HomeMy WebLinkAboutMiscellaneous Plans 2005-2-26
CITY OF SPRINGFIELD
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Development Services Department
Building Safety Division
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Residential Plan Review
JOB ADDRESS 33~r FAIAw ~ClTY JOB#: C.01H2605- 00/5"'7
OWNER: f{IVtS<. VAllEY 8/.,l))(.5. PHONE: 5"1/. 7~o- 7~~1
CONTRACTOR: CJl;JNf!lZ PHONE:
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
Constmction Most Commonly Missed Items". A corresponding number is marked on your
plans for any items listed below where applicable.
All references are to the 2003 Oregon State One and Two Family Dwelling Specialty Code,
(2000 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.
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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:
<..lA-scx ) ~}f PHONE: 72 ~ - :J (; 2 ~
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Review cantered on 2/:l-.fO ~S-
See the attached "RESIDENTIAL CONSTRUCTION REQUIREMENTS
CHECKLIST" by Professional Code SeNices of Springfield, OR. for
references to notations marked in red on the drawings
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R304 Minimum room areas: Every dwelling shall have one habitable room not less that 120 sq. ft. with a kitchen not
less than 50 sq, ft. Other rooms shall have an area of not less than 70 sq. ft. No habitable rooms except kitchens
may have a dimension less than 7'.
R305 Habitable rooms, hallways, bathrooms, laundry rooms, and basements shall have a ceiling height of not less
than 7'. - (Consult inspector for exceptions.)
R307.1 Bathroom fixtures shall have the following clearances: Water Closet - 21' in front and 30' wide with a
minimum 15' to sidewall or tub; Lavatorv - 4' clear at side and 21" at front; Showers shall be a minimum of 30' x 30'
with 24' minimum clearance in front; Tubs - minimum 24' clear at open side.
@ R308.4 Provide safety, tempered, or shatterproof glazing in specified hazardous locations. - (Consult inspector as
needed.)
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RESIDENTIAL CONSTRUCTION REQUIREMENTS CHECKLIST
These regulations shall be incorporated into this project in addition to any requirements appearing on the construction plans.
Circled regulations are of significant importance. The approval of plans and specifications does not permit- the
violation of any section of the building code or other city ordinance or state law.
References are to the State of Oregon 1 & 2 Family Dwelling Specialty Code which is based on the 2000 IR~ as
adopted & amended April 1, 2003, unless noted otherwise.
BUILDING PLANNING
R106.3.1 Approved plans and construction documents shall be kept on the job-site at all times.
R109.1.6 A final inspection shall be requested once all work and corrections have been made - prior to occupancy.
R105.2 and NEC Permits for all electrical work shall be obtained at r _ ,,'/
DOC.PS-20 All framing lumber is assumed #2 grade Douglas Fir or equivalent unless otherwise noted (except studs
and plates). All siding and other manufactured wood products shall comply with the manufacturer's
installation requirements and must be used only according to their listing. Inspector must be provided with
installation instructions at time of framing and final inspection.
R303.1 Provide glazed area not less than 8% of the floor area of habitable rooms; 4% of required area shall be
openable.
R303.3 Bathrooms, water closet compartments, and similar rooms shall have a minimum window of 3 sq. ft - Y. of
which must be openable; or provide an exhaust fan to the outside. Rooms 75 sq. ft. or less shall have a minimum
exhaust rate of 50 CFM. Rooms greater than 75 sq. ft. shall have an air change every 12 minutes or 20 CFM
minimum.
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11. R309.1 Openings from a garage directly into a room used for sleeping purposes shall not be permitted.
. 2465 Corral Drive' Sprin9Jie(d, Ore9on 97471 1 Office: (541) 746-5484 ' Fax: (541) 746-5431
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13. R309A Carports shall be open on at least two sides - otherwise it shall be considered a garage.
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R310 Sleeping rooms and basements with habitable space shall have at least one emergency escape and rescu~ .
window or exterior door- Egress windows shall have a maximum sill height of 44' above the floor; have a minimum'
net clear opening of 5.7 sq. ft. (5 sq. ft. at grade level); a minimum clear height of 22' and a minimum clear width of;
20'.
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15. R312 There shall be a floor or landing at the top and bottom of each stairway. The required landing on the interior
side of exterior doors shall not be more than 1 y.' below the threshold. The exterior landing at required exits shall not
be less than 8' below the threshold with a landing the width of the door or stairway and 36' in the travel direction. If
the door swings out, the landing shall not be lower that 1 y.' below the threshold.
R314.1 Stairways shall be a minimum of 36' in width above the handrail and have a clear width of 31'!.' at and
below the handrail. Handrails shall not project more than 4'!.' into the required width; headroom shall not be less
than 6'-8'; maximum riser height is 8' and the minimum run is 9'; the greatest riser height or tread depth shall not
exceed the smallest by more than 318'; the greatest nosing projection shall not ",,,,,,,..J the smallest by more than 3/8'
including floors and landings; risers/steps shall not be less than 4'. Enclosed useable space under stairs shall be
sheathed with minimum y.' sheetrock.
17. R314.4. 314.5. & 314.6 Winders, spirals and circular stairs have very specific requirements. (See attached detail)
~ R315.1 & 315.2 Handrails shall be mounted between 30' and 38' above the nosing of the treads on at least one
side of all stairways with four or more risers. Handrails shall have a cross section not less than 1 y." nor more than 2
5/8' and shall be continuous the full length of stairways from a point directly above the top riser to a point directly_
above the lowest riser. Edges shall have a minimum 118' eased edge. .'
119.\ R316 Porches, balconies, or raised floors more than 30" above the floor or grade below shall have 'guards' not less
\.:7 than 36' high. Open sides of stairs shall have a guard of not less than 34' high. Any omamental pattem of guards
shall not allow a sphere greater than 4' to pass - except on stairways, which may pass an object not. 9reater than 5'.
Guards and handrails shall withstand a 200-p0und load in any direction at any point per section (301.4).
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@ R317 Smoke alanns shall be installed; in each Sleeping room; immediately outside of each sleeping 'area'; and on "
each floor, basement, or habitable attic. Multiple alanns shall be interconnected within individual units. Required
smoke alanns shall not be installed in a garage, kitchen, or area below 40' F. Ionization type alanns shall not be
horizontally closer than 3 ' to a kitchen door, bathroom door containing a tub or shower, or the supply register of an
HVAC system. - (Consult inspector regarding alterations, repairs, and additions per 317.1.1).
21. R321.1 & 321.1.1 Two-family dwelling units shall be completely separated by wall/floor assemblies of 1-hour fire-
resistive construction including supporting construction. Fire-walls shall extend to the underside of roof sheathing.
Sound transmission control shall be per appendix K. - (See attached details.)
22. R321.2 'Townhouses' shall be considered separate buildings and shall be separated by two 1.hour fire-rated wall
assemblies (see Section 302) extending from the foundation to a point 30' above the roof surfaces. A common 2-
hour fire-rated wall is pennitted if it does not contain plumbing or mechanical equipment. Ducts or vents are not
allowed within a common 2--hr. wall cavity. - (Consult inspector for other options and/or see attachments.)
23. R321.3.1 & 321.3.2 Through penetrations of fire-walls shall be protecled by an approved fire stop system. Steel
electrical boxes not exceeding 16 sq. inches or 100 sq. inches in any 100 sq. ft. of wall shall be separated by a
horizontal distance of not less than 24'; a distance not less than the depth of the wall cavity when filled with insulation;
or molded fire blocking. 2--hour rated electrical boxes shall be installed per listing.
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R323 Protection against decay shall be as follows: (A) Ensure minimum 18' and 12' to bottom of wood joists
and girders respectfully; {B) Provide pressure treated wood at sill plates that rest on masonry or concrete exterior
walls; (C) Sills and sleepers on concrete or masonry slabs in direct '''''''''~~ with the ground shall be pressure treated
unless separate from slab by an approved impervious moisture barrier; (D) Ensure a minimum of y.' airspace at tops,
sides, and ends of girders entering concrete or masonry walls; (E) Maintain a minimum of 6' clearance to grade for
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untreated siding, sheathing, or wall framing; (F) Wood structural members supporting concrete garage slabs shall be
pressure treated unless separated with an impervious membrane.
@ R323.1.2 Structural building supports, balconies,. decks, and ,porches exposed to the weather shall be pressure
treated or wood naturally resistant to decay.
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R323.1.3 Posts and columns embedded in concrete or in contact with the ground shall be pressure treated and
labeled for ground contact.
R301.2.4 & 327 Comply with flood resistant construction as required. (Consult Inspector)
FOUNDATIONS
@ R401.3 Slope grade away from the foundation a minimum of 6' within the 1st 10' - or other approved methods
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29. R401.4 Areas likely to have expansive, compressible, shifting, or other unknown soil conditions may require a soils
test by an approved agency. Recording and documenting shall be per ORS'455.440.
R403.1.1 & Table 403.1 Footings, and stem walls shall be as follows: 1-story = 12" wide 6' thick (6' thick foundation
wall); 2-story = 15' wide 7" thick (8' thick foundation wall); 3-story = 18' wide 8' thick (10' thick foundation wall). All
continuous and isolated pad footings located outside the foundation wall shall extend below the frost line.
R403.1.7 Provide approved rebar system for electrical grounding in footings.
R403.1.8 Install W diameter anchor bolts embedded a minimum of 7' into concrete or masonry at 6' on center
maximum including interior braced wall lines. Two bolts are required.foreach'plate and must be located within 12'
from ends. In seismic design category D2, a 2' x 2' square or 2%' diameter x 3/16' thick plate washers are required.
Anchor bolt spacing for 2-story structures in D2 shall be at maximum 4' on center.
- 33. R405 An approved drainage system shall be provided around concrete or masonry foundations retaining earth and
enclosing habitable or useable space.
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. 34. R406 Foundations enclosing habitable or useable space shall be damp-proofed in an approved manner. Areas with
a high water table or severe soil-water conditions shall be water-proofed. . . .-
35. R408 Provide underfioor ventilation at 1 sq. ft.l1500 sq. ft. of underfioor space. Minimum openings shall be within 3'
of each comer and shall provide cross ventilation. .
36. R408.3 A minimum 18' x 24' unobstructed access opening shall be provided to all underfioor spaces.
FLOORS
@ R502.4 Joists parallel and under bearing partitions shall be doubled - or provide a beam/girder of adequate size.
@ R502.6. Ends of joists, beams and girders shall have not less than 1 W bearing on wood and a minimum of 3' bearing
on concrete/masonry. Joists meeting over a bearing support shall lap 3' minimum and be nailed with three 10d nails.
39. R502.8 Drilling and notching of joists and beams shall not exceed attached detail sheet Engineered products shall
not exceed manufacturers limitations.
40. R506 Concrete slab-onilround floors shall be a min of 3W thick; placed on a minimum 4' base course of sand or
gravel, under 6 mil black polyethylene sheeting, lapped 12' at joints - or an approved equal. Consult inspector for
exceptions.
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WALL CONSTRUCTION
R602.3.2 & 602.11.2 Double top plates shall be offset at splices a minimum of 24" and nailed with eight 16d nails (4'
per side). Top plates in braced wall lines shall have a minimum sixteen 16d (8 per side).
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R602.6 Notching of exterior or bearing walls shall not exceed 25% of its width; non-bearing walls may be notched a
maximum of 40%; drilled or bored holes in any stud may be a maximum of 40% of its width. The hole shall not be
closer than 518" to edges.
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43. R602.6.1 Notching of top plates in exterior or bearing walls greater than 50% requires a minimum 1'h' 16 gauge steel
splice across notch and nailed per listing.
R602.8 & 602.8.1 Provide fire blocking as required. Materials may be l' nominal solid wood; %' sheathing; 1/2'
sheetrock; or unfaced securely packed insulation extending 8' above and below obstruction.
45. R602.9 Cripple walls supporting one floor may be 2 x 4 at 24' on center. Cripple walls greater than 4' high or
supporting more than one floor shall be minimum 2 x 6 at 16' on center. Cripple walls less than 14' at exterior walls
or interior braced wall lines shall be sheathed on one side from top plate to bottom. ' ,
@. R602.10 Ensure adequate lateral wall bracing as depicted on plans or as required. Seismic design categories D1, D2
& high wind requirements shall also comply with section(s) (603.8.2) and (603.8.3). - (See attached details.)
