HomeMy WebLinkAboutMiscellaneous Plans 2005-7-21
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'CITY OF SPRINGFIELD
D~cl~memS~~sD~mmem
Building Safety Division
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JOB ADDRESS: \0 D ~ ~ J-b'cU-
OWNER: ~ J:\'fOE tv
CUl'uL'lACfOR: ~b F~ \414.Q-(L~~oJ,
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Residential Plan Review
'CITY JOB#: v~.ct30
PHONE:
PHONE: l:l1s..,,\O~l
Items listed bclow (if any) and those marked in red directly on the approved permit
; docUments are incorporated into this project in addition ~o any requirements appearing on
the construction plans and the City stap,dard document entitled "Single Family and Duplex
Construction Most Commonly Missed Items". A corresponding numbyr is marked on your
plans for any items listed below where applicable. - '
All references are to the 2000 Oregon State One and Two Family DweJli.ng 6P.ecialty .c;o~~,
(1998 International One and Two Family Dwelling Code as amended bJ' the State.of
Oregon unless noted otherwise. A copy of this code may be obtainec{fcim'theBuilding
Tech Bookstore, Inc., 8020 S.W. Cirrus Dr. Beaverton, Oregon 974008-5986 :'. '.
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, Your signature on the Building Permit is an agreement that all items WID oe instZlll"OO.!lr
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corrected, and that all work on this ' project will comply with applicable code~.'
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ISSUANCE OR GRANTING OF A PERMIT OR APPROVALooOF PLMlS,
SPECIFICATIONS AND OTHER DATA SHALL NOT BE CONSTRUED nMlE ~
PERMIT FOR, OR APPROVAL OF, ANY VIOLATION OF ANY OF THE BUILDING
SAFETY CODES OR OF ANY OTHER ORDINANCE OF THE CITY OF
, SPRINGFIELD.
PLANS REVIEWED BY:
:s- A~O N ~\J sti PHONE: "1 lot ~ - S \.{ <6\.1
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May 17, 1993
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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 permitted by
SUB, in writing. ' ,
Residential electricity meters on site-built homes shall be
installed on the street-side exterior, or wi'blilii.two.€eet:
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(twenty-four 1~~es) of !he street-s1de exte:t::Io9f..of the"
structure rece1v1ng serv1ce. .
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Locations for electricity meters that serve mql~-famirr
units shall be determined on a case-by-case 1:1cl,~1~. :'.' .
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The new policy is required to assure safe access to'SUB's '
electrici ty meters, now and in the future., - It fOnla~zes .!lt1IH s
actual practice of requiring meter installations in'tHemo~~'
accessible locations. .' :.:
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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
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SPRINGflaD UTll.ITY BOARD
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. ~eSsionaL Coue SerVices
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"COMMUNITY
DE.vELOPMENT
PARTNLRS' .
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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.
R1 06.3.1. The 'Approved' Pians, specifications, and construction documents shall be kept on the job-site at all times.
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R105.2 and NEe. Permit's for all electrical work shall be obtained at Cl T'-I . ... . . ..... .... ~ .
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R109. A final inspection shall be requested once all work and corrections have been made. Occupancy cannot-be...
granted until final inspection approval or a temporary occupancy has been approved by the ~n~~Ag OfficiAL. .
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DOC.PS.20. All framing lumber is assumed #2 grade Douglas Fir or equivalent unless' elt1erWise nplecJ lexcept-studs'
and plates). All siding and other manufactured wood products shall comJ:ll9: With the manufactlij'er's'
installation requirements and must be used according to their listing. Inspector "must be.pwvided .with
installation instructions at time of framing and final inspection. .. :..: '. .... ....
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R303.3. Bathrooms & spa facilities shall be provided with a mechanical ventilation system capable of 50' am
intermittent or 20 cfm if continuous. Water closet compartments must have a minimum 3 sq. ft. window, Y:z of which is
open able, or have a mechanical exhaust system capableof the exhaust rates noted above.
R303.B. All dwelling units shall be provided with an approved means of heating habital space(s) to a minimum of
66" 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.
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 3D' with 21' minimum clearance in front;
. Tubs- minimum 21' clear at open side.
@) R30B.4. Provide safety glass or tempered glazing, in specified hazardous locations. Consult Inspector as needed.
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BUILDING PLANNING
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~..H;5 Corm[ Dlivc. Sbnn.l1n::JlL, OrCtlOH ~)747'j 1 Office; (541) 74675484. fax: (5-1-1) 7--/,(.;-5..1-31
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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 9n 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 y." 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 'h' 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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R310. Sleeping rooms and basements with habitable space shall have at least one openable 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. ft. (5 sq. ft. 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 not be more than 8' below the threshold. If the door swings out, the
landing shall not be lower that 1-y." below the threshold. The width of landings shall not be less than the door and a
.. . minimum of 36' in the direction of travel.
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@: RoJ11.s: ~airWays sitall "e not less than 36' in clear width at all points above the permitted handrail height and below
.. the reqUired headroom-height. The minimum clear width at and below the handrail, including treads and landings,
:..: !lhall notbe lass than 31- tl2" where a handrail is installed on one side and 27' for stairs with handrails on both sides. '-'
.. '..~ : Headroom shall not be less than 6'-8'. '
:::::: .' t.: Treadssl1j:l!1 have a minimum depth of 9".
.... ". . Rise~5baU have a maximum height of 8'. The greatest riser height or tread depth shall not exceed the
. . small'e6t by more than 318" to include nosing projections.
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. . .. . .. ~ . . Rlsel!l'}O~teps shall not be less than 4'.
: .... : .. ... A nosin!l not less than r.' or more than 1-114' shall be provided on stairways with treads less than 10'
.... : .... Enclosed useable space under stairs shall be sheathed with minimum 'h' sheetrock.
. Interior & exterior stairways shall be entirely illuminated per R303.6.
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R311.5. Handrails shall be mounted between 30' and 38' above the nosing of the treads on at least one side of all
stairways with four or more risers. Handrails shall have a cross section not less than 1 y.' 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 retumed or terminate in newel posts or safety terminals.
. Handrails adjacent to a wall or guard shall have a clear space of not less than 1-1/2".
. 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, which 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.
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
HV AC 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 walVfloor assemblies of1-hour fire-
resistive construction including supporting construction. Fire-walls shall extend to the un,derside of roof sheathing.
Sound transmission control shall be per appendix K. - (See attached details.) , " '
~ 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. fl. of wall may be separated when on opposite sides of a rated
wall as follows:
. By a horizontal distance of not less than 24';
. By a horizontal distance not less than the depth of the wall cavity when filled with insulation;
. By solid fire blocking in accordance with R602.8;
. By protecting both outlet boxes with 'listed' putty pads; or,
. By other 'listed' materials or methods.
@ R319.1. Protection against decay shall be as follows:
x · 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;
.- . 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;
j . Ensure a minimum of %' airspace at tops, sides, and ends of girders entering concrete or masonry
walls; ,
. Maintain a minimum of 6' clearance to grade for untreated siding, sheathing, or wall framing;
. Wood structural members supporting concrete garage slabs shall be pre~e treated unless sepiiiit
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24. R319. Structural building supports, balconies, decks, and porches exposed to the weather shall be pressure tJi.\ad.
or wood naturally resistant to decay. :' . .: . ' . . . .
~ 26. R323. Comply with Flood Resistant Construction as required. (Consult Inspector)
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25. R319. Wood posts and columns embedded in concrete or in contact with the ground ~all'be pressu~ treated c1l1'd
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27. R324 Comply with Wildfire Hazard Mitigation requirements as adopted by the local Jurisdiction as re~uired.
FOUNDATIONS
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R401.3. Surface drainage shall be diverted to a stonn sewer conveyance system or other approved point of
collection. Slope grade away from the foundation a minimum of 6" wil\1in 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 and 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 a 7" thick foundation wall.
. 3-story = 18' wide footing with an 8' thick foundation wall.
. Isolated footings in crawls spaces shall be a minimum of 18' in diameter or 15" square by 8' thick.
. Footings and stem walls in seismic design categories 01 & 02 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,
. Tumed down slab on grade footings shall have 2 #4 bars-one at the top and one at the bottom.
. 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.
R403.1.7. Provide approved rebarsystem for electrical grounding in footings.
R403.1.B. Install Yz' 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 02, 2" x 2' square or 2%' diameter x 3116' thick plate washers are required.
Anchor bolt spacing for 2-story structures in 02 shall be at maximum 4' on center.
34. 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.
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35. 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.
36. 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. '
@!:l R40B. Provide under-floor ventilation at 1 sq. fl. per 1500 sq. ft. of the under-floor space. Minimum openings shall be
,. . ~thin 3' of each comer and shall provide cross ventilation.
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~:: RAoB.3: 'P.ltMde a ~i_ 18' x 24' unobstructed access opening to all under-floor spaces including cripple-walls.
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~ : A40B.4: .A1~ ~~as of the Uflder-f1oor space shall be cleaned of construction debris, vegetation and organic material.
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40:" R502.4. Joists para1l~r ~f1!1 under bearing partitions shall be doubled - or provide a beam/girder of adequate size.
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4)::: ~02.6: . enas of j~~!9,:6eams and girders shall have not less than 1 Y:z' bearing on wood and a minimum of 3'
, ... bearing:oo ~crete/masonry. Joists meeting over a bearing support shall lap 3' minimum and be nailed with three
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42. R502.B. Drilling and notching of joists and beams shall not exceed attached detail sheet. Engineered products shall
not exceed manufacturer's limitations. '
43. 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.
44. R506. Concrete slab-on-ground floors shall be a min of 3Y:z' 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
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 e~erior or bearing walls shall not exceed 25% of its width; rion-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 Yz'
wide 16 gauge steel splice across the notch and nailed per listing. -
~ R602.8. Provide fire blocking as required. Materials may be l' nominal solid wood; 0/.' sheathing; 112' sheetrock; or
unfaced securely packed insulation extending 8' above and below obstruction. (Consult inspector as needed).
49. 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 n 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 'Red line clarified' on
i:::J plans. Seismic design categories D1. D2 & high wind requirements shall also comply with section(s) 603.8.2 and
603.8.3. - (See attached details.)
51. 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
has been provided. Exterior sheathing shall be dry before applying exterior coverings.
@ R703.2. Weather-resistant asphalt-saturated felt or other approved membrane materiql!l,'~ from I1Qle~.and ~i;:
or other approved weather-resistant material, shall be applied over exterior wall studS' or'Sheathing ~:requi~by:
table R703.4. See attached code sections. Felt shall be applied horizontally. The up~~f lapped over lower la)'\!r
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 acePtdal2ce with .R,03.7 ttlrptJW:
R703.7.6. (See attached code sections & details) Inspections are required for installa~over'" infleight. ....
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, @) R703.8. Provide corrosion resistant flashing above window and door openings, at hOR~~ to veflll!cII'~terse~lI"ai..
~ at masonry veneer installations, and as noted on plans. ...... .... ......
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ROOF.CEILlNG CONSTRUCTION
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R801.3. Where required by the local jurisdiction, all dwelling units shall have a controlled method of water disposal
froin 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.
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@ 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 applieddirecUy 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 coverings ,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., " " '
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62. R905. Asphalt shingles & clay or concrete tiles shall notbe installed on roof decks less than 2 in 12 and 2-112 in
12 respectfully. When installed on decks with slopes between 2 in 12 and 2-112 in 12 through 4 in 12, a minimum of
two layers of underlayment 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-buming insert shall have the
masonry chimney relined with materials compatible with the type of fuel utilized per manufacturer's instructions.
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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 aiLsupply to ensure proper fuel combustion. 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.
ENERGY
rg:: H1104.. fit ~~ated ~58aS ~hall comply with one of the prescriptive paths W as designated in table N1104.1 (1).
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@:!'!1104:1nstall weal'.., . .:istant insulation baffles at eaves to maintain a minimum 1" clearance fOr ventilation.
W' N1104: R~sed light fixtures installed in cavities separating heated and unheated areas shall be Ie rated. The trim
, .: piece sllellli9 gaskel9d br caulked to prevent air leakage. The fixture shall also be rated for no more than "two cubic
.::. leet of airoj'ilOveme~tmr:lI1inule' or be installed within an airtight box. '
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'ZO... t.l1104. '9tab.on-gradeJ!Qprs shall be provided with rigid R-15 insulation protected from solar & physical damage.
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1..... ~1104;' CaUlk and seal all joints and penetrations in the exterior siding to include window & door frames, utility
penetrations. & overdriven nails.
@ 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
74. M1305. Appliances shall be accessible for inspection, service, and replacement without altering permanent -
construction.
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M1305. Attic and undertloor appliance installations shall have a minimum 30' x 30' working space provided at theo
control or service side. Installations shall be within 20' of the attic or undertloor access opening and have a clear
unobstructed passageway 30' high by 22' wide. Attic installations shall have continuous solid flooring 24' wide.
76. M1305. Undertloor appliances suspended from the floor system shall have a 6' clearance from the ground.
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M1305. A light and electrical outlet shall be provided at each appliance. The operating switch shall be at the access
opening. '
78. M1307. Appliances shall be listed & labeled and installed per manufacturer's instructions, which shall be on job site.
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@ M1307. Applianres located in garages shall have all sources of ignition located not less than 18' above the floor.
@ M1307. Fumare and water heaters installed in a garage or'carport shall be protected from automobile impact.
, ,@ M130B &1309. Gas piping shall be properly 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 accordanre with R323.1.5 in areas prone to flooding.
83. M1411. Condensate from applianres shall be piped to a conspicuous/approved location. An auxiliary drain pan shall
be provided where damage to any building component may occur.
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M1501. Clothes dryer ducts shall vent to the outdoors through 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%' 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.
G2447. Cooking appliances designed, tested, listed and labeled for, commercial occupancies shall not be installed
within dwelling units.
M1601. Building cavities, closets, crawl spares, & chases shall not be used as heated or cooled supply and retum air
enclosures.
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M1601. All joints of duct systems shall be properly sealed with tapes (181 B or 181 B-M). IU<1StiCS, ~ing o,,'lber.
approved closure systems. . ..... .. . .. .
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Chapter 17. Provide adequate combustion air for fuel buming equipment while maintaining the buiiling imvelope: .. .
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Chapter 19. Special fuel buming equipment shall comply with the applicable provisions"df ch"dpter 29~ ., .
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PLUMBING
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P2613. All trenches deeper than the footing and paralleling the same shall be at least 450 there frol'l1..' :
P2613.7. All pipes penetrating fire-resistanre rated walls, floor 1 reilings, or roof 1 reiling assemblies or shafts shall
be protected in accordanre with the building code. '
P2613.9 Plastic and copper piping run through framing members to within l' of the exposed framing shall be
protected by steel nail plates not less than 18 gauge.
P2619. Plumbing system pressure tests of 10 psi or less shall utilize gauges of 1/10111 psi increments. Systems
greater than, but less than 100 psi shall use 1 psi increment gauges or less.
@> P2702.
The maximum water consumption used for new plumbing fixtures shall not exceed:
. . Toilets - 1.6 gallons per flush;
. Urinals - 1.0 gallons per flush;
. Interior Faucets - 2.5 gallons per minute;
. Showers - 2.5 gallons per minute
96. P2707. Ponds, aquaria, fountains, and similar constructions with water supplies shall be protected from back-
siphonage. Obtain permits as required.
@ P270B.2. Where fixtures come in contact with walls & floors, the joint(s) shall be made watertight with approved caulk.
- 7-
98. P2710. Shower stalls of any shape shall have a minimum finished interior of 1024 sq. in. and shall also b~ ca~able?f
encompassing a 30 inch diameter circle. Consult the building/plumbing inspector for requirements 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.
@ 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.
(1W P2805. Water heaters shall be provided with a combination pressure / temperature relief valve. The discharge pipe
.::.:7 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.
~ P2809. Water heaters installed in seismic design category Oland [h shall be strapped to resist horizontal
displacement. Straps shall be at 1/3 points with the lower strap a minimum of 4' above the controls.
105. 2810. Water heaters located in attics shall have a corrosion-resistant watertight pan installed beneath it with a
....minimum W drain to an approved location.
. .
.ura: ~290~' t.JI:7 water pjping-supplied by a private water supply system shall be connected to any other source of supply
. . .' without 1he prior appTOlIaI of the AHJ and / or the Health Department.
i~ ~2903. : tk>~ bibbS. Sh~li be protected with a listed non-removable frost-proof backflow preventer., , ' ,
~. P2903:: crois corin8ctioi, control shall be in accordance with this section. Before any device or assembly is installed
. . . for the prevention:Ofmt!<-siphonage, it shall first be permitted and approved by the administrative authority. All
. tleviceSolillall be maiTltained in good working condition. They are required to be tested at the initial installation by a
: : : : . ?lrtifieG lJet:~ow c14iiij )ester and generally re-tested annually. '
. . ....
@' P290&. The "minimum water pressure alter 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.
110. P2909 & 3023. Water lines and sanitary sewers shall be installed, tested, and inspected in accordance with these
sections. '
(0 ~3208. Storm / rain drains shall be ASS Schedule 40, PVC DWV, or other approved materials. They shall not
Interconnect with subsurface sewage systems, foundation drains, or footing drains. If rain drains are interconnected
with underfloor drainage pipe, an accessible backwater valve shall be installed. The connection shall be located at
midpoint of driveway or other pre-approved location. Pipe shall be properly bedded or supported, sloped a minimum -
%' per foot, and be installed with an 18 gauge continuous tracer wire. '
.
-8-
{e,Ssionaf. Coae services
~"(o) ~ ./Izc:
0
0
0
0
0
0
0
0
0
0
0
0
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0
0
0
0
0
0
0
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" ~der-floor access is not obstructed by pipes "at dacts. ....::
Crawl space must be clean of all vegetation & construction debris.~o' water should
be detected in the crawl space. :'. '.
. ..
Under~floor insulation shall be dry, properly supported, & held up.t!~li.f:o the:g~or.
sheathIng. ...... ...
Under-floor access is properly insulated. .... ....
Under-floor HV AC ducts must be supported & required clearance~Piw;tainea!...'
. ...
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 .l'OV.l'.... 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 of some of the more common corrections noted by the
inspection staff. It is intended to be a convenient reference for preparation ofthe
final inspection approval.
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2465 CorrllC Drive' Spri"9fieC<f, Ore9on 97477 . Offic.e: (541) 746-5484 . Fax: (541) 746-5431
P(an Review . Inspections, . Coae Consu,(tin9
~
. " ~ .
H SEISMIC AND
HURRICANE TIES
)
G
H6 8tod 10
~
H2 1osIa11all..
, ;::-:'
I!ll H1D-2Ios1allalioo '
W' (Hl11 tdmllBrJ
F .
.
G)
H8 allaclllog
sIod 10 sill
(Ud IDfD plBtB,
IHldI1IlD_J
H9. Hl0 and Hl0R oplloual
p..1lIve angle oalllng
conneels shoar bloctlog 10
railer. Use 8d common nails.
Slot allows maximum fleld-
bending up 10 a pitch of 6112,
US8 75% of the lable upllll
load; bend one time,only.
"Considerations for Hurricane Tie Selection
1. Wbat.. Ibe upllll lead?
,].. Whal.. Iba parallol-101lIa.o load?
3. Wbal.. Ibo perpendlcolar-to-plate lead?
4. Whalls Ibe specl.. of wood used lor Ibe raffar aDd Ibe lop pleles?
(Select the load I1lble based on the lowest performing species of wood.)
6. W1l1lbe burricane tie be nailed Inlll both tup plales or Ibe upper lop plele only?
6. Whallead or leads wllllbe burrlcane Ue belaldJrg1
Allowable simultanoous loads In mora than one direclion on a sin<<ie
conneclor muSt be ev3Iualed as lollows:
Design UplllVAllnwable Uplift + Design Lalerai Parallel 10 PlaIe I Allowable
Lateral Parallel 10 Plate + DesIgn Lateral P.rpendlcular 10 Plate I Allowable
Laleral Perpendicular 10 Plate < 1.0.
7. Seleel borrieanelie basod on perlo..anca. applleaUnn. Installod cost and
ease 01 InstallaUon.
CD
H8 allacldng
l-jois! to dooble
top plates
G)
H6 8tod
10 Top
PlaIe
Inslallalion
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1miI.1o IojJ
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Hurricane ne Installations tu Achieve
Twice the Load (Tup View)
~.:,
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f:~"~
InJlaIl dla.onall,
BtnJIS 'rom eacb other
for mlolmum 2J: bull.
Nalllll1llOlO blllh lid.. of
81111111a p.,21_ may
cause the Ro'd to spilL
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.
H SEISMIC AND
HURR1CANE TIES
NEW! H141S Ibe high upUIl ".' I De. U can lit Installed Illlb
reller ..lIIag OangllS IacInllIIlWllrlls or alllwanls. ' ,
The H2.5A Is designed ltlr easy InStatlation. with higher upUllloads to
'meet .ew code requlrements. H5A has lnslaUell cost bellaIll, U only requires
6 nails, to meet lower upllll requirements.
MATERIAL: See 1able
AMISH: GaJvanIzBll. H11Z-Z-MAX. SOI1l8 models avaIlallle In
stalaless steel or Z-MAX: see Corroslon-ResIS1anCe, page 5.
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, ,INSTAUATlDN:' Use all specified laSIenels: See General Notes.
. H1 can be Installed with flanges Iadn1IInwanls
(revme of HI drawfng number 1). ' '
, , . H2.5. H3. H4. H5. H5A amf H6 ties'are only shipped In
equal quantllJes of rights and IeIls.
. Hun1l:ane l1es do nol replace soDd blocldng.
CODES: See page 10 for Code Us1Ing Key Chart
113
. '. -. . -; I -.. . ("''; - ~"1Ii , :"~'~'I' 'URQfl'lj 'SPfIHf I ~~~
1'1.".... .... ..~~~".Uiid~ ~
.'~. . Upllll '. .); tr!.l1h~> AU_ble Laads w11b Cod
. .M:~ Da . ~ Jp _ . . .. c . Avg ~~,,",,,;~~~>>~~';jiBiii& ~dit.~ lateral 18d111h: I Ref B
. ... . Ra1lIN P~ '. To UII :<~PP.~~tft1a3/lllOl: i~J'f~ Uplift (1331l8DI (:~ .
