HomeMy WebLinkAboutMiscellaneous Plans 2005-3-9
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CITY OF SPRINGFIELD
Development Services D,,~...;"'ent
Building Safety Division
Residential Plan Review
JOB ADDRESS:
OWNER:1l0~dl2. ~ylevC.-t,
CITY JOB#: C ovt 1JJOt?~ ~ "DC}
PHONE:
CONTRACTOR:
PHONE:
Items listed below (if any) and those marked in red directly on the ~~>u led permit
. docUments are incorporated into this project in addition to any req~ents appearing on
the construction plans and the City standard document entitled "Single Family and Duplex
Construction Most Commonly Missed Items". A. uuu"""u~ding numbyr is marked on your
plans for any items listed.below where applicable. -. .
All references are to the 2000 Oregon S~ One and Two Family Dwelling Specialty Code,
(1998 International One and Two Family Dwelling Code as amended by the State of
Oregon unless. noted otherwise. A copy of this code may be obtained from the Building
TechBookstore, Inc., 8020 S.W. Cinus Dr. Beaverton, Oregon 974008-5986
Your signature on the Building Permit is an a,;,.,^,~ent that all items will be installed or
corrected, and that all work on this . project will comply with applicable codes.
ISSUANCE OR GRANTING OF A PERMIT OR AFPROV AL OF PLANS,
SPECIFICATIONS AND OTHER DATA SHALL NOT BE CONSTRUED TO BE A
PERMIT FOR, OR AFPROV AL OF, ANY VIOLATION OF ANY OF THE BUILDING
SAFETY CODES' OR OF ANY OTHER ORDINANCE' OF THE CITY OF
SPRINGFIELD.
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.COMMUNiTY
DEVELOPMENT
PARTNERS'
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RESIDENTIAL CONSTRUCTION REQUIREMENTS CHECKLIST
These regulations shall be incorporated into this project in addition to any requirements appearing on the construction plans.
Circled regulations are of significant importance. The approval of plans and specifications does not pennit the
violation of any section of the building code or other city ordinance or state law. .. .
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References are to the State of Oregon 1 & 2 Family Dwelling Specialty Code which is based on the 2000 IR~ as
adopted & amended April 1 , 2003, unless noted otherwise.
BUILDING PLANNING
5.
R106.3.1 Approved plans and construction documents shall be kept on the job-site at all times.
R109.1.6 A final inspection shall be requested once all work and corrections have been made - prior to occupancy.
R105.2 and NEC Permits for all electrical work shall be obtained at C \ T'-/
DOC-PS-20 All framing lumber is assumed #2 grade Douglas Fir or equivalent unless otherwise noted (except studs
and plates). All siding and other manufactured wood products shall comply with the manufacturer's .
installation requirements and must be used only according to their listing. Inspector must be provided with
installation instructions at time of framing and final inspection.
R303.1 Provide glazed area not less than 8% of the floor area of habitable rooms; 4% of required area shall be
. openable.
R303.3 Bathrooms, water closet compartments, and similar rooms shall have a minimum window of 3 sq. fl - Y. of
which must be openable; or provide an exhaust fan to the outside. Rooms 75 sq. fl. or less shall have a minimum
exhaust rate of 50 CFM. Rooms greater than 75 'sq. fl. shall have an air change every 12 minutes or 20 CFM
minimum.
6.
R304 Minimum room areas: Every dwelling shall have one habitable room not less that 120 sq. fl. with a kitchen not
less than 50 sq. fl. Other rooms shall have an area of not less than 70 sq. fl. No habitable rooms except kitchens
may have a dimension less than 7'.
R305 Habitable rooms, hallways, bathrooms, laundry rooms, and basements shall have a ceiling height of not less
than 7', - (Consult inspector for exceptions.)
R307.1 Bathroom fixtures shall have the following clearances: Water Closet - 21" in front and 30' wide with a
minimum 15' to sidewall or tub; Lavatorv - 4' clear at side and 21' at front; Showers shall be a minimum of 30' x 30'
with 24" minimum clearance in front; Tubs. minimum 24' clear at open side.
10. R308.4 Provide safety, tempered, or shatterproof glazing in speCified hazardous locations. . (Consult inspector as
needed.)
7.
8.
11. R309.1 Openings from a garage directly into a room used for sleeping purposes shall not be permitted.
2465 Corra( Drive" SprinqfiefJ, Ore9on 97471 t Office: (541) 746-5484 " fax: (541) 746-5431
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13. R309.4 Carports shall be open on at least two sides - otherwise it shall be considered a garage.
@ R310 Sleeping rooms and basements with habitable space shall have at least one emergency escape and rescue
window or exterior door. Egress windows shall have a maximum sill height of 44' above the floor; have a minimum
net clear opening of 5.7 sq. ft. (5 sq. ft. at grade level); a minimum clear height of 22' and a minimum clear width of
20'.
@ R312 There shall be a floor or landing at the top and bottom of each stairway. The required landing on the interior
side of exterior doors shall not be more than 1 %' below the threshold. The exterior landing at required exits shall not
be less than 8' below the threshold with a landing the width of the door or stairway and 36' in the travel direction. If
the door swings out, the landing shall not be lower that lW below the threshold.
R314.1 Stairways shall be a minimum of 36' in width above the handrail and have a clear width of 31%' at and
below the handrail. Handrails shall not project more than 4W into the required width; headroom shall not be less
than 6'-8"; maximum riser height is 8' and the minimum run is 9'; the greatest riser height or tread depth shall not
exceed the smallest by more than 3/8'; the greatest nosing projection shall not exceed the smallest by more than 3/8'
including floors and landings; risers/steps shall not be less than 4'. Enclosed useable space under stairs shall-be :
sheathed with minimum %' sheetrock. ---------
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17. '. R314.4. 314.5. & 314.6 Winders, spirals and circular stairs have very specific requirements. (See attached detail)
@) R315.1 & 315.2 Handrails shall be mounted between 30' and 38' above the nosing of the treads on at least one-..
side of all stairways with four or more risers. Handrails shall have a cross section not less than 1 y.' nor more than 2
5/8" and shall be continuous the full length of stairways from a point directly above the top riser to a point directly -
above the lowest riser. Edges shall have a minimum 1/8" ea~ed edge. -
@) R316 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 omamental 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).
R317 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. lonlzatlon type alarms shall not be
horizontally closer than 3 ' to a kitchen door, bathroom door containing a tub or shower, or the supply register of an
HVAC system. - (Consult insP!lctor regarding alterations, repairs. and additions per 317.1.1).
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R321.1 & 321.1.1 T we-family dwelling units shall be completely separated by walVfloor assemblies of l-hour fire-
resistive construction including supporting construction. Fire-walls shall extend to the underside of roof sheathing.
Sound transmission control shall be per appendix K. - (See attached details.)
22. R321.2 "Townhouses' shall be considered separate buildings and shall be separated by two 1.hour fire-rated wall
assemblies (see Section 302) extending from the foundation to a point 30' above the roof surfaces. A common 2-
hour fire-rated wall is permitted if it does not contain plumbing or mechanical equipment. Ducts or vents are not
allowed within a common 2-hr. wall cavity. - (Consult inspector for other options and/or see attachments.)
@ R321.3.1 & 321.3.2 Through penetrations of fire-walls shall be protected by an approved fire stop system. Steel
electrical boxes not exceeding 16 sq. inches or 100 sq. inches in any 100 sq. ft. of wall shall be separated by a
horizontal distance of not less than 24'; a distance not less than the depth of the wall cavity when filled with insulation;
or molded fire blocking. 2-hour rated electrical boxes shall be installed per listing.
@ R323 Protection against decay shall be as follows: (A) Ensure minimum 18" and 12" to bottom of wood joists
and girders respectfully; iB) Provide pressure treated wood at sill plates that rest on masonry or concrete exterior
walls; (C) Sills and sleepers on concrete or masonry slabs in direct contact with the ground shall be pressure treated
unless separate from slab by an approved impervious moisture barrier; (0) Ensure a minimum of %' airspace at tops,
sides, and ends of girders entering concrete or masonry walls; (E) Maintain a minimum of 6" clearance to grade for
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untreated siding, sheathing, or wall framing; (F) Wood structural members supporting concrete garage slabs shall be
pressure treated unless separated with an impervious membrane. '
R323.1.2 Structural building supports, balconies, decks, and porches exposed to the weather shall be pressure
treated or wood naturally resistant to decay.
R323.1.3 Posts and columns embedded in concrete or in contact with the ground shall be pressure treated and
labeled for ground contact.
R301.2.4 & 327 Comply with flood resistant construction as required. (Consult Inspector)
FOUNDATIONS
R401.3 Slope grade away from the foundation a minimum of 6' within the 1st 10' - or other approved methods
R401.4 Areas likely to have expansive, compressible, shifting, or other unknown soil conditions may require a soils
test by an approved agency. Recording and documenting shall be per ORS 455,440,
R403.1.1 & Table 403.1 Footings, and stem walls shall be as follows: 1-story = 12' wide 6" thick (6' thick foundation
wall); 2-story = 15" wide 7' thick (8" thick foundation wall); J.story = 18' wide 8' thick (10" thick foundation wall). All
continuous and isolated pad footings located outside the foundation wall shall extend below the frost line.
R403.1.7 Provide approved rebar system for electrical grounding in footings.
R403.1.8 Install W diameter anchor bolts embedded a minimum of 7' intI) concrete or masonry at 6' on center
maximum including interior braced wall lines. Two bolts are required for,each'plate and must be located within 12'
from ends. In seismic design category D2, a 2" x 2" square or 2%" diameter x 3/16" thick plate washers are required.
Anchor bolt spacing for 2-story structures in 02 shall be at maximum 4' on center.
33. R405 An approved drainage system shall be provided around concrete or masonry foundations retaining earth and
enclosing habitable or useable space.
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34. R406 Foundations enclosing habitable or useable space shall be damp-proofed in an approved manner. Areas with
a high water table or severe soil-water conditions shall be water-proofed.
35. R408 Provide underfloor ventilation at 1 sq. ft.l1500 sq. ft. of underfloor space. Minimum openings shall be within 3'
of each comer and shall provide cross ventilation.