WALL COVERING
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47. R703.2 Weather-resistant asphalt-saturated felt or other approved membrane materials. free from holes and breaks..
shall be applied over exterior wall studs or sheathing. Felt shall be applied horizontally. The upper layer lapped over
lower layer a minimum of 2'. End laps (vertical joints) shall be minimum 6'.
48. R703.7.4 Masonry veneer shall be laid up with a continuous #9-gauge horizontal wire at 18' on center vertically in
seismic categories D1 & 0:1. The wire shall be secured with approved metal ties spaced at 24" on center horizontally
and shall not support more than 2 sq. ft. - 314 sq. ft. in category C. Additional ties shall be spaced at maximum 3' on
, center around openings greater than 16". Inspections are required for installations over 4' in height. ~
@ R703.8 Provide flashing above window and door openings, at horizontal to vertical intersections, and as noted on
plans.
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ROOF.CEILlNG CONSTRUCTION
R802.10.1 Wood trusses shall be designed, manufactured, and installed, to comply with approved standards.
Complete truss specifications shall be provided at time of delivery and remain on the job-site with the approved plan
until final inspection. Approved truss tie-down devices shall be installed as required in Section (802.11). Brace gable
ends at flat studs exceeding 6' high.
51. R806.1 Enclosed attics. to include rafter spaces at vaulted ceilings, shall have cross ventilation of a minimum of 1 sq.
ft.l150 sq. ft. of attic area. 1 sq. ft.l300 sq. ft. is permitted with the installation of a vapor barrier or ridge and eave
vents with an approximate ratio of 50/50.
52. Ra07 Provide a minimum 22 x 30 attic access opening in a readily accessible location such as hallways. A
minimum of 30' headroom is required at access.
53. R905.2.4 Install asphalt shingles in accordance with manufacturers instructions and this section.
54. R905.3 Install clay, concrete, or listed roofing products per manufacturers instructions - verify proper dead load.
55. R905.7 &905.8 Wood shingles/shakes shall be installed as approved. #1 grade is required except when taper sawn.
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CHIMNEY I FIREPLACE
"56. The owner/general contractor may be required tol coordinate a pre-amstruction meeting with the mason and building
inspector for the construction of new masonry fireplaces - (see attached details and code references.)
"57. R1001.8 & 1001.9 Existing masonry fireplaces fitted with a listed/approved fuel-buming insert shall have the masonry
:. chimney relined with materials compatible with the type of fuel utilized per manufacturers instructions.
~ R1002 & 1004 Wood stoves and factory built chimneys and fireplaces shall be listed/approved and installed per
V manufactures instructions. Installation instructions shall be on job site.
59. R1005 Provide sufficient exterior air supply to ensure proper fuel combustion.
ENERGY
60. N1104 All heated areas shall comply with one of the prescriptive paths r , l as designated in table N1104.1(1).
61. N1104.2.1 Providelinstall insulation baffles at eaves to maintain minimum 1" clearance prior to framing inspection.
f'62\ N1104.2.4 Recessed light fixtures installed in cavities separating heated and unheated areas shall be IC rated.
V The trim piece shall be gasketed or caulked to prevent air leakage. The fixture shall also be rated for no more than
'two cubic feet air movement per minute' or be installed within an airtight box - (Consult inspector/see attached detail)
63. N1104.7 Slab-on-grade floors shall be provided with rigid R-15 insulation. - (See attached details.)
@ N1104.8.2 Caulk and seal alljoints and penetrations in the exterior siding -'including overdriven nails.
65. N1104.9.1 Approved vapor barriers shall be installed on the warm side of insulation as required.
- 66... N1104.9.2 Provide 6 mil black polyethylene ground cover lapped 12' at joints and extending 12' up foundation wall.
Conditioned slabs shall have the same or equal.
. 67. N11005.2 Heating ducts outside of the building envelope, including HVAC register boots, shall have minimum R-8
insulation.
MECHANICAL
68. M1305.1 Appliances shall be accessible for inspection, service, and replacement without altering permanent
construction. A 30' x 30' working space shall be provided at the controVservice side. Attic installations shall be within
20' of attic access. A 24' wide catwalk shall be provided to the appliance as needed.
69. M1305.1.3.1 A light and electrical outlet shall be provided at each appliance. The operating switch shall be at the
access opening.
70. M1307 Appliances shall be listed/labeled and installed per manufacturers instructions, which shall be on job site.
~ M1307.3 Appliances located in garages shall have all sources of ignition located not less than 18' above the floor.
72. M1307.4 Fumace and water heaters installed in a garage/carport shall be protected from automobile impact by the
use of a minimum 2' diameter concrete filled steel pipe embedded 12" through the slab or equal. (See attached
detail.)
73. M1401.4 &1403.2 HVAC equipment installed outdoors shall be listed for exterior applications and installed on an
approved platform 3' above grade.
r-,~ M1411.3 Condensate from appliances shall be piped to a conspicuous/approved location. An auxiliary drain pan
l:) shall be provided where damage to any building component may occur.
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M1501 Clothes dryer ducts shall vent to the outdoors through rigid, smooth metal ducts. Joints shall be run in the
direction of flow. Ducts shall be provided with a back draft damper. Maximum length shall be 25'. Note that 2W shall _
be subtracted from the maximum length of 25' for each 45' elbow in system and 5' shall be subtracted for 90' elbows.
@ M1502.1 & G2445 Range/exhaust hoods shall vent to the outdoors through a single wall, airtight duct installed with a c
backdraft damper. Commercial cooking appliances shall not be installed within dwelling units.
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n. ChaDter 17 Provide adequate combustion air for fuel buming equipment while maintaining the building envelope:
PLUMBING
P2702 The maximum water consumption used for new plumbing fixtures shall not exceed: Toilets - 1.6 gallons per
flush; Urinals - 1.0 gallons per flush; Interior Faucets - 2.5 gallons per minute; Showers - 2.5 gallons per minute
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79. P2707 Ponds, aquaria, fountains, and similar constructions with water supplies shall be protected from back-
siphonage.
@> P2708.2 Where fixtures come in contact with walls or floors, the join~s) shall be made watertight with approved caulk.
81. P2710 Shower stalls of any shape shall have a minimum finished interior of 1024 sq. in. and shall also be capable of
encompassing a 30 inch diameter circle. Consult the building/plumbing inspector for requirements, regarding site-built
.shower compartments.
82. P2711 Whirlpool bathtubs shall have a removable panel to access the pump. The pump shall be located above the
crown weir of the trap and the pump & circulation piping shall be self-<lraining.
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@ P2715 All shower heads/control valves shall be equipped with a pressure balance or thermostatic mixing control
valve set or adjusted per the manufacture~s instructions for a maximum mixed water setting of 120 degrees.
@ P2805.3 Water heaters shall be provided with a combination pressure/temperature relief valve. The discharge pipe
shall not be smaller than the outlet, shall not be trapped or threaded, and shall terminate in an approved location.
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@ P2809 Water heaters installed in seismic design category 01 and O:! shall be strapped to resist horizontal
displacement. Straps shall be at 1/3 points with the lower strap a minimum of 4' above the controls. Fuel buming
water heaters shall not be installed in sleeping rooms, bathrooms, closets or rooms opening into these areas unless
listed & labeled as direct vent appliances.
86. 2810.7 Water heaters located in attics shall have a corrosion-resistant watertight pan installed beneath it with a
minimum Yo' drain to an approved location.
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P2903.5.6 Hose bibbs shall be protected with a listed non-removable frost-proof backfiow preventer.
P2908 The minimum water pressure after allowing for friction and other pressure losses is 15 p.s.i. Approved
pressure regulators shall be installed, with strainers, when the water pressure could exceed 80 p.s.i.
89. P3007 Cleanouts shall be installed as required. - (Consult inspector.)
90. P3107 Vertical wet venting is allowed under certain circumstances. - (Consult inspector.)
91. P3108 Island venting shall be installed as required. - (Consult inspector.)
P3208.2 Storm/rain drains shall be ABS Schedule 40, PVC OWV, or other approved materials. They shall not
interconnect with subsurface sewage systems, foundation drains, or footing drains. If rain drains are interconnected
with underfloor drainage pipe, an accessible backwater valve shall be installed. The connection shall be located at
midpoint of driveway or other pre-approved location. Pipe shall be properly bedded or supported, sloped a minimum
W per foot, and be installed with an 18 gauge continuous tracer wire.
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K " A Engineering, Ine.
P.O, 80123624, Eugene, OR 91402
521 Madel St., Suite B, Eugene, OR 91482
(541) &84-9399 Voice
(541) 684-9358 FAX
l'nginl'Hing
February 28, 2005
Project 36.05
River Valley Builders
P.O. Box 832
Sweet Home. OR 97386
Subject: Shearwall Framing
Proposed new single-family residence
3369* Falcon Dr.
Springfield, Oregon
As requested. we are providing this letter to clarify our interpretation of the Stale of Oregon 2004 Structural
Specialty Code regarding Table 2306.3.2.1 . Allowable Shear for Wood Structural Panel Shear Walls with
Framing of Douglas-fir-Larch, or Southem Pine for Wmd or Seismic Loading.' This code requires that, for
shear wafls having shear design values exceeding 350 pounds per lineal foot (ASO), all framing receiving edge
naUing shall not be less than a single :Hnch nominal member.
Forthese shear wailS. we spe(:ify 3-inch minimum sized members. The end studs are to be solid 4x (surfaced
dimension of 3.5-inclles) members. local practice (i.e. local building officials) IJjIve approved the use of 2 - 2x
top plales (which are not technically one member but provide a nailing surface greater than 1 - 3-inch ,,""..;,...
. as per code) as long as the top plates are nail laminated. Similar1y, the bottom framing "member' ot a shear
wall consists of an assembly consisting of either 1) the wall bottom plale and sill plate or 2) wan plate. rim joist,
and sill plate. either of which combination provides a greater nailing surface than the minimum code-specified
3-inch member.
We recommend acceptance of conventional shear wall framing, as described above, by the local building
official because it meets the intent and structural requirements of the current building code.
Sincerely,
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MiChael Rem I P.E.
K & A Engineering, Inc.
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:. "/\' 1. j~~, lIiS .1
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=-
fA. ~
V. <'"I:'
...;..~ : LI 0,1:/"-
11..~/I //V.
/...-/ ,I
_.. ."'"-1'
4J'r;J...u..f~ /..:..~,f...r;...J..~./!.-
/i,;..-;:;.r -=
--;.. .j../:IIV_ rJpri 1".' ftI,
k/.:'.~~~ =-
~'7'
I.,r-
'!,.17 A'-
=
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JobNa ~,.. <"
Date -yh_y / D <-
r ,.
Oienl I (., :.1'; r~. v'~... :'-L--" .
O. ~3S
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P. <J'1"
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~ ~ 111474 4 ~
,;~),
~~ ~
~~':lI""'~
~ DElIrN'!o~~
EXPIRESJ f 31 /;:;6
r
O~ription ~~:. ~ :::,,:....., r n"-' .'J't.
.:~, , ".",".r.}f . Sheet
; :: .'~..
fe'; {C.:.-
-,' t
I . f''''
i '
f jl't
:.: ,/-!",,,-
/-- / lr-
/o-I.,c.;-
.
I of "-
/'
Description
Beams
T1lJc : The Aspen B
D.gnr: ceo
Dcsc:ripIion : 3369 FalaJn Orive
Job_ 36.05
Dale: 1 :50PM. 28 FEB 05
Scope :
Timber Beam & Joist
...........-c.~...:..ll
.-.._........~....--_.~ .
I Timber Member Information
~ ReI: 199712001 NOS, 2000/2003 IBC. 2003 NFPA 5000. Base allowable" al8 user defined n
bin ] bill 2:
K & A Engineering, Jnc.