. .... : 'It- . ""lis {~~&1I1Ifilj1imltl11lO~~ (13311(160) Ft r. I 160)
tI1 18 I 'lHldicf'l!I 4-&1 1958 1490 585 1485 165 1 455 400 1400 415 140 I 370
H2 181 5-8d 5-8d lD40 1~5!m3!J~~t!tr~1'~~$'.ltI230 1230 - I 230 ~~O
! H2.5 18 5-8d 5-8d 1300 "Jll~):\I241~ti!lilfltft~~lo'EjI 365 1365 1130 130 I 365
.. 1 H2.5A 18 t 5-8d 5-8d 1793 li:~Ii@tff;,jiio~m~:I[ttW~1 520 1535 1110 110 I. 480 160 I
!I- I H3 1. I 4-8d 4-&1 1433 I 455 I 455 11251160 i 415 I 32D I 320 1105 140 I 290
ti 1H4 120 I 4-&1 4-&1 1- 1144 1360 1360 116511601 360 1235123511401135 i 235 ~~
H5 18 1 4-&1 I 4-&1 I - 1485 ::455" .;'165,; 11151 " rf.~,1;I' 265 265 100 170 1265
I H5A 181 Ud I Ud I 1500 .350-, ~ ,,~5; Quo;) ,~&1 245 245 100 120 170 160
H6 16 i-I lI-&f IlI-&f 3983 ~JIl5ll ~ 650iO;;.:~ t"'.~ 785 820 550 - - 5.41
'H8 18 I 5-11)dl(1l!1 1 5-11)dl(1l!1 I-=- 2422 620- 745 - - - 530 565 -=- - - -;;-
:: ::i~:l!I:S-::l!I: :~ :~I~;~~Ii!~ :1: ::: -
Hl0R 18 1 8-8dX1l!1 i 8-8dX1l!1 I 3135 ~~~@ ~U ~ 780 650 505 450 ~
Hl11-2 18 I 1l-1Dd I 1l-1Dd I - 2447 W6iJl17~~ (45S'! f39j;; ~:;:-T.; 655 655 390 340 - 6.38
Hl1Z 181 1l-16dx2l!1 1 1l-16dx2l!1 j-=- 5097830 ' ii30 525 760 --=- 715 715 450 655 --=- -
""" - -1!D12.8dlC1Y.oI 13-8d ,-=- 4197 1350 1350 515 265 1050 1050 460 245 - 170
,!l!lo- ~ ~1!Il12-8dxll!1l 15-Bd 1 4380 1350 1350 515 265 1050 1050 480 245
I.Loads have been Incroased 33%1IIld 6OlI.1Dr ~ or wind loading 4. When oross-umJn bending ... ~_ ....:..llmsIon cannot bo awIded, ,
with nolw1het_aJlowed; 11lducewhen1 OII1erloadsgovem. ...__.:....;n, "'''.'''' IOreslslsud1foroessllouldboconsldenod.
2.A1lowablll_ 8181Dr 008 ......... A m1almum riIIer __ oI2l!1' 6._1Ies 818 shown _led on the otJ1Sld. oIthewaUlDrclarlly.
mall bl _ .....Ilamlng..."... 818 _IIIlIOD ..... &141 011118 InsIaIIation on the inside 01 the wan ~ ~Ie. for I ContInuous
JolellllldODlII8ameelde oItbepl8le. Load PeIh,_musl bo on..... s1d8 of the well.
3._' upUft iliad for _ 10 boI1Om pI8le InsIeIIatIon Is 400 Ibs (112.5); 6.Sou1I1lIm PIn. ollaVllllJII 1.lds for ,"4: 1465 IIaI (1331160).
390 Ibs (H2.5Al; 360 Ibs (H4) end 310 Ibs (HB). . SliD Ibs (F! LatI1tB/133116O) ami 2851bs (FI LatI1tB/ r33116O~
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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 regio~
, 'free forum on one- and two-family' strUctural code applice,tions and rea.l:~on stan.
, 'code issues, 4-7 p.m., Thursday, AprilS, atanew dards foUlo~-""~~W contrae.
location:: the Multnomah BOard~OOm . I ,.,J:m~~,andbuildin~-depart.,
" Multnomah Building, 50l~F.a1 ~rpersonnel are invilrd. US~ '
land. Q1!aUii~atI'a lve three~t;,NT\~"'" , .,
bGM~rcredit from BCD ,We'DJ:.~ ' " ,
hoursOfHSWcredi~fro nci!!,~"~, N ., " d .--- I .'
tbreeHSWllt' s~ ~ ',' ew l....,.,...&ons an up""", on ow-nse
. o. . ome-UlSpCC:" residential board '
, tor conllO ucallon credit from CCB, or'. ' ' '
, three hours of Master Builder continuing educa. . Quesllo~ and answers
tion credit from the Home Builders Association..
Jan.28 code forum questions qnd.an~~ii :::::.
Loca1 buidingofliclals have' agreed to use the, Q Whylsthelnaus&rmaldngt1!li~ti~tlt..:
Code panel's determination for inspection stan. . A' Alth gh ~:.~:. ood ' , . ' ..,
dards. th" ' ou ........... w represents a w~...
m e m-county reglon. fraCtionofal1thenaturalso~Qfllienicinth! .
, If you are working in a jurisdiction beyond the environment, it' scstimated thllinddy 40 ~Q .. "
~~o~~ boun~es. please check with your pounds of arseDie.ii u1ed in 4b C~1mtry ewJ::: ,
, JuosdiclIon for Its standards. Contractors alId year, and al~.~on isllsed1n pressurer...
~uilding-departmentpersonnelma~submitq~-,' treatedwoodford~'..;'np1a:Y~~~e..":r"':'~ "
lions. to the code forum by sending e-mail to Preservativ~m.....:....rers.i1t;~~orationWl"ta...
joame.m.stevens-schwenger@state.or.us or the EP A, will nelo11!lruse chrOmated copp...!lo.....
faxing questions to the center, (503) 872-6735.' senate as a preservative on we24~sideIitial..~,
An answer-request form is avai1able On the BCD use. Manufacturers plan to complete the Iran- ' ,
Web site, www.oregonbcd.org.Clickon "IIi- sition to new preservatives for non-industria1
Couilty" and then "Code Forum Program." wood products by the end of 2003. CCA.treated ,
Q Fastenqs.for.......,-. treated wood: With I~bulertural' will still be avai1able for industria1 and
.' agnc use "
the banning of CCA-impregnated wood '"
products by the Environmental Protection Q What effect wID these new preservallves '
Agency and the Introducllon of new chemicals have on the fasteners and hangers we use?
for this treatm~t process, which some say A Boostingtliecoppercontenimiu:~pressUre-
are more COrTOSIVe, wID the requirements' d .".,
In the Oregon DwelIing Specialty Code (OI)SC) treate w.oodmoreexpensl~e andmore coIrOSlve ,
'5 tI R323.3' ._~-- still b ' ,- five limes more corroSIve to common steel,
ec on ,or ,...~ers e. appro- according to American Wood Preservers Asso-
, priate? Can yon enlighten us on the Changes ciation test results.
to ........,_ .-treated lumber prodncts and how
this change wID affect the Industry?
'Section R323.3: Fasteners ;. Fasteners for
pressure preservative and fire-retardant
treated wood shall be of hot-dipped,
'galvanized steel. stainless steel, silicone,
bronze, or copper. Exemption: Half-Inch-
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 i1i the
presence of high copper concentrations.
Continued...
, There is a need~ for better galvinized f~teners.
, Fastener grades kn't always marked on boxes of '
nails and screws. Electro-galvanized stOck is lllted '
from 5 to 110. Hot-dipped galvan;~'';"niatings are
, pased on the actual weight of the coating; for
example, a G-60 lllting means 0.60 ounces ohinc
per square foot of metal. G-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 bolts. Cuzrently, G-185 is the best gal-
. vanized protection you can buy. As for nails and
screws, verify that comPosite coatings will work.,
N PreSsure-treated bottom plates in slab-on-grade
" ews Si-te constrUction may alsoofferweaklinks. Cumulative
effects of colIOsion could be catastrophic inseismic,
Sign up for.. , ' tornado, and hUrricane zoues.
, ."Not'/fyl,",',' .':,' Q ,
Willproduction~framIng crews switch to
Interested In. receiving galvanized nails for stnds'and sheathing? And
News Site online?lnterpre- " what aboutfonndation anchor bolts that attach
lations as they are posted? ~ pressure-treated mudsiDs to hasement waDs?
ev~14c'. notices and rule-' A Galvanized' vemonsaren't commonly av;W-
~ hearings? You 'can ' . 'oabIe:We are researching this topic. Nails forpower-
llew"lgn up i~~" . actUated tOols and notrofit expansion bolts have
It'l'easy. OIck';n 'Notlfy'" . ''3iBe plating, but may need more electro-gal- '
~ft:SeD's hll,/l1e ~ge.' varSzing. The manufacturers of fasteners 'and
Mvw~"'nil"Jf.r.ll..M 'Fol-; hangers are developing materials for new pressure-
roWtMlnstructklns bDGpen ,~' .tre8Jed wood products. ' , ' ,
vour.ccount~e,eitthe" "}I CCA-treated wood Is safe, why change?
~.. ...~
notlfiqtions you want to, "..A The fimdamental safety of CCA-treated wood
,.,....e 00 00 . . . th mark lace
~-.o:- . , . . '00 .!lotchangcd,butr_..r:..onsm e etp
Q..e.~ons? .~{IT :Mark ;'. 'hlM. The preserved-wood indJIstry stands by its
~n. Wet>:cClO!<!i"ator ' . 'CCA-treated products. , ,,'
(503) 373-7404. ' Q What are thenew'preserva.tives?,
A Taking CCA's pl~e 'are two viai;;roorne
compounds, alkaline copper quai (AcQ' tYpes B
and D) and copper azoIc (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 new 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~oducts cost more?
A To make the new pies~ves effective: thili '
copper content has been boosted substantially -
, from around 18 percent to 96 percent Because
, ACQ and copper azole contain so much more
copper, ~xpcct to pay more, somewhere between 10 '
, and 35 percent more. Cost will vary depending On
chemical treaanent. CCA wasn't thatexpcnSive, 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
0: ..."~";on (chemical-retention levels) fordiffcrent
nses. End-use categories will be on the tags stapled"
to the end of the board, but generally will be'
determined by the dimension of the lumber itself., '
Q Are these products ava.il1lble today? , '
, A There iu-e limited supplies of wood products '
, treated with the new preservatives on the market,
that will change as the induStry retools. For more,
, information, visit www.preservedwood.com.
440-2737 (-4-6f004/COM) ,
-.....,,,..,,......,,......- "."........ ,,,,,,,.,.....,...
'r:t{~ii!.;.iij:.. ,;'~~;.','~"t.
. r'fi~'::-";""''4Wi.~''''.l:''''':::J..'''''-~'~~{''''''''
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PRSRT STO
US POSTAGE
, PAID
SAlEM OR
PERM NO. 24
..
ern( OF SPRm6flELD, OR. ..
XO'IICE:
Smoke Alarms must be provided with the following
information at the project site before requ..,:,~ng fjlJ~1
inspection for building occupancy. ' :..... ..
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1. BRAND NAME of the smoke alarms iditalletl'ih
, . .
the building. ..:::: .::::~
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2.A copy of the Manufacturer's INSTAllATION
REQUIREMENTS for the smoke alarms.
If the above information is missing, or is not in plain
sight within the building, final occupancy may not-be
granted until the required information is provided.
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,SP~'NGFIELD.._'. """"":'_', /',' ", "
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IT - '
AlTENTION '
EXTERIOR SIDING' '
. -...
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Manufacturers are now prOducing several:dKferent '. ·
" 'types of exterior sIdings. 'It is essential that ~achr~.:
,type of siding be installeci accOrdingtoth~:::.: ',r..:
"manufacturers:installationinstruotions. 'MaOY.' .'~" "
manufacturers have refused to warrarltyanrsidi{i~:~
, that is not installed to comply with their specific '. eo .' "
, ,,' installationrequirements~For this reason we ' "
tequestthat the manufactUrer's siding installation ' '
standards' be present aUhe time of inspection to "
verify ,compliance" " ,,' '
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. ,..... , . . SPRINGFIEL~ ...1. .',' . . .
_ojfA'll'l;i,~:J;II"l!!.<I(~.'~/il'1':i'~~
' DEVELOPMENT SERVICES DEPARTMENT " ".,",,' ", ',' "_'. .,' '225F1FTHSTREr:T
, , ' ,', . SPRINGFIELD. OR 97477
, ' ' . ' , . (541) 726-3753 '
FAX (541) 726-3689
June IS, 2001
All Interested Parties
Beginning immediately, the Springfield Commllnity S~ces Division, Building Safety
will require a legible inSulation certificate 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 installation, and the person responsible for the
installation as part of the permanent record of the structure. If the information is not
legible, the final inspection may not be approved until the information is presented in a
readable form. ' ,
....
. .. ... ..
Thank you very much for your cooperation in this matter. If you have antlJ1:~Stions, ~.:
please feel free to phone either Bob Barnhart at 726-4652 or myself at 72p..~'t9b.
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Lisa Hopper
Building Safety Sup~or
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. Sincerely, ,
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,
OREGON PLUMBING SPFCIALTY CODE. 1992
MINIMUM EARTHOUAKEANCHORAGE
FOR ALL WATtR HEATERS
MIN. 3" ABOVE OR
BELOW CONTROL
ACCESS PANEL _
. --... , .
m IIIII.~ . , ~'
I I
I I
Anchorage is required' on all water
heaters having, non'figid water
connections and over 4 ft. in height, '
measured from the base to the top of
the' case.
I _ _
, , -Lrilll J
, . 6'M/N;),ar~":"'~,1 r. I
LOCATED WITHIN, I" 1 .1
TOP 1/3 OF TANK i ...,~
I~
~
'IS?D'
I
'12 x 1-1/2' ~
SCREW WITH
WASHER THROUGH
STRAP INTO STUD.
~
lB GA. MIN. GALV. STEEL STRAP
(PLUMBERS TAPEI '
J:,~
OPTIONAL
ADJUSTIBLE
FASTENER
.....
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. .. . .....
. . .....
l' THICK ttON-tOMBU5Tl!1.I: SPAcelt..:
ATTACHI!l1'\'trWAll. WHEN CLEARANCl!'
FROM COMBUSTlBLES.~ R~QUlRED": .. :
BY THE HEATER MFG~' 00' . 00
. . ......
. .. ... ..
, dll'rIOI'lAL 4':LOIlIy"2x4W1lli'.'
"'-1:1-1/2" LAG SCREWS. .00.
INTO 'STUDS. A~CH S1'flAP
WOltf,12 x f-.1J~~ SCREWS....
Wrn-rWASHEijS..... :.....:.
". .. ....
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pj 'pj ~
Notes: 1. If installed on a raised base, using the above strapping methods;
the base will not be required to be attached to the floor.
2. A bottom strap is required on all raised phitforms greater than 12",
high, and on all heaters over 65 gal. capacity. Tanks having a
capacity over 100 gal. shall have specific approval of anchorage
methods by the a~ministrative authority (Building Official). ,
DATE: 9/,;!,7/ri!
CITY OF SPRINGFIELD
Development Services Dept.
BuIlding Safety Division
WATER. HEArER ,
ANCHORAGE
1
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"
"
225 N. 5th Street
~nrincrRp.It:'- ()M",nn 97477
.---'
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, ROOF SHEAtHING "
'fI'
" I GABLE END BRACE
" BLOCKING 3 BAYS '.,
4..,
'-
'--- P N
A EL EDGES,LOCKING
"
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~/2
400 # L CLIP
GABLE~END WALL
2 x 4 MIN. BLOCKING
3 BAYS
^v
4-12d
2 x6 MIN. BLOCKING
ROOF SHEATHING
I
I/;
1 MIN., .
2 ~ ....
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' {~4-12d ..' ...00.
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2,4 MIN. BLOCKING J ;~ .. .
I DIAGONAL STRUT ~
"GABLE END BRACE !
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2 x 4 MIN. B~CE!
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400 #L CLIP
GABLE-END WALL
NOTES:
1. GABLE END Wi'JJ..S THAT ARE NOT BALLOON FRAMED TO THE
UNDERSIDE OF THE ROOF SHEATHING SHALL BE BRACED BY
ONE OF THE METHODS SHOWN ABOVE. OR BY INTERSECTING
PERPENDICULAR WALLS, N5 FOLLOWS:
A) WALLS WITH 2 X 4 DOUBLE TOP PLATE; @ 9' 0" MAX. OIC
B) WALLS WlTH2x6 DOUBLE TOP PLATE; @ 15: 0" MAX. OIC
2. WHERE CEIUNG ADJACENTTO GABLE END WALL IS VAULTED.
WALL SHALL BE BALLOON FRAMED TO R()OF OR,.ENGINEERED.
GABLE END WALL BRACING
. SPRINGFIELD
1
REV,6I1191J
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RAFTER '
, (2-16<1 TOENAR..@ It)
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,~JlING JOIST ' , ''''-!'ooo)1~ .':., EDGE NAUlG
, (3-8d TOENAIt. @ It. ) ,.... ~,' , (M@6"aIc)'
, -. FASCA'
J BOARD'
. (CPTICllIAI.)
(E~.~ST\IlWALL ' ·
A _ ~ ,,~~ ,2X IlLDCKtIG
. ~ ,""'=-- WALL @ EAOI BAY
_' ' StE,lrKING
.STICK4=RAMEO- ROOf
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J~stEA~
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'I-ACCEPTABLE BLOCKING TYPES ,....I. ,
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PREHANlJ' Ac:T1.ISlllOCF
TRUSS
" '/"
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TRUSS ATTAoEo TOTCI' Pl.A1E' .
IN .tc"""'!oHCC wmt !:.::..._. 8Q2.10 ' "
@
-TRUSSEO. ROOF
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ExTERIOR WA!J.
SIEA~.
PRESCRIPTIVE EAVE DETAil..
SPAINOFIELD -~ . .,
~ <<,~/d'J;6.1rJ(llJ'frt;/ 'i~'Nf!J.~Jmy 1.: .2001
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ONE AND TWO FAMILY DWELLING AND ACCESSORY BUILDING
WALL BRACING
'GENERAL-BRACING REOtJIREl\.1ENTS ' ,
Exterior walls must be braced as a basic requirement of Chapter 6 of the Oregon One and Two Family Dwelling, ,
Code (CABO). The walls-must be designed to,resist wind and earthquake loads for our area - 80 MPH wind and
.seismic Zone 3 earthquake: Often, tI>~'wind load will govern, and starts at a pressure of jUst over 13 poundS per
square fool. The bracing shall connect the foundation to the floor, above and extend to the roof. The intent of the
bracing is to tnuisfer horizontal loads (wind and earthquake) to the ground. The amount ofbrllcing is very specific '
in the DWelling Code. '. ' .
, AMOUNT OF BRACING, '
The amount of bracing in wa1lsvaries with the length of the, exterior walls, the height of the building, and tlie
offsets in the walls. ' . , ' '
A "braced wallllne" is a series of braced wall panels that are in line or offset from each other by not more than
, four (4) feet. Spacing between braced wall lines shall not exceed 35ft. in either d:._':__ in the building; Interior
, braced walllines,shall be directly suported by the floor strUClllral members (double Joists or blocking) except that '
fundations are required at 70ft: interVals. '
A "braced wall panel" 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 fono....g-., ,
. . . .'. ..
. .. . . .
~raced Panel ftlP) !Yfin;mnm 4 ft. wide panel, braced in acc01'ljance with the.Qv.gpp One and TMl
Family Dwellilig Code. , '.
Alternate 'Braced Panel (ABP), Minimum 2'-8" wide structural sheathed wall panel in acoo~<ianCe
. . .. . .. ..
with the Oregon One and Two Family Dwelling Code. " ' .' .'. . . .',
Portal Frame (p;Fl, AI! assembly ofTwo (2) or more structural sheathed wall pMels ~onnec%ed"Ql' ! '
continuous header in accordance with recv........_ded practices in Oregon Buildin"g'~M&; Division
Internnotive Ruling 97-1. PFs are not permitted above the first story oia bldg. . 00 , 00 00
ara_ ...... . .
Interior Bl'l1ced Wall fllWL) Interior braced wall lines shall be used to proWt ~quired in~diate
bracing when exterior wall lines are spaced fruther,ihan 3S feet apart. Interior braced walllin~"n4!1)ot
extend to outside walls. They shall be' supported by foundations at interVals not exceeding 70 flet Btaced '
wall lines located less than 70 foot interVals may be supported on double'floor joists, beams or blocking
(when perpendicular to the floor framing). MiniInum 4' wide wi drywall both sides or StrUctur3J
sheathing one side; minimum 8' wide wi drywall one side. ' "
Enlrlneel'ed Desi~ When the building walls cannot meet requirements for the above brace wall ty]les
or required panel spacing, an engineered design may be ",,~.~~.:ate. An engineered design may be
substituted for any of the above brace' wall panel systeDlS for any situation. , '
, Each "braced wall line" is required to have "braced wall panels" as listed below:
. 'I-storY. 01' tNI floor of2 and'3 stol'V buildin!!!l:
Walls less than r2 feet long shall 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 at2S foot maximum interVals along the "braced wall Jine~.
. 1st storY of ~ ~.ol'V or 2nd stO" of 3 Storv buildings: , ,
Stnictural sheathed braced wall panels are required along at least 2S percent of the wall length, including panels ,
located within 8 feet of endS of the "braced wall line" . '
. 1st stOry (\f 3 WlI"V buildings:
Su-uctural sheathed bncec wall panel; are required along at least 40 percent of thewalllen'g'.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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1'10-1fZ' MIN.
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Za"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' HOLD
DOWNS REQD. TO CONNECT PORTAL FRAME
TO, 1ST STORY WALL FRAMING BELOW.
SYMBOL.:
PORTAL FRAME
, 1-STORY OR TOP STORY ,
I' COMPUESWITli OREGON At TERNATE METHOD RUUNG NO. 93-7
PF
REV. 611196
2 STRAPS PER PANEL SIDE
4 STRAPS TOTAL
M1N. 1000# EA.
,
, MIN. 4 X 12 HEADER - calrnNUOUS'
FULL WIDTH OF PORTAL FRAMe. '
ONE TOP PLATE UNDER HEADER
MIN. 318" PLYWOOD OR
2 MW PARTICLE BD.
2 ROWS 8d @ 3" Ote
MIN. 4 X4 STUDS,
NOT LESS THAN HEADER WIDTH
, OR DEPTH REQD. FOR HOLO DOWN
BOLTS
MIN. 4800# HOLO DOWN
2 PER PANEL TOTAL (SEE NOTE 5)
SEE REVERSE SIDE FOR
", HOLD DOWN REQUIREMENTS
DOUBLE BOTTOM PLATE
MIN. 1-#4 HORIZONTAL OR
PER HOLO DOWN REQUIREMENT, '
WHICHEVER IS MORE RESTRICllVE
....
. MIN. 8"THK. FOONBATlONWALC.:
. CENTERED OVERoF~TlNG .
(SeE NOTE 4)'
00 .
MIN. 2 - #4 VERll~ :. 00 .
WITH 6" MIN. H9PK tl FOqPltlG .
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2 -1/Z' X 10' MIN:ANt:HOR BOLTS
OR APPROVEDoIiQUlVALBl't... .
SHEAR CON~~S 00 00
. ...
