings Located on Top Outside Edge of Bench
No footings are to be located on the top, outside edge of any bench, as per our recommendations and analysis
detailed In this report Please note our detailed analysis of recommended footings on interior benches for slope
stability, bearing capacity! and settlement included in this report and the Revised Level 2 Geotechnical Analysis.
SUMMARY AND RECOMMENDATIONS
This report hopefully concludes the investigation of slope stability and general suitability issues with regard to
construction of the proposed new single-faniily residence at the subject project site. It is our opinion that
construction should proceed as quickly as possible, during dry weather, to complete the structure to the point of
being 'In the dry" before the wet weather season begins. .
. K & A Engineering, Inc. should inspect the recommended modifications to the interior footing benches (Level 2
Geotechnical Analysis, April 11 , 2004), installation of recommended drainage, and grading.
Footing drains should route water to the city storm system either by gravity or by the use of a sump and pump.
Landscape retaining walls should be designed by a qualified professional engineer if they exceed 4-feet in
height. We recommend that the City of Springfield issue the building permit with this condition. (j). .
LIMITATIONS OF THIS REPORT
This report has been prepared for the exclusive use of Dave Duncan Construction, Inc. and its design
consultants for the subject proposed structure.
2 We did observe one small area, located at the north end of the east bench, about 2-feet long, where the outside edge of
. the fine aggregate appears 10 have 'fallen' into the quany stone. But this Is certlinly due 10 a.lack of fine fill material and
the lack of compaction of the fin at the outside edge, as evidenced by the very loose nature of the fine aggregate fill in this
area
Project 160.03 926 Sunset Dr., Springfield, OR
Client Dave Duncan Construction
Page 9 of 10
June 4, 2004
'f',
. r APPROX. PROPOSED NEW
DRIVEWAY GRADE .
RETAINING WALL FOOTING
EST. BEDROCK SURFACE
EXIST. EXCAVATED
FOUNDATION BENCHES
(1YP.)
ORIGINAL GRADE
fr. PROPOSED NEW
. FOOTING (1YP.) ,
ADDmONAL QUARRY STONE RLL
AS RECOMMENDEOIN REPORT (1YP.)
MIN
1.33 ______
1.~0 ______
,
I
':J:
I
.
f'
o
FOOTINGS A T SECTION 11811
1/8" = 1'-0"
EXIST. TEMPORARY SOIL STOCKPILE
. -----
. .
, .
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, .
-'4
, k geotechnical/civil
engineering .
-..::I Eugene, OR 97440 .
'. y 541 684 9399 541 684 9358 fax
.nglnee"ng .
.:1
Project 926 Sunset Dr.
Client Dave Duncan Coristr.. Inc.
Job ND: 160.03 Date: 6/4/04
Sheet 3 of 3
,
F
"
CONCRm STRIP FOOTING (lYP.)
1,500 PSF MAX. BEARING PRESSURE
4-INCH CAP OF 314' (-J CRUSHED
AGGREGATE
L
,
H/3 MIN.
, I [.." J.,"j
f................:............... ::....:..:.,1..______.,
1I;:;:;Itl;:;:;:Ut;:;Ilt;:;I
I
:l:
I
NATlVE SILTS ANO DECOMPOSED
SANDSTONE
S-lNCH OPEN GRADED CRUSHED ,
QUARRY STONE 8UTTRESS
NOTE: lJll >= 1.5
0:) ~E~OMMENDED FOOTING BENCH GEOMETRY.
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GABLE END WITH GABLE TRUSS J
OVER TOP PLATE
24'
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IH1021
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MANUFACTURED TRUSSES
CD
ROOF FRAMING AND UPPER HEADER PLAN
1/8" = 1'.0"
.'
" ~c;.E'o
'~rn- C;;c.~0\..\~r-
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MANUFACTURED GIRDER TRUSSES
(TYP.)
ExPIRES
,
FRAMING SCHEDULE
Beam - Header
- Joist
OesiaDallou
J101
iJ201
,J2a!
, J203
HOO1
HOO2' ,
HOO3
~HOO4
HOO5
HOO>
H101
,H102 ~
, H103
H104
H105
H106
H1D7
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, H111
H112
H113
H114
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Nomillal
secliilo MalerIaI ~
9.5" ITJVPRO 15O@24"O.C. lower Rea Jas1s
11.875" ITJVPR0350@12'O.C. I~ReaJois1s
11.875" ITJl/PR015O@24"O.C. I~ReaJois1s
I 11.875" ITJVPR015O@24"O.C. IltloerReaJois1s
12-1.75'X9.25"IMicrdlam 1~ IlowerHeader
I ',6x 10 ISoIidsawn OFILNo. 2btr. Beam 1l....erHeader
I 6x10 ISoIid sawn OFIL No. 2 btr. Beam IlowerHeader
12 - 1.75' X 9.25'1 Micrdlam 1.9E I'lower Header
'I 4x6 I Solid sawn DF/L No. 2 btr. Beam IlowerHeader
I 4xB ISoIidsawnDFILNo.2btr.BeamllowerHeader
I .6x12 I Solid sawn DFIL No. 2 btr. Beam ILl>oerHeader
I ,4 x 10 ISoIid sawn DFIL No.2 btr. Beam I~ Header
I 4x10 1 Solid sawn DF/L No. 2 btr. Beam ILl>oerHeader
I 6x12 ISoIid sawn OFIL No. 2 btr. Beam Il.lIllerHeader
I 4 x 10 ISoIid sawn DFIL NO.2 btr. Beam lQJnj;nuous Header
_ I 4x.10 ISoIidsawn DF/L NO.2 btr. Beam IQxdinuous Header
I 4 x 10 ISolid sawn DFIL No.2 btr. Beam Iltloer Header
I 4xB ISoIidsawn DFIL No. 2 btr. Beam l~rHeader
1 4xB ISoIid sawn DF/L No. 2 btr. Beam Il.lIllerHeader
I 4x10 ISoIidsawnDF/LNo.2btr.BeamICoriiinoousHeader
I 5.125'...,15" IDFIDFGlueLaminatedBeam IGaraIlllDoorHeader
I 4xB' I Solid sawn DFIL No. 2btr. Beam Il.lIllerHeader
1 4xB ISolid sawn DF/L No. 2 btr. Beam I~jxj'-Helder
I 4xB ISolidsawn DF/L NO.2 btr.Beam ILIlller treader
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ROOF FRAMING PLAN
SINGLE-FAMilY RESIDENCE
926' SUNSET DR., SPRINGFIELD, OR
. J
CUENT: DAVE DUNCAN CONSTRUcnDN DATE: 11!30J03
PROJECT: 160.03 SHEET: 5 OF 5
/
.,
IS0011
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: - - ~ :......
IS0021
- , , , , .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. , , , , , . , , , , , , , , , .. , , .." , , .. , "" . , , , , , , , , .. .. .. .. .... .. , , , , , , , , .. , " " " .. .. , .. .. .. .... .... ~
CD
SHEARWALL PLAN - LOWER LEVEL
1/8" = 1'-0"
\ - ~
.SHEARWALL SCHEDULE - LOWER LEVEL
Unit
Design HoIdown Base Slmpsen l6d
Lateral Load Reactlen, Shear, Holdown / Holdown Opllonal Edge J.IloU Sill Plate Common
Load,k Type k k/Il straptle AncIIeI'SheaIIdng' EdgeNaIIIng Staples ~,.."""",;'NalJSpaclng
I 2.691 windl -s.681 0.1031 N/RI N/RI 1&32APAI 8d@6'o.c.l N17@4'o.c.I.1I2'Dia.x96'0.c.I,121
-, 6.161 wlndl -4.601 0.1231 N/RI N/R11&32APAI 8d@6'o.c.1 N17@4'o.c.l1I2'Dla.x96'0.c.1 121
1ll thickness Qnches) and grade. APA = APA-Rated Sheathing. S1 = APA Struclural1 Grade Sheathing.
.<1 sill plates and single framing members receiving edge nailing from alxrtIing panels. Stagger nails on 3-Inch members'
Ings must be reinforced. SEE lYPlCAl FRAMING DETAIL.