P.O. Bolt 23624
Eugene, OR 97402
(541)68M399
(541)684-9358
I-~~~~~
Timber Soction
e..m 'McI1II
B..mOelllll
1.0: Unlltated Lenglh
Tim.." Gtade
Fb. B.asicAUow
Fv - Basic Allow
E-.: Madulus
Load 0_ Faca
_Type
Repetitive Status
lc;!;;ter Span Data
Span
Oeed L.oad
lNe Load
-.---
i Results
Mmax G Centor
@x-
11>:_
Fb,_
lv:_
Fv:AUowable
, Reactions
@ Ul/l End DL
LL
Malo. DL<LL
@ RighI End DL
LL
Mmc. DL <LL
l.DefIections
GenIIlr DL Deft
UDeft Rallo
COrlIar LL Deft
UDeft Ratio
Center T oloI Deft
loco.llan
UDall RaUD
5.1Z9ll12
b1 6.125
In 12.000
ft 0.00
JDuaI;IsRr.ZCfp
IN
psi 2.400.0
pel 240.0
ksi 1.eoo.O
1.156
G1uLam
No
~ 14.00
fI/ft 30-4.00
IIIltl 548.00
-
RiJ1io= 0.7379
'"1:1 2SOA9
7.00
psi 2.036.5
psi 2.7'60.0
-......
psi 125.7
pol 276.0
-...
::1
lbo,
51
. .,_....:...---...~_...
.."
3.500
9.250
0.00
-,"-
..""....
900.0
180.0
1.600.0
1.150
-
lID
1~0
54.00
90.00
-...-- ...... .....------...-----..---.--- ....-----
0.6350
~
---.-..----.-1]
39.37
6.75
788.7
1.242.0
-...
40.0
207,0
_OK
~
2.128.00 364.56
3.836.00 607.50
5.964.00 912.00
2.128.00 364.50
3.836.00 607.50
5.964.00 972.00
..----.
ROUD OK Dofk!dion OK
ml
ut!
inl
Itl
~
-0.198 -0.109
849.3 1.'82.7
-O.~7 .0.182
471.2 889.6
.0.554 .0.291
7.000 6.750
303.1 566.0
LA-<- c
S"ji1>--n- '"2.-- J '-
o
-'" ..-..,
'ka
engineering
r
geotechnical/civil
engineering
Eugene, OR 97402
541 684 9399 541 684 9358 fax
Project: The Aster B
Client Grea Larkin
Job No: 36.05 Date: 2/18/05
Sheet: 1 of 2
,
z
o
u;
z
w
::;;
c
it
C2
w
>
o
...J
W
u::
20'
- 2' i 16' I 2'-
r 3.125" x 15" 24F-V4 GLUlAM I SIMPSON MST37 STRAPTlE
, EACH END OF FRAME (TYP.)
_ _ _ '~1:-'-_-"".r---=--~=--~---- --z'''~7~''=''= --- :,:-"",-,F--'1225 4 TOTAl
:;;e:;t_z .:..:;t..;r ~ :L;/:_ L;;L. =Xx .I:'.:L__1Y-....::.=E::::LL';,x _ _._:::.:::=t::.-_:t:F:;:;:;l_~ti..::_zSc - ::c. -
o > 4x4 DFIL No. 2 r~; >1 / SHEATH BOTH SlOES OF
, / END STUDS (TYP.) . , / PANELS ACCORDING TO
; -:; , 4 TOTAl ~ ,~, ;;;' SHEARWAlL SCHEDULE
0- /,' '" SIMPSON HDD8 /, .;
, , / ~ HOLDOWN (TYP.) ,/, /
'/,/, W 0 '/',
,/ ,~- 0.. 4T TAl~,'/ /,'
, / -' ~ SIMPSON SS1828 .'/ /, <r
/,' N
, " ANCHOR (TYP.) , / /
4 TOTAl -------. ~
CONC. SLAB ~
,
CONC. STEMWAU J'l
CONC. STRIP J 00
FOOTINGS
f1\ PORTAL FRAME - PF1 - DETAIL
~. 1/4" = 1'.0"
CD
HEADER(S) -~ /SHEATH ONE SIDE OF
(BY OTHERS) SHEARWAU AROUND
OPENINGS AS SPECIRED IN EXPIRES
n SHEARWAlL SCHEDULE
. - j/ /~I /~"7";;/: ;;:. ;/' :;/;L~rf < ~~ ...-CONT. BLOCKING AND CS16 STRAPPING
. /- / /o'-~, ;-' '/ """~"I' ,. A/A?' OVER TOP AND BOTTOM OF OPENINGS
// 'f: f' l'I.j ;/ !;/~ /- /- EXTEND RJLL WIDTH OF SHEARWAU
. ~/ ,/;/, ;/ ;::1 '/" ~ ~;: : NAIL STRAPPING THROUGH SHEATHING
:.~ /. .,:/ ',;. '/ ~ }/ ;//. TO BLOCKING AND OPENING FRAMING
// / / / . / ~. /- //
/, / ~ //:: , /: , //, f:. /';, : 7 HOLDOWNS AND ANCHOR
, ~'-:.:~,;. ;// ~ ' '/ I ~;/ /7 ::// BOLTS AS SPECIRED IN
;;-:: /0 // //. // -' /. /,;;. >;:: : -' ; SHEARWALL SCHEDULE
l+t::>. ~I'//>::-;:: //_, //
. 1/, . -' / / , '/ /; //1 J-BOLTS AS SPECIRED IN
-------- ~ SHEARWAU SCHEDULE
SHEARWAU END STUD~ MIN. 7" EMBEDMENT IN CONC.
AS SPECIRED IN
SHEARWAU SCHEDULE
TYPICAL PERFORATED SHEARWALL DETAIL
NTS,
, . ,
SHEARWALL SCHEDULE ~.r \'
r
~Qj 'J
Shear Wa I
Required 16d Framing
Design Base Shear Simpson Common 1IIIcknass at Sill enmCDCCI
Helgllt, Length, Lateral Load Holdown Capaclly, Holdown I Holdown Optional Edge J-Bolt Sill Plate Nail and at Panal ~.s :;, CD
No. II. II. Load, k l'tpe Reacllon. k Il/It Slraptle Ancher Sheathing 1 Edge Nailing Slaples Anchoraga Spacing Edges' CD CCI Q
5101 9.0 17.C' 3.S1 wind 1.02 0.224 PH02 S5TB16 15/32 APA Bd @6' D.C. N17@2.5'o.c. 1/2" Ola. x 48' D.C. 11 1.5-ln = ::I _.....
"".CD:;'CD
5102 9.0 16.3 7.78 wind 3.12 0.476 PH02 55T816 15/32 APA Bd@3"o.c. N17@0.75'o.c. 1/2" Ola. x 18' D.C. 4 3-ln lCIcCDn
!l Sl03 9.0 21.3 7.61 wind 1.00 0.357 PHD2 55T816 15/32 APA Bd @4' D.C. N17@1.25'o.c. 1/2" Ola. x 30' D.C. 7 3-1n Co> :zI CD =-
= ca::::!.=
Ii: 5104 9.0 21.5 3.81 wind -0.72 o.m N/R N/R 15/32 APA Bd@6'o.c. N17@4.0'0.c. 1/2" Dla. x 96" D.C. 12 1.5-ln ......::s -.
c "" n
... 5105 9.0 4.30 5ST820 15/32 APA Bd@2"o.c. N17@0.75'o.c. 1/2" Ola.x 16' D.C. 4 3-ln en <= CCI S>>
:; 7.5 3.98 wind 0.530 PH05 ""N _
PFl 15/32 APA- lOd@2"o.c. N17@0.5"0.c. 5/8" Ola. x 12" D.C. 2 3-ln -" -
6.5 20.0 3.80 wind 7.85 1.284 HD06 SST828 80th Sides ~ n
-.
co <
8.0' 1.881 1.5-In ""
5201 9.3 2.44 wind 0.284 M5T27 N/R 15/32 APA Bd (0)4' D.C. N17@11.75'o.c. 8 -.
1CI -
!l 5202 8.0 5.3 2.78 wind 3.701 0.522 M5T37 NIR 15132APA Bd~2"o.c. N17 @0.75'o.c. 4 3-ln Co>
en
Ii: S203 8.0 7.3 4.89 wind 4.001 0.666 MST48 N/R 15132 APA 1011 @2"o.c. N17 @ 0.5' D.C. 3 3-ln co
~ iit
~ 5204' 8.0 14.0 3.32 wind 3.281 0.444 M5T37 NIR 15/32 APA Bd@3"o.c. N17@1 1.0' D.C. 5 3-1n
!l' >c
OJ 5205 8.0 23.0 2.44 wind -0.911 0.106 NIR NIR 15/32 APA Bd@6'o.c. N17 @4.0'0.c. 12 1.5-ln
5206 8.0 16.3 3.32 wind 0.21 0.204 M5T271 NIR 15132 APA Bd (@6' D.C. N17 @2.5' D.C. 11 1.5-ln
1 Deslgnatlon shows sheathing !hlckness (Inches) and grade. APA = APA-Rated Sheathing. 51 = APA Structural 1 Grade Shea!hlng.
2 Minimum width offoundatlon sill plates end single framing members receiving edge nailing from abutting panels. Stagger nails on 3-1nch members.
3 Parforated shearwall. Openings must be reinforced. SEE TYPICAL FRAMING DETAIL.
SIMPSON PHD \
2x6 FRAMING HOLDOWN _I
@16"o.c. 1\ .
J~
. ~
47/8"
~
on
SIMPSON ANCHOR
OR ALL. THREAD
13/8"
/ 4x6 END
- .~ STUD
I __ EDGE
I NAILING
Co. -a
con"
c:r =:,g.
:zCDCD
_::on
:":r1'rT
."- -
wm-t
g! ?" ca ar
CDOC_
mU'1r--
r't Q)~
N l;l~g:
~:lCD
~
co
~~
U1
"',
f1\ TYPICAL PHD HOLDOWN DETAIL
~II = 'f..o"
,
/ .
.
Lateral Load Calculations
Defined
Units
ksi "toOO.psi kip" I OOO.lbf
-3 -2
pef" I.lbf.ft >sf" (bf.ft
- I
plf "Ibf.ft
kips" toOO.lbf
-2 -2
ISf " 2000.lbf. ft ksf " I OOo-lbf. ft
Input
Variables
Roof Deadload
Roof Liveload
Floor Deadload
Floor Liveload
Upper Roof Area (Horiz. projection)
Lower Roof Area (Horiz. projection)
Second Floor Area (Horiz. projection)
Wind1:
Exposure =
Importance Factor,l. =
Basic Wind Speed =
. Wind Stagnation Pressure, II. =
Horizontal Cq (lor walls) =
Vertical Cq (lor rools) =
Computed
Variables
. .2 f ft2
s~m =: In S e
DL,-:= IS'psf
LLr:= 2S'psf
D4:= 12'psf
LLf:= 4O.psf
Aru:= 1306sf
Aru:= 866sf
A2nd:= 11I6sf
B
1.0
80 mph
16.4 psI
1.3
-0.7
Seismic:
See attached calculations for seismic loads based on ASCE 7-02 as allowed by the 2004
OISSC.
1 Wind loads calculated based on the 1998 Oregon Structural Specialy Code (OSSC) as allowed in
section 1609.1.1 of the 2004 OSSC.
Client Greg Larkin
Job No.: 36.05
K If, A Engineering, Inc.
Date: 2/1812005
Page 1 of 2
y,~
Lateral Load Calculations
Wind:
Vector Projected Moment,
Height, It. Width ft Height, It. Ce Area, sf Vector, k k-ft Comments
0.0 40.0 0.00 0.62 0 0.000 0.0 Grade - Main Roar
5.3 40.0 2.63 0.62 210 2.776 7.3 mid-ht
0:: 10.5 40.5 7.88 0.62 210 2.776 21.9 Ceiling
0
'Iil 11.0 40.5 10.75 0.62 20 0.268 2.9
>
<D 11.5 40.5 11.25 0.62 20 0.268 3.0 Upper Roar
w
- 15.5 40.5 13.50 0.62 162 2.141 28.9 mid-ht
0::
e 19.5 42.0 17.51 0.64 162 2.215 38.8 Ceiling - Roof Eave
u..
