HomeMy WebLinkAboutMiscellaneous Plans 2005-7-21
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'CI1Y OF SPru:NGFIELD
Development Services D"'k'<u~ent
Building Safety Division
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Residential Plan Review
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JOB ADDRESS: lj)?J\ ~
OWNER:
CONTRACTOR: ..k:.--r-F
CITY JOB#: ~'5q35
PHONE:
PHONE: -z.'2..Cj)":,,ID%'1
Items listed below (if any) and - those marked in reddirect1y on the "t'k'.v..ed permit
: docUments are incorporated intO this project in addition to any requirements .c.k'l'_:ng on
the construction plans and the City standard document entitled "Single Family and Duplex .
Construction Most Co=only Missed Items". A corresponding num~ is marked on your
plans for any items listed below where applicable. . .
All."'f"'....ces are to the 2000 Oregon State One lind Two Family Dwelling Specialty Code,
(1998 International One and Two Family Dwelling Code as amended by the State of
Oregori. unless noted otherwise. A copy of this code may be obtained lrem the Building
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Tech Bookstore, Inc., 8020 S.W. Cirrus Dr. Beaverton, Oregon 974008-598/1 '.:
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. Your signat\l!e on the Building Permit is an agreement that all items' will be instalJ.ed~r
,corrected, and that all work on this . project will comply with applicable ~d~. :.:
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ISSUANCE OR GRANTING OF A PERMIT OR APPRO" M:: tlF PLANS,
'SPECIFICATIONS AND OTHER DATA SHALL NOT BE CONSmUlill Tr;tIm.A
PERMIT FOR, OR APPROVAL OF, ANY VIOLATION OF ANY OP M BmitlWG
SAFETY CODES OR OF ANY OTHER ORDINANCE OF TIm CW' '>F
SPRINGFIELD.
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PLANS REVIEWED BY:
.JI'\SOtJ e,\)S\..:J PHONE: iLJb- S'-{<i('L{
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'eSswnaL Code servkes
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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
documents, Circled regulations are of significant importance, The approval of plans and specifications does not permit
the violation of any section of the building code, other city ordinance, or state law.
Paraphrased references are to the State of Oregon 1 & 2 Family Dwelling Specialty Code, which is based on the 2005
edition of the International Residential Code (IRC) as adopted & amended April 1 , 2003, unless noted otherwise.
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BUILDING PLANNING
R106.3.1. The "Approved' Plans, specifications, and construction documents shall be kept on the job-site at all times,
R105.2 and NEC. Permit's for all electrical work shall be obtained at r: \ T'1
R109. A final inspe~tion sh~1I be requested once all work and corrections have been ma2~.9ccupan?y canno(~i::'
granted until final inspection approval or a temporary occupancy has been appro"d ijy the BaH~h1g Offlf.la~..
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DOC.PS.20. All framing lumber is assumed #2 grade Douglas Fir or equivalent unlesSootherwise noted (excepto&twlili.
and plates). All siding and other manufactured wood products shall comply with th&'lfIanufactuni~!'
installation requirements and must be used according to their listing. Inspe~ftlr.1Uust lie prPvidelhdth:
installation instructions attime offraming and final inspection. ... :..... ....
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R303.3. Bathrooms & spa facilities shall be provided with a mechanical ventilation s)'!;tem ca~8BIe of 50'''fI11.
intermittent or 20 clm if conti,nuous. Water closet compartments must have a minimum ;,sQ:A, windCM~ ~ of wllicb JS.
openable, or have a mechanical exhaust system capable of the exhaust rates noted above, .' :.: . .....
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R303.B. All dwelling units shall be provided with an approved means of heating habital space(s) to a minimum of
680 F measured at a point 3' above the floor and 2' from any wall. Portable type space heaters cannot be used.
R304. Every dwelling shall have one habitable room not less than 120 square feet. Other rooms shall have an
area of not less than 70 square feet. 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.
cv R307.1.
Bathroom fixtures shall be installed and spaced to ensure the following clearances:
. Water Closet- 21' in front and 30' wide with a minimum 15' to sidewall or tub;
. Lavatory- 4' clear at side and 21' at front;
. Showers- shall be a minimum of 30' x 30' with 21' minimum clearance in front;
. Tubs- minimum 21' clear at open side.
10. R308.4. Provide safety glass or tempered glazing, in specified hazardous locations. Consult Inspector as needed,
2465 COTnl( Drive -, Spri119JieUf, Ore9on 97471 1 Office: (541) 746-5484 ' Fax: (541) 746-5431
PCa.n Review . Inspections . Coae ConsuCiing
R310. Sleeping rooms and basements with habitable space shall have at least one open able emergency escape and
rescue opening. Egress windows shall have a maximum sill height of 44' above the floor; have a minimum net clear
opening of 5.7 sq.fl, (5 sq. fl. at grade level); a minimum clear height of 22' and a minimum clear width of 20".
Basements that contain sleeping rooms shall have emergency egress in each sleeping room; however, adjacent
basement areas with sleeping rooms are not required to have additional emergency egress.
@ R311.4.3. Landings are required on the interior side of each exterior door located not more than 1.1/2" below the
threshold. Exterior landings at required exits shall hot be more than 8' below the threshold. If the door swings out, the
landing shall not be lower that 1-W below the threshold, The width of landings shall not be less than the door and a
minimum of 36' in the direction of travel.
@ R311.5 Stairways shall be not less than 36' in clear width at all points above the permitted handrail height and below
. .: '!he required headroom height. The minimum clear width at and below the handrail, including treads and landings, .
... ~all nQl.beJess thqn S'I~ 1/2' where a handrail is installed on one side and 27' for stairs with handrails on both sides. '
:..:.. :.'. HeadroorTlshall not be less than 6'-8', .
. ::... . T reaas' sli~1I have a minimum depth of g'.
. .. . .' ,': Risers shall have a maximum height of 8', The greatest riser height or tread depth shall not exceed the
. . ... .. . . . srnallist Iil~ more than 3/8' to include nosing projections.
...... .: 'W': Risers i~eps shall not be less than 4',
.... . . A nl!llng tltltless than o/j' or more than 1-1/4' shall be provided on stairways with treads less than 10'
.... . . . ..... Encl~~~.~seable space under stairs shall be sheathed with minimum W sheetrock.
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@ . . R311.5. 'Hct~drails 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 '!.' or more than 2' 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. See attached detail for various approved gripping surface configurations.
. Ends of handrails shall be returned or terminate in newel posts or safety terminals.
. Handrails adjacent to a wall or guard shall have a clear space of not less than 1.112".
. Edges of handrails shall have a minimum 1/8" eased edge.
@ R312. Porches, balconies, or raised floors more than 30' above the floor or grade below shall have "guards' not less ';
than 36' high. Open sides of stairs shall have a guard of not less than 34" high. Any ornamental pattern of guards
shall not allow a sphere greater than 4' to pass - except on stairways, wQich may pass an object not greater than 5'.
Guards and handrails shall withstand a 200-pound load in any direction at any point per section 301.4.
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11, R308.6.8. Unit skylights shall be installed per their listing, Skylights installed on roofs with a slope less than 3 in 12
shall be mounted on a minimum 4' curb unless otherwise specified in the installation instructions.
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R309.1.1. Mechanical ducts penetrating the common walls' or ceiling between' dwelling units & garages shall be of
minimum 26 gauge steel and have no openings into the garage. Vibration isolators shall be a minimum of 18' from the ,
penetration.
R309.2. Garages shall be entirely separated from the residence and its attic area by %' sheetrock, Garages located -
below habital space shall be separated by 5/8' type 'X" sheetrock on the garage ceiling. All supporting walls &
elements shall have minimum W sheetrock. Doors shall be solid wood or honeycomb steel a minimum of 1-3/8' thick
or be a 20-minute fire-rated assembly. Openings between a garage and a sleeping room / bedroom shall not be
permitted.
14, R309.4. Carports shall be open on at least two sides; otherwise it shall be considered a garage,
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R313. Smoke alarms shall be installed; in each sleeping room; immediately outside of each sleeping 'area"; and on
each floor, basement, or habitable attic. Multiple alarms shall be interconnected within individual units. Required
smoke alarms shall not be installed in a garage, kitchen, or area below 40' F. Ionization type alarms 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, - (Please consult inspector regarding alterations, repairs" and additions per 313.1.1.
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21. R317. Two-family dwelling units (Duplexes) shall be completely separated by wall/floor assemblies of l-hour fire-
resistive construction including supporting construction. Fire-walls shall extend to the underside of roof sheathing.
Sound transmissien control shall be per appendixK- (See.attached details.)
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22. R317.3.1 & 317.3.2. Through penetrations of fire-resistance-rated wall or floor/ceiling assemblies shall be protected
. by an approved fire-stop system per (ASTM E814) or (UL 1479). Membrane penetrations shall also comply with
(ASTM E814) or (UL 1479); however,steel electrical boxes not exceeding 16 sq. inches in area provided such
openings do not exceed 100 sq, inches in any 100 sq. ft. of wall may be separated when on opposite sides of a rated
wall as follows:
o By a horizontal distance of not less than 24';
o By a horizontal distance not less than the depth of the wall cavity when filled with insulation;
o By solid fire blocking in accordance with R602.8;
o By protecting both outlet boxe~ with "listed' putty pads; or,
.0 By other "listed' materials or methods.
@ R319.1.
Protection against decay shall be as follows:
o Ensure minimum 18' and 12' to bottom of wood joists and girders respectfully;
. Provide pressure treated, or equal, wood at sill plates that rest on exterior masonry or concrete walls;
o Sills and sleepers on concrete or masonry slabs in direct contact with the ground shall be pressure
treated unless separate from slab by an approved impervious moisture barrier;
o Ensure a minimum of y.' airspace at tops, sides, and ends of girders entering concrete or masonry
walls;
o Maintain a minimum of 6' clearance to grade for untreated siding, sheathing, or wall framing;
. Wood structural members supporting concrete garage slabs shall be pressure treated unless separated .
with an impervious membrane.
@ R319. Structural building supports, balconies, decks, and porches exposed to the wea1l1~r.shall be pressure t~.
or wood naturally resistant to decay, . . . . ... . .: ......
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@ R319.' Wood posts and columns embedded in concrete or in contact with the groun~;h~"'be p~~su'1l treateQop~d:
labeled for ground contact.' . : .... ..
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26, R323, Comply with Flood Resistant Construction as required, (Consult Inspector) ... :..... ....
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27. R324 Comply with Wildfire Hazard Mitigation requirements as adopted by the local Jud~c1ic6on as ijlqIJiM:lll. . . ....
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FOUNDATIONS
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R401.3. Surface drainage shall be diverted to a storm sewer conveyance system or other approved point of
collection. Slope grade away from the foundation a minimum of 6' within the 1st ten feet, or if impractical, create
approved drains or swales,
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. Footings shall be supported on undisturbed native soils or engineered fill. Footings arid stem wall sizes shall
be as follows, when supporting conventional construction, based on 1500 psf soil bearing:
. 1.story = 12" wide footing with a 6' thick foundation wall,
. 2.story = 15' wide footing with a7' thick foundation wall.
o 3.story = 18' wide footing with an 8" thick foundation wall.
o Isolated footings in crawls spaces shall be a minimum of 18' in diameter or 15' square by 8' thick.
o Footings and stem walls in seismic design categories D1 & D2 shall have 1 #4 rebar installed in
the footing and one at the top of the wall, unless mono pour, which may have 2 #4 bars in the footing,
o Turned down slab on grade footings shall have 2 #4 bars-one at the top and one at the bottom.
o All footings shall be protected from frost including isolated exterior spread footings,
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R403.1.4. Two pour foundation systems with a construction joint between the footing and stem wall (concrete or
masonry) shall have a minimum #4 ,vertical rebar with a standard hook installed at a maximum of 48' on center. In
seismic design categories D1&. D2, masonry stem walls shall be solid grouted. ' ,
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R403.1. 7. ,Provide approved rebar system for electrical grounding in footings,
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R403.1.8. Install Yo' 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 for each plate and must be located within 12'
from ends. In seismic design category D2. 2' x 2' square or 2y.' 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.
R403.1.9. Buildings & structures on or adjacent to slopes steeper than 1 unit vertical to 3 units horizontal shall
conform to the provisions for ascending and descending slopes, or an engineered system may be required per ·
R403.1.9.4,
~ R405. An approved drainage system shall be provided around concrete or masonry foundations retaining earth and
enclosing habitable or useable space, The conveyance system shall discharge by gravity to an approved location.
~ R406. Foundations enclosing habitable or useable space shall be damp-proofed in an approved manner from the top
of the footing to the finished grade. Areas with a high water table or severe soil-water conditions shall be water-
proofed. '
r{j) R408. Provide under.floor ventilation at 1 sq. ft. p~r 1500 sq. ft. of the under-floor space, Minimum openings shall be
within, 3' of each comer and shall provide cross ventilation. '
@ R408.3. Provide a minimum,18' x 24' unobstructed access opening to all under-floor spaces including cripple-walls.
~: ~408.~ .'AI'eas oJ~e~der-floor space shall be cleaned of construction debris, vegetation and organic material~
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4a,:. R502.4. '~oisfs parallel 'lnd under bearing partitions shall be doubled. or provide a beam/girder of adequate size.
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4 ~... R502.6. Enlls of joj&li. beams and girders shall have not less than 1 Yo' bearing on wood and a minimum of 3,'
'bearing on concret~kA~sonry. Joists meeting over a bearing support shall lap 3' minimum and be nailed with three
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42~' "R502.8. OriJ~ng and notching of joists and beams shall not exceed attached detail sheet. Engineered products shall
not exceed manufacturer's limitations.
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R502.10. Openings in floor framing shall be framed with header and trimmer joists, When the header joist does not
exceed 4' it may be the same size as the floor joist. Header joists exceeding 4' shall be doubled, When exceeding 6',
approved hangars shall be used.
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44, R506. Concrete slab-on-ground floors shall be a min of 3Yo' thick and placed on a minimum 4' base course of sand
or gravel, 6 mil black polyethylene sheeting, lapped 12' at joints shall be placed between the floor slab and base 9
course, Consult inspector for exceptions. The minimum concrete compressive strength shall be 3000psi.
WALL CONSTRUCTION
45, R601. Balloon frame walls at vaulted gable ends in order to transmit all loads imposed to the supporting structural
elements in accordance with sections R301.
46. R602.3.2 & 602.11.2, Double top plates shall overlap at comers & intersections, be offset at splices a minimum of
24', and be nailed with eight 16d nails, Top plates in braced wall lines shall have a minimum sixteen 16d-(8 per side).
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47. R602.6.1. 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 wi~th. ' The hole shall not be
: closer than 518" to edges. Notching of top plates in exterior or bearing walls greater than 50% requires a minimum 1 y.-
wide 16 gauge steel splice across the notch and nailed per listing. .
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R602.8. Provide fire blocking as required. Materials may be l' nominal solid wood; %' sheathing; 112' sheetrock; or
unfaced securely packed insulation extending 8" above and below obstruction. (Consult inspector as needed).
R602.9. Foundation Cripple walls shall be framed with studs not less in size than the studs above. When exceeding
4' in height, such walls shall be framed of studs having the size required for an additional story. Cripple walls less than
14" at exterior walls or interior braced wall lines shall be sheathed on one side from top plate to bottom plate, or shall
be constructed of solid blocking. .
R602.10. Ensure adequate lateral wall bracing as depicted on plans and lor as required and 'Redline clarified' on
plans. Seismic design categories D1. En & high wind requirements shall also comply with section(s) 603.8.2 and
603.8.3. - (See attached details.)
@ R602.11.3. Stepped foundations shall comply with the attached detail sheet.
WALL COVERING '
& R701.2. Products sensitive to adverse weather conditions shall not be installed until adequate weather protection
\.7 has been provided. Exterior sheathing shall be dry before applying exterior coverings.
r53:\ R703.2. Weather-resistant asphalt-saturated felt or other approved membrane materials, free from holes and breaks,
'--/ or other approved weather-resistant material, shall be applied over exterior wall studs or sheathing as required: (oJr .
table R703.4. See attached code sections. Felt shall be applied horizontally. The uppeJ'~lIre~lappeAove~lowerl'aygr
a minimum of 2". End laps (vertical joints) shall be minimum 6', . . '.:" :..:
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54. R703.7. Masonry veneer shall be installed, supported, anchored, and flashed in ac&rdance with- R7m.7 thro~gR:
R703.7 ,6. (See attached code sections & details) Inspections are required for installation, over ~, rll'height. .. ..:.
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R703.B. Provide corrosion resistant flashing above window and door openings, at horilot11al.to veltical intersections,.
at masonry veneer installations, and as noted on plans, . .. . . .
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ROOF-CEILING CONSTRUCTION
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RB01.3. Where required by the local jurisdiction, all dwelling units shall have a controlled method of water disposal
from roofs that will collect and discharge all roof drainage in accordance with chapter 32 of this code. Pay particular
attention to areas where expansive or collapsible soil conditions may be present, or as per engineering requirements.
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 plans
until final inspection.
R802.11. Approved truss tie-down devices shall be evaluated in conjunction with the prescribed uplift load of each
truss and installed as required. Brace gable ends at flat studs exceeding 6' high per the truss installation details.
R806. Enclosed attics and enclosed rafter spaces where ceilings are applied directly to the underside of roof rafters
shall have cross ventilation for each separate space. The minimum net free ventilated area shall not be less than 1
sq, ft. per 150 sq. ft. of attic area. 1 sq. ft. per 300 sq. ft. is permitted with the installation of a vapor barrier or ridge
and eave vents when an approximate ratio of 50% is located at the eaves and 50% is located at or near the ridge.
R807. Provide a minimum 22" x 30' attic access opening in a readily accessible location such as hallways. A
minimum of 30' of headroom is required above access opening.
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61. R905. Roof covE!rings shall be installed in accordance with the applicable sections of this section and the
manufacturer's installation instructions. Flashings shall be installed as required in R903.2.
62. R905. Asphalt shingles & clay or concrete tiles shall not be installed on roof decks less than 2 in 12 and 2-1/2 in
12 respectfully. When installed on decks with slopes between 2 in 12 and 2-1/2 in 12 through 4 in 12, a minimum of
two layers of under1ayment shall be installed. See manufacturer's installation instructions.
CHIMNEY I FIREPLACE
63. R1000. The owner/general contractor may be required to coordinate a pre-construction meeting with the mason and
building inspector for the construction of new masonry fireplaces-{see attached details and code references.)
64. R1001.8 & 1001.9. Existing masonry fireplaces fitted with a listed/approved fuel-burning insert shall have the
masonry chimney relined with materials compatible with the type of fuel utilized per manufacturer's instructions,
65. R1002 & 1004. Wood stoves and factory built chimneys and fireplaces shall be listed / approved and installed per
manufactures instructions. Installation instructions shall be on job site.
66.' R1005. Provide sufficient exterior air supply to ensure proper fuel colTlbustion. Exterior combustion air ducts for
factory-built fireplaces shall be a listed component of the fireplace and be capable of supplying all combustion air from
the exterior of the dwelling. Unlisted air ducts shall be installed with a minimum l' clearance to combustibles.
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ENERGY
@ N1104. All heated areas shall comply with one of the prescriptive paths W as designated in table N1104.1(1).
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~: : ~1101. ~rw~1I we'l~ef ~sistant insulation baffles at eaves to maintain a minimum l' clearance for ventilation.
r~' N110,';: Recessed'I:,,~: ~..:Jres installed in cavities separating heated and unheated areas shall be IC rated. The trim
t?,:. piece sllaU be gasketed Or caulked to prevent air leakage. The fixture shall also be rated for no more than "two cubic
. . .. . teet or ai, imivement per minute' or be installed within an airtight box.
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ili.. . r<l1104: Sj;;lH>n-g~~Q ~pors shall be provided with rigid R-15 insulation protected from solar & physical damage.
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~.., 'N1104.::~lk and~ all joints and penetrations in the exterior siding to include window & door frames, utility
. ... . ;>enetvltLO"LS, & ovllRl~V9n nails.
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72. N1104. Approved vapor barriers shall be installed on the warm side of insulation as required.
73. N1104. Provide 6 mil black polyethylene ground cover lapped 12' at joints and extending 12" up foundation wall.
MECHANICAL
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74. M1305. Appliances shall be accessible for inspection, service, and replacement without altering permanent
construction.
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M1305. Attic and underfloor appliance installations shall have a minimum 30' x 30' working space provided at the
control or service side, Installations shall be within 20' of the attic or underfloor access opening and have a clear
unobstructed passageway 30' high by 22' wide. Attic installations shall have continuous solid flooring 24' wide.
76. M1305. Underfloor appliances suspended from the floor system shall have a 6' clearance from the ground.
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M1305. A light and electrical ouUet shall be provided at each appliance. The operating switch shall be at the access
opening, '
78. M1307. Appliances shall be listed & labele~ and installed per manufacturer's instructions, which shall be on job site.
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79. M1307. Applian~s located in garages shall have all sources of ignition located not less than 18' above the floor.
'80. M1307. Furnace and water heaters installed in a garage or carport shall be protected from automobile impact.
@ M1308 &1309. Gas piping shall be property sized, secured, supported, and protected with steel plates as required.
82. M1401. HVAC equipment installed outdoors shall be listed for exterior applications and installed to conform to
manufacturer's installation instructions. Install in accordance with R323, 1.5 in areas prone to flooding.
83. M1411. Condensate from appliances shall be piped to a conspicuous/approved location. An auxiliary drain pan shall
be provided where damage to any building component may occur.
@) M1501. Clothes dryer ducts shall vent to the outdoors through 4' 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 2'h' shall
be subtracted from the maximum length of 25' for each 450 elbow in system and 5' shall be subtracted for 900 elbows.
The maximum length of the exhaust duct does not include the transition duct.
@ M1502. Range hoods shall vent to the outdoors through a single wall, airtight duct installed with a back-draft damper.
86. G2447. Cooking appliances designed, tested, listed and labeled for commercial occupancies shall not be installed
within dwelling units.
B7. M1601. Building cavities, closets, crawl spaces, & chases shall not be used as heated or cooled supply and return air
enclosures,
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88. M1601. All joints of duct systems shall be properly sealed with tapes (1818 or 1818-M), mastics, gasketing or~~t
approved closure systems. ......:.. .
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Chapter 17. Provide adequate combustion air for fuel burning equipment while maintailliflgoule building envelope. ....
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Chapter 19. Special fuel burning equipment shall comply with the applicable proVisions of chapter 1~~'.: . . .. .
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91. P2613. All trenches deeper than the footing and paralleling the same shall be at least 4~~e~ from.::::'
PLUMBING
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92. P2613.7. All pipes penetrating fire-resistance rated walls, floor / ceilings, or roof / ceiling assembll'as.Orthafts ~1Tcl1r
, be protected in accordance with the building code,
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P2613.9 Plastic and copper piping run through framing members to within 1" of the exposed framing shall be
protected by steel nail plates not less than 18 gauge,
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94. P2619. Plumbing system pressure tests of 10 psi or less shall utilize gauges of 1/101h psi increments. Systems
greater than, but less than 100 psi shall use 1 psi increment gauges or less.
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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
96. P2707. Ponds, aquaria, fountains, and similar constructions with water supplies shall be protected from back-
siphonage. Obtain permits as required,
(!!) P2708.2. Where fixtures come in contact with walls & floors, the joint(s) shall be made watertight with approved caulk.