SHEARWALL SCHEDULE - MAIN LEVEL
-=
framing
ThIcImess at
sm.... at
Panel
Edges'
ts.in
ts.iii
&asepal. frIDlIDi
m.r UaII 16d ._,_..._,01
m.r WaD Desfgn H'-a IlIso SImpaIo &asepal.'/2"1 __ S1D0IId0l
WaD 1IeIgId, 8_WaD LoI.... IJlad R_.... 8_. _I SImpaIo 0pI/aD0I1lIgo 10" J_ HaD ~,
N<>. IL I.oDgtb, ft. load, k lJpe k 1111 SInIpIlo HD _ _billa 1 IlIgo NaIIJDg 8IapIes Spacllla 8pac1l1g Edges'
8101 I 9.01 5.01 1.501 wlndl 1.li51 D.301I M8127' N/AI I!>'32APAI 8d@4"o.c.INI7@I25"o.c.l'1I2'Dlu3ll'o.'.1 71 1lHn
181021 9.01 6.01 1.811 wfndl 1.251 0.3011 M8ml N/Af I!>'32APAI 8d@4"o.C.IN17@125"o.c.11!:!'Dlu3ll'o.O.1 71 1lHn
118103 I 9.01 8.01 1.681 wlndl 1.571 D.2ll91 MST271 N/AI 1!>'32APAI 8d@6"o.c.1 N17@2.li'o.cJ ~mull1'll9.1 111 1lHn
I 8104 I 9.01 9.01 1.1111 wlndi 1.521 0.2ll91 M8ml N/AI 1!>'32APAI 8d@6"o.cJ N17@2.li'o.c.l1l2'Dlull1'll9J 111 1lHli
8105 1 9.01 8.31 3.311 wlndl 1.571 0.4011 PHD21 SS1B161 1!>'32APA! '8d@3"o.c.1 N17@2.li'o.c.l1J2'D1u24'o.c.l iJ r3-lli
8106 I 9.01 26.01 3.561 wlndl .a.021 0.1371 NlRI N/AI 1!>'32APAI 8d@6"o.cJ N17@4'o.c.l1l2'Dlullll',".1 121 1lHn
1-0~lgnatfoo shONS sheathing thfckness ~nches} and grade. APA... APA-RatedSheatfiru. 51 "" M'A StruduraJ 1 Grade Sheathing. 2S ... Sheathing on both sides ofwall
2 MInimum wflll1 of foundation sDlIll_ and single !laming members recelYlng edge ,,,fling InIn abuIIIn1l panels. ~r nails 0Il3-<iz:h members' .
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MAIN LEVEL FRAMING AND LOWER HEADER PLAN
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APPLY SHEATHING OVER STUDS \ I ,
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AS PER SHEARWALL
SCHEDULE
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TYPICAL PERFORA~HEARWALL FRAMING
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1/4" = 1'-0"
GENERAL fRAMING:
1. HEADERS SHOWN ON ROOR AND ROOF FRAMING PlANS ARE FOR.. . ..
WALlS THAT SUPPORT WALl OR ROOR... ..:..
2. CAI1E SHOULD BETAKEN TO TRANSRlUOAIJS mOlll'llEAl/l AND .....
ROOF GIRDER TRUSSES SUPPORTED II)' 4\IALlS 10 BMlfAt1 POINTS ...
BB.OW WALLS USING DFIL NO. 2 4x4oPOSTS IN 2x41N1ER10R ... ..
.
BEARING WAllS AND DFIL NO.2 416 POSTS IN 2x6 EXlERlOR ..
WALLS. . . .....
3. POST LOADS SHOULD BE TRANSFERR8l>A"cRbSS Rppfl)1Ms USIH! . .. '
4x4 OR 616 POSTS .. .. .. ... .
. . .
4. ROOF SHEATHING SHALL CONSIST OF 15m" APASHVo1Jl!NG ..
NAIlED USING N17 STAPLES @ 2.75"'8'~~"tPAN~WiJ'3AND ...
5.75"O.C.INTHEAB.D. .. .. .... :.... .
5. ANCHOR ROOF TRUSSES AND ROOF FRAMING TO WIIlJ."IJlP PLAlES . . . .
USING SIMPSON H2.5
6. ANCHOR GIRDBlTRUSSES 10 WALl lOP PlATES USING SIMPSON
H10-2
7. DIMENSIONAL FRAMING WMBBI SHALL BE DFJl STANDARD OR
BEllER.
B. HEADERS SPEClRED WITH TWO OR MORE MEMBBI SHOULD BE NAIL
lAMINATED USING 16d NAILS AT 6" D_C~ STAGGERED.
9. roM BOARDS SHALL CONSIST OF 1.3E LSL OR EQUIV. NAIlED 10
BortoM PlAlE USING 16d lOENAlLS @ 6" D.C.
10.NAIL RODR DECK 10 LSL roM USING 16d@B" D.C.
11. WAll SHEATHING PANELS SHALl BE NAILED TO EDGE FRAMING AS
PSI SHEARWAll SCHEDULE. NAIL RB.O OF PANELS USING N17
STAPLES @5.75" D.C.
tLUUI1 tMMINb I'LAN
SINGLE-FAMilY RESIDENCE
926:SUNSET DR., SPRINGFIELD, OR
I.
CUENT: DAVE DUNCAN CONSTRUcnON DATE: 11/30103
PROJECT: 160.o:i SHEET: 3 OF 5 "
(
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TR. 2X8 PLATE
#4 @ 24' O.C. EA WAY
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WRAP DRAIN ROCK WITH NON-WOVEN GEOTEXnLE
Gcu I CAIILE SHALL BE AMOCO PROPEl( 4545 OR EQUIV.
1 1/2" CLEAN DRAIN ROCK - 12" MIN. COVER
OVER PERFORATED PIPE
4-INCH PERFORATED OR SLOTTED DRAIN
CONTlNUE DRAJN AT BASE OF STEPPED
PERIMETER FOOTINGS ON NORTH AND SOUTH
SIDES OF FOUNDATION.
f1\ TYPICAL SECTION - STREET SIDE WALL AND DRIVEWAY
\2) 1/2" = 1'.0"
& ADDEO NOTES FOR RETAINING WALL FOOTING DRAIN 06!D4I04
r 4' CONCR. DRIVEWAY SLAB
2X6 STUDS UNDER FLOOR
JOISTS EXCEPT USE 4X5
- STUDS UNDER GARAGE
'> JOISTS ~ r CRIPPLE WALL WITH
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CONCRETE AND FOOTINGS:
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1. CONCRETE SHAll HAVE A MINIMUM CEMEIfl ~NJENT OF lIlU'~.
PER CUBIC YARD. ....Ill. ....
2. REINFORCING STEEL SHAll BE GRADE 40 DEftIfIMaJ BAR.
3. CONCRETE SHAll BE MECHANICAllY V1BRATIiD flI aIMIt(A>>. .
AGGREGATE SEGREGATION AND VOIDS. .. . .. . :. :.
4. REINFORCING STEEL IN FOOTINGS SHAll BE PLACED TO 1I4~ 3-
INCHES OF CONCRETE COVER.
5. FOOTINGS SHALL BE PLACED ON SMOOTH, LEVEL, UNDISTURBED
NATIVE MINERAL SOILS.
6. CARE SHOULD BE TAKEN TO PROPERLY LOCATE AND INSTALL
SHEARWALL HOLDOWN ANCHORS AND STRAPS PRIOR TO POURING
STEM WALLS.
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ExPIRES
fOUNDATION PLAN
SINGLE-FAMilY RESIDENCE
926 SUNSET DR., SPRINGFIELD, OR
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DATE: 11/30/03
SHEET: 1 OF 5 ,
EXISTING GROUND CONTOURS
NOTE lHAT ALL EXISTING GROUND CONTOURS ARE DASHED
HEAVY DASHED UNES ARE 1G-FOOT MAJOR CONTOURS
THIN DASHED UNES ARE 2-fOOT MINOR CONTOURS
PROPOSED RNISHED GRADE CONTOURS
NOTE THAT ALL RNJSHED GRADE CONTOURS ARE SOUD
HEAVY UNES ARE 10-F00T MAJOR CONTOURS
THIN UNES ARE 2-FOOT MINOR CONTOURS "
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SEE SECTION 1 SHEET 2 OF PLANS DESIGNED BY A QUAURED PROFESSIONAL ENGINEER -
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PROPOSED GRADING PLAN
NEW SINGLE-FAMILY RESIDENCE
926 SUNSET DR., SPRINGFIELD, OR
0) ~R1~,POSED GRADING PLAN
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DATE: 6/4104
SHEET: 1 OF 3 " J
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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
engineering
June 4, 2004
Dave Duncan Construction
105 Seneca
Eugene, OR 97402
Project: 160.03 .
Subject Response to LDAP Review
City of Springfield Job No. SHR 2004-00038
. 926 Sunset Drive
Dear Dave,
This letter responds to review comments made by the public works LDAP staff and the building department
regarding the subject application for a Land and Drainage Alteration Pennlt (LDAP).
Douglas Butler and I met with representatives of the City of Springfield on June 1, 2004 to discuss their review
comments. After discussing their comments and concems at that meeting, we were assured that if the 9
comments documented on the "Land & Drainage Alteration Review" dated May 28, 2D04, were addressed, the
LDAP and building pennlt would be issued. A copy of the review letter is attached to this report for reference.