26.3 36.1 22.79 0.70 264 3.928 89.5 mid-ht
33.0 30.3 29.53 0.76 224 3.631 107.2 Roof Peak
Base Shear 12nsf 15.23 k 292.2 k-ft
Resullant Location 19.2 ft.
Second Floor Shear 832 sf 9.77 k 235.5 k-ft
Resullant Location 24.1 It.
Vector Projected Moment,
Height, ft. Widthft Height, ft. Ce Area, sf Vector, k k-ft Comments
0.0 45.0 0.00 0.62 0 0.000 0.0 irade - Main Roor
5.3 45.0 2.63 0.62 236 3.123 8.2 mid-ht
0:: 10.5 47.0 7.89 0.62 236 3.123 24.7 Ceiling
0
~ 11.0 47.0 10.75 0.62 24 0.311 3.3
<D 11.5 47.0 11.25 0.62 24 0.311 3.5 Upper Roar
w
.. 15.5 45.0 13.49 0.62 188 2.485 33.5 mid-ht
'C
i:i5 19.5 34.0 17.41 0.64 180 2.456 42.7 eiling - Roof Eave
26.3 32.8 22.85 0.70 225 3.359 76.8 mid-ht
33.0 31.5 29.60 0.76 217 3.518 104.1 Roof Peak
Base Shear 1330 sf 15.56 k 288.7 k.ft
Resullant Location 18.5 It.
Second Floor Shear 834 sf 9.33k 223.7 k-ft
Resultant Location 24.0 It.
Client Greg Lar1<in
Job No.: 36.05
K & A Engineering, Inc.
Date: 2/1812005
Page 2 of 2
riJ
K & A Engineering, Inc.
P.O. Box 23624
Eugene, OR 97402
(541) 684-9399
(541) 684-9358
I ~W...k.59.V...5.BO.I__2Oll3 ASCE 7-02 Earthquake
(c)1983-2003 ENERCAlC f ... H ... Softwate
r --~---- --...
Description
Title: The Aspen B Job # 36.05
Osgnr: Chuck Du Fau~ Date: 2: 11 PM. 18 FEB 05
Oescrlption : Two-Slory, Single-Family Residence
Scope :
Load Calculations
36.05.ecw.~~~ ~
OCCUDanCy CatllQorv ASCE 7-02 Table 1-1, 20031BC Table 1604.5
"II" : All Buildings and other structures except those listed as Category I, III, and I
Occuoancy ImDortance Factor
Seismic Use GrouD.
=
=
Ground Motion
Latitude =
Longitude =
Location:
44.032 deg North
123.235d~ West
Eugene, Lane County. OR
1.00
I
ASCE 7-02 9.1.4
ASCE 7-02 Table 9. 1.3
9.4.1.1, 20031BC 1615.1
ASCE 7-02
97402
Max. Ground Motions, 5% Damping, from USGS 1996 maps: 5 S
51
Site Classification
"e" : Shear Wave Velocity 1,200 to 2,500 ftls
Site Coefficients Fa & Fy
(using straight-line interpolation from table values)
Fa
Fy
=
0.993 g, 0.2 see response
0.447 g, 1.0 see response
=
ASCE 7-02 Table 9.4.1.2, 20031BC Table 16.15.1.1
= C
ASCE 7-02 9.4.1.2.4, 20031BC 1615.1.2
=
1.00
1.35
=
Maximum Considered Eartauake Acceleration
ASCE 7-02 Equation 9.4.1.2.4-1 & 2, 20031BC Equations 16-38 & 16-39
Basic Seismic Force Resistina System
Bearing Wall Systems
Light-framed walls sheathed wlwood structural panels rated for shear resist
NOTE! See ASCE 7-02 for a/l applicable footnotes.
Building height Limns:
Category "A & B" Limit: No Limn
Category "C" Limn: No Limn
Category 'D" Limn: Limn = 65
Category "E" Limn: Limit = 65
Category "F' Limit: Limn = 65
SMS = Fa' Ss
S = Fy * S1
Ml
Desian SDectral Acceleration
SOS=SMS'213
SOl = S M1* 213
=
=
Seismic Desian CatllQon,
Response Modification Coefficient "R" =
System Overstrength Factor "Wo" =
Deflection Amplification Factor .. Cd .. =
6.00
3.00
4.00
=
0.996
0.605
=
ASCE 7-02 9.4.1.2.5, 2-31BC 1615.1.3
0.664
0.403
= D ASCE 7-02 9.4.2.1, 20031BC 1616.3
( SDS is most severe )
ASCE 7-02 Table 9.5.2.2, 20031BC Table1617.6.2
-Yt~
K & A Engineering, Inc.
P.O. Box 23624
Eugene, OR 97402
(541) 684-9399
(541)684-9358
Rev: 580007
Uoor. KW-0603459. V..-5.80. 1-Iloc-2003 ASCE 7-02 Earthquake
(c)1983-2003 ENERCAlC Engineering Software
Title: The Aspen B Job # 36.05
Dsgnr: Chuck Ou Fault Oate: 2: 11 PM. 18 FEB 05
Oescriptlon : Two-Story. Single-Family Residence
Scope :
Load Calculations
.36~ecoc~~""~ ~
Description
Average Floor Area per Level =
User defined Shear Carrying % Ratio =
Eauivalent Lateral Farce Procedure
1,116 fl2
0.599
Reliability Factor" p .. =
1.000
ASCE 7-02 9.5.2.5, 2003/BC 1617.4
The 'Eouivalent Lateral Force Procedure" is beino used accordina to the orovisions of ASCE7-02 9,5.5
Detennine Buildina Period
Use ASCE 9.5.5.3.2 - 1
Structure Type for Building Period Calculation: All Other Structural Systems
, hn ' : Height from base to highest level =
. Ct . value
" x " value
=
0.020
0.75
28.00
=
.. Ta .. Approximate fundemental period using Eq. 9.5.5.3.2 - 1 : Ta = Ct * (hn A x) =
0.243
. Cu . factor from Table 9.5.5.3.1
Per ASCE 9.5.5.3.1 the true fundamental Building Period shall not exceed'
Building Period" Ta .. Calculated from Approximate Method selected
= 1.30
= 0.316 see
= 0.243 see
" Cs " ReSDonse Coefficient
AseE 7-02 9.5.5.2.1
9.5.5.2.1 : Seismic Response Coefficient
= 0.664
= 6.00
= 1.00
= 0.11
= 0.00
= 0.03
= 0.11
SOS: Short Period Design Spectral Response per 9.4.1.2
.. R " : Response Modification Factor from 9.5.2.2
, I " : Occupancy Importance Factor from 9.1.4
From Eq. 9.5.5.2.1-1 : Preliminary Cs
From Eq. 9.5.5.2.1-2 Cs need not exceed
From Eq. 9.5.5.2.1-3 & 4 Cs shall not be less than
Seismic Base Shear
AseE 7-02 9.5.5.2
Cs =
0.1106 from 9.5.5.2.1
W ( see Sum Wi below) =
Seismic Base Shear V = Cs * W =
36.00 k
3.98 k
Vertical Distribution of Seismic Forces ASCE 7-02 9.5.5.4
. k ' : hx exponent based on T a = 1.00
Table of building Weights by Floor Level...
Level # Wi : Weight Hi : Height (Wi * Hi) ^k
2
1
Sum Wi =
19.60
16.40
36.00 k
19.50
11.00
382.20
180.40
Cvx Fx=Cvx * V Sum Story Shear Sum Story Moment
0.68 2.71 2.71 0.00
0.32 1.28 3.98 23.00
Total Base Shear = 3.98 k
Base Moment = 66.8 k-fl
SumWi*Hi =
562.6 k-fl
Diaohraam Forces: Seismic Desion Cateaorv I' D n. II E" & "F"
ASCE 7-02 9.5.2.6.4.4
Level #
2
Wi
19.60
Fi
2.71
SumFi
Sum Wi
2.71
19.60
Fpx
2.71
<<r,J
K & A Engineering, Inc.
P.O. Box 23624
Eugene, OR 97402
(541) 684-9399
(541)684-9358
n~~59.V"5,~.O.l-Deo-2003 ASCE 7-02 Earthquake
(C).~983-20D3 ENERCAlC ~b".. ' .. Soflware _ :!'"_
Description
TItle : The Aspen B Job # 36.05
Dognr: ChuckOuFaul1 Oate: 2:11PM. 18FEB05
Description: Two-Slory. Single-Family Residence
Scope :
Load Calculations
3605ecw.~."":_ ~
16.40
1.28
3.98
36.00
2.18
Wpx . . . . . . . . . . . . . . . . . . .. Weight at level of diaphragm and other structure elemen1s attached to n.
Fi...................... Design lateral Force applied at the level.
Sum R . . . . . . . . . . . . . . . . .. Sum of "Let Force' of current level plus all levels above
MIN Req'd Force @ level. .. 0.20 * S os * I * Wpx
MAX Req'd Force @ level. .. 0.40 * S os * I * Wpx
Fpx: Design Force @ level. Wpx * SUM(x->n) Fi / SUM(x->n) wi. x = Current level. n = Top level
Load Description
ASCE 7-02 9.5.2.7, 2003/BC 1617.1.1
0 Qe H & V load Effect E
Dead load Seismic load
0.000 0.000 E=p"ae +0.20*505*0 = 0.000
0.000 0.000 E=p*Oe +0.20*505"0 = 0.000
0.000 0.000 t:=P"ue +U.2U":;U:;"U = 0.000
0.000 0.000 E=p"ae +0.20*S05*0 = 0.000
0.000 0.000 E=p*ae +0.20*S05*0 = 0.000
0.000 0.000 E=p"ae +0.20'S05"0 = 0.000
0.000 0.000 E=p"ae +0.20"SOS"0 = 0.000
0.000 0.000 E=p"Qe +0.20*SOS"0 = 0.000
Combination of Load Effects
%
~
-,422k -.422k
I i
3.ak -,o9~.~I{1,l1HJ:l~~.l~Yllil1+11ilU~~~~i~~illj.j.j.mWJ.ll.l~~WillUIII illllilllm{+~l.J.WmfJI.uu.W.J.jmw.uwJUUj.j.jWWllliJ.illlillJ,Jill_N4
NF . I
.1 ,
I I
I
1
?:
-~;
ii' ~
:;]j
';"
'i-
~
.,.- ~
':;.:.,
~
J
i
I
I
~
~~-1.2
1.1
~il
I
I
I
i
~
'f" .26
1.8
Loads: LC 2, D+W
Results for LC 2, O+W
Reaction unIts are k and k~ft
K & A Engineering
Chuck Du Fault
36.05
Garage Portal Frame
~
Feb 18, 2005 at 11 :51 AM
36.05 - Portal Frame. 2x6 Walla.r2d
,
Company : K & A Engineering
Designer : Chuck Du Fault
Job Number: 36.05
Garage Portal Frame
Feb 18, 2005
11:51 AM
Checked By:
Member Distributed Loads fBLC 1 : Roof DLI
I 1 I
Me!!,ber !-Jjhel
BEAM
Direction Start M.acJnibldP./'kfft.d__End Maonitydefklft.d. Start LoCiltinnrft.%l End l~tionrtt.%l
V I -,09 I -,09 0 0
Joint Loads and Enforced Disolacements (BLC 5 : Wind)
1 1 1
.Jnio' J-.il!leJ,_
N2
LDM
L
Dir~on
X
Maonitudenck-ft in,rad ,k.S^2IfIl
3,8
Joint Loads and Enforced Disolacements (BLC 6 : Earthauake)
1 1 1
JoinJ Label
N2
LD,M
L
Direc;.tion
X
Maonihldel1c.k.ft in.rad k*s^2Iftl
1,1
Member Point Loads fBLC 3 : Floor DO
I 1 I
I 2"
MAll'her !-<IheI
BEAM
BEAM
I
I
DirAC.fion
V
V
I
I
Maonilu!l~.k-ftl
-.422
. -,422
lor.atipnrtt. %1
3
. .12.5 .