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98. P2710. Shower s~alls 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 requi~ements regarding site-built
shower compartments.
99. P2710. Site built showers shall comply with this section and be tested for water tightness by filling with water up to the
rough threshold. Inspections are required.
100. P2711. Whirlpool bathtubs shall have a removable panel to access the pump. The pump shall be located above the
crown weir of the trap. The pump & circulation piping shall be self-draining.
101. P2715. All shower heads/control valves shall be equipped with a pressure balance or thermostatic mixing control
valve set or adjusted per the manufacturer's instructions for a maximum mixed water setting of 120 degrees.
02. P2805. Water heaters shall be provided with a combination pressure I 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.
103. P2809. Water heaters which depend on the combustion of fuel shall not be installed in rooms used for sleeping
purposes, bathrooms, clothes closets, or in a closet or other confined space opening into bedrooms or bathrooms
unless listed & labeled as a direct vent appliance or installed in a properly sealed enclosure.
G P2809. Water heaters installed in seismic design category D1 ~nd [h shall be strapped to resist horizontal
,'\J displacement. Straps shall be at 1/3 points with the lower strap a minimum of 4' above the controls.
105. 2810. Water heaters located in attics shall have a corrosion-resistant watertight pan installed beneath it with a .
minimum 0/." drain to an approved location.
;
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'19&,. ~2902. No water pip~ supplied by a private water supply system shall be connected to any other source of supply
:..:. .....itho~Cthe.~rior afl+Jro~ of the AHJ and I or the Health Department. '
@ 'P290~. ~Q~e bibb; ~h~M be protected with a listed non-removable frost-proof backflow preventer.
~ ...
08 'P2903, Cross collnecllon control shall be in accordance with this section. Before any device or assembly is installed
.. . 'for the'pie~ntio~ orflack-siphonage, it shall first be permitted and approved by the administrative authority. All
. .devices shall be~'ajRia'ned in good working condition. They are required to be tested at the initial installation by a
. .... certifietl"bi!r;kfIowAAvi~ tester and generally re-tested annually. -
~ .... ..
.. . . .. ..
. P29087:mi minimum water pressure after allowing for friction and other pressure losses is 15 psi. Approved pressure
regulatorS' shall be installed, with strainers, when the water pressure could exceed 80 psi. ,
@ P2909 & 3023. Water lines and sanitary sewers shall be installed, tested, and inspected in accordance with these
sections. '
if1'D P3208. Storm I rain drains shall be ABS Schedule 40, PVC DWV, or other approved materials. They shall not.:
V 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 ,
Yo' per foot, and be installed with an 18 gauge continuous tracer wire. '
-R-
:
-a
engineering
January 6, 2005
Hayden Homes
2464 SW Glacier Place, Suite 110
Redmond, OR 9ITS6
Subject General Foundation Drainage Recommendations
jasper Meadows Subdivision - 2nd Addition
Springfield, Oregon
K & A Engineering, Inc. ','
P.O. BOl[ 23624, EUgene, OR 97402 '
, 521 Market St., Suite B, EUgene, OR 97402
, (541) 684-9399 Voice
(541) 684-9358 FAX
'Project: 74.04,
PURPOSE AND SCOPE
This letter provides additional recommendations for drainage for the construction of single-family residences at
the subject new subdivision. These are intended to supplement recommendations provided in the original
geoteChnical report provided by Boire Associates, which Included general construction criteria for development
of the project site. '
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SITE CONOmONS . ..... ..
As documented in our summary report of September 20, 2004, the gently sloping site had fTom 1 to 3-fe~ ".
gray plastic silts over weathered yellow/lan tuffaceous sandstone. .c,. .. .
. . 0 . .
... ......
.
Excavation for the foundation pads consisted of benches cut Into the slope with cuts as higt1'~ I\~ K & A
'Engineering, Inc. witnessed excavation and provided on-site recommendations so that all fo~~~iltloJ1 cuts.wn'.
made to suitable subgrade soils or bedrock. " ...... ....
. '1..
a ...
. . .. .
After excavation and grading of subgrade to undisturbed soilS/rock, 10 to 24-inches of granular fills were placed
on the foundation subgrade and compacted.' '
Groundwater was not encountered in any of the excavations except at the lower elevation of the project in the
road subgrade. ' , '
~
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~ FOUNDATION DRAINAGE RECOMMENDATIONS
Since a significant amount of low permeability, dense granular fill will support foundation loads on the
underlying native soils and rock, if groundwater were present above the excavation grade it is likely that the
granular fill could trap and Isolate water in the foundation excavation. Conventional footing drains would not
remove this water because it would be below the footing grade.
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K & A Engineering, Inc.
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" ., .'.
As a precaution,to avoid the possibility of trapping water below the foundation, we recommend that low point, '
drains be Installed In the crawlspaces with the inlet at subgr'adelevel. This wUl effectively drain the entire '
foundation. This low point drain can replace the recommended conventional footing drains. ' , ' ,
, '
- '
, The low point drain should be constructed at the base of a small well excavated in the granular fill. The sides of
the well should be uniform with a slope not exceeding 2 horizontal to 1 vertical. The inlet pipe should be
covered with some sort of grate or galvanized screen to prevent fines from entering into the drain system. The
low point drain should be located In the crawlspace as close to the downhill side of the foundation as' possible.
- '
Additionally, we recommend that the final grading at the surface between houses slope to a gentle swaJe that
routes surface runoff away from the foundation to the street or to an approved storm drain collector. The swaJe
should have a total drop of at least 1-foot
Thank you for the opportunity to be of service. Please call If you have any questions.
,.-
Sincerely,
.'
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."-'
Michael Remboldt, P .E.
K & A Engineertng, Inc. '
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Project 74.04 Jasper Meadows Subdivision Phase II, Springfield, OR
Client Hayden Homes
Page 2 of 2
Jailuary 6, 2005
.
'eSswnaL Code services
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FINAL INSPECTION CHECKLIST:
Home is to be accessible for inspection.
Address shall be permanently posted on the home and visible from the street.
Slope grade away from home a minimum of 6" within the first 10'.
Seal all penetrations in the exterior siding such as gas line, cable wires, & overdriven
fasteners.
Ensure penetrations in the common wall between garage & residence or residence &
residence are properly sealed.
Ensure all gas appliances are installed, pilot is lit, and they are ready for inspection.
Temperature I pressure relief pipe from water heater shall terminate a minimum of 6"
from grade or garage floor & be secured.
All bathroom fixtures shall be caulked prior to final inspection.
....
Ensure the 18" x 24" under-floor access is not obstructed by pipes orOductotf. 000.::
Crawl space must be clean of all vegetation & construction debris. N()"Mt~r should
be detected in the crawl space. . :'. '.
. ..
Under-floor insulation shall be dry, properly supported, & held up tig.l1t tvthe flQor .
h thin ... ......
s~ ~ .
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Under-floor access is properly insulated. . .. .
....
Under-floor HV AC ducts must be supported & required clearances mtdO.fll'ihed. ......
.. ..
Verify all heat ducts are connected to registers and have been properly insulated. .' :.:
.. .
Provide a ladder on site for attic inspection and ensure that the 22" x 30" access is
readily accessible.
Water heater should be turned on and hot water available at time of inspection.
Verify all stairs are constructed with proper rise & run.
Ensure guardrails and handrails are properly installed or constructed.
Provide barrier to protect appliances from vehicular damage.
Ensure electrical permit has been approved and finaled. (prior to calling for building,
plumbing, & mechanical finals)
This list is a compilation ofsome of the more common corrections noted by the
inspection staff. It is intended to be a convenient reference for preparation of the
fmal inspection approval.
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2465 CorraL Drive 0 Spri"9fieU!, Ore90n 97477 . Office: (541) 746-5484 0 Fax: (541) 746.5431
P(an Review . Inspections . Code Consu(tin9
~
H SEISMIC AND
HURRICANE TIES
L
'.
G
116 S1Dd to
8
H2 IosIallaUon
o
H4lns1allaUon
(/bIl/shltDl1fJPlIl/Jlppl1llll)
G)
HI_Dg
sind to sill
(4-811 IIlID plBlB.
5/1/IIIlIDsIJII1)
H9. H10 and H10R npUnnal
pnsIIIve angl. Danlng
....acls _r b1~ to
rafter. Use 8d enmmon nails.
Slot allows maximum fieJtl.
bending up to . pitch nf 6fl2,
IIS8 75% nf the 13ble upllll
load; bend Dne tinul,only.
Considerations for Hurricane Tie Selection
,1. Wballs the upllllload?
2, Wballs the p.rallel-to-plate load?
3. Wb81 Is the ",:,,: :o'.r-to-plate 'Dad?
4. What Is the speclas nf IIIIDd used lor Ibe _ and the top pl....7
(Select the load table based on the lowest performing species at woOlt)
5. Wllllbe horrl..n. tie be D.lled Into both top pl.... Dr Ibe opp.r top plele DDIy?
6. Whatlo.d.r loalls will the _..De lie be lDID1l7
A1lowabl. simultaneous loads In more than Dn. direction on . single
ennnemor muSt be evliIuaJed as lollows:
Design UpOD/A1lovrable Upllll'+ Design Lal2ral Parall.1 to Plata I A11....bl.
Lal2ral Parallel to PI.1a + Design Lalaral Parp.Ddlcular to PI.te I Allowable
Lal2ral Parpendlcular to Plate < 1.0.
7. Select horrl....1Ie based on perform.D... .ppllcaUon, Instelled cost.nd
ease DIIDstall.tlon.
~
H6 Stud
to Top
Pinto
InsIallallDD
CD
j
118 allachlng
'-)olsllo dmIble
lop pi....
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lmRlo"VJ
plaJis. .
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Gi) 1114
. InslallaUon
. "4db111.
4!llleader
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InstellaUon
10 doubt.
lop plales
BdClJllllOllSlD
'--- PlAlES. AU DIE OF
[!] :'~H14
H... :_... TIe IDStallallons to Achieve
Twice lbe Load (Tap View)
~~
_dIagllll8lly
Icruss from eadJ DItter
for mlalmum 2x truss.
NaIIill1lIDtD bath 1lde1 at
.linIllepIy2ltruss....,
AUIIIbe wmid to split.
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H SEISMIC AND
HURRICANE TIES
."".
t)ftl'~' . .
NEW! H14 Is lIIe high upun hurricane Ue. " can ~ 1ns1a118lI wlIh
railer aaRlng Danges lacing IIIW8/lIs Dr ouhnnla. ,
The H2.5A Is designed 101 easy InSlaJlaIlan. wlth higher uplilllaads to
'meet new code relI1-: ..' :... H5A has 1nslaIl8llCDSI benelll, ft only requires
6 nails, to meet lower uplllll8llulremenls.
MATaIIAl: See lable
ANISH: GalvanIzed. HllZ-l-MAX. Some models available In
s1aInIass steel Dr Z-MAX; see Corroslon-ResIslance, palJ8 5.
, ,INSTALUlIION:' Usa all speclfl8ll faslBners.' See SelUl11l1 Notes.
. Hl can be lnslaIled wlth flanges ladng \nwaJds
(reverse of HI dl1lWfng number 1~,
, , . H2.5. H3. H4, H5. H5A and H6 ties"ere only shipped In
equal quantilies of rights and IefIs. '
. Hurricane lles do nol replace soDd blocking.
CODES: See page 10 lor Code UsIIng Key Chart
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. ... . .. . . .: Fasten.... .. W~'?~~'_j~i~f~~1~ =~ AlI~~~ ~:
Modi' oa .. upnn"!'",.~~J~~ ~t~ with Code
: ~:. .~ ~':"T. ~ ~'~1~~iI upon (1=);5~ ReI.
"I~;" 18 :=~ :;. 8bJds 1958 ~::~::~I"'4:~~:)I(::) 4% 1~ :
! : ~' ~: :::: Hd Hd ::~ I=,~e==:~ : J: 130 130:~ ~~
"" I H2.5A 18 Hd Hd 1793 1\~@,\ifi.l!llPFiI;{1'il~~itQji~~i 520 1535 110 110 480 160
I :: E :: :::: :~:4la~:~~1:,:J-~w ::E :::: E ~~o
II H5A 18 3-8d 3-8d 1500 t:35lt:4K42Oj1,l1ilSi',;:t8Oii ", ii1 2451245 100 120 .1!:L ~
I H6 16 I IHId IHId 3983 ~JI1~'9JlO;!IJi50!11r.~ .~i 785 820 560 - - 5. 41
I H8 18 5-10dX111.1 I 5-10dX111.1 2422 I 820 1745 I - I - I - I 530 1565 170
1 H9KT 18 4-S1lSl4x111.11~1I.I 2812 I 875 1875 1680 1125 1 - I 755 I 755
I Hl0 18 8-8dx111.1 I IHldxl1l.l 3135 1~.9W-ili~r~fJ.ji~~I~~1 780 1850
H10R 18 . .~_L I . .~_L 3135 "Me-" '''''.''',;.~' ~"F.''''~''''I' 780 I 850
O"VUAIR O""UUAIR t~lif~~~:*, ~~ ;>~.i.tt€!.t!if.,~
::~2 ~: 6-~=11.1: 6-~n:v.. :: ~:~ ~: U:~~";::t~: ~: :: :: I 6,38
a.1 [1l12.8d><1Y.oI 13-8d - 4197/1350 11350 15151 265 - 1105011050 480 245 I - 170
lY H14 18 (Il12-8dxlY.oI 15-8d _ 4380 11350 11350 15151 265 - 1105011050 480 2451 -
I.Loads have been _d 33% and 60110 for eaI1hquaIo or wfnd loading 4. Wh8n ~'.~ .,.:.. ~ or ~ _ c:annot be 1MlIded. '
wllhnolwl/lerlll......aJJowed;reducowl1er801l1ortoadsgovom. ___1II11lSIsI__shouldbe ..,.:;",,1
2.AlIDWObl,l_ ... 'or 00' _or. A minimum IiII8r ",'. ",,'.' ofZW 5.H_1lesOlOshownb1s1alled OIlIl1a_oftl1owaDfor~.
mllll b, asod 18IIo,1ramlog"""" ...1omI1td DB"'" 0l1Io of Il1o 1__ ootl1o inside of Il10 waDls~'" For ,COnIInUOUS
10111 aDll ao ilia amo a1da oflllo pJota. LoalI PoIl1, .,,,,...:,,,,, muslbeonsamosldoofthaWBII.
3.AIIowabI1l \IlIUllIoall 'or _ 111 boIIom pIaIo InslaIIatIon Is 400 Ills (Il2li): 6.SoUlhem PIne ,Uowabl. loads lor H14: 1485 IIol (13:11160).
390 Ills (H2.5Al; 380 1M (H4) and 310 1M (H8). ' 5SIIlbs (PI Ulteta/13:11160) ami 285 lb. (f2lJJIII11II13:11160~ '
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505 450 I
505 450 I
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, WALL'COVERING
,
TABLE'R703,4
MAXIMUM LE~GTH OF W~ATHER-RESISTANT SIOING ATTACHMENT ANO MINIMUM THICKNESS
TYPE OF SUPPORTS FOR THE SIDING MATERIAL AND FASTENERSb,c,d
'I
1
Foam
NOMINfU. SHEATHING Wood or wood Fiberboard Gypsum plntie
THICKNESS. JOINT PAPER structuratp8nel 8h8.lhlngln1o sheathing into sheathing Direct to Number or spacing
SIDING MATERIAL (Inche.) TREATMENT REQUIRED sheathing stud stud into.tud studs oftastener&
0,019' Lap No 0.120 nail O.l20lllliJ 0.120 nail 0.120 Not
Without ] lIt long 2"long 2" long lllliJ' allowed
Horiwntal insulation 0.120 nail OJ 20 nail 0,120 nail 0.120 Not Same as stud
aluminum. 0,024 Lap No Jl/!Nlong 2# long 2# long nai11 allowed . spacing
I With 0,019 Lap No 0.120 nail 0,]20 nail 0.120 nail 0.120 0,120 nail I
insulation 1\" long 21ltlo~g 21/2" long nail1 III.;/, long
! Brick veneer 2
Concrete masonry 2 Section R703 Yes (NOIf m) See Section R703 and Figure R703.7'
veneer
IHardboardl '/16 Noteg See R703,2 NoteD Note 0 Note 0 Note 0 Note 0 6" panel edges
Panel siding-vertical 12" inter. SUp,F
Hardboard' Same as stud
'/1(, Noter Yes Noteq Noteq Noteq Noteq Noteq spacing
Lap-siding-horizontal 2 per bearing
I D,113 Daill'l: O,113lllliJ 2'1: O,113lllliJ 0,113 Not Same as stud
~ )teell 29 ga. Lap No 2'/,." lllliJ'
Staple-13// Staple-21lt Staple-2'// Staple' allowed spacing
.
I Stone veneer 2 Section R703 Yes (Note m) See Section R703 and FiI<l/"'.R_703,7' .
.....
. .. 6d bOx";n,: -. . .... :'
.
3/B_l/~ u . ,
Note,g Noteg 6d box nail 6d box nail 6d box lllliJ .~ '1 ..
. B Dot 6" panel edge
Particleboard panels . allowed -. 12" inte!.' ~~. ;
'I, Noteg Noteg 6d box nail 8d box nail 8d box lllliJ box naiP 6d bo(nall, . . u
.~.IJ8.' \ 0:0!19 ........._._.J
~ Plywood paneJ' 'I. 0,113lllliJ-2'1{ 0.099lllliJ-2" . . .
(exterior grade) Noteg Noteg 0,099lllliJ-2" Mil' . ~I' '..6"'OD~S..
........"'.... ..
O,~.' .
O,12OlllliJI'I{ 0,12OlllliJ2" O,I20lllliJ2" Not.. ,. Same as.Si1d
Vmyl siding- 0,035 Lap No Staple-l'l/ Staplc-2'1{ Stap1e-2'1{ nail~
~reP: allowti . spacing ....
. ,.
..........
!VVoodkFtustic,dron 3/.Min Lap No . 'u . .
. .. 1:~e nailing np fa'
I Shiplap 19/T'! Average 0.113 6"widtbs,llllliJ
IBeveI Lap No Fastener penetration into stud-I'" nail-21/t Per bearing; 8"
7/.~ Staplc-2" wi~ and over,
, IBuntip '/I~ Lap No 2 nails per bearing
4d 6" oc on edges,
Fiber cement panel '/'6 Yes 6d corrosion 6d corrosion 6d corrosion corrosion
aiding' Notet Notey resistant nail" resistant nail" resistant nail" resistant 12'" oc on
intcrmed. studs
~ nailY
Yes 6d corrosion 6d corrosion 6d corrosion 6dcorros:i.on
Fiber cement lap siding' '/16 NolcW Notey resistant nail" resi,stant nail\l resistant nail" resistant Note x
. I I lllliJ'
.
For S~ I inch = 25.4 mm,
a. Based on stud spacing of 16 inches on center. Where studs are spaced 24 inches, siding shall be applied to sheathing apprO/ed for that spacing.
b. Nail is a general description and shaD be T-bead, modified round head, or round head with smooth or deformed sbanks. .
c. Staples shall bave a minimum crown width of 7/10inch outside diameter and be manumctured of minimum No. 16 gage wire.
d. Nails or staples sball be aluminum, galvanized, orru... t'~..........tive coated and shall be driven into the studs for fiberboard or gypsum backing.
e. Aluminum nails shall be used to attach aluminum siding.
f. Aluminum (0.019 inch) shall be unbacked only when the mBXi.mum panel width is 10 inches and the maximum flat area is 8 inches. The tolerance for aluminum
siding shall be +0.002 inch of the nominal dimension. .
g. Ifboards orpanels are applied over sheathing or a weather-resistantmembrane,joints need not be treated. Otherwise, vertical joints shall occur at studs and be cov.
ered with battens or be lapped.
h. All attachments shall be coated with a corrosion-resistive coating.
i. Shall be of approved type.
(continued)
':Inn" nQc~n,.,' cu::c:.ln~NTltd ~PFr:1AL TV CODE
7-5
SECTION R703
EXTERIOR COVERING
R703.1 General. Exterior walls shall provide the building with
a weather-resistant exterior wall envelope, The extenor wall
envelope shall include flashing as described in Section R703,8.
The exterior wall envelope shall be designed and constructed in
such a manner as to prevent the accumulation of water within
the wall assembly by providing a water-resistive barrier behind
the exterior veneer as required by Section R703.2.
R703.2 Weather:resistant sheathing paper. Asphalt-
saturated felt free from holes' and breaks, weighing not less
than 14 pounds per 100 square feet (0,683 kg/m') and comply-
ing with ASTM D 226 or other approved weather-resistant ma-
terial shall be applied over sruds or sheathing of all exterior
walls as required by Table R703.4, Such felt or material sba1l
be applied horizontally. with the upper layer lapped over the
lower layernoi less than 2 inches (51 mm). Where joints occur.
felt sba1l be lapped not less than 6 incheS (152 mm), '
Exception: Such felt or material shall not he required:
1. In detached accessory buildings.
2. Under panel siding with shiplap joints or battens,
3. Under exterior wall' finish materials as permitted in
Table R703.4.
4. Under paperbacked stucco lath.
.
~,Q.1,J Wood, hardboard and wood structurlil pane~iding.
o 0
o olt,e3.3.1 r".~siding. Jem in wood, hardboard or wood
: 0 o~tural p~el siding s~o.Il be Omade as follows unless oth-
o Oerwise approved. VerticUjoia~ in panel siding shall occur
: u~~ franJiug rg..mbers, unle9fl wood or wood structural
o opanel sh~ ~ used. and shall be shiplapped or covered
: 0 oMt1l a batt;n. ijorizo~j~ts in panel siding shall be
ula1>1>ed a o~ of 1 .;"ch (25.4 =) or shall be
00 0 ~plapped or shall be :M~ed with Z-flashing and occur
over solid b~g. woo!l'\)r wood structural panel sbeath-
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mQ:. ....
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o 0
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II
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o 0 0
o 00
......
o 0
.. ..
R703.3.2 Horizontal siding. Horizontal Ilip'siding sba1l
, be lapped a minimum of ]' inch (25,4 mm), or 0,5 inch
, ,(12,7 0101) if rabbeted, and shall have the ends caulked,4
covered with a batten. or sealed and installed over a strip of
flashing.
.
,'R703.4 AtlBchments. Unless specified otherwise. all wall
coverings shall be securely fastened in accordance with Table
R703.4 or with other approved aluminum, stainless steel,
zinc-coated or other approved corrosion-resistive fasteners.
R703.5 Wood shakes and shingles. Wood shakes and shingles
shall conform to CSSB Grading Rules for Wood Shakes and
Shingles.
Footnotes to Table R703.~ontlnued '
j. Three-eighths-inch plywood shall not be applied directly to studs spaced greater than 16 inches on center when long dimension is parallel to studs. One-hali-inch
plywood shall not may be applied directly to studs spaced grea1ertban 24 inches on center. The stud spacing shall Dot aceed the panel span rating provided by the
manufacwrer unless the panels are installed with the face grain perpendicular to studs or (]oIer sheathing approved for that sbld spacing.
k. Woodboardsidings applied vertically shall benailed to horizontal nailing strips orblocking set24 inches on center. Nails ~ penetrate 1.5 inches into studs, studs
and wood sheathing combined, or blocking. A weather-resistant membrane shall be installed weatherboard fashion under the vertical siding unless the siding
boards are lapped or battens are used. .