Because of the time involved and complexity of the additional analysis requested, we have chosen to make this
supplemental report, rather than re-issue a new level 2 geotechnical report We recommend attaching this
supplemental report to the Revised Level 2 Geotechnical Analysis submitted to you on May 11, 2004.
RESPONSE TO PUBLIC WORKS LDAPSTAFF REVIEW COMMENTS
1 Rotational Slide Potential.
1. 1 General
At the meeting the city staff expressed a concern that the initial analysis for natural slope stability did not include
a "circular" slip surface. I expressed that in general, for undisturbed linear natural slopes with linear subsurface
features O.e. groundwater and changes in soiVrock type), the infinite slope stability model was preferred
because It more accurately modeled the long linear features of natural slopes (Schuster and Krizek, 1978)
However, the written review comment #1 seems to also express concern with "numerous proposed vertical
cuts along the steep hillside." Although the proposal includes no un-supported vertical cuts we assume that the
comment refers to the stability of the benches in the excavation that will support interior strip footings and the
retaining wall footing at the street-side of the excavation. We agree that a look into slope stability of intemal
benches seems reasonable and that for these conditions, a circular slip surface model applies.
All the analysis provided herein are for limit equilibrium. Factor of safety (FOS) is that factor by which shear
. strength parameters may be reduced to bring the slope into a state of limiting equilibrium along the analyzed slip
K & A Engineering, Inc.
surface. All slope stability models make limiting assumptions for intemal soil force equilibrium and estimates,
at best, for engineering properties of soils, groundwater, and subsurface soil boundaries. There is no single
model that can be said perfectly models any slope.
1.2 Pre-excavated Natural Slope.
To verify the validity of the infinite slope model and to address concems regarding lack of a 'circular" slope
stability analysis, we have provided two additional model of the pre-excavated slope stability: Model 1 uses
Bishop's modified method (Bishop, 1955) and model 2 uses Janbu's simplified method (Janbu, 1968)
Botti these methods evaluate limit equilibrium using isotropic shear-strength parameters with the inclusion of an
, estimated groundwater surface elevation in the undrained (natural) condition. Soil parameters used are the
same as those used in the infinite slope model, with the exception that weathered bedrock Is modeled having a
cohesion of 100 psf (very conservative) and an intemal angle of friction of 36-degrees.
Model 1 : Bishop's Method. Bishop's method is only for circular slip surfaces. A computerized search routine
finds the 10 slip circles with the smallest FOS (factor of safety) for the given slope geometry, subsurface
boundaries, groundwater, and material shear strength parameters.
Rgure 1 shows the input geometry and the critical slip surfaces. FOS for the 10 least stabile slip surfaces
analyzed (out of 2,500 trial surfaces) range from 1.25 to 1.27. A detailed report of the analysis, including input
geometry and soil parameters, is attached to this report
Project 160.03 926 Sunset Dr., Springfield, OR
Client Dave Duncan Construction
Page 2 of 10
June 4, 2004
K & A Engineering, Inc.
SUNSET 6-04-.. 13:39
135 .:
926 Sunset Natural Slope
10 most critical surfaces, MINIMUM BISHOP FOS = 1.249
125 _
95 _
-----
q; 115 _
III
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<( 105 _
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85
75
105 115 125
X-AXIS (feet)
, Rgule 1 . Bishop's Modified Method. Natural Pre-Excavated Slope
85.
95
135
145
155
Method 2: Janbu's Method. This method allows for non-circular slip surfaces and could be argued as a mora
accurate method for short segments of natural, linear slopes. The analysis is somewhat of a combination of a
circular slip plane and the linear sliding surface for the infinite slope method.
Rgure 2 shows the input geometry (same as for method 1, above) and the critical slip surface. FOS forlhe 10
least stable slip surfaces analyzed (out of 2,500 trial surfaces) range from 1.29 to 1.34. A detailed report of the
analysis, including input geometry and soil parameters, is attached to this report.
Project 160.03 926 Sunset Dr., Springfield, OR
Client Dave Duncan Construction
Page 3 of 10
June 4, 2004
K & A Engineering, Inc.
SUNSET2 6-04-.. 15:47
135 ~
926 Sunset Natural Slope - Janbu
10 most critical surfaces, MINIMUM JANBU FOS = 1.292
125 _
.......
Q; 115 _
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95 _
85
75
105 115 125
X-AXIS (feet)
Figure 2 - Janbu Stability Analsyis 01 Pre-excavaled Condition
85
95
135
145
155
1.3 Internal Benches Supporting Strip Footings
Analvsis Considerations
To address concerns of stability of benches within the foundation excavation that support footings, we have
evaluated overall global stability for two conditions: The upper bench supporting the street-side retaining wall
and a typical interior bench supporting a 24-inch wide strip footing.
Note that these benches, as they exist, consist of excavation of most of the upper silty soils and are located at
or near the interface with highly weathered sandstone. This material was modeled with a slightly higher angle of
internal friction than used for the siits, with a nominal cohesion to model conditions in the completed
crawlspace (damp to moist soils with a vapor barrier). These benches are, or will be, buttressed with 5-inch
open-graded QUany stone as per our recommendations. Soil parameters u.sed for this analysis are shown in
. table 1.
The Bishop's method was used because it most closely models the near-circular sliding surfaces that have
commonly observed in embankment failures having bench-type geometry similar to the conditions in the
excavation.
Project 160.03 926 Sunset Dr., Springfield, OR
Client Dave Duncan Construction
Page 4 of 10
June 4, 2004
K & A Engineering, Inc.
Table 1 - Soli Parameters tor Bench Slope Stability
Soil I Description Moist Unit I Saturated Unit
Unit Weight, pel Weight, pel
. 1 I. Residual sandy-silts 115 I 125
(decomposed sandstone)
2 I Quany stone 127 I 142
3 I Weathered sandstone 130 I 140
4 Select fill (crushed 141 150
aggregate fill behind
retaining wall)
Cohesion
Intercept, psI
25
Friction
Angle. deg
31.5
o
100
o
45
36
42
Retainino Wall Bench
Rgure 3 summarizes the analysis 01 stability of the bench supporting the retaining wall that supports the east
side of the house and supports the fill supporting the driveway. Note that driveway live loads were simulated
with a 250 psi surcharge.
Retaining wall footing loads were modeled as a surcharge having a total force equivalent to concurrent
maximum live, snow, and dead loads on the wall stem. This surcharge was angled 28-degrees downhill to
simulate the lateral loads at the base 01 the wall looting.
FOS for the analysis ranged from 1.26 to 1.39 (for 500 trial surfaces). A detailed report of the analysis,
inclUding input geometJy and soil parameters, is attached to this report
Interior Footino Bench
Rgure 4 summarizes the analysis of stability of the critical Interior bench supporting a 24-inch wide concrete
strip footing. This is the highest interior bench in the foundation system, and transfers loads the mid-span
cripple wall supporting the garage floor. Bench geometJy includes a minimum footing offset of ft/3 from the top
hinge point of the slope (H is the bench height) and a bench slope of 1.33 H : 1.0 V.
Footing loads were modeled as a surcharge having a total force equivalent to maximum live and dead loads
from the garage f1qor.
FOS for the analysis ranged from 1.20 to 1.37 (for 500 trial surfaces). A detailed report of the analysis,
including input geometJy and soil parameters, is attached to this report
SummalV of Bench Stabilitv
Criteria for acceptable FOS for stabilized slopes v3/)' considerably. The prim3/)' use of FOS is to evaluate
effectiveness of stability mitigation to known cases of instability. Designing to strict criteria for FOS values
generally leads to poor design because it does not consider the relative uncertainty of input parameters.
Designers having experience with slope failures and slope stabilization choose appropriate factors of safety for a
design application based on the level of confidence in estimates of input parameters, hydrology, and loads.
Project 160.03 926 Sunset Dr., Springfield, OR
Client Dave Duncan Construction
Page 5 of 10
June 4, 2004
K & A Engineering, Inc.
Factors of safety in the ranges calculated for bench slope stability herein are within accepted nonns for highway
. engineering or for structures where human safety is an issue and when soil parameters can be estimated with
confidence (Schuster and Krizek, 1978), (Schuster and Tumer, 1996).
SUNSm
6-04-_ 17:21
65 ~
RETAINING WALL
10 most critical surfaces, MINIMUM BISHOP FOS = 1.263
55 _
FOS 1.26
VI
x
<(35 _
I
>-
,....
-;45.
CD
....
'-'
---- --
r _-
25 ~ - .,-c:::-.....--
~
15
30 40 50
X-AXIS (feet)
Figure 3- Stability 01 Bench Supporting Retaining Wall
o
10
20
60
70
80
Project 160.03 ' 926 Sunset Dr., Springfield, OR
Client: Dave Duncan Construction
Page 6 of 10
June 4, 2004
K & A Engineering, Inc.