Basic Load Cases
BLC D~ption Cateporv X Gravitv Y Gravitv Joint Point Distributed
1 Roof DL DL I I 1 I
2 RoofLL SL I
3 Floor DL DL I 2 I
4 FloorLL LL I
5 Wind WL 1 I
6 I . Earthlluake EL. I 1 I
7 I Deck DL DL I I
8 WallDL .' I DL ..1.. I
.'
Load Combinations
r 1
2
3
4
5
Desgjptinn ~L
D IVesl
D+W' 'lYes
O,91Dl.. + E/1.4 Ves
D+ .75IW\ Ves
D + .751E/1.4\ Vesl
PDelta
ISRS").~3C ,FarlflLC.FacLFLc.FacL8 V.Lj::.F.~~L,ID.CTEllg,.~LC fa<;j" BLC.,El!l;LBLCIF~l
DL 11wL V~1 . . '.1
I DL ,9 I EL .714 V -,9 I
I gt: ~ :WL I .75 IEL ,536 ~I:~ . :
Joint Reactions
LC
1 1
2 1
3 1
4 1
5 ?
6 2
7 2
I ~ I ~
f:.1O.., ~_:L..: ~ .'
11 :'I
UL,-,-.3
Joi'lil-abeJ
N1
N3
T olals:
COG Jft):
N1
N3
T olals:
COG.lft):
N1
. N3____~_~___ __""':"1'___
T olals:
COG ill): I
1<.011
,731
".731.
o
.,' X: 8,616
-1.232
~2.568 .
-3,8
X: 8.616
,252 I
~:}:~-+,~
X: 8.616 I.
Yl!<l
1,435 I
~,~~~. I"
V: 6.4081
\1i~ I
2.747 I
V: 6.408 I
1,228 1,133
~~~;_--'-~n _~_n_2J!QL_'---,~~
V~.408 I
M;1:~-ft)
-1,028
1.066 ..'
I
I
I
I
I
I
8.93
10.288 .. .
RISA-2D Version 6.0 [Z:\2005\36.05\36.05 - Portal Frame - 2x6 Walls.r2d]
Page 1
7;->
,
Company K & A Engineering Feb 18, 2005
Designer : Chuck Du Fault 11:51 AM
Job Number: 36.05 Garage Portal Frame Checked By:
Joint Reactions (Continued)
q:: Joint kibei X 1k1, Yljd MZf\<-fll
I 13 4 I N1 -.741 I 1.205 1 6.44 I
14 4 N3 -2.109 1,543 I 7.983 1
15 4 Totals: -2.85 1 2,747 I
16 4 COG,Ift\: X: 8,616 1 . Y:6.408 1 I
I 17 5 N1 ,427 1.387 .517 1
118 5 I N3 "L016 1:361 2.497 I
1 19 5 I Totals: -.59 2,747 I
I 20 I. '5 I COGlftl: . 1 X: 8,616 1 .. Y: 6,408 I
Member Section Forces (Bv Combination)
lC Memlll>r lJ!M1 SAr. Axi~lf\<l ShQ'ir{kl __M.91!!Jm1/l<-fll
I 1 1 BEAM 1 .731 1.396 I 3,726 I
I 2 2 .~731 .517.. ".895 I
I 3 3 .731 ,061 I -2.195 I
4 4 ,731 .c,818. . ..':1.019 I
I 5 5 ,731 -1.274 >1 3,688 I
I 6 1 Left PF Panel 1 1,435 .1 -:731 ..'......:1,028 .1
I 7 2 1,425 -,731 .16 1
I 8 3 ' 1,415 -,731 . ,1.349 1
I 9 4 1.405 -.731 2,537 I
1.10 5 .1,396 ".731 3,726 1
I 11 1 Riahl PF Panel 1 1,313 ,731 1,066 I
~12 2 1,303 ,731 ",123 . .1
13 3 1,294 .731 -1,311 I
I 14 4 1.284 ,731. ..-2.5' .
I 15 5 1 1,274 ,731 -3.688 I
116 2. BEAM 1 I. 2.568 1,089 ,922 I
117 2 2.568 .21 -2.319 I
18. 3 . 2.568 . c.246 -2.239 1
I 19 4 2.568 -1.125 ,316 I
20 5 2.568 -1.581 ,6.404 . I
21 I 2 Left PF Panel 1 1,128 1,232 8.93 I
22 2 1,118 . 1,232. 6,928 I
23 3 1.109 1.232 4,926 I
24 4 '1.099 1.232 2,924 1
25 5 1,089 1.232 ,922 I
26 .2.' Riohl PFPanel .. 1 1.62 2,568 10.288 ,I
27 I 2 1,61 2.568 6,115 I
28 .>.3 1,6 .2,568 .1,942 . I
29 1 4 1,591 2,568 -2,231
30 I 5 1:581 2,568 -6.404. .
31 3 BEAM 1 1.038 1,193 2,774
32 2 ' .1.038 . .402 "1.1
I 33 1 3 1,038 -.009 -1,985 I
I :\4 J ' '4.. 1.038 -.8 1 .-:641 I
I 3!i 5 1,038 -1.21 I 3,881 I
I 3fi 3.,.. Left PF Panel 1'. 1,228 I... -.252 1.133 . I
I 37 2 1.219 .....1 -,252 1 1,543 1
I 381 3 ...1. 1.21 -,252 . 1,953. J
1 39 1 4 I 1,202 1 -,252 2,364 I
140 .5 .1,193. -,252 2,774. I
1 41 3 Riahl PF Panel 1 1.245 1.038 2.865
142 2 1.236 1.038 1.179. I
1 4.::\ 1 3 1,228 1,038 -,508 I
1441 r 4 . 1219' 1.038 "2,194 .. J
I 45 I I 5 1.21 1.038 -3.881 I
RISA-2D Version 6.0 [Z:\2005\36:05\36.05 - Portal Frame - 2x6 Walls.r2d] Page 2
7rJ
,
Company : K & A Engineering Feb 18. 2005
Designer : Chuck Du Fault 11:51 AM
Job Number: 36.05 Garage Portal Frame Checked By:
Member Section Forces (Bv Combination) (ContinuedJ
Lf. Memil!'{ Label S~c Axi'1!!!!l Sh~_rfkl Moment[k-fll
146 4 BEAM 1 I 2,109 I 1.166 1,623
147 2 2.109 I .287 -1.963
148 3 2.109 I -.169 -2,228
149 4 1 2.109 1 -1.048 -.018
150 5 . I 2.109 I -1,504 5.725.
I 51 1 4 Left PF Panel 1 1,205 .741 6,44
152 1 2 1 1.195 1 .741. ' .5,236
1 53 3 1.185 I .741 4,032
154 4 1.176 .741 2.827
155 5 1,166 1 .741 1.623
156 4 Richl PF Panel 1 1,543 1 .2.109 .7,983
157 2 1.533 2.109 4.556
58 3 . .1.524 . 2,109 1,129 I
159 4 1 1.514 2.109 -2.298 I
1 60 I 5 '1 1,504 1 2.109 -5,725 I
61 I 5 BEAM 1 1.016 I 1. 348 3.291 1
62 1 2 1,016 :469 ~1.116' . 1
63 I 3 1.016 i ,013 -2.202 I
64 4 . .1.016 I . -,866 ~,812: I
65 5 1.016 1 -1,322 4.11 1
66 5 Left PF Panel 1 1,387 -.427 .' .517 1
67 2 1,377 ..427 1.21 I
68 3 1,368 -.427 1.904 . I
69 4 1,358 1 -.427 2,597 I
70 5 1.348 I -.427 3.291 1
71 5 Richl PF Panel 1 1,361 1.016 2.497 I
72 2 . 1,351 . I 1,016 ,845 ' .1
73 3 1.341 1 1,016 -,806 I
74 ....1 4 '1,332 I '1.016 . . -2.458 1
75 1 5 1.322 1,016 -4,11 I
Member Section Stresses
Lf. Member hbel S"" ~- Sheaf!ksij -IQJ2...6..e.ndJD..Q[ksil__ Bot BAndinarksn
I 1 1 I BEAM 1 I ,016 ,03 0 0 1
I 2 .....1 2 .016. . ,011 0 0 ....1
1 3 3 I ,016 .001 0 0 I
1 4 '4 1 '. '.016' ~,o17 0 I 0 1
1 5 5 ,016 -.027 0 0 1
I 6 1 Left. PFPanel . .1 ,059 '~,03 0 1 0 I
I 7 2 ,058 -,03 0 I 0 I
I 8 3' . .058 1 . -,03 0 0 I
1 9 4 ,057 I -.03 0 1 0 I
1 10 5 .057 -,03 0 I D.: I
1 11 1 Riahl PF Panel 1 .054 1 ,03 0 1 0 1
112 2 . . ,053 1 ,03 0 . 0 .' 'I
1 13 3 .053 ,03 0 0 I
1 14 4 ,052 . '1 ,03 0 0 I
I 15 5 I ,052 1 ,03 1 0 0 I
I 16 2 BEAM. I, 1 . I ,055 ,023 I 0 Ie '.0 1
I 17 I I 2 ,055 ,004 0 I 0 1
1 18 I' .3 ,055 -.005' 1 0 0 I
I ~~ I 1 4 ,055 -,024 0 0 1
1 5 ,055. . . -,034 '0 o ' 1
1 21 1 2 Left PF Panel I 1 ,046 ,05 0 0 I
1221 2' ,046 1 ,05 . .0 0 1
123 1 J 3 ,045 I ,05 0 0 J
RISA-2D Version 6.0 [Z:\2005\36.o5\36.05 - Portal Frame - 2x6 Walls.r2d] Page 3
'1
,
Company : K & A Engineering Feb 18, 2005
Designer : Chuck Du Fault 11:51 AM
Job Number: 36.05 Garage Portal Frame Checked By:
Member Section Stresses {Continuedl
LC Mp-mlv!r label 5l'C AxiJlIJ1csn Shear1ksn Too Bendinarksil Bot ::~ .~:. ,.lksn
1241 4 I .045 <05 0 'I 0 I
125 5 .044 .05 0 0 I
126 2 Richl PF Panel 1 . 1 .066 .105, 0 I 0 I
I 27 2 I .066 .105 0 I 0 I
1 28 3 I .065 .105 0 I. o ,.' I
129 I 4 .065 .105 0 I 0 I
130 5 I .065 .105 0 0, 1
I 31 3 BEAM 1 I ,022 .025 0 I 0 1
I 32 2 .022 :009 1 0 ' '0 I
I 33 3 1 .022 0 I 0 I 0 I
134 4 1 .022 I 0.017, 0 I 0 I
I ~~ 5 .022 I -.026 1 (l 0 I
3 Left PF Panel ,1 ,05 I c,01 " 0 I 0 I
1 37 1 2 .05 -,01 0 0 1
I 38 I 3 I ,049 I ' 0,01 O' I 0 I
I 39 1 4 I .049 I -.01 0 I 0 I
140 'I 5 ,049 . I ~,01 0'. 0 I
141 3 Richl PF Panel I 1 1 .051 ,042 0 0 1
142 2 I ,05 I ,042 " 0 '0, ' I
143 3 I .05 I .042 0 0 I
44 4 ,05 .042 ,0 ' 'I 0 1
45 I 5 1 ,049 I ,042 0 I 0 1
461 4 BEAM: I 1 ' 1 .045 I: ' ,025 0 0 I
47 I 1 I 2 I ,045 I ,006 0 0 I
48 1 1 ,3 I ' ,.045 I ".004 0" 0' I
49 4 .045 -.022 1 0 0 I
50 I 5 1 ,045 I -.032 ' I 0 0 I
51 4 Left PF Panel 1 .049 I .03 0 0
52 2, ,,049' I '03 ' I 0," 0
53 3 .048 .03 1 0 0
54 I 4 1 ,048 I ,03 0 0
55 I 5 I .048 ,03 0 0
56 4 Richl PF Panel 1 .063" ' .086 0 0
57 I I 2 .063 .086 0 1 0
58 1 3 ,062 .086 ,0 I 0
59 I 4 .062 .086 0 0
60 5 ,061 ,086 0 I 0 ..