L llartlboard siding shall comply with AHA AI35,6,
m.Formasonry veneer, a wea1ber-resistant membrane or building paper is not required over water-repellent sheathing materi.a1s when a I-inch air space is provided
between the veneer and thesbeathing. When the I-inch space is filled with mortar, a weather-resista.utmeuibnmeor building paper is required over sblds or sheath-
.ing.
n, Vmyl siding ,ball comply with ASTM D 3679,
o. Minimum shankdiametuofO.092inch, minimum head diameter of 0.225 inch, andnaillength mustaccommoda1e shcatbingand penetrateframing 1.5 inches.
p. When used to resist shear forces. the spacing must be 4 inches at panel edges aDO B inches on interior supports. .
q. Minimum sbankdiameterofO.099incb, minimum bead diameterof0.240 inch, and nail length mustaccommoda1esheathing and penetrateframibg 1.5 inches.
r. Vertical end joints shall occur at sblds and shall be covered with a joint cover or shall be caul.kcd.
s. Fiber cement siding shall comply with the requirements of ASTM C I1B6.
l See Section R703.l0,].
u. Minimum 0.102 inch smooth shank, 0.255 incb round head.
v, Minimum 0,099 inch smooth slumk, 0.250 inch round head.
w, See Section R703.l0,2,
L Face nailing: 2 nai1s at each stud. ConceaJednailing: one 11 g'ge 1'/, galv, roofingnaiJ (0,371 inch head dimneter, O.I2Dinch shank) or6d galv, boxnaiJ at each
stud. '
y. See Section R 703.2. Exceptions.
z. Minimum nail1ength must accommodate sheathing and penetrate framing 1.5 inches.
/
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,April-June 2004
, The Home Builders Association to sponsor,
April 8 code forum ," ,." ',.. ' .' '
The Home Builders Association is sponsoring a, The pmpose of the forum is to discUss ~gioll&
free forum on one- and two-family strUctural code appJic~ons and rea.!1~cm stan-
, 'code !ssues, 4-7 p.m., Thursday, April 8, at.anew dards fot1h~e~wYiU.~ ccmtral:-
locallon: the Mulmomah Board Room _ ,.J:!n~ts,andbuildinJ;depart- '
" Mulmomah Building, 50l ~FaH ~rpersoDDel are invilid. US t:. "
land. Q1!aUti~at:I'a me three ~~t'1'\~'" , . '
h6M~llcreditfromBCD ~Qt:.~~.,' ,
hours ofHSW credi!!:s~nc~~~'. New in~~tations and update on low-rise
three HS.Wrn: o~mome-l4lSpec:.', residential board '
, tor conl1D~ 'Mucation credit from CCB, or'. ' ' '
, three hours of Master Builder continuing educa- . Quesllons and answers
tion credit from the Home Builders Association..
Jan. 28 code forum questions and,answers':::::.
Loca1 buidingofficials have agreed to use the, Q WhYlsthelD4ustrYJl1llkfui~tl~":
cOde panel's determination for inspection stan- 'A" ....... . .~
dards' th . . ,Although ~ted wood represents a UD.)lo 00 .
m e m-county ~glon. fraction of all the natural sourcetct ~c in the" . . .
If. you are working. in a jurisdiction be~ond the environment, it' s ~d that'neaf1~ 40 inillioo: 00:
!rt?>';ID:Y boun~es, please check Wlth your ' pounds of arsen!r.~~ in ~ 4:6lbtry ev~ .. '
)unsdicllon for Its standards. Contrac~IS and year, and a largt..~n is lfsed in pressure.. u.
~uilding-departmentpersoDDelma~ subDllt q~es-' treated woodfordecb.d play~~.",,";"~.lI1t
tions.to the code forum by sending e-mail tOPreservative=~,ine~~_"':onwith....
Joa~Je.m.st~vens-schwenger@state.or.us or the EPA, willno~lfsecbromai'M~opper...."-:
faxmg quesllons to the center, (503) 872-6735.' senate as a preservative on woe4!\J1'.12'sidentiai...,
An answer-request form is available on the BCD use. Manufactnrerll plan to complete the tnm- ' '
Website.www.oregonbcd.org.Clickon."I.ri- sition to new preservatives for non-industrial
CoUnty" and then "Code Forum Program." wood products by the endof2003. CCA-treated ,
Q Fasten 'f __,_ treated wood: With I~bei will still be available for, industrial and
ers orp.~~w, ' cultural use "
the banning of CCA-lmpregnated wood agn . , '
products by the Environmental Protectlon Q What effect wID these new preservatlves'
Agency and the Introduction of new chemicals have on the fasteners and hangers we us~?
for this treatm~t process, which some say A BoostingthecoppercontenimahspressiJre-
are more corrOSIve, wID the requirements ated od . d' ',. ,
intheOregonDwelIingSpecialtyCode(O.QSC) Ire w~ moreexpCl1S1~eanmorecolIOSlve,
'8 cti R323.3 f ......_ still b ' ,- five l1II1CS more COlIOSlve to common steel,
e. o~ or ~...~ers e appro- according to American Wood Preservers Asso-
, pnate. Can you enlighten us ou the changes ciation test ~su1ts.
to pressure-treated lumber products and how
this change will affect the industry?
Section R323.3: Fasteners :.. Fasteners for
pressure preservative and fire-retardant
treated wood shall be of hot-dipped,
'galvanlzed steel, stainless steel, silicone,
bronze, or copper. Exemption: Half-Incb-
diameter steal bolts, or larger.
A The following Q &A addresses the changes
in the industry practices. .
Because of the high risk of galvanic reaction
between the copper-impregnated wood and any
dissimilarmeta1s,itis recommended thatfasleners '
, and flashings be stainless steel or copper, or a
combination of the two, whenever possible., It
may be preferable to avoid aluminum flashings
altogether. Aluminum corrodeS quickly in the
p~senceof high copper concenlr.ltions.
Continued...
There is a need for bene;.gaiv3nized f~teners.
, Fastener grades kn't always marked on b,oxes of '
nails and screws. Electro-galvanized stock is rated '
from 5to no. Hot-dippedgalvanizalioniatings an:
, based on the actual weight of the coating; for
example, a G-6O rating means 0:60 ounces of zinc
per square foot of metal. 0-60 and G-90 hot-dipped
coatings have been used until now, but engineers
suggest G-185 coatings for hot-dipped galvanized
,products and class: ratings of40 or above when
using electro-galvanized fasteners, such as
expansion boilS. Cmrently, G-185 is the best gal-
'vanized protection you can buy. A!; for nails and
screws, verify that composite coatings will work.,
PteSsure-treated bottom plates in slab-on-gra' de
News Sife construction may also offerweak1inks. Cumulative
dfCClS of corrosion could be catastrophic inseismic,
Sign up for.-' 'tomadci,andhUrrlcanezones.
,"Not'lfy.II, ',' ,",' Q
WiD 'production,framing crews switch to
Interested In, receiving, galvanized naDs for studs'and sheathing? And
News Site online?lnterpre- :" what about foundation anchor bolts that attach
tations as they are posted?: pressure-treated mudsills to basement waDs?
r~bU.. notice.! and rule-' A Galvanized'versions aren't comnionly avail-
~ hearings? You an '. ~;Q1e.Weareres=hingthislOpic.Nailsforpower-
~n up ~t\ilIft . . ~ated tools and retrofit expansion bollS have
,1'; easy. aick~n 'Not/fyl~ :.; ~ plating, but may ueed more electro-gal- "
'tllC'B~D's h<ime."age,: vlUpZlDg. The ma:'-ufactnre~of fasteners and
\4ww!,"'"ion~.Fol- ~ hangers are developmg matenals for new pressure-
~~&relrutruC\lonstQopen '.. ~ated wood products. ' , ' ,
l~~~account"M!.!Ilctthe: <:t If CCA-lreated wood Is safe, why change? '
notill?tions you want to, '::;4.' The fundamental safety of CCA-treated wood
.",eIve., ,...00.. , 'uMnotchanged.butpcrceptionsinthemarketplacc
.Q...tlons? 'l::.nr Mark .u1w-e. The preserved-wood ind!lStry stands by its
. 't... "CCA ted d
''''''IUOn, Ws> aoordinator ' . -trea pro nets.
. "... .
(503) 373-7404. , Q What are the new'pre'servatives?
A Taking CCA' s pl~ce.re:two w:'t~rbome
compounds, alka1ine coppei- quai (ACQ'tYpes B
and D) and copper azole (CBA:A,CA-B). Sold'
under the trade names Preserve, NatureWood, and
Natural Select, they 'have been used around the
world for about 15 :years. These EP A-approved
low-toxicity products resist bugs, mold. and rot as
effectively as CCA.
'Q Are the new preservatives safe?
A The n~w preservatives have been studied
extensively and approved for use by the EP A. Like '
CCA, they protect and ,extend the life of wood
products for decades, ' --
Q Will the new wood p~o~cts cost ~ore?
A To make the new preservatives effective; thili '
copper ~___. has been boosted substantially -
, from around'18 percent to 96 percent. Because
, ACQ and copper azole cOntain so much more
copper, expect to pay more, somewhere between 10 '
, , and 35 pmcnt more. Cost will vary depending On
chemical treatment. CCA wasn't thatexpenSive, so
most CCA lumber was given a maximum dose of
preservatives and rated for ground contact., .
To keep down the cost of the new pressure-treated
, woOd, manufacturers will produce different levels
cifprotection (chemical-retention levels) fordifferent "
uses. End-use categories willbc on the tags stapled'" '
to the end of the board, but genera11y will be'
deteImined by the dimension of the lumber itself.
Q Are these products avai4lble today? , '
" A There are limited supplies of w~ products '
treated with the new preservatives on the market,
that will change as the industry retools. For more,
infonnation, visit www.preservedwood.com.
, ;4.40-2737 (4-6/0.4/COM) ,
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PRSRT STD
US POSTAGE
, PAID
SALEM OR
PERM NO. 24
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!
ClI'Y OF SPRlN6filEL\D, OR~. '
XOTICE:
Smoke Alarms must be provided with the following
information at the project site before reque~1~g fi.r.1.GY
inspection for building occupancy. :..... 00
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'1. BRAND NAME'of the smoke alarms iri$:(~lIed'1rl'
the building. 00:::: .00...
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2.A copy of the Manufacturer'slNST ALLATION
REQUIREMENTS for the smoke alarms.
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If the above information is missing, or is not in plain
sight within the building, final occupancy may nofbe
granted until the required information is provided.
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A lTENTlON '
, .,EXfERIOR SIDING., '
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Manufacturers are now producing se"eral:ctFf~rent': ,
',types of exterior sidings.. It is essential, tha~ ~achr-~~: I
type of siding be installed aCcOrding toth~:::,: '. :.00:
'.manufacturersinstallationinstructions. M~: .'~u ".
manUfacturers have refused to warrantyan~t-~idif)g;:
that is notinstaIled to comply with'their specific",
.,' installation'r~uirements.For this reason we .
requestthat the manufactUrer's'sidinginstallation
standards be pres~nt atthe tirne of inspection to, "
verify compliance. .," '
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~"''-"'J~'':J;lt{(t:1~/;tfll'~/~.t"(.)~.,.. .l\......_ . ~
. DEVELOPMENT SERVICES DEPARTMENT . " , , ',', .,' fD\ ", 225 FIFTH STREET
", , . SPRINGFIELD. OR 97471
. (541) 726-3753 '
FAX (541) 726-3689
June 15,2001
All Interested Parties '
Beo:....:..g immediately, the Springfield Comrm111ity Services Division, Building Safety
will require a legible insulationcerti:ficate to be left on the job site at the time of final
building inspection. The building inspector will record the information of the company
, who installed the insulation, the date of installiition, and the person responSible for the
installation as part of the permanent record of the structure. If the information is not
leglole, the final inspection may not be approved" until the information is presented in a
readable form.
Th8nk you very much for your cooperation in this matter. If you have an.,)' quoe~ons, 00 .':
please feel free to phone either Bob Barnhart at 726-4652 or myself at 72f!-3790. ..
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Lisa Hopper '
Building Safety Supervisor
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~ PANEL EDG~.~~~CKIN<t.:
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~ ROOF SHEATHING
t
I GABLE END BRACE
i BLOCKlNG3 BAYS ".
'- PANEL EDGE.B,LOCKING
~' J
=//<Of!
2 x 4 MIN. BLOCKING
3 BAYS
400 # L. CLIP
GABLE~END WALL
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4-12d
2 x 6 MIN. BLOCKING
ROOF SHEATHING
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11 MIN. .
2~
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2 x 4 MIN. BLOCKING .-/ /
400 #L. CLIP
GABLE-END WALL
i"
I DIAGONAL STRUT II
: GABLE END BRACE ~
1
MAX.' 1
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~ 2 x 4 MIN. B~CE.
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NOTES:
1. GABLE END WI'JJ..S THAT ARE NOT BI'JJ..OON FRAMED TO THE
UNDERSIDE OF THE ROOF SHEATHING SHALL BE BRACED BY
ONE OF THE METHODS SHOWN ABOVE, OR BY INTERSECTING
,PERPENDICULAR WALLS, AS FOLLOWS:
A) WI'JJ..S WITH 2 x 4 DOUBLE TOP PLATE: @ g' r:t' MAX. OIC
B) WALLS WITH 2 x 6 DOUBLE TOP PLATE: @ 15~ O. MAX. Ote
2. WHERE CEIUNG ADJACENT TO GABLE END WALL IS VAULTED
WALL SHALL BE BALLOON FRAMED TO ROOF OR ENGINEERED.
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GABLE END WALL BRACING
REV. 611/96
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RAFTER
, (2-16d TOENAIL @ Jl)
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, ILlNG JOIST '--"",.. · I"
(3-Sd TOENAIL @Jl) ,....~ ... :
c..EXTSlKR Sl\D WAI.L .'
,,' 2X Ill.OCKNG
, '\ I ExTERICAl WAI.L @ EACK B4 Y
.. _ SIE,lllllNG
@
.STICK-FRAMEO. ROOf
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I *ACCEPTABlE BLOCKING Ilrc:.:. , I
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, 2X BI.OCI(ING "
@EACIl BAY
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PIle-WU'ACTt.IlSl ROOF
TRJSS
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TRmS ATTAOEn TOTOI' PlAn: "
II ACI7""'VlCl: WITK SECT1CH 802. 10 "
@
.TRUSSEO. ROOF
c ~ ST\I) WAlL -
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ExTERIOR WAU. ' ,
SIEA THn,IG.
:
PRESCRIPTIVE EAVE DETAIL
.. '
: ->>RINOFIELCI ",',' , ' . . ...
~ N~d.};ij.1tJ(llU'ii/~q. ](/:[ <[.1I.....1~ 2001
, " I
'.
ONE ~ TWO FAMILY DWELLING AND ACCESSORY, :BUILDING
WALL BRACING
-.
.GENERAL.il~.ACING REOpIREMENTS ' ,
Exterior wa1Is 1111ISt be braced as a basic requirement of Chapter 6 of the Oregon One and Two Family Dwelling,
Code (CABO). The waIls-must be designed to, resist wind and earthquake loads for our area. 80 MPH wind and '
"'eismic Zone 3 earthquake; Often, ili~:wind load will govern, and starlSat a pressure of j~ over 13 poundS per
square foot. The bracing shall connect the foundation to the floor above and extend to the roof, The intent of the
bracing is to transfer horizontal loads (wind and earthquake) to the ground. The amo.mt of bracing is very specific
in the Dwelling Code. '., .
, AMOUNT OF BRACING ,
The amount of bracing in wa1Is varies I"ith the length ofthe,exterior wa1ls, the height of the building, and tlie
offsets in the walls. ' , ' ':
A "braced wall line" is a series of braced wall panels that are in ~ or offset from each other by not more than
four (4) feet. Spacing between braced wall lines shall not exceed 35ft. in either &_.:.- in the building. Interior'
, , braced wall lines shall be directly suported by the floor structlIl'lli members (double Joists or blocking) except that '
fundations are required at 70ft: interVals. '
A "braced wall paneP' is a diagonally,braced or strUctural sheathed panel. In some locations;' only structural' '
sheathed panels are permitted (see below). A "braced wall panel~ may ,be any of the folloV4dt." . ' .,. . .:
. .. . ..
Braced Panel qlP), l.f;";mnm 4 it. wide panel. braced in accor4ance with the ORaell One and Two
,Family Dwe1fuig Code. "... .
.. .
Alternate Braced Panel (ABP1 Minimum 2'-8" wide strUctlIl'lli sheathed wall panel. in accorean~
with the Oregon One and Two Family Dwelling Code. ' ' -: .': : . 00 :.
Portal Frame iFF) An assembly of Two (2) or more strUctural sheathed wall pa;~ &pllIlected by a ,
continuous header in accordancewitb recommended practices in Oregon B uilding C~:Oivision. . . .
Interpretive Ruling 97.1. PFs are not permitted above the first story of a bldg., '..:00: ...00 .
Interior BJ1lced Wall [BWV Interior braced wall lines shall be used to Provide recj\rtred inte;me~~
bracing when exterior wall lines are spaced fruther than 35 feet apart. Interior braced wall lines ne'" no~
extend to outside walls_ They shall ~ supported by foundations at interVals not exceeding 70 feet. B=ed '
wall lines located less than 70 foot interVals may be supported on double, floor joists, beams or blocking
(when perpendicular to the floor framing). ~;"iinllm 4' wide wi drywaIl'both sides or strUCtlIl'lli
, sheathing one side; minimum 8' wide wi dIywall one side., "
Enlrlneered Desl!!II When the building walls cannot meet requirements for the above brace w8n types
or required panel spac;ing, an engineered design =y be ...~..~.:ate. An engineered design =y besubstiWled for any of the above brace' wall panel systems for any silllalion.
, Each "braced wall1ine" is required to have "braced wall panels" as listed below:
. 'l.stol"V. or tf"ll fioor (lf2 and 3 stol"V bufldinl!S:
Walls less than 1:2 feet long sha1l have one braced wall panel.
Walls 12 feet long and longer shall have a braced wall panel within 8' of the ends of the "brace wall line" as
descn'bed above and additional braced panels at 2S foot maximum interVals along the "braced wallline~.
. 1st stOl"V of 2 storv or 2nd stol"V of 3 Storv bni1din~:
StrUCtUral sheathed- ~ed ~ panels are required along at least 2S percent of the wall length, including panels
lOCated within 8 feet of ends of the "braced wall1ine". '
. ~st stOl"V of ~ ~~ bufldin!!S:
StrUctural sheathed brace:: wall panels are required along at least 40 percent of the 'wallleng'.h, including panels
located within 8 feet of ends of the "braced wall line.
ALL BRACED PANELS SHALL BE CLEARLY INDICATED ON THE PLANS
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1'10-112" MIN.
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ZO".MIN.
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NOTES:
1. MIN. PORTAL FRAME WIDTH IS 12'.
2. PANELS AT eACH END OF PORTAL FRAME
MUST BE EQUAL WIDTH AND HEIGHT.
3. ROOF TO BE SHEATHED WITH
A.PA RATED STRUCTURAL USE PANELS.
4. FOUNDATION WIDTH SHOWN AT GARAGE CORNER-
EXTEND AS REQD. FOR OTHER LOCATIONS.
5. WHEN INSTALLED AT 2ND STORY, 4800 f. HOLD
DOWNS REaD. TO CONNECT PORTAL FRAME
TO 1ST STORY WALL FRAMING BELOW.
2 STRAPS PER PANEL SIDE
4 STRAPS TOTAL
M1N. 1000# EA.
MIN. 4 X 12 HEADER'o cONTINUOUS
FULL WIDTH OF PORTAL FRAMIi '
ONE TOP PLATE UNDER HEADER
MIN. 3/8' PL YlNOOD OR
2 Wr-N PARTICLE BD.
2 ROWS 8d @ 3' Ole
MIN. 4 X 4 STUDS '
NOT LESS THAN HEADER WIDTH
, OR DEPTH REQD. FOR HOLD DOWN
BOLTS
MIN_ 4800# HOLD DOWN
2 PER PANEL TOTAL (SEE NOTE 5)
I SEE REVERSE SIDE FOR
, HOLD DOWN REQUIREMENTS
DOUBLE BOTTOM PlATE
MIN. 1-#4 HORIZONTAL OR
PER HOLD DOWN REQUIREMENT, '
WHICHEVER IS MORE RESTRIC1lVE
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: MIN. 8" THK. FOlJ~DNlON WALL 00
CENTEREDO~FOOTING
(SEENOTE4):" '.
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MIN. 2-#4 VERllPA!.'. . .
WITH 6" MIN. H~IN POOTIIQ~""
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2-112" X 10" MIN_~CtlPR BQl..~'.
ORAPPROVEO e!:ilJlYe.t-ENT 0000
SHEAR CONNECTORS .' :.:
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MIN. 15"XTFOOTING
EXTENDING 10' MIN. EACH WAY
BEYOND STRUCTURAL PANEL
WITH 2 - #4 CONTINUOUS (12" MIN. LAP) .
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PORTAL FRAME
1-STORY OR TOP STORY
. COMPUEii WITH OREGON ALTERNATE METHOO RUUNGNO.1l3-7 ~
I '
SYMBOl.;
PF
RCV,611196
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SIMPSON
MODEL NO.
HD6A
HD8A
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STEM
WALL
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TYPICAL 4800# RATED HOLD DOWNS, 1.2.3...,'
, FASTENERS , I
NAILS ',BOLTS LENGTH6]
(2) 7/8" 3-112""
ANCHOR
BOLT
SSTB
[1I8")
SSTB,
(7/8")
STEM I MIN. DIMENSIONS
WALL I A 4 B 5 C
8" 5" 1-314"
a" . 5" 1-3/4"
NOTES:
1. THIS TABLE IS FOR REFERENCE ONLY.
WHEN INSTALLED PER MFR. INSTRUCTIONS,
ANY MANUFACTURER'S LISTED HOLD DOWN
RATED FOR THE ABOVE LOAD MAYBE USED.
(3) 7/a" 2-112"
....
2. . ~ .' MANUFACTURER'S INSTALlATION INSTRUCTIONS,
.00.00 MUST BE AVAIlABLE FOR INSPECTOR'S REVIEW
. AT TIME OF HOLD DOWN REU\TED INSPECTIONS.
SEE MANUFACTURER'S DATA FOR COMPLETE
INSTALlATION REQUIREMENTS, AND FOR OTHER
HOLD DOWN OPTIONS. .
MINIMUM EDGE DISTANCE CALCUU\TED USING
STRAIGHT-LINE INTERPOlATION PER MFR. NOTE.
5. HOLD DOWN ANCHOR BOLT SHALL BE LOCATED
TO ASSURE CORRECT ALIGNMENT OF THE HOLD
DOWN WITH THE FRAMING MEMBER.
. .
3" .
.. ..
......
. .
..
......
. .
.." ..
...,
6. MINIMUM LENGTH OF BOLT IN VERT. WOOD MEMBER. .
.-
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,
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,
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I
lr
HOLD DOWN
STRAP
HOLD DOWN
'. ANCHOR BOLT
_2' 8" M1N.--
-.
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't
'PO. I'~------r" .
II II II
~ .. II . II
11 II II
II II II
II II II
It II II
.. II . II
II -II I.
II II. II
II II ,.
" II II
II II II
II" II II
I L-_______J L______..J I
"j r---- -'-_. r---~;r
II II
" '
II . .
