BLD2017-094608
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CITY OF EDMONDS
121 5TH AVENUE NORTH - EDMONDS, WA 98020
PHONE: (425) 771-0220 - FAX: (425) 771-0221
STATUS: ISSUED 04/16/2018 Peradt#: BLD20170946
Expiration Date: 04/.1672019 ct Address: 15931 72ND AVE W, EDMONDS
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Parcel No: 00513300003616
PROPER-n'OWNER APPLICANT CONTRACTOR
BEAU & LINDA L FABREGAS HOME DESIGNS NORTHWEST OWNER EXEMPTION
15931 72ND AVE W 19105 36TH AVE W STE 205 exp-1
EDMONDS, WA 98026 LYNNWOOD, WA 98036
(425) 750-12 12 (206) 351-9887 virwZ4
LICENSE 4: EXP
NEW FOUNDATION AND BA SEMENT. COMPLETE REMODEL OF MA IN AND UPPER FLOOR. NEW COVERED DECK AND
COVERED PORCH.
VALUATION: $270,154
PERMIT TYPE: Residential
PERMIT GROUP: 02 - Addition
GRADING Y CYDS: 360
TYPE OF CONSTRUCTION: VB
RETAINING WALL ROCKERY:
OCCUPANT GROUP:
OCCUPANT LOAD
FENCE� OXO FT)
CODE: 20 IS
IOTHER ------- OTHER DESC:
ZONE: RS-20
INUMBER OF STORIES: 0
VESTED DATE
INUMBER OF DWELLINGUNITS I
ILOT #
1,NISTINGARF%
BASEMENT � 0 IST FLOOR. 0 2ND FLOOR 0
PRO POS ED ARI-A
7ASEMENT: 1203 1 ST FLOOR: 74 2ND FLOOR: 98
3RD FLOOR 0 GARAGE- 0 DECK: 0 OTHER7 0
r3RD FLOOR 0 GARAGE 0 DECK: 763 OTHER 0
BEDROOMS: 0 BATHROOMS: 0 1
—
BEDROOMS: 5 BATHROOMS: 5
REQUIRED: N 10/35 PROPOSED- 87 IREQUIRED: S 10/35 PROPOSED: 19 IREQUIRED: E 10/35 PROPOSED: 29.5
HEIGHT ALLOWED�O PROPOSED:O IREQUIRED: W 10/35 PROPOSED: 21
SETBACK NOTES: Flag lot in RS-20 so 10' mm/35' total on opposite sides.
Secondary access easement not included in lot coverage calculations, setback at south,,wst corner ofthe house taken to property line rather than
easement.
IAGREETO COMPLY WITH CITY ANDSTATELAWS REGULATING CONSTRUCTIONAND IN DOING THE WORK AUTHORIZED THEREBY, NO
PERSON WILL BE EMPLOYED IN VIOLATION OF THE LABOR CODE OF THE STATE OF WASHINGTON RELATING TO WORKMEN'S COMPENSATION
INSURANCE AND RCW 18:27. ID
THIS APPLICATION IS NOT A PERMIT UNTIL SIGNED BY THE BUILDING OFFICIAL OR HIS/HER DEPUTY AND ALL FEES ARE PAID.
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Signalure Print Narne Date Released By 19 WdLt:
ATTENTION
ITIS UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE UNTIL A FINAL INSPECTION HAS BEEN MADE AND APPROVAL ORA CERTIFICATE OF
OCCUPANCY HAS BEEN GRANTED. UBC109/ IBC1 I0/1RC1 10.
FIRE APPLICANT = ASSESSOR EyCrIFY
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STATUS: ISSUED
BLD20170946
• Final approval on a project or final occupancy approval must be granted by the Building Official prior to use or occupancy of
the building or structure. Check thejob card for all required City inspections including final project approval and final
occupancy inspections.