R1 Ii BEAM 1 ,022 ,029 1 0 0
6'1 . 2 ' . ,022.. ,01 1 '0 " 0
63 3 1 .022 1 0 I 0 0
64 1 4 1 .022 I -,018 0 I " 0
165 5 I .022 -,028 I 0 I 0
166 5 Left PF Panel' 1 .057 I -,017 I 0 o '
1 67 2 1 ,056 I -.017 I 0 I 0
168 ,I' I 3 .,056 -.017 0 I 0
169 I 4 .055 -.017 I 0 0
70 I 5 ,055 -,017 '0 1 0
1 71 5 Richt PF Panel 1 1 ,056 .041 0 I 0
1 72 1 ,I. 2 1 ' .055 .041 0 0
I 7:1 I I 3 I .055 .041 0 0
74 I 4 ,054 ' .041 ' 0 0
1 75 i I 5 I .054 .041 0 0
RISA-2D Version 6.0 [Z:\2005\36.05\36.05 - Portal Frame - 2x6 Walls.r2d]
Page 4
10/
If}
.
Company : K & A Engineering
Designer : Chuck Du Fault
Job Number: 36.05
Garage Portal Frame
Feb 18, 2005
11:51 AM
Checked By:
Material Takeoff
MRltP.ria.1 Size Pieces lenathfftl WeiahtfK1
1 General I
2 Glulam 3,125" x 15" Glulam 1 18 .2
3 Left PF Panel 4x24 PF Panel 1 1 6.5 0
4 Richt PF Panel 4x24 PF Panel I 1 6.5 0
5 Total General 3 31 .3
General Material Prooerties
Latw.! ~ j1!!\Il Grksil Nu Th~rmJ\ 1 E5 F\ Densitx~^31
1 Left PF Panel 1600 ,3 I ,65 ,035
2 center PF Panel .1600 ,3 ..65 ,035. ..
3 Richl PF Panel 1600, .3 I ,65 ,035
4: Glularn 1800 .3 I ,65 1 ,035. .
General Section Sets
J,apel ShRlDe Tyne "'-a\!!ri~1 AJin2J I (90,27QI, fin41 I CO.180lfiMl
I 1 I Left Panel 14x24 PF Panel I Column ILeft PF panell 24,5 25,01 2599,042
2 I Cenler Panel 4x24 PF Panel 1 Column Center_PF ~Pan~1 24,5. .25.01 2599.042
1 3 1 Riohl Panel 1 4x24 PF Panel 1 Column 1 RighCPF _Panel 1 24.5 25,01 2599.042
I. 4 I Gluiam Header ~.12S" xIS" Glulaml Beam 1 Glulam I 46,875 38,147.. 878,906
RISA-2D Version 6.0
[2:\2005\36.05\36.05 c Portal Frame - 2x6 Walls.r2d]
Page 5
IV
to
Geotechnical & Civil Engineering
521 Market Street. Suite B, Eugene OR 97402
541 684 9399. fax 541 684 9358
Pi". ~ '7'D PFi
L.o~ ~ 1/loo'lM ....Sq
@ .J.p,.. -I 12,SP a.J B&H"'l
u..~ 7lJ
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l&t>", .16A-'1 ~-s ~
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"',,' 'f<Jp",-( I>],) (I' '- ..e)c.v,,) I
<.?",-' ~'~P> f li j.f-) .
L.1..~' ISfUr (h) (12'''8~)
(,i}..... zs""fO;JCtz"e:3 z-
i\~' 5V1. I lb.
i' u. . 'f7-S' It.
12.,:~ ....&.
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Job NQ .J~ . oS'
Date 2 -If -QI'"
Description
Client G.ru% LA/Z.It.".,)
PF l..A+-,,~<.,
" -""/.1 Ik. (.$,,'&-1
'(~
+ 'n-,u.. (5"SI3<\
. ., j.t-
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1'2/
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.
Geotechnical & Civil Engineering
521 Market Street. Suite B. Eugene OR 97402
541684 9399. fax 541684 9358
E'nginE'E"ring
l..DI\:t, 70 EMM "'1-
(.J"" . ISrutY(yJ(1fl'l+ ISh) .
CJ LL"', 2.:,- p.s F((",) (; fA) .. /..J!(!f) "
'1()pl~
t~
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4/6.2.-n,
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, '-/22.1../4.
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JobNQ ~.(),;-'
Date '2.-/8 ~.
Client c'/Lfl..t;. LAI2.lt." ""
Description P F-. Wl+~ s
Sheet
l' p
J, J ""
,
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-,
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12.. 1l.L-
of_
9'!.>
Multi-loaded Beam! 2000 International Bulkfmll Code (97 NOS) 1 Ver. 6,00
By: So Robinson. Suntel Home Desilln. Inc. on: 04-14-2004: 4:46:29 PM
Proiect: ASPEN 8 . - Location: Beam Nr. 1 16' garage door hdr
Summary:
3.125 IN x 15.0 IN x 16.5 FT f24F-V4- VisuallvGraded Westem Species - Dry Use
Section Adequate By: 60.9% Controlfing Factor: Alea I Depth Required 12.41 In
Center Span Deftections:
Dead load:
Live load:
Total load:
Camber Required:
Center Span left End Reactions (Support A):
. live load:
Dead load:
Total load:
. Bearinll lenlllh Required (Beam onlv. support capacity not checked):
Center Span Rillht End Reactions (Support B):
live load:
Dead load:
Total load: .
Bearing length Required (Beain only. support capacity not checked):
Beam Data:
Center Span Lenpth:
Center Span Unbraced lenlllh- T OP of Beam:
Center Span Unbraced Length-Bottom of Beam:
Live load Duration Factor.
Live load Deftect. Criteria:
Total load Deflect. Criteria:
Center Span Loading:
Uniform load:
Live Load:
Dead Load:
Beam Self Weight
T olal load:
Point Load 1 '
Live Load:
Dead load:
location (From left end of span):
Point Load 2
Uve load:
Dead load:
Location (From left end of span):
Trapezoidal load 1
Left live load:
left Dead load:
Rillht Live load:
RilIht Dead load:
Load Slart
load End:
load lenpth:
Trapezoidal load 2
left Live load:
Left Dead load:
RiAht Live load:
RiAht Dead Load:
load Start
Load End:
load len!llh:
Propertfes For: 24F-V4- Visually Graded Western Species
Ben<fUlll Stress: .
Shear Stress:
Modulus of EJastlcity:
Stress r ~" ~,~mlarto Grain:
Adjusted ~~ of Comp, Face In Tension:
Fb' (Tension):
Adjustment FacIonI: Cd=1.00 Ct=O.99
Fv':
D I R . Adl~ Factors: Cd=1.00
es gn eQuL,... ,__._~. .
ControlIlnsl Moment M=
8.25 Ft from left SUIlPOIt of span 2 (Center SIlan)
CrillcaI. ~ 1 created by combining aD dead loads iInd DYe loads on span{s) 2 ..
ControlrIl1ll Shear. V= .
At a distance d from rflIht _rt of SllBn 2 (Center SllBn)
Critlcal shear created by combining aD dead loads and DYe loads on span{s) 2
,
e
e
,
e
OLD-Center:
llD-Center:
TLD-Center:
C=
LL-Rxn-A=
Dl-Rxn-A=
TL-Rxn-A=
Bl-A=.
lL-Rxn-B=
Dl-Rxn-B=
TL-Rxn-B=
Bl-B=
1.2=
lu2-Top=
Lu2-Bottom=
Cd=
.U
U
wL-2=
wD-2=
BSW=
wT-2=
PL1-2=
PD1-2=
X1-2=
PL2-2=
PD2-2=
X2-2=
TRl-Left-1-2=
TRD-left-1-2=
TRl-R111ht-1-2=
TRO-Right-1-2=
A-1-2=
8-1-2=
C-1-2=
TRl-Left-2-2=
TRD-Laft-2-2=
TRL-Rlllht-2-2=
TRO-Right-2-2=
A-2-2=
8-2-2=
C-2-2=
Fb=
Fv=
Ex:
Ev=
Fcperp=
Fb_cpr: .
Fb'" .
Fv'= .
0.20 IN
0.27 IN = U730
0.47 IN = U423
0.29 IN
2339 lB
1745 La
4084 lB
2,01 IN
2339 lB
1745 lB
4084 LB
2.01 IN
16.5 FT
2.0 FT
16.5 FT
1.00
360
240
180 PlF
68 PLF
11 PLF
259 PLF
674 LB
1024 LB
3.0 FT
674 LB
1024 LB
13.5 FT
60 PLF
22 PLF
60 PLF
22 PLF
0.0 'FT
3.0 FT
3,0 FT
60 PLF
22 PLF . '
60 PLF
22 PLF
13.5 FT
16,5 FT
3.0 FT
2400 . PSI
190 PSI
1800000 PSI
1600000 PSI
650 PSI
1200 PSI
2377. PSI
190 PSI
14290
FT-LB
3690 ,. La
e
-
e
PaRe: 2
Multi-Loaded Beam! 2000 Intemational.Bwldil1ll Code /97 NDSlI Ver. 6.00
t:l By: Bo Robinson. Suntel Home DesiRn. Inc. on: 04-14-2004 : 4:47:11 PM.
Proiect: ASPEN c. _... .... Location: Beam Nr. 116' garage door hdr .
Comparisons With ReQuired Sections:
Section Modulus (Moment): SreQ=
S=
Area (Shear): AreQ=
A=
Moment of Inertia (Deflection): IreQ=
1=
~
,
r
, ~-;:
,; .
,i-.
"
',.
.. . :~
.t':' '
...
;-~:.l ,'.'
72.16
117.19
29,13
46.88
498.35
878.91
',",'
,.
IN3
IN3
IN2
IN2
IN4
IN4
" .
.,,';.1:,.
tit
tit
tit
Multi-Loaded Beam[ 2000 International Building Code (97 NOS) ) Ver. 6.00
By: So Robinson. Suntel Home Design, Inc. on: 04-14-2004
~ - Location: Beam Nr. 1 16" garage door hdr
Project ASPEN 8
Summary.
3.125 IN x 15.0 IN x 16.5 FT /24F.V4. Visually Graded Western Species - Dry Use
Section Adeo\"}.~~ fiI"; ~"9% Controllino Factor: Area / D~th Re9uired 12.41 In
LOADING DIAGRAM
Pl
"
IT
H1
I I
'I"
I
I
,
.........
A
,-
Reactions
Uy~ l.o!,d D"'l~ I-P"!l
A 2339 Lb 1745 Lb
B 2339 Lb '1745 Lb
Center Scan
\ '
Center SpSn "16.5'ft
T Ot>!.1 Lp~ll !lPflft..l.oa.d
4084 Lb 1163 Lb
4084 Lb 1163 Lb
--
Unifonn loading
Live l.<>!'!t Dead.!-oa!t SelfI.'{l!iCJ.1ll To!'!Llo;Ig
W 180 Pit 88 Pit 11 Pit 259 Pit
Trapezoidal Loading
l&!l..!.l.
TRl 60 Pit
TR2 60 Pit: .
.....-f.. .
l&ft.m.
22Plt
22 Pit
Point. Loading
live Load Dead load
P1 674l.b' 1024Lb
P2 674Lb .1024 Lb
':~, : ,"
" ..,l:.
',.,
" . " ;: .~'. -,:-,
Rigl1t4-
60Plt
60Plt
Rietht Dl .
22Plt
22 Pit
load. Start load..f1!d
OFt ".3Ft
13.5 Ft ":' '16,5 ft
. -..'....).
Location
3Ft
13.5Ft
,
.-.'.'....
......'
. . ;.~,.:::.
...._~... -'-
,;'..
";,:"
'.
"-.V
::..... .
..J,- ..'
"
, ",
.,-..'
'-:,~: r~' "
P2
.,
,'I:
. 'I'
TR2:
iiil
I'
::
,.
JL
fl
./!"., ,1.<
, '.~ ..'
";'!/-??,,: .
. . ~~ ';'\, ..."
.... 't ~:!.':-.~
"'. .
. '. ~'i-~'I,...I}. . .
!. ~
'," . . /: :. '..~
: '~.. h~/',- ,.