MIN. 15" X r, FOOTING . 00' :
EXTEN,DING 10' MIN. EACH WAY
BEYOND STRUCTURAL PANEL
WITH 2 ~ #4 CONTINUOUS (12" MIN. LAP) .
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STEM
WALL
TYPICAL 4800 # RATED HOLD DOWNS , 1.2.3,,', "
, ,
. .
SIMPSON ANCHOR STEM' "MIN. DIMENSIONS FASTENERS
MODEL NO. BOLT WALL A4 B5 C NAILS' ,BOLTS LENGTH6
HD6A SSTB 8" 5" 1-314" , (2) 7/8"
(7/8") 3-112"- ,
HD8A SSTB a" 5" 1-3/4" (3) 7/8" 2-112"
(7/8")
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.
.... MANUFACTURER'S INSTALLATION INSTRUCTIONS.
. .
. . MUST BE AVAILABLE FOR INSPECTOR'S REVIEW'
......ATTIMEOF HOLD DOWN RELATED INSPECTIONS
. .... .... ..
. . SEE MANUFACTURER'S DATA FOR COMPLETE
.. .
. 00 INSTALLATION REQUIREMENTS, AND FOR OTHER
::::ooHOLD DOWN OPTIONS.
.... ..
. .
.. ooMINIMUM EDGE DISTANCE CALCULATED USING
, STRAIGHT-LINE INTERPOLATION PER MFR. NOTE.
2.
.. ...
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5. HOLD DOWN ANCHOR BOLT SHALL BE LOCATED
TO ASSURE CORRECT ALIGNMENT OF THE HOLD
DOWN WITH THE FRAMING MEMBER.
6. MINIMUM LENGTH OF BOLT IN VERT. WOOD MEMBER. ' .
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/
HOLD DOWN
. ANCHOR BOLT
HOLD DOWN
STRAP
"
A
10' 0" MAX.
,
.~,'
,,' r
Horlzonlll and V<ltleal lObar
,baU "'land j'.()' from COllier
or ASP llO\lIld oomcr.
"
___2' B" MIN.--
~.
STRUCTURAl. PANEL "
EDGE BLOCKING
MIN. 3IB" PLYwOOD OR ' '
, 2 MWPARTlCLE BD.
.'ONE SIDE'
8d@ 6" Ole EDGES '
8d @ 12" Ole FIELD
, 1800# HOLD DOWN
, 2 PER PANEL TOrl-L.(SEE NOTE 1)
SEE REVERSE ~ID~ FOR - - - 'f :
HOLD DOWN ~~EMENTS '
.
.. .
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FOUNOATlON~DTI1SHO~I&AT
GARAGECOR~"'e,crEN'" ~ '.
PS REQD. FOR DJl'a Loc..mONS ,
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FOOTING SHALlClli OONi1~~ACROss.. ~. '
ENTIRE LENGTJol <510 sAACED 1$.t1.. UNE.. . .. .
RElNFORCEWfTH MIN..2-~~~ .0000.
. .. A
. .
00
3 #4 VERT. R~BAR (21':O,-C. IN SIDE WALL)
, Foolins IIld ..bar to be
oonlinullIIIllOTOU openins-
2 -112" X 10" ANCHOR BOLTS
OR APPROVED EQUIVALENT
SHEAR CONNECTORS
NOTES:, '
1. WHEN INSTAlLED AT 2ND STORY, 1800# HOLD DOWNS
REQUIRED TO SECURE ALTERNATE BRACE PANEL (ASP) ,
TO FLOOR FRAMING BELOW. '
SYMBOL:
ASP
REV.6fT/98
--------- ,
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I II II ',' ,
I II II
I If II
I II II
I " . II
I -II. : I
I II U
In::
I' II II
L_______f L______..J I
Ir---- ---ii----~"
I I II
" .
t. II
II . II I
u. :1 t:~'
It II .
II II 1.-
II. II II
. I: . II ::
II II II
II II II
II II ,.
II II II
II II II
I"t II. II
II .11 .11
II .. II
II II I
II . II
II 11/
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II II
II -,II
II II.
II II
II ,-,I
II It
II - .11
II -II
If II"
II '1
II II
II .11
II 'I
II II
II II
II II
II ,l-
II "
II II
.tI. II
II II
II II
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, ,
TYPICAL 1800 # RATED HOLD DOWNS 1.2,3"
, ,SIMPSON ANCHOR STEM MIN. DIMENSIONS FASTE~ERS ,',
MODEL NO. BOLT WALL AI, ' 5 .C NAILS' BOLTS LENGTH6 '
B
, 6" '5" '- (12) 16d
PAHD42 8" 2-112" (16) 16d
HPAHD22 6" . 2-112" (16) 16d
8" ' 1/2" (21) 16d '
.
SSTB 6" 5" 1-3/4" ' (2) 5/8" '2"
HD2A
(5/8") 8" 5" 1-3/4" (2) 5/8" 2",
HD5A SSTB ,6" , 5" 1-314" (2) 3/4" ' 1-112"
(5/8" or 3/4") , 8'; 5" 1-3/4" ' (2) 3/4" 1-112"
.......
. .
00
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'NOTES:., ' ' , " '. "
, 1. ' THIS TABLE IS FOR REFERENCE ONLY. "
WHEN INSTALLED PER MFR. INSTRUCTIONS,
'ANY MANUFACTURER'S LISTED HOLD DOWN
RATED FOR THE ABOVE LOAD MAY BE USED.
2~ 00.. MANUFACTURER'S INSTALLATION INSTRUCTIONS'
,.., ~. MUST BE AVAILABLE FOR INSPECTOR'S REVIEW
, ..00.. AT TIME OF HOLD DOWN RELATED INSPECTIONS.
.....
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00
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. 00
'. ..
..0 .-3.
. .. .
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.. . SEE MANUFACTURER'S DATA FOR COMPLETE '
: . 00 . INSTALLATION REQUIREMENTS, AND FOR OTHER
" :u:'. HOLD DOWN OPTIONS. '
.. ..
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.
.
.
....
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....
... . 4.-.
.. .
. 00
......
. 00... MINIMUM EDGE DISTANCE CALCULATED USING
'STRAIGHT-LINE INTERPOLATION PER MFR. NOTE.
....
......
. .
. . ....
5. HOLD DOWN ANCHOR BOLT SHALL BE,LOCATED
TO ASSURE CORRECT ALIGNMENT OFTHE HOLD
_ ,QQWN WITH THE FRAMING MEMBER.
, 6. . MINIMUM LENGTH OF BOLTIN VERT. WOOD MEMBER. '
,~
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-- B
, STEM
WALL
I _
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HOLD DOWN
. STRAP
HOLD DOWN
ANCHOR BOLT
WAlL CONSTRUCTION
FIGURE R602.1 0.5 . R602.10.11
.',
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1N11:.RJOI<,
..... '
ad NAIL AT 6 IN. a.c./
(ALL PANEL EDGES)
~
\ _ \' '
I!:)(T E--R.ID"R.. ' "
ad NAIL Ar-12 IN. O,C. ON ALL WOOD STRUCTURAL PANEL
FRAMING MEMBERS NOT AT INSTAUED IN ACCORDANCE
PANEL EDGES WITH TABLE R602.3(1)
jGYPSUM WALL,BOARO INSTALLED IN
ACCORDANCE WITH CHAPTER 7
- .
t
16d NAIL AT24IN. O.C.~ '
, I~l
~~
(a) OUTSIOE CORNER OETAlL
.,......, I .jGYPSUM WALL BOARO INSTALLED IN
J 1'4_: ~P'i ACCOROANCE WITH CHAPTER 7 (INTERIOR)
tw1 ~1 T-1 .....
VN V~ ~.:..:. .....: ::::::
I ~ ..,,~ ' WOO~'5TRUCTURAl'PANEL ,....
~ ..... , ......../0/1.. ~NSTALLEO IN ACCOROANCfioo 00'
16d NAIL AT 24 IN. O.C. ~ WITH TABLE Fte..3N . 00 .
. 00
. .
ad NAIL AT 6 IN. O.C. ON ALL t~IIQG
MEMBERS AT PANEL EDGES~ 1~IN.
a.c. ON ALL FRAMING MEMBEA6 N$T
AT PANEL EDGES 00
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(b) INSIDE CORNER OETAIL,
For 51: 1 inch = 25.4 mOl.
FIGURE R602.1 0.5
EXTERIOR CORNER FRAMING
K & A Engineering, Inc. '
P.O. Box 23624, EUgene, OR 97402'
. 521 Market St., Suile B, Eligetie, OR 97402
(541) 684-9399 Voice
(541) 684-9358 FAX
January 6, 2005
Hayden Homes
2464 SW Glacier Place, Suite 110
Redmond, OR 97756
Project: 74.D4 ,
Subject General Foundation Drainage Recommendations
jasper Meadows Subdivision ~ 2'" Addition '
Springfield, Oregon
PURPOSE AND SCOPE
This letter provides additional recommendations for drainage for the construction of single-family residences at
the subject new subdMsion. 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 CONDmONS . .... .
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As documented in our summary report of September 20, 2004, the gently sloping site had from 1 to 3-~6t pf . '
gray plastic silts over weathered yellowttan tuffaceous sandstone. .' .'. . . .
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, Excavation for the foundation pads consisted of benches cut into the slope with cuts as high -as.4-feet K & A
Engineering, Inc. witnessed excavation and provided on-site recommendations so that a111oofMle.!ion cui( ~~[&
made to suitable subgrade soils or bedrock. .. .. . ...
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After excavation and grading of subgrade to undisturbed soilS/rock, 10 to 24-lnches of granular fills were placed
on the'foundation subgr'ade and compacted.' '
Groundwater was not encountered in any of the excavations except at the lower elevation of the project In the
road subgrade. ' '
, 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 subg~delevel. This wUl llffectively drai,n 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 unlfonn with a slope not exceeding 2 horlzontal 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 stonn drain collector. The swale
should have a total drop of at least 1-foof
, Thank you for the opportunity to be of service. Please call W you have any questions.
Sincerely,
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Michael Remboldt, P .E.
K & A Engineering, Inc. '
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Project 74.04 Jasper Meadows Subdivision Phase II, Springfield, OR
Client Hayden Homes
Pcllge2 of 2
January 6, 2005
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Erosion Control Conditions:
Sediment and erosion control measures shall be in place and
functioning before clearing and grading begins,
Wet weather conditio'ns 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 cpntrol practices, the following shall be considered: use of straw bale dikes, slit
rences. 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 roadwciys consiructed as a '
means to prevent vehicles from tracking soli from the site. 'All projects shall have an open graded
gravel construction entrance not less than 20 feet long and 20 feet wide pla~d in a location In which
all vehicles can traverse the entrance to enter or exit the site. In most cases, the most economical
location for this entrance In directly behind the curb Cut .in 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 entran~ on site.
2) If sediment is tracked offsite; sediment shall. on a daily basis. be swept or shoveled from the paved
surface. Sediment laden runoff from construction entrances shall be directed to li~itnent ponds or
. traps on sites. . . ..... . . ... . ..:
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3) Under no conditions shall sediment from the construction site be intentionally ~d Into storm
sewers or drainage ways. ' '. 00, .'
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'4) The APPUCANT/oWNER shall erect and maintain sediment barriers along the perirr.eteJ of alllaw-pl5ints
of the site where sediment-laden waiers' are likely to pass.' Examples of barrierS Bra sedime~r fenCJe,
compost filter berms, and open graded rock below In the sidewalk area below ltre'f!lrb:grade. " ..
. . .. .
5) The APPUCANT/oWNER sha)1 tie responsible to prevent any soli or materials fro~ing the ill!!.' 'I)le
APPUCANT/oWNER shall anticipate the worst case weather conditions and placa igA'IwAte eres'c5~'
" control measures prior to an event. Failure to provida erosion control measures and preven~searnsent '
from entering the street, drainage system, and surrounding properties may result iit a stop worJ< oraer
and additional fines and penalties as well as Iiab/llty for any cleanup or Costs.
,6) Temporary'stockplles shall be covered with plastic visqu~en. 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 rightef
,way. All stockpiles shall be contained on the APPUCANT/oWNER'S property.
8) Tha City of Springfield or Its agent may require modifications to the erosion control measures at any
tima If the erosion control methods being utilized are Ineffective in preventing the discharge of
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.
EROSION CONTROL CONDmONS
PAGElOF2
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9) The following Items must be considered When planning for constructio_n on a site
. Fit grading to 1I1e 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 dean water to prevent It from coming into ~ntact With exposed soil
10) All erosion arid sediment control measures shall be.inspected at least once every seven (7) calendar
days and within 24 hours of any storm event by the APPUCAHT/oWNER. "
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11) All erosion and sediment control measures shall be Inspected daily by the APPUCAHT/oWNER during,
periods when storm water runoff occurs. " ,
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12) Storm water runoff discharges shall be vis\lally monitored by the APPUCANT/OWNER at.lhe above '
frequency to evaluate the effectiveness of the erosion and sediment control measures. If sediment is
leaving the property, Corrective action shall be taken immediat~ly by the APPUCANT/oWNER to reduce '
the discharge of sediments. ' " '
. ..: . '13) The APPUCANT/oWNER shall ~lIow the City's representative, upon the presentation of credentials, to
..... , entep ""on the' APPlIlCANT/oWNER'S premises to Inspect at reasonable times any facilities, equipment
: :::'" (h:Tuding mo.niwUw and control equipment). practices, or operations regulated or required under this ,,'
Permit. ' "'"
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.,.. ..14) ErO~iorfcontrQ( on;site shall be maintained by the APPUCANT/oWNER until either final occupancy is
'.. . . . ' g&ante"ct by th6 City bf Springfield Development Services Department or permanent vegetation is
. . 00 ,esfl!blished. w!otiohever occurS later. .,'.," '" '
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"
EROSION CONTROL CONDITIONS
PAGEZ OFZ
JEFF HARRISON
EUGENE
HAYDEN HOMES
THE CASCADE
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
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Louisiana-Pacific Corp.
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LPI-Jolsls I Gang-Lam LVL / Solid Start Rimboard
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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 Louisiana-Pacific eTR jolsts. lPI.Joists. Gang.lam L VL. and Solid Start Rimboard
materials only. The contractor I builder I homeowner I architectural designer or owner of the
plans must verity alllnformatlon on the l-joist layout prior to construction. Any changes needed will then be made
before any famlng has occurred. Changes made to the house plans after construction f~ming has begun may affect
the Hoist layout. it Is the responsibility of the contractor I builder I homeowner I architectural designer or owner of lJ:le
plans to verify if the changes affect the !-falst layout Any damages. fees, or other services required to fIX a problem
related to these changes wlll tall under the responsibility 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.
This Is a material f;lkA-nff nnlv ThJ~, l"1vout has not been revlflwed nr r.nmnilerl hv ;In f'!nlJ~ AU beam sizes have
been sized by the Loulslana-Paclfic Wood-e beam slzJng 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 8 courtesy to our customer.
The Archllect I Designer I Engineer of record is solely responsible for the original design canouts, neither
Louisiana - Pacific nor International Wood Prod~c1s. LLC. Are responsible for the design or accuracy of calculations
regarding the ~Julam beams shown on the lavout.
3/9/2005
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Begin Layout , )
@ 19.2" D.C..'
, , , , , , ! 1,,1 ~~. ,. \<-...( r ,. 1 ,. ! ,. T T T T
I I I II I I I I V-~~;ct.v xb IIi. I I 'I
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I I II II I I I II i I I I I I I I I
I 1'1 I I Iii ii i i i,j i l: i Ij,. i I j i I i
. . , . , . : . .. . .. ) ~Ln20WX9112. .. .
:~==t=1==f=i==f=t==i=f(:i:;~~g~i~~=1==i=1==i=t==i=t=1=:
i i i i i i i i ii i i i i i Iii i LPI~o~~~L. ~~=L
i-ti.r,ct~~ 1I~-1 i i ii il29i i i i i i i i i ~i I I I
i i i~ i i 1I~I20rXr"lll i I Iii ! i i i i
:1==f=1==F=1==F=T==F=]=1==f=1==F=i==F=T=~=f=1==F=i==F=i==F~
I I I I I I I I II j I I j I, I I I I j I I I j I
I I I I I I I j II I I I I I I I I I II I I I I
. . . . . . . . .. . . . . . . . . . . . . . . .
i i i i i i i ~~) ~i i L~ I V-~;ci.vxH' i i i i i
_J__LL_LL_I "l "l ~L "" "l "l "l "Ii. ..l "l "l "l "l "l A A ""--'L.
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HAYDEN HOMES
THE CASCADE
GARAGE RIGHT
MAIN FLOOR LPI JOIST LAYOUT
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, International wood products, LLC
Main Level Havden Homes
,THE CASCADE A (REVERSED)
GARAGE RIGHT
- - - - - - - -- - - - - - - - - - - - - - - - - - -MATERIALS LIST- - - - - - - - - - - - - - - - - - - - - - -'- - - - --
FILENAME: MAIN llXl7Grg.Rght LPI20W.dwg
14:02:35
GENERATED: 03/0S/2005
Designed By: AARRON PHILLIPS - IWP
----------------"-------------I JOIST---------------------------------
I-JOIST LPI20W X 9 1/2" (29 stick (s) total)
(1/3) (2/4) (1/9) (1/19) (IS/29) (6/33)
Total Linear Footage = 759feet
----c-----------____________I JOIST BLOCK-----------------------------
I-JOIST BLOCK LPI20W X 9 1/2" @ 19.2" O.C. (10 LF)
------------------------------HANGERS-----------------------------____
HANGER Simpson ITT 39.5 (54 total)
HANGER Simpson MIT 39.5-2(2 total)
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------------------------------END LIST-----------------------------~..-..
*Multi-ply blocking quantity does not represent the total.n~er ~f ..
plys. ....: :-.-.
**Multi-ply beam ply's are added to multi-ply quan.~.~.. ...
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Note:
It is the Builders I Contractors responsibility to verify joist lengths.
Blocking panels (if required) are to be cut by tbe Builder I Contractor.
Web stiffeners (if required) are to be cut and provided by the Builder I Contractor.
Additional non Louisiana-Pacific material may be required.
International Wood Products, LLC.
144Z1 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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Mayeen HomeS - I he Gascac1e A (Reversecl).J1
2O)t.l~StressDesign
OR
INTERNATIONAL WOOD PROOUCTS, LLC
NOTE:
1. THIS COMPONENT IS DESIGNED TO SUPRORT ONLY
THE VERTlCAL LOADS SHOWN VERlFICATION OF NOTE: LOADS SHOWN ARE FOR INPUT lOAD CASE (1). OTHER LOAD CASES
G EFL FOR PATTERN LIVE LOADING ARE CHECKED AS REallfRED.
lOADIN ,0 ECTlON UMlTATlONS. FRAMING (DIMENSIONS MEASURED FROM LEFT END OF SPAN OR CANTILEVER)
METHODS, WIND AND SEISMIC BRACING. AND OTHER
LATERAL BRACING THAT IS ALWAYS REQUIRED IS DISTRIBUTION SOURCE TYPE TOP/SIDB LOAD
THE RESPONSlBlUTY OF THE PROJECT ENGINEER
OR ARCHITECT.
2. PROVIDE RESTRAINT AT SUPPORTS TO ENSURE
LATERAL STABILITY.
3. 00 NOT CUT, NOTCH OR DRILl LPI FlANGES.
4. SHIM ALL BEARINGS FOR FUlL CONTACT.
S. VERIFY DIMENSIONS BEFORE CUTTING lPl TO SIZE.
6. THIS lPllS TO BE USEO AS A FLOOR JOIST ONlY.
7. PROVIDE COMPRESSION EDGE BRACING AT
40" D.C. OR LESS.
. LOAD TABLE
I ~ LPI20W DEfiTii"'i:500w
WBB. 0.37S-
FLANGE 1.50 X 2.50
UNIFORM
UNIFORM
nOt<
FT.IN-SX
00-00.00
00-00.00
TO LOAD
FT-IN-SX
33-00-00
33-00-00
LDF
FLOOR
FLOOR
LIVE
DEAD
TOF
TOF
64 PLF
U PLF
1.00
0.90
WARNING NOTES:
THIS COMPONENT DESIGN IS SPECIRCAlL Y FOR L.p ENGINEERED WOOD PRODUCTS.
USE OFTHlS DESIGN FOR ANYTHING OTHER THAN GANG-LAM LVl OR LPl JOISTS IS
STRICTLY PROHIBITED. AMY MODIRCATJON OF,THIS DOCUMENT ReQUIRES REVIEW
BY iii. DESIGN PROFESSIONAL
MINIMUM BEARING SIZES ARE SUFFICIENT TO PREVENT CRUSHING OF THE LPI
JOIST AS DESIGNED. IT IS THE RESPONSIBILITY OF THE PROJECT ENGINEER,
ARCHITECT OR DESIGNER TO VERIFY THAT THE SUPPORT STRUCTURE FOR THIS BEAM:
IS CAPABLE Of SUPPORTING THE REACTlONS.
PROVIDE ANCHORAGE FOR UPUFT AT SUPPORTS INDICATED BY NEGATIVE REACTIONS.
ANCHORAGE DETAn. TO BE PROVIDED BY PROJECT ARCHITECT. ENGINEER, OR DESK;NER
ANCHOR lPl JOIST SECURE1. YTO BEARINGS OR HANGERS.
SUPPORT REACTIONS (LaS).
CASE BBARING N U " BE'
1 , 3 , .
1 3" ... ." 6O' .
, " '" '" 161 1
3 33. 54' 47' '52 -131
, 35 '60 '60 '" 14'
. '" '" '00 '" 13.
, .. 513. 'D. 54. -"
, 338 .'" '"' '" -"
"IN BEARING SIZBS (IN-SX)
1-12 3- . 3- . 3- . 1-12
1
,.soorh".oo
CROSS SECTION
~
LIVE
.DEAD
TOTAL
MAXIMUM DEFLECTIONS
CALCUlATED ALLOWABLE
LOAD 0.05- 0.23-
LOAD O.OP
LOAD 0.06- 0.46"
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10- 0- 0
33- 0- O.
- THIS DRAWlN.G IS NOT TO SCALE-
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Hafldllng&Erecllon
Terr\fIlnfY.oo~boIdng'Oflw:Jldlo1grornponenl
plumba-d Iorrwsllllng Iatn Ioron IIhd bedalgned and
ln$taBedbyOlhenl. No load._lobe appIllldlO the
cnrnponen(U'dal'terIlllIhefr;mlngand'asI.,ang_
CDnpIelecl.A1roIlmeJhalllollCbQfUl8l"th;lndeslgnloadl
bellllPllecllolhecornt>Ol'llnl.
DesIgn Crilerla
1'helleslgnandrn.lerlal.pednecr_....1UbstaRlal
lXIf'Ifomollywtthlhe '-tal revIalons of NOS IlI1d AITC.'
Dead load deflediorl Indl.des adju$trrlert lactor lor creep.