36. R408.3 A minimum 18' x 24' unobstructed access opening shall be provided to all underfloor spaces.
FLOORS
37. R502.4 Joists parallel and under bearing partitions shall be doubled. or provide a beam/girder of adequate size.
38. R502.6 Ends of joists, beams and girders shall have not less than 1 W bearing on wood and a minimum of 3' bearing
on concrete/masonry. Joists meeting over a bearing support shall lap 3' minimum and be nailed with three 10d nails.
39. R502.8 Drilling and notching of joists and beams shall not exceed attached detail sheet. Engineered products shall
not exceed manufacturers limitations.
R506 Concrete slab-onilround floors shall be a min of 3%' thick; placed on a minimum 4" base course of sandor
gravel, under 6 mil black polyethylene sheeting, lapped 12" at joints. or an approved equal. Consult inspector for
exceptions.
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WALL CONSTRUCTION
41. R602.3.2 & 602.11.2 Double top plates shall be offset at splices a minimum of 24' and nailed with eight 16d nails (4
per side). Top plates in braced wall lines shall have a minimum sixteen 16d (8 per side).
42 R602.6 Notching of exterior or bearing walls shall not exceed 25% of its width; non-bearing walls may be notched a
maximum of 40%; drilled or bored holes in any stud may be a maximum of 40% of its width. The hole shall not be
closer than 5/8' to edges.
43. R602.6.1 Notching of top plates in exterior or bearing walls greater than 50% requires a minimum 1 Yo' 16 gauge steel
splice across notch and nailed per listing.
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R602.8 & 602.8.1 Provide fire blocking as required. Materials may be l' nominal solid wood; W sheathing; 1/2'
sheetrock; or unfaced securely packed insulation extending 8" above and below obstruction.
45. R602.9 Cripple walls supporting one floor may be 2 x 4 at 24' on center. Cripple walls greater than 4' high or
supporting more than one floor shall be minimum 2 x 6 at 16' on center. Cripple walls less than 14' at exterior walll!. '
or interior braced wall lines shall be sheathed on one side from top plate to bottom.
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R602.10 Ensure adequate lateral wall bracing as depicted on plans or as required. Seismic design categories 01.02
& high wind requirements shall also comply with section(s) (603.8.2) and (603.8.3). - (See attached details.)
WALL COVERING
47. R703.2 Weather-resistant asphalt-saturated felt or other approved membrane materials, free from holes and breaks,
shall be applied over exterior wall studs or sheathing. Felt shall be applied horizontally. The upper layer lapped over
lower layer a minimum of 2'. End laps (vertical joints) shall be minimum 6".
48. R703.7.4 Masonry veneer shall be laid up with a continuous #9ilauge horizontal wire at 18' on center vertically in
seismic categories 01 & 02. The wire shall be secured with approved metal ties spaced at 24' on center horizontally
and shall not support more than 2 sq. ft. . 3Y4 sq. ft. in category C. Additional ties shall be spaced at maximum 3' on
center around openings greater than 16'. Inspections are required for installations over 4' in height.
49 R703.8 Provide flashing above window and door openings, at horizontal to vertical intersections, and as noted on
plans.
ROOF,CEILlNG CONSTRUCTION
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R802.10.1 Wood trusses shall be designed, manufactured, and installed, to comply with approved standards.
Complete truss specifications shall be provided at time of delivery and remain on the job-site with the approved plan
until final inspection, Approved truss tie-down devices shall be installed as required in Section (802.11), Brace gable
ends at flat studs exceeding 6' high.
G R806.1 Enclosed attics, to inClude rafter spaces at vaulted ceilings, shall have cross ventilation of a minimum of 1 sq.
V ft.l150 sq. ft. of attic area. l' sq. ft./300 sq. ft, is pennitted with the installation of a vapor 'barrier or ridge and eave
vents with an approximate ratio of 50/50.
(52\ R807 Provide a minimum 22 x 30 attic access opening in a readily accessible location such as hallways. A
"'-J minimum of 30' headroom is required at access.
@ R905.2.4 Install asphalt shingles in accordance with manufacturers instructions and this section.
54. R905.3 Install clay, concrete, or listed roofing products per manufacturers instructions - verify proper dead load.
55. R905.7 &905.8 Wood shingles/shakes shall be installed as approved. #1 grade is required except when taper sawn.
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CHIMNEY I FIREPLACE
56. The owner/general contractor may be required tol coordinate a,pre:conslruction meeting with the mason and building
inspector for the construction of new masonry firep~'(See attached details and code references.)
57. R1001.8 & 1001.9 Existing masonry fireplace,s.fitted with a listed/approved fuel-burning insert shall have the masonry
chimney relined with materials compatible,with the type of fuel utilized per manufacturers instructions. .'
58. R1002 & 1004 Wood stoves and~ry built chimneys and fireplaces shall be listed/approved and installed per
manufactures instructions. nstallation instructions shall be on job site.
59. R1005 Provide lent exterior air supply to ensure proper fuel combustion.
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ENERGY
N1104 All heated areas shall comply with one of the prescriptive paths ( l ) as designated in table Nll04.1 (1).
N1104.2.1 Provid~/install insulation baffles at eaves to maintain minimum l' clearance prior to framing inspection.
N1104.2.4 Recessed light fixtures installed in cavities separating heated and unheated areas shall be IC rated.
The trim piece shall be gasketed or caulked to prevent air leakage. The fixture shall also be rated for no more than
'two cubic feet air 'movement per minute' or be installed within an airtight box - (Consult inspector/see attached detail)
63. N1104.7 Slab-on-grade floors shall be provided with rigid R-15 insulation. - (See attached details.)
64, N1104.8.2 Caulk and seal alJioints and penelrationsin the exterior siding - including overdriven nails.
65, N1104.9.1 Approved vapor barriers shall be installed on the warm side of insulation as required,
66. N1104.9.2 Provide 6 mil black polyethylene ground cover lapped 12' at joints and extending 12' up foundation wall.
Conditioned slabs shall have the same or equal.
67. N11005.2 Heating ducts outside of the building envelope, including HVAC register boots, shall have minimum R-8
insulation.
MECHANICAL
68. M1305.1 Appliances shall be accessible for inspection, service, and replacement without altering permanent
construction. A 30' x 30' working space shall be provided at the control/service side. Attic installations shall be within
20' of attic access. A 24' wide catwalk shall be provided to the appliance as needed.
69, M1305.1.3.1 A light and electrical outlet shall be provided at each appliance. The operating switch shall be at the
access opening.
70. M1307 Appliances shall be Iistedllabeled and installed per manufacturers instructions, which shall be on job site.
M1307.3 Appliances located in garages shall have all sources of ignition located not less than 18' above the floor.
M1307.4 Fumace and water heaters installed in a garage/carport shall be protected from automobile impact by the
use of a minimum 2' diameter concrete filled steel pipe embedded 12' through the slab or equal. (See attached
detail.)
73. M1401.4 &1403.2 HVAC equipment installed outdoors shall be listed for exterior applications and installed on an
approved platform 3' above grade.
74. M1411.3 Condensate from appliances shall be piped to a conspicuous/approved location. An auxiliary drain pan
shall be provided where damage to any building component may occur.
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~ M1501 Clothes dryer ducts shall vent to the outdoors through rigid, smooth metal ducts. Joints shall be run in the
\J direction of flow. Ducts shall be provided with a back draft damper. Maximum length shall be 25'. Note that 2Yz' shall
be subtracted from the maximum length of 25' for each 45" elbow in system and 5' shall be subtracted for 90' elbows.
o M1502.1 & G2445 Range/exhaust hoods shall vent to the outdoors through a single wall, airtight duct installed with a
V backdraft damper. Commercial cooking appliances shall not be installed within dwelling units.
77. Chaoter 17 Provide adequate combustion air for fuel burning equipment while maintaining the building envelope,
PLUMBING '.
17&\ P2702 T.he maximum water Co. nsumption ~sed for new plumbing fixtures ~hall not exceed: Toilets - 1.6 gall~ms per
D flush; Urinals - 1.0 gallons per flush; Interior Faucets - 2.5 gallons per minute; Showers - 2.5 gallons per minute .
79. P2707 Ponds, aquaria, fountains, ahd similar constructions with water supplies shall be protected from back- ,~
siphonage. .
e P2708.2 Where fixtures come in contact with walls or floors, the joint(s) shall be made watertight with approved caulk.
81. P2710 Shower stalls of any shape shall have a minimum finished interior of 1024 sq. in. and shall also be capable of
encompassing a 30 inch diameter circle. Consult the building/plumbing inspector for requirements regarding site-built
shower compartments.
82. P2711 Whirlpool bathtubs shall have a removable panel to access the pump. The pump shall be located above the
crown weir of the trap and the pump & circulation piping shall be self-<lraining.
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P2715 All shower heads/control valves shall be equipped with a pressure balance or thermostatic mixing control
valve set or adjusted per the manufacturer's instructions for a maximum mixed water setting of 120 degrees.
P2805.3 Water heaters shall be provided with a combination pressure/temperature relief valve. The discharge pipe
shall not be smaller than the outlet, shall not be trapped or threaded, and shall terminate in an approved location.
P2809 Water heaters installed in seismic design category 0, and D2 shall be strapped to resist horizontal
displacement. Straps shall be at 113 points with the lower strap a minimum of 4" above the controls. Fuel buming
water heaters shall not be installed in sleeping rooms, bathrooms, closets or rooms opening into these areas unless
listed & labeled as direct vent appliances.
86. 2810.7 Water heaters located in allies shall have a corrosion-resistant watertight pan installed beneath it with a
minimum 0/.' drain to an approved location.
87. P2903.5.6 Hose bibbs shall be protected with a listed non-removable frost-proof backflow preventer.
88. P2908 The minimum water pressure after allowing for friction and other pressure losses is 15 p.s,i. Approved
pressure regulators shall be installed, with strainers, when the water pressure could exceed 80 p.sj,
89. P3007 Cleanouts shall be installed as required. - (Consult inspector.)
90. P3107 Vertical wet venting is allowed under certain circumstances. - (Consult inspector.)
91. P3108 Island venting shall be installed as required. - (Consult inspector.)
r:92\ P3208.2 Stormlrain drains shall be ASS Schedule 40, PVC DWV. or other approved materials. They shall not
V interconnect with subsurface sewage systems. foundation drains, or footing drains. If rain drains are interconnected
with underfloor drainage pipe, an accessible backwater valve shall be installed. The connection shall be located at
midpoint of driveway or other pre-approved location. Pipe shall be properly bedded or supported, sloped a minimum
%" per foot, and be installed with an 18 gauge continuous tracer wire.