" . "-J,~ ~~';'i' ".:
-'
Combination Roof and Floor Beam! 95 CABO One and Two Family OweOinll Code (91 NOS) ) Ver. 6.00
a. By: So Robinson, Suntel Home Design, Inc. on: 04-14-2004: 4:47:37 PM
Proiect: ASPEJIl v . Location: Beam Nr. 3 grt nn ceil bm
Summary:
5.125 IN x 13.5 IN x 14.0 FT /24F-V4 - Visually Graded Westem Species- Dry Use
Section Adequate By: 43.6% Controlling Factor. Moment of Inertia / Depth Required 11.96 In
Deflections:
Dead Load:
Live Load:
Total Load:
Reactions (Each End):
Live Load:
Dead Load:
Total Load:
Bearin!! Lenllth Required (Beam only. support capacity not checked):
Camber Reqd.:
Beam Data:
Span:
Maximum Unbraced Span:
Live Load Deflect. Criteria: '
Total Load Deflect. Criteria:
Camber Adjustment Factor.
Roof Loadin!l: .
Roof Live Load-Side One:
Roof Dead Load-Side One:
Roof Tributary Width-Side One:
Roof Live Load-Side Two:
Roof Dead Load-Side Two:
Roof Tributary Width-Side Two:
Roof Duration Factor.
Floor Loadin!l:
Floor Live Load-Side One:
Floor Dead Loacl-Side One:
Floor Tributary Wodlh-Side One:
Floor Live Load-Side Two: ~
Floor Dead Load-Side Two:
Floor Tributary Width-Slde Two:
Floor Duration Fador.
Wall Load:
Beam Loads:
Roof UnifDnn Live Load:
Roof UnifDnn Dead Load (Adjusted for roof pitch):
Floor UnifDnn Live Load:
Floor UnifDnn Dead Load:
Beam Self Weillht
Combined UnifDnn Live Load:
Combined Unlfonn Dead Load:
Combined Unifonn Total Load:
. Controllil1ll Total Oesi!In Load: .
Properties For. 24F-V4- Visually Graded WesllllTl Species
Bendin!! Stress:
Shear Stress:
Modulus of Elasticity:
Stress Pe _" J.Jlar to Grain:
Bendin!! Stress of Comp. Face in Tension:
Adjusted Properties
Fb' (Tension):
Adjustment Factors: Cd=1.15 Cl=l.00
FV':
Des Adjustment Factors: Cd=1.15
ign Requirements:
Controllll1ll Moment
7.0 It from left lIUJlPOrl
Critical .,.. aeated by combining aD dead and Ilve loads.
Conlnlllinll Shear:
AI a distance d from support.
Co Critical shear aeated by com6lning aD dead and Ilve loads.
mparlsons With ReQutred s.....;;_.~
Section Modulus {'.:. '".;:
Area (SheaI'):
Moment of Inertia (Deflection):
e
-
e
DLD=
LLD=
TLD=
LL-Rxn=
DL-Rxn=
TL-Rxn=
BL=
C=
L=
Lu=
Ll
Ll
CAF=
RLL1=
RDL1=
RTW1=
RLL2=
RDl2=
RTW2=
Cd-roof=
FLL1=
FDL1 =
FTWl=
FLL2=
FDl2=
FTW2=
Cd-floor-
WALL=
wL-roof=
wO-roof=
wL-f100r-
wO-f1oor-
SSW=
wL=
wO=
wT=
wT-CIOI1t-'
Fb=
Fv=
Ex=
Ev=
Fe perp=
Fb3Pr-
Fb'=
Fv'=
M=
V=
Sre<r-'
S=
Areq=
A=
lre<r-'
1=
0.11
0.21
0.32
3290
1687
4977
1.49
0.17
14.0
1.33
480
360
1.5
25.0
15.0
6.0
25.0
15.0
0.0
1.15
40.0
15.0
8.0
40.0
15.0
0.0
1.00 .
o
150
104
320
120
17
470
241
711 .
711
2400
190
1800000
1600000
650
1200
.2754
219
17420
4181
75.91
155.67
28.70
69.19
731.51
1050.79
IN
IN = L/782
IN = Ll517
LB_
LB
LB
IN
IN
FT
FT
X OLD
PSF
PSF
FT
PSF
f'SF
FT
PSF
PSF
FT
PSF
PSF
FT
PLF
PLF
PLF
PLF
PLF
PLF
PLF
PLF
PLF
PLF
PSI
PSI
PSI
PSI
PSI
PSI
PSI
PSI
FT-LB
LB
IN3
IN3
IN2
1N2
1N4
IN4
e
e
e
Combination Roof and Floor Beam! 95 CABO One and Two Family DweUing Code (91 NOS) ] Ver: 6.00
By: Bo Robinson. Sunle! Home DesI9n.lnc. on: 04-14-2004
- Location: Beam Nr. 3 grt rm ceil bm
Project: ASPEN 6
Summaty:
5.125 IN x 13.5 IN x 14.0 FT /24F-V4 - VisuaDy Graded Weslem Species - Dry Use
Seetinn Aden'J"'A Rv: 43.11% ControlRno Factor: Moment of Inertia / Death Reouired 11.96 In
. . -. .. -- -. ... LOADING DIAGRAM
\ .
..A...
A
.....
B
i'
,
Span '= 14 It
Reactiorpl
W!i' lop!,! Dead Load
A 3290 Lb 1687 Lb
B 3290 Lb 1687 Lb
~
Totel Load
4977 Lb
4977 Lb
UO!itlJ.,-l>J'!I
1125Lb
1125 Lb
Uniform Loading
UveLoad Deasllpa!l SeIfW.'l.iolll To''l!J-PfI!'!
W 470 PIf 224 Pit 17 Pit 711 Pit
,
Multi-loaded Beam! 2000 International BuUdillll Code (97 NOS) I Ver. 6.00
By: So Robinson. Suntel Home DesiRn, Inc. on: 04-14-2004 : 4:48:27 PM
Project: ASPEN 5 -location: Beam Nr. 4 garage ceiling brn .
Summary:
6.75 IN x 19.5 IN x 20.0 FT /24F-V4 - Visually Graded Western Species - Dry Use
Section Adequate By: 24.6% Controlling Fador. Moment of Inertia / Depth Required 18.12 In
Center Span Deflections:
Dead load: OLD-Center-
Live load: llD-Center-
Total load: ~enler-
Camber Required: C=
Center Span Left End Reactions (Support A):
Live load:
Dead load:
Total load:
Bearllllllel1!llh Required (Beam only. support capacity not checked):
Center Span RiRht End Reactions (Support B): .
Live Load:
Dead Load:
Total load:
Bearing length Required (Beam only, support capacity not checked):
Beam Data:
Center Span LenRlh:
Center Span Unbraced lenRth- TOIl of Beam:
Center Span Unbraced Length-Botlom of Beam:
Live Load Duration Factor: .
Live Load Deflect. Criteria:
Total load Deflect. Criteria:
Center Span loading:
Unifonn load:
Live load:
Dead load:
Beam Self Weight
Total Load: .
Point Load 1
Live load:
Dead Load:
location (From left end of span):
Point Load 2
Live Load:
Dead Load:
L~_~_,. (From left end of span):
Trapezoidal Load 1
left Live Load:
left Dead load:
Ripht Uve Load:
Ripht Dead load:
Load Start
load End:
Load LenRlh:
Trapezoidal Load 2
Left Live Load:
Left Dead Load:
R1pht Live Load:
Ripht Dead Load:
Load Start
Load End:
Load LenRlh:
Trapezoidal Load 3
Left Live Load:
left Dead Load:
Ripht Live Load:
RiAht Dead Load:
Load Start
Load End:
Load LenRlh:
Properties For. 24F-V4- VlsualIy Graded Western Species
BendlnQ Stress:
Shear Stress:
Modulus of EIasllcIty:
Strass r _ _ .' J..dar to GraIn:
Ad) stedBendlnQ Slress of Comp. Face In Tenslon:
u Properties
Fb' (Tension):
FII, Adjustment Fac:tors: Cd=1.1lO Cl=1.1lO C\/=O.93
e
'-
e
,
e
Ll-Rxn-A=
Dl-Rxn-A=
TL-Rxn-A=
BL-A=
ll-Rxn-B=
DL-Rxn-B=
TL-Rxn-B=
Bl-B=
L2=
Lu2-Top=
Lu2-Bottom=
Cd=
U
U
wl-2=
wO-2=
BSW=
wT-2=
PLl-2=
PDl-2=
Xl-2=
PL2-2=
PD2-2=
)(2-2=
TRL-left-1-2=
TRD-left-1-2=
TRL-R1pht-1-2=
TRD-Right-1-2=
A-1-2=
B-1-2=
C-1-2=
TRL-Left-2-2=
TRD-Left-2-2=
TRL-RiRht-2-2=
TRD-Right-2-2=
A-2-2=
8-2-2=
C-2-2=
TRL-Lefl.3.2=
TRD-Left-3-2=
TRL-RlAht-3-2=
TRD-Right-3-2=
A-3-2=
8-3-2=
C-3-2=,
Fb=
Fv=
Ex=
Ev=
Fc_
Fb_cpr=
Fb'=
Fv'=
0.20
0.33
0.54
0.31
7663
4862
12525
2.85
7663
4862
12525
2,85
20.0
1.4
20.0
1.00
480
360
o
o
32
32
2028
1472
5.0
2028
14n
15.0
787
487
787
487
0.0
5.0
5.0
787
487
787
487
15.0
20.0
5.0
340
127
340
127
5.0
15.0
10.0
2400U190
lSOOOOO
1600000
650
1200:'
2235, PSI
IN
IN = lJ724
IN = U449
IN
, lB
LB
lB
IN
lB
lB
LB
IN
FT
FT
FT
PlF
PLF
PLF
PlF
LB
LB
FT
LB
LB
FT
PLF
PLF
PLF
PlF
'FT
FT
FT
PLF .
PLF
PLF
PLF
FT
FT
FT
PLF
PLF
PLF
PLF
FT
FT
FT
PSI
PSI
PSI
PSI
PSI
PSI
190
PSI
e
-
e
. PaRe: 2
Multi-Loaded Beamr 2000 International Bundillll Code (97 NOS) 1 Ver. 6.00
. 12 By: Bo Robinson. Suntel Home DesiRn. Inc. on: 04-14-2004 : 4:49:09 PM
ProJect: ASPEN &;> . . - Location: Beam Nr. 4 garage ceDing bm
Adjustment Fadors: Cd=l.00
Design ReQuirements:
ControUinR Moment: M= 52537 FT-LB
10.0 Ft from left support of span 2 (Cenler Span)
Critical moment aeated by combining all dead loads and five loads on span(s) 2
ControlJinA Shear. V= 10435 LB
At a distance d from left sUPpOrt of span 2 (Center Span)
Critical shear created by combining all dead loads and live loads on span(s) 2
Comparisons With ReQuired S~..;;_..~;
Section Modulus (Moment): SreQ= 282,07 IN3
S= 427.78 1N3
Area (Shear): AreQ= 82.38 IN2
A= 131.63 IN2
Moment of Inertia (Deflection): lreq= 3347.59 IN4
1= 4170.87 IN4
,
e
-
,
e
Multi-Loaded Beam[ 2000 International Building Code (97 NOS) ) Ver: 6.00
By: Bo Robinson. Suntel Home Deslgn.lnc. on: 04-14-2004
- Location: Beam Nr. 4 garage ceiling bm
Project: ASPEN ~
Summary:
6.75 IN x 19.5 IN x 20.0 FT /24F-V4 - Visually Graded Western Species - Dry Use
Seetio.!!.. A~~r.'l'te By: 24.6% Contn:lllino Factor: Moment of Inertia / Deoth Reouired 18.12 In
LOADING DIAGRAM
P1
P2
./ "
IIi I" II I' I i I III: II
,. I
" ill
I' Ii
TR1 '.1' T13 .Ll I iTR2
I,. ,
_...ill....._._..........: 'Iii I I I! . I .Jl!:. II
~. -. -.. -- _._.... ' ,
I
.......