Total load cIelIecIloo b Instantaneous.
Miscellaneous Informalion . .. . . . G'a;g-lam l Vl;od em. LPI Joist SpeCifIcatiOns
The use 01 lllis componerI:sha!l be apecllI'eg,lg Ih(desmner 01 US .. ".~upports.-.d (fliWtedlons IorGang...lam LVL. andCTR. LPI JolJlsto be
c:ompetestrodlft.ObtaIn"'Ihenec::e-Y""~~anctl~ts.-.: 'QPdflc~cat~.
=.~Ihe~~~I:'ed.C.~~_.lac::altuldl~ .~8d~ enpandlellO~IInn"""bespaced'minlmumol4"orlOd
aide requirements. do not use this desi;n. When lhIadr.lwlngls ilQI'led . Do not aA. notch. drl.orlllterGang-lam LVlend CTR.lPI Joists ellcepl ~ shown
.-.;I1e;I1ed.1he 1tndunIlde$lgn Istll)pltOYed as shown lnlhisdowring Inputlllshed miIlenal tromtP...,-useol Garo-Lam LVLand CTR. LPI JoIsts conttary
buedondillllprovlcta:lbythecustomer. G8I1ig-{.amLVLnCTR.lPl IotheIimllsMllorthhelwn.negates..-tyexpress~otlhepodud..-.dLP
Ijola3,",mZelOlthoulc=mblrlllldwlll~load.wood"n. ~.nilepll.~"lnefuclinglheImpllIlldW3lTilllllnofmen:harUbll1ty
ICI:IrtKt..uhOOl'lC>1rtemustbeproleeleda.-q~by ..........- and4ltne$sfl)lllap;9tlclAruse.
IaterallUppOftlsllSSUmlld{wall.fIoorbum~,LP"oesnot~id". .. .. ...
~&Ile inq)edkm. n.s drawlng must haYe.. .4AhiI_. or E~ sA ,." ClJPy eF TJIlIS 8RAA'ING IS TO se GM:N TO THE INSTMLING CONTRACTOR
aflxedlobe~"El'CIlneefIng<lo<:8ner1t.. .........
... . .. ~~.~tra!l:rnaftIoILouiIlao&-P8dflcCorporatJon.
Ila:J:\/-'"
'-lomes\The Cascade A {Revorsedr-LPl2OW\woode.spx
DltSIGN CRITERIA MSt 0.31
VSI: 0.39
.LIVE LOAD 40 PSf
DEAD LOAD 12 PSf
TOTAL LOAD 52 PSF
~ SPACING 111.20 IN, CIC
DEFLECTION CRITERIA
LIVE LOAD DEFL: L I 48'
TOTAL LOAD DEFL: L I 240
LOW SAARING.
7
CODE
COMPLIANCES
REPORT ..
ESR-130S
200405-W
12n4-R
Ice-KS
WISCONSIN
CCHO
IDKFLBCTION AS'S'iiHES COMPOSITE
ACTION WInI GLUED AND
NAILED 23/32- APA RATED
SHRAnlING (48/24 SPAN RATING)
-
oJ'
~
10- 0- 0 -------
3- B- ~l'
J Software Provided By:
LP Engineered Wood Products
2706 Highway 421 North
W~mlngton. NC 26401
Local 910.762.9878
Nallonal Wats 600.999.9105
""""'"
leBO
OWG #
SHEET #
Hayden Homes . The Cascade A (Reversed}.J2
2004.1 AIow;tO Stress Design
SUPPORT REACTIONS (LBS):
CASE BEARING NUM
1 , 3
1 306 BB2 907
2 -71 203 209
3 342 526 554
4 35 560 562
5 295 942 507
6 46 499 961
HIN BEARING SIZES (IN-SX)
1~ 12 3- B 3- B
LlVE
"DEAD
TOTAL
MAXIMUM DEFLECTIONS
CALCULATED ALLOWABLE
LOAD 0.05- 0.24-
LOAD 0.02-
LOAD 0.06- 0.4B-
HandIng & Erection
TllfTlpOfwynpermanerttncingforholllinlilc:omponenl
pIptlb8lldlorresistingbtenll~strallbedeaignedn
InstaIIedbyulher$.Noro.:is_tabe~tDthe
amc:onerc.....IItler.;allhelt;mingnlastMlng..
cornpIeted.Atnotimesh:lllro.:isgrulerlhlndeslgnbada
be~tDthemrnpllrll!ft.
Design Criteria
TlledesignlnllTl3lerlalllpedfledarelnll.lbstamal
conformilyMlhthelalest~ofNOS"'AlTC.'
Dea1loa:ldelledionlndl.desadjustmenllxtorIorO'8l:P.
TCUlloa:lclelledionls _.._ ~_ _.,5.
,.Ie:J:\/-'"
B E R
4
318
73
'51
00
"
3.'
1.12
OR
INTERNATIONAL WOOO PROOUCTS. LLC
. LOAD TABlE
11 LPI20W DEPfH 9.500-
WEB: 0.375".
FLANGE 1.50 X 2.50
NOTE:
1. THIS COMPONENT lS DESIGNED TO SUPPCRT ONLY
THE VERTICAL LOADS SHOWN VERlACATION OF NOTE: LOADS SHOWN ARE FOR INPUT LOAD CASE {1}. OTHER LOAD CASES
DAD FOR PATTERN lIVE LOADING ARE CHECKED AS REOORED.
LING, DEFLEC"TlON LIMITATIONS, FRAMNG (DIMENSIONS MEASURED FROM lEFT END OF SPAN OR CANTIl.EVER.)
MET1-lODS, WlND AND SEISMIC BRAClNG, AND OTHER
LATEAAL. BRACING "THAT ts 1>J..WAYS REOUlRED ts DISTRIBUTION SOURCE TYPB TOP/SlOB LOAD
THE RESPONSlBIUTY OF THE PROJECT ENGINEER
OR ARCHITECT.
2. PROVIDE RESTRAINT AT SUPPORTS TO ENSURE
LATERAl ST ABlUTY.
3. 00 NOT Clrr, NOTCH OR DRllllPl A.ANGES.
4. SHIM 1>J..L BEARINGS FOR FUlL CONTACT.
5. VERIFY DIMENSIONS BEFORE CllTTlNG LPI TO SIZE.
6. THIS lPllS TO BE USED AS A flOOR JOIST ONlY.
7, PROVtDE COMPRESSION EDGE BRACING AT
39" O.C. OR lESS.
UN1FORM
UNIFORM
FROM
FT-IN.SX
00-00-00
00-00-00
1.00
0_90
TO
FT.IN-SX
29.00.00
29.00.00
LOAD
LDF
FLOOR
FLOOR
LlVE
DEAD
TOF
TOF
64 PLF
19 PLF
WARNING NOTES:
THlS COMPONENT DESIGN IS SPEClACAU. Y FOR LoP ENGINEERED WOOD PRODUCTS.
USE OF THIS DESIGN FOR ANYTHING OTHER THAN GANG~ LYL OR LPI JOISTS IS
STRICTlY PROHIBITED. ANY MODIFICATION OF THIS DOCUMENT REQUlRES REVIEW
BY A DESIGN PROFESSIONAL
MINIMUM BEARING SIZES ARE SUFACfENT TO PREVENT CRUSHING OF THE 1PI
JOIST AS DESIGNED, IT IS THE RESPONSIBIlITY Of THE PROJECT ENGINEER,
ARCHITECT OR DESIGNER TO VERIFY "THAT THE SUPPORT STRUCTURE FOR TH1S BEAM
lS CAPABLE Of SUPPORTlNG THE REACTIONS.
ANCHOR LPI JOIST SECURElY TO BEARINGS OR HANGERS.
1
"soorA,s.,
CROSS SECTION
.. .
., .
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. . . .
. . . .
.. ..
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.
.
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. .
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. .
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9- 4- 0
10- 0- O.
29- 0- 0
*** THIS DRAWING IS NOT TO SCALE ***
MiscelIaneouslnfomlation .... . Gatlo-LamlVl41ndCTR.LPlJolstSpecffications
Tlle_oIlh1s~lh;:Ilbesc-dlkall'~ofllW- ,'~n "" for~LVlnCTR.LPIJOiststabe
~1trulm'e.Obt8ln811thenllalSSa")'c:Fe~~.~ ~~.
instn.IcZlonsfrvmthede$lgner101lhe~~beforel.lSirWthts'~~p;nlIelllgluellnes&hallbeapaeed.rninirTunof4.lorlOll
componl!fI..nlhedealgncntertallstedllboveliDnnol~lrx::IIbuDcIlrCI nTlorad.
code . OcInolUSlllNadesigrl, wt.-.thtsdnlwlngb5lgned 'OOnolQ.f.notctI.drIlIOfIllerGiV1ll-l*nLVlan:lCTR.LPIJOistsD~.1hcI\Iwn
..,....." IheltruCttnllleslgnbtlClCWOO'~ .lhcI\Iwnlnthbdr-mg In publsheclIIlalerbIIromLPII'lY_ofG~LVllnl CTR. LPI JOists conIra'y
blHdon~PIOVidlIdbVthlIa.aomer. G~LVLnCTR.LPI 1Dlhelmllstellorlh~any~warrartyofltlllprodudnLP
lQbb..nudlIMIhoIAcanblIrlnl..... _. ._ lodWOOlIIrfItIntI cllslbnsllll~w:lrmieslnl:lu:;llngthelrnplled~of _. ..,."..J
corUd:wIlh~muslbllprotedeCln~by~ .dtItr.at#.~UIe..
~ll.qlOI1beuumed(wall.Iloor~ffnol~. .. .. ...
on-sIIelnsolll:Un ""dr.lwlngtIUSIllavee, Of~'+ ~c8PYP"~S;RA~ISTOBEGIVENTOlHEINSTAlUHGCONTRACTOR
alb<lIdtDbec:onsldllred8l'l~ . ....
. . .. tJlll..~~ollot.i:siana-PacICCofpi:;Qllon.
'"Iome$\The Cascade A (Reversed}\lPf 20W'w.00de.spx
DeSIGN cr,ITERIA MSI: 0,32
VSl: 0.40
LlYE LOAD 40 FSF
DEAD LOAD 12 FSF
TOTAL LOAD S2 FSF
, SPACING 19.20 IN, CIC
DEFLECTION CRITERIA
LIVB I..OAD DEFL: L I 48.
TOTAL LOAD DBFL: L I 24.
LOAD SHARING:
7 .
CODE
COMPLIANCES
REPORT .
BSR.130s
200405."
l:2724-K
ICC.ES
WISCONSIN
CCMC
IDBPl.ECTION ASSUMBS COMPOSITE
ACTION "ITH OWED AND
NAILED 23/l:P APA RATED
SHEATHING 148/24 SPAN RATING)
-
I
,..!
9- 8- 0
Software Provided By:
LP Engineered Wood Products
2106 Hlghway421 Nor1Il
Wllmlngton, NC 28401
local 910,162.9878
NatlonalWats 800.999.9105
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00 . . 00 00 .. .
SEP 01 2004 4:28PM
HP LASERJET 3200
p.2
JOD
I russ
I russ 'ype
Uly PlY HayClen cascaCle"A"( 9912)SS
1 1
, (optional)
4.~V'I' 'S"Rrs "'ov "b ~vvv lVII' (K ,nauslnes, IOC. Man Vct:tb 1,,:"";11 :tvu:t t"age 1
CASCADEA AGE
KINGPOST
I ne I russ L.:o., eugene, Ut1. tH4U..!
1-1"(].O~, ..
1-0-0
7-6-0
7,6,0
15-0-0
Hl-O
:16-0-0,
1-0-0
Scale" 1:39.
3><5=
Stud 16" O.C. From Lell To Right
~
6,DOfT2'
2x4 II G
2x4 IF
E ......."'::
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15-0-0
.... .......
LOOOIN,G (psI) 00, ~PAClNG 00 2-0-0
Tt: :.. 25.0' 'PIBtes4'l"'Bjlse 1.15
TC 8.0.. ~umberlncrease 1,15
Bett. 0.0.' .el.ep Stress Incr YES
BctJL.oo 7.0 Code UBal7/ANSI95
CSI
TC 0.09
BC 0.06
we 0.03
(Matrix)
--.-----------
DEFL In (Ioc) Udefl PLATES GRIP .
Vert(LL) nle - nle MII20 185/148
Vert(TL) 0.00 M >999
Horz(TL) 0.00 L nla
1 st LC LL Min IIden = 360 Weight: 60 Ib
.- .------ --..-
_._.oS - ____._ ..__._._a.............
LOMlZIi~ : . . ..
"-'~P.l;~RD 2"X~I'lF No.2..oo.
';:r.e~RD 2 X 4 HF No.2
'HERS 2 X 4 HF Slud
REACTIONS (Ib/size) B=186/15-0-0. L=195/15-0,0,U=186/15-0-0. T=76/15-0-0, S=85/15-0-0,
R=128/15-0-0. Q=118/15-0-0. P=72115-0-0. 0=61/15-0-0. N=220/15-0-0
Max Horz B~27(load case 3)
Max UpliftB=-9(load case 5), L=-6(load case 5), T~2(load case 4), S~7(load case 5).
P=-10(load case 3), 0=-5(load case 3)
, Max Grav B=186(load case 1), L=195(load case 1), U=189(load case 6). T=78(1oad case 1);$1
. S=90(load case 6), R=126(loaCl case 1), Q=118(IOad case 1). P=77(load case iJI..\:
7), 0=62(load case 7), N=220(load case 7) , '#
FORCES (Ib) - First Load Case Only ~~'J ,
TOP CHORO A-B=28, B-C=-77. C-D=-64, D-E=-S5, E-F=-48, F-G=-63, G-H=-63, H-I=-42. I-J=-54, "?f
J-K=-66, K-L=-81. L-M=28
BOT CHORD B-U=32, T-U=32, S- T=32, R-S=32. Q-R=32, P-Q=32, 0-P=32. N-0=32, L-N=32
WEBS C-U=-146, 0-T=-68, E-S=-71. F-R=-101, H-Q=-92, I-P=-61, J-O=-56, K-N~170
BRACING
TOP CHORD Sheathed..,.;..;_., _ r ,.'
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES
1) This truss has been checked fur unbalanced loading conditions.
2) Truss designed for wind loads in the plane of the truss only, For studs exposad to wind (normal to
the face), see MiTek 'Standard Gable End Oatail"
3) Gable requires continuous bottom chord bearing.
4) Gable studs spaced at 1-4-0 oc.' ,
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live
loads per Table No. 16-B, UBG-97.
6) Provide mechanical connection (by others) of truss to bearing plate capable ofwilhstanding 9 Ib uplift
at Joint B, 8 Ib uplift aljolnt L,,2 Ib uplift at Joint T, 7 Ib uplift at joint S. 10 Ib uplift at join1 P and 5 Ib
uplift at Joint O.
7) This truss has been designed with ANSlfTP11-1995 criteria.
""AD CASE(S)St~ndard
...... /
'EXPIRES:
12/31/02 J,
OCT 3 0 2002
A. WARNING - VERIFY DESIGN PAIlAMElERS AND READ ALL NOTES ON THIS AND TII\JSS DIlAWlNG Nom BEFORE USE. , ~
DesiQn veld '01 lM aNy wllh Mirek ccmectors. IN.s dMQl1S t:05Gd cnIy ~ ..__.....~.. shclWJ'l. oo:f Is for mlr'dl\rti.d blJlC:t'lg eomoonent to b4t IrctoIIed end loaded
vertlcolly. AppIcobllty of dOSigrl perometers and prope.IncOl'poraTlon of oomponenlll rmponst:liltv of bJIldng desIglot. not tIUSI da&l(Jner. &o::Ing shot.n II fOl1aferol
support .ollrdvictiol web membel1 only. AdditIOnal fempcrcry bracing 10 Intuit StobUy dlJ'irQ CXlnSlrucllon it lhe responsll::illlv cf hi 8I'9CtOf. AddIftonol permcnenl
bracing 01 lt1e'cvoroll3lrvcluro Is lhe..",,_____:;;':y 01 lhe building dallgner. For genera g<J\da'lce regan:n~ rabrlcotlon. ql,dtycon:rot storage. det.lery. ~ecllon and the & -u ~ ~CO.
blocng. corMJlt ;;lST~S Qucjtty StaY.lord 0$8-69 Braclng !3F=eclFlcc1lon. ond IDD..41 -Irndlng lNtalhg ciod Ilracln'il Rwcommendall:K1 ~bl& from TMs Plat9 InsllhJte, . BDlLDING- ....=. ftIIC,
533 O'Onofrlo Drive. MJdI5on. 'M 53719. - " .,.,rr~ "'
SEP 01 2004 4:28PM
HP LASER JET 3200
p.3
[J61).-----ITr"..---. . --,-, TrUss
, "
ICASCADEA IA KINGPOST
loe I russ \"0., l::ugene, UI"t ~f4UL
'r--'
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12 ~
I' (ooUonall
4.,U'1 'Sr<.lSNOV-lb"uuul e ndustnes,lnc. WetlJun1311:4:J:l;t;tUUl
I'ageT
,-
1,1-0-0 I
1-0-0
.,____ 7-9-0
7.6-0
15-0-0
7+0
18-0.:);
1-0-0
../
Sc:aItlIilI1:.
)
4114 =
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.
7.6.0
7-6,0
15-0-0
7+0
LO~riil'l~(P.f) :, "iPACINC' .' 2-0-0
TClI! 25.0.. ~Iate. Inc,ease 1.15
T~~:.., 7,0' 'fumber Increaie 1.15,
~gfil g:L ~~eStr~~~~~t/AN~~
_...............-
......1AIlSI\ .. ... ......
'. . 1-~1i8RD 2 X 4 HF No.2
".Cfl RO 2 X 4 HF No,2
"BS 2 X 4 HF Stud
REACTIONS (Ib/size) 6=66010-5-8, 0=66010-5-8
Max Horz B~27(108d ca.e 3)
Max Upl;nB~104(load case 5), D=-I04(load case 5)
CSI
TC 0.91
BC 0,54
WB 0.09
DEFL In (lac) Vdefl
Vert(ll\ -0,08 s-I' >999
Vert(Tl -0.15 B-F ,>999
Horz/TL) 0.01' D' nla'
1st LC LL Mln Vden = 360
PLATES
MIl20
GRIP
185/148
Weight 44 Ib
BRACING
TOP CHORD Sheathed or 3-5-15 ac purlins.
BOT CHORD RIgid ceiling directly applied or 1(J..()..() oc braCIng.
')
FORCES (Ib) - First load Case Only
TOP CHOi<D, A-6=14, B-C=-629, C-0=-629, 0-E=14
BOT CHORD B-F=558, D-F=558
WEBS C-F=116
NOTES
1) This truss has been checked for unbalanced loading conditions,
2) This truss has been designed lor the wind loads generated by 60 mph winds at 25 ft above ground level, using
7,0 psf top chord dead load and 7,0 psf bottom chord dead load, 100 mi from hurricane oceanllne, on an
occupancy categol)' I, conditan I enclosed building, of dimensions 45 ft by 24 ft with expOSure B ASeE 7-93
per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exla~ they are
exposed to wind, The iumber DOL increase is 1.33, and the plate grip increase 'sl,33
3) This truss has been designed lor a 10.0 psf bottom chord live load nonconcurrent with any other live loads per
Table Na. 16-B, UBC-97,
4) Provide mechanical connecllon (by others) of truss to bearing plate capable of withstanding 104 Ib uplift at joint
Band 104 Ib uplifl ald'oint D, , ,
5) This truss has been esi9ned with ANSIITPII-1995 crlterie, '
LOAD eASElS) Standard
.'~
,"
~/i
..;. WARNING - veRIFY DESIGN PARAMETERS AND REAO ALl. NOIEl ON THIS AND muss ORAWlNG NOlES BEfORE USE. ~.
Oe$Ign vald fOr use Ot'tf with Mirek conrioctors. Tl1:s Cle!lgn IS t:lOSOd 'Jl'\!y l.pon paanelers $f'1OWf\. CI'll:! 11 tor an 'ndvtdUaI bUkJnQ _....._. ,,,,.,, to be hsIOlled ald lOaded
VerilcoIly. APplcoollly 01 d&StlJfl txJI'aTIstSI1 and propef Incorc:xotion of _V" __,~..: IS l~a'lSI:lIIJy Of buldhg oeSlO'lel . not fJUss designer. Erochg~ I! lor lofeIaI
support of Indt..1dVollAIeb mernbftlS onl). Additional :._~..__ _, brOChg to Insure rtctiIlty durhg CONtruC1lon IS Itle. _'.... ...~^A" 0/ U'I. erector. MdIftonal permment
broc::lng of '!no overa'.l Itr\JCflJrO II the respoMblllty ollh. buldng dlnlgner. Fo gGI'\&'Cl QI.Adtnc. ItIQOrdIng Icbrlcatlon, q.JOfity eortrol. &torog.. deMrt. I!lroctlon and th ............
broclr'Q. CONllIt QSJ.88 QualIty S10ndord. DSB-89 rtodng Spedllcalfor\ and HI8-Ql Hordng NtoIlng 0fId Brocng Ilec..__.....____._._ _ ~e from TI\.II5 Plate nstttuha. e.....U~co.
5o!lJ D'OnOrno Ut'/Q, McCllson. WI$JT19. .wa.tlINGCUl'PIoY me.
SEP 01 2004 4:28PM
HP LASERJET 3200
'iJoo-_'--'.' 'TIUss-'--'-''--m-Trn:fs.-Type----
[CASCADEA A1' I.~~OF~_~~~~..
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4,20r'SRl'sNOV11rzOOOMiTeK n us es, .ne. ..n "ug ~l 1l:~l:0l "vUl 'pagef-J
,J
. -1-0-0. .._._._" .________ 7-6-0 ~___.._
1-0-0 . 7.8-0
,-,
_n____~_'''_ __..___ .",'6-0-0,
7+0 1-0.0
Scale.. 1:33.5
.xe II
c
"
0;
~
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~/ C-G/
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LQArJl/'lG (pSn '. . .:D'ACING 2-0-0
TGw.....25.0 t'lates Increase. 1~ 15.
TCO'. 7,0 LumbermWllill 1.15
BGo.: . 0.0 .. Rep Stress Incr YES
-'''e~' 00 10.0 :._.. .coede ,l1B~'ANSI95
. .........__. ..,j._ __.__..........e--_.__
. 4~~RO 2 X 4 HF No,2
_.JT CHORD 2 X 4 HF NO,2
WEBS 2 X 4T HFSPF Slud/STD
..!Q:!!:..O....
S.1-8
'O~7-7
0.1-7
..__15-0-0 --'---i
4-4-9
CSI
TC
BC
we
DEFL In (Ioe) ,
Velt(LL) -0,06 FoG,
Vert(TL) ,0_12 F-G
Horz(TL) 0,01 F
1.t LC LL Min IIden = 360
IIdeft
>999
>999
nla
0_65
0.42
0.27
BRACING
TOP CHORD
BOT CHORO
Sheathed or 4-10-5 oe purtins.