"
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"
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11 'I :
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1..I:f",'
II. II
II II
II II
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"
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. . 1 'to" ", I: I. . '.
,",' .' I" I f.J I !
"~ " ll: ~y /!
L..L+--i----- ~L~L---_k
Horlzonlll and vertlcal rcbar '
.hall "'lond ~1'oO' frnlD center
.r ASP llOund ..mer.
10' 0" MAX.
-:.
STRUCTURAL PANEL '
EDGE BLOCKING
MIN. 318" PLYWOOD OR ' '
.2 MWPAimcLE BD.
, ONE SIDE'
8d@ 6" OIC EDGES
8d @ 12" OIC FIELD
, 1800# HOLD DOWN
2 PER PANEL TOT(It'~NOTefl':
00
SEE REVERSE Sl[ii~
HOLD DOWN REQUIREMENTl;. .
.. .
. 00
..... .
..- .
.......
......
. .
00
.......
. .
00
..... .
. .
., ..
FOUNDATION W1DTI'l SI10WN 1$ f..,T .
GARAGECORNER.J-~"D :. '00
CAI~'1 ....
M. REQD. FOR OTl'l!I'-'t2CA TIONS . .
. . .~. .... .....
FOOTING SHALL B~ ~NUOUS~ROSS ......
ENTIRE LENGTH O~ hRACED wmt1JQE - .... . .
REINFORCE WITH MIN.,2-#4 ~ .
3 #4 VERT. REBAR (2~':O,--C. IN SIDE WALL)
,YoolinSlll4 nbu 10 be
oontinuO\ll"_ oponins-
2-1f2" X 10" ANCHOR BOLTS
OR APPROVED EQUIVALENT
SHEAR CONNECTORS
N01ES:
1. WHEN INSTALLED AT 2ND STORY, 1800# HOLD DOWNS
REQUIRED TO SECURE ALTERNATE BRACE PANEL (ASP)
TO FLOOR FRAMING BELOW. '
SYMBOL:
ASP
REII,6fI/96
, ,
, '
TYPICAL 1800# RATED HOLD DOWNS 1,2,3
,SIMPSON ANCHOR STEM ' MIN. DIMENSIONS FASTE~ERS ..' I
MODEL NO. BOLT WALL ' A4 85 C NAILS' BOLTS LENGTH,61'
PAHD42 " 6" 'S" (12) 16d I
8" 2-112" (16) 16d I
HPAHD22 6" , 2-112" (16) 16d I
8" ' 112" (21)16d ' - I
SSTB 6" S" 1-3/4" (2) SI8" '2" ]
HD2A
(S/8") 8" S" 1-3/4" (2) S/8" 2", I
HD5A SSTB ,6" , S" 1-3/4" (2) 3/4" ' 1-112" I
(S/8" or 314'1' 8'; S" 1-3/4" . (2) 3/4" 1-112" I
.....
. .
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.
....
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....
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t
STEM
WALL
,~ ,:,
"NOTES: ' , .' " '
1. ' THIS TABLE IS FOR REFERENCE ONLY.
WHEN INSTALLED PER MFR INSTR.UCTIONS, '
ANY MANUFACTURER'S LISTED HOLD DOWN
RATED FOR THE ABOVE LOAD MAY BE USED. '
2.. ..... MANUFACTURER'S INSTALLATION INSTRUCTIONS.
. . 'MUST BE AVAILABLE FOR INSPE~TOR'S REVIEW
.00..: AT TIME OF HOLD DOWN RELATED INSPECTIONS.
3. .
. .-. .
. 00
SEE MANUFACTURER'S DATA FOR COMPLETE '
INSTALLATION REQUIREMENTS, AND FOR OTHER
, HOLD DOWN OPTIONS. .
......
. .
..
...... .
. .
4. ~. ..
MINIMUM EDGE DISTANCE CALCULATED USING
STRAIGHT-LINE INTERPOLATION PER MFR NOTE.
S; , HOLD DOWN ANCHOR BOLT SHALL BE LOCATED
TO ASSURE CORRECT ALIGNMENT OFTHE HOLD
_ J}QWN WITH THE FRAMING MEMBER.
6. . MINIMUM LENGTH OF BOL TIN VERT. WOOD MEMBER
.-
4 A, r--
.
,
,
,
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I:::::::::
I
r'
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C
~
-- B
I
rt
II
HOLD DOWN
ANCHOR SOL T
HOLD DOWN
, STRAP
WALL CONSTRUCTION
FIGURE R602.1 0.5 . R602.lo.11
.'
1t'ln,RJ~
-- '
l6d NAIL AT 24 IN. O.C, "'"
jGYPSUM WALL BOARD INSTALLED IN
ACCORDANCE WITH CHAPTER 7
- ,
L
~~
~
8d NAIL AT 61N. O.C/
(ALL PANEL EDGES)
\ ,- \ '
I;:)(T 5-'R,ID"R,. , . ,
8d NAIL AT'12 IN, O.C. ON ALL WOOD STRUCTURAL PANEL
FRAMING MEMBERS NOT AT INSTALLEO IN ACCOROANCE
PANEL EOGES WITH TABLE R6D2,3(1)
(a) OUTSIDE CORNER OETAlL
~ /GYPSUM WALL BOARD INSTALLED IN
'~ - -'~'W""T:~:~'~...::
f - ......
,"v-n:-.., WQOO STRUCTURAL PANEL '
~ -- , ........IQA INSTAlLED IN A~I1ANCE
l6d NAIL AT 24 IN. O,C. ~ WITH TABLE R602.3(11' '
. .
. .,
8d NAIL AT 6 IN. O.C, ON ALL FRA~~G .
MEMBERS AT PANEL EOGES AN~~~ill:
O,C. ON ALL FRAMING MEMBERS NCPI"
AT PANEL EDGES ....~.
. .
.. ..
..,...",.
~
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.
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.. .
(b) INSIOE CORNER DETAIL,
For 51: 1 inch::: 25.4 mm.
FIGURE R602.l 0.5
EXTERIOR CORNER FRAMING
-,
,
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:~~.~
:: -=. -,..... 2x CRIPPLE'
c :." '; STUO WALL
"
ll.: ~ .
Cripple Wall Requirements in the
. Oregon 2003 One & Two Family Dwelling Code
. . - . . .
Cripple wall bracing, Cripple walls with a stud height exceeding 14-inches '
supporting exterior or interior braced wall lines shall be braced with an
amount and type of bracing as required for the wall above with the following
modifications for the cripple wall bracing:
a). The required amount of bracing as determined for the wall
above shall be increased by 1 5 percent.
b) The maximum wall panel spacing shall be decreased to 18 feet
on center instead of 25, feet on center, as normally required.
Note: Cripple walls supporting three stories have additional requirements.
Stepped foundations. Where stepped foundations occur the following
requirements apply:
a) Where the height of a required brace,d wall panel that extends
from the foundation to the floor above varies more than 4-feet,
the braced wall panel shall be constructed in accordance with
Figure R602.11 .3
b) Where cripple walls occur between the top of the foundation
and the lowest floor framing, the bracing requiremen:t.~Jor an
. ... ..
additional story shall apply. '. .' '.:
.......
.
.2x SILL PLATE \
I ....
00 .
.. .
. ..
. . .
. .. :.....
00 .
WHERE FOOTING SECTION OK l~ KlRE mN S FT.,
~PLICE /PROVIDE METAL TIE 16 GA. EI'i'<I.5 F!Y 4 FT. MIN.. EACH
SIDE OF SPUCE W/S-1Sd COMMO~ NAlLS. .....
...... .
+--2 FT. MIN. .. ....
J2a2x~TE. . ....
el ill- .
F- .. .
I" .. . .. .. .. .. .. - .. .. ...~ .. .. ..
ij
"
"
"
"
"
"
"
c:.
'I
c:.
-=.
-.
CONCRETE _
STEPPED ~
FOOTING
ji
"
"
"
I'
= .
.
['1"'\'''//1",'''''"/ \W'/I-
,\~
, ''Yl/
,~/,
,>~
,//1" \",VIII ,,'''1// ~\~'III \\\.V//I \\Wl/~\~
'" . /,\~
)I . . '/1 '/1/\'\""'.'1//\\"\'\'11/ \'\\'1
FOOTING SECTION oAo
For 51: 1 inch = 25.4 mm, 1 foot. 304.8 mm. . .
Note: Where rooting Section "A" is leu than 8 feet long in a 2S feet total length wall. provide bracing ~t cripple stud wall.
FIGURE R602.11.3
STEPPED FOUNDATION CONSTRUCTION
......
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00
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.
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....
JEFF HARRISON
EUGENE
HAYDEN HOMES
THE KLAMATH. WI BONUS NOOK
GARAGE RIGHT
JEFF
GLULAM BEAMS IN FLOOR SYSTEM
o HAVE BEEN CONVERTED TO GANG LAM LVL
o AS PER PLAN - NOT ON MATERIAL LIST
o AS PER PLAN -INCLUDED ON MATERIAL LIST
Louisiana-Pacific Corp.
LPI-Joists / Gang-Lam LVL / Solid Start Rimboard
Distributed Bv~
3/15/2005
....
. .
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......
.
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. .,
.. .
......
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14421 S.E, 98th Court P,O. Box 1750 Clackamas. Oregon 97015
(503) 742-8689/ Fax (503) 657-1843
866-742-8689
'This material take off is for the Loulsiana-Pacific eTR joists. LPI-Joists, Gang-Lam LVL. and Solid Start Rimboard
materials only. The contractor I builder I homeowner I architectural designer or owner of the
plans must verify alllnformalion on the I-joist layout prior to construction. Any changes needed will then be made
before any famlng has occurred. Changes made 10 the house plans after construction framing has begun may affect
the !-joist layout. it is the responsibility of the contractor' builder J homeowner I architectural designer or owner of the
plans to verify jf the changes affect the I-joist layout. Any damages, fees, or other services required to fix a problem
related to these changes will fall under the responsibiUty of the contractor I builder I homeowner I architectural
designer or owner of the plans. A complete set of plans needs to be_ submitted for an accurate material take..off.
Ibii.1i.:l m~tAri~1 t~kA-nff nnh.. Thi!'l. I~vnllt h~!'l. nnt hPcAn rAviFWJArf nr r:nmnilArf hv An An~ All beam sizes have
been sized by the Louisiana-Pacific Wood-E beam sizing program or by the design tables in the LPI Joist User
Design Manual. Glulam beams have been included in this drawing, without cost, and as a courtesy to our customer.
The Architect I Designer I Engineer of record is solely responsible for the original design callouts, neither
Louisiana - Pacific nor International Wood Products, LLC. Are responsible for the design o~ accuracy of calculations
_regarding the glulam beams shown on the layout.
.
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00 .
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..
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00
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· . . . ....J' T ::t=~==i=::;==i==j:'
: . : I I . . .. bel :
1 ! I ~ 1 ! ' , ! i i! H---+--1' i ! !
1 ! W ' ! ! i i i i b.i.-; '2/4; i i
i : I ! ! ! Iii I ",,>, '~OW"91YZ'
;! i l=cI I 1 'H---~-- .,., ! ,
'! wi i::!!! i H@",f!!
! i bd i i, ' , i i i i bd!!! i !
" 1 . I I : : : : ...
! : !, j i : : ! ! !! !!!!!!!
. I I . . .. .......
!! !!! I I I I I I I I : : ! ! ! ! ! ! ! ! ! ! I !
i i i i i : : : : : : : : I I . . . . . . . . . . : .
=!==!=!==F=!==F=!=l==T=l==f=1==~=T=~=r;;J==t=1==F=1==r=r=l==r=l==r=1==r=
! ! ! ! ! ! ! ! ! ! i ! ! ! ! IV] J.r20~~~1I* j ! ! ! j ! ! !
! ! ! ! ! ! ! ~ i i i i i ~J ! ! ! ! I I ! ~/30! ! i I
i i ! uk! i i LPI~0WjX9lI2' i i i i tfr2oWX1> 1I,!, ! ! ! :-r-'fI20fN x p 1I'l'i!
!TLPI~OWp< 9 ~2-T! i i i __l 51l4' L _ i ! ! ! i ! i ! ! i i ! ! i i
. . . . . . . .. . L.PIF:OW~9:V2. I I . . . . . . . . . . . .
!!!!~I.!!!j !!!!!i,l~!!!~~!l!~l
! ! ! ! . ! ! i i i i i i.j : : ! ! ! ! ! ! !" ! ! ! I !
. . . . . . . " ..... I I . . . , . . . . . . . .
! ! ! ! ! ! ! i i i i i i i : : ! ! ! !. ! ! ! ! ! ! i !
. . . . . . . " ..... I I . . . . . . . . . . . .
! ! ! ! ! ! ! i i i i j i i : : ! ! ! ! ! ! ! ! ! ! i !
! ! ! ! ! ! ! I I I I I I I ~ ! ! ! ! ! i i i i i i I !
=9==F=~==F=~==F=f=l==r=l==F=1==F=T=-(=T=4==f~9==F=1==r=r=4==r=4==r=1==F:
! ! ! ! ! ! ~ i i i i i i::!!! Fx9 ! ! ! ! ! i !
. . . . . . . . . . . .. . I I . . . . . . . . . . . .
! ! ! ! ! ! bed i i i i i i::!!! P9 ! ! ! ! ! i !
. . . . . . . : : : . ., . I I . . . . . . . . . . . .
!!"!!bc:il'iii i"!I!pc,!!I!li!
. . . . . . . . . . , .. . I I . . .. .......
!!!!!! ~: i i i i j': I I I ~ ". I ,": d
i i i i i i if] : :: :!!
: : : : : : : ! !! ! i i
.. i i i i::
: i i ; ~ ~
Begin Layout "
@ 19.2" O,C, " )
-
HAYDEN HOMES
THE KLAMATH - GARAGE .RIGJ-L1: ...
. . .. . .
WI BONUS, BREAKFAST NdI:>k:o~1 ~Ot'i.;
MAIN FLOOR LPI JOIST LAy.ou;r. .
....... .
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... .......
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00
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00
,.
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I ~^L.W
, InternatIonal wood products, LLC
Main Level Havden Homes
THE KLAMATH - GARAGE RIGHT
WI BONUS NOOK OPTION
---------------------------MATERIALS LIST-----------------------------
FILENAME: MAIN 11X17.Grg.Right W-BONUS.dwg
08:56:17
GENERATED: 03/15/2005
Designed By: AARRON PHILLIPS - IWP
------------------------------1 JOIST---------------------------------
I-JOIST LPI20W X 9 1/2" (31 stick(s) total)
(2/4) (11/30) (7/32) (9/34) (2/38)
Total Linear Footage = 944feet
....
. . .....
----------------------------1 JOIST BLOCK------------------~-~-------~.:
......
r-JOIST BLOCK LPI20W X 9 1/2" @ 19.2" O.C. (40 L~)
00 .
.. .
. 00
------------------------------HANGERS---------------------r~'!~----r-- .
... ......
.
HANGER Simpson ITT 39.5 (8 total)
......
. .
..
....
...... . .
------------------------------END LIST-~------------------..~..~-----~~..
-Multi-ply blocking quantity does not represent the total number ~r :.:
plys. .. .
--Multi-ply beam ply's are added to multi-ply quantity.
-.
,
Note:
It is the Builders I Contradors responsibility to verify joist lengths.
Blocking panels (if required) are to be cut by the Builder I Contractor.
Web stiffeners (if required) are to be cut and provided by the Builder I Contractor.
Additional non Louisiana-Pacitic material may be required.
International Wood Products, LLC.
14421 S.E. 98th Court . P.O. Box 1750. Clackamas. Oregon. 97015
(503) 650-9663 · (800) 875-9663 · FAX (503) 657-1843
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..~._--- - _..---'_._--._._.-..~.-
Hayden Homes. Klamath - J1
2IXl4,' ~Stn:uDaigQ
NOTE: . l~ TA8'.E. .. . .. . 1LPI20W DEPTH 9.500.
1. THIS COMPONENT IS DESIGNED TO SUPPORT ONLY ~' _,_...... WAB: .0.375.
THE VERTlCAllOADs SHOWN VERlACA noN OF NOTE: lOADS SHOWN ARE FOR lN~~~g~ ."1P'.0A0 ~. FlANGE 1.50 X 2 50
lOADING, OEFlECTION UMlTATlQNS, FRAMING FOR PATTERN LIVE lOADING AR~ 8 IR . . . .
METHQOS WINO AND SBSMlC BRACING AND OTHER (OIMENSlONS MEASURED FROM II N F OR R.. .
LATERAl BRACING Tl-lAT IS AlWAYS ReQulREO IS DISTRIBUTION SOURCE TYPE TOJI'/Sro~ LOAI1 lRoA ltro .. LOAD LOP
THE RESPONSl8LlITY OF THE PROJECT ENGlNEER FT- IN-SX PT- IN-SX
. OR ARCHITECT. UNIFORM FLOOR LIVB TOP 64 PLF 00-00-00 37-00-00 1.00
2.PROVIDERESTRAINTATSUPPORTSTOENSURE UNIFORM FLOOR DEAD TOP 19 PLF 00-00-00 37.00-00 0.90
LATERAL: STABILITY. :.: ....: ... :..
3.00NOTCUT,NOTCHORDRlLllPlFlANGES. WARNING NOTES: ... ....
... SHIM All BEARINGS FOR FUll CONTACT. .. .
5. VERIFY DIMENSIONS BEFORE CUTTING lPl TO SIZE. THIS COMPONENT DESIGN IS SPECIRCALl Y OlR L.p EN~E~D P<<ODUC.S. .
5. THIS LPl IS TOBE USED AS A FLOOR JOIST ONLY, USEOFTHlS DESIGN FOR ANYTHING DTHER~GAN~ l'tlLtORlPIJOtlTSIS .
1. PROVIDE COMPRESSION EDGE BRACING AT STRICTLY PROHIBITED. AHY MODIFICATION OF THlS DOCUMENT REQUIRES REVIEW
33" O.C. OR lESS. BY A DESIGN PROFESSIONAL
OR
International Wood Products, LLC
LIVB LOAD
DEAD LOAD
TOTAL LOAD
rsPACING
19.20
MSt 0,"
VSI: 0.47
'0 '5,
12 '5,
52 '5,
'N, ele
L I .eo
L I 240
DESIGN CRITERIA
DEFLECTION CRITERIA
LIVB LOAD DEPt.,
TOTAL LOAD DEFL,
LOAD SHARING,
0,'
MINIMUM BEARING SIZES ARE SUFFICIENT TO iREVfiNT CRUSHI~F iIlIE lP.. .
JOIST ....S DESIGNED. IT IS THE RESPQNSlBllliY raF T-'E PROJEQI' ENGlIEBt, . .
ARCHITECT OR DESIGNER TO VERIFY THAT ")HE SUFIPORT STRUCIru~" 11J~dEAM
IS CAPABlE OF 5UPPORTING THE REACTIOtf.. : . : :. ..
PROVIDE ANCHORAGE FOR UPlIFT AT SUPP'OATS IrtbdTED BY ~EGAftve Wc~s.
ANCHORAGE DETAIl TO BE PROVIDED BY PROJECT ARCHITECT, ENGINEER. OR DESIGNER
ANCHOR 1PI JOtST seCURElY TO BEARINGS OR HANGERS,
COD'
COMPLIANCES
RBPORT .
ESR-lJOS
20040S.W
IJ724-R
Ice-ItS
WISCONSIN
eCHe
IDIiFLECTION ASSUKES COMPQSITIi J'
ACTION WITH .GLUKD AND
NAILED 19/)2. APA RATED
SHEATHING 140./20 SPAN RATING) .
SUPPORT R&ACTIOUS (LSS) .
CAS' DliARING N U H B . .
1 , , . 5
1 16 '" 1039 1052 280
, . 160 240 24' '5
, m ISO 714 721 1 1
. -157 701 5<5 575 '4)
5 ,., .14 5.1 576 14' j
, -85 517 1090 679 11
'7 167 In 68. 1093 270 9,500 X
HIN B~ING SIZES (IN-SX) ] . T 2.500 .a.I ~ ... - =
" 0 ,- . " . ,- . ,- 0
CROSS SECTION
t.IVs
oDEAD
TOTAL
MAXIMUM DEFLliCTIONS
CALCULATED ALLOWABLS
LOAD 0.10. 0,)).
toAD 0.07"
LOAD 0.12" 0.65.
]- 9- '.
10- 9- 0
-13- 0- 0
.]7- 0- 0
- THIS DRAWING IS HOT TO SCALe -
9-6-0~.
Handling & Erection lfot$cellaneous lnformalion Gang-lam lVi. and CTR.lPl Joist Spedficallons
TernpotaI')'..,permanen:bracingrorholdlng~ TMuseollhlaCOl'npOnllnlSl'lallbeapedlledbylhedcalgnerollhe "SUpportslWldc:otnediJnsrorG~LVLard~IR,LPI..bl1tslobe
llUnOan:lforl'8ll$lingl:lletal~lhaIIbeOalgnedlWld ~1Itrudurw.Oblaitlalthe~__~appnwal-.l 'P'dllcappllc:allorJt.
in5talIcdbyothln. Nolo8l;barelllbeapplledlolhe InstrualonafnlmthedalgnersollheeompllleltnQnblllclreuslngthls oCommonnallsdrlverlp;nlle/IDO'-l8l1ne1sha11bespllQldamiAmulnol"oIor1lki
~lA'lllIafterdlhehrnlng~r~_ COfr\pgtIW1l. Iflhed-.lgll~llsledabovedoetnolm_lDc:i>llluiIdlng and3"lor8d.
cornpleIed.Alnollmeshallbacl5l1fNlerlhandc$ign~1 ~ . danotusethildellgn. WhlnlhlldrllWlngllllgf-.d oOonotc:ut,noteh.drilOfalterGang-LalnlVlInlCTR.LPIJo11tsIlX~.1hown
beappl.:llolhe cornponeR. and auled, IhIltrudt.n1de1ign lIippnlYlIlIatI--.nln....drwwing 1nl'UblllhlllllnllterWImlnLP ..,.,..o/G8I'Ig-Um LVland CTR.LPI JDlIts c:ortrary
DeslgnCnter1a -I;::=~.cu::=~~~~~~~,:;~ =.n.~-==::::~-::"'~_~.~ly
TMclCIIIgnllMlnIlertaIlP8dDed..1n1UtlsGrda/ la:lI1ladwllhCOllCJ'elelnUltbeplOtededatllllltkllllbyCJ:lde.~ n""'foraperllcaaruu..
~'IIoUhUlllIMeII~oINOSnArTC." raerallUPPOll"auuned(wall.lloorbam,IIte.}.LP""'lW:Il~
Dud~defI<<tlonklcRdel ~ fadorlorawp. on-IIllI~. Tlacnwtng InUIt have.. A/tflIIecrI;or ~ IlIai.O A COPY OF THIS DRAWING IS TO BE GIVEN TO ne IN$TAlUNG CONTRACTOR
Total~dalIIdlDn"~ atb.lIlIlobe~_~docun8rL SHeET
r ; _ . . _1P1s.~lrakmartlof;-" 134"DdIll:~ _~
File: J:\H<:jtSen Hanes!1l"8 i<lama1tl.B4fst.~0pt.3.Rev.1.24.05\w00de.apx
Software Provided By:
lP Engineered Wood Products
2706 HIghway ..21 North
Wilmington, NC 26401
local 910.762.9618
Natlooal Wals 8OO.999.9t05
0''''''
ICBO
DWG
#
#
2004.1 Albwatlil!lStr8a0eslgn
NOTE: .