• Any request for alternate design, modification, variance or other administrative deviation (hereinafter "variance") from
adopted codes, ordinances or policies must be specifically requested in writing and be called out and identified. Processing
fees for such request shall be established by Council and shall be paid upon submittal and are non-refundable.
• Approval of any plat or plan containing provisions which do not comply with city code and for which a variance has not been
specifically identified, requested and considered by the appropriate city official in accordance with the appropriate provision
of city code or state law does not approve any items not to code specification.
• Sound/Noise originating from temporary construction s ites as a result of construction activity are exempt from the noise limits
of ECC Chapter 5.30 only during the hours of 7:00amto 6:00prn on weekdays and 10:00am and 6:00pm on Saturdays, excluding
Sundays and Federal Holidays. At all other times the noise originating from construction sites/activities must comply with the
noise limits of Chapter 5.30, unless a variance has been granted pursuant to ECC 5.30.120.
• Applicant, on behalf of his or her spouse, heirs, assigns, and successors in interests, agrees to indemnify defend and hold
han-nless the City ofEdrn�nds, Washington, its officials, employees, and agents from any and all claims for damages of
whatever natuee, ari�ing directly or indirectly from the issuance for this permit. Issuance of this permit shall not be deemed to
modify, waive or reduce any requirements of any City ordinance nor limit in any way the City's ability to enforce any ordinance
provision.
THIS PERMITAUTHORIZES ONLY THE WORK NOTED. THIS PERMIT COVERS WORK TO BE DONE ON PRIVATE PROPERTY ONLY. ANY
CONSTRUCTION ON THE PUBLIC DOMAIN (CURBS, SIDEWALKS, DRIVEWAYS, MARQUEES, ETC.) WILL REQUIRE SEPARATE PERMISSION. PERMIT
TIME LIMIT: SEE ECDC 19.00.005(A)(6)
I BUILDING I I ENGINEERING (426) 771-0220 EXT. 1326 1
Go to: www.edmondswa.gov
2. Then: Services
3. Then: Perm its/Development
4. Then: Online Permit Info
5: If you don't have one already, create a
login (upper right hand comer)
6: Schedule your inspection
Building Department Inspections
are now scheduled online. If you
have difficulties, please call the
Building Department front desk for
assistance during office hours.
(425) 771-0220
FIRE (425) 776-7720
PUBLIC WORKS (425) 771-0236
RECYCLING (425) 275-4801
When calling for an inspection please leave the following information: Permit Number, Job Site Address, Type of Inspection
being requested, Contact Name and Phone Number, Date Preferred, and whether you prefer morning or afternoon.
• E-Eros ion Control/Mobilization
• ERetaining Wall Drainage
• E-Engineering Final
• B-Preconstruction meeting
• B-Setbacks
• B-Footings
• B-Foundation Wall
• B-Foundation Drainage
• B-Isolated Footings/Piers
• B-Slab Insulation
• B-Plumb Ground Work
• B-First Floor Framing
• B-Plumb Rough In
• B-Gas Test/Pipe
• B-Mechanical Rough In
• B-E-Aerior Wall Sheathing
• B-Roof Sheathing
• B- Shower Pan Test
• B-Window Flashing
• B-ShearNailing
• B-Height Verification
• B-Fire Stopping
• B-Framing
• B-Wall Insulation/Caulk
• B-Insulation/Fnergy
• B-SheetrockNail
• B-Roof Tear Off
• B-Building Final
• B-Other
GENERAL NOTES
LIFE SAFETY NOTES (continued)
FRAMING NOTES (continued
Nothing in this permit approval process shall be interpreted as
allowing or permitting the maintenance of any currently existing
illegal, nonconforming, or unperinitted building, structure, or site
condition which is outside the scope of the permit application,
regardless of whether such building, structure, or condition is
shown on the site plan or drawing. Such building, structure, or
1condition may be the subject of a separate enforcement action.