Rigid ceiling directly applied or 6-0-0 oc bracing.
REACTIONS (Ib/size) B=556/0-5-8, D=339/O-S-6, F=484/0-5-8
Max Harz B~27(1oad cese 3l
Max UpllftB=-79110ad case 5 , D~82(1oad case 5), F=-38(load case 5)
. Max Grav B=556(load case 1), D=339(load case 7), F=484(load case')
FORCES lib) - Firs' Load Case Only
TOP C~IORD A-B=14, B-C=-442, C-O=27, 0-E=14
BOT CHORD B-G=392, F-G=30" D-F=-24
WEBS C-F=-499, C-G=139
NOTES
1) This truss has been checked for unbalanced loading conditions,
2) This truss has been designed for the wind loads generaled by 80 mph winds al25 ft above ground level, using
7,0 psI lop chord dsad load and 8,0 psf bOllom chord dead load, 100 mi Irom hurhcane oceanllne, on an
occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure B ASeE 7-93
per UBC971ANSI95 If end verticals or canWevers exist, they are exposed to, wind, If porches exist. they are
exposed 10 wind. The lumber DOL Increase Is 1.33, and the plate grip increase Is 1.33 .
3) This truss has been designed for a 10,0 psf bottom chord live load nonconcurrent with sny other live loads per
Table No. 16-B, UBC,97, '
4) Provide mechanical connedion (by others) of lruss to bearing plate capable of withstanding 79 Ib uplift at joint
B, 62 Ib uplift at joint D and 36 Ib uplift al joint F.
5) This Iruss has been designed with ANSIITP11-1995 chleria,
. "
LOAD CASEIS) Standard
.__._ .__ _"_..h
___. .__ h ____.. ..._
PLATES
MII20
GRIP
165/148
Weight: 50 Ib
I EXPIRES
.
.1
. /
, WARNING - VERIFY DESIGN PARAMflfRS AND READ AlL NOTES ON THIS AND TRUSS DRAWIN6 NOTES BEFORE ~E. " ~
D8!0"l va~d tor U;9 OnIvwllh M1Tok conneckws. ThIJ dO&Q1lJbasedonly UPOr'l pexcrnelers~, end" roronlndVldva bUIdIng Cormx::oenl to belt\$toled and IOOded
vqrlb:1ly. Applc:Jbiltyot dedgn poromehns end"proper I11cOlPQrOllonof CQmponent II tespontt:f.lty 01 bvlldlng de,sIg\er. not fMs d~nsr. ~ ~'J1lsfOf Iatercl
SlJPOOrt 01 IndMcual web metnb8l'1 ont(o Addllional ~~__,.._._, bracing to 11"ISlJ'8 S10bnny c:tumg coosln..K:llun IJ lhe> ",spoost;:itlIy cllhe erec1cx, Addlflonor ...__._.__._..f
bror:tng ollhe "'erol StrucllJ'oll the r$lpcmbillV ollhe buRd tJQ dea01ef. Fot oenerol gli:lCJnC& feQotdln-;;J "obrlcatlCln. quony coni'oI. daoQe. delivery. er9Cflon cn::l theTRY"''''co.
bracing. consu I ~T.aa Quofity Slondc/O, OSB.8Q Brach" Sped/f::anan. and HMl HonctUno ntoIlng and rtOClrtg Recommendation cvciIatm frOm TfUH PIote ",liMa. ,"'~
58JO'Onolnoom-e. Madison. W16J719. . . a.JRl11.OlNGSUPl'LYmc.
SEP 01 2004 4:29PM
HP LASERJET 3200
p.5
Toll'- ,'ru99 - - ITnIss Type
CASCADEA ,A2' J ROOF TRUSS
'"B ,russ l.",O" t:.ugene, uR"'97~UZ --_.~ __A,. --~.
'QIY - PlY--l-l1aYderi rCaseaoeh }(g06'lrSS---- -,
i
'1 1 I
: I (Optional)
.. 'SR,.i-Nov "10 "vu I MIIBK lnausmes, Inc. ~nf\ug "111;"1:"" ",VUl t'age 1
4,201
,,,"
J
~:!':~+__._ ___~1
1-0.0 4~9-1
r-'___1.~ll._. ._.~.._.. 10.2-'5.__..-____. 15-0-0
2-8-15 2-8.15 4-9~1
.16-0-0,
,
'-0-0
Scale .':35.9
oCx4 :=
~
~
o
/f1"--
G.OOr'l'T Bx8 -;. ./...>/r.....~ Bd ,..
4::-;/ 1- '~' "'~
A-O '" ./ ~< " r .J ~~G
-;::;-/' :- ", ,*.1 I E- I -, ~
, ~ -- '~:.J~/ ---.~
~ ;/6- IIII "ljL~]JIL::l~~1 U1L_ ~F G(t
V ~ MSH:;l9 MSH2S MSH29 TH028 ~ .
4x10 ~ J I 4x10 ~
')(16 II 12x12 ~ 4)(16 II
THD28
.. ..
. .
......
....
. .
......
. 00
.. .
... .
....
.
.
.
.....
....
. .
....
00
. . .4-9.'
.. . 4-9-'
.... ... ...
o t'1(lUt..~U\es~ ~ lt7.o--.)-~,u'l.alJJ. 1,rv-.)-~.v-,,-uJ--- - -. __.. _. wu._..~ - -.
----..-.,.-.... "'1'"' '"' ---. .
LQA!l~G (psn '.1 . ~ACING 2,0-0 CSI
TGIol.. 00 25.0 I -f'lates,lncreaseo 1..15 TC 0.41
TCI;l~ 7.0 I Lumber~' 1.15, BC 0,76
aCin.: . 0.0. -I Rep Stress Incr NO we 0.88
-.ee"'10.0 :." ooCOode ,I1BCI17/ANSI95
...... .'. ....._ l,.., _'_Wd'_~""_'
. ~~~RO 2 X 4 HF No,2
_.JT CHORD 2 X 6 DF SS
WEBS 2 X 4 HF Slud 'Except-
C-I 2 X 4 HF No.2. E-I 2 X 4 HF No.2
7-6-0
2--8.15
.--t-...
10~;)..4t
2-94
-+-____15-0-0
, 4-&-12
DEFL, in (Ioc) Vdefl I PLATES
Vert(LL) " -OJ17. J >999!' M1I20.,
VertfTL) -0.11 J >999 I
Horz(TL) 0,01 H nla I
1s1 LC LL Min Vdefl = 360 : Weight 60 Ib
.....__...,._____..._...____.....__._.._1...____.______.. _
BRACING
TOP CHORD ,Sheathed or 2-8c1 oc purtins, '
BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
--~----_. -- -- .--
______w._ _ _ _._
GRIP
,165/146
REACTIONS lib/size) B=34111O-5-6, F=-164/0,5,6, H=4346/0-5-6
Max Harz B=-27(load case 3)
Max UpllftF~~411(load case 6)
FORCES (lb) - Firsl Load Case Only
TOP CHORD A-B=16, B-C=-3693, C-D=-l72~ D-E~1727, E-F=966, F-G=16
BOT CHORD B-J=3463"I-J=3463. H-I=-866. "-H~666
WEBS C-J=2328. C-I~2510, D-I=1369, E-I=3122, E-H=-3421
.':""
'NOTES
1) This truss has been checked tor unbalanced loading conditions.
2)Thls truss has been designed for the wind loads generated by 80 mph winds at 25 ft ebove ground level, using ~<. ')
7,0 psI lop chord dead load and 6,0 psI bottom cnord dead loae, 100 mt from hurricane oceanllne, on an '\" "
occupency category I, condition I enclosed building, 01 dimensions 45 ft by 24 ft with exposure B ASCE 7-93 ~'- f;
per UBC97/ANSI95 It end verticals or can1ilevers exist, they are exposed 10 wind, II porches exist, they ere ".;J i' 8"'PE~' If}
exposed to wind_ The lumber DOL increase Is 1.33, and the plate grip increase is 1,33 LJ.
3) This truss has been desigred for a 10,0 psI bottom chord live load nonconcurrent with any other live loads per , ,
Table No, 16-B, UBG-97, G
4) ~rovide mechanical connection (by others) of truss 10 bearing plate capable 01 withstanding 3461b uplill aljoint ~6J"
5) This lruss has been designed with ANS1fTP11-1995 crileria. ' ~
6) Use USP MSH29 (With lOd nails into Girder & NA9D nails into Truss) or equivalent sp&red at 2-0-0 oc max.
starting a12-0-0 Irom the left end 10 5-11-0 10 connect truss(es) C (1 ply 2 X 4 HF) to lronl Ieee of bottom .r . 'V ,
chord,' - "l.. \N~v
7) Use USP THD26 (With 16d neUs inlo Girder & NA90 nails inlo Truss)'or equivalent spaced a12-0-O oc max. . PO
starting al 7,11-0 from the lell end to 9-11-0 to connecllruss(es) C (1 ply 2 X 4 HF) 10 Iront face of bottom
chord, .
8) Fill all nail holes where hanger is in contact with lumber,
, jEUl&$&~e;lllnd-'rd,
Ii>- / '
,~ WARNING - VERIFY OESIGN PARAMmRs AND READ ALL NOTIS ON TH~ANO TRUSS DRAWING N<,lTES BEfORf USE.
Desgn \lOrd lor U5.a nNy with MlTek com8dor1. Thl~ dMgn h bllS9d only upM DOInm9lflfS lhown end Is fOI' cr: hdIvIduoI butdInQ Compol"'ent 10 b9lrstolled ood looded
VOflicollv. ,Appfcobittty of deslqn paornettfS and proper lncor~otlon at colTlPOt'ent "'o~llty 01 bulIdtng' deIIgn<< - not truss delfgNl. Brae,"", IhO'NTl is for lateral
support 01 'ncIvtluol web m.ombel3 arty. AdOlrtonaf 1emporCly brOClng fa inUit SfOl:ll_ry durln~ COf'\\lIuct1or b lhe respomIbllly or r,eo 81SCtot AddIMond permanent
bfOClng or the 0Vflr0I! l1n..ctur61s lhe r8SD!l1fJblty of the b\AlOflg ~Q"er. Fa geneft:1 gu!Conce regQtlng (ctlltcoMol\ QJCJfllv centro!. Ilo/OCe. deIlvvtV. ervcnon cnj
l:.-odng. comull Qsr.as Qvality Slandard. OSB-89 BrocIng Specllcatlon. and HIS-ol HcrIdIinQ Indo.ng a'ld Brat:1ng ~orTfMndaflon crvolcble from TMI Act. hstttute.
563 O'Onol'tlo DrIve. MadISon WI 53719. .
I ExPIReS 12 /31 /0'],
}\V ij :l 1 LUUI
~
thlh"'u.s.:.CO.
. BUlLDINQ SUPPLY INC.
SEP 01 2004 4:2SPM
HP LASERJET 3200
p.6
JOD II russ .
CASCADE'A iA2 '
loe I russ d. eugene, UK l:;'/lfU"",
I russ I ype
ROOF TRUSS
i l.lty I ~Iy HaYDen (Gascaae ~ (9064) SS
'1 11
.. ,h' ,I, (optional)
~.20' ~rn S 1'101/.11) LV\JU IVIiTek Inausmes, inC. I"'n Aug;$l 11:~1:;';) ~UUl
t"'age L
;,.9AD eASElS) Standard
, ~egular: Lumber Increase=1.15, Plale Increase=1.15
, ;nilonn Loads (pll) "
J Vert A-D=-64,O, D-G=-64.0, B-H=-640A, F-H~20,O
. ..
.... . . .
. . ... .
...... 00 ..
.... . .
.... . . ......
. ....
. -.
. . .
.... ......
.. .
.. ., . . . . ..
. . . .. . . .
...... . .
.. .
.. . . .
. . . 00
...... .
,
00 .......
. . ..
....... . . . .
.. ... . .
..... . ...
-",.:..
.'
,
,i
~, .
..i.. WARNING - VERIFY DESIGN PARAMETERS AND READ ALL NOlES ON rHIS AND I1lIJSS DRAWING NOlES BEFORE USE.
Deslon void fa US9 criy with MJTek ccmo.:tors. INs de$IQn Is based ~ UPOn paromelen; shoNn. 0"'Id b for an IndvIducl b.Jt:Ingcomponent to b9 hstoled and Iocdltd
vettlcolly, App:lcobl&lyof dos!Qnparanolel1 endpoper ~.,..~'_ _... of __, ,__.."" II 'e5PO'\s1blltyotbddngdeslgnQl' -not Inm~. Braclng shown Is Ia lot9fol
support of hdvidIol \veb mlJfT1bet~ cnt,.. "ddlttonol ._u ',.._. _ bracing to INure $tabA1t dn1g condNCUon b Ihe r~31b.ly of the .'lK:lor. Addltloncd pttfmanenl
bracing of the 0l0'VrCIIf !lrvclUte 11 the res~ulblily 01 the b\Adhg dltslgner. for Qtnll!rcl gudanc:.rogardlng lat::1lcatlon. qudIty conh'Ol. Wfoge, deIlveIy. erection end
bracing. conlUlt QST.S8 Qucltly S1cn:tatd. OSB-a9 llrocIno Speclftccllon. and HB.QI HonClIlng l~tOJng ond Brochg IlltCorrmendollon c\,(Il::lb1e from flUB Plala lrufltule,
583 D'Onofrio Or;w. Madison. Wl5371IJ. . .
~
theTRUSSco.
So ButU'JIMG SUPPLY INC.
HP LASERJET3200
p.?
SEP 01 2004 4:29PM
JOO 2rus I russ I ype
CASCADE~I~E ROOF TRUSS
\:Il
I ne I russ licr.- tigene, UK tit 4UL 4.LU1
-- Uly ~ riayden Cascaae",1"( 1I111LJ~~
1 1
(opllonal)
~t(l s NOV 1b LULU MlleK InauSlnes, inC. ,vlon Uet Lb 10:10:lJ LUUL
t'ageL
lTES
,>rovlde mechanical connection (by others) of truss to bearing plate capable of withstanding 4 Ib uplift at joint B, 4 Ib uplift al joint P, ,
4 Ib uplift at joint AB, 13 Ib uplift at Joint Y, 13 Ib uplift al joint V and 4 Ib upllfl at joinl S.
8) This truss has been designed with ANSlfTPl 1-1995 criteria.
LOAD CASE(S) Standard
....
. .
......
....
.
.
.
....
.. ..
. .
......
..
. .
......
00
. .
...~..
.-~.....
, . .
:.....
,
. ..
.. .
... .
....
. .
....
.. ..
. .
......
..
. .
......
. ..
.. .
. .
.. .
. ..
. ..
.. .
. ..
. .. . G '7
.. l"t-M ____,
:.~.() ~'fryIl6~
I .@J
--'
seeS "'J~\
o e.. . 3 fl-'C) rAUb
.<:{I)
C> v '1 () 'F C) (i./f) t:l
-
A, WARNING - VERIFY DESIGN PAIlAMm~S AND READ AU NOTES ON THIS AND TIlUSS DRAWING NOTES BEFORE USE. , ~
DMgn vdId I!)l' t.F9 onIv with ldTek CCI'\'ecfon, " this de$lglIs bosCld oriy upon porcm.lclll UlOwn, and r. fClalncl.tlduclllJlJldlnQ __.._*.....110 be hu1a!1ec" ondloodod
vlllft1caly. ~cabl&ly of d~ poromcJtM CI"ld.pt'oper ncolpOfotlon af ccmpon.nl15 r"'p~1y of b.Adlr:g desq.er. not trws deSigner. Iln;d-1g Ihown b for lateral
support ollndlvlctJot web membera on y. I\ddII'Iord f.mpolOl'Y l:lrOCrg to Insure slaMity during corntrvcnon llltlellll$p(ll"6lbjUy of llla erector. AddInoncl permanent
broclnQ 01100 overall st'fUCtufO IS the relponslllny of the b..CICIng designer. For generol Qlldonce regotdIrQ foM:::otlon. QUOIlty conltoL 5Iorage. dslvery. $fecflon and th
bmdng. cOfl!ull Q5f:38 QJOIIy StC7ldOtd. DS1W19 Broehg Spedrlcollon. crd HB.Ql Handing I"lSTallng one Bradng :.. ~~ __ _ _. :.'::.' __ CNtlIIct:lIe from 1~ Plate Instltute. e .IJ1LU.)I,)CO.
5830'Onoh1oDM.MadllOn.'M5371~, . &BtlILDINQS'UPl'Ll'lNc.
SEP 01 2004 4:2~PM
HP LASER JET 3200
p.8
,JOO . I russ
I russ ~
ROOF TRUSS
Uty "'Y yoen \~ascaoe,41 (~\lwJ JVV
. .'
10 '),' "
10etional1 '
~K1SI'IOVlb"'UUu VllleK nausmeS,mc. vveOJun "I.,j 11;4:>;10 ",UUl
"age~'
CAsCADE/\ i B
I ne I russ ,":--0., I:.ugene, ut( t:l/4U;t"
4..i:v-t
-1-()'()
"-0-0'
6-3,10'
6-3.10
1:>40
3-8-6
13.8-6
'3-8-8
20-0-0,
6-3-10
?,.0-q
1.0.;)'
./
Seato-1:.
1
,
04;1';4 =
6,00 rrr
3
~B~
~l' c::iL
H
3)(10,:::
F
" G~
i~~
1().().()
1().()-()
2l>-().()
1l>-()'()
=
LOADING (p.1)
TCll - 25.0
TCDl 7.0
BClL 0,0
seDL 8,0
SPACING 2-0-0
Plates Increase 1.15
Lumber Increase, '1.15
Rep Stre.. Incr YES:
Code UBC971ANSI9S
CSI
TC
BC
WB
0.41
0.95
0,31
DEFL in (lac)
Vert(ll) -0.27, B-H
Vert(TL), -0.49.. B-H
Horz(Tl) 0.03 F '
1.t LC LL Min' IIden = 360
Vdefl
,>878
>480"
nla
PLATES
, MII20
GRIP
185/148
. liMBER
'CHORD 2 X 4 HF NO.2
Jr CHORD 2 X 4 HF NO.2
i:BS 2 X 4T HFSPF SludlSTD
REACTIONS (Iblsize) B=860l0-5-8, F=8801O-5-8
Max Horz B=-34(1oad case 3)
Max UpllflB=-13,1(lOad case 5); F=-131 (load ca.e 5)
FORCES (Ib) - First load Ca.e Only
TOP CHORD A-B=14, B-C=-1102, C-D=-847, D-E=-847. E-F=-1102, F-G=14
BOT CHORD B-H=976, F-H=976
WEBS C,H=-282, D-H=513, E-H=-282
BRACING
TOP CHORD
BOT CHORD
... ..
...~.-
.... .....
Sheathedor4-11-1~,pcPlJftins. .....~ ........ )
Rigid ceiling direotly applied or 9-1-14 o.."acing.. .",
- ...... .. .
Weight: 68 Ib
00 .
.. .
. 00
......
. .
00
.
. .
. ..
.,- .
......
. .
00
00 .
.. .
. 00
......
. .
.. ..
NOTES
'1) Thl. truss has been ched<ed for unbalanced loading condillons. '
2) Thi. truss has been designed for the Wind loads generated by 80 mph winds at 25 It above ground level, using
7.0 psI top chord dead load and 7.0 psI baltom chord dead load. 100 mi from hurricane oceanllne. on an
occupancy category I. condition I enclosed building. of dimensions 45 fl by 24 It with exposure B ASCE 7-93
per UBC97/ANSI95If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are
expo.ed to wind. The lumber DOL Increase Is 1.33, and the plate grip increase is 1.33
3) This truss has bean designed for e 10,0 psf bottom chord live load nonconcurrent With any othar live load. per
Table No, 16-B, UBC-97.
4) Provide mechanical connection (by others) of lruss to bearing plate capabla of Withstanding 131 Ib uplift at Joint
, Band 131 Ib uplift a\joint F.
5) This truss has been designed With ANSIITPI 1-1995 criterle,
LOAD CASE{S) Standard
.. ....
. .
.. ..
....
. .
....
....
.
.
.
....
. ...
. ..
00 .
.. ......
. .~
. ...
.'
i2l3lro~
~J
.:. WARNING - VERIFY DESIGN PARAMETERS AND READ AU NOlES ON THIS AND TRUSS ORAWlNG NOlES BEFORE USE.,
Dl!Islgn VOid IC'l use only with Mlrok conr.eclora. '!his design Is basBd I'X~ upon poromal,1I1 noWl"l. end Is for an ;ndl\llc:tJa bundlng w~., ....., .... ,,' to be Inrtoled and Iooded
Vor1lcolty. AppIIcabliltv 01 dG1lgn POIQInQ!Ol'I O1d plOPQf lnccrporollon of component Is re~oonslb"lry al building deslgne' . not tn.Jstdoslgn.r. Brod'lg 1h0Wl'l1s fo! Iatr.rd
suppa" of l"dMduoJ web membel1 only. Addlllonollemporory brachQ to lmUI8 Slcbllty during constrvcflon Is the fesponslt)!llfy of the erector. Addlllonal permanent
bracing 01 the ovelo. mvclule Is the respon$lblllfY Of the bUPdlng d8S1gner. For gflnel'd auiclcnce regarding ICJbrlCotlOn, Quoll1y controL ltorage. delIVery. erect1Qn and
brodng. consul QST.aS Quollty Slcndord, DSB-89 Sraclng ~tlcollon, and HIB-91 Hordllng lns101l1ng and Bracing Recorrrnol'ldollo, avoftablcJ from TlUSl Plato Instlfute,
5S30'0n0l'rloDrl...e, Modl'Otl, W1~719. .
...i
.~
theTRUSSco.
. DUI1DDIQ SUPPLY UfC.
SEP 01 2004 4:2~PM
HP LASERJET 3200
p.9
JOO , ~- I russ I ype
CASCAD~ ROOF TRUSS
,ne ,russ ~O., l:ugene, VK ~(4UL ' , 4.LUl
Oly- l'r riayoen l,;ascaae' A \ ,,"", '<}::>::>
,11 ,
, ' (optionaQ
SKIS NOV lb LUUU MlleK mou~lr'es. inC. 1'I10n UCI.<o ,:>; ,:>;',,) LUlIL ...age',
;'.0.01
1-0-0
6-3-10
6-3-'0
10-0-0
3-6-6
" 13.U
3-6-6
20-0-0
6-3,'0
~'-O-~
1-0-0
Scele. 1:45.
3x5 =
B
I
~J Stud lS" O.C. From Left To Right
B,OO[rr j;;'" .....~, L
E F P"---l: 2-0-0' '""'t:;; M
A,' Y- ,,( J-W -,........ '.0
o E ( " ' I. I '1{',
~I;JG"'-: ,."