1. THIS COMPONENT IS DESIGNED TO SUPPORT ONLY,'
me VERTJCAllQAOS SHOWN VERlACATION OF . NOTE: LOADS SHOWN ARE FOR INPUT LOAD CASE (1). OTHER LOAD CASES
FOR PATTERN LNE LOADlNGARE CHECKEDM. REalJfRED.
lOADING. DEFlECTION UMlTATIONS. FRAMING (DIMENSIONS MEASURED FROM LEFT END OF SPAN OR CAH11lEVER)
METHODS, WIND AND SBSMIC BRACING. AND OTHER .
LATERA!..8RAC1NGTHATISALW....VSREOUlREOlS DISTRIBUTION SOURCE TYPE TOP/SIDB LOAD FROM TO
THE RESPONSlBIUTY Of TME PROJECT ENGINEER PT- IN- SX PT- IN- SX
ORARCHlTECT. UNIFORM FLOOR LIVE TOP 54 PLF 00-00.00 31-03-00
2.PROVtOERESTRAlNTATSUPPORTSTOENSVRE UNlFOIU1 FLOOR DEAD TOP 19 PLY 00-00-00 31-03-00
LATERAl STABIUTY.
3. DO NOT CUT. NOTCH OR ORllllPl FlANGES.
4. SHIM All BEARINGS FOR FULL CONTACT.
5. VERIFY DIMENSIONS BEFORE CllTTING lPl TO SIZE.
(I, OOS lPllS TO BE UseD AS A FLOOR JOIST ONt Y.
7. PROVIDE COMPRESSION EDGE BRACING AT
32" D.C. OR lESS.
SUPPORT RBACTIONS ILBSI.
CASE BEARING HUH
1 , J
1 JJ1 1129 953
2 76 261 220
3 38:01 671 436
.. 25 118 737
5 326 '1151 671
6 29 696 1018
BE'
.
188
4J
'"
-<7
-"
1"
HIN BEARING SIZSS IIN-SX)
2- 0 J- 8 )- 8
,- 0
LIVE
"DEAD
TOTAL
MAXIMUM DEFLECTIONS
CALCUL1\TED ALLOWA.BLE
LOAD 0.10. 0.33"
LOAD 0.03-
LOAD 0.12" 0_6S.
u"
LOAD TABLE
WARNING NOTES:
T1iIS COMPONENT DESIGN IS SPEClRCAll Y FOR LoP ENGJNEERED WOOD PRODUCTS.
USE OF THIS DESJGN FOR ANYTHJNG OlliER THAN GANG-lAM lVL OR lPl JOISTS rs
STRICTlY ~ ........._.~. ANY MODIFICATION OF THJS DOCUMENT REQUIRES REVIEW
BY A DESIGN PROFESSIONAL.
MINIMUM BEARING SIZES ARE SUFFlCTENT TO PREVENT CRUSHING OF THE LPl
JOIST AS DESIGNED. IT IS THE RESPONStBlLJTY OF me PROJECT ENGINEER,
ARCHITECT OR DESIGNER TO VERlFYTHAT me SUPPORT STRlJCruRE FOR TliIS BEAM
IS CAPABlE OF SUPPORTlNG THE REACllONS.
PROVIDE ANCHORAGE FOR UPUFT AT SUPPORTS INDJCAlED BY NEGATIVE REACnoNS.
ANCHORAGE OETAll TO BE PROVIDED BY PROJECT ARCHITECT. ENGINEER, OR DESIGNER.
ANCHOR LA JOIST SECURElY TO BEARINGS OR~.
1
"5'01r~"500
CROSS SECTION
~
Imemauonal VVOOCl t-'r:oaucts, llC
11 LPI 20W DEPTH 9.500"
. If 0 I 0.375-
FLANGE 1.50 X 2.50
LOAD
WF
1.00
0.90
. . . . . . .
. . . . . . . .
00 00 . . .
. . ~.: . . .
. . . 10- 9-:0. ... .
00 00
-
13- 0- 0
31- 3- 0
- THIS DRAWING IS NOT TO SCALE-
HaodlIng&Erectlon
T8ITIIlOf*'Yand pel'II18n8rt tndng lor I'oldlng mmponenI
pltmbandlotrealstlng18lenlforeessllallbedeslgnecl.-.d
lnstalIeIlbyOlhlnl. NoIo8dt..lobellppl\edlolhe
lXImp)n8Oturd8fter...thell'amlnglrdlllSl.erqare
comJIIwted.AtlUtlmeshallk:t8lb~ll'Illndeslgnlo_
be ~1OU.componetlt.
"""""""'''''
TlIelles!Dn-.:lINlen.lIpeClllllcl..k1sub$tan1gj
eonfonnllyoMlhlhel:llest~oINOSlIndAITC.'
DuodlD-.:lllelledlonlndudn8CtjUst......,aetotlorcreep.
Tot.llo~detledloob~.
t.tscellaneous Inlorrnallon _ 4Gang-law 10.'4- a~..R,lPI Jois~licatioos
TheUHofthiscomponllfllah;dlbelpedlledbylhedeslgner~. . -:~:~~Ior08ll;-t+LVl8ndCTR.LPlJolstJlobe
completlldrudure.ObtaInldllhenecessaryaxl.a:wnpIIanee~"~ fie 10'1' _
lnstruclJonslrornthldeslgnenlollhe~eltnEhnbefore ~. ,.,..alllto.....l5hatlbeqlKlllCl."**numoI4"lorllld
oomp:lnIII'll.lfthellesl;nailllrillllstedll!xm!rdoesngtrneet ,.infTfor. _ _._
code., _. donotllMlhbdePgn. WhenttUdr.rMng 'Don:llcut,n:lIch,dllmotllllerGang-lamLVlDlldCTR,LPlJols!se.;eeptlllshown
and sealed. tNstndLnlcJeslgn Iliapproved nshownlnlhlsllrawlnO In JlUbIlshed maten.l fromU' lIlly\IMOfG8f1O"lern LVI. IIIIll CTR,LPrJolstscorCnlry
baedondOllapvvlcledbylheCUllOnter. Garv-l.....LVl.en:lCTR,LPI tolhelmlstetlor1hhereon.neg"_III'IYC!Jlpra.$wan'aIltyofll'leprodud:8n:fLP
lolsb_mMf.wllhoulcambernwllldelledunderload.WODdInd/red dlsdaIma8ll1mplled~lnducflngthelmplledwananllelof~
Q)I"ItkllOfthconcntllmustbepl'tltededarequll'edbyaldll.ConUrw:ws _fI1neaCr~_. . _ _
latIll1lfRJPllClflbassumed(wall.flootbeam,etc.).LPdoesn:lll"liid_ _ _ _. . .._
on..nllln$clllc:tlan- ThIs dr-'ng must have an ArthIled's or E~_e;I r '" ~ OF,.. QAA.,flO IS ~E'~ TO THE INSTAWNG CONTRACTOR
.tIIc~tobeconskllll1ld...Englnealngdocunenl . .' _.. _ . _ _ . _ .
-.: 'LPbAegIl.ere'~~ICCofpormlon.
'lie; J:\H:.,den HClme!,~The toamslh.BMsLNook.Opt.3.Rev.1.24.D5\Woode.spx
DESIGN C1UTERI",
L1VB
DEAD
TOTAL
I'SPACING
LOAD
LOAD
LOAD
I~.20
DEFLECTION CRITERIA
LIVE LOAD DEFL,
TOTAL LOAD DEFL.
LOAD SHARING I
CODE
ICC-ES
WISCONSIN
COle
COMPLIANCES
REPORT .
ESR-130S
200405-W
12124.R
MSt 0.50
V~:: 0.47
40 FSF
12 FSF
" FSF
IN. Clc
L I 400
L I 240
o
IDEFLECTION ASS\IK&S' C'OfIIPOSlTE
ACTION WITH GLUED AND
NAILED ~9/32. APA RATKO
SHEATHING (40/20 SPAR RATING)
..
7- 6- 0
Software Provided By:
lP Engineered Wood Products
2706Hlghway'421 North
Wilmington, NC 28401
Local 910.762.9878
Nallonal Wats 800.999.9105
DWG #/.
SHEET #/.
..J
.,,,....
leBO
~~p Ul CUU~ ~:~UPM
H~ LH~cK~cl ~~uu
....-
!JOO : lruSS ! IruSS" '1
!STANDARD jA, ,ROOF'It<USS
I. I ne "u,s'Ct-EUgene: OR9T4Q2" '. .. . .... "
i Uty I tllY "foen t\ismatn{90(4)
: 5 '1 : . :
SR1'-'='~6'2""ojM~"i19Plio~all -, ,...,,"'".,-"""=f~-' ~:
91'\10'1 I uu l,etdnCfUSfrles:-rne. JUeAug~l 11:"'U,"''''''''VU ,age I
4,201'
.r '.~
,:t~:O,
'1.0-0
.._ ,~-"9___ .'. , "<
5-4-10
1 o..O-c
....1-8 .~
". -.. I ..
"'.__ !ill...., .... 1,---" ..
"7-6
2040
"'.--
5-4-10
~149
1-0.0
.. -..J
Scale. 1 :43.8
.4Jl4 "::
o
/ ,-1'ti'';''',
/,,/ .../f ' ............'.......
6.00fl2" /' _"., ............
2Jc4 \\ ........::---/ " 2X4 I'
I ,..."""" .............:~ '
c//"--/ li-j -..........,E
1\-~-tY.'" ~~
/,....~..... 11 ...............
~ /-:;,'./" .<::::'~ : I Eft-'::/' '---:::"~
./.,.- '" .... I ,,/' ........................
........ / ..............>.... ; t /....:/" ............'~
. /~..... ..... "". ,I ./,/ .................
! 1.. ~ii-:--L::::.' ,.., ,- - ' - -- >~,,:, n ---.- --,---'::.~~" G:'l
,.;r(-:::",_ _, __,___, ,_" u,_ _ ,.., -----" -- ,,------,----------,- -- - - - -' .., ,- '~"'>' i!
," x.5 -: . H 3~'-: .....~
3x8 :.:.
,
".
-. .._-_._-_....-.~_._....- - ..
10.0-0
.~: '..: ....:....._,;.:'. -,; ... '. r.".::.-=':=-:=',=:=-"::.---.- .._~ =:':...::; .:. .
L.Q)\'t7Ift~ (psl):. i . !lPACING 2-0-0 CSI
n;u u. 25.0 : Plates l~tl'9f1S. 1.15 TC
Tco:ll-. 7,0. .. 00 ~umber.lg~ie 1.15 Be
BCLL '. 0.0 . f 00 Rep Stren Iner YES WB
BCDL. 10,0 i Code. Om:97/ANS195 i
..-....... . ... .,..,....... ...-- ..!
"MB'EiIi .....: ...
. :1'.el:lORD 2 ll4 HI" No 2" .
~CRrJRD 2 ~ 41 HI> 1650F f,5E'
~"I!e!i 2".1$ 4'- JtFSPF StudlSTD
...... .
Rf,hCTIONS (Ib/aize) B=901t~~.,a 1'=901/0-3-8
.. Me>> Horz B:::~34(1oao Case 3)
...... .. ..
FClRGI>> (Ib) - ~i?stt~~d Caa~Llnll' .
rop.el:lg'RD A-B=14. B-C~1224, C.D=.905,D-E~905, E-F=-1224, F-G=14
BelTCR RD B-H=1085, F-H=1085
WEBS C.H=.316, D-H=504, E-H~316
.. _ .j .... .____..... :zo.a.o ._..____._.._...
,,"-="'=,=~=-- ___,_____,,"J?:o:~~=_,-'",=~,- ~ "
...-..... .
..-- _..
0,36
0,86
0,30
DEFL In (Ioe)
Vert(LL) -0,23 B-H
Vert(TL) -0.47 B-H
Horz(TL) 0.Q3 F
1st LC LL Min IIdefl = 360
IIdefl
>999
>501
nIa
PLATES
1.11120
GRIP
185/148
Weight: 69 Ib
l....._.__.,....
BRACING
TOP CHORD
80T CHORO
Sheathed or 4-9-8 oc purtins,
RI9id ceiling directly applied or '0--0-000 bracin9,
NOTES '
1) This trusa haa been checked for unbalanced loading ccndfliona,
2) This trusa has been designed lor the wind loads generated by 80 mph winds at 25 It above ground level, using
7,0 psI top chord dead load and 10,0 psI bottom chord dead load, 100 mi from hurricane oceanline, on an
occupancy category I. condition I endosed building, 01 dimensions 45 It by 24 It with exposure 8 ASCE 7.93
per U8C971ANSI95 II end vertical. or cantilevers exi.t, they are exposed to wind, II porches exist, they are not
exposed to wind, The lumber DOL Increase is 1,33, and the plate 9rip Increase is 1.33 '
3) This lruss has been desi9ned for a 10,0 psI bottom chord live load nonconeum,"l with any other live loads per
Table No, 16-8, U8C-97,
4) This truss has been designed with ANSIITPII-1995 criteria,
LOAD CASE(S) Standard
,.
,J,
~....'~
, '
A WARNING - VERIFY OfSIl3N PARAMmRS AND READ All NOTES ON THIS AND 1R\JSS DRAWING NOTES BEfORf USE.
Deslgl"l void fOf use only \With MlTek cOlTloclors. This deslC;n IJ based onlY lA)On porometel"j snoo.m. rod h fof an hdMdI.d buldlng"CQrnpOnenI to be nsfd!e:j ')rid loaded
vliIrl\cotv. Applccbilty 01 design pcrornolofS ood prOplK h::orporctlon 01 C~",fl7 ~ ~sponslbl2tv of bUlldng doslQnor. not bUll de!lgnor, Brcc:no 5I'ov.n" for IotQloI
SUPpolf 01lrldt'1ifjuo)1 'web member! only. AddIloncllemporoiy bmclng 10 lnslnl sfoblil.,. cUI1ng construcTIon b the f1uponl1bllly of the elector. Add1bno1 permanent
brocng ollM overol structure Is lhe Ielponwuy'of me bul101"'J deSiOnet'. for genelct gUdonce regarc:Ing f<:DlcOlIol\ QJOIly conltOI. stOt0Q9. deOv<<y. QAJ::lIon and
blOclng. coorull ;)ST.ea Quallty Stondcrd. DSB-89IltaclrQ Spec/l'lccllon. and HIB-91 HOf'dIInQ In.slcllng and 9lochQ RSCOfm1undOlbn avofable Ilem lnJ5J :lJa!& L.,3Ufute,
583 D'OnofrIo 0I1ve. MadIson. \VI53'l~ . .
~
theu~...~co.
. .BUILDING SUPPI.Y INC.
SEP 01 2004 4:40PM
HP LASER JET 3200
l JOO I JrU5S llruss" . ~
, I
'STANDARD iA1 , " ; ROOF IrlllSS
~B Irl.lSSd,'Eugene, UI"( ~/t+u2l . -.,. -- .... ....
4:201
-o-tJ-;!.____ 5-3-2 , ,..of-' ,_ ':'9;',
Q.,-a 5-3-2 4-7-6
J
p..:>
I \.oilY ! ~IY 'foen I\lamam\::;uU4)
'5 i 1 ;
1.- , I (:tif~
SRt sNOIi-nr2vvu IVIII et< ft us nes, Ii1C:" lue .....ug ""I."f'f:2v:.c:o 4U\,rl "'Pigs"'"
I" .. '_1:5-1~:_'_-I- ____, '909-0,_~o.a
4-7-8 5-3-2 ~,-a
4x<
c
/,1:::.:..,
2x" \' .....;:;../ "':~.' 2x4 II
~;:;/ (,' '~c-l1
",./Q<C ~~.
/.... ~::........... ... ~,..-:..- .......'....
,---:/ "-B-f ;::::/ '--":::'-
I~ 3~:'~-~~">~~---~-C-::C-~--~~:~~ ~
3x8 "
6.00r'rZ"
j
-o-I~:!.' _ _" _..' ~JE:!,
0-1-8 &-10-8
=--=".:::-':"::=-= -c "'-:-'i':'~.'" :":":. :.:............:.-=-~-.=-=..;=.T . ~,- -,-
l~IlI~(psf):.t .SPACING 2-1).0 I
n:ll'u 15,0 I Plates In...a.. 1.15
TCDJ... 7.0..~..L.umber:tg~l!!,;e 1.15,
BeLl- . 0,0., 00 Rep Stress lncr YES ,
BCDl .' 10,0 ; Code. O!l~971ANSI95 '
. ......__ _ ........ .:.. ....__.....M_......._h._....._~j
'INB~~ .....: ...
, :,i.~HORD 2 Jt 4 HI' No,2.. .
'-''-'IC~ORD 2 ~ ~ HIi 1650F f,5E'
~i!e~ ' 2"~ 4f J1FSPF Slud/STO
...... .
Rf,hCTIONS (Ib/slze) A=8101Q.-5ol\. 1'=810/0-5-8
.. M.. HorzA=32(roaa ca!e 4)
...... .. ..
FOOOIiS (Ib). ~i1stt~ad Cas~DnI) .
lUP.eklORD A-B=-1167, ~=-867. C-0~867. D--E=-1167
BOi' CHORD A-F=1025, E-F=1025 '
WEBS B-F~285. C-F=470, D-F~285
CSI
TC
BC
we
'!:lo-a
0.1-6
- :.;;....:.-=..:=.....r-'-'--..:......--.-.---'.:.:.
DEFL In (Iocl IIdeli ! PLATES
Vert(lL) -0,23 A-F >999 ' MII20
Vert(TL) -0,47 A-F >493
Horz(TL) 0,03 E nia
1 st LC Ll Mln IIdeli = 360 Weight: 66 Ib
.__.__.. _ .__......_...__.__. _.. ." __ ,._....i.. ......___..... _. ...
BRACING
TOP CHORD Sheathed or 4-11-3'oc purlins.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
____.. ,____ '_,_m 19-9-0
_._.,..,.:.-:._=-=-,._...,..9--10~_
0,35
0,82
0,28
NOTES
1) This truss has been checked far unbalanced loading conditions.
2) This truss has been designed fer the wind leads generated by 80 mph winds at 25 ft above ground level, using
7,0 psI tcp chord dead load and 10,0 psI bottom chord dead load, 100 mi from hurricane oceanllne, on an
occupancy category I. condition I anclosed building. of dimensions 45 ft by 24 ft with axposure B ASCE 7-93
per UBC97/ANSI95 If and vertiCal. or cantilever. exist. they are exp06ed to wind. If porche6 exisl, they are not
eJ<posed to wind, The lumber DOL Increase Is 1,33. and the plate grlp Increase Is 1,33 '
3) This truss has been designed fer a 10,0 psf bottom chord live load nonconcurrent with any other live loads per
Table No. 16-B, UBC-97,
4) This truss has been designed with ANSIITPI1-1995 critena.
, LOAD CASE(S) Standard
Scale = 1m~
,
,"
_n. "OW_...
__.._'_H
GRIP
185/148
~/
A WARNING - V~RlfY DESlt?~ PARAMElfR5 AND READ All. NOTES ON THIS AND TRUSS OAAWfNG NOlES BfFORli U$E.
09UQn void leI use only v.1lh MITeK_w. _. ___:__ 1NI de:sIgl\ Is bcDed onv upon parameler} shown. ond b 10{ on ~ bI.IIcIlna ~t to be lnstO:Ied and Iooded
I,/AfHcolly. ApPllcct=llntv 01 ClMlQn paromotors onCl propor InCCfporatlon 01 cOmoonent 15 resPf)nSlbmly 01 ~O des~t. nollnJst dilsIQner. 8'adng thowr b IOf Ioteta
support ollodMduol web memo." ONy. Addllord lomporay broc~ to Insur. sleb~ltv durhg eonstnJcion b the ',"pons!bllly of th& 8f'9Cfor. Additional permanent
btocirog ollhe ovlt'Olltructure Is tfle r.!ponsrtjlllyof 1118 tAJ~g designer. For generolyulc.loIlCe legO/dlng labrlCatbn. q.dily c::nllol stcraJe. det\lery. eree1lan ond
btoclng. consUl QST.ee Quo~ty Standard. 059.89 IlJOcng 5peclflcotlOtl. cn:I H1&-91 H.:mdlng nstalli'lg ond Iln:Jclng r....v_.,.. .....":'_.._.' OIIdloble from Truss P\.::Jlelnstllute.
M-lO'OnafTlo Drtle. Mac1son. WI 53119. .
~
theTRUSSco.
. BUlLDING SUPPLY me.
SEP 01 2004 4:40PM HP LASERJET 3200
,"OU I russ I rtlS5 I ype '1.11Y "'y
'AL ~ . ROOF TRUSS 1
:> 1:::-
I ne I russ ...,0., Qumner YYr\ I ':\Jycne UK :::l.UW S t-eo )~UU,j 1V1118K
t"'.-,.-
Hayaen' ,,=,;;j
Ut+~Y1/~ tt,-
Job Reference (o,tlonal)
nausme9, me. r nu IVI8Y ..t..e. '14::;)\J:~ "'UU.J r-ag8 I
9
. ....'"Jtt......~ 10"
,'"/' .........
7 / :.101' " 9;':0-...
9,OOf'lT ./v." -, 18-<:,,- ,.
s /<~f;:/': l' -- e:::::::::.::
"CtJz....6./. . sn IJ ~ 1 ~ ~ . ..P....:........~T\l214
.4.... <./'/ S fl 5 5 n S In ...........1f:L.....~. 15
3 //.....'3(" Sf!4 9 r ...........;''-
// ,"/S"(1 i 2-+0 S: OJ............
/jj l:- ~"'....... .......~
../" /" 2 I ........, ....
/;/ I. ' ~'- 11
~ ,~~'.:> .~ '0 D~3a 'B-~' 8-'8 ' -:: '~B n ~ '. '---'''tt
il\;/Pl._"_~.~=::.,.,~".,:~"~~~, ~.._~_~ill~",J
~ 3x5 _
3x5 =
~ r .,..0-0.
......;',1.0-0
~
10-2.12
1()"2-12
10-2-12
3x5"
9
~
.
1-,---
_ _ ..!()..5-!. .
2D-5-8
:r'ra\eU~~'-I: i;;:;;.,:u,t:ageJ
--.....--- . .-'. . .
leMlJ~' (psI) 00' 'SPACING 2~-0
TeeC' ~5,6. ,uPlates laMi'" 1.15
Tel!lt.. 8,0'. ul!umber~",,",""" 1,15
BClL . 0,0 ' Rep Stre~ Incr NO
BC~1-. . 7,0 Code :1J\l~~~ANSI95
------_...--
.~ ...... ...
, ~4IoCilRD 214 HI"'NO,2 '.' .'
tfOJ'~_HORD 2)(~.HI!No.2
tXHt>KS 2 ~ 4 W;Stud
...... .
DEFl' in (Ioc) I/defl
vert(LL\ nls nla
Vert(TL 0,00 17 >999
Ho,,(TL) 0,00 16 rJe
1 st LC LL Min Vdefl : 360
CSI
TC 0,12
BC 0,07
WB 0.05
(Matrix)
.. --..---.----.-----.- ---
BRACING
TOP CHORD
BOT CHORD
Sheathed ....: , .. c ' ::"'.. '
Rigid ceiling directly applied or 10-0-0 oc bracing.
00
. .
RE~'C';ONS
.....
. .