SUNSETo4A. 6-06-" 15:35
35 _
STRIP rOOTING
10 most criticol surfoces, MINIMUM BISHOP ros = 1.199
30 _
!:1
X
<20
I
>-
--
/
.......
-;25 _
G>
.....
'-"
15 _
10
o
5
10
30
35
40
15 20 25
X-AXIS (feet)
Rgure 4 - Stability of Bench Supporting Interior Strip Footing
2 Retaining Wall Footing Drain
The drain was shown on the plans but the notes inadvertently left out. This drain should consist of a 4-inch
pertorated (holes or slotted) pipe covered with a minimum of 12-inches of clean 1 'h-inch drain rock. The drain
should continue around to each side of the stepped perimeter footings along the north and south sides of the
structure. The drain should be connected to a collector system that routes water away from the sRe.
Sheet 2 of the drawings has been niodified and is attached to this report
3 Grading Plan
The grading plan submitted previously did contain existing and proposed contours. However the scale was
considered too small. Attached to this report is an enlarged grading plan that also shows the principle retaining
wall at the east end of the foundation parallel to Sunset Drive and two exterior landscape walls that wilfprovide
grade separation of the front yard. NOTE: this oradino nlan should renlace the oradino nlan submitted wRh the
Revised Level 2 Geotechnical Analvsis renort
4 Conflicts Between LDAP Application and Building Pennit Documents
We believe that the apparent conflicts are described and addressed in Rems 6 through 9. See the following
comments.
Project: 160.03 926 Sunset Dr., Springfield, OR
Client: Dave Duncan Construction
Page 7 of 10
June 4, 2004
K & A Engineering, Inc.
5 Unauthorized Excavation
The additional concems created by the unauthorized excavation are, we assume, detailed in the subject LDAP
review and, as such, are addressed in this report.
6 Section Drawings
Two detailed cross section drawings showing the existing grade, after the excavation was made, were
submitted with the level 2 geotechnical analysis. Attached to this report is a typical section (section 'B"
corresponding to the LDAP Site Plan submitted with the level 2 geotechnical report) through the excavation
showing the proposed footings and bench slope geometry.
7 Fooling Setback Requirements
There are two or three areas in the existing benched excavation where the footings do not comply with the
minimum setbacks. These areas were to have been corrected as per our recommendations in the level 2
geotechnical report. ' .
After our meeting on June 1, we again inspected the site and made some additional measurements. It should
be noted that most of the benches do not have vertical slopes, although there are a few areas that do have near-
vertical banks. Indeed, most of the interior benches are already buttressed with quarry stone and have slopes
that range from 1.0 V to 1.0 H to 1.3 H to 1.0 V.
Attached to this report is a drawing titled 'Recommended Footing Bench Geometry" detailing our
recommendations for the minimum slope and setback criteria necessary for bench slope stability, bearing
capacity, and code compliance. NOTE: This drawinp is verv similar to the one submitted with the level 2
oeotechnical reoolt but has some refinements. and should reolace the orieinal drawinq. The refinements
include modifying thil face slope to 1.3 H to 1.0 V to improve bench slope stability.!
Please note that our slope stability analysis for a typical interior footing bench (see above) includes the
geometry and materials recommended for the recommended minimum bench geometry shown on the attached
geometry.
8 Alternate Setbacks and Other Issues
If we understand the issue of footing setbacks expressed in item no. 6, and if these issues have been addressed
either by the existing bench construction and proposed footing locations or the recommended bench
modifications and proposed footing locations, then altemate setback criteria are not required.
Aside from setback criteria, there were several other concems expressed by the building department staff at the
June 1 meeting, that were not detailed in the written LDAP review of May 28, and ttiat we would like to address
in this report as follows:
. Placement of footings partially on Quarry stone fill and native soils. This could be of concem if footing
loads caused either bearing capacity failure of the weaker native soils or if there were settlement of the
native soils that significantly exceeded settlement on the quarry stone, causing extreme rotation of the
footing. Based on our analysis of aliowable bearing capacity (attached to the revised level 2 analysis)
the bearing capacity of the native soils is more than 60% greater than the design maximum pressure of
1 The recommendations for bench geometry included in the revised level 2 georechnicaJ analysis had a factor of safety
greater than 1.0. However, thesfight decrease in face slope improved stability significantly and matches the existing slope
of most of the existing armored benches.
Project 160.03 926 Sunset Dr., Springfield, OR
Client Dave Duncan Construction
Page 8 of 10
June 4, 2004
K & A Engineering, Inc.
1,500 pst. The estimated maximum settlement on the sifts is 2.9-mm (O.ll-inches). Assuming that
no settlement occurs on the portion of the footing on the quany stone, the maximum difference of 2.9-
mm would cause a footing angle of 0.26-degres. This value is well within construction tolerances. See
the attached calculation of estimated settlement
. Placement of fine crushed aggregate on top of coarse quany stone fill. The concern expressed was
that the fine, dense-graded crushed aggregate (3/4-inch minus) might fall into the voids in the quany
stone causing loss of support to the footing.
Fine, granular materials placed on coarse rock having voids similar to those at the site will fill Into the
voids during placement, to a limited extent (usually 1 or 2-inches) until soil arching is established over
the voids. Soil arching then prevents further migration of fines into the void space(s). Capping coarse,
open-graded materials with a fine select fill is a commonly accepted practice that perfonns well in
practice. Inspection of the existing quany stone bench fills capped with ~-Inch aggregate at the site
reveals that the fine aggregate has not been lost into the rocf<2, in spite of the fact that these benches
survived the wet season, including two 2-year stonn events. Soil arching phenomenon and theory is
well documented in the literature (Terzaghi, Peck, and Mesri 1996),(Costes, 1956).
9 Footings Located on Top Outside Edge of Bench
No footings are to be located on the top, outside edge of any bench, as per our recommendations and analysis
detailed In this report Please note our detailed analysis of recommended footings on interior benches for slope
stability, bearing capacity, and settlement included in this report and the Revised Level 2 Geotechnical Analysis.
SUMMARY AND RECOMMENDATIONS
This report hopefully concludes the investigation of slope stability and general suitability issues with regard to
construction of the proposed new single-family residence at the subject project site. It is our opinion that
construction should proceed as quickly as possible, during dry weather, to complete the structure to the point of
being 'In the dry" before the wet weather season begins.
. K & A Engineering, Inc. should inspect the recommended modifications to the interior footing benches (Level 2
Geotechnical Analysis, April 11 , 2004), installation of recommended drainage, and grading.
Footing drains should route water to the city stonn system either by gravity or by the use of a sump and pump.
Landscape retaining walls should be designed by a qualified professional engineer if they exceed 4-feet in
height. We recommend that the City of Springfield issue the building pennit with this condition.
LIMITATIONS OF THIS REPORT
This report has been prepared for the exclusive use of Dave Duncan Construction, Inc. and its design
consultants for the subject proposed structure.
2 We did observe one small area, located at the north end of the east bench, about 2-feet long, where the outside edge of
the fine aggregate appears to have 'faJlen'lnto the quany stone. Butthis is certainly due to a.lack of fine fill material and
the lack of compaction of the fill at the outside edge, as evidenced by the very loose nature of the fine aggregate fill In this
area
Project 160.03 926 Sunset Dr., Springfield, OR
Client Dave Duncan Construction
Page 9 of 10
June 4, 2004
K & A Engineering, Inc.
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 oniy at specific locations O.e. the test hole locations) to the depths penetrated. They do not
necessarily reflect soiVrock 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.
~~J.
Michael Remboldt, P.E.
K & A Engineering, Inc.
t..,..--
Thank you for the opportunity to be of service. Please call if you have any
questions.
Sincerely,
EXPUlES Jy~~
REFERENCES
Bishop, A. W. 1955. The Use of the Slope Circle in the Stability Analysis of Slopes. Geotechnique, Vol. 5, No.
1, pp. 7-17.
Castes, N.C 1956 Factors Affecting Vertical Loads on Underground Ducts Due to Arching. Highway Research
Board Bulletin 125. pp. 12-57
Janbu, N. 1968. Slope Stability Computations. Soil Mechanics and Foundation Engineering Report, Technical
University of Norway, Trondheim.
. Terzahgi, Peck, and Mesri. 1996 Soil Mechanics in Engineering Practice, Third Ed. John Wiley & Sons, Inc.
1996. .
Schuster, R. L, and R.J. Krizek, editors, Landslides Analysis and Control, TRB Special Report 17~,
Transportation Research Board Commission on Sociotechnical Systems, National Research Council. National
Academy of Sciences. 1978
Schuster, R.L, and A.K. Turner, editors, Landslides Investigation and Mitigation, TRB Special Report 247,.