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.' ',,------ ~ IKEATlNG ENGINI::~KING LLC
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== I SPRINGFIELD - OREGON - 97477
- ~ I PHONE 541-726,9995 FAX 54,.726.9996
---:. I email: keatingenQ~msn.com
PROJECT/1M LUKE DESIGNS DUPLEX 40' u<<c:.r
AD""'" I SEE COVER SHEET .
SOO'" I I LATERAL AND GRAVITY LOADS FOR
OUPLEX STRUCTURE
I DESIGNER II Steve Keatinq
il. 0190:.11
IloATE 1/27/2003
Ip~JECTNO "c;-~
I REV1SEO ., "'Ilt I&f
CALCULATIONS
IPROJECT DESCRIPTION
I~LlPLEX ~S[DENT[AL STRUCTURE UPOATE'
IDESIGN LOADS
BUILDING CONSTRUCTION TYPE
BUILD[NG OCCUPANCY CLASS(ES)
IVN
IR-3
I SEISMIC ZONE
I WIND VELOC[TYIEXPOSURE CLASS
13
IN/A
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':. ,":, GRAVITY ~OADS
, .::.:' kOOR L[VE LOAD (PSF)
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. ':;-.' FLOOR DEAD LO,~D (PSF)
.X': R1JOF LIVE LOAD (PSF)
.:..' RO<:)F DEAD LOAD (PSF)
.". <.'. WALL DEAD LOAD (PSF)
.' :;.": TNOTES
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LATERAL LOADS IDENTIFIED IN CALC SET
140
1'0
125
\'5
110
SOIL ACTIVE PRESSURE (PSF)
SOIL PASSIVE PRESSURE (PSF)
ALLOWABLE SOIL BEARING (PSF)
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1'0
~OO
11000
. 3.EAM AT SIDE OF GARAGE (ENTRY) IS SIZED FOR ,RUSS BEAHING, BUT THIS IS NOT REECOMMENOED. IF TRUSSES ARE
DESIGNED TO BEAR ON BEAM, USE SIMPSON HS:4 AT GARGE SIDEWALL
I CONTENTS
LATERAL FORCES
SEISMIC LOADS
SHEAR WALLS
BEAM CALCS
GRADE BEAM
PIERS
,J"013 LOCA.'TION:
110 & IIZ 1<A1LEe CoURT
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II DATE 3/9f.20051
PROJ~CT NO - 05-09. _
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'Project:
M LUKE DESIGNS
REVISED LATERAL FORCES
FOR GYP SHEATHING
SHEAR WALL DESIGN
Plywo'ld or OSB panels with hold-down restraint
Cone. ,te erade beam desien for base restraint
Page: i .. 'c .' '. '.
Date: I 11/13/200~
Proi no: I os" \,\ I
'!,-<)-o,\
: Shear wall no: I LOW PARTY
Shear wall location: LOWER PARTY WALLS
LENGTH OF SHORTEST WALL SEGMENT: I
I
401
Input parameters: design wall length: I
design wall height: I
,- react: from above: '
shear from above: I
in-plane shear: I
soil bearin!r I
40 FT
8 FT
- - 0 LBS
o LBS
6000 LBS
1000 PSF
applied DL from roof:
applied DL from walls: I
applied DL from floors:
applied LL from roof: I
applied LL from walls: I
applied LL from floors: I
40 LBS
80lLBS
o LBS
75 LBS
o LBS "-"'.
130 LBS
,. .
footing width: I 12 IN
footing depth: I 6 IN
. wall width: I 6 IN
. wall depth: I 12 IN
'. '.. depth of steel from bottom of grade bm: I
depth of steel from top of grade bm:
depth of footing embedment: I ... .12 IN
reinforcing grade: I 60 KSI
reinforcing bar size: I 4
number of bars l ~, 1
area of steel: I' 0,19625 sa IN
rho: I 0.00297,
31lN
3 IN
'.
Foundations:
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.sh!iai-pan'el data: .
, ,.,..
unit shaar:~ 150 PLF see design evaluation below
corner forces: I -1200 LBS UPLIFT (NEG~ECT NEGATIVE VALUES) .
1200 LBS BEARING
/ / .
,-,lfeet il)/plane of shear wall measured about center of comer force application
/'" i
Self~ght of foundation: I 400 PLF
wight of imposed DL: I 120 PLF
desigry Ine LL on foundation: I 205 PLF
all6wable uplift resistance: 483 PLF allowable bearing: I 1000lLBS
act6al bme leneth (Cd 1,33\: -3.28 FT actual uplift laneth: I /2A8IFT
/ ~~ II?"'~/'-" oJ<,( 1<;J("s~)> l~J pt,.f- /
"'-t U7f t - Yl-1 & Z-Cjl ft, t- 1lJ...ct-J
moment capacity: I 5473.74ILB FT
required moment: I 372.414/LB FT
Grade beam.length: ,
Grade beam design:'
DESIGN: LOW PARTY YPICAL SHEAR PANEL SHEATHING: 5/8" GWB - 2- VL.-I
NUMBER OF FACES (ONE SIDE OR TWO SIDE): INSTALL SHTG ON 1 SIDE(S)
MINIMUM SHEAR PANEL FIELD NAILING 6d "COOLER" NAILS 4 IN O.C.
MINIMUM SHEAR PANEL EDGE NAILING 6d "COOLER" NAILS 4 IN O.C.
MINIMUM STUD DIMENSIONS AND SPACING 2x6 MIN STUDS 24 IN O.C.
CHORD LUMBER AT END AND JAMB LOCATIONS 2x6 MIN STUDSIDOUBLE
WALL PLATES AT TOP 2X6IDOUBLE PER CODE
WALL PLATES AT BOTTOM MATCH STUDSISINGLE
INTERMEDIATE WALL STUDS 2x6 MIN STUDS I 24 IN O.C.
BOLTING OF MUD SILL TO FOUNDATION 1/2 x 12 65 IN O.C.
HOLD-DOWN BRACKET: SIMPSON N/A
BOLTING OF HOLD-DOWN TO FOUNDATION: SIMPSON N/A
~~TA V- clNTS )
L::LL BLOCKING AT ALL HORIZONTAL J~
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. ==- ~ !l<EATING ENGINEERING LLC . "'OJ"'I tl.LU',EDESIGNS!J'JPLEX
- ~ I 'B5 WEST B STREET SUITE 'P' """"'., SEE COVER SHEET,
. ~_ I SPRINGFIELD . OREGON . S7<H. sc"'"' ILATER.~L AND GRAVITY LOADS'FOR
~ ',= [PHONE 5~,.nS-9995 FAA 5~',n6,g995 .. DUPLEX STRUCTURE
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JJ19(H'\F
TABLE 2306.4.5
ALLOWABLE SHEAR FOR WIND DR SEISMIC FORCES FOR SHEAR WALLS OF LATH
AND PLASTER OR GYPSUM BOARD WOOD FRAMED WALL ASSEMBLIES
~ -"l-Q'l
'-.
THICKNESS WALL FASTENER SPACINGb SHEAR VAlUe". MINIMUM I
TYPE OF MATERIAL OF MATERIAL CONSTRUCTION MAXIMUM (inches) (p10 FASTENER SIZEc,dJ,k
1. Expanded metal or wo\-en wire 7ft Unblocked 6 ]SO No. 11 gage 11/{ long, 7/16" head
13th and portland cemenl plaster 16Ga. Gal". Staple. 7'8"]e1;s
:\0.13 gge, II/B"long, 19'64" head,
. ji71~ a~- ~-----~- plasterboard nail _
2. Gypsum hnh. plain or perforated 1/2"pJaster Unblocked 5 100 16Ga.GaJv.StapJe.tJtg"iong
O.I~O'" :\ail. min. 3'8" head, t1tllong
1/.,"X 2' x 8' Unblocked 4 75 :\0.11 gage,13//Jong, i/16" head,
1'2" x 4' Blockedf 4 ]75 diamond-point. gah'anize~
Unblocked 7 100 16Ga. Gall'. Staple, 13//10ng .'
3t,Gyps"uin sheal..1.ing
......C';". ' 6d galvanized
'l(x4' 4" edge!
Blocked 7'field 200. 0.120" Nail. min. ~/s" head. 1'?:// long
~ ~. ,.
'.,'.. Unblockedr 7 75
....... I Unblocked! 4 1]0
'.,-
\""e... I Unblocked 7 ]00 (d cooler or waliboard
.. ~ ~ " . I 10.120"~ail.rr.in.:'lthead, ) lit long
.... '. l~nblock,d 4 125
. I ~ -125 116 Gage Staple. 1 J/{ long
Blocked' 7
]/t I Bladed' 4 150
I Unblocked SlJ2h 60
I Blocked' 411611 ]60
I "Blocked' 411211 155 j:-:o.6.I]i/screwsi
I Blocked!' i 8/1211 70
I ~ ----- -
4. Gypsum board. gypsum veneer Blocked' 6/1211 90
base. or waler.resistant gypsum Unblockedr 7 115
badJng board 4 145 1M ~ooJe~ ~r W~llb~~d 3 ..
7 ]45 10.1_O"Nall.mm.-/s head.l/4 long
Blocked' 116GageStaPJe.l11{legs, } 51," long
4 ]75
Base pl)"-6d cooler or wallboard
'Is" 1:'14" x 0.120" ~3il. min. 3/g" head
Blocked' Base pi)': 9 1~/s"16 Ga. Galv. Staple
Two-ply Fnce ply: 7 250 Face ply-8d cooler or wallboard
0.120" ~ail. min. J/g"head. 2:'/8"loog
15 Ga. Gal", Staple. 21// long
Unblocked 8/1211 70 fl\ 61]/" i
Blocked' SII2h 90 r o. - 4 screws
:-:.;.....