......
......
00
(I""'T..... 2=1941~0.~ 25=138/20-5-8. 24=135120-5-8, 30=189120-5-8, 29=74120-5-8,
28=11~.~-8, 27=109120-5.8, 26=69/20.5-8, 23=28120-5-8, 21=98120.5-8,
20=120120.5-8, 19=52/20-5-8, 16=206120.5-8, 18=232120--5.8
Msx Ho" 2=86(load case 4)
Max Upllfl29~4(load cass 5). 26=-12(load case 5), 23:-37(losd csse 2). 21~3(load case 5), '
19=-6(load case 5) ,
Msx Grav2.194 losd oese 1 . 25=136(loed case 1), 24=135(load case 1), 30=189(load case 6),
29=74 load case 6, 28=113(load case 1), 27:109(load case 6), 26=74(load case 6).
23=33 load case 7. 21=99(loed case 7), 20=120(load case 1). 19=52(loed case 7), '
16=2CJ(load case :), 18=232(1oad case 7) ,
FORCES (Ib) - First Load Case Only
TOP CHORD 1-2=28, 2-3~93, 3-4~80, 4-5=.70. 5.6=-72, 6.7=.72, 7-8=-61, 8.9=-80, 9-10~80, 10-1 1~53.
11-12~70, 12-13=-73, 13-14:-69. 14-15=-86, 15-'6=-99, 16-17=28
BOT CHORO 2_30=0,29-30=0,28-29=0.27-28=0,26-27=0,25-26=0, 24-25=0. 23-24=0. 22-23"-0. 21-22=47.
20-21=47.19-20=47, 18-19=47, 11>-18:47
B-25~105, 10-24=-92, 3--'30=-149, 4-29=-65, 5-28=-92. 6-27=-89. 7-26=-62.11-23=-49.
12_21=-83.13_20=-96,14-19=-51.15-18=-179
WEBS
NOTES
1) Unbelanced roof live loads have been considered for this design,
2) Trussdesi~ned forwlnd loads in the plane 01 theINSS only, For studs exposed 10 wlnd (nonnal to the face),
see MiTsk Standard Gable End Detail" '
3 All plates are 2x4 MI120 unless otherwise Indicated.
4 Gsble requires continuous bottom chord bearing.
5 Gable studs spaced et 1-4-0 oc,
6 This truss hes been desl9nsd for a 10,0 pal bottom chord livsload nonconcurrent with eny other live loada per
Table No, 16-6. UBC-97,
"Provide mechanical connection (by others) of truss to bearing plale'cepable 01 withstanding 41b uplin etjoint
, ~9. 12 Ib uplift a!joint 26.37 Ib uplift at joint 23. 31b uplin at jcint'21 and 61b uplift at joint 19.
',J,,'ti"USdOn peQe 2 , . " '
,21-8-81
1-0-0
Sc:ete-1:3T,S
,
...
PLATES
MII20
GRIP
185/1<18
Weight 94 Ib
IEXP1f\ATlON DATE: 12/31/ 04j
NAY 2 2 2003
, .
" 'WARNING _ VERIFY ~~~I0N PA~.METERS AND REAO ALL NOTES ON THIS ANO lRUSS ORAWlNG NOTES' BefORE USE
aQ~n"oIIdf?fuieoNV'N\lt\ tmekccn,~tOrt. ThI1dNl;Jl Is bo$9d OftyUpon,..__... .. JhQWf1, undl5/C'fonrdvldualbJldlng .._.~v._~...lO bEtln$lOIec1ondlooOeU
verttccIV. AppI-ccblIlty 01 design ..~._,..,:_,' ad proper~._v......._.'~' 01 ~lls respon5lblity of bUldng desv-. not tNu dltllgner. 8rOcJno d'lOWn III for laterd.
support 01 lndMcI.Jcl web member3 OI1:y. Ado1I1on01 temporary tlrOClnQ to Insure stobllty ~no 4X)('lStructIon Is fh. resoonst)il1Y ot the eJeCtor. Addltlo"\Ol p.rrnc:rll~nt
blcctlg 01 the overal SI1uc:fure b the respomlbillty 01 the blJldlng oeqw. For generd guldonce regordf1Q f.XlI1Co1lon. ~ty control. sforcg8. delN81"f. ef'9C!1on a1d
bloclng. consult QST.88 QuQlIty SltYldcrd. 058-89 BlCchg .:o..~_,'.__.._ ~ and H6.91 Ho:1CSl\roQ lr41~ ond ero::fng Recom ._.... avaIoble from Truu F1c18 lrntlM8.
51U D'Onofr1o D,we. Modl5orl, W153719. -
'~.
I
the.l"'U~CO.
II BUlJ.DINGSUPPU' nee.
SEP 01 2004 4:40PM
HP LASERJET ~200
. IJOb
! KtA-ELEVB
Tru~
Tnw'lYP8
ROOf muss
Qty
Ply
Hayaen l'UBmatl1 t:ll1U;;jt;)ti)~~
B
5 1
Jot> Refe~ 10pllonal,
O.lUU S May ~u ,UUJ MlleK ndustrleB, Ino. rue::>tip UY l~:l/:~ ;lUU,) ,..-age I
.:\0.15 18-0.0
8-10-18 9-1.1
. 00
"'i'~ ':.'~~els (X.!J,:! l'~IH>-U,U-U-"lJ. 1~:U-U-UL~,
L06PiNOlosO u-'--SPACIOO'. ..' 240 --
TCIT . ~5.0'... J'\ates I~MSN 1.15
TCDL .' 7,0 Lumber I""",ase 1.15
Bli~lo. 0.0 Rep Str!s.s:1tu:t. NO'
BCI;>~ .. 10.0 .. ... <Jode :\J~~1IANSI95
.---.......-.... - ..-.-.----
.~ . .
Y.RoCHORD 2.t~fl~1650F 1,5E
Btl.T.CI;lQRD 2)('4 HP1650F 1,5E
WEBS 2 X 4 HFSPF SludlSTD "Elccept"
.... \ft-l2X4HFStb(ll....
...... :.. ... .... ' See "Web Brace Memo" 'or
.....
.. , 0000 required T.Brace condilion
R~ONS (lbIS1ze) 2=1475/0-!>-8,8=1547/0-5-8 Design 01 all continu
Max Horz2=53(load case 4) I OU8
ateral bracing is by others
FORCES (Ib) - First Load Case Only' ", .
TOP CHORD 1-2=28, 2-3~2555, 3-4=-1761. 4-5~1650. ~=-1650, 6-7=-1761. 7-8=-2712, 8-9=28
BOT CHORD 2_12=2161.11-12=2061,10-11=2240.8-10=2300
WEBS 3-12=235,3-11=-895. 5-11=1072, 11.13~922. 7-13~776. 7-14=360, 10-14=217, 13-14~105
I ne I russ ....1).. ~umner VVI\ 1 C.u96ne UK
,,-0-0
J 1-0.0
5-0-5
6-0-8
5,11-7
:)..10-15
18-0-0
7-4-9
2)-0-0
7-0-0,
27-0-2
3-11-8
4x5 =
a.OO [1Z
5
j
;;:/-
3x5 ~
3x6 ~
\J.;
13 p~
:::~'t:~2Jl4-
~ 14
2>4=
I'
2>4 II
11
exB=
'0
2X4 \\
25-1~1
9.1.1
.....-
32-0-0
4-11-14
33'"i .
1.0-0
_ - 1:57.3
,
~
~
~~a 9:Z
'Ill'::::::' \1
4x1 =
...
32-0-0
6-1o.Hi
GRIP
165/14
PLAlES
MII20
CSI
TC 0,92
BC 0.60
WB 0,62
(Matrix)
DEFL
Vart(LL)
Vert(TL)
Horz(TL)
In (locI
-0.15 10-11
-0.34 10-11
0.10 8
Vdefl
>999
>999
nla
Lid
360
180
nla
BRACING
TOP CHORD
BOT CHORD
WEBS
Weight: 126 Ib
Sheathed.
Rigid ceiDng dllllClly,applled or 10-0-0 DC bracing.
1 Raw at m,dpt 3-11,7-11
NOlES
1) Unbalanced roolllve loads have been considered lor this design,
2) This truss has baen designed for the wind loads genarated by 80 mph winds at 25ft above ground lavel, using
7,0 psi top chord dead load and 10,0 psfboltam chord dead load. 100 mi lrom hurricane oceanline. on an
oCC\Jpancy category I, condition I enclosed building. 01 dimensions 45 It by 24 ft wi1h exposure B ASCE 7-93
per UBC971ANSI95 If end verticals or cantilevers exist. thay are exposed to wind, II porches exist, !hey are not
exposed to wind. The lumber DOL Increase Is 1,33. artd the plate grip Increasa Is 1,:\3
3) This truss has been designed lor a 10.0 psi bottom chard live load nonconcurrent with any o!her live loeds per
Table No, 16-8, UBC-97. '
LOAD CASE(S) Standard ,
1) Regular. Lumberln=ase=1.15, Plate In=a98=1.15
Uniform Loads (010
Vert: 1-5=-64.0, 5-9=-64,0, 2-8=-20,0. 13-14~34.0
...../
I EXPIRATION DATE: 12 '31/ 04 .
SEP 0 9 Z003
A 'wARNING - VERIFV DESIGN ""RAMffiRS AND READ All. NOns ON THISANDlRUSS DRAWING NOTES aEFORE USE, ~
Design vdld lot ./YI orty wtIh MrTek ccnneclorl this design Is basad only upon parometer1 shoWn. and Is fet en 1OCIY1du0l bukllno ~nent to'bt It''rStdled CI"ld 100ded
"""Ic~~, ^p~',"~litv of d.'on _ _ _. q , ",d "'_ I.___.,."on of ,omponent' ""poo"b'tv .'''"''''0 _gn..' not tru.. d._, ....'''0 ""'''''''' ro, '"'''''' '
support of Indlvk:iuol wob membslS only. AddlllonoI1empol'::r{ braCing to nue ~Ilty Ourlng conSlrucllon IS 1tle respon$lbllltv of the elector. ,Addlnonol p$rmonerrt
bredl10 of Ihe O\Ierol $tructur. Is the "'!POI1slbllllV of the buldl.,O deJIgnet. For gerwwol ~donCEl regadln, foblcollol\ qoJOIlIy control. stOlOgll. d&llvely. erecl10n end
brodng. consJI QST.ea Qual,., Slondord. DSB.39 Broclng SpeclllcotlOl\ and H1B-91 HoncJIng lNIomng and eracng Ilace __ _ .. ..'1 (NQIlabIe (10m In.m P olllllnslltutlll. the I. AU.:h:ICO.
OBJ D'Onofrio DrIve. Madl:lo1'\ WI :l311Q.. .' 6: BUUJ)IKG 1UJ'Pf.'f EKe.
SEP 01 2004 4:41PM
HP LASERJET,3200
p.6
jJOlJ l'russ lIN~sr"l
ISTANOARD !BGE ' ' ,ROOF 'I KUSS
'-1lieTriiis "0" ,,"ugene, uR-mOT-'.' ------'.-'-' --
- nITr--SRT s NO.
I Uty ! I-'Iy I"'(den 'Kliiii1ijtliWOO4)
'1 ,1 ' ' ,
I' I i (optional) , - ;
Q ~UVV'IYlrrek.matiS\I-'~~, l;;~.'IiieJWgZf 1 f:2<T:31-Z00T ~age 'f'
-J
'I!:O:~~ ___',u___
l-IH)
~-.__....
16-0-0
.-. ._.__.~._..- .. .-- ..-.
,_3~'(),0 "
16-0-0
, ~:Q,-p
1-0-0
Scale 111:67.9
4x4::
..
i
'"
LA!'-, N
K "../.>1"',--.... ' 0
/~>~ I Pi
' 6,00 IW J .....-<...8~ 'I ->... P
I /"" 'I Il~ 0
/ I '->
...-'/ I ........., R
p.fJ ~ ,/ ,li , LJJK M "J "~I' I t '-:::,'),__ t6Y
F --:;?- I K+ L '1 Oi' "pI. G I 1'",,,-- T
E /.-:'/, HIOI-\~J.'M I I T Q~I.FRIE r'~~ u
~/--C (i',p ,I I I 1':1 I SJiO~' V
C '" E FiQ I :'1' II' I T'C W
g I I " I II ! II I; I V
'J.A~C:/ -'i._>-,~.Al~- JL~-1-\--U-J _u JI -- 1- _:'.A._' ~~~,Y'?
d. c;....- r:/v~./"vlVv"^~"^-^",A./'v'-_."'.,/"^..V',..'-'.....A/...A.A...~^A.>Iy~',T.J).^-^/'...J.....}~~ ..::....1 ~
JJt:::l .;: AT AS AR AQ ~ AO NJ AM. AL AI< AJ AI ~ AG AJ: AS AD AC AS M Z -
SxS -:
-.
...
, ".__'______m_._____.___"_,, __.,., _, '
32.0-0
32..0..0
. 00
="u.. .' t ~~r' --- . '
n8te uttlJets V"',!.t:.!~:\J."'-o.v-.;MJ
'.=-...:::i_ _ _ _ ~--=-_ ........----__. ___. _:a:-. -' .:. u- r ..- ,'.
L()AIiIflG (psI) . I SPACIN& 00 u 2-0-0 I
TCll '.25,0 ',00 ~Iales Inco~se 1.15
TCDl . 7,0 J lumberlner...se 1.15
B~~' 0,0 RIlP Stnrs"'M,' NO
~~It~ "10,0 . uQode ~B09I'IANSI95
.. .....
>--~.Ert -... .......~......_.;---.......- .......
,;i"'~ORD 2 ~04I'1.=650F 1.5E
B<.'ll'~RD 2X4HF1650F1,5E .
OThlliRS 2 X 4T HFSPF &IOdIHO>
.. ..
R~~e"MNS (Ib"'...:". "=177Ia~-O-ct,f\G=112132-0-0, AT=201132-0-O, AS=77132-0-0, AR=119132-0-O.
.00: 00 AQ=111~!~0, AP=112132-0-O. AO=11213Z.0-0, AN=112132-0-0, AM=112132-0-0,
.00.. Al=112132-0-0. AK=111132-O-0, AJ=103132-0-O, A1=111132-O-O, AH=112132-0-0,
AF=112t32-O-O, AE=112132-0-0, AD=112/32-0-0, AC=11113Z-O-O, AB=119132-Q-O,
AA=77132-0-0, Z=201132-0-0, X=177132-0-0 ,
Max HolZ B~53(load case 3) , ,
Max Gra.B=I77(load case 1), AG=112(loa<:l case 1), A T=201 (load case 6), AS=77(loed case 6),
AR=119i1oad case 1). AQ=111(load case 1), AP=112(load case I), AO=112(load case 6),
AN=112(load case 1). AM=112(load case 1), AL=113(load case 6), AK=113(load case 6),
AJ=103(load case 1), AI=113(load case 7), AH=113(load case 7), AF=112(load case 1),
AE=112(load case 1lc,AD=112110ad case 1), AC=111(load case 1), AB=119(load case 1),
AA=77(load case 7), L=201(load case 7). X=177(load case I)
.. '.~.'::';' '.,-:-'-.' ::=-~,,~::-:::=~:=::"--:.~ ::~==-='j:-------'-=-':'_.;:...,.:-
.. . -- -...
... .....
CSI
TC 0,07
BC 0,04
WB 0,10
(Matrix)
DEFl in (Ioc) lldeli
Vert(LL) 'nls nla
Vert(TL) 0,00 A, >999
Horz(TL) 0,00 X nla
1 sl LC LL Min I/defl = 360
PLATES
MII20
GRIP
1851146
I
I
t Weight: 187 Ib
BRACING
TOP CHORD
BOT CHORO
S~eathed or 6-0-0 oc purling, '
Rigid ceiling directly applied or 10-0-0 oc bracing,
FORCES (Ib) - First Load Case Only " '
TOP CHORD A-B=27, B-c=28. C-D=-38, D.E=-28, E-F=-30, F-G=-30, G-H=-30, H-I=-30. 1-J=-30,J-K=-30.
K-L=-30, l-M=-30, M.N=-30. N-O=-30, O-P=-30, P-Q=-30, Q-R=-30, R-S=-30, S-T=-30, T-U=-JO.
, U-V=-28, V-W~38, W-X=-50. X-Y=27 '
BOT CHORD B-AT=10, AS-AT=10, AR-AS=10, AQ-AR=10, AP.AQ=10, AO-AP=IO. AN-AO=10. AM-AN=10,
AL-AM=10, AK-AL=10, AJ-AK=10. AI-AJ=10, AH-A1=10, AG-AH=10, AF-AG=10, AE-AF=10,
AD-AE=10, AC-AD=10, AB-AC=10, AA-AB=10, Z-AA=IO. X-Z=10
WEBS C"AT=-146, D-AS=-63, E-AR=-89, F-AQ=-85, G-AP=-BS, H-A0=-B5, I-AN='B5, J-AM=-85,
K-AL=-B6, L-AK=-84, M-N=-77. N-AI=-84, O-AH=-86, P-AG=-85, Q-AF~85, R-AE=-85, S-AD=-85
, T-AC=-l!5, U-AB=-B9, V-AA=-63, W-Z=-146
NOTES
1) This truss has been checked for unbalanced loading conditions,
2) Truss desi~ned for wind loads in the plane oflhe truss only, For studs exposed to wind (norma' 10 the face). 1""'\'....., t
see MITek ' Standard Gable End Detail" "" v "'-
3) All piatas are 2x4 MII20 unless otherwise indicated,
, Gable requires continuous bottom chord bearing,
"--J tlnued on page 2
........ '
'A WARN'N~ - VERifY OESIGN !'ARAMmRS AND RfAD ALL NOrES ON 1IilS AND TRUSS DRAWING NOlES BEFORE USE. ~'
Dcx!gn valid fO( llllil only with MlTgk oon'llJolorl. ThI. doslgn It boMd only upon pororne1oo ShO\l.'l\ ana Is for on lOdMduci buldlng component to be ln~tall8d and loaded
vert1coly. App/cob~lty or d&'ign paomell!lU ore propel" .__. .._._.~. of component Isrosponslbllly of bLAldhgde!Jgner - not tlUS.'l dnQntf. BlOclng shOW!'11s fexlateral
~lJpport of ndlll\d:JoI web members only. ....<:ldlnonot temporary bracing to in!.Ure stabl!' during construction Is the re100mlbllty ot tt,e erector. Addlllond permanent
bracing or the overJllstnJclUre is !he reS/'XlnSlblllty of the buildl1g dBsfcfl9f. For IJSnBro! ;Ju!cOl'lC9 fQgardlng fatwlcolloo. qooUlycont'oL slOOlQ9. delIvQIY. orecllonood . theTRUSSco.
broclng. consult QST..!!B Qualify Stondc-d, 1:'58.89 Bracing Speciflcollon. and HIB.91 HCJI"IdIlngll'Atalllng and erochg Rll'commendoflofl O'loQoble from Tru$$ Flete InstIMe.
5113 D'Ono/do DrIv~. Madson. 'M 53719. . . ., BUILmNG SUi'PLY INC.
SEP 01 2004 4:41PM
HP LASERJET 3200
...
IJob IT 'ITrusil-r' ,,'
I russ i 1
jSTANDARO !BGE ;ROOF Ir<USS
'''e I russ ,,;',:'Eugene,\lR1l74OZJ --, ,..---, ..---, '---,
- TOIY'!Pry--l 'laenRl,iinalff(900<fr-
1 ,1' I '
_ I i J~tionan _,' _ ' ' ' !
SR1 S No. '/0 ,wi Mlle. nousme., Inc. ~ug"Z'f n :20:3l 2001 l'age2
4:201"
NOTES
'~able studs spaced at 1-4-0 oc, '
, pis Iruss h.s been designed lor a 10,0 psI bottom chonlllve load nonconcurrent with any other live loads perTable No, 16-8. UBC-97.
-:yrhIS truss has been deSigned wllh ANSlrrPI 1-'995 critena, '
LOAD CASE{S) Standard
.
..
. 00
.... . . .
. . u. .
...... 00 00
.... . .
.... . . ......
. ....
. ..
. . .
.... ......
.
00 ., ...... . 00
. . . . . . .
~.... . .
00 .
'00 . . .
. . . ..
...... .
00 ......
. . 00
...... . . . .
00 u. . .
..... ....
. .
.....
---./'
-
A' WARNING'- VERIfY OESlGN Pl\R4MElERS AND REAO AU NOle ON THIS ANO TRUSs DRAWING' NOTES BEFORE USE,
04WQn void leruso ontywllhMll8k eomacl~', TNI d..."i. bawd orY,r ~ porcrnot..,.~ end II foronlrdMduolbuldng'_....,.._ ' . to be Instchd and lOaded
vetTlcoly. Apfjlco':)ilty of design pClIo-nel8l1 and proper IncO-"POlotlon 01 c~n- Is nupol'lSlblIll' of bvl on; doIIgnor. nol huu d..v-. BractlQ shown Is for Iom'cl
,~t of IndMdual web ITl8mbol1 orty. Addll1oJ1ollemporory braCing 10 lnsIxe stobllly CUIng conslfucf\on Is the lesponsIbl'y of 1he eruciCI'. ,.trrdcIt1ono1 permonent
t:foclng ollhe 0"4fOI Slrutt1.r8 Is fhe r!sponslbllty of the bLdcn;J dellgner, For ger1elOI QlJdooc:e ~ r .~,.~~::.... QI.dIty ccntrd. stOfage. deltverv. 81ectlon end
b'nclng. CONl..t QST-88Quo1ty SlcroOad. DSB-3Q &oclngSpliJCllkotlon. and HIB.QI Handllno In~tallng end i'ochgRaI~..~ ':.JlIonavallctlle from Truss P1ale nstltute.
58J0'0n00lo Ortie, Madison. ~~71q. .
~
the........_co.
.. BUIt.DING IUPflLT me.
SEP 01 2004 4:4~~M
H~ LH~cK~cl ~CUU
, ' -
IJOO IlruSS 'IrusSI....4l!
I : (
i ~:NOARO i SA ' ' : ROOF I "USS
e lruss.....CI.,~t:ug~ne.URg7iID2..L - .... - . -.-
! <.lIY i Ply , 'foen Klemaln{SU04)
. _ 19 i 1 IIJ~tional)
SR'rs Nav -hJ "",UvulVlllel< nausmeS,IOc. IU8I"\Ug ,L"l
,-; :",u:.u:: ""vur-Page l'
-, 4.'2ur'
,"
.\#- 6-8--2
1-<),0 e,8,2
12-1-3
...+----.!"
5-5-1
1 &-O-Q
&-10-13
2S-64 ,+ 30-0-0
6-43-4 4-5--12
38-0-0 '----I
8-0-0
Scale Q 1:108,7
,J
6.001l'Z
4XS ~:
F
4)(4 ~
'x5., D'Ff --? ,3X4/1
...?"9"F'1 "'" F-h4 II
oE~.~ G~ Q
"" 2x4 \\ ~"...... ~.~
~ pl<W' ~ ~;.-~.;:-
d ,~ ,f.._,;;""~:::- -':::....~ H \
~L~.:-:::--~:::~-- 8'~0~ ~,~
ZA ~ -:~-' M K.
0. 4%4 :-: Bx6 :..
3)(10 -.:. -
3.001"1"2"
,
~ t
..