Transportation Research Board, National Research Council, 1996.
Project 160.03 926 Sunset Dr., Springfield, OR
Client Dave Duncan Construction
Page 10 of 10
June 4, 2004
'1'.
-
r APPROX. PROPOSED NEW
DRIVEWAY GRADE
-
RETAINING WALL FOOTING
EST. BEDROCK SURFACE
EXIST. EXCAVATED
FOUNDATION BENCHES
(TYP.)
ORIGINAL GRADE
Ir PROPOSED NEW
. FOOTING (TYP.)
ADOmONAL OUARRY STONE ALL
AS RECOMMENDED IN REPORT (TYP.)
- HI MIN
, .
/,
o
FOOTINGS A T SECTION "B"
1/8" = 1'.0"
'-
EXIST. TEMPORARY SOIL STOCKPILE
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Eugene, OR 97440
541 684 9399 541 684 9358 fax
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Project 926 Sunset Dr.
Client Dave Duncan Constr.. Inc.
Job No: 160.03 Date: 6/4/04
Sheet: 3 of 3
,
r
"
CONCRm STRIP FOOTING (TYP.)
1,500 PSF MAX. BEARING PRESSURE
4-INCH CAP OF 3/4' (-) CRUSHED
AGGREGATE
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S-INCH OPEN GRADED CRUSHED
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I
I
:J:
I
NATIVE SILTS AND DECOMPOSED
SANDSTONE
NOTE: lJH >= 1.5
0) ~:~OMMENDED FOOTING BENCH GEOMETRY.
~
,
I
I
J
;
!
EXPIRES
XSTABL File: SUNSET
SUNSET. OPT
6-04-2004 15:40
******************************************.
* XSTABL *
* *
* slope Stability Analysis *
* using the . *
* Method of sl ices *
* *
* copyright ec) 1992 A 95 *
* Interactive Software Designs, Inc. *
* MOSCOw, 10 83843, U.S.A. *
* *
* All Ri ghts Reserved *
* *
* ver. 5.103a 95 A 1200 *
******************************************.
Problem Description : 926 Sunset Natural Slope - Bishop
SEGMENT BOUNDARY COORDINATES
1 SURFACE boundary segments
segment x-left y-1eft x-right
No. eft) . eft) eft)
1 100.0 100.0 155.0
y-right
eft)
117.9
Soil unit
Below segment
1
1 SUBSURFACE boundary segments
segment
No.
x-left
eft)
100.0
y-left
eft)
95.0
x-right y-right
eft) eft)
155.0 112.9
Soil Unit
Below segment
2
1
ISOTROPIC Soil Parameters
2 soil unites) specified
soil Unit weight cohesion Fri cti on Pore Pressure water
Unit Moist Sat. Intercept Angle Parameter Constant Surface
NO. (pcf) (pcf) (psf) (deg) RU (psf) NO.
1 115.0 125.0 .0 27.00 .000 .0 1
2 135.0 145.0 100.0 36.00 .000 .0 1
1 water surfacees) have been specified
'Unit weight of water =
62.40 (pcf)
Page 1
SUNSET. OPT
Water Surface No. 1 specified by 2 coordinate points
**********************************
PHREATIC SURFACE,
**********************************
Point
NO.
1
2
x-water
(ft)
100.00
155.00
y-water
~ (ft)
98.00
115.90
A critical failure surface searching method, using a random
technique for generating CIRCULAR surfaces has been specified.
2500 trial surfaces' will be generated and analyzed. .
50 Surfaces initiate from each
along the ground surface between
and
of 50
x =
x =
points equally spaced
100.0 ft
125.0 ft
Each surface terminates between x =
and x =
130.0 ft
155.0 ft
unless' further limitations were imposed, the minimum elevation
at which a surface exte"nds is y = 100.0 ft
* * * * * DEFAULT SEGMENT LENGTH SELECTED BY XSTABL * * * * *
2.0 ft line segments define each trial failure surface.
ANGULAR RESTRICTIONS :
The first segment of each failure surface will be inclined
within the angular range defined by :
Lower angular limit :=
upper angular limit :=
-45.0 degrees
(slope angle - 5.0) degrees
Factors of safety have been calculated by the :
* * * * * SIMPLIFIED BISHOP METHOD * * * * *
The most critical circular failure surface
is specified by 31 coordinate points
page 2
SUNSET. OPT
Point x-surf y-surf
NO. (ft) (ft)
1 100.00 100.00
2 102.00 100.01
3 104.00 100.06
4 106.00 100.15
5 107.99 100.29
6 109.98 100.47
7 111. 97 100.70
8 113.95 100.96
9 115.93 101. 28
10 117.90 101. 63
11 119.86 102.03
12 121.81 102.47
13 123.75 102.95
14 125.68 103.48
15 127.60 104.05
16 129. 50 104.66
17 131. 39 105.31
18 133.27 106.00
19 135.13 106.74
20 136.97 107. 51
21 138.80 108.33
22 140.61 109.18
23 142.40 110.08
24 144.16 111. 01
25 145.91 111. 98
26 147.64 112.99
27 149.34 114.04
2B 151. 02 115.12
29 152.68 116.24
30 154.31 117.40
31 154.98 117.89
***'It Simplified BISHOP FOS = 1. 249 ****
The following is a summary of the TEN most critical surfaces
Problem Description : 926 Sunset Natural slope
FOS Circle Center Radius Initial Terminal Resisting
(BISHOP) x-coord y-coord x-coord x-coord . Moment
(ft) (ft) (ft) (ft) (ft) (ft-lb)
1. 1. 249 100.70 191. 30 91. 30 100.0D 154.98 7. 448E+05
2. 1. 250 103.25 186.01 85.53 101. 53 154.95 6. 840E+05
3. 1. 257 103.96 183.38 82.73 102.04 154.19 6.390E+05
4. 1. 257 103.41 186.19 85.54 102.04 154.84 6. 638E+05
5. 1. 258 105.71 179.44 78.49 103.06 154.00 5.967E+05
6. 1. 259 99.64 194.56 94.56 100.00 154.99 7. 498E+05
7. 1. 259 105.10 182.42 81. 45 103.06 154.65 6.201E+05
8. 1. 260 106.64 176.85 75.75 103.57 153.61 5. 669E+05
9. 1.262 106.12 176.13 75.20 103.06 152.79 5. 569E+05
10. 1. 265 107.00 179. 53 78.07 104.59 154.88 5. 761E+05
* * * END OF FILE * * *
page 3
XSTABL File: SUNSET2
SUNSET2 . OPT
6-04-2004 15:47
******************************************
" XSTABL "
" "
" slope stability Analysis "
" using the "
" Method of Sl ices "
" "
" copyri ght (c) 1992 A 95 "
" Interactive software Designs, Inc. "
'* MOSCOW, IO 83843, U.S.A. ...
" "
" All Ri ghts Reserved "
" "
" Ver. 5.103a 95 A 1200 "
******************************************.
Problem Description: 926 Sunset Natural slope - Janbu (non-circular)
SEGMENT BOUNDARY COORDINATES
1 SURFACE boundary segments
Segment
NO.
x-left
(ft)
100.0
y-left
(ft)
100.0
x-right y-right soil unit
(ft) (ft) Below segment
155.0 117.9 1
1
1 SUBSURFAcE boundary segments
segment
NO.
x-left
(ft)
100.0
y-left
(ft)
95.0
x-right y-right soil Unit
(ft) (ft) Below segment
155.0 112.9 2
1
ISOTROPIC Soil Parameters
2 Soi 1 unit (s) sped fi ed
Soil Unit weight cohesion Friction pore pressure water
Unit Moi st sat. Intercept Angle Parameter Constant Surface
NO. (pcf) (pcf) (psf) (deg) Ru (psf) No.
1 115.0 125.0 .0 27.00 .000 .0 1
2 135.0 145.0 100.0 36.00 .000 .0 1
1 water surface(s) have been specified
. Unit weight of water =
62.40 (pcf)
page 1
SUNSET2 . OPT
Water Surface No. 1 specified by 2 coordinate points
**********************************
PHREATIC SURFACE,
**********************************
point
NO.
1
2
x-water
(ft)
100.00
155.00
y-water
(ft)
98.00
115.90
A critical failure surface searching method, using a random
technique for generating IRREGULAR surfaces has been specified.
2500 trial surfaces will be generated and analyzed.
50 Surfaces initiate from each
along the ground surface between
and
of
x =
x =
50 points equally
100.0 ft
125.0 ft.
spaced
Each surface terminates between
and
x =
x =
130.0 ft
155.0 ft
unless further limitations were imposed, the mlnlmum elevation
at which a surface extends is y = 100.0 ft
* * * * * DEFAULT SEGMENT LENGTH SELECTED BY XSTABL * * * * *
6.0 ft line segments define each trial failure surface.