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f.
i:
For 5J: I inch = 25.4 mm, 1 fOOl = 304.8 mm, I pound per foot = 14.5939 N/m.
a. These shear walls shall not be used to resislloads imposed by masoID')' or concrele construction (see Section 2305.1.5). Values shown are for shon-tenn loading due I
10 wind or seismic loading in Seismic Design Calegories A.. B, C and D. Values shown shan be reduced 50 percent for 10:iding due 10 eanhquak~ in Seismic Design II
Calegor)' D. Walls resisting seismic loads shall be subject to the limitations in Section 1617.6. Values shown sh~ll be reduced 25 percent for nonnal loading.
b. Applies to nailing at studs. top and bouom plates and blocking.
c. Alternale nails are pe:rmilted to be used if their dimensions are nOlless than Ihe ~pecified dimensions. Drywall screws ar~ pennilted 10 be sub~tituted for lhe 5d, 6d
(cooler) nails listed above. 11/. inches Type S or W. :-':0. 6 for 6d (cooler) nails.
d. For propcnies of cooler nails: see ASTM C 514_
e. Excepl as nOled. shear "alues are based on a maximum framing spacing of 16 inches on cenler.
f. :-'1aximum framing spacing of 24 inches on center.
g. All edges are blocked. and edge nailing is provided al all suppons and all panel edges.
h. Firsl number denoles fa~lener spacing allhe edges; second number denOles faslener spacing in the field.
i. Screws are Type W or S.
j. Staples sh<lll have a minimum crown width of '/16 inch. measured outside the legs.
k. Sl:JpJe~ (or the :J1tachment of gyp~um blh and \\'OVen-wlre !<llh !'hall have a minimum crown width of ~/. inch, measured outside Ihe legs.
2004 OREGON STRUCTURAL SPECIALTY CODE
471R
f
,", .- '1 _._n..._________.__._._-:=-~~ f _._
. ;_ -:::=:-" ..~~ II<EATING ENGINEERING LLC PROJECT M LUKE DESIGNS DUPLEX
-=- ~ _= "55 WEST'S STREET SUITE 'P' AD",",SS SEE COVER SHEET
-::--'""'.::."":= I SrRHJGF1ELD -- OREGON . 97'77 SCc?< lJITER.A.L ANO GRAVITY LOADS FOR
==- - --= PHONE 541-n6.9S95 FAX 541-i26-9996 DUPLEX STRUCTURE
- --. em611: keatir.l:jE-ilQ~msil.cc;;'l1 DfSl~~~~!; II Steve Keating
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Project:
M LUKE DESIGNS DUPLEX
LANE COUN1Y OREGON
DUPLEX HALF
SEISMIC LATERAL FORCES
ZONE 3 APPLICATIONS FOR BASE SHEAR
AND EQUIPMENT SUPPORT PER OSSC 16 IV
Page:
Date:
Proino:
~:!19(")8' I
3 -c; -"5
OC;' !'l
BASE SHEAR V=(,;vIW/Rl where T= Ct(h,j"o and C U.U~
maximum V=2.5C,IW/R Cv= 0.54
minimum 0,11 C,lw R= 5.50
1= 1.25
C,= 'U:3D1
V des'll'= I
Vmax= I
Vm;m=1
Vused=/
T=,
.y.lp4~_tj W
: 0.2045 W
. 0.0495 W
U.;{U4~ W
U. (0= I see
rool height ~Or
top floor height 8 ft
lower floor height 8 ft
base floor height 0 ft
SHEAR LOADING roof area 990 sq ft roof diaphragm weight 10lpsf
__ ovElr,hang_area 180 sq ft overhang weight 8 (psf
top floor perimeter wall 108 If exterior wall weight 8/psf
tep floor interior wall 82 If interior wall weight 8lpsf
lop floor area 680 sq ft floor diaphragm weight 10
included live load o Ibs special load weights o psf
special u Ibs included live load psf
....;,. . 'ower floor perimeter wall 140 If top floor height 8 ft
..... lower floor interior wall 38 If lower floor height 8ft
-,
,. ~,. lower floor area 530 sq ft base floor height Oft
'.
, ..
, included live load o Ibs
':, speicialloads o Ibs
.... <
-:.. ......: .' . ': base Ivl nr perimeter wall o If
.. "
-. ~~ ~~: , , base level fir interiorwall o If
,. base floor area I o sqft 2475-
included live load I () Ibs , shear to 1 st floor roof 6937 Ibs
-. . . special loads l ,.
.. o Ibs ;hear to lower "floor diaphragm 8167 Ibs
. j 0 shear to base level diaphragm 8167 Ibs
SIMPLIFIED Fx=3.0C,Wi/r for ea story! 0.196364 \W
BASE SHEAR
shear to roof diaphragm r
shear to top floor diaphragm I
shear to lower floor diaphragm
shear to base level diaphraam I
4327 Ibs
5657 Ibs
6837 Ibs
6837 Ibs
LATERAL 'pd..=apC,lpiRp( 1 +3hJh,)= I
FORCE ON FpMAX = 4.0C,lpWp = I
COMPONENTS FpMIN = 0.7 C,lpWp = I
AN D F pused X Importance fac10r
EQUIPMENT
0.2000!Wp
1.8000 Wp
O.31501Wp
0.39375 Wp
where ap=~1.00
h,= 1
hr = 9
Rp = 3.00
TYPICAL SHEAR PANEL SHEATHING: Y.," CDX PlYWD OR 7/16" OSB SHTG.
1 SIDE(Sl
6 IN O,C.
6 IN O.C,
16 IN O.C.
'. NUMBER OF FACES (ONE SIDE OR TWO SIDE): INSTAll SHTG ON
MINIMUM SH~R PAl'-I.El FIELD NAILING: 8d COM. NAilS AT
. . MINIMUM SHEAR PANEL EDGE NAILING: 8d COM, NAilS AT
· STUD DIMENSIONS AND SPACING (#2 D FIR): 12X4
. " CHORD lUMBER (#2 D. FIR) I
BOTTOM PLATE MEMBER (#2 D FIR): j
. ~ 1
. . . ~
'. NAILING OF BGTTorv'i PLATE TO FLOOR: 116d COM, NAil AT
DRAG STRUT/COllEPOR AT TOP OF WAll: ICONT PLATE
...'. . . H~LD~DOWN HARDWARE: INOT REQUIRED
ATTACHMENT: IN/A ,.
"'I
. . Project: M lUKE DESIGNS DUPLEX
LANE COUNTY OREGON
DUPLEX HALF
)
Shear wall no:IN/A
Shear wall location: UPPER PARTY WAllS
Input parameters: design walllenglh: I
design wall height: I
react. from above: I
shear from above: I
in-plane sl:1ear.
I
"_She_a.rp~~el data: I
unit shear: I
comer forces:
DESIGN:
.~,
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..~.... .... . .'
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.
SHEAR WALL DESIGN (UPPER)
Plywood sheathed panels with hold-doll'n restraint
FRAMED TO ADJACENT FLOOR OR WALL
34 FT
8 FT
o lBS
lBS
3600 lBS
applied Dl from roof: I
applied Dl from walls:
applied Dl from floors: I
applied II from roof:
applied II from walls:
applied LL from floors:
<i19(Jli9
Page: I' - 'i'
Date: I ." - ~ orl
Proi no: I os- 1'1 I
,
40 LBS
80 LBS
o LBS
o LBS
o LBS
o lBS
-=',
10SIPlF
-<i83ILBS
see design evaluation below
UPLIFT
j
.'
2X4
2X4
j
N/A
1sflN O.C.
I.
IINO.C.
-~.'
Keating Engineering LLC -188 West B Street- Bldg P - Springfield - Oregon - 97477 - (541) 726-9995
_ Project:
<,
,
M LUKE DESIGNS DUPLEX
LANE COUNTY OREGON
DUPLEX HALF
SHEAR WALL DESIGN
Plywood sheathed panels with hold-down restraint
Concrete 'qrade beam desiqn for base restraint
I I
Shear wall no: ISW1 (TWO SEGMENTS)
Shear wall location: REAR WALL OF GARAGE
Input parameters:
'.
F oundatioos:
,~.
-:.'
....;..
.... .
.". .'-".'
\..~ .
...~:...
..'ll:,,:;.. .
. .
':' She~~p1jnel ~ata: I
Grade beam length: I
Grade beam design:
DESIGN: SW1
design wall length: I
design wall height: , .
react. from above: I
shear from above:
in-plane shear:
soil bearinq:
4.5 FT
8 FT
o LBS
933 LBS
1667 LBS
10001PSF.
applied DL from roof:
applied DL from walls:
applied DL from floors:
applied LL from roof: .
applied LL from walls: l
aoplied LL from floors: I
unit shear: I
cOmer forces: I
5771 PLF
4150lLBS
see design evaluation below
uplift and bearinq
moment capacity: I
required moment: I
allowable bearing: I
actual uplift lenqth: I
TYPICAL SHEAR PANEL SHEATHING: 17/16" OSB SHTG I
NUMBER OF FACES (ONE SIDE OR TWO SIDE): INSTALL SHTG ON
MINIMUM SHEAR PANEL FIELD NAILING I
MINIMUM SHEAR PANEL EDGE NAILING
MINIMUI~ STUD DIMENSIONS AND SPACING
CHORD LUMBER AT HOLD.DOWN LOCATIONS
WALL PLATES AT TOP
WALL PLATES AT BOTTOM
NAILING OF BOTTOM PLATE TO SILL
BOLTING OF MUD SILL TO FOUNDATIONI
NAILING OF TOP PLATE TO TRUSS I
HOLD.DOWN BRACKET: I
BOLTING OF HOLD-DOWN TO FOUNDATION:'
footing width: n-y57.' I liNN
footing depth:
wall width: 8flN
wall depth: 2411N
depth of steel from bottom of grade bm: I
depth of steel from top pf qrade bm: I
- ,', i 9 (11 "I
.,-,~ \.~ I.
Page: I I
Date: I s-'\, o~
Proj no: I 05- \"1 I
170 LBS
80 LBS
30 LBS
250 LBS
o LBS
200 LBS
. -=-~..
depth of footing embedment: I 12 IN
reinforcing grade: I 60 KSI
reinforcing bar size: I 4
number of bars' 1
3 \IN area of steel: I 0.19625 sa IN
2111>1 rho: I 0.00102
.... .