Sound/noise originating from temporary construction sites as a
result of construction activity are exempt from the noise limits
only during the hours of 7:00am to 6:00pm on weekdays and
10:00am and 6:00pni on Saturdays, excluding Sundays and
Federal Holidays. At all other times the noise originating from
construction sites/activities must comply with the noise limits,
unless a variance has been granted. ECC Chapter 5.30
All changes in plans and field modifications shall be approved by
the local jurisdiction. The design professional shall prepare
drawings as required for approval. IBC 107.4
Temporary address shall be clearly visible from street during all
phases of construction. Failure to properly post house/building
numbers may result in no inspection by the City Inspector.
Curb signage is not acceptable.
Address numbers (4" min. ht. & V2" min. stroke width) shall be
posted to be plainly visible from the street or road fronting the
property. IRC R319
LIFE SAFETY NOTES
Smoke alarms shall be installed in each sleeping room, outside of
each separate sleeping area in the immediate vicinity of the
bedrooms, and on each level (including basements and habitable
attics) in new construction and in existing dwellings when
alterations, repairs or additions requiring a permit occur. Smoke
alarms shall be hard -wired with battery backup, and when more
than one smoke alarm is required within an individual dwelling
unit, they shall be interconnected. Discuss exceptions to the
power source requirements with the Building Inspector.
11RC R314 113C 907.2.11.2
Carbon monoxide alarms shall be installed outside of each
separate sleeping area in the immediate vicinity of the bedrooms
and on each level in new construction and in existing dwellings
when alterations, repairs or additions requiring a pen -nit occur, or
when one or more sleeping rooms are added or created. IRC R315
Handrails and guards must be capable of resisting a concentrated
load of 200 pounds per square foot applied in any direction at any
point along the top. Guard in -fill components must be capable of
resisting 50 pounds per square foot.
IRC Table R301.5 113C 1607.8
Handrails shall be continuous through stair flights of four or more
risers, without interruption by newel posts (unless at a turn) or
other obstructions, and return to a wall, newel post, or safety
terminal. The grip -size shall be Type I or II or of equivalent
graspablity. IRC 311.7.8
�Vide one operable escape window in the basernent, habitable
c and in each sleeping room meeting all of the following
uirements:
-An operable area of not less than 5.7 sq. ft. (5 sq. ft. for grade
floor opening)
-A minimum clear opening height of 24 inches
-A minimum clear opening width of 20 inches
-Not more than 44 inches between the finished floor and the
bottom of the clear opening.
Escape windows located under decks or porches must have a path
36 inches in height to a yard or court. R310 IBC 1029
The greatest riser height within any flight of stairs or the greatest
tread depth within any flight of stairs shall not exceed the smallest
by more than 3/8 inch.
IRC R311.7.5.1 IRC R311.7.5.2 IBC 1009.7.4
FOOTINGS/FOUNDATIONS
Footing drains are required around concrete/masonry foundations
that retain earth and enclose habitable or usable spaces located
below grade, or for crawl spaces when a minimum 6 inch slope
within the first 10 feet of the foundation wall is not achieved. A
separate footing drain inspection by the Building Inspector is
required. IRC R401.3 IRC R405.1
I_ I
Slab -on -grade floors shall be a minimum 3.5-inch thick concrete
over a 6 mil vapor barrier and 4-inch base of sand/gravel/etc.
There shall be a thermal -break for slabs inside a foundation wall,
and if the slab is less than 24" below the exterior grade, 24" wide
R-10 perimeter insulation must be provided. Slabs used as part of
a hydronic heating system shall have R-10 insulation provided
throughout the entire slab area.