ANGULAR RESTRICTIONS :
The first segment of each failure surface will be inclined
within the angular range defined by : .
Lower angular limit:= -45.0 degrees
upper angular limit:= (slope angle - 5.0) degrees
************************************************************************
WARNING WARNING WARNING WARNING (# 48)
************************************************************************
Ne9ative effective stresses were calculated at the base of a slice.
ThlS warning is usually reported for cases where slices have low self
weight and a relatively high "c" shear strength parameter. In such
cases, this effect can only be eliminated by reducinQ the "c" value.
*****************************************************.******************
page 2
SUNSET2 . OPT
USER SELECTED option to maintain strength greater than zero
Factors of safety have been calculated by the :
* * * * * SIMPLIFIED JANBU METHOD * * * * *
The 10 most critical of all the failure surfaces examined
are displayed below - the most critical first
Failure surface No. 1 specified by 9 coordinate points
point x-surf y-surf
NO. (ft) (ft)
1 108.16 102.66
2 114.06 101. 56
3 119.88 103.02
4 125.82 103.87
5 131. 52 105.75
6 137.18 107.74
7 142.94 109.42
8 147.50 113.32
9 149.79 116.20
** corrected JANBU FOS = 1. 292 ** (FO factor = 1.026)
Failure surface NO. 2 specified by 10 coordinate points
Point . x-surf y-surf
NO. (ft) (ft)
1 103.57 101.16
2 109.53 100.47
3 115.51 100.97
4 121. 26 102.68
5 126.89 104.75
6 132.53 106.82
7 138.19 108.80
8 143.66 111.27
9 148.77 114.41
10 153.08 117.27
** Corrected JANBU FOS = 1. 295 ** (FO factor = 1.021)
Failure surface No.3 specified by 8 coordinate points
Point x-surf y-surf
No. (ft) (ft)
1 103.06 101. 00
2 109.00 100.16
3 114.94 101. 05
4 120.84 102.13
5 126.46 104.22
6 132.05 106.40
7 137.43 109.07
Page 3
. ,
SUNSET2.oPT
8 140.65 113.23
** Corrected JANBU FOS = 1.307 **
(FO factor = 1.029)
Failure surface NO. 4 specified by 9 coordinate points
poi nt x-surf y-surf
NO. (ft) (ft)
1 101. 53 '100. 50
2 107.53 100.53
3 113.50 101.11
4 119.43 102.04
5 125.25 103.51
6 130.77 105.86
7 136.39 107.95
8 140.37 112.44
9 140.49 113.18
** Corrected JANBU FOS = 1. 316 ** (FO factor = 1.029)
Failure surface NO. 5 specified by 8 coordinate points
point x-surf y-surf
No. (ft) (ft)
1 102.04 100.66
2 108.04 100.51
3 114.04 100.38
4 119.89 101. 72
5 125.50 103.85
6 131.05 106.13
7 13 5 . 46 110.19
8 137.82 112 . 31
** Corrected JANBU FOS = 1. 319 ** (FO factor = 1.031)
Failure surface No. 6 specified by 8 coordinate points
point x-surf y-surf
NO. (ft) (ft)
1 104.08 101. 33
2 109.94 100.02
3 115.87 100.94
4 121. 58 102.78
5 127.23 104.78
6 132.83 106.95
7 137.44 110.79
8 139.82 112.96
** Corrected JANBU FOS = 1. 324 ** (FO factor = 1.028)
Failure surface No. 7 specified by 9 coordinate points
Point x-surf y-surf
No. (ft) (ft)
1
100.00
100.00
Page 4
. ,
SUNSET2 . OPT
2 105.97 100.57
3 111. 95 101.15
4 117.85 102.19
5 123.70 103.52
6 129.56 104.85
7 134.81 107.75
8 139.94 110.86
9 142.38 113.79
** corrected JANBU FOS = 1. 325 ** (FO factor = 1.027)
Failure surface NO. 8 specified by 8 coordinate points
Point x-surf y-surf
NO. (ft) (ft)
1 104.08 101. 33
2 110.06 100.80
3 116.04 100.33
4 121. 70 102.32
5 127.46 103.98
6 132.94 106.44
7 136.87 110.97
8 13 7.06 112.06
** corrected JANBU FOS = 1. 328 ** (FO factor = 1.034)
Failure surface No. 9 specified by '8 coordinate points
poi nt x-surf y-surf
NO. eft) eft)
1 114.80 104.82
2 120.65 103.50
3 126.53 104.70
4 132.31 106.30
5 13 7.99 108.25
6 143.62 110.32
7 148.60 113.66
8 149. 77 116.20
** corrected JANBU FOS = 1.333 **
(FO factor = 1.029)
Failure surface No.10 specified by 8 coordinate points
Point x-surf y-surf
No. (ft) (ft)
1 105.61 101.83
2 111.61 101. 81
3 117.57 101. 06
4 123.28 102.90
5 128.76 105.34
6 134.60 106.73
7 139.14 110.64
8 141. 96 113.66
** corrected JANBU FOS = 1. 335 **. (FO factor = 1.030)
page 5
. ,
SUNSET2. OPT
The following is a summary of the TEN most critical surfaces
Problem Description : 926 Sunset Natural slope - Janbu
Modified correction Initial Terminal Available
JANBU FOS Factor x-coord x-coord strength
(ft) (ft) (lb)
1. 1. 292 1.026 108.16 149. 79 6.603E+03
2. 1. 295 1. 021 103.57 153.08 6. 930E+03
3. 1. 307 1. 029 103.06 140.65 5. 750E+03
4. 1. 316 1. 029 101. 53 140.49 5. 786E+03
5. 1. 319 . 1. 031 102.04 137.82 5. 231E+03
6. 1. 324 1.028 104.08 139.82, 5.305E+03
7. 1. 325 1. 027 100.00 142.38 5. 750E+03
8. 1. 328 1. 034 104.08 137.06 5.470E+03
9. 1. 333 1. 029 114.80 149.77 5. 387E+03
10. 1. 335 1. 030 105.61 141.96 5.502E+03
.. .. .. END OF FILE .. .. ..
Page 6
. ,
XSTABL File: SUNSET3
SUNSET3.oPT
6-04-2004 17:21
******************************************
" XSTABL "
" "
" Slope stability Analysis "
" using the "
" Method of Slices "
" ".
" copyright ec) 1992 A 95 "
" Interactive Software Designs, Inc. "
'* MOSCOW, 1083843, U.S.A. '*
" "
" All Rights Reserved "
" "
" Ver. 5.103a 95 A 1200 "
******************************************.
problem Description: RETAINING WALL - Bishop
-----------------------------
SEGMENT BOUNDARY COORDINATES
-----------------------------
19 SURFACE boundary segments
segment: x-left y-left x-ri ght: y-right: soil uni t:
NO. eft) eft) eft) eft) Below segment
1 .0 25.0 7.2 25.0 1
2 7.2 25.0 8.6 26.4 1
3 8.6 26.4 13.2 26.4 1
4 13.2 26.4 14.7 26.4 3
5 14.7 26.4 15.7 27.4 3
6 15.7 27.4 17.5 28.5 1
7 17.5 28.5 20.8 28.5 1
8 20.8 28.5 25.0 28.5 3
9 25.0 28.5 27.5 30.3 3
10 27.5 30.3 29.7 32.6 1
11 29.7 32.6 32.8 .32.6 1
12 32.8 32.6 34.1 32.6 3
13 34.1 32.6 35.0 33.0 3
14 35.0 33.0 40.1 37.0 2
15 40.1 37.0 43.0 37.0 2
16 43.0 37.0 44.5 46.0 4
17 44.5 46.0 46.0 46.0 4
18 46.0 46.0 47.5 46.1 4
19 47.5 46.1 71.0 48.4 4
8 SUBSURFACE boundary segments
segment x-left y-left x-right y-right Soil Unit
NO. eft) eft) eft) eft) Below segment
1 35.0 33.0 40.0 33.0 3
2 40.0 33.0 41. 5 35.3 3
3 41.5 35.3 43.0 37.0 1
4 43.0 37.0 71.0 48.4 1
Page 1
5
6
7
8
.0
15.7
27.5
41.5
SUNSET3 . OPT
22.0 13.2
27.4 20.8
30.6 32.8
35.3 71.0
26.4
28.5
32.6
44.5
3
3
3
3
ISOTROPIC Soil Parameters
4 soil unites) specified
soil Unit weight cohesion Fri cti on Pore Pressure Water
unit Moist Sat. Intercept Angle Parameter Constant Surface
No. (pcf) (pcf) (psf) (deg) Ru (psf) No.