~[r 0'6
~C , 'B-;--~ + '" 1-:C--;~1 5
')('x'Y'XX>t-.N">/,.,~)<YY'0/:
... = Ad" 'I.tj tV. t y" , W V U j 1; R
j
p
'0-0-0
10-0-0
21l-0.4
11l-0.4
LOADING (psI)
TCLL 25.0
TCDL 8.0
BCLL 0.0
BCDL 7,0
SPACING 2-0-0
Plates Increase 1.15
Lumber Increase 1.15
Rep Stress Incr YES
Code UBC971ANSI95
CSI
TC 0.08
BC 0,04
WB 0.04
(Matrix)
DEFL in (Ioe)
Vert(LL) nla
Vert(TL) 0:00 A
Horz(TL) 0.00 P
1 st LC LL Min IIdefl = 360
IIdefl
nla
>999
nle
PLATES
MII20
GRIP
185/146
Weight: 91 Ib
LUMBER
mp CHORD 2 X 4 HF NO.2
::T CHORD 2 X4 HF NO.2
~HERS 2 X 4 HF Slud
BRACING
TOP CHORD
BOT CHORD
--.............-
. .
Sheathed! le-....~...- ...... . ......
Rigid ceiling diretl1y'applled or 1'Q.-~ oc1:ltae~.
...... ..
.
REACTIONS (Ib/size) B=185120,O-O, P=185flO-O-O, AC=189120-0-0, AB=74/20-0-0, AA=113120-0-0,
Z=108/20-O-0. Y=70/20-0-0, X=126/20-0-O, W=126120-0-0, V=70/20-0-0, . .
U=108l20-0-0, T=113flO-O-O, 5=74120-0-0, R=189/20-0-0 . 00' :
Max Horz B=-34(load cese 3)
Max UpliftB=-4(load case 5), P=-4(load case 5), AB=-4(load case 5), Y=-13(load caNISr,':
V=-13(load case 3), S=-4(load case 3) 00
Max Grav B=185(load case fl, P=185(load case 1), AC= 189(load case 6), AB=74(loa_ 00 00
case 6), AA=113(load case 1), Z=109(load case 6). Y=75Qoad case 6/, 00 . 00 .
X=126(load case 1). W=126(load case 1), V=75(1oad case 7), U=109( cad case
7), T=113(load case 1), S=74Qoad case '1). R=189Qoad case 7) ,
FORCES (Ib) - First Load Case Only
TOP CHORD A-B=28, B-C=-74, C-D=-61, D,E=-51. E-F=-53, F-G=-53, G-H=-41, H-I=.60, I-J=-60,
J-K=-41, K-L=-53, L-M=-53, M-N=-51 , N-Q=-61, O-P=-74, P-o=28
BOT CHORD B-AC=29, AB-AC=29, AA-AB=29, Z-AA=29, Y-Z=29, X-Y=29, W-X=29. V-W=29, U-V=29,
T-U=29. S-T=29, R-S=29, P-R=29
WEBS C-AC=-149 O-AB=-65 E-AA=-93 F-Z=-89 G,Y=-61 H-X=-99 J,W=-99 K-V=-61
L-U=-89; M:T=-93, N-S=-65, O-R~-149' , . . .
00 .
.. .
. 00
......
. .
00
00 .
.. .
. 00
..... .
. .
.. ..
....
.
NOTES
1) This truss has been checked lor unbalanced loading conditions.
2) Truss designed for wind loads in the plane of the truss only. For studs exposed 10 wind (normal to
the face), see MiTek "Standard Gable End Detail"
3) All plates are 2x4 MII20 unless otherwise indicated.
4) Gable requires continuous bottom chord bearing.
5) Gable studs spa~d at 1-4-0 oc.
6) This truss has been designed for a 10.0 psI bottom cl10rel live load nonconcurrent with any other live
loads per Table No. 16-B, UBC-97., ' .
- ,nllnued on page 2
!EXPIRES: 12/31/02 f
OCT 3 0 2002
"
.u
A, WARN ING - VERIFY DE5IGN PARAMElERS AND iliAD ALL Nom ON THIS AND lRUSS DRAWING Nom BEfORE USE.
DNlgn valid for u:!e only 'NIth ttlTeI< con".cloq, lhb delQ-\ II based orIy upon" _ _ _' ~ ,JhOwn. and 11 fer onlnclvlduol bUl1Cfng ~_......_. ._. ,10 bolnstolleci ondlooded
verlIcoty. ^ppl coblllty Of dealgn pCIromel81'1 and prope'lncOfporollon of *_. __,-_. __ J II l!upon.bIlly O' blJlldng d-V- . not huq dNlg""f. Ilrodng V10wrm 1$ for lcJterOl
SlJppoll 01 hdIvkjJol web membet$ my. A.cIdlllord tempo/my 'orodng fa Inwre sloblUv dlr1ng coNtNctlon b !he ,esponslblDty of the erector. AddlUollol permanent
brocng 01 fhg ovarc11 &fructure Ii tho mtpl:)mlbOlty 01 t~ butkjl.,g dQdgrsr. For gGnerol QI.JIcXlnc::9 IQgord~ fabrlcallon. quallfV co'lttoL strJroge. dGllv9lY. Olectlcn ood
b,oc~. conslAt QST-88 0J01ity Slondcrd. 05B-89 Bl~hg SpeclnCOllon. and H1B.91 Hoodt'lg Mauro and Broclng Recommeroaflon ovdlciblo from TnJU Plot. nstIlut9,
~ O'Onolrlo Dr1Ye, ModISOI\ 'M 53710. .
~
theTRUSSco.
.II1JII.DING IUPPLT JNC.
I'
i
SEP 01 2004 4:~OPM
HP LASERJET 3200
p.l0
I Job
Ilruss
I russ I ype
FINK
l.lIY
17,
""y
Mayaen \,;escaae'1\'\ lVl ~"I~~
CASCADEA C
,ne I russ lAl., t:ugene. VK 1<f41u
loptlonall
4.2ul ~Kl s NOV ltl "lJUU M'I eK 1n0 JSlneS, inC. ~~, Jan 1 I ll:lll:"~ :.tuu~ ...age 1
)
-.'-<).P
1.<Hi
e.10-15
B.10-1S
,s-o-p
8-1-1
, I
23+1
8-1-'
3IHH)
IHO-15
Scale a 1:88.
4:l1B =
o
.."B~
~]~,
~)(B ==
I
3x4 =
H G
3x5= 3:c4=
6,OOrrr
~
e
~
10-2-3
10-2.3
...,ale Ul1Sets 1"-. Y J: ,,,:u-u-''',U-U-'',. ,t":u-u-,,,,u-u-",
19-9-13
9~7-9
30-P-O
'0-2,3
LOADING (pst)
TCll 25.0
TCDl 8.0
BCll 0.0
BCDl 7.0
SPACING 2-0-0
Plates Increase 1.15
lumber Increase 1.15
Rep Stress Incr YES
Code UBC97/ANSI95
CSI
TC 0.67
BC 0,69
WB 0,36
(Matrix)
DEFL In (Ioc)
Vert(ll) 0.30 F-G
Vert(TL) -0.47 F-G
Horz(TL) 0.08 F
1 sl lC Ll Min'Vdefl = 360
Vdefl
>999
>748
nle
PLATES
MII20
GRIP
165/148
BRACING
TOP CHORD
BOT CHORD
Weigh\: 107 Ib
.......
. .
.. . .
Shea1hed '..-:-. .:..... .......:-. .. . . . .
Rigid ceiling dlrj!ctly applied or 10-0-0 oc PreQpg,
... ..
... e.-
. 00
.....
.
.
----!'/IBER
Ii' CHORD 2 X 4 HF NO.2
)T CHORD 2 X 4 HF'No.2
WEBS 2 X 4T HFSPF Stud/STD
,
... ..
..... ...
.......
REACTIONS (Ib/size) F=1180/0-5-8. B=1264/0-5,8
, Max Horz B=63(load case 4) .
Max UpllftF=-15900ad case 5), B=-186(loao case 5)
FORCES (Ib) - First load Cese Only
TOP CHORD A-B=26. B-C=-2113, C-D=-1797, D-E=-1803, E-F=-2121
BOT CHORD 8-1=1618. H-1=1201. G-H=1201, F-G=1627
WEBS C-I=-452, 0-1=559, D-G=568, E-G=-457
NOTES
1) This truss hes been checked for unbalanced loading conditions. '
2) This truss has been designed for the wind loads genereted by 80 mph winds at 25 It above ground
level, using 7.0 psftop chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane
ocean line, on en ocCupancy category I. condition I enclosed building, of dimensions 45 It by 24 ft with
exposure B ASCE 7-93 per UBC97/ANSI95If end verticals or cantilevers exist, they are exposed to
. wind. If porches exisl. they are exposed to wind, The lumber DOL increase Is 1.33, and the plate griP.
increase is 1.33 '
3) This truss has been designed for a 10.0 psfbottom chord live load nonconcurrent with eny other live
loads per Table No. 16-B. UBC-97.
4} Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 159 Ib
uplift at joint F and 166 Ib uplift at joint B. '
5) This truss has been designed with ANSIfTPI1-1 995 criteria.
. .
. ..
00 .
00 .
.. .
. 00
..... .
. .
.. ..
......
. .
.. ..
....
. .
....
.....
. ..
00 .
....
.
.
.
....
......
'. .
00
......
. .
....
LOAD CASE(S) Standard
..l. WARNING - VERIFY DESIGN PARAMETERS AND READ ALL NOlES ON THIS AND fIlUSS DRAWING NOTES BEFORE WE. ;f1
D~Ulgn \lOUd for l.(lO only with f\.fITek connectonL lnb de:lgn b bo",o orIIy upon poranelell shown. one! Is for ol'llndMduol bUllCllrg component to bllnstolled ood Iooded
....rnCOl'f. AppllcO:)iRIy of destgn parcmel91J and propetlncorporotlOn of ........ ...."',..., .1 I! rG$lXlI'lSIbIIltvof buldlng de!ilonor. not trun ~Ignor. Brochg thown 11'01' lateral'
~~n Oot' ",.d.lvldud,"'''.b ~~b, 't~ onIV. Ad''''''bIi'OOdl, ;:..-:::.:.....' broclng to INure dobllty during construction Is the re~blllty or the GractOl', Addl1bn;d permOflEll'\t , "
'^" g .. o'roro , V...,""... S ,.8 rupon yo '''8 ,^",dhg designer. fO' gQn8lut guk;!OI1ce regarding fabllcollon. qJoRTycc:ntral, 'Iorogo. daDverv. erection and
brOClng~ conslJl QS1-88 QualIty S10nc::lord. DSB.39 &oclng Speclflcatlol\ end HJB-Ql Hondl/rg Instollng Md BlodnQ Rllcorrmendollon ovalable from Ttvu prate Irultlulo. the A ......,.,sCo.
5830'OOolrIo0,1'I8. Madllon. W'6J719. . . tJUIlJ)D<<J8UPPI.rUfC.
SEP 01 2004 4:30PM
HP LASER JET 3200
p. 11
JOO
I russ
IrUS5-rype--'.----- .
~.ny ,...IY
nayoenl.08scaoe"A"{1U32B)S::s
CASCADEA CF
FINK
Job Relerence (c>p'tlonall ' ,
0... JU S reo t LUU,) Mil e~ Ihausmes, me. \f{e(J May VI lU:Q4:11 ~uu,) t"sgel
5
I ne I russ liO., bumner VY1\ I t:ugene VI"(
,1.()..Q
./ 1-0-0
8-10.15
6-10..15
15-0-0
8-1-1
23-'-'
8-1-1
30-0-0
6-1~16
Scale II 1;58.e
4x8 :.
.
.
~
"
"
/...;::.......
600flT ~/ ,j
2~'" / wop~
3 ~ ,//
/~ ;;'~:~
/7 ~." ' #- -.
~~~ Rn'''~ __ 11
5x5 =
,
~.
\~
\& ?~'
\;. /
\'\ //
~',//
'-"~
RM
--~ ~~
5><5=
.u... =
11
31(.4=
.
3x5 :.
7
3x4 :-:
10-2.3
10-2-3
t"late..urlSit~~1 T}: L.t:U-.t......V-U-"'I.IO:U.L...q,U-y-.t1
19.9-13
9.7.9
30-0-0
10-2-3
SPACING 2-0-0
Plates Increase 1.15
Lumber Increase 1.15
Rep Stress Incr NO
Code UBC97/ANSI95
-"--I
CSI
TC 0.78 .
BC 0.87 ;
we 0.54
(Matrix)
DEFL
PLA res
MII20
GRIP
185/148
LOADING (psf)
TCLL ~5,O
TCDL 8,0
BeLL 0,0
BCDL 7,0
in (IDe) VdeO
Vert(LL\ 0.44 9-10 >815
Vert(TL -0.70 9-10 >505
Hocz(TL) 0,09 6 nlo
1st LC LL Min IldeO = 360
Weight 116 Ib
.....
. .
JBER
.' .,d. CHORD 2 X 4 HF No.2
n CHORD 2 X 4 HF No,2
.EBS 2 X 4 HFSPF SludlSTD
BRACING
TOP CHORD
BOT CHORD
. . .....
Sh thed~ .. .......
as ..... .
Rigid ceiling dire ed or 10-0-0 oc bracing. 00
Except:. ......
1 Rowatmidpt 9.10:.. .. ....
. 00
.............'"'
REACTIONS nb/slze) 6=127610-5-8, 2=1360/0-5-8
Max Horz 2=63(load case 4)
Max ,Uplift6~183(load case 5), 2=-210(1000 case 5)
FORCES (Ib) - First Load Case Only
TOP CHORD 1-2=26,2-3=-2319.3-4=-2004, 4,5=-2010, 5-6~2327
. BOT CHORD 2-11=2001,8-11=1401,7-8=1401,6-7=2010,,9-10=-77
WEBS 3-11=-447,10-11=548,4-10=670,4-9=660,7-9=558.5-7=-452
NOTES ' ,
1l Unbalanced rool live loads have been oonsidered for this design,
2 This truss has been designed lor the wind loads generatad by 80 moh wind. at 25 It above 'ground level. using
7.0 psI top chord dead load and 7.0 psI bottom chortl dead load, 100 ml from hurricane oceenllne. on an '
occupancy category I, condition I enclosed building, 01 dimensions 45 It by 24 It with exposure B ASCE 7-93
per UBC971ANSI95 II end verticals or cantilevers exist. they are exposed to wind. II porches exis~ they are
exposed \0 wind. The lumber DOL Increase Is 1,33, and the plate grip InClease is 1,33
.3) ThiS truss has been designed for a 10,0 psI bottom chortllive load nonconcurrent with any other live loads per
Table No. 16-8, UBC-97.
4) Provide mechanical connection (by others) of truss \0 beanng plate capabla 01 withstanding 183lb uplift atjolnl'
6 and 210 Ib uplift aljoint 2, ,
. .
. ..
00 .
.. .
.. .
. 00
......
. .
.. ..
......
. .
.. ..
....
. .
....
....
.
.
.
....
......
. .
00
toAD CASE(S) Standard
1) Regular; Lumbar Increase=1.15, Plale Increase=1.15
Uniform Loeds (pit)
. Vert: 2-6~14.0, 1-4~66,O, 4-6=-66.0. 9-10=-24,0
'~tION-DATE:: 12 131 I()4..J
MAY 0 7 2003
.' ,.J
,~.~. 1,11111, I II,iI 1.1 ,IIIII~.. .111...11...1....111 II . .11. I. I .~il~lIiii~I~III. llllllo.l: tll~...Wl!(~..IIa&i>l.....Ii:l-..."~II~illll~1 dli 1IiII........1....'"""*'~.ii.II.i__I.wi:.il.~_~'r~' ...,
,.,....'.L...L"---'
1., WARNING - VERIFY DESIGN p,t,RAMmRS ANa READ AU NOlliS ON TliIS AND TRUSS DRAWING NOTEllIlEfORE UsE.
Design vdId tor l.M criv wllh M1TBk CClI'nOCrocs. Ttb cJerII0111 based orly l4'Ol1lJOluIIlBlerasf'OWl\ and b tor en nolVidUl:j buldrQ COmponenlto be IrUtoled ond boded
vertically. ApplcabIDty or deSV'! porO'Tletel1 and pieper hc:(lrpoIolnn 01 c~.t Is I.....~, __..', or btA~ designer. not truss deslcner. Broci1g ~ iii for 101m
svpport or hclvtdJol webmomb8fl anI'f. Additional tomporory I:mcIng to Insure 5fablty dl.llng CONtNCncnls the responslbllly or Ite ervctor. Additlonal.....,.__......:
bJocIlQ ollha uVVlullall\x::tu:e II the re4JONlbRty of Ihe blAdng de$l~r. for g9n&rcl gtftdonce regordtr"Q fabrlcollon. qualtv control. llorage. deUwIV. erecllon end
aoclno. consul! QST.68 QuoIIfv Sfmdord. OSB-89 Broclng Speelncotlon. ond HB.91 H~ InstoD"Q end llIoc1ng ),.;. _". _ _ ,."_ .:klllon avdlablel from 1M3 Plate mstltute,
583 D'Onofrio ~,V'8. Modlslon. WI 53710.
,A
theuc.u~o.
. auIUJDfQ SUPPLY INC.
SEP 01 2004 4:30PM
HP LASER JET 3200
p.12
I:~SCADEA ~r1uss- ~::Type--- __u -----:ty~'y- (::::::Ilcascaoe;q 10132)S~
I ne I russ '"'0., t:ugene, UK ~(4U.l ,4,LU1 ::IKl S NOV 10 2UUU Mll,eK InOUStrles, Inc. rn Jan If 11:11l:L4LUU;' t-'age 1
J
+D-!J
;-0-0
6-10-15
6-10.15
15-0.0
8-'-1
23-1-1
&-1-1
3D-I>-D
6-10-15
3:1-o-p
1-0-0
Scale-1:69.
4xa =
o
..00 lIT
./
,~
/~
II '
1<-.--
F G
~~
....=
,
~
-
I~, I
'?A B/
~~;
....- .rx6;
J
3)(4 -::-
I H
3x5 = );(4 =
10-2-3 lB-9-13
10-2-3 9-7-9
""ale UnSelS IA. Y I: lD:U-lHL.U'V-LJ, 1l:::V-U'U,V-U-UJ, Ir:v-U-1.l.V-V-LI
30-0-0
10-2-3
LOADING (psI)
TCLL 25.0
TCDL 8.0
BCLL 0.0
BCDL 7.0
~ ='MBER
.l'P CHORD 2 X 4 HF NO.2
T CHORD 2 X 4 HF NO.2
WEBS 2 X 4T HFSPF StudlSTD
SPACING 2-0-0
Plates Increase 1.15
Lumber Increase 1.15
Rep Stress Incr YES
Code UBC97/ANSI95
CSI
TC 0.67
BC 0.67
WB 0.35
{Matrix}
DEFL In {Ioc}.
Vert{LL) 0.29 B-J
Vert(TL) -0.47 B-J
Horz(TL} 0.06 F
1 st LC LL Min Udefl = 360
IIdeft
, >999
>757
nla
PLATES
MII20
GRIP
1851148
BRACING
TOP CHORD
BOT CHORD
Weight: 1081b 00:".
.......!,.!...._.____ - __. - ----'...1......
. . .....
. . .. .......
Sheathed. I I ..,1 ~I'!'II~/~.I... .....
Rigid ceiling dllllctly applied or 10-0-0 oc,ll~lOipg.
... ..
... ..
. 00
REACTIONS {Ib/size} F=126310-~8, B= 126310-5-8
Max Horz B~50(load case 3}
Max UpliftF=-185{load case 5}. B~185(load case 5)
FORCES (I b) - First Load Case Only
TOP CHORD A-B=28. B-C=-2110. C-D=-1793, D-E=-1793, E,F~2110, F-G=28
BOT CHORD B-J=1815, I-J=1197, H-I=1197, F-H=1815
WEBS C-J=-451. D-J=559, D-H=559, E-H=-451
NOTES
1} This truss has been checkad for unbalanced loading condillons,
2} This truss has been designed far the, wind loads generated by 80 mph winds at 25 ft above ground
level, using 7.0 psf tap chard dead load and 7.0 psI bottom chord dead load, 100 mi from hurricane
oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 fl with
, exposure B ASCE 7-93 per UBC971ANSI95If end verticals or cantilevers axist, they are exposed to
. wind. If porches eldst. they are exposed to wind, The lumber DOL increase is 1.33. and the plate grip
Increase Is 1,33
3} This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live
loads per Table No. 16-B. UBC-97. '
41 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1851b
uplift at joint F and 185 Ib uplift at joint B. '
5) This truss has been designed with ANSlfTP11-1995 criteria,
. .
. ..
00 .
.. .
.. .
. 00
......
. .
.. ..
......
. .
.. ..
....
. .
....
....
.
.
.
....
.......
. .
00
LOAD CASE(S) Standard
r"~
i .
A. 'WARNING - VB1lFY DESIGN PARAMmRS AND l/EAD ....U NOm ON IHIS AND !RUSS DRAWING NOTES BEFORE USE.
Design voW lei use only wIlt1 MlTek CO"lretlQl1. lhIS ~ IS t:lOSed crtot upon pcrcmetell shOwn. lrId Is 101 0'1 rdvlwal bJJdIng componenl to be k'lS1a1ed a'ld loaded
ver>>colly. ," .....'~~_.... of design palometers end plOpftf IN:CIpOrotlon of component b '8$ponsfbllfy 01 bvlIdlng designer. not truss deslgner. E!mcIng shown II for IoterOI
C\tptlort ollndMdUOl web members o'1ly. Addllonol temPOla)' bla~ 10 Imure sfob!ltly dothg construcllon b the responsI:jlty of lhe Ufecto~ .4.ddillonol permanent
bll:lci1g of the cwerol s!ruefur. b the NSpomtbllly of tho bJldlng de:slgnet. FOl genera' gU:lonC8 legoldlng Icbr1co1fon. QJOUtY corheL storage. delivery. erecllon ond
broc:lng. cxnstAl, QST.88 Quarry Standard. DSB-89 810clng ~lflcollon. end 1-18-91 Hondllng lruldlng and Ilroclng Rvc.....~, "" ,_",,,,)0 ovdJobre from TlUIll P1a1e lns1ltule.
583 D'Ordljo Drive. Modlson. WI 53719. . . .
............ '-
~
theTRUSSco.
. BtJIlJ'JIHQ 1UPPLT1NC.
I'
I
SEP 01 2004 4:aIPM
HP LASERJET 3200
p.13
JoD
I russ
I russ I ype
FINK
tifY p~ ~ayden"a~l;iout! " \ ~~)L)"'O
CASCADEA CGE
I ne I russ 1,;0" lOugene, I,JK ~f4UL
',4.LUl
12 1
, (op.tlonal)
I:>Rl s I~OV 1 D ZOUU Mil eK Inousmes, inC. Mon UCI LO 10:10:10 :tOOL t'age 1 .