&.....:.
91feet in plane of shear wall measur17~ ?tJ()~t ':~.'l!~r 2f ~~rr\er force application
self weight of foundation: I
weight of imposed Dl: I
design line LL on foundation:
allowable uplift resistance:
actual brnq lenoth (Cd 1.33):
297 PLF
280 PLF
100 PLF
451 PLF
-5 FT
J
122871 LB FT
4668 LB FT
13331LBS
91FT
1 SIDEtSI
8 IN O.C.
2INO.C.
24 IN O.C.
8d NAILS
8d
2X6 MIN STUDS j
4X6 #2 D FIR)
2X61 DOUBLE PER COOE
MATCH STUDSISINGLE PER COPE
16d NAILS AT! SIINO.C.
Yo" X 10" A.B. AT! 26 ilN O.C.
INA I
SIMPSONIHD6A j
SIMPSON I SSTB28I
USE 7/8" NUT COUPLER AND 7/8" ALL.T.HREAD TO EXTEND HOLD-DOWN TO ANCHOR
~ -- . - - ,
. .
- -f.,. .-- ,
i
PERFORATED SHEAR WALL I: .i. 9 (, i 1 '
Plywood sheathed panels with openings included' I Da'fe'''' > -q c~'l
Desiqned oer American Plywood Association #157 (199 Proj no:' . 01'-\1
I
Shear wall no: I SW2 REAR WALL
Shear wall location: PERIMETER WALLS AT LOWER FLOOR
Project:
M LUKE DESIGNS DUPLEX
LANE COUNTY OREGON
DUPLEX HALF
wind stagnation pres. I CDCDO. at h<20' =1
Input parameters: ~esign wall length: I
lesign wall height:
'eact, from above:
shear from above:
in-plane shear:
.. .....-
'.
'.
"I~. ....
.......
opening lengths I
opening areas I
wall area 1
al
BI
rl
FI
",
Shear'panel :data: I
unit shear: I
corner forces: I
14.41PSF
23,5 FT
8FT
o LBS
1866 LBS
20141LBS
I
applied DL from roof: I
applied DL from walls:
applied DL from floors:
applied LL from roof:
applied LL from walls: j
aoplied LL from floors:J
170 LBS
160 LBS
130 LBS':T
425 LBS
o LBS
520 LBS
10 ltotallength of door and window openings (feet)
40 total area of openings (sq ft) '.
1881 (sq ft)
0.21larea of openings/area of wall (sq ft)
0.57lsummation of full height sections/wall length
O. 731area factor 1 / (1 +a/B)
- 0.4737 reductionocoefficient for wall r/(3-2rl
3481PLF
-15871LBS
see design evaluation below
uplift and bearinq
DESIGN / SW2 TYPICAL SHEAR PANEL SHEATHING: 1'1." CDX PL YWD OR 7/1S" OSBSHTG.
NUMBER OF FACES (ONE SIDE OR TWO SIDE): INSTALL SHTG ONI 1ISIDE(S)
MINIMUM SHEAR PANEL FIELD NAILING: 8d COM. NAILS AT I 811N O.C.
MINIMUM SHEAR PANEL EDGE NAILING: 8d COM. NAILS ATI 4i1N O.C.
STUD DIMENSIONS AND SPACING (#2 D FIR): 2XS STUDI 2411N O.C:
CHORD LUMBER (#2 D. FIR) DOUBLEI 2XS/
BOTTOM PLATE MEMBER (#2 0 FIR): I 2X6!
DRAG STRUT/COLLECTOR AT TOP OF WALL:
CONNECT BLOCKING AT TOP TO DIAPHRAGM
HOLD-DOWN HARDWARE:,
USE TOP PLATE
I
NOT REOUIRED',
MAY SUBSTITUTE 16 GA X 2" STAPLES AT 3" O.C. FOR PANEL EDGE NAILING
MAY SUBSTITUTE 16 GA X 2" STAPLES AT 6" O.C. FOR FIELD EDGE NAILING
Keating Engineering LLC -188 West B Street - Bldg P - Springfield - Oregon _ 97477 _ (541) 726-9995
"
..
Project: 'fv1 LUKE DESIGNS DUPLEX PERFORATED SHEAR WALL I'i'H 9fJ ~ 2 I
LANE COUNTY OREGON Plywood sheathed panels with openings included J Date: r ?, ~ I; - 0."1-'
DUPLEX HALF Desioned per American Plywood Association #1 El7 (19 Proj no:' o~ - \"l
. I
. Shear wall no: I SW2 SIDE WALL I
Shear wall location: PERIMETER WALLS AT LOWER FLOOR J
wind stagnation pres. I CoCcQ, at h<20' =1 14.4IPSF 1
Input parameters: lesign wall length: I
lesign wall height:
'eact. from above:
shear from above:
in-plane she,ar: l
~.,..'
:,
Factors for APA
. ,~. :. equations
. \., "'~.,
, .
opening lengths 1
opening areas
wall area
a
~ . Bl
. r
FI
.,0"' ,
.-.- .
. - ...~.", .
~ - ~ . .
Shear panel data: I
unit shear: I
. corner forces: i
28 FT
8FT
o LBS
1800 LBS
1200 LBS
applied DL from roof:'
applied DL from walls:
applied DL from floors:
applied LL from roof:
applied LL from walls: I
applied LL from floors: I
20 'LBS
160 LBS
20 lBS-"::"
50 LBS
o LBS
80 LBS
10 1I0lallength of door and window openings (feet)
40 total area of openings (sq ft)
224 (sq ft)
0,18 area of openings/area of wall (sq ft)
0.64 summation of full height seclionslwalllength
.0.78 area factor 1/ (1+a/B)
0.5455Ireduction coefficient for wall r/(3-2r)
-.,,;
1961PLF
-10321LBS
see design evaluation below
uolift and bearinq
DESIGN / SW2 TYP.ICAL SHEAR PANEL SHEATHING: 'W' CDX PL YWD OR 7/16" OSB SHTG.
NUMBER OF FACES (ONE SIDE OR TWO SIDE): INSTALL SHTG ON I 11SIDE(S)
MINIMUM SHEAR PANEL FIELD NAILING: . 8d COM. NAILS AT I 8JIN O.C.
MINIMUM SHEAR PANEL EDGE NAILING: 8d COM. NAILS ATI 4 IN O.C.
STUD DIMENSIONS AND SPACING (#2 D FIR): 2X6 STUD I 24 nN O.C.
CHORD LUMBER (#2 D. FIR) DOUBLE I 2X61
BOTTOM PLATE MEMBER (#2 D FIR): I 2X61
DRAG STRUT/COLLECTOR AT TOP OF WALL:
CONNECT BLOCKING AT TOP TO DIAPHRAGM.
HOLD--DOWN HARDWARE:
USE TOP PLATE
NOT REQUIRED I
MAY SUBSTITUTE 16 GA X 2" STAPLES AT 3" O.C. FOR PANEL EDGE NAILING
MAY SUBSTITUTE 16 GA X 2" STAPLES AT 6" O,C, FOR FIELD EDGE NAILING
Keating Engineering LLC - 188 West B Street - Bldg P - Springfield - Oregon - 97477 - (541) 726-9995
"
Project:
M LUKE DESIGNS DUPLEX
LANE COUNTY OREGON
DUPLEX HALF
.'
PERFORATED SHEAR WALL ,I'. iBid :i
Plywood sheathed panels with openings included Date:\ i - <;_ c"l. _
Desiqned per American Plvwood Association #157 (19~ Proi no: I 0<; -t,\ I
Shear wall no: I sm UPPER FRONT
Shear wall location: PERIMETER WALLS AT UPPER FLOOR
wind stagnation pres. I CoCoO. at h<20' =I
Input parameters: "esign wall length:
lesign wall height:
'eact. from above:
5hear from above:
in-plane shear:
".
"
'", .-' """ .
, ~actOfs;for APi>.
"equptions
opening lengths
opening areas
. wall area
a
BI
rI
FI
;;.. .,
"
"Shear paneld,ata: I.,' unit shear: I
corner forces: I
DESIGN / SW3
14.4IPSF
40 FT
8 FT
o LBS
ILBS
1866 LBS
I
applied DL from roof: I
applied DL from walls: I
applied DL from floors: I
applied LL from roof: I
applied LL from walls: I
applied LL from floors: I
16 total length of door and window openings (feet)
50 total area of openings (sq It)
320 (sq It)
0.16 area of openings/area of wall (sq It)
0.60 summation of full height sections/wall length
0.79 area factor 1 / (1 +a/B)
0.5614 reduction coefficient for wall r/(3-2r)
821PLF
.33761 LBS
see design evaluation below
uolilt and bearinQ
j
j
170lLBS
80 LBS
50 LBS'"
425 LBS
o LBS
520 LBS
.'
-
j
TYPICAL SHEAR PANEL SHEATHING: y," CDX PL YWD OR 7/16" OSB SHTG.
NUMBER OF FACES (ONE SIDE OR TWO SIDE):
MINIMUM SHEAR PANEL FIELD NAILING:
MINIMUM SHEAR PANEL EDGE NAILING:
STUD DIMENSIONS AND SPACING (#2 D FIR):
CHORD LUMBER (#2 D. FIR)
BOTTOM PLATE MEMBER (#2 D FIR):
DRAG STRUT/COLLECTOR AT TOP OF WALL:
CONNECT BLOCKING AT TOP TO DIAPHRAGM:
HOLD-DOWN HARDWARE:
INSTALL SHTG ON I
Bd COM. NAILS AT I
.... Bd COM: NAILS ATI
2X6 STUDI
DOUBLE I
I
USE TOP PLATE I
USE H2.5 EA TRUSS I
NOT REQUIRED
.
MAY SUBSTITUTE 16 GA X 2" STAPLES AT4 O.C. FOR PANEL EDGE NAILING
MAY SUBSTITUTE 16 GA X 2" STAPLES An" O,C. FOR FIELD:
1ISIDE(S)
BIIN O.C.
IQIINO.C.
2411N O.C.
2X61
2X61
IINO.C.