IRC R506 WSEC R402.2.9 WSEC Table R402.1.1
Vertical rebar must be hooked and tied in place at time of footing
inspection. Maintain minimum 3" clearance to earth, 1-1/2" to
form -work for reinforcement. R403.1.3 R404.1.2.3.7.4
Anchor bolts shall be at least 1/2 -inch in diameter and extend 7
inches into concrete. There shall be a minimum of two bolts per
plate, with one bolt within 12 inches but not closer than seven bolt
diameters from the end of the plate. The bolt spacing shall not
exceed 6 feet o.c. and shall have a nut and 3"x3"xO.229" washers
unless engineered. IRC R403.1.6
FRAMING NOTES
Hardware and fasteners in contact with preservative -treated wood
shall be of hot -dipped zinc galvanized steel, stainless steel, silicon
bronze or copper. IRC R317.3.1 113C 2304.9.5.1
-o
oists less than 18" and beams less than 12" to grade and all wood
xposed to weather shall be preservative- treated or naturally
esistant to decay. IRC R317 IBC 2304.11
oists shall have not less than 1.5 inches bearing on wood or metal
rid 3 inches on concrete. Joists shall be prevented from rotating
t the ends and at intermediate support by approved hangers, 2
:h nominal blocking, or attachment to a rim board.
C 502.6/502.7 IBC 2308.8
Foundation cripple walls shall be framed of studs not less in size
than the studs above. Walls over 4 feet in height shall be framed
of studs having the size required for an additional story. Cripple
walls studs less than 14 inches in height shall be sheathed on at
least one side with a wood structural panel that is fastened to both
the top and bottom plates in accordance with Table R602.3(l), or
cripple walls shall be constructed of solid blocking. Cripple walls
Ishall be supported on continuous foundations. IRC R602.9
Prior to the framing inspection, the building must be dried in with
a minimum of roofing, windows, and siding paper installed.
Truss layouts showing girder truss/hip-master locations are not
permitted to change and must be followed correctly. If the truss
manufacturer requests to change, in part or in whole, the layout
shown, they must contact the architect/designer to ensure that the
structural design of the building is maintained. If the layout
shown is changed, in part or in whole, the Building Division
requires new engineering calculations and must approve the
changes prior to the installation of the roof sheathing.
Exterior and bearing wall studs may be notched <25% and bored
<40% of the stud width. Non -bearing wall studs may be notched
<40% and bored <60% of the stud width. Any bore located <5/8"
from the stud face is considered a notch. Rafters and joists may
be notched in the outer thirds of the span with a maximum notch
depth 1/6th and a notch width 1/3rd the depth of the member.
Rafters and joists may be bored up to 1/3rd the depth of the
member no closer than 2" to each edge or to another bore. Top
plates notched or bored >50% of the width must have a l6ga.
strap, 6 inches past and fastened with 8- 1 Od nails at each side of
,the opening. IRC R502.8 IRC R602.6 IBC 2308
Attic access openings are required for buildings with combustible
ceiling or roof construction over an area >30 sq. ft. and with a 30"
vertical space between ceiling and roof framing members. The
rough -framed opening shall be 22"x3O" and located in a hallway
or other readily accessible location. The access cover shall be
weather-stripped and insulated to a level equal to the surrounding
,surfaces. IRC R807.1 WSEC 402.2.4
Attic ventilation openings shall not be less than 1/150 of the area
Of the space ventilated. It may be reduced to 1/300 if at least 50
percent and not more than 80 percent of the required openings are
at least 3 feet above the eave vents with the balance provided by
the eave vents. The net free cross -ventilation area may also be
reduced to 1/300 when a Class I or 11 vapor barrier is installed on
,the warm -in -winter side of the ceiling. IRC R806.2
ADDITIONAL REQUIREMENTS
A survey may be required prior to the foundation wall inspection If
the Building Inspector is unable to verify setbacks. Lot line stakes
should be in place at the time of the foundation inspection and
established property pins should be made visible.
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Provide outdoor air inlets in all habitable spaces.IRC 1507.3.4.4
A 30"00" level working space shall be provided in front of the
control side to service appliances. In attics and underfloor areas,
a passageway a minimum of 30 inches high and 20 inches wide
traveling not more than 20 feet from the access shall be provided.