N
2X4~
9-8-3 . . ___._ . ..1
9-8-3
-,~~~~~~~~:~;~:*;~,;:~~~-~;:-~=~ci ---.
ltllt. 25,0. . 00 "'ales ft1t:tMtl 1.15 ' TC 0,86
TCDL . 7,0 i Lumber Increese 1.15 BC 0,69
ElCU. . 0,0 i Rep S~gc;r YES WB 0,86
~~ClL.. 10.0......~ode :1IB:Q97/ANSI95 I (Matrbc) .t
.'R.__'_ ....._ _......'.... ........1. ...i..._...._.._...._..._..._...__..__u..
J""l!lllll . .
l'>>i CHORD ~~''\,H~ No,2
~1 ~i\.ORD 2 I( 4 i'lF 1650F 1 ,5E 'Except'
J.L2 X4 HF No,2 .
~!!~ :/. 2.< 4T HFSPHltedt'6lD 'Exee~t'
..... . II-to:! X 4 HFSPi SllllllSTD. I-N 2 X 4 HF Stud
00 u. l'i'l2"lt ~ HFS~ ill'f'6TD
. .
RI!AS'I'IONS (Ib/size) B=1325/Q-5~, N=12431Q-5-8
Max Horz B=196(load case 4)
FORCES (lb) - First Load Case Only . '
TOP CHORD A-8=25, ~=-4011, C-O~3561, O-E=-3416, E-F~2402, F-G=-1838, G-H=-1477, H-I~ 1120, '
J-N=-1243. I-J~1250
BOT CHORD 'B-M=3596, L-M=2940, K-L=1160, J-K=20
WEBS C-M=-364, E-M=521, E.L~827, F-L=1434, G-L=479, H-K=-804.I-K=1168
.1~:!!:Q.._......t._---~1.._-, ; 30-0'O+-___~_.__.,
7.3-13 8-8-14 4-3-2 a..~
. :::=-~_.____.=-:,:.-.:..=-::~~....:...--...'~-':';': _ roo' .::~..:....::~.~7:"'.:;_.....:._.
! PLATES
MII20
DEFL In (Ioc)
Vert(LL\ -0,32 M
Vert(TL -0,63 BoM
Horz(TL) 0,36 N
1st LC LL Min VdaR = 360
Vden
>999
>564
nla
GRIP
185/148
,
"
Wei9ht 121 Ib
BRACING .
TOP CHORD Sheathed or 2-0-5 oc purlins, except end verticals,
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc b,acing,
NOTES
1) This truss has been checked for unbalanced loading condiUons,
2) This truss has been deSigned for the ....nnd loads generated by 80 mph winds at 25 ft above ground level, using
7,0 psi top chord dead loed end 10,0 psI bottom chord dead load, 100 ml from hurricane oeeenline, on an
occupancy eelegory I, condition I enclosed bUilding. 01 dimenSions 45 ft by 24 ft with exposure BASCE 7-93
per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not
exposed to wind, The lumber DOL increase is 1,33. and the plate gnp Increase is 1,33 '
3) This truss has been designed lor a 10.0 psi bottom chord live load nonconcurrent with eny other live loads per
Table No, 16-B, UeC.97,
4) Bearing atjoint(s) B, N considers parallello grain value using ANSlfTP11-1995 angle to grain rOlTT1u1a.
Building designer should verify capaclty of bearing eurfllce.
5) This lruss has been designed wilh AJIlSIfTP11-1995 emeria.
LOAD eASElS) Standard
'-.J,
-'
A WARNING'- VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS AND TRUSS DRAWING NOTES BEFORE USE.
Oelign "olld tor \.1M only .....Ih NlT"k eonnectOD. ThIs design b based a'Itv upon poraTleierl "'0\"I1l, and II fer onlrdvk:i.d bJildlng c::cmoooent to be InstclGC nnd ~odlCf
~rllcoty. ,4.ppIlcubllty old~ poromefen end prOPlll Inc _...' ~-:., of cOmponent h !e5oonslbllty 01 bulldng de$Igl'1M. not Iruss dMtgner. Broclng$l'Own Is tOf t:Jfera
supporl 01 ndllAClUot \Il8l:l members cntv. Adclllonoll9mpol'ory Cll'OChg to Insure ttot:-llity dl.rtng consfl'\Jctbn Is It.e fesponslblDV of the .rector. AdCItIonel ~8nl
bfoctng of lhe overoll rtnJelUre tsltl& IOSPonslbIIty 01 Ihe bUldng des/gler. For genercl gt.idonce I~ording IOJbr1cotlon. QUOIlIy conhol. slorage, delvel)', eteclb"l oncI
"..'OO,~' C~nslJ" QSt.88 Quolty Stancord. 058.89 Btoct'lg Spociricatlon. 000 HB-91 H~1ny nstdIng one Btodno L.__.,...........:_,._.'avofk:lbI8lrom Truss Plale ilsfltute.
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LOAflTI'IIe(psO .~..SPACI~'." 2-0-0 I CSI
TIi~I.. 25,O.! fllates 1~d!!la!ll1 1.15 TC 1.00
TCDL '. 7,0 '~'"LumberllWease 1,16 i BC 0,97
BCLL. 0,0 ! Rep Stres.'l.IllCt. YES , WB 0,B3
f'~I'l~ . 10.0 ! !;ode -tJBC97/ANSI9S (Matrix)
... ..--. ........ .. .-...'! ..
~BS:& .. ...
'" JP CHORD 2 XO" HF'No,2 . .
BOT'tJ-lORD 2~ ~r~0.2 'Except'
... ... B-O 2 X 4 HF 1650F l,!E
~ 2 X 4T HFSPF Sl."'&;il 'Except-
:00: 00 F~,X 4 HF Stug, J-b12 X 4 HF Stud
J.,..2 M HFS"" slud/iiTD
..... ....
RS4~tIONS (Ib/size) B=1445/0-6-8. M=lB71/0-&-B
Max Horz S=-63(load case 3)
~5:6:'t~ _.
&-8-1--4
. . .~.- i
,~~-'"
7-9-10
38-<>-0
..-.--...!
4-5-ll
. ~. :.........:-....:. ,...:'. :::-=:.:--:"':':'==.-::: ::-':'::' ':..:.: .:':. .:oJ- =~~,';";;-=:: -.
DEFL In (Ioc) Vden PLATES
Vert(LL.) -OAO O-P >990 MII20
Vert(TL.) -0,73 B-P, >545
Horz(T L) 0.44 M nia
1st LC LL Mln Vdefl = 360 'Weight: 144lb
GRIP
185/14B
BRACING
TOP CHORD Sheathed,
BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing,
WEBS 1 Row at midpt G-O ,
FORCES (Ib) - First Load Cue Only, ,
TOP CHORD A-B=25, B-C=-4487, C-D=-4054, D-E=-390B, E-F=-2914, F-G=-21185, G-H=-2172, H-I=-1B75,
, I-J=-2078 J-K=464' K-L=27
BOT CHORD B-P=4028, O-p=340e, N-O=1927, M-N=-470, K-M=-332
WEBS C-P=-341, E-P=501, E-O=-B24, F-O=lB69. G-O=26, H-N=-543, J-N=2202, J.M=-1642
NOTES
,1) This truss has been checked for unbalanced loading condlUons, ' ,
2) This truss has been designed fur the wind loads generated by 80 mph winds ""125 It above ground'level, uSing
7.0 psf top chord dead load and 10.0 psf bollom chord dead load, 100 mi from. hurricane ocean"ne, on an
occupancy category I, condition I enclosed building, of dimensions 45 It by 24 ft with exposure S ASCE 7-93
per UBC97/ANSI95 If end verticills or cantilevers exist, 'they ant exposed to WI ind, If porches exist. they are not
exposed to wind, The lumber DOL Increase is 1.33, and the pl61e grip IncreaSoe is 1.33
3) This truss has been designed for a , 0,0 pst bottom chord live load nonconcurr-ent with any other live loads per
Table No, 16-8, USC-97, '
4) Bearing at joint(s) B considers parallel to grain value using ANSlfTP11-1995 a.ngle 10 grain formula, Building
designer should verify capacity of bearing surface.
~l :;';is-i~s 'h;;~~b~-;'~d-r.:~;'~~wilili~Si;rpi~~f~9~e~i~~~'-'- ~ ,"--
LOAD CASE(S) Standard
....--...J.
A WARNING C VER'PV DESIGN PARAMmRS "NO READ ALL NOTES ~N THIS ~NO TRUSS DIIlAWING NOTES BEFoRE USE. "
0e:ll1Yl YOIkJ ror use onv with Mnek Coone.::tOIL Ilis d8~n Is based oriy l,.pon paramolGlI muwr~ and Is lOt c.:n ~ building '-......"'....,..... ,: to belnstolled cind loaded
ver1lcOlIv. ApplcOblly or d911gn poramotall ON pIOp_r Incorporollon ot co~t b tesPOMblUly of bU!c:U::lin-;J ~ .1lOt 1ruSs d8s1gntr. Blochg n,w" ts fa blelol
wpporl of ~v1dUCl web membou QllIy, . '_-'..~.._ temporal'! brcxlng 10 blStXe '1001"'1 Ourlng conslmcfbo::n Is the 181pons1bJ/1ty Or f1". eracf'oc". AdCflfiorcl perrnonant
brOChg ollti., Cverntl nnx:1Ue Is lhe '''IPJn$lbllity of the bJldlrg O'eslgner. For genera gLdconce regarcltn(; . foblicotlOn, QUOnly contr'x $tQroge. delivery. erection ald
brochg. con$urt Q~.68 Quality Slttldorj. DSB-89 Bmclng 5pllCil1collon. and HUMI Hondlng hlStOllll'lQ and Br-oclng ROCOfTYTlel'ldolion oYCIlIoble from fnm Plate ImtUul..
583 D'Onofrio Drt.-e. MocIsor\ W1M719.
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. 9.15-4 7.3-12 8-4.,1' 3-7-5' 4-6-8 I 4.5-8
fm~i~etS.~^,lr~:;_:~;;:i~~;;~~~:-r.~'~~~:~' _:=,~~~~,.. ",~~-'(~:i): -~~a'~'~~!:=~;~~i~:-
Te~I!'. W5,2. .~. flataa 1Mt'e!ollI' 1.15 ' TC 0.89 Vert(LL) -0.47 N-P >728 ! MU20
TCDL . 7,0 ! Lumber "...ease 1.15 Be 0,84 Vert(TL) -0.96 N-P >354 I
~8~t.' 18:g j ~~~;tre~~~IAN~~~ t i%~trix~,64 ~ng~l MI~'~~.n ~ ~60 nla ! Weight: 150 Ib
S~.~._. ..:lI!...:.......:.:...:..... ...._- -~.._. .--.BRAC1HG....-..-.....--............ ...t......_...__
I uE'.GHORD 2~4 tlP.No,2 TOP CHORD Sheathed or 2-6-5 DC purllns,
B~r IlHORO 2')(04 flhNo,2 'Excepr BOT CHORD RI91d callin~ directly appned or 6-0-0 oc bracing,
....00 B-P 2 X 4 HF 1650F 1,~ WEBS 1 Row at mldpt G-N, '
W8El6 2 X 4 HFSPF S"'~6rDo'Except'
:..:.. C:Of1 X 4T HFSP.F S\lIdlSTD
Eoli :;!oJ' 4T HFsPF SruollSTD
.00:00 E-P 2 X 4T HFSf'l"!lTJd/STD
OT_ 2 X 4T HFSPF SludlSTO
REACTIONS Ilb/size) B=1125/0--5-8, 0=2193/0-S::8 '
Max Horz B~64(load ca.e 3)
Mex GravB~1136(load ca.e 6), 0~2193(load case 1)
FORCES lib) - First Load Case Only
TOP CHORD A-B=25, B-C~3198, C-D~2746, [}'E~2600, E-F=-1563, F-G=-1250, G-H=1514, H~=1396.
I-J=493, J-K=27
BOT CHORD B.o=2875, P.o=2166, N-P~46, M-N~04, L-M=-359, J-L=-352, M.o=63
WEBS C--Q=-394, E.o=529, E-P=-851, F-P=809, G-P=1081. G-N~2264.I-N~923, j-L=l44, N-o~2163
NOTES
1) This truss has been checked for unbelanced loading condilions,
2) Thi. truss has been designed for Ihe wind loads generated by 80 mph winds al25 11 above ground level. using
, 7,0 pat top chord dead load and 10.0 psfbottom chord dead load, 100 mifrom hUlTicane oceanllne. on an
occupancy category I, condition I enclosed building, at almensions 45 11 by 2411 with exposure B ASCE 7-93
per UBC971ANSI95 If end verticala or cantllev",," exiat, they are exposed to wind, It porches exist, they are nol
exposed to wind, The lumber DOL increase la1.33, and the plate grip increase is 1.33
3) Thia truss haa been designed for a 10,0 pst bottom chord live load nonconcurrent with 8ny other live loads per
Table No. 16-B. UBe-97,
4) Bearing at joint(a) B considers parellel 10 grain value using ANSlfTPI 1-1995 angle to grein formula. Building
designer should verify capacity of bearing surface.
5) This truss has been designed with ANSUTP11-1995 criteria,
LOAD CASE(S) Standard'
-------.-
-- --~._-
GRIP
185/146
;;,.,..)
J!; WARNING - VERIFY DESIGN ....RAMETERS AND READ ALL NOTES ON THIS AND TRUSS DRAWING NOTES BEFORE USE"
~gn \/Old lOt U$8 only wlln MIrek comectors. TNs ~19!:lgn Is Ixned.Ol'I/y upon poromat,ls s'.OWl'l. ond 15 fOf en ,f'(MW bUU!no-componenl 10 be In!IIlcdI~ orld looded
vertlcdly. APpIlCO:JI~tv of dA.~an pommel9!S end Or<)f:'er .. ._~...._._.:~., or component Is fl:mJOnslbllity 01 butldnO designer - rot truss dmlgner. Brodno shoWn Is tor Ialem!
support ot Indlvldud ......ob mombefl only. Additional temp::ll'Q)' btocng 10 lnsul$ slobllly a..lrtng comtrucion Is the 18lconslbtaty of fhe 8I'9Clor. Addlllorol permanent
bUJclng of the o...eloU SffUCh.Jf'8 Is the respomlblfilY ot the bUldIl'lQ dMignll!tf. FOI ger)9f~ ljIuldalC& regoldlng lobrlcollon. qudlty c:mtrol, storage. del'lelY, eUlcllon ond
broclnQ, conlUll QST.oa Quo.ly stondord. DGB-e9 8radng SpodlPcofton. ald HIB.91 HordllnQ Insla~ng a!'ld Ilroclng Reccmmendcrtlon ovollOble from T~s Plota InstJ1ulg.
583 D'Onotrlo OttJQ, Madison. WI 53719. .
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.... ... - ---.--.-----..-..--..-
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'-----.--".w._ '--~-- '-'---1'-- -.-----.--
tflJl\!]JNG(pstT.... 'sPAcM~'" 2-0-0 CSI' I DEFL in (Ioc) Vdefl PLATES GRIP
TCLL . 25,0 PlatesJ~~iase 1:15 TC 0,68 I Vert(LL) ,-0.47 ,N-P >733 MII20 1851148
lCOl' 7,0 Lumb...OnorelJSe 1,15 8C 0,84 I Vert(TL) -0.96 NoP >357
seec 0.0 'Rep St,re....lgcr YES we 0,82 ! Horz(TL) 0,24 0 nla
eeL-.. 10.Cf:...:Code. UBC~7/ANSI95 I (Ma1rix) J 1stLCllMinUdefl::360 Weight: 2331b
~~~~~~;~.4~-~~ N:~~L . . -L,-,-u"'~~~~g~~-~~~~~~d :;2-6-1'~~:~~~;;~:'" -----'-'0'
I!~l' CHORD 2 X 4 HF No.2 'Excegt' 80T CHORD Rigid ceiliM~ directly applied or 6-0-0 oc bracing.
00 B-P2X4HF1Mmo"tE WEBS 1 Row at mldpt F-N
'1'i~:;.. :Jt..ol HFSPF StudlS'JD 'Except'
(HI! t<"4T HFSIi'~ :>lJd/STD
. .. :.. 0-0 2 X 4T HFSPF Stud/STD
.00.. O-P 2 X 4T HFSPF Stud/STD
OTHERS 2 X 4T HFSPF Stud/STD
REACTIONS (Ib/size) 8=1125/O-5-8.0=219:l13-0-O
Ma, Horz 6=-63(load case 3) " ' '~ ...... R OF~
' Max Grav 8=1134110ad case 6), 0=2193(load case 1), ' , ~ V.
FORCES Ib) - First Load Case Only ~ 1. f2 ~
TOP CHOWD A-B=25, 8-C=-3211, C-D=-2798, D-E~1616, E-F~1293, F-G=1577-, G-H=1561, H-I=1459, 1.J=504 ':, 1822PE " 7
' J-K=27 ' ,
BOT CHORD 8-0=2888, P-0=2252: N-P=-43, M-N=-421, L-M=-378. J-L=-370, M-O=53 ' ,
WE8S C-Q~335, D-Q=505, O-P=-864, E-P=B45, F-P=1121, F-N=-2320, I-N=-959, 1-1.=147, N-Q~2162 'j
NOTES ~
1) This truss has been checked for unbalanced loading conditions. '.
2) Trues desi~ned for wlnd loads In the plane ot the lruss only, For studs e,posed to wind (normal to the faee).)- v
see MiTek' Standard Gable End Detail" , 'I. "'"""
3) All plates are 2,4 MII20 unless otherwise indicated. . PO'IN'"
4) Gable studs spaced at 1-4-0 oc,
5) This truss hss been designed for a 10,0 pst bottom chord live load nonconcurrent with Bny other live loads per
Table No, 16-8. UBC-97, '
6) Bearing at joinl(s) B considers parallel to grain value using ANSlrrPI,1.1995 angle to grain formula, Building
designer should verify oapacity of bearing surface,
~~ ~'h';~.'i~~~:h;.~'b~~'~ d~'ign~d..;iih"~~si1rPI:'.~'19~~~rit~~~:t.-:-:r'" '-''':L-:. .:.
!eXPIRES 12/31102... j,
DEe 1 0 2001
LOAD CASE(S) Standard
,'J
..;..~.!
A WARNING - VERIFY OESIGN PARAMETERS AND IlEAD AlL NOm ON tHIS 'AND muss DRAWING NOTES BEFORE USE. ~
DOiIgn\IQI1d lorusoorlywHhMrrokcorYleC"ort. iNldeslgnIs btlsad only upon poomel8flll 1h0\ltl'\ and b for cnlndMduOl bUldIng __....._.._.~ tobelnstol~ondloaded
>Jl!rll:::olty. AOplcoLilly 01 ueslgn potCMet~rs OI'"Idproper _._..._._'._._ at component b r9~blly 01 bUldlngdaslgner-OOI tnJis d8s1g\ef. Brocng ShOvm" for lateral
suoporf 01 hct\Iltua/ web member1 onJy. ~d1f1onol tempOlory txocInQ to i"Isure stcbilty dtri1;) consln.x::noo b the retpOnibllty of tho .'&dot Addllbrd permonerlt
~oc.lng or the overall ,ll\lCflJre b !he reuxYlSlOftity 01 the bUld1ng designer. For oenerol guldance regordng lobrtco"on ql10llty COl'\1Tol s1or~e. deIIWlry, 6rocllon end TRUSS
twoclnQ. comull Qsr.88 Q.sotlfy Sfondard. 0SB-a9 Bracing SpecJllcat!on end HIB-91 HandItng 1ns10llng ald 6rCclng :~~w__" .,._......;...::_. CNoIatlle from f1uuPlate Insllfuts. the co.
~a3 D'Qnoldo Dive. Moclsorl. VVl5J719. . .. BUIl.DING SUPPU" INC.
SEP 01 2004 4:43PM
HP LASERJET,3200
p.le:
JOD
I ruos
I hJSS I ype
Ul'f r'IY
nayoen l\IamaUl( lU;l~,}.::.;:;
KLA-EL-1
G
KINGPOST
Job Reference (optlona"
O.uuu 9 reI) '& ~uu~ Miler.. nausmes, IOC. Man f\pr 14 '1.1;'I\:;I:~tr ~uu.) ....'ageT"
I ne I russ 1",;0., ;;)umner VVA I cuge' e ut'(.
-1.0.0
'-'" 1-0-0
5.8.()
5,..0 '
'1.().D
e.&<l
12-0.0 ;
1-0-4
Scala 111:21.2
exe"
~
.
, Y~2x'"
2x4 11 .../' \/ 7
4 .' ...../\.......
',OOf1T~//../ 8 ...,"
2>4" B . ~ ----. ·
3// ,n ~
. 8/ - m ~
~m' ". ~
/0
~
'I
~
...
2
3x5=
2lc4 II
2x4 II
... "
11-0-0
11-0-0
DEFL in (lac) Vdefl
vert(LLI nla - ,nla
Vert(n 0.00, 10 >999
HorzfTL) 0.00 9 . nla
1sUC LL Mln Udefl = 360
2x411
... 11
3x5=
., .
.lOl\.'QING (P"8' ,
.T~l~. 25. ...
.ICOL a. .'
BCL~ 0,""
BCDl', 7,0
SPACING 2-0-0 '
P1al~"';....,.se 1.15
Lumll"'"'~Mase 1.15
Rep Slresa Iner YES
Co~. .t;Qc;97/ANSI95
CSt
TC 0,09
BC 0,05
WB 0,03
(Matrix)
PLATES
MII20
GRIP
185/148
, Weight 42 Ib
~-
IIJMJ!.ER .....: ...
:.' . .c.HORD ~ X 4l-iF No,~.' .'
~.'t:HORD i~ 4 HF No.2
."~ERS .~ X"4PF Stud/Std .
......
BRACING
TOP CHORD
BOT CHORD
Sheathed _.&.: ,. , ",:' --
Rigid ceiling diree\1y epplled or 10-0-0 oc bracing,
......