I
I
Keating Engineering LLC . 188 West B Street. Bldg P . Springfield '. Oregon. 97477 - (541) 726.9995
"
Project:
PERFORATED SHEAR WALL . I j'-1.~u ~ 4 I
Plywood sheathed panels with openings included I Date: I . i~ s..-J~ I
Desiqned per American Plvwood Association #157 (198 Proi no: I oC; - \'1
'. I I
Shear wall no:ISW4 UPPER REAR '.
Shear wall location: PERIMETER WALLS AT UPPER FLOOR
M LUKE DESIGNS DUPLEX
LANE COUNTY OREGON
DUPLEX HALF
wind stagnation pres. I CoCcO. at h<20' =1
Input parameters: iesign wall length: I
lesign wall height:
'eact, from above:
;hear from above:
in-plane shear:
I
:'Factors for APA
.:.:n . ,equations
opening lengths ,-
opening areas'
. wall area'
al
~I
FI
. \~ --,~.
....... .;~:. .~:
."; .
Shear panel data: I.
unit shear: I
corner forces: I
14.4IPSF
40 FT
eFT
o LBS
LBS
18661LBS
I
.. . _. -
applieo UL trom roof: I
applied DL from walls: I
applied DL from floors: I
applied LL from roof:
applied LL from walls:
applied LL from floors:,
170'LBS
80 LBS
50 LBS;:~:"
425 LBS
o LBS
520 LBS
-18 total length of door and window openings (feet)
52 total area of openings (sq ft)
320 (sq ft)
0.16 area of openings/area of wall (sq ft)
0.55 sUl)1mation of full height sections/wall length
0.77 area factor 1/ (1 +a1B)
0.5301 reduction coefficient for wall r/(3-2rl
87!PLF
-33761 LBS
see design evaluation below
uplift and bearino
DESIGN / SW4 . TYPICAL SHEAR PANEL SHEATHING: YO' COX PL YWD OR 7/16" OSB SHTG.
NUMBER OF FACES (ONE SIDE OR novo SIDE): INSTALL SHTG ON I 1ISIDE(S)
MINIMUM SHEAR PANEL FIELD NAILING: ad COM. NAILS AT I 8/IN O.C.
.MINIMUM SHEAR PANEL EDGE'NAIDNG: 8d COM. NAILS ATI 6 IN O.C.
STUD DIMENSIONS AND SPACING (#2 0 FIR): 2X6 STUDI 2411N O.C.
CHORD LUMBER (#2 D. FIR) DOUBLE I 2X61
BOTTOM PLATE MEMBER (#20 FIR): i 2X6!
DRAG STRUT/COLLECTOR AT TOP OF WALL:
CONNECT BLOCKING AT TOP TO DIAPHRAGM:
HOLD,DOWN HARDWARE: I
USE TOP PLATE I
USE H2.5 EA TRUSS I
NOT REQUIRED
IN O.C.
MAY SUBSTITUTE 16 GA X 2" STAPLES AT 4" O.C. FOR PANEL EDGE NAILING
WiAY SUBSTITUTE 16 GA X 2" STAPLES AT 6" O.C. FOR FIELD NAILING
, , -
Keating Engineering LLC - 188 West B Street - Bldg P- Springfield - Oregon _ 97477 _ (541) 726-9995
Project:
_ t..
M LUKE DESIGNS DUPLEX
LANE COUNTY OREGON
DUPLEX HALF
PORTAL FRAME DESIGN
plywood or OSB panels with hold-down restraint
Concrete Qiade beam desiQn for base restraint
I
Portal frame no: IPF101
Location: FACE OF GARAGE
Input parameters:
-,
F.oundations:
~. ':.... .
.o;..~. o. ..... ~
.'-
".
Shearpariel data.
design length: I
left side segment
right side segment I
design panel height:
dist DL from above I
dist LL from above
aoolied lateral force: I
r
f
Lateral force aOOlied: I
910lLBS
13.21 Ft end-to-end
. 2 FT (PANEL A)
2 FT (PANEL 8)
7 FT
60 PLF
50lPLF
1300 LBS
1211N
6/IN
611N
1211N
_rade bm: I
"de6th of steel from too of Qrade bm: I ,.
footing width:
footing depth:
wall width:
" wall depth:
unit shear: I
corner forces: I
I
soil bearing: I
applied DL from roof:
applied DL from wall:
applied DL from floors:
applied LL from roof:
applied LL from floors: I
uolift Qenerated bv wind i
:'-i9'l",~ '>
"_ . I.,.... ~
Page: I - -,
Date: I ~ - 'I ,9,~ I
Proi no: I ~<; - n I
,
J
311N
311N
1000IPSF
40lPLF
40lpLF
OIPLF
100 I PLF<:-:"
OIPLF
90lPLF
depth of footing embedment: I
reinforcing grade: I
reinforcing bar size: I
number of bars I
area of steel: I 0.39251 sa IN
rho: I 0.005951
150lPLF
80 PLF
100lpLF
220iPLF
21FT
PLF
moment capacity: I
required moment: ,
allowable bearing: I
actual uolift lenQth: I
moment indUced by lateral forces I
bending moment with 1/2 wind and full snow loads
bendinQ moment with full wind and 1/2 snow loads I
1211N
60lKSI
~I
325jPLF
1790 LBS maximum uplift (dead load restraint only)
17461LBS maximum bearinQ (includinQ all Qravitv loads)
7
ft
panel
height
345jLB FT
1336 LB FT
12441LB FT
~-_...
104661LB FT
1821/LB FT
~
Grade beam' design: self weight of foundation: I
weight of imposed DL: I
design line LL on foundation: I
allowable uplift resistance: I
. 'actual brnQ lenoth (Cd 1.33\:1
Portal beam design
910
I JJ. I
,
....
Memboer requuirements
(glue--Iam beams)
uniformltdistriblJledload
oortll beam 00 IP
9.2 ft span
1000/LBS
81FT
j
DESIGN fb
DESIGN fv
Cd
875 PSI
95 PSI
1.15
J
, maximum connection forces
1746.27 bearing (increased by LL and DL)
1790 tension (reduced by DL)
5
5
5
X
X
X
4.3'7/min
3,32lmin
5.19 min
IP
..
PANEL A
....
I
-
0.30667 in. maximum beam deflection
IP
PANELS
r
I
I
..
I
s=1 15.931in'
a=1 16.611in2
1= 61.30Iin'
USE 4X12 #2 D FIR (MIN)
USE "SIMPSON" PA51 AT BASE AND (21 LSTA24 AT TOP CONNECTIONS
JUSE 'j," COX PLYWOOD OR 7/16" Ose-oR 3/8" (NET) T.1.11 NAILED 8d AT t: O.C. ALL -J
EDGES AND 8" O.C. IN FIELD. WITI'f 4X$ CHORDS AND BLOCKING 1 .
Keating Engineering LLC ~ 188 West B Street- Bldg P'1'p~f;etch.0i'e~7477 _ (541) 726-9995
~ if f~ tJ lC )
"
Keating Engineering LLC - 188 West B Street - Springfield - OR - 97477 ~,\ 19 (: ~ 7
Tel: (541) 728-9995 Fax: (541) 728.9996 email: KEATlNGENGINEERING.COM
LUKE DUPLEX B1~2 I '1, _q-<>(
Prepared by: SK Date: fR7.!lj3 8eamChek 2.2
Choice I 4x 8 OF-l #2 BASE Fb = 875 AOJ Fb = 1138
Conditions '91 NOS
Min Bearing Area R1= 2.5 in> R2= 2.5 in' OL Deft <0.01 in.
Data I Beam Span 4.5 It Reaction 1 1589 # Reaction 1 LL 1260#
Beam W1 per It 6.17 # Reaction 2 1589 # Reaction 2 LL 1260#
Beam Weight 28 # Maximum V 1589# -'''''-'
Max Moment 1787'# Max V (Reduced) 1162# .~;~-
TL Max Deft Lt 240 TL Actual Deft Lt >1000
LL Max Deft Lt 360 LL Actual Deft Lt >1000
AI/dbufes Section (in') Shear lin>) TL Deft (in) LL Deft
.. Actual 30.66 25.38 0.04 0.03
.;~~"' Critical 18.86 18.35 0.22 0.15
;;
" Status OK OK OK OK
... . .
"> ,R.'!tio 62% 72% 16% 19% w_
..'....... ... . Fb (pSi) Fv (pSi) E (psi x mil) F cJ. (psi)
- ........,...... -.
.. '.':Valu~s'" 18ase Values 875 95 1.6 625
.....'.,7~
',',.,. . I 8ase Adjusted 1138 95 1.6 625
", .-.....
flIi . A.dl~stments CF Size Faclor 1.300
Cd' Duration 1.00 1.00
Cr Repetitive
Ch Shear Stress
Cm Wet Use
BeamChek has automatically added the beam self.weight into the calculations.
Loads
Uniform TL: 700 = A
Uniform LL:
560
I
I
6
R1 = 1589
Uniform Load A
I
I
6
R2 = 1589
SPAN = 4.5 FT
Uniform and partial uniform loads are Ibs per lineal It,
Keating Engineering LLC -188 West B Street. Springfield. OR. 97477
Tel: (541) 726-9995 Fa.: (541) 726-9996 email: KEATINGENGINEERING.COM
LUKE DUPLEX B103
Prepared by: SK
.." ,"
"
Choice
Conditions
Oata
,
Altn'butes
Actual
Critical
'.Status
Ratio'
'. ~'.~;
. .. ,"
,""~'~~-:-<.:::", .
'::\.Values'
"\0-, .
'0 'J.diustme@
~
\. I
\j,
~jo
"
':'19(118
I 5-1/8.12 GLB 24F--V4 DF/DF
;-"r'o~ '.
Date:-112'ffll3 '
I
BeamChek 2.2
ADJ Fb = 2400 ;
BASE Fb = 2400
Min Bearing Area R1= 6.1 in' R2= 6.1 in' DL Den 0.05 in Suggested Camber 0.08 in
I
Beam Span 12.0 It Reaction 1 3990 # Reaction 1 LL 3120#
Beam WI per It 14.94 # Reaction 2 3990 # Reaction 2 LL 3120#
Beam Weight 179 # Maximum V 3990 #
'~-....:
Max Moment 11969'# Max V (Reduced) 3325 #
. TL- Max Den L /240 TL Actual Den Ll618
LL Max Den LI 360 LL Actual Den L i 790
Section (in') Shear (in') TL Den (in) LL Den
123.00 61.50 0.23 0.18
59.65 26,25 0.60 0.40
OK OK OK OK
49% 43% 39% 46%
Fb (psi)
2400
2400
1.000
1.00
Fv (psi)
190
190
E (psi x mill.