1 115.0 125.0 25.0 31. 50 .000 .0 1
2 127.0 142.0 .0 45.00 .000 .0 1
3 130.0 140.0 100.0, 36.00 .000 .0 1
4 141.0 150.0 .0 42.00 .000 .0 1
1 Water surface(s) have been specified
Unit weight of water =
.00 (pcf)
Water Surface NO. 1 specified by 5 'coordinate points
**********************************
PHREATIC SURFACE,
**********************************
Point x-water y-water
NO. (ft) (ft)
1 .00 25.00
2 13.00 25.00
3 25.00 28.50
4 41. 50 33.00
5 71.00 46.00
BOUNDARY LOADS
2 load(s) specified
Load
No.
1
2
x-left
(ft)
43.0
47.5
x-right
(ft)
46.0
71.0
Intensity
(psf)
1294.0
250.0
Direction
(deg)
.0
.0
NOTE - Intensity is specified as a uniformly distributed
force acting on a HORIZONTALLY projected surface.
-------------------------------------------------------------
page 2
..
SUNSET3.0PT
.BOUNDARIES THAT LIMIT SURFACE GENERATION HAVE BEEN SPECIFIED
UPPER limiting boundary of 2 segments:
segment x-left y-left x-ri ght y-right
NO. (ft) (ft) (ft) (ft)
1 43.0 37.0 46.0 37.0
2 46.0 37.0 47.5 46.1
A critical failure surface searching method, using a random
technique for generating CIRCULAR surfaces has been specified.
500 trial surfaces will be generated and analyzed.
25 Surfaces initiate from each
along the ground surface between
and
of 20
x =
x =
points equally spaced
20.0 ft
35.0 ft
Each surface terminates between
and
x =
x =
47.5 ft
71.0 ft
Unless further limitations were imposed, the minimum elevation
at which a surface extends;s y = .0 ft
* * * * * DEFAULT SEGMENT LENGTH SELECTED BY XSTABL * * * * *
2.0 ft line segments define each trial failure surface.
ANGULAR RESTRICTIONS :
The first segment of 'each failure surface will be inclined
within the angular range defined by :
Lower angular limit :=
upper angular limit :=
-45.0 degrees
(slope angle - 5.0) degrees
Factors of safety have been calculated by the
* * * * * SIMPLIFIED BISHOP METHOD * * * * *
The most critical circular failure surface
is specified by 16 coordinate points
1
x-surf
(ft)
34.21
y-surf
(ft)
32.65
page 3
Point
NO.
SUNSET3.0PT
2 36.16 33.08
3 38.09 33.61
4 39.99 34.24
5 41. 86 34.96
6 43.68 35.77
7 45.47 36.67
8 47.21 37.66
9 48.90 38.74
10 50.53 39.89
11 52.10 41.13
12 53.61 42.44
13 55.05 43.83
14 56.42 45.29
15 57.71 46.81
16 57.96 47.12
**** simplified BISHOP FOS = 1. 263 <it*.*
The following is a summary of the TEN most critical surfaces
problem Description : RETAINING WALL
FOS Circle Center Radius Initial Terminal Resisting
(BISHOP) x-coord y-coord x-coord x-coord Moment
(ft) (ft) (ft) (ft) (ft) (ft-l b)
1. 1. 263 26.47 72.08 40.18 34.21 57.96 5. 354E+05
2. 1. 298 36.37 47.96 15.46 34.21 51. 73 1. 933E+05
3. 1. 332 19.81 73.46 44.95 25.53 56.09 7. 148E+05
4. 1. 338 22.22 70.59 41. 35 26.32 56.13 6. 563E+05
5. 1. 368 32.59 53.72 22.52 28.68 54.00 3. 546E+05
6. 1. 374 35.50 49.21 17.41 30.26 52.71 2. 565E+05
7. 1.377 29.27 60.42 29.74 27.89 55.76 4. 986E+05
8. 1. 379 27.67 64.64 33.92 27.89 56.63 5.637E+05
9. 1. 385 27.13 66.18 35.47 27.89 56.97 5. 914E+05
10. 1. 386 27.02 54.16 25.95 23.16 51. 81 4.458E+05
" " " END OF FILE " " "
Page 4
:
SUNSET4A.OPT
XSTABL File: SUNSET4A 6-06-2004 15:35
******************************************
" XSTABL "
" "
" slope stability Analysis "
" ~i~~e "
" Method of sl ices "
" "
" copyright ec) 1992 A95 "
" Interactive Software Designs, Inc. "
'* MOSCOW. IO 83843. U.S.A. '*
" "
" All Ri ghts Reserved "
" "
" Ver. 5.103a 95 A 1200 "
******************************************.
problem Description : STRIP FOOTING ON ROCK-BUTTRESSED INTERIOR BENCH
SEGMENT BOUNDARY COORDINATES
8 SURFACE boundary segments
segment x-left y-left x-right
.NO. eft) eft). eft)
1
2
3
4
5
6
7
8
.0
5.8
11.0
12.5
13.5
14.5
15.5
20.5
5.8
11.0
.12.5
13.5
14.5
15.5
20.5
25.5
20.0
20.0
23.5
23.5
23.5
23.5
23.5
28.5
y- ri ght
eft) .
20.0
23.5
23~5
23.5
23.5
23.5
28.5
28.5
Soil Unit
Below segment
1
2
2
2
1
1
1
1
4 SUBSURFACE boundary segments
segment x-left y-left x-right y-right soil unit
NO. eft) eft) eft) eft) Below segment
1 5.8 20.0 10.0 20.0 1
2 10.0 20.0 13.5 23.5 1
3 .0 18.2 10.0 20.0 3
4 10.0 20.0 28.5 23.3 3
ISOTROPIC Soil parameters
3 Soil unites) specified
soil unit weight cohesion Friction Pore pressure Water
Unit Moist sat. Intercept . Angle parameter Constant Surface
Page 1
:
NO. (pcf)
1 115.0
2 127.0
3 135.0
SUNSET4A.OPT
(psf) (deg)
25.0 31. 50
.0 45.00
100.0 36.00
.000
.000
.000
(pcf)
125.0
142.0
145.0
Ru
(psf)
.0
.0
.0
BOUNDARY LOADS.
1 load(s) specified
Load
No.
x-left
(ft)
12.5
x-right
(ft)
14.5
Intensity
(psf)
1356.0
Direction
(deg)
.0
1
NOTE - Intensity is specified as a uniformly distributed
force acting on a HORIZONTALLY projected surface.
A critical failure surface searching method, using a random
technique for generating CIRCULAR surfaces has been specified.
500 trial surfaces will be generated and analyzed.
10 Surfaces initiate from each of 50 points equally spaced
along the ground surface between x = 3.0 ft
and x = 10.5 ft
Each surface terminates between x =
and x =
14.5 ft
25.5 ft
unless further limitations were imposed, the minimum elevation
at whi ch a surface extends is y = .0 ft .
* * *' ." 1r
DEFAULT SEGMENT LENGTH SELECTED BY XSTABL * * * * *
1.0 ft line segments define each trial failure surface.
ANGULAR RESTRICTIONS :
The first segment of each failure surface will be inclined
within the angular range defined by :
Lower angular limit:= -45.0 degrees
upper angular limit:= (slope angle - 5.0) degrees
page 2
No.
1
1
1
SUNSET4A.OPT
Factors of safety have been calculated by the
* * * * * SIMPLIFIED BISHOP METHOD * * * * *.