A 24 inch wide solid pathway shall be provided in attics. A
switch -controlled luminaire is required at the passageway opening
and a receptacle outlet at or near the appliance. A means of
electrical disconnect is required within sight of the appliance or
the breaker is to be capable of being locked in the open position.
11RC M1305 IMC 306 NEC 422.31(B)
Provide the combustion air required for the proper operation of the
appliance(s). The minimum required volume per the standard
method is 50 cubic feet per 1000 BTU/hr. Where exhaust fans,
clothes dryers, and kitchen ventilation systems interfere with the
operation of appliances, makeup air shall be provided. Fuel -fired
appliances shall not be located in sleeping rooms, bathrooms,
toilet rooms, or storage closets unless specific installation
requirements are met. IRC G 2406.2 G2407.4 G2407.5.1
IFGC 303.3 304.4 304.5
An exhaust hood/system of >400cfm installed or required by the
range or cooktop manufacturer must be provided with makeup air
equal to the exhaust air rate. IRC M1503.4 IMC 505.2
Provide required makeup air in the laundry room. Louvered doors
or openings/grilles into other spaces may be used to meet the
requirements. Other limitations may arise if a gas dryer is
installed. IMC 504.5 G2407.4 G2407.9.1
Dryer ducts shall terminate outside of the building, 3 ft. from any
openings into the building. The termination shall have a backdraft
damper and no screen. The dryer duct shall be a minimum
.016-in. (27 ga.) thick, a minimum 4 inches in diameter, have a
smooth interior finish, have sections joined with the insert end in
the direction of airflow without the use of fasteners, be supported
at 4 ft. intervals, and secured in place and protected by nail plates
that extend 2" abovelbelow bottom/top plates. The joints shall be
sealed with UL181A listed mastic or tape. Dryer duct maximum
lengths are 25 ft. for electric and 35 ft. for gas with deductions for
fittings (or sized/length per manufacturer). If concealed, the
equivalent length of the duct shall be permanently labeled or
tagged within 6 ft. of the dryer connection.
11RC M1502 M1601.4.1 G2439 IMC 504 1FGC 614
Hydronic heating system piping shall be tested at 100 psi water
pressure or 1 1/2 times the operating pressure, whichever is greater,
for a minimum of 15 minutes. Piping embedded in concrete shall
be pressure tested prior to the placing of concrete and be
maintained at operating pressure during concrete placement. The
test must be observed by the Building Inspector prior to concrete
placement. Note: a means of providing outdoor air per IRC
R303.4, M1507 and IMC 403.2 is required. IMC 1208 - 1209
Refrigerant circuit access ports located outdoors shall be fitted
with locking -type tamper- resistant caps.
IRC M1411.6 IMC 1101.10
Fixtures installed on a floor level that is lower than the next
upstream manhole cover of the public or private sewer shall be
protected from backflow of sewage by installing an approved type
of backwater valve. Fixtures on floor levels above such elevation
shall not discharge through the backwater valve. UPC 710.1
Vent all plumbing fixtures through the roof per UPC 906.0 or
with a loop vent per UPC 909.0. Air admittance valves are not
pennitted unless first approved by the Building Inspector on a
,case by case basis.
Water heaters installed in attics, attic -ceiling assemblies,
floor -ceiling assemblies or a floor/sub-floor assembly, where
damage may occur from a leak, shall be installed in a watertight
pan made of corrosion -resistant materials. The pan shall have a
minimum 3/4" drain and the drain shall terminate in a visible
location. The drain cannot empty into the crawlspace beneath a
building. Discharge from a relief valve into a water heater pan
shall be prohibited. UPC 507.4 UPC 507.5
Access will be required for the whirlpool/jetted tub pump and the
tempering valve for all tubs. The tempering valve may also be
installed at the water heater. UPC 409
Showers shall be a minimum of 900 square inches and be capable
of encompassing a 30 inch circle. The shower receptor shall have
a finished dam, curb, or threshold between 2" and 9" above the
top of the drain. The floor of the shower shall slope a minimum of
1/4" and a maximum of 1/2". Lining materials for built-up showers
and shower seats shall be sloped, extend upward 3" above the
horizontal surface, and over the top of the dam or threshold.