/
';'~
1-0-0
15.0-0
15-0-0
,.~".,~
30-0-0
15-0-0
Seal.. 1;88.
3x5=
"
~
~
"
K L ~,~N Stud 16" O.C. From Left To Right
.-~........ ~ 0
8.00 rrr I ".,-;;:1' 2-0-0 "~ P
H~ 1- , r~~a '\.
F",1I3 v: j i' N I G '-::,-"'S
I . < J oJ PI 0 --....:.::., T
E G "H,.L , I' a,cR.B -....::~
F'N I cJ S A V
CEO I 1 ~
t,AB -..8d.l-.-l L- -~o-,-,_J'l W :l
O~~^^~^X^A.~^AA^^^^^^^^^^^^ ^^^^^^^^^~^^A^^A^^^^~~ 0
~i& :;; - - AQ ~ - ~- -AN AM AI.. AK AJ A1AH AG MAEPD AC AB M Z Y X 3x& =
3,1(5 =
30-0.0
30-0,0
LOADING (pst)
TCLL 25.0
TCDL 8.0
BCLL 0,0
BCDL 7.0
SPACING 2-()'O
Plates Increase 1.15
Lumber Increase 1.15
Rep Stress Incr YES
Code UBC97/ANSI95
CSI
TC 0,13
BC 008
WB 0.11
(Matrix)
DEFL In (Ioc)
Vert(LL) nla
Vert(TL) 0.00 A
Horz(Tl) 0.00 W
1 st LC LL Min Udell = 360
Udell
nla
>999
n/a
PLATES
MII20
GRIP
1851148
Weight: 1671b
LUMBER
""lP CHORD 2 X 4 HF NO.2
;iT CHORD 2 X 4 HF NO.2
iHERS 2 X 4 HF Stud
BRACING
TOP CHORD
BOT CHORD
-..............-.-
. .
Sheathed s 0 D.If'I~ ~.... .....
Rigid ceiling dirl!l:tlyoapplied or ?Q-p-O oc~e~.
...... ..
--
.
REACTIONS (Ib/size) B=18213().O-O, AE=8/30-o-0, W=121/30,O-0, AQ=lB9/3o-0,O. AP=74/30-0,O.
AO=114/3o-0-0. AN=105/30-0-0, AM=107/30.o-0, AL=107/30-0-O, ..
AK=l 08/30-0'0, AJ=l 04/30-0-0, AI=59/3o-o-0. AH=117/30-o-0. AG=136/3tl-0-4l, .
AF=84/30-0-0. AD=104/30-o-0, AC=107/30-O-0, AB=107/30-o-0, AA=103/3o..\l-O,'
Z=124/30-o-0, Y=27/30-0-0, X=27713o-o-0 00: 00: '
Max Horz B=63(load case 4) ..
Max UpIiMP=-4(load case 4), AJ=-2(load case 5), AI=-14(load case 5), AF=-17(loelhfae:
5) , .. ..
Max GtavB=182(load case 1), AE=19(load case 2), W=121(1oad case 1), AQ=189(load
case 6), AP=74(load case 6), AO=114(load case 1), AN=105(foad case 1),
AM=l 07(load case 6). AL=107(1oad case 1). AK=1 06(load case 1), AJ=l D6(load
cese 6); AI=62(load cese 8). AH= 117(load cese 1), AG=138(load case 1).
AF=B8(1oad case 7), AD=104(load case 7). AC=107(load case 1). AB=107(load
case 7), AA=103(load case 1). Z=124(load case 1), Y=27(1oad case 7).
X=277(load case 7) ,
FORCES (lb) - First Load Cese Only
TOP CHORD A.B=28, B-C=-69, C-D=-56, D-E=-46, E-F=-47. F-G=-47, G-H=-47, H-I=-47, I-J=-48,
J-K=-46, K-L=-32, L-M=-56, M-N=-56, N-0=-42. 0-P=-47, P.Q=-47. Q-R=-47. R-S=-47.
S-T=-46, T-U=-40, U-V=-66, V-W=-74
~OT CHORD B,AQ=25. AP-AQ=25, AO,AP=25. AN-A0=25, AM-AN=25. AL-AM=25, AK-AL=25,
AJ-AK=25, AI,AJ=25, AH-AI=25, AG-AH=25, AF-AG=25, AE-AF=25, AD-AE=25,
AC-AD=25, AB-AC=25, AA-AB=25, Z-AA=25. Y-Z=25, X-Y=25, W-X=25
C-AQ=-149, D-AP=-65, E-AO=-92, F-AN=-87. G-AM=-66, H-AL=-6B, I-AK=-89, J-AJ=-84,
K-AI=-56, L.AH=-BB. N-AG=-110. 0-AF=-76, P-AD=-88, Q-AC=-88, R-A~B, S-AA=-87.
T-Z=-97, U-Y=-37, V-X=-204
.. .
.. .
. 00
......
. .
00
00 .
., .
. 00
......
. .
.. ..
I EXPIRES:
12f31/fYl. ) ,
WEBS
ocr 3 0 2002
'ntinued on page 2
I
:)."
.A 'WARNING - VERIFY DESI~N PA.QJoMIl51lS AND Il1iAI) AI.L HOllS ON TJ{IS ANt> TRUSS DRAWING 1'40"'5 BEFORE USE.
Dedg1 voIId'or um on~ with MT.k conn8CIors. ThIs d811gn II bcsod only upon porcrnolOI1 chawn. and Is for on hdW:hJaf bJldlng componGnIlo be rctcdGd end Iooded
'o'Crtlcoly. Ap;)lloobllly or d~ poranol811 end ~ IncapaUUCII of COf11POll:II'lt. '~lXlI"aIt.1IIIV or bukJng c*lgn.t. not Inm deslii1*. Bracing m-..vn II lor IoIEKOI
5141por1 ollncMduol web members only. Addl1lOl'\Clllef1lXll'Cl'f broCt'lg to 1nS\.I'e stol:jlty dul\rQ consttuc11on Is the ~bllily of the ereclor. .. ,~,.;.;::~,. ~_ permanent
braCIng of 1M O'Jel'allfruclLfe I1Itle res;:onslblty of the blJlI.jng deS%:lner. For Q90efd QUldonce I~nc lobrk::otlol\ quoDty coollct dorOO9. d91v9\., Clrgction and
bracIng. con.-Ul QST.Ba QuoUly Sloncard, 000.89 Ilrochg Spec ftcotlon. oncI H1a-!?1 Hnndlng tl"oIlng end Bro<:hg Recc. _.,:n avaiIcibht from TrussPlafe 1nsIil1.J1e.
583 D'~ OrNe. Madison. WI ~719,
'~
theTRUSSco.
a SOILDING SOPPLY INC.
SEP 01 2004 4:20PM
HI' LASERJET 3200
. p. 16
[JOb 1 Truss
ICASCADEC jBDM . '.
I ne I russ ~:: eugene, Ur\ ::f f4UL
Truss TYpe
BOSTON HIP .
rolY TPij THaYden t~scaaecJ\llOO4r ss- - ..--'
. I .
. 1 11 I .
1 . \ J \Optional) .
SRlSNOvl1r2UOUJIIIlleK. nausmeS,lnc. t'n""ug.,)" l"l:,)"!;.,xj.-ZOO'f-pagerJ
: <r20r
.)
I
F1~...._. _..__._ .. _ .__ 10-000_
1-0-0 1Q-O.O
"I', - .--.......---
20-0-0
10-0-0
: -~9:!l
1-0-0
SC:BIe .1:47.1
4x5
M
.;
J.
G
2)14 ,I ~ 2x4 II
/ />'0 H
6.DOrrr D /;:::~/ I -i < ,~
4x8= /"1 t'.................~ 4;w;B-
N "... /,/~". 1 .,, . ': '~~'" NO'''_
a~// I .....,~ G-L
C//...~ I I!\.t ,............ J
~.- . IT:j f"-- .----
/>/,:) "'-~.:~C-N' ,. 'g-t'" _e_ :.;~~;.....-':, I
// -- ~_ TT ~..-;--
lB' r:/-/ ---:,:~-~"..... .lL .-~/--:::...--
J ~~(~N~~~ ,~ N~~~--~?~:':"'~:~.~~~~~- ~--~~~
5x5~ 0 N
b4 II 3~
Nailed Naled
.
t
,'II>..
Illl_.
N.Dod
M
2X4 It
Nlliled
f---.- _______10-0-0 ",--,.1 ~-,
10-0.0 1 0-0-0
o;181e ':!.~,.,,-e)~ '~::~s.-0'2-0. V-V-41,Jc:.~:.~:I~~I"01' i~..:'1.:~:}.;1.5[\~~.!~-;':!l~;~,.~:= ~-:--- - -~.:.:::._-= .-~ ;.:.'=~ ..~~~;;~~,~.:_
LOADING (pst) : SPACING 2-0-0 CSI DEFL in (loc) Vdeft : PLATES GRIP
TCLL 25.0" Plates Increase 1.15 TC 0.96 Vert(LL) -0.15 N-o >999 i MII20 185/148
TCDL 8.0 Lumber Increese 1.15 BC 0.99 Vert(TL) -0.24 N-O >989 : .. :.. .
nr;LL 0.0 Rep Stress Incr NO WB 0.50 Horzm) 0.07 K. nla ;.... .....
)?L.. 7.0 Code~~~B~/~N~I~5..;. (Matnx) 1stLCLLMinVdefl=.~~ ~. W~lllht:93'e'.-::._. .0:..:
,IMBER BRACING ...... ..
. ,)1' CHORD 2 X 4 HF No.2 TOP CHORD Sheathed or 3-6-0 <JC.pu'rlins. Except: ..... .
BOT CHORD 2 X 4 HF No.2 2 Rows a11/3 pts C-J :.. ....
WEBS 2 X 4 HFSPF SludlSTD BOT CHORD Rigid ceiling direcUy aWlled or 10.0-0"", "racing.
OTHERS 2X4HFSPFSludlSTD .. ... ... .~:..:
... ... ....
. ..
---.-.-.1
REACTIONS (Ib/size) B=1372/0-5-8. K=1372/0-5-8
Max Horz B=35(load case 4)
Max UpllltB=-161(load case 5), K=-161(load case 5)
FORCES (Ib). First Load Case Only . .
.TOP CHORD A-B=29, B-C=-2503, C-D=-1317. D-G=-1246. G-H=-1246. H-J~1317. J-K~2503.K-L=29.
C-E=-840, E-F=-840, F-I=-840, I-J=-S4Q
BOT CHORD B-0=2150, N-0=2130. M-N=2130. K-M=2150
WEBS C-0=273. J-M=273. F-G=839. H-I~91. D-E~91. C-N=-l84. F.N=650. J-N=-184
......
. .
.. ..
....
. .
....
....
.
.
.
....
......
. .
..
. ...
. ..
.. .
......
. .
....
NOTES .
1) This truss has been ChecKed for unbalanced loading conditions.
2) This truss has been designed for the wind loads generated by 80 mph winds al25 It abpve ground level, using
8.0 psI top chord dead Ipad and 7.0 psI bottom chord dead load. 100 mi from hurricane ocear.line. on an
occupancy category I. condition I enclosed building. 01 dimensions 45 It by 24 ft with exposure B ASCE 7-93
. per UBC97/ANSI95If end verticals or cantlleve... exlsL they are exposed to wind. If porches exlsl they are
exposed to wind. The lumber DOL inc~'ease is 1.33, and the plate grip increase Is 1.33
3) Provide adequate drainage to prevent walar pondlng. .
4) This truss has been designed for a .10.0 psI bottom chord live load nonconcurrent wilh any other live loads per ~
. Table No. 16-B. UBC-97. .
5) Provide mechanlcai connection (by pthers) oltruss to bearing plate capable of with sian ding 1611b upllltatjoln1 ~ 6J
B and 161 Ib uplift at joint K. .'
6) This truss has been designed with ANSlfTPI 1-1995 criteria.
7) Design assumes 4x2 (ftat orientation) purtins at oc spacing indicated. fastened to truss TC w/2-10d nails. ;. <,,-,,""
8) "Nailed" Indicates 3-10d or 2-12d common wire toe-nails.' 01..0 POo,Jll ~
ll.UG :) 1 ?~PIRES 12/31/00).. J
LOAD CASEIS) Standard
~:tinued on page 2
A WARNING - VERIFY DESIGN PARAMEl'ERS AND READ ALLNClES ON nilS AND TRUSS DRAWING NotES BEFORE USE.
Design votd for use only with MlTek CClrY'IeCftn. TNs d~ Is based c:n'y t.pOO paromst9fl stK)y,f\, and Is f::ll' 00 Ir'\dMduOI ~ C:>l'ryponenl to be tmfo:1ed end IoCJ:ie'd
.."rtlcaJ..... AppI\cobIIlty 01 cIesiQn po,omefers and Plope, ncorporotlon of component Is .~__. .-"::"':::ty of buldhg designer - nollrus!. designer. BIOCng ShQ.....n ilIa lateral
support ollndMduol ...,gb mGlllb9l1 ~y. Additional talT(Jcrory brocing to InsUS9 ttobJify during cor&t/'Uctlan 15 fhG nuponsib~1ty of Ihe g/9clor. AddIIIa1aI permongnl
brochg 01 the cr."era! structure" the respond;JIIlty of 1heo bu~ dngner. For generol g.J1donce regarding lobrlcolbo. quolly<:onlrol, IfciroQu, dellve;y. erectlon and
tllocng. conSUl QST-88 Quotty Slondcrcl, 0S&-69 Blaclng Specincatlon. end HIB-91 ;oo1l1no lns10llhg and Bracing I\.....~.". ,,,........:00 QvoJob/e from Truss :J1Ot\!t Instltule.
583 D'OnoIrlc C.rfI,oe. Madison. WI 631"9.
~
theulI.u,.,sco.
.. BUILDING suppa INC.
SEP 01 2004 4:20PM
HI' LASERJET 3200
p.l?
!JUU. IruSS ,lru55lype 11...I1Y II""'Y .1t1ayaenl\Jas~oe\.tJ,~voqJ""
ICASCADEC J1 I ROOF TRUSS' . . 14 11 ' .
~-. .' ..---.----.-.-.-....-... 4'~~- J.. J(o~tionall.
I ne I russ ,-,0., l:.ugene, UN. ~{4V~ . . . . .,,"u I. . \)1"\1 5 I~O\J,O "UUv IVlI t eK mausmes, me. rn I-\ug .J I n :,)1 ;4..::' LUV'I
j
r-agef
.,
'}
1.-.-.---:l.Q:!....
1-0-0
-I
.1-10-3 _ .
1-10-3
1.1 t~4
. --~~ .
0-1-'
Scale ~ 1:9..4
~
.
c
~
/"/ /"
/'
.'
../' //'.
// ../
/ /"
........AOC /' ~
//-/"\:~L:<~_ B-O --------.-A\
. /\./'" F
/" ./ <;. ..-- -.-.-----.-.
~ ,/............/
, /" ,-<..... P
../ ........
/" ",:'--'"
/'" , ~
..... , ;<
.,/" L,C'~ .~~
3x. ~
6.oor1't'
.
.;
"I
A
]-..----.-----
1-11-4
1-11-4
._--- ._~ ....... -I
_. _.____0._ ._... _..,__. u__."
l"1.leUllsels0.J.y[rs-o:<-IU,U-l:OI__~=-'~'-:':'=_~'::":_::.":':::-'-'''- _ . .__"::~::":~":'_:"::':'~ .-:-": . _ _____ =~~~__.__'.~
.n_ r-" -- __.n'_ . -- ---.----. --- r----...--- - .. --.--- -- -----------1.-------.- --.
LOADING (ps~ I SPACING 2-0-0 CSI . DEFL in (loci Vdefl PLATES
TelL 25.0 ! Plates Increase 1.15 TC 0.25 i Vert(LL) 0.00 B-D >999 MII20
TCDL 8.0 Lumber Increase 1.15 BC 0.17 I Vert(TL) 0.04. B-C >534
"eLL 0.0 Rep Stress Incr YES WB 0.00 I Horz(TL) 0.00 nla
Dl 7.0 Code UBC971ANSI95 (Matrix) 1st LC LL Min Vdefi = 360
), .._..... . ._._._ _. _ ____ L .. _ _' _.. .....
. ;IvIBER' BRACING
jp CHORD 2 X 4 HF NO.2 TOP CHORD
~OT CHORD 2 X 4 HF NO.2 BOT CHORD
GRIP
185/148
REACTIONS (Ib/size) B=16310-5-8, D=51/Mechanical
Max Horz B=50(loed case 4)
Max UpliftB=-41(load case 4). 0=-22(load case 4i
FORCES (Ib) - First Load Case Only
- TOP CHoRD A-B=28, B-C~56
BOT CHORD B-D=O
. .... .
:. Wel,ht 613.. ..
'. . .. ......
". ...-.".-........ .-_. . .." .. '.- '.
...... ..
Sheathed or '-11-4~cpurlins. ". ......
Rigid ceiling directly applied or 10-<)00 oa braang. . .
... ..
. ..
.....
. .
.....
. .
. ..
.. .
.. .
.. .
. ..
......
. .
.. ..
......
. .
.. ..
....
. .
....
....
.
.
.
....
......
. .
..
"NOTES
1) This truss has been designed for the wind loads generated by 80 mph winds at 25 It above ground level. using
8.0 psI top chord dead load and 7.0 pBI bottom chord dead load. 100 mi from hurricane ocean line. on an
occupancy categpry I. conolUon I enClosed building. of dlmenslonB 45 It by 24 It with exposure B ASCE 7-93
per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are
exposed to wind. The lumbel DOL increase Is 1.33. and the plate grip increase is 1.33
2) This truss has been designed for a 10.0 psi bottpm chord live load nonconcurrent wtth any other live Jpads per
Table No. 16-B. UBC-97.
3) Reier 10 girder(s) lor truBS to truss connections.
~) Provide mechanical connecticn (by olhers) 01 truss to bearing plate capable of withstanding 411b uplift at jpint
. . Band 22 Ib uplift a1 joint D.
5) This truss has been designed with ANSlfTPJ 1-1995 critaria. .
1,0AD CASE(S) Standard
. ...
. ..
.. .
......
. .
....
....J
r- ~
A WARNING - VFRlFY DESIGN PARAMET1:RS AND READ ALL NO:O:~ ON THIS AND TRUSS DRAWING NOlES.BEfORE USE.
DeslgnYGId lor use Ot"ti wtth Mnst CC'Mecfcn. lhls deslgn IlbOsed onty upon.....................'s StlQYroT\ OI'IdtsfCt onhct-llckJol btJIdInO w."..... ._._ J 10 belnsfolledonclloooed
VSrlJcdly. App&cobllltvot design ...__........ J and propel' ncorpornt\On Of ......,'~....,..,.I is .4spomI::Cly 0' bu'1dir.g deSilJ"er. nottTtlss d99gnet. Bruclng stuwn b lor bterol
~pPOrI ot Ird-.idJoI wob memben only. Additional le~ bfochg to I~e slot:8ity ::Iu'1f'lQ corntT\.lcllon b the .mpcnslblDty 011he erector. AddBlonol permanenl
brOdng o' lhG overol slruct....e b II'l9 IOspoflslbllUy of 1he buIl=tlng designer. FOl generol gvldollce .ogording r'Jbflc:allon. Quollly 00'1101- sloroge. dellvel'\". eleclJon cmd
bmcIng. C<Jm'JlI QST-B8 QuoUy Stof'lCford OSB.8Q Bro::::ng Speolrlcal1on. ard Hl~l Hondfno;j ~11IaIng one Ilroc:hg ~omrn.ndc:rlIon crl'dlable from Tru5$ PIofe hfnute.
583 D'Onofllo Jrtve, MadISon. WI 537-19.
~.
"
theu;,vo)o)co.
&:IMLDING SVPPI.Y me.
SEP 01 2004 4:20PM
HI' LASERJET 3200
p.18
i Joe II russ i HUBS I ype
i CASCADEC I J4 i ROOF TRUSS
LTneTrUSSCii'.:'I=Ugene. u" "'"u~ L_ -.:-.....- -'-.-'--- ':4.20-r"
: Uty i f'ly Hayoen lL;.scaoe L;) \.U04) ""
. I 12 :1 . . .
! I \qptionall
,S"R'fSl'JO\J" It) LUUU MlleK nausmes, mc. tn Aug ..:11. l1;.H:4t,j ~u,.n
I
.1
I""sge "
'J
1-"
-'.0.0
----1--- .
1-0-0
.~.__._...~:.P~.
4-0-0
-...-. -...--.----{
Scale. 1:15.1
M
~
/~
/" ./
"'../ /r"/
y/
...//. //
,,/
/
6.00rr.r
.
i ,..//'
I 8//"
'I~' //~0/
A (/..// C2:9J' -..-,-.----.
v"'" k?:-~
311:<1 ;::;:
. ~ "e.:o-
--..J
p
LOADING (psI)
TCll 25.0
TCDL 8.0
BClL 0.0
BCDL 7.0
.SPACING 2-0-0
Plates Ir.crease 1.15
Lumber Increase 1.15
Rep Stress Incr YES
Code UBC97/ANSI95
!.___.._ ._..._.__.....4-0:!... __.......___u..., ......1
. _. _ ._. .'.'_. ___ _.__-,-_....._~_____..~.4-~~._..,..~ '::.._.. . ._..... . __ ________". ._.~.._____'_
_.._- ----------~---_..-.- - ------r--- -- -~.-_.---.----_._-_.-..
i
I
I
,
CSI
TC 0.19
BC 0.12
WB 0.00
(Matrix)
DEFL in (Ioc) I/deft
Vert(LL) -0.01 B-D >999
Vert(TL) -0.02 B-D >999
Horz(TL) -0.00 C nfa
1st lC Ll Mln Vdeft = 360
PLATES
M1I20
GRIP
185/148
-----,,-_..... ...
--..-....- ..
)V18ER
, .,0' CHORD 2 X 4 HF. No.2
IT CHORD 2 X 4 HF No.2
8RACING
TOP CHORD
BOT CHORD
Weight 11 Ib
. j .... ._-_.:..
. . .....
.. .. ......
Sheathed or 4-0-0 o~ p~dins. .....
Rigid ceiling directly aJlJl~"cI'or 10-1)-0 oc bracmg. ..
. . ......
... . ..
... ..
. ..
.....
. .
-...-.. .