1.8
1.8
Fe.!. (ps~.
650
650
I Base Values
Sase Adjusted
. Cv Volume
Gd Duration
I Cr Repetitive
: :1 Ch Shear Stress
Cm Wel"Use
BeamChek has automatically added the beam self-weight into the calculations.
1.00
Uniform TL: 650 = A
Uniform LL:
520
/"l 41" f!<1</.J.{ ~~
,/ ~ID1 2.1"l0 \?- (,. '&)
Uniform load A
A1 uy\Mo,.,J w>M.;
LJl?@LW';O n
" (.1;"11 v fx:"M
SPAN = 12 FT
Uniform and partial uniform loads are Ibs per lineal It,
.
.'
"
::"19(1.~. 9
Keating Engineering LLC - 188 West 8 Street - Springfield. OR _ 97477
Tel: (541) 726-9995 Fax: (541) 726-9996 email: KEATINGENGINEERING.COM
LU/<E DUPLEX B104
" " I Prepared by: SK
i'O '7";
/
G-
./ .
1"6 .
k~/
~
Conditions
Data
-,
'. .. Attributes
. ...... -...."
'. ". '" .. Ac1ual
".,. . .
". . ' Critical
,......... .
. .:. .Sfatus
~:. - ":-Ratio:'
~:.~.. '~:7:':' ~-."". :.
,.~....' : ..._...l!
..~..i~,'VaI1/ris .
. "
.~. ..
'",
:34diu'stments
-.
Loads
. ,-.-
I (2) 2x 12 DF-L #2
'91 NDS
Min Bearing Area
Beam Span
Beam Wt per It
8eam Weight
Max Moment
TL Max Deft
LL Max Deft
1,.Pf..~
Date: 41271G3
BASE Fb = 875
BeamChek 2.2
ADJ Fb = 875 ~
_ Section (in')
63,28
62.16
OK
'98%
R1= 4.5 in-' R2= 4.5 in' DL Deft 0.01 in
6.5 It Reaction 1 2789 # Reac1ion 1 LL
8.2 # Reaction 2 2789 # Reac1ion 2 LL
53 # Maximum V 2789 #
4532 '# Max V (Reduced) 1985 #
L/240 TL Actual Deft L/ >1000
L/360 LL Actual Deft L/ >1000
Shear (in') TL Deft (in) LL Deft
33.75 0.06 0.05
31.34 0.32 0.22
OK OK OK
93% 19% 22%
2210#
2210#
-'~'" .
. Fb (psi)
875
875
1.000
1,00
Fv (psi)
95
95
Fc.L (psi)
625
625
E (psi x mil)
1.6
1.6
Bas,,' Values
", .Base Adjusted
CF Sile Faelor
Cd Duration
Ci Repetitive
Ch Shear Stress
Cm Wet Use
BeamChek has automatically added the beam self.weight into the calculations.
1.00
Uniform TL: 850 = A
Uniform LL:
680
Uniform Load A
J
I~
L::l !
R2~
'j!) hllo.. "~'--.I
SPAN = 6.5 FT
Uniform and partial uniform loads are Ibs per lineal It,
..
.
"
Keating Engineering LLC .188 West B Street- Springfield - OR - 97477
Tel: (541) 726--9995 Fax: (541) 726-9996 email: KEATINGENGINEERING.COM
LUKE DUPLEX H102
I Prepared by: ~K
Choice
Conditions
Data
Attribufes
'Actual
Critical
. ~.~.-,_.".__~t.atus
. ,.,' Ratio
.' '. . ~. - . .
_....:~: Values'
"
',', .
"'.."
<'Adiiistments
,
-,
Loads
! 4x 8 DF-L #2
'91 NDS
Min Searing Area
Seam Span
Seam Wt per ft
Seam Weight
Max Momen1
TL Max Deft
LL Max Deft
Seclion (in')
30.66
13.83
OK
45%
>-'\-0,
Date: ~3
8ASE Fb = 875
'..' 1~ \1,~ l-
ADJ Fb = 1138
BeamChek 2,2
R1= 2.4 in' R2= 2.4 in' DL Deft <0.01 in.
3.5 ft Reaction 1 1498 # Reaction 1 LL
6.17 # Reaction 2 1498 # Reaction 2 LL
22 # Maximum V 1498 #
1311 '# Max V (Reduced) 981#
LI 240 TL Actual Deft LI > 1 000
LI 360 LL Actual Deft LI > 1 000
Shear (in') TL Deft (in) LL Den
25,38 0.02 0.01
15.49 0.17 0.12
OK OK OK
61% 9% 11%
Fb (psi)
875
1138
1.300
1.00
F c.l (psi)
~ii5,', ."
625
I Base Values
8ase Adjusted
CF Size Factor
Cd Duration.
Cr Repetitive
Ch . Shear Stress
em Wet Use
. BeamChek has automatically added the beam se~-weight into the calculations,
Fv (psi)
95
95
E (psi x mil)
1.6
1.6
1.00
Uniform TL: 850 = A
I
I
6-
R1 = 1498
Uniform LL:
680
Uniform Load A
I
I
6-
R2 = 1498
SPAN = 3,5 FT
Uniform and partial uniform loads are lbs per lineal ft.
1190#
1190#
-.~"
-.,",
="""'-..~--_._.-.
"
, '
Keating Engineering LLC - 188 West B Street - Springfield - OR - 97477
Tel: (541) 728-9995 Fax: (541) 726-9998 email: KEATINGENGINEERING.COM
LUKE DUPLEX H201
Prepared by: SK
~
Conditions
Data
.... '.. Attributes
.....--.
. y,; . . Actual
, ':'-,Cri1ical
".:;,'." .,.Status
'., Ratio
',.,~. .,
":"-Values .
--- '
. "Adi~stments .
Loeds
1 4x 8 DF-L #2
'91 NDS
Min Searing Area
Seam Span
Seam WI per It
Seam Weight
Max Moment
TL Max Deft
LL Max Deft .
Section (in')
30.66
26.58
OK
87%
Fb (psi)
875
1308
1,300
1.15
Fv (psi)
". - 95
109
'\-" ...~
Date: ft2ff63
"1' q (I ') ')
. ..... l_d
SeamChek 2.2
ADJ Fb = 1308 I
1\
BASE Fb = 875
2107#
2107#
2107#
1644#
L/745
L I >1000
Reaction 1 LL
Reaction 2 LL
R1= 3.4 in" R2= 3.4 in' DL Deft 0.03 in
5.5 It Reaction 1
6,17 #. Reaction 2
34 # Maximum V
2897 '# Max V (Reduced)
L I 240 TL Actual Deft
L I 360, LL Actual Deft
Shear (in') TL Den (in)
25.38 0.09
22,57 0.28
OK OK
89% 32%
LL Deft
0.05
0.18
OK
30%
E (psi x mil)
1.6
1.6
Fcl. (psi)
625
625
Sase Values
Sase Adjusted
CF Site Factor
Cd Duration
Cr Repetitive
Ch Shear Stress
Cm Wet Use
BeamChek has automatically added the beam self-weight into the calculations.
1.15
Uniform TL: 760 = A
Uniform LL:
I
I
D-
R1 = 2107
Uniform Load A
475
I
J
D-
R2 = 2107
SPAN = 5.5 FT
Uniform and partial uniform loads are Ibs per lineal ft, .
1306#
1306#
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,
Keating Engineering LLC -188 West B Street - Springfield - OR - 97477
Tel: (541) 726-9995 Fax: (541) 726-9996 email: KEATIN.GEr-jGINEERING.COM
LUKE DUPLEX
TYPICAL 4X4 COLUMN ~-4 --o~
Prepared by: SK Date: 112-?100 BeamChek 2.2
Choice
I 4x4DF-l..1I2
Wood Column
Conditions
Using values for 2x and 4x solid sawn. Dimension Lumber. NDSGl in Grade Values
Data
--~
Reaction 6500 1/ Column Area 12.25 in' Kf 1.00
Actual Height 8.011 Ie d1 Effective Ht 96 in c 0.80
Unbraced d 1 8.011 Ie d2 Effective Ht 96 in KcE 0.30
Unbraced d2 8.011 Ke Buckling Mode 1.0 FcE 638
.
'....:.
'"
.....~
. ,".
'. .
~.
Attn"b'ufes and Values..
Controlling d is 3.5 inches
I Sase Values
Sase Adjusted
CF Size Faclor
Cd Duration
Cm Wet Use
Cp Stability
Fc II (psi) E (psi x mil)
1300 1.6
568 1.6
1.15
1.00
1.00 1.00
0.38
"';;...
..... .....
"\,- le/d psi Area (in')
. ..,
,'.
. ";," , Actual 27 531 12.25
Critical 50 568 11.44
Status OK OK OK
Ratio 54% 93% 93%
Note: Awood _plate under this column must have an Fe value, perpendicular to the grain, greater than 531 psi.
--..
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ProJec:
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Page: I j'
Date: I --2,-9-'" ;
Proj no: 0, - \'l I
M LUKE DESIGNS DUPLEX
LANE COUNTY OREGON
DUPLEX HALF
FOUNDATION GRADEBEAM
Plywood sheathed panels with hold-down restraint
Concrete qrade beam design for base restraint
.
,
Foundation wall: ITYPICAL FOUNDATION GRADE BEAM
Location: B101/103/104
, spacing I I
bav width I
Olft
Olft
Input parameters: proposed point load:
react. from above:
soil bearing:
deplh of footing
embedment:
8000 LBS
o LBS
1200 LBS
12 IN
12 IN
applied DL from roof:
applied DL from walls:
applied DL from floors:
applied LL from roof:
applied LL from floors:
40 LBS
160 LBS
40 LBS
100 LBS
160 LBS
Foundation:
..~.. .'.'
\..
,.,'
. L'. .
, ..-'..~.. ....
'.
, Output:
..~.-~:' .
,:-.,......