A
1-
Center SPan = ~ II
-*-
B
i
Reactions
i.jye !.ol'!l .Delj!,l J-91111
A 7663 Lb 4862 Lb
B 7663 Lb, 4862 Lb
Total t.oa!f
12525 Lb
1~25 Lb
Uo.!ffl W.ad .
3241 Lb
3241 Lb
Center Soan
Uniform loading
j,ive !.oa.d pead ~rt Selflr'{fliqh! Totalloa!!
W OPIf OPIf 32PIf 32PIf
Trapezoidal Loading
!.d..!.b ~ Rioht LL Riaht DL Load. Sl.'lrt Loa<!. End
TR1 787PIf 487PIf 787 Pit 487 Pit . OFt 5 Ft
TR2 787 Pit 487 Pit 787 Pit 487 Plf 15 Ft 20Ft
TR3 340 Pit 127 Pit 340 Pit 127 Pit 5Ft 15Ft
Point Loading ,
P1 J.iye !.oill! Oe~ LOJ'l.d J-ocali.on
2028 Lb 1472 Lb SFt
P2 2028 Lb 1472 Lb lSA
Combination Roof and Floor Beam! 2000 International Buildin!! Code (97 NOS)) Ver. 6.00
By: eo Robinson. Suntel Home Design. Inc. on: 04-14-2004 : 4:49:38 PM
L~_~~n; Beam Nr. 5
e
Proiect: ASPEN B
Summary:
(2)1.5IN x 11.25 IN x 10.0 FT 1#2- OoUlllas F'1f-Larch- DrvUse
Section Adequate By: 34.7% Conlrol61l!l Factor: Section Modulus 1 Depth Required 9.69 In
, Laminations are to be fuUy _n' ....led to provide unifonn transfer of loads to all members
Deflections:
Dead Load:
Live Load:
Total Load:
Reactions (Each End):
Live Load:
Dead Load:
Total Load:
Bearing Length Required (Beam only, support capacity not checked):
Beam Data:
Span:
Maximum Unbraced Span:
Live Load Deflect. Criteria: ,
Total Load Deflect. Criteria:
Roof Loadinll:
Roof Live Load-Side One:
Roof Dead Load-Side One:
RoofTribularv Wicfth.Side One:
Roof Live Load-Side Two:
Roof Dead Load-Side Two:
RoofTributarvWKIlh-Slde Two:
Roof Duration Factor.
Aoor Loadinll:
Floor Live Load-Side One:
Floor Dead Load-Side One:
Floor Tnllutarv WKIlh-Side One:
Floor Live Load-Side Two:
Floor Dead Load-Side Two~
Floor Tnbutary Wicfth.Slde Two:
Floor Duration Factor.
Wall Load:
Beam Loads:
Roof Unlfonn Live Load:
Roof Uniform Dead Load (Adjusted for roof pilch):
Floor Uniform Live Load:
Aoor Uniform Dead Load:
Beam Self Weillht
Combined Unlfonn Live Load:
Combined Unlfonn Dead Load:
Combined Unlfonn Total Load:
Control611ll Total Desllln Load:
Properties For. #2. Oou!!1as Ar-Larch
Bendlnll Stress:
Shear Stress:
Modulus of EIaslicitv:
Stress Perpendicular to Grain:
Adjusted Properties .
Fb' (l'enslon):
MJUstrnenl Factors: Cd=1.15 Cf=1.00
Fv':
Adjustment r.....:...~. Cd=1.15
Design ReQl.:. ..." ,,,,,_:
COntrollinll Moment
5.0 II from left support
Crillcal moment created by .. ~.~.-".. all dead and live loads.
ControlJinlI Shear.
At a distance d from SUPpOrt.
Co CrillcaJ ~__~.J by .. ,X ing aD dead and live loads.
mparisons Wdh ReQuired E ..J._~
SectIon Modulus (Moment):
Area (Shear):
DLD=
LLD=
TLO=
LL-Rxn=
DL-Rxn=
TL-Rxn=
BL=
L=
Lu=
U
U
RLL1=
RDL1=
RTW1=
RLL2=
RDL2=
RTW2=
Cd-roof=
-
FLL1 =
FDL1=
FlW1=
FLL2=
FDl2=
FTW2=
Cd.floor-
WALL=
wL-roof=
wD-roof= '
wL-floor-
we-floor-
BSW=
wL=
wO=
wT=
wT --cont:
,
Fb=
Fv=
E=
Fc,..perp=
Fb'=
Fv'=
M=
v=
e
SreQ=
S=
f\req=
A=
lreq=
1=
Moment of Inertia (Deflection):
0.07
0.06
0.13
713
908
1621
0.86
10.0
0.0
360
240
25.0
15.0
2,5
25.0
15.0
0.0
1.15
40.0
15.0
2.0
40.0
15.0
0.0
1.00
100
63
43
80
30
8
143
182
, 324
324
900
95
1600000
625
1035
109
4051
1329
46.97
63.28
18.25
33.75
91.14
355.96
IN
IN = L/2132
IN = Ll937
LB-
LB
LB
IN
FT
FT
PSF
PSF
FT
PSF
PSF
FT
PSF
PSF
FT
PSF
PSF
FT
PLF
PLF
PLF
PLF
PLF
PLF
PLF
PLF
PLF
PLF
PSI
PSI
PSI
PSI-
PSI
PSI
FT.LB
LB
IN3
1N3
IN2
IN2
1N4
IN4
e
e
e
Combination Roof and Floor Beam[ 2000 Intemational Building Code (97 NOS) ] Ver. 6.00
8 By: So Robinson. Suntel Home Design. Inc. on: 04-14-2004
Project: ASPEN - Location: Beam Nr. 5
Summary:
(2) 1.51N x 11.25 IN x 10.0 FT 1#2 - Douglas FU'-Larch -,Dry Use
::;ecllon AdeQuate By: 34.7% ControDi!'" Fl1t;1~ ~nn Modulus 1 Deoth Reouired 9.69 In
LOADING DIAGRAM
........
A
r
Reactions
~ J-o;.~ Dea.!l I",QlI.d
A 712 Lb 808 Lb
B 712 Lb 908 Lb
~
Jl
R
Span '= 10 ft
Total Lp,Bl! Uolift. Lpa~
1621 Lb 605 Lb
1621 Lb 605 Lb
Uniform Loading
live J-o~d DesIlJ,ojl!l Self Welqlrt T 01'\1 Lpild
W 142 Pit 173 Pit 8 Pit 324 PIf
--
.'
,
Multi-Loaded BeamI 2ooolntemational BuRdinll Code (97 NOS) I Ver. 6.00
Project: ASPEN 8 By: Bo Robinson. Suntel Home Design. Inc. on: 04-14-2004 : 4:50:26 PM
- Location: Beam Nr. Sa
e Summary:
3.125 IN x 10.5 IN x 9.0 FT /24F-V4 - VISually Graded Westem Species - Dry Use
Section AdeQuate By: n.7% Controlling Factor. Section Modulus / Depth Required 7.88 In
Center Span Deftections:
Dead Load: DLO--Center= 0.09 IN
Live Load: LLO-Center= 0.07 IN = U1605
Total Load: TlJ).Center= 0.15 IN = l.I709
Camber ReQuired: C= 0.13 IN
Center Span Left End Reactions (Support A): 674
Live Load: LL-Rxn-A= LB
Dead Load: DL-Rxn-A= 1024 LB
Total Load: TL-Rxn-A= 1698 LB
Bearinll Lenlllh ReQuired (Beam only. support capacity not c;hecked): BL-A= 0.84 IN
Center Span Rillht End Reactions (Support B):
Live Load: LL-Rxn-B= 1198 LB
Dead Load: DL-Rxn-B= 1291 LB
Total Load: TL-Rxn-B= 2489 LB
Bearing Length Required (Beam only. support -~~":;i not c;hecked): BL-B= 1.23 IN
Beam Data: ..
Center Soan Lenlllh: 12= 9.0 FT
Center Soan Unbraced LenlIIh- Too of Beam: Lu2-Too= 2.0 FT
Center Span Unbraced LengllHlottom of Beam: LuZ-Bottom= . 9.0 FT
Live Load Duration Factor: Cd= 1.00
Live Load 0etIect. Criteria: U 360
Total Load Deflect. Criteria: U 240
Center Soan Loadin9:
Uniform Load:
Live Load: wL-2= 40 PLF
Dead Load: wO-2= 115 PLF
Beam Self Weight ssw= 8 PLF
T olal Load: wT-2= 163 PLF
Point Load 1
Uve Load: ~ PL 1-2= 712 LB
e Dead Load: PDl-2= ,908 LB
Location (From left end of span): Xl-2= 5.0 FT
Trapezoidal Load 1
Left Live Load: TRL-left-1-2= 200 PLF
Left Dead Load: TRlH.eft-1-2= 75 PLF
Rfllht Live Load: TRL-Rillht-1-2= 200 PLF
Rfllht Dead Load: TRD-Rfght-1-2= 75 PLF
Load Start: A-1-2= 5.0 FT
Load End: 8-1-2= 9.0 FT
Load 1.en!Ilh: ' ' C-1-2= 4.0 FT
Properties For: 24F-V4- Visually Graded Westem Species PSI
Bendll1ll Stress: Fb= 2400',
Shear Stress: Fv= 190 PSI
Modulus of Elasticity: Ex= 1800000 PSI
, Ev= 1600000 PSI
Stress p" ." . ~:cular to Grain: ' Fe DBIJl= 650 PSI
Bendinll Stress of Comp. Face in Tension: Fb_cpF 1200 PSI
Adjusted Properties
Fb' (Tension): Fb'= 2384 PSI
Fv': Adjustment Factors: Cd=l.00 CI=O.99 Fv'= 190 ' PSI
Adlustment Factors: Cd=1.00
Design RBQL,:,.,,,.,,_:
ControIIlnQ Moment M= 6422 FT-LB
5.04 Ft from left support of span 2 (Center Span)
CrlIIcaJ moment aeated by combining all dead loads and five loads on span(s) 2 LB
Controlllnsl Shear: V= 2134
At a distance d from riAht suPPOrt of SIl8I\ 2 (Center Soan) ,
Co Crillcat shear aeated by combining all dead loads and Pve loads on span(s) 2
mpartsons WillI Required SectIons: IN3
Secllon Modulus (Moment): SreQ=: 32.32
S: 57.42 IN3
Area (Shear?: ' Areq= 16.85 INZ
^" 32-81 INZ
e Moment of Inertia (Oe~ ..:\ ,): lrecp 102.04 1N4
I" 301.48 1N4
. .
e
.
-
e
- .
Mulli-loaded Beam[ 2000 International Building Code (97 NOS) ] Ver. 6.00
By: Bo Robinson 0 Sunlel Home Design, Inc. on: 04-1+2004
Project: ASPEN S - Location: Beam Nr, 5a .
Summary:
3.125 IN x 10.5 IN x g.O FT /24F-V4 - Visually Graded Western Species - Dry Use. .. .
Section AdeQUate By: n.70/0 C:;':'~!~'!!!P F~"'9r; ~~!o:'n Modulu~ I~ Reouired 7.88 In
LOADING DIAGRAM .'
Pl
'I
Ii " /" ," ,
" Iii 'Ii I "
:! ,; .'
" J
II TRt " ., ;;
,I :!I
" ., Ii; .1, "
n
I
.AIo...
A
"
,
....
B
Center Span :: 9 II
Reactions
.Uvlt Lp!,d Deatt Ll'.ad
A 674 Lb 1024 Lb
B 1198 Lb 1291 Lb
Il'll!'l.o~~
1698 Lb
2489 Lb
UDliftJ=oal!
682Lb
861Lb
Centsr S.IWl
Uniform Loadin9
J)veJ-o!'d ~!I.1-.P.ilst ~eIfW~9!!l T""!l!,o,!ld
W 40PIf 115 Pit 8 Pit 163PII
Trapezoidal Loadin9
1&1!J. b!!!U2b Riohl LL ~ D\, Load ~Il!rt Loalj, E_rN
TRl 200 Pit 75 Pit 200 Pit 75 PII 5 Ft 9 Ft
Point loading
Pl !Jv~ J--oa!l Dea..d..I."!I.d Locati5- F:OOt"
712 Lb 908 Lb
,