.i
REAC'TlONS lib/size) C=103/Mechanical, 8=237/0-5-8, D=25!Mechanical
Mex Hprz B=55(load case 5)
Max Upli"C~14(load case 3), B=-34(load case 5). D=-8(load case 3)
Max GravC=103(load case 1), B=237(load case 1). D=62(load case 2)
- FORCES (Ib) - First Load ease Only
"TOP CHORD A-8=28, B-C=38
BOT CHORD B-D=O
lolOTES
1) This truss has been designed lpr the wind loads geneTllted by 80 mph winds at 25 ft above ground. level, using
8.0 psI lop chprd dead load end 7.0 psI bottcm chord deed load. 100 mi 'rom hurricane oceantine, on an .
occupancy category I. condition I enclosed building, of dimensions 45 It by 24 It with exposure B ASCE 7-93
per UBCS7fANSI95If end verticals or cantiievers exist, Ihey are exposed to wind. .If porches exisl. they are
exppsed tp wind.. The lumber DOL increase is 1.33, and the plate grip increase Is 1.33
2) This truss has been designed lor a 10.0 psfbottom chord live losd nonconcurrent with any other live loods per
Table No. 16.B. UBC-97.
3) Refer to girder(s) lor lru.slp lruss connections.
i) Provide mechamcal connection (by others) of truss 10 bearing plate capable olwilhstanding 14 Ib uplift aljoint
C, 34 Ib uplift at joint Band B Ib uplift at joint D.
5) This truss has been designed with.ANSlrrpI1-1995 criteria.
. .
. ..
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. ..
......
. .
.. ..
......
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..
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. .
.. .. .
....
. .
....
....
.
.
.
.....
. ...
. ..
.. .
......
. .
. ...
LOAD CASE(S) Standard
. .
\\J
VI.
AUG 3 ll001~
11:/'OII't:;S
) ~.., . -
'---I
r-
A ~ARNING - VERIFY DESIGN PARAMmRS AND READ AU, "IDlES ON THis ANO TRUSs ORAWlNG NOTES sEFORE USE. 4-
Da!llcn VOlId f:)rUJ9 orty with Ml1ek ConnectOII. Thll Cl911gn IS bosed ontv ~ poromfll8f1 shown. and biOI' an hCJMduol buildIng componsntto be hstdll!ld cn:llOaded .
VfI1flcoUy. ApoIlcabllly or dellgn..~. __ _. _ .__ and proper Inc~potottco of compcr.e,t b r9sponslblltyof bl/ldlng desfonet. nolllU$S deslgrter. Brochg shOwn Is lor lateral
wpport 01 1ndI...lducl web membell only. Addltlonal Ivmpo,-olY bfodng to Insure sl,bllly dUllno l:onstfuctlof"J1s 1he responslblly or ttlEl e'aclol. Adclllonol pefmanent
btCI:!ng of tho ovefcllllfuclure . the IQlpONIbllty or the t1V1dlnCl dewgner. For generol guldcmce legordlng lot::ricotlon. quality I:cntrol. atcroQl!I. delivery. erection ond th
blol:~. I:onsult QST.B8 Quality Slondad. DS8-6Q BroclngSpoclnc.otlon, end HlB-9\ H~dl\olg Instating cod &Qcng Re.......,,,,...,.......,loo avotIobre ffOm truu Plotllll1stttute, e... au...:ar.,)CO. .
5S3 D'Onolflo 0.1"8. MocfboI.... Wl5371lj1. . . DtJ[LDINQ SUPPLY ENe.
SEP 01 2004 4:2lPM
i
;' 00 I HUSS
i CASCADECI J4A .
j I ne I russ i.,,;o.~-Eugene. Ut\ ~/4U.t
f J 1'--'.',';;
HI' LASERJET 3~00
p.19
!rUSS Iype . iUty IPIY Hey~en (\;asca~e(.;1 (WUb'l) <><>
ROOF TRUSS' '. 14 11 .
. . . I \?ptional)
--- ~-_._,_.__.- .-4:20l--SR1 s Nov 10 200CfMlleK nausmes. inC. rn f\Ug'..)l ',1:.,,1:-.'" ~\!V-l
I
i
..,
ragel
._~__ ....___----.!:lP-3.. -. :._...____....._1_
1-'0-3
.... ._____ __.___ 4-0-0
2-1-13
.--.'--.--1
Scale It 1:9.4
.
.
~
~
A ,,,-/
f
6.00(""1'7
/~
/ A~
../"-
II ,/
,....-
"
a /
/// r~/L:: ----
/ .- I
,/
/'"' / ------"-_.._...,----~----._.,---_.__.-
- ./..x
,./ ~.
~/
/- "'-7
.".... X
/~._~
3"-4 =..
a.o
:~~~=~~ 1,
D
i- ---.----
4-0-0
._._...~_.,---
..to-o.!....u___..
.------.\
LOADING \e.f)
TCLL .,5.0
TCDL 8.0
BCLL 0.0
BCDL 7.0
_..=-===~"~'___--".==~~~O_'.I--===.-
SPACING 2-0-0 I CSI '1 DEFL in (lac) Vdefl
Plates Increase 1.15 I TC 0.12 Vert(LL) -0.01 B-D >999
Lumber Increase 1.15 . BC 0.12 Vert(TL) -0.02 B-D >999
Rep Stress Incr YES I WB 0.00 I HorziTL) -0.00 C nla
Code UBC97/~N~I.!l5_ L ~M~trix) H_ L_~st L~ ~L_Mln Vdeft = 360
...::-=~;~';:.::....C".------::.=:..:-=.":-.::~7 .::::...__. ,.--.
...__d._,._..,
.___.__h_._
PLATES
MI120
GRIP
165/148
MBER
,'- ./.j> CHORD 2 X 4 HF ND.2
)T CHORD 2 X 4 HF No.2
BRACING
TOP CHORD
BOT CHORD
. Weight: 9 Ib
.. i..... ......._ ."
. . .....
. !It .. ......
Sheathed or 4-0-0 oc ~un,"s. . . . . .
Rigid ceiling directl? ~~jlIllle or 10-0-0 oc bracmg. ..
. ......
... ..
... ..
. ..
.....
. .
.... ."... ...
REACTIONS (Ib/size) C=10/Mechanical. 8=18810-5-8, D=25lMechanical
Max Horz B'33(load case 5)
Max UpliltB=-43(load case 5). D=-8(1oad case 3)
Max GravC=11(lpad case 4), B=188(load case 1), D'62(load case 2)
FORCES lib) - First Load Case Only
TOP CHORD A-B=28. B-C"-43
BOT CHORD 6-0=0
. .
. ..
.. .
.. .
.. .
. ..
......
. .
.. ..
......
. .
..
......
. .
.. ..
....
. .
....
....
.
.
.
....
'NOTES
1) This truss has been designed lor the wind loads generated by 80 mph winds a125 It above ground level, using
8.0 psI Icp chord dead load and 7.0 psI bottom chord dead load. 100 mi from hurricane oceanline; on an
occupancy category I, conditipn I enclosed building, 01 dimensions 45 It by 24 It with exposure B ASCE 7-93
per UBC97/ANSI95II end verticals or cantilevers exist. they are exposed tD wind. If porches exist, they are
exposed to wind. The lumber DOL iQCfe8se is 1.33, and the plale grip increase is 1.33
2) This lruss has been designed lor a 10.0 psI bottDm chord live load nonconcurrent with any Dther live ioads per OF~
Table No. 16-B. UBC-97. .' l'
3) Reier to girder(s/ lor truss to truss connections. 1"7
4) P. rDvlde mechan cal connection (by others) 01 truss to bearing piate capable 01 w1thslandlng 43 Ib uplift aljoint ~~ ...", \ EO E- ~'?'
. Band 81b uplift at joint D. ,,~~ ~,' 2P'" \ -',~
.5) This lruss has been designed with ANSlfTP11-1995 crilel1a. <>.;,' <t 2, J
LOAD eASElS) Standard '(]\ ~ '
. .~OD1~
AUG 3 1 l. :;;--l
\.!:)(PIP.ES 12 131 /!}1-::-.J
. ...
. ..
.. .
......
. .
....
,--4
.'7
r
A WARNING - VERIFY OESIGN PAIlAMETERS ANP READ AIL NOTES ON lHlS AND TRUSS DRAWING NOTES BEFORE USE. ~
De$lg....vcld 10. use only with Mirek COI'Y19CtOll, lhls dlJ5Q'lls l:osed c:ny~onporometen shown. and ilfor on Individual buldlngc~nponentto be nta:led en.d IOOded
vertical.,.. ApplIcoblllly or design pOlameler; O1d proP'" Incolporallon Of OCIl\I)Cl"lenll$ respandb"fty of t.ul cfI'Ig deslgner - not tn.....6 de9gner. Broclr<l shown illor 1019101
rupporl ollndMduol web members only. Adcltlond tl!'mporcry bracing to Insule r.obUlty OUr1ng CONtrucMon IS the I'9JpOOslbHl1v of the ereclor. Addll1000l permanent
bloclng of lhe ove{olllhvctur~ Isrhe respons/t:flllY 01 theb.Jlld1ng designer. For gerelol guidance fegordlng lobrlcotlor\ quollty'control. S1'01Og9, dallve:y. 8!'8ctlon and th
blOClng. COfllyt QST-BB Quonty StClndord. D59-89 BracIng Spec",collon. and HIB-91 Hnnclllng Instonlng en:l 3Iodng I1ecommendQlIon ovoDoble from Truss Plote 'nslltuts. e.& "",""CO.
58J O'OnoMo QfIV8. MacJson. W1 ~719 .' . BUILDING StlPPL1'JNC.
.... .
JOO
Iruss
I russ I ype
FINK
I ne I russ t;o., t::ugene, U1{9/4u2
-'l.llY ...ry'- :iayaen cascade"A\lJ912)'SS'"---'
2 1
(optional) .
4.201 :;R'-s' NOV 10 :zo-orrwreiITnauslnes, inC. Mon UCt 2010:10:10 2UUl t-'agb
CASCADEA CGE
r
'H..P
i-o-o
15~0
15~O
30-0-0
15-0-0
Scale II: 1;1
3xS :::
"
~
"
M
~ 0 Stud 16" O.C. From LeI! To Right
6.00[T2' I ~.,:,. ~ '-', ~p
H ,>1'; "'--...:::,; Q
A-W -r- ~ " , N G ~ "M-v-s
F . I'K .J P,D '''~T
E . H "l . 0 J cR B ':'1..... u
c 0 E OF;NG'M .1 I. . SA1~1~V
B ;J, L w
~A c.: ;-ll4-...--.J..... -- .. , >--j--;--Wj>L, :1
o V .,::r::..^^^^^)..^,..K;.r,~~.~) -'..!~Y.~:',?;,2~ ./ ''^^^^^^^_,~ '~"-'-'''.'',,~^^A^^^A^^^^A_>\.l\::~ ~
,)1( - AQ AP AD AN AM AL "K AJ AJAH M; AFAEAD AC AB M Z V x ~ ::::
3><5=
f---
30.0..Q
30-0-0
lOADING (psf)
TClL 25_0
TCDL 8.0
BCLL 0.0
BCDl 7.0
SPACING 2-0-0 CSI DEFl in (Ioc) IIden PLATES GRIP
Plates Increase 1.15 TC 0.13 Vert(LL) nla nla M1I20 185/141
Lumber Increase 1.15 BC 0.08 Vert(Tl) 0.00 A >999
Rep Stress Incr YES we 0.11 Horz~L) 0.00 W . nla
Code UBC97/ANSI95 (Matrix) 1 st L LL Min IIdefi = 360 Weight: 167 Ib
---,...._- --- ,..----
LUMBER BRACING
-"'Jp CHORD 2 X 4 HF NO.2 . TOP CHORD Sheathed......" ..:.. .
. iT CHORD 2 X 4 HF NO.2 - BOT CHORD Rigid ceilinJ1l!lir~tly ap~U~ pt 10.().{)'~eracing.
l--CTHERS 2 X 4 HF Stud . . .. ......
.. ..
..~... ..
~EAC110NS (Ib/slze) B=182/30-0-0, AE=8/30-0-0. W=121/30-0-0, AQ=1B9/30-0.0, AP=74~0,0-D. ......
' AO=114/30-0-0, AN=105/30-0.0, AM=107/30-0-0, AL=107/30-0-0, .......
AK=108/30-0-0, AJ=104/30-o-.0. AI=59/30-0-0, AH=11713D-O-O, AG=13813D-o-O, :....
AF=84/30-o-0, AD=104/30.0-0. AC=107/30-0-0, AB=107/30.0-0. AA='1cr3/3tl.D-O,.. .
Z=124/30-D-0. Y=27/30-0-0, X=277/30..o..0 ... :....
Max Horz B=63(load case 4) . ......
Max UpIiItAP=-4(load case 4), AJ=-2(load case 5), AI=-14(load case 5), AF=-170oAr,j.cl!se
5) 8,o,~".
Max Gi'avB=1B2(load case 1), AE=19(load case 2); W=121(load case 1), AQ=1~l~~~
case 6), AP=74(load case 6), AO=114(load case 1), AN=1050oad case 1),
AM=1 07(load case 6), AL=107(1oad case 1), AK=1 08(load case 1), AJ=106(load
case 6), A/=62(load casa 6), AH=117(load case 1), AG=138(load case 1),
AF=8B(load case 7), AD=104(load case 7). AC=107(load case 1), AB=107(1oad
case 7). AA=103(load case 1), Z=124(load case 1), Y=27(load case 7),
X=27700ad case 7)
FORCES (Ib) - First Load Case Only .
TOP CHoRD A-B=28, B-C=-69, C..D=.56, D-E=-46, E.F=-47, F..G=-47, G-H=-47, H-I=-47, I-J=-48,
J-K=-46, K-L=-32, l-M=.56, M-N=.56, N.O=-42, O-P=-47, P-Q=.47, Q-R=-47, R-S=-47,
S.T=-4B, T-U=-40, U.V=.6B. V-W=-74
BOT CHORD B-AQ=25, Ap-AQ=25, AO.AP=25, AN-AO=25, AM-AN=25, AL.AM=25, AK.AL=25,
AJ-AK=25, AI.AJ=25, AH.AI=25, AG.AH=25, AF-AG=25, AE-AF=25, AD-AE=25,
AC-AD=25. AB-AC=25, AA-AB=25, Z~AA=25, Y.Z=25, X.Y=25, W-X=25
C-AQ=.149 D-AP=-65 E..AO=.92 F-AN=.87 G-AM=-88 H-AL=-8B I-AK=.89 J.AJ=-84
K-AI=.56, L~H=-88, N:AG=-110. O-AF=-76, P-AD=.88, Q.AC=-88, R.AB=.88: S-AA=-a7,
T-Z=-97, UCY=-37, V.X=-204
......
. .
.. ..
....
I EXPIRES:
12(31/02
WEBS
ocr 3 () 2002
'n1inuad on page 2
A WAI1NING - ~~ DESIGN ~;AMrnRS AND ROAD AU NOTES ON llilS AND TRUSS D;AWIN~ NOTES BEFORE USE,
I)eslgn vdid let 'JSe o~ wtth MlTelc cc.nt'J8::!ort, Thlsdeslgn Is XMd only upon poralT'9fQrs showr"\, ond Is to' on ndMduol buldlrg compooenl to bo 'NIolled CTld Ioadod
'.rtlcol~. Appllcob/tltyofdeslgn ..-_.... _.. and propor ",......t-""'.".,..,.ol c._.,.....~.u." Is r~u1bllfy 01 bI.oldina deugner -not lrua dGllgner. Bracing sho.....n 1a for 100erol
support ollndlvk:iJoI web members onl1'. Additional :_.. ..._. _ f brOChg to hsure ltob;lIty d~ng canilruc60n lis Ihe r9fpomlbllty ::lr Il1e lIJ1'eclor. Addlllonot permonenl
blueing o1lhe o....erall 51lUCtlJe Is ll'le re!pOOSibllly of Ihe bUIlding designer. Fc:r general guidance regarding lobrtco1ion. quality control. sforoge, de~\I9rIf,ereCflon and
brodng. COIU.JIl Q5J-B8 QUality StondClld. OSB-a9 Brcclng SDeclllcotion, and HIB-91 Handling Instollro CI'ld Brocln~ Recorrmendaion ::J\IoDable 1ram Trw Pbte InstItute.
SB3 D'Onofrio DrIve. Madisor\, WI 53719.
AI
theTRUSSco.
.. BUn.OIN'G SUPPLY INC.
fUG-31-2004 14:43 FROM:GENE STRINGFIELD 541~6B9-8266 TO:B953461 p.001~001.
~ 7~LbN/' GaraQe door header. non portal rmme. 12" overtlang l' roof I~b and gablA And tJuo wr;lght
I~ '. A~:r.'M_ 3 1/2" 12" CI
TJ_""'S.15S4rl"'NuInl>or;7l10200202, l( assic GJulam™ (24F -1.8E Framing OF)
'I'; 1 8tJ1J2004~~:2EI PM .
., l!n.~.V''''~n:l.15.:n THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN
CONTROLS FORTH!:! APPLICATION AND LOADS LISTED
Mom!>,r GlOp", Ol1z Root 91op.ofl2
1
All dlmon.lons ai-allOrlzontlll.
.16' lej"
'J~
1m
lOADSi
Analysis I. for Q Header (rr~$h Beam) Member. Trtbutary Load Wldll1: 2'
prtmary Load Group. Snow (psl): 25.0 Live 01115 % durnllon. 15.0 C'.d
Vertlesl Loads:
Typo Crass Uvo Dead l..ooatlon
Taper.alnl!\ Flporill.Op;, 0.0 Tp 0.0 20.0 To 60.0 0 To B' 10"
. .~.. ,"..
Tftpered1nln. Floor/'l!OO)' 0.0 To 0 n "^ 0 To 20.0 6' 10" To 18' 10"
..~... ~. ~~
.... ..
. . ......
....
,
Product D'ag~m fo Conceptual.
AppllcaUon
IIdde To
Adds To
Comment
SUPF'tl~ti:
. ..
o Input BeatlfBl, . :"flll1cal Reacflon. (Ibel Oofull
.... ,^,,~lh .L.angtfi - 1Il1elDaadlUpll1l1To"'l
1 ~~~~rumn ~.fia'.:1.50": .'424/631/0'105~
2' v!Q~'cOlumn 3lii" .1.50" . 421 r635/0/10Sa
.. .. .
.8oa T~ 2i'~r.:IFIER'S IbulIl1ERS GUIDE 1000detall(s): By Others
. .. ......
,- ~ICJI,I OONTROI!~_ . .
- - - - - .Me18lhbm .......Inn. .Control Control
..... ...,.....
8heal'(I!>o~.. -1036 _910. 6~79.
Moment (Fl-lbO) 4437 4437 19320
Live Load Delllln) 0.092 0.550
Total Load Defl (In) 0.2:)0 0.025
-Deflection Crltena: MINIMUM(LL:LJ:l60,TL:U240).
-Br,olng(Lu): All compression edgos (top and boItom) must bo broced at 14' 7" 0/0 unl... detailed olhelWl...
braclng I. reqUired to schlova 1l10mDer lllablltty. .
-DesIgn asaumen Adequate oontlnuoUl;[llateral support or the compression edgo,
Othor
By Othara None
6y others . None
Passed (15%)
Pa..ed (23%)
Passed (Ull99.)
Pa_d (U63l)
Loaellon
Rl end Span 1 under Snow lOading
MID Span 1 under Snow lo.dlng
MID Span 1 under Snow loadIng
MID Span 1 under Snow loading
ProfM\r attGOhment Bnd poeltlonlns of Internl
ADDlT\ON~OTES:
-IMPORT ANTI The snalyal. presented I. outpul from BOftware developed by TN. Joist (T J). T J warranta the alzlng of Its produots by this sortwBre will be
accompUshQd In accordance wllh TJ product design crlterf:l :md code RCCOpted desIgn valuen. Th~ 'peGlflo product applicatIon, Input deaign loads, and
stated dlmen.lons hlMl been pro'l/Ced by th. sollware lIOer. ThIB output has not been rolllewed by a T J Aosoclsto.
-Net all productA are rf!~dlly awllehlA. Check wfth y~ur Gupp!lCllr or T J tachnlcal reprecentAtlvt\ for product avallablllly.
.THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLYI PRODUCT SUBSTITUTION VOIDS THIS ANAL YllIS.
~^lIo';,Wlble streaF.'l De~lgn methodology wae Ut'ed tor Duildlng Coda use aMlyz1ng tho TJ.D1Gtrlbutlon product listed above,
-The onalygl; p("Ailented Is approprtate. for Ch~AaIC GluJam'n4 boam&!, by Weyertm.eu96r.
"ROJECT I"'FORMATION,.
H~Yden Homes
16' garngG door head~r, parallcl
to garage truss layoUf:.
OPERATOR INFORMATION:
Troy Lancnater
Ge... strtngn.ld Bulldln~ MAte,lal Co..
p.O. SO>( 2707
Eugene, OR A7402
Phone: 541-1389--801-4
Fax: : 541-659.6266
gGbmctroy@qw"'.net .
~
OP)'I'l<)hC 0 ano. t.y rr.Ull JO.tDt:, n Jli'C\~,t'/''''A\lIl/llr. BI1.1n""1I
LY411t'1l111l4t in II r,\lfll.tl'i'r.,d t.c:"dc1IlIn.r1r at TJ:'IHI .To1111;.
ll:l.lIoLo Qlll~/UI" 1/'1 /I t.cl!ld""'lllodc: of! If'1Y.,,t'hll.\l(l..~~
..
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 iines 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 1 8 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 requirements for an
additional story shall apply. ...... .....
.. . .
..
......
.....
. .
.....
......
.. .
..
,
: 2x SILL PLATE \
I ...
/PLlCE
12FT.MIN.~
...... - - - -
. ~ .. - - ,
. ......
.. r. . _.
n.. ..
. . ..
~ . ......
WHERE FOOTING SECTTaN :A'~S MoM~ 8 FT...... .
PROVIDE METAL TIE 16MN.1.5 BY'lI Fr.IIIIN.. EACH....
SIDE OF SPLICE W/8-16d eQ~1II0N NAILS. .'
. .....
:t~"UTE ...... ....
.. .. . ~ .......
. . . .
.. .... ....
-- .
"
.,
...
..
:
II
",.
:-i~.",
:: A ~ 2x CRIPPLE
e ;," '; STUD WALL
"
tl~,_
"
"
"
..
1/
e;'
I'
c::' .
...
CONCRETE __
STEPPED ~
FOOTING
"
"
"
"
'1//\""1/1\\'""/// \W'/I
,\\~
\~I
\)~/'
\)'),
FOOTING SECTION 'A'
'11/\\'''111 \\'''iN \\\HIII \\'''1//\\'''///,
\\\'
. :11.
"." . \)'),
· . . - 'I '11/\'.....'.'/1/'\.''''111 \W
For 51: 1 inch :;a 25.4 rom, 1 (oot . 304.8 mm.
Note' Whe", rooting Section "A" is I... dw1 8 r.."lon8 in a 25 r..,tlOW 1en2th wall. oro~i~ cripple ,rod wall.
FIGURE R602.11.3
TEPPED FOUNDATION CONSTRUCTION