"
fooling width: I 1511N
footing depth:' 7flN
wall width: I 81lN
wall depth: , 24 IN
depth of steel from bottom of grade bm: 1
deoth of steel from too of qrade bm: I
concrete strength: 2500 PSI
reinforcing grade: 60 KSI
reinforcing bar size: , 41
number of bars' 3
311N area of steel: 0.58875 SO IN
2 IN rho: 0.00307
footing reserve cap: 1617,70831PLF
grade beam length: I 12,951L1N FT required for point load distribution
required moment: I 259021 LB FT
allowable moment: I 357781 LB FT
allowable shearl 8160 Ibs DOES NOT CONTROL
concrete Ft: I 4041 PSI CRACKED SECTION
uplift resistance: I 5485\ LBS ASSUMING UNCRACKED SECTION
uplift resistance: I 6446ILBS ASSUMING CRACKED SECTION (CONT LENGTH)
Maximum uolift: I OILBS based on bav width of 0 FT and f.s.=1.5
Notes: steel is imbalanced at bottom of grade beam
concrete strength is limited to 2500 PSI for purposes of design
reinforcing grade 16 KSI
soil bearinq caoacilv is Iimted to code-soecified minimum
BEAM REDISTRIBUTES ROOF LOADS TO FOUNDATION, WHICH WOULD BE OF SUFFICIENT
DIMENSIONS FOR DISTRIBUTED LOAD. GRADE BEAM DESIGN EVALUATES FOOTING'S
ABILITY TO ACCEPT MOMENTS WHILE REDISTRIBUTING LOAD TO SOIL WITHOUT DISTRESS
Keating Engineering LLC - 188 West 8 Slreel- 81dg P - Springfield - Oregon - 97477 - (541) 726-9995
, . p'rojett: -- M ~UKE DESIGN3'DUPLEX
LANE COUNTY OREGON
DUPLEX HALF
"
Key Number: I PIER A
Location: INTERIOR
Input parameters: applied load I
depth of exc. to native'
footing thickness I
column dimensions'
depth to steel I
Fcl
Fv
System Design
depth to steel I
actual d/2
allowable Vc
reinforcing bar size #
development length
available development.
Ker
'.,
'\.
\:"
.
.~ .. - . ,
'" '," ". - .
:r ?i(ir design
.....::~~'....,.~.:. - '.,
INDIVIDUAL SQ10AREoFOOTINGS I
Cast-in-place reinforced concrete I
.. :'1 ~HI~) h I
Date: ~-9 "". ,1
Pro; no: I oS -1'1 I
WIDTH I 321 REINFORCING #1 41BARS
LENGTH I 32 SPACINGI 112 OCEW
5000' LBS soil allowable bearing I . 1000 I PSF
1 FT footing unit weight I 100lPSF
8 IN net soil allowable I 900lPSF
6 IN surcharge load I 960 I PSF
3 IN above base minimum footing area: I 5.56 SQ FT
2500 PSI footing dimensions (inches) I 32 EA SIDE
60 KSI actual bearinQ oressure I 803.125 PSF
5J IN reinforcement location factor 1.ob
5.5 IN reinforcement coating factor 1.00
200 PSI reinforcement size factor 0.80
4 lightweight concrete factor 1.00
14.40 IN transverse reinforcment index 0.00 ACt min
11.25 IN CHECK EFFECTIVE REINFORC<:MENT RATIO
1.28 to account for reduced develooment lenoths
....'....
..:~.
. two-way shear I 4753.09 LBS =.. 7.86 PSI allowable I 200'PSI
one'way shear 8888.89 LBS = 55.556 PSI allowable I 100 PSI
bending moment I 3333.33 LB FT required design moment I 5666.67 LB FT
. bar spacing I 1211Noc
reinforcing bar size # I 41
. rho 10.003271 rho ball 0.0508557 I rho max I 0.038151
. moment caDacitv111229.61LB FT I Ker
,':."
Notes: Place reinforcing steel on supports 3" above base of footing unless noted
provide 2" clearance from formed sides to ends of bars at sides
If earth-formed sides.. allow one additional incli of reinforcing bar clearance (increase
pier size 2" in length and width)
use 2500 psi concrete for design, 3000 psi concrete for durability
use Qrade 50 deformed metal reinforcinQ bars
Keating Engineering LLC - 188 West B Street - Bldg p. Springfield - Oregon - 97477 _ (541) 726-9995
. Project:. M LU~E DESIGNS DJJPLEX' .
LANE COUNTY OREGON
DUPLEX HALF
INDIVIDUAL SQUARE FOOTINGS I
Cast-in-place reinforced concrete I
,....14 (,') ,.., I
-: -'" ,. (
Dale: I 0"-;> -..~ -oS"]
Proj no: I O'i -'''l I
WIDTHI 321 REINFORCING #1 41BARS
LENGTH I 321 SPACING I 12 OCEW
54361 LBS soil allowable bearing I 1000 PSF
11FT fooling unit weighll 100 PSF
811N net soil allowable I 900 PSF
6 IN surcharge load I 960 PSF
311N above base minimum footing area: I 6.04 sa FT
2500 PSI fooling dimensionS" (inches) 32 EA SIDE
60 I KSI actual bearinQ pressure I 864.438 PSF
?
Key Number: I PIER B
Location: PORCH CORNER
Input parameters: . I applied load
depth of exc. to native
footing thickness
column dimensions'
depth to steel I
F'c'
.Fvl
'-'.-'
":'.,
depth to ii.t~ell
. actual d/2.,
allowable Vc
reinforcing bar size #
development length
ava1Jable development
Ker
511N reinforcemen1location factor 1.00
5.5 IN reinforcement coating factor 1.00
.200 PSI reinforcement size factor 0,80
4 lightweight concrete factor 1.00
14.40 IN transverse reinforcment index 0.00 ACI min
11.25 IN CHECK EFFECTIVE REINFORCEMENT R.mO
1.28 to account for reduced development lencths
System Design
.~.
......:.
. .'~. .'
piei;design -
~ -. .
c.
two-way shear\5167.56ILBS =
one-way shear 96641 LBS =
bending moment I 3624 LB FT
. bafspacing I .12 IN oc
reinforcing bar size # 4
rho I 0.00327 rho ball 0.05086571 rho max
moment capacitvl11229.6 LB FT / Ker
8.54 PSI allowable I
60.4 PSI allowable
required design moment I
200 PSI
100 PSI
6160.8 LB FT
. _.
~
I 0038151
Notes: . Place reinforcing steel on supports 3" above base of footing unless noted
provide 2" clearance from formed sides to ends of bars at sides
If e.arth-formed sides. allow one additional inch of reinforcing bar clearance (increase.
pier size 2" in length and width) .
use 2500 psi concrete for design, 3000 psi concrete for durability
use Qrade 60 deformed metal reinforcinQ bars
Keating Engineering LLC - 188 West B Street - Bldg P - Springfield - Oregon - 97477 - (541) 726-9995
"
-,
".
.
~\ 19 (I? 8--
Keating Engineering LLC .188 West B Street. Springfield - OR'. 97477
Tel: (541) 726--9995 Fax: (541) 726.9996 email: KEATINGENGINEERING.COM
MLUKE DESIGNS GARGE RAFTERS WITH PORCH
RAFTE~ Prepared by: SK I BeamChek 2.2
Choice I 2x 8 DF-L #2 @ 24 in. oc BASE Fb = 875 ADJ Fb = 1389 J
Conditions Overhang, Repetitive Use, '91 NDS
?1I1~ \...1.1$ z..fJ 111 O/- ~
,,~/ 2-i-8 ~p- ~r-l(;€ !-l,\>-lc.E'i
~-jN'- .
'/ __ ~ l.i-S f.Ak'e1..( e 2.4 e, Co
~-;~ I
I
~~79
~
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Data
... ~ttn'bufes.
"':' 1\c1lJ.1
'\.:>. __, Critical'
,',. ,". \Status
'Ratio '.'
....,
":' . ~;~ '.:Values .'
-',sL.
. '- . Adjustments
";', ~ .
Loads
. ,
, .
. .
..... ." ."
"
:..
Min Bearing Area Rl= 0.6 in' R2= 1.6 in' DL Deft 0.09 in
Beam Span 12.0 ft Reaction 1 379# Reaction 1 LL 237#
Seam Wt per ft 0# Reaction 2 1021 # Reaction 2 LL. 638#
Beam Wei9ht 0# Maximum V 581 # Overhang Length 5.5 ft
Max Moment 1210'# Max V (Reduced) 533 # Total Beam Length 17.5ft -..',
--.-"
TL Max Deft LI 240 TL Actual Deft LI 605 OH TL Actual Deft LI 800
LL Max Deft LI 360 LL Actual Deft L/968 OH LL Actual Deft LI < .1000
Section (in') Shear (in') TL Deft (in) LL Deft OH TL Deft OH LL Deft
13.14 10.68 0.24 0.15 -0.17 -0.10
10.46 .7.31 0,60 0.40 0.55 0.37
OK OK OK OK OK OK
80% 67% 40% 37% 30% 28%
Fb (psi) Fv (psi) E (psi x mil) Fcl. (psi)
Base Values 875 95 1.6 625
, Base Adjusted 1389 109 1.6 625
CF Size Factor 1.200
Cd Dura~ion 1.15 1.15
Cr Repetitive 1.15
. Ch Shear Stress
em Wet Use
The beam self-weight was not automatically added to the loads by BeamChek.
Uniform TL:
80 = A
Uniform LL:
Par Unit LL
50
50 (Uniform Ld on Backspan Only)
Par Unit TL Start End .
K = 60 (OH) 0 5.5
ul
Uniform Load A
K
R2~21 (V-Ct-ot)
BACKSPAN = 12 FT OH = 5,5 FT
Uniform and partial uniform loads are Ibs per lineal ft. Overhanging load distances are from R2,
(,<=JtJ.:t.C
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LEGEND
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VICINITY MAP
NOT TO SCALE
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SEE SHEET 2
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.. LOCATIONS TO BE DETERMINED BY
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~ CONST CURB INLET
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CONST STORt.4 CLEANOUT
2+56. 1.5' RT
CONST STORt.4 MANHOLE
HAMMERHEAD TURN
SEE DETAIL ON SHI
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