The most critical circular failure surface
is specified by 12 coordinate points
Point x-surf y-surf
NO. (ft) (ft)
1 4.99 20.00
2 5.98 19.88
3 6.98 19.86
4 7.98 19.93
5 8.97 20.10
6 9.93 20.36
7 10.86 20.72
8 .11.76 21.17
9 12.61 ' 21. 70
10 13.40 22.31
11 14.13 22.99
12 14.58 23.50
**** Si mp li fi ed BISHOP FOS = 1.199 **Ir*
The following is a summary 'of the TEN most critical surfaces
problem Description : STRIP rvul~NG
FOS Circle Center Radius Initial Terminal Resisting
(BISHOP) x-coord y-coord x-coord x-coord Moment
(ft) (ft) (ft) (ft) (ft) (ft-lb)
1.. 1.199 6.72 30.16 10.31 4.99 14.58 2. 967E+04
2. 1. 228 6.69 30.19 10.49 4.22 14.75 3. 116E+04
3. 1.262 6.35 31.12 11. 35 4.07 14.76 3. 359E+04
4. 1. 315 9.42 25.82 5.75 6.83 14.66 1. 825E+04
5. 1. 332 9.08 26.61 6.64 6.52 14.93 2.070E+04
6. 1. 333 10.41 26.79 5.32 8.51 14.56 1. 258E+04
7. 1. 334 7.59 27.35 7.96 4.53 14.54 2. 930E+04
8. 1. 340 6.33 30.82 11. 32 3.00 14.96 3.709E+04
9. 1. 343 8.82 27.67 7.40 . 6.67 14.91 2.203E+04
10. 1. 366 5.66 33.15 13.38 3.15 14.92 4.028E+04
* * * END OF FILE * * *
page 3
I
,
.j
Interior Footings on Native
Residual Silts (Decomposed
Sandstone)
926 Sunset Dr., Springfield, OR
Immediate Settlement on non-plastic sands and silts
Statistically-based method using standard penetration test
after Terzaghi, Peck, and Mesri,
Soil Mechanics in Engineering Practice, 1996
Unit definitions
Ibf
pcf5-
ft3
Ibf
psf 5 - ksf 5 1000'psf
ft2
Pa
kPa 5 1000.Pa MPa 5
1000000
Footing Width, B:= 2.ft. B = 0.6m
Footing Depth, Dr:= O.ft Dr = 0 m
Average SPT blowcount for depth of ON:= B.7S.m.2S ON = 0.7m
I
N60:= 7 correction for very dense fine silty sands, N'60:= 15 + -(N60 - IS)
2
N'60=1I
Mean soil un~ weight, y:= 120.pcf
Overburden pressure at footing elevation, 0' vo:= DrY
o'vo = OkPa
Average Footing Pressure,
3
q:= I.S.ksf q= I.Sx 10 psf q=71.8kPa
calculated coefficient of vertical compression,
m '-
v.-
1.7
.MPa
N'601.4
Calculated Immediate Settlement,
( 2,) -2 2 4
Sc:= DN.mv' q - 3"0 vo.kg .m.s
Sc = 2.934 rnm
Project: 160.03
Client: Dave Duncan Construction
K & A Engineering, Inc.
. June 4, 2004
i
. i
!
_,.. ...... "",".&.nUI,.&.L..1,;,1J I"",
.....,.1 I~UIU'I,
mMl.'D.U~ IUouuj
rf\UC t:./'+
.. ..
PUBLIC WORKS OEPAFrTMENT
ADMINISTRATION
ENGINEERING DMSION
ENVIRONMevTAL SERVIce; DIVISION
MAINTENANCE DN/SION
TRANSPORT.4T10N DIVISION
TECHNICAL SERVICES ONlSION
225 FIFTH STREET
SPRINGFIELD. OR 97477
Wllw.cJ.springflllld.or.usldeptpw.hlm
www.cJ.sprfngfield.of.US
LAND & DRAINAGE ALTERATION REVIEW
PUBUC WORKS DEPARTMENT
CITY OF SPRINGFIELD, OREGON
LDAP PROJECT: 926 Sunset Dr.
SITE ADDRESS: Lot 6608 Map 17.03-34-11
926 Sunset Dr.
DATE: May 28. 2004
SITE PLAN: Type 1
JOB#; SHR 20~38
PLANNER (POC): liz Miller, Planner Aide
Springfield Planning Department
PREPARED BY: Eric Walter, P.E. Civil Engineer, Public Woltes Dept.
Bob Ketwlg, Engineering Tech IV, Public WorIc& Dept.
Don Moore, COnstruction RepresentatIVe, Building Dept
REVIEW DOCS: ka Engineering GeofBchnical Report (wi plan sheets Incorporated)
Document Dated May ii, 2004
STATUS: Anal Correction Letter
r
Applicant:
Dave Duncan
541-687.2013
405 Uncaln Street
Eugene, OR 97401
Tbe above applicstion was nwiewed by the Public Worlar Engineetfng- Land
Development Section for Land and Drainage Altelillion Permit (LDAP) . '.."..~ '.. , , ems.
T1re LDAP submittal was also reviewed by the Building Department for bUuding retated
i$$fies /Since the LOAF' plans BIId geot.&chnlca/ report Incfuded teQUkements and detans
telamd to th~ building foundation. 1lJe corrections listed below are a result of this
nMew. Plans and documentation must be tiubmitted ac)':'. . .....f."gthe foI.lowlng
comments (please Nots: .. f. ~:' Mal co ,. ~:" . .lIS may be .... .......sry If revised and/or new
information is teSUbmitted): .
OWner(s):
Douglas Buttler
880 W. 18115 Ave.
Eugene, OR 97402
, Public Wcri:s LDAP staff Review Comments:
1. Please Include in the geotechnical report an analysis of the overall site stability revlewing the
potential for rotationalatide. ,This anaI~is is being requested due to the numerous proposed
vertlcal cuts along the steep hillside, particularly at the lower end of slope, and the co. ....\ ,;'..led
surcharge loading.
ADMINISTRATION ITECHNIOAL SERVICES I ENGINffRlNG: (541) 726-3753 . FAX (541) ~1021
MAINTENANCE: (541) 726-3761 . FAX (541) 726-3621 . TRANSPORTATION: (541) 726-S753 . FAX (541)1726-3781
ENVlRONM8VT.4L SERVICES: (541) 726-3694 . FAX (541) 726-2309 '
... ...,. _, I.....Ul...____... ""
. ,~ .' . .
-'.. .--...-.,
..... -- .... .-.--,
2. Submit detaUed requirements for retaining wall back drain requirements in the geotechnical
report and prollide concurrenoe Ietler that those back dlllin details have been incorporated Into
the buDding ......, ...L...cIion plans.
3. The grading plan (Plan sheet 4) as 6Ubmilled is Incomplete. This grading plan does not include
existing contour elevations and does not Include retaining wall locations. Please submit
complete grading plan contour Info. .....t:wn and aD required site retaining walls for permanent
record. Note the grading plan scale may not be sufficient for "...~.....sa!Y clarity.
4. It appears there are conflicts between Infonnation being submitted for the lDAP application With
the documentation that was submitted for the Buillfmg O".......lI..ent application for pennlt. Please
see comments fi'om the Buikfmg Depsrtment below. All conflicts must be resolved between the
Public Works LOAP application and Building Department apprlCation before an LDAP penna can
be Issued.
Building Department Review Comments:
5. The buDding permits for this project were essentiaDy complete, and have been for several
months; however site condItiOns aeated by unauthorized excavation of the 6ite have aeated
additional concerns for the proposed building foundation.-
6. The building plans submitted to the City for permit review do not have any reasonably accurate
section drawings through the building that show the actual or ...... .....,J relationship between
the terraced excavation and the proposed location of sbip footings to be placed upon those
terraces. The requirements of the Residential BUilding Code (2003 One and Two Family
Dwelling Code) shaD govern regarding the location of footings near steep slopes. Please
prollide accurate building sections showing the excavated grades and locations of proposed
footings.
7. Section R403.1.9.2 of the referenced code deals with footing ~~ requi...",....lllfrom
descending slopes (in this case the descending slope is almost vertical at each terrace). The
Code states "Where the slope Is steeper than one unit vertical in one unit (ow.:..... .lal (100-
p.....u"..; slope), the required setback shaD be measured from an Imaginary plane 45-degrees to
the horizontal. projected upward from the toe of the slope." In other words, no portion of the
footing shall bear on the upper terrace grade closer to the slope than the 45-<1egree plane
extending upward from'the toe of the slope. The locations for t'.ut'~..ad footings do not appear
to comply with this provision. Please correct.
8. The Code provides for possible alternate k::....,;I... and clearances. Section R403.1.9.4 states
"Altsrnate setbacka and clearances are permitted, subject to the approval of the buDding
official. The building official /$ pennitted to require an Investigation and recommendations of a
qualified engineer to demonstrate that the intent of this section has been sa1lsfied. Such an
Investigation shaD include consideration of material, height of slope, slope gradlent, load
intensity and"," _,Ln chara.;t".I..;;.... of slope material." None of these parameters for alternate
setbacks have been add..._..J.
2
,nl ,",I. _. IILnul....L.oL..U I "J
. .
........, I loIloII U'I J
"~, ~\oI ~..,. 'UO\oluJ
,,.,\01.... ...,....
9. If the applicant intends to place the interior sbip footings at the top outside edge of the
terraces. as It would seem from field observation, then an Investigation by a qualified engineer
shall be submitted to the building official for review. Please provide the appropriate required
infonnatlon in an investigation report from a qualified engineer if an alternate solution to the
code requirements Is desired.
Resubmit four (4) sets of WY., ....... J grading I plot plafl!l addressing the above
requirements.. "you have any ql. ,~,;~. JJS or if City staN can provide further assistance
with your application, please contact Eric Walter, Civil Engineer Ed (541) 736-1034 or
Robert Kettw;g, Engineering Technician III at (541) 726-4615, or Don Moore,
Construction Representative at (541) 726-3623.
& u/a.k
~~
Eric Walter, P.E. Civil Engineer
Public Wor1<s Engineering
Don Moore, Constructicn R..."'.........lative
BuDding Depa ~.;.. :
3