00
.. .. '
_STlONS :f1I~~;,) 2=,,",,/11~~, 9=18311'-0~, 15=190/1 H~, 14=72111-0-0,13=116/11-0-0, 12=55111-0-0, 11=221111~~
.. ... '~BX Harz 2=-~ft:1W case 3) ,
. .... Max UpliIl2=-14(load ease 5). 9=-13(1oad case 5), 14=-4(load ease 4)
. . Max Grav2=174(load ease 1), 9=183(1000 ease 1), 15=190(load ease 1), 14=77(load case 6), 13=116(1000 case 1), 12=59(1oad ease
7), 11=221(loadcase 1)
FORCES (Ib) - Fll1lt Load Case Only
TOP CHORD 1-2=28.2-3=30,3-4=-37. 4-5=12, 5-6~26, 6-7=-26, 7-8=-42, 6-9~54. 9-10=26
BOT CHORD 2-15=8,14-15=8,13-14=8,12-13=8.11-12=8,9-11=8
WEBS 3_15=_149,4_14=-64,5-13=_91.7_12=-63.8-11=_171
NOTES
11 Unbalanced rool live loads have been considered for this design,
2 Truss desi~ned lor wind loads in the plane oflhe truss only, For studs exposed to wind (normal to the face),
see MlTek Standard Gable End Detail"
3l Gable requires continuous bottom chord bearing, '
4 Gable studs spaced at 1-4-0 oe, ,
5 This truss has been designed for a 10,0 psI bottom chord live load nonconcurrent with any other live loads per
Table No, 16-B, UBG-97. '
6) Provide mechanical connection (by others) 01 truss to bearing plate capable of withstanding 14 Ib uplill at Joint
2, 131b upllll at Joint 9 and 41b uplill allolnt14, ' '
LOAD CASEIS) standard
\EXPlRATlONDATE: 12/31/04j
APR 1 8 2003 -
-J
~
A WARNING - VERIFY DESIGN PAIlAME1ERS AND READ All NOTES ON TIllS AND TRuss DRAWING NOlES BuoRE USE, ~
Design valid tor use O;"IY -.....1th MIrek COI"lI1ectoo" ms dmIgll:I bOWd <rly upon pcruneters shOYln. and Is fel a'l1nct.llOJol t:UIdII'lO cortlf)Onent1o be ~e ond'lood9d
vertlcoty, ~lcnblity 01 dP.Slgn f)OlO'1lBhvs am O/opetncorporollOn of component IS responslbllly 01 bUlClt:g dlllsIgntr. nottnJa designer. Brodng shown Is fa lateral
support of .ndMd>.101 web memberll m v. Addtional temPOIOry brochg to lnwre sto~111y Cklrlng C1:ll'\1fTUC1Ion b!tle rcpor"GIbIIry of lhe entCtor .A.dditlonc[ permanent
blOclng ollhe,ovilto:1 stn,etuls Is the resPOrlsblty ollhe blJlCllng Clesb1et. For general gl.lOonce regarding fObi1Callon. qualfy controlltorag~ delvlilfY erection and
blOcfnu. co~ull Qsr-aa QuollyStondord. DS8-89BrochgSpeclllcoUon. ondHB-91 Handling nstalnganc!m::lng L__...__~":al\onovaloblef~Tn.aI'P'Iote r.stllu/'e theTRlJ'SSco.
M3 O'O~oll1o OrNe, ModIlOl\ 1M 53719. ' . BUILDING SOft'LT INC.
SEP 01 2004 4:44PM
HP LASER JET 3200
p.l::!
FaD I russ I russ I ype
IKLA-EL-1 G1 KINGPOST
I ne I rusSl'tJ., ~umner VVA I t:ugei.= UK
- ~"PIY fI&ya8lfKlamatn{lUlll<l)::i::i
1
Job Reference (optional)
O.UUU5t"eo J4:UU",lvUleK nausmBS,'mc. ~ri"'Pr14n:lo:..1U"UW t"sge I
'--/
-1.0-0
1-0-0
5-6.0
~,
11-0.0
5-4-0
12~ "
140
Sc;:aIe-1:21.5
4)(04 =
3
8.00 ru-
",/
#>/.,
1
~
.,
~
..
4
~
VI
~=
n
2
.
2lc411
1140
~o
OEFL in (lac) Vdefl
Ver1(LL) .(),02 2~ >999
Ver1(Tl) .(),Q4 2~ >999
Horz(n) 0,01 4, nla
1.1 LC LL Min Udefl ~ 360
BRACING
TOP CHORI!l
BOT CHORD
5~
5-6-0
. U1AQING (pig: "
. .Q..t.- ~5...,
.rCOL 80 .
~ll o.e 00 Rep ~ss toor YES
BC~' 7,0 Cod, 00 ~~~97/ANSt95
.- -
"UMPER .....: ...
:. OJ .C.HORD 2 X 4 'HF No,~' .'
,~u),''O-lORD a~ HiF No,2
~JlS ',X"iI1FSPF StudlS;rD
......
SPACI~~..
Plat" ,,""....a
Lumft~"'eft!ase
2-0-0
1,15
1.15
CSI
TC 0.43
8C 0,26
we 0,10
PLATES
MI120
GRIP
165/146
Weight 33 Ib
Shealhed_,.-,," ,
Rigid cell1ng directly applied or 1~'() oc bracing,
......
00
.. ..
oRl!ASflONS :W1IaiJv) 2=5IfJJ0-!~. 4=503/0-5-6 '
..... Max Harz 2=.2e(Tc:M:J case 3l
. ..:.. Mw< Uplift2~-70(load case 5 . 4~70(load case 5)
FORCES (Ib) - First Load Case Only
TOP CHORD 1-2;14,2-3=-451,3-4=-451.4-5=14
BOT CHORD 2-6=399,4-6=399
WEBS 3-6=74
NOTES
') Unbalanced rool live loads have been considered for this design. " '
2) This lruss has been designed for the wlnd loads generuled by 60 mph winds at 25 ft above ground level, using
8,0 ps' top chord dead load and 7,0 psI bottom chord dead load. 100 ml lrom hurr1cane oceanllne. on an '
occupancy calegory I. condiUon I enclosed building, 01 dimensions 45 II by 24 II with 8lCPosure B ASeE 7-93
per UBC971ANSI95 If end verticals or cantilavars exist. they are exposed 10 wind, II porches exist. lhey are '
exposed to wind, The lumber DOL inCfllase is 1.33, and the plate grip Increase Is 1.33
3) This truss has been desi9ned for a 10,0 psI bottom chord live load nonconCllrrant wlth any other live loads per
Table No, 16-8, UBC-97,
4) Provide mechanical connec\ion (by others) 01 truss to bearing plale capable 0lwlthstandin9 70 Ib uplift aljoint
2 and 70 Ib uplift'aljolnt 4,
LOAD CASEIS) Standard
IEXl'IRAllON DATE: 12/:J1/.(lI\
APR 1 6 2003
J
A WARNING.. VERIFY DESIGN PARAMrlERS AND READ AU NoTES ON THiS AND TRUSS DRAWING NOTES BEFORE USE, "
oe,gn vclld tit use only wtIh Ml19k. connector!. this design 13 based arty tJpal parameTers ';0....", and ~ fOf on Ir'dlvtdl.d bUIlding component to belnslcfted ald lOaded
vertlColly. A~p~cobPlly of desIgn parcn"t~l and propel' 'ncorPOIOt!on of component is f9Jpoosibmly of bUldnQ dlJsI~1 . nol truss dmlgner, Bracing shown Isler lateral
IUppOft of Indl\/lduol web members only. AdditIOnal tempo/Qly bracing 10 Insure "abllltv during comlrucllon II Ihe responslbllly of the ereclor, Addlllo,cl f" ~,
braclr\g ot Ihe.oV&rollstl'Uct1.r9 t1lh9 fesponslbllly of tho bUlldl/'\g delionet'. For general (JJldonce regordr,g l::lbllcotlon. QUality conrol. s1orogEt. delfverv, Qrectloo end
brocing. consult QSt.B8 ~a1lty standard. DSIHI9 Broclng Speclllcatlon, and H1B-91 Handing IrlSlOntng and Broctng Reeonmendenon avoIoblrt from Th.Jsi Plate Institute,
5ro D'Onofrio D1ve, MadISOn, WI53719.
4-
theTRUSSco.
. BtlDJ)tN'Q SUPPLY lNC.
..L ...
.- . .
;)00
KLA-EL-1
G2
KINGPOST
Job Reference loptlonell
:>.UUU s r-eo .> ;r:uu;;s MIl SK _naU&tnBS, lnc. lvian APr ,.. 11;'::0;41+ ,UU,J t"sgIT"
\.llY t"IY
I
IIUl$S
I fUS5 I ype
I ne I russ \,,;0., o;:,umner VVA 1 eugene UK
'J
~
5-6-0
'1-~
6-8-0
ScaJoa':21.8"
4)1:511
~--
l218X~~2B
,
,,//1
./ /"'/_...........
~/
/
an
8.O0[l2'
WI
!
~
~
~
3
[In~
nn
nn
lliD28
"'"
~~
... J~f
n-tD28
TH028
.
4lx16 II
TIi02B
5-6-0
5-6-0
!'I61~ UTTse~tt'-., ..~ p:~V,y..l"IOJ.I~,U-l--I:JJ
.... . '
. LOAlJlNG (p~'" 'SPAOlMGu 2-0-0
'TClr 258" '. Plat$.IlJCruse 1,15
,,.e!l1- if.Q.., Lumber Increase 1.15
BCLL. 0,0 Rep Sflbs Incr NO
.ecDt 7,0 . Cod'" ~l!e97/ANSI95
'..1!tER -:...: ; .--.
U<lHORD U 4 ~F 1650f' 1,~
QQT CHORD.~ X.1()DF SS
~~~. tX4'I'lFNo,2 .
11~
5-6-0
CSI
TC
BC
WB
0.71
0,68
0.58
DEFL In '(loc) Vden
vert(LLl ,(),06 ">999
Vert(TL ,(),10, 4 '999
Horz(TL) , '0,02' 3 nla
1st LC LL Min Udell = 360,
BRACING
TOP CHORD
BOT CHORD
PLATES
MII20
GRIP
1851148
, Weight 56 Ib
Sheathed oeol!dt......_-,.,
Rigid ceiling directly applied or 10-0-0 oc bracing.
......
00
.. .. ." .
...... .. -'
RM<c'tIONS ~IbII1U) 1=3'a4lQe>-8,3=3114/0-5-6
.... Max Horz1=-16(load case 3)
.....
FORCES Ob) - First Load Case Only
TOP CHOflD 1.2~3577, 2-3~3577
BOT CHORD 1-4=3220.3-4=3220
WEBS 2-4=2766
NOTES
1) Unbalanced rool live loads heve been considered lcr this design, '
2) This truss has been designed lcrlhe wind loads generated by 80 mph winds at 25 It above ground level, using
8,0 psI top chord dead load and 7,0 psI bottom chord dead load, 100 mi from hurlicane oceanllne, on an
occupancy category I, condition I enclosed building, 01 dimensions 45 ft by 24 It with exposure B ASCE 7-93
per UBC97/ANSI95 If end verticals or cantilevers exlsl, they are exposed to wind, II porches exlsllhey are '
exposed to wind. The lumber DOL Increase is 1.33. and the plete grip Increase Is 1,33
3) thiS truss has been designed lcr a 10,0 psf bottom chord live losd nonconcurrent with any other live loads per
Table No, 16-B, UBC-97, '
4) Girder carries tie.in span(s): 26,0-0 Irom O--Q.() to 11-0-0
5) Use USPTHD28 ('Mth 1/ld nails inlo Girder & NA9D neils Into Truss) or ~uivalent spaced at2'()'() oc max.
~~r~~ J:o~-O from the left end to 9-0.() to connectlruss(es) SAA,SAlA (1 ply 2X 4 HF) to front face of 'EXPIRATION DATE: 12/31 /04 J
6) Fill all nail holes where hanger Is In contact wllh lumber,
LOAD CASE(S) Standard
1) Regular. Lumber Increase=1.15, Plate Increase=1.15
Unilorm Loads (pill
Vert: 1.3=-524,8, 1-2=-66.0, 2-3~66,0
APR 1 8 2003
o
A.. 'WARNING - VIRlFY PESIGN MRAMETERS AND READ All NOTES ON THIS mtllRUSS DRAWING NOTES BEFORE uS!;, ~
De:slgn void tor :.II' Ol1Iywlth MlTeIi: ~W'N'.'W'__ This design II bosecl on1'( uponpcromelen Shown. ardl.s ror<7llrll:tvnralwlldrlQ COmPOnent to be ln51Citedonc:!kXxt9d
veflWly, Appll::oblly ot deign pcranefers lJ"lO PlOPOl' lncaporatlon of _....._ ._... ts ~b.lv 01 buldlrQ dlXlgner - nor hUn daiO'lOl'. SroenQ sho...." Is fa lateral
R~ ollndNldual web membots only. Addlllonol 'Ompor:lrf bfod'lg to Que stobllly dung constTudlon Is the ~blty of tne....e<:lor. htdItIonaI permanent
bradnu of Ihe U'>Icrol drucfue Is Ihe ~blUly 0' !he buldlng dagl'l8l. For genOfoll,1oJldanC8 regadlng ,abrtotton, QUaffty control. storage. deIIYety, erection Old theTRUSSCO.
btadng, consA QST-88 Qudltv Stondard 0SB.89 IlrocIng Specification. and HIB-91 Hcrd~o \I1stolng end Srocng ,-., ';':r1on oyolCJtja lrom Trua PlalelnstlMe.
583 D'Onofrio DI1ve. Madison. WI 5371';l. . .81Jt1DIHQ!UPP1.Y INC.
~UG-31-2004 14:43 FROM:GENE STRINGFIELD
:4:l~~~~,~
r J..&m1lVltl6.15 Gorinl Nurnb&W; 7D0200102:l
'I; 1 8fJ112OO""~:2fl:29 PM
51 E!lllilrrll~ Wrslon: 1.15.33
541 ~689-8266
TO: 8953461
.
Mambo. lItope: 0"% Itoot SIopeON2
I
ID~
.
I
J@
All dlmon.lon. arol1orlzonblt.
1&' 10"
Product Dlalln.m fa Conceptual.
LOAqS,
Analysis Is lor Q HeAder (FIU$h Beam) Member, Tributary Load Wldll1: 2'
PrimAry Load Group. Snow (paD: 25.0 Uva Al115 % dumllon. 15,0 a.'d
Vertical Loads:
Typo
" T~peredlplr)
Tapered{plD
ClaBS
Floor(1.00)
Floor( 1.00)
Uvo
llesd
20,0 To 60,0
50.0 To 20.0
t..ocetlon
o To B' 10"
8'10" To 18' 10"
Appllc.oUon
JIrldsTo
Adds To
Comment
0.0 To 0,0
0,0 To 0,0
SUPPORTS:
1 WOOd column
2. Wood column
In~ut
Width
2,50"
3,50"
None
NOne
Beating
Langth
1.60"
1,50"
Varllcal RellCflDnsllbsl
L1vetDmadlUpllttlto131
4~1/631/0 /1052
421/635/0/1056
Ilot.1I1
Othor
By OlhBm
Byotho",
-S.. T J SPECIFIER'S I BUIlDERS GUIOE for del.lI(s): By Others
,- "\lGN CONTROL~:
.Maxlmum DOIlan Control Control
Shear(lbe) -1036 .Bl0 6279
Moment (Fl-Lbe) 4437 4437 19320
L1vo Load Defi (In) 0,092 0.550
Total Load Dell (In) 0,230 0,825
-Deflection Crltena: MINIMUM(LL:L1380,TL:U240J,
..aroclng(Lu): All compr"".lon edgoa (lop and bOttom) must ba braced 01 14' 7" ole unl... detailed otherwl..,
bracing I. required to achlovo member otabllny,
..Design asaume9 Adequate oontlnuous IQteMI support at thQ compressIon edge.
Passed (151')
P....d (23%)
Paoaect (lJ999->)
Pa...d (U831)
Loastlon
Rl. and Span 1 under Snow loading
MID Sp.n 1 under Snow loading
MID Span 1 und., Snow loading
MID Span I under Snow 'oadlng
P.001~00:,!,
....
. .
. .
... ..
. .
00
.....
. .
.....
......
. .
00
......
. .
00
it.... .
. .
.. ..
....
.
.
.
....
. ...
. ..
Propar altGOhmont and posnlonThg at rote",'
.. ....
. .
....
Garage do~r header, non portal frAme. ~2" over1\a~g l' roof lrlb and gable ~nd truS Wrilght.
. 3 1/2" X 12" Classic Glulam™ (24F _ 1.8E Framing OF)
, THIS PRODUCT MEETS OR EXCEEDS THE SeT DESIGN'
CONTROLS FOR THE APPLICATION AND LOADS LISTED
......
.
00 .
.. .
. 00
. .
......
.
AODlT\Qf:l"L NOTES:
-IMPORTANT! Tho anllyale presented ,. cutpul from eoftw:lre cavelopod by TN. Joist (TJ), TJ wa""nta the .'zlng of Its products by this !lOrtware will b.
a~compll5hod In ac:con:Jance with TJ product deelgn criteria :md oodG accepted deslQI"j valuea. The speclfio product appllcetlon, Input dCllign loade, a.nd
slated d/manaion. havo boen proVldfld by tIl. sonw.r. lIOer. ThIS outpulhao not b.e" "'viewed by . T J AoGoclate.
-Not all produet9 ere readily avgllahlA. Check with your suppllAr af TJ tE\chnlcaf reprcsentntlVA for product BvollabUlty.
.THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONL YI PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS,
-^'Iowable Streaa Des.lgn methodology was Ut\l!!d for Building Coda use aMl~g tho T J DIGtrlbutlon prOduC111med above.
-The ,.enalywG. pf'P.'Rented Is appropl1ata tor CI~IC C3lulamTll boama. by Weyarhoeuser.
.
PROJECT I~FORMATION:
HAYden Homes
16' galClge door head':f, parallcl
to garnge truss layout,
OPERATOR UllFORMATlON:
Troy lanCAster
Gone SlrlngOold Building MAle' I.' Co,
P,O, aox 2707
Eugeno, OR 97402
Phone: &41-889--8014
Fax: G4\-8BS-B2611
gabmotroy@qw""tnel
:opyr1lJtu: Q aao. toy teu:! Joiat, n W~t\l\lIIlllIlR.l:' 811alnrwa
'..r"'lk\nG4\. in n r'l{ll,'ll!r.,d t.r.daalLl.rk at 'f~Qn Jo:Il11t:.
:lrlcDlo Olu.lna" 111 ,. tt'Cld"'lllClcli: of ~o.rhll.\ZA"'K.
. .
. ..
00 .
.......
. .
00
....
. .
....
......
. .
.. ..
"
.
.
.
May 17, 1993
\.
Dear Contractor/Developer
The Springfield utility Board (SUB) has recently modified its
Connection to Service Policy as follows:
C. All electricity meters shall be installed on the exterior of
the structure being served, unless otherwise ~,,-~...itted by
SUB, in writing. '
Residential electricity meters on site":'built hS)mes sh\fU..:t>e
installed on the street-side exterior, or wi~.~o fee~
(twenty-four inches) of the street-side exterl,or of the'
,structure receiving' service. " :'. '.
. . ..
Locations for electricity meters that serve
units shall be determined on a case-by-case
'.. ... , .,
m1llt:J. ..faJllt.iy 00
baliluh
. .
00
.
Please contact SUB's engineering office at 726-2395 if you have
any questions about this or any other development pOlicy.
Sincerely,
.
SPRINGFIELD UTILITY BOARD
-
Engineering Department
.
POLICY.EH.fb
SPRlNGflRD UTnJTY BOARD
~~A''''''''''''''''.' ..._......._ _.... __~~~~~ ........................................ ............,......,..__,__ #~__,_,,_....
.....
. .
.....
......
. .
00
......
. .
00
......
. .
.. ..
.... .
.
.
.
....
......
. .
....
I'
. ,
Erosion Control Conditions"
.
.
Sediment and erosion control measures shall be in place and
functioning before clearing and grading begins.
.
.
Wet weather conditions are in effect October 1 through May 30 and may be extended as directed by the
Public Works Director or the Community Services Manager. Temporary erosion control facilities must be
designed for the 2-year, 24-hour storm event unless otherwise specified in the design conditions. When
developing sediment control practices, the following shall be considered: use of straw bale dikes, slit
fences, compost filter berms, earth dikes, brush barriers, drainage swales, check dams, subsurface
drains, pipe slope drains, rock outlet protection, sediment traps, and temporary or permanent
sedimentation basins.
.
, 1) Construction site entrances are egress points for vehicles onto paved roadways constructed as a '
means to prevent vehicles from tracking soil from the site. All projects shall have an open graded
gravel construction entrance not less than 20 feet long and 20 feet wide placed in a IClcation in which
all vehicles can traverse the entrance to enter or exit the site. In most cases, the most e,conomical
location for this entrance In directiy behind the curb Cutin the location of the future driVeWay. The
owner shall maintain the graveled construction entrance as necessary to ensure It is functioning
properly. Additional measures may be necessary to contain sediment from the e~ on sJIIl. ..
. .. . . ~
2) If sediment is tracked offslte; sediment shall, on a daily basis, be swept or shoveLe.lt VPtn the pavers'
surface. Sediment laden runoff from construction entrances shall be directed to tediment ponds or
. traps on sites. :-. ~.
. 00
3) Under no conditions shall sediment from the construction site be Intentionally was~er.l tRto stciAn.
. . . . ... ......
sewers or drainage ways. ." '
. . ..~...
4) The APPUCANT/oWNER shall erect and maintain sediment barriers along the perimete,,,i anlow;gQ~ts
of the site where sediment-laden waiers are likely to pass. Examples of barriers !I'~ se~iment Wd
compost filter berms, and open graded rock below in the sidewalk area below the"CUl'l:fgrade. ..' ...'
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5) The APPUCANT/oWNER shall tie responsible to prevent any soli or materials from leaving the site.' The '
APPUCANT/oWNER shall anticipate the worst case weather conditions and place adequate erosion '
, control measures prior to an event Failure to provide erosion control measures and prevent sediment,
from entering the street, drainage system, and surrounding properties may result in a stop work order
and additional fines and penalties as well as liability for any cleanup or costs.
,6) Temporary'stockplles shall be covered wiih plastic visqueen. The'visqueen shall be anchored so that
it will not move under heavy wind conditions. Stockpiles that will remain in place for more than 2
months should be seeded and covered with an erosion control material that promotes vegetation. '
7) Under no circumstances shall material be stockpiled, temporarily or otherwise in the public right of
,way. All stockpiles shall be contained on the APPUCANT/oWNER'S property.
8) The City of Springfield or Its agent may require modifications to the erosion control measures at any
time if the erosion control methods being utilized are ineffective in preventing the discharge ~ '
sediment to natural features (such as wetlands), surface waters, storm drainage systems, adjacent
properties, or natural features. If drainage problems to adjacent properties are caused by or as a
result of activity on this site then the APPUCANT/oWNER may be required place additional storm
drainage measures to remedy the situation.
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EROSION CONTROL CONDmONS
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9) The follo'/(ing items must be conside~ed when planning for construction on a site
. Fit grading toihe surrounding terrain
. Time grading operations to minimize soli disturbance
. Emphasize erosion control measures to stabilize disturbed areas '
. Retain existing vegetation wherever possible
. Direct runoff away from disturbed areas
. Minimize the length and steepness of Slopes
. Use energy dissipation devices to reduce runoff velocities
. Install permanent storm drainage facilities as soon as possible
. Manage clean water to prevent it from coming into contact with exposed soli
10) All erosion and sediment control measures shall be-inspected at least once every seven (7) calendar
days and within 24 hours ofany storm event by the APPLICANT/OWNER. "
11) All erosion and sediment control measures shall be inspected daily by the APPUCANT/owNER during "
periods when storm water runoff occurs. " ,
12) St~rm water runoff discharges shall be visually monitored by the APPUCANT/OWNER aUIlll above '
frequency to evaluate the effectiveness of the erosion and sediment control measures. If sediment is
leaving the property, corrective action shall be taken immediately by the APPUCANT/OWNER to reduce
tne J:fi$char9ll'~l's~diments. ' '
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13) The APPuc~6WNER shall allow the City's representative, upon the presentation of credentials, to
, .f!'lt;!"ppon the APJ!LICANT/oWNER'S premises to Inspect at reasonable times any facilities, equipment
(Intluding m~nit~ring and control equipment), practices, or operations regulated or required under this ,,'
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14) Erosion co~'bn site shall be maintained by the APPUCANT/OWNER until either final occupancy is
oQranied by lh&~ of Springfield Development Services Department or permanent vegetation is
,.~it2plished: wh1;Aever occurs later. .' ,
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EROSION CONTROL CONDIrlONS
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