Shower receptors shall be tested by filling with water to the top of
the rough threshold while plugged at the drain. Protect the weep
holes in the sub -drain clamping ring from clogging.
1UPC 408.5 - 408.7
Main building shut-off required on water supply line. UPC 606.2
Pressure reduction valve on main water supply line required by
City code.
4 Vent hot water tank relief valve directly to the outside.
C 608.5
Hot water heater must be seismically anchored or strapped at
points within the upper one-third and lower one-third of its
vertical dimensions. At the lower point, a minimum distance of 4"
must be maintained above the controls with the strapping.
UPC 507.2
All pressure absorbing devices (e.g. air chambers, mechanical
devices, hammer arrestors) shall be accessible or installed per
manufacturer. UPC 609.10
JMinimum I" air -gap required at dishwasher. UPC 414.3 1
Hose bibs (exterior faucets) are required to have a permanently
affixed anti -siphon device installed. UPC 603.5.7
Soaker and jetted tubs shall be installed and supported per the
manufacturer's installation specifications. UPC 409.6
Dwelling/garage separation shall be maintained by installing 1/2" gypsum
wallboard on the garage side from the foundation to the underside of the
roof sheathing. Ceiling of garages with habitable space above shall have
5/8-inch Type X gypsum wallboard attached with 1-7/8 inch 6d coated
nails or equivalent drywall screws and the structural elements supporting
the ceiling protected with 1/2 gypsum wallboard. Enclosed accessible space
under stairs shall have walls, under -stair surface and any soffits protected
on the enclosed side with 1/2" gypsum wallboard. Water resistant gypsum
shall not be used as a tile backing board where there will be direct
exposure to water, or in areas subject to continuous high humidity
(showers, etc.). IRC R302 IRC R702.3.8.1
Fireblocking shall be provided to cut off all concealed draft openings (both
vertical and horizontal) and to form an effective fire barrier between
stories, and between a top story and the roof space. Fireblocking shall be
provided in wood -frame construction in the following locations:
1) In concealed spaces of stud walls and partitions, including furred spaces
and parallel rows of studs or staggered studs as follows:
1. 1 Vertically at the ceiling and floor levels.
1.2 Horizontally at Intervals not exceeding 10 feet.
2) At all interconnections between concealed vertical and horizontal spaces
such as occur at soffits, drop ceilings and cove ceilings.
3) In concealed spaces between stair stringers at top and bottom of the run.
4) At openings around vent, pipes, and ducts at ceiling and floor level,
with an approved material to resist the free passage of flame and products
of combustion. For additional requirements see IRC 302.11
lDraftstops shall be installed in combustible construction where there is I
usable space both above and below the concealed space of a floor/ceiling
assembly, so that the area of the concealed space does not exceed 1000 sq.
ft. and shall divide the space into approximately equal areas. Where the
assembly is enclosed by a floor membrane above and a ceiling membrane
below, draftstopping shall be provided in floor/ceiling assemblies under
the following circumstances:
I.Ceiling is suspended under the floor framing.
2.Floor framing is constructed of truss -type open -web or perforated
members.
Draftstopping materials shall not be less than 1/2 inch gypsum board, 3/8
inch wood structural panels or other approved materials adequately
supported and installed parallel to the floor framing membersIRC R302.12
ADDITIONAL REQUIREMENTS
Height verification shall be done by the applicant's agent/contractor and
observed by the Building Inspector on site. The agent/contractor shall set
up the equipment (transit/builders level), establish the datum point, and the
point of average grade. These items must be consistent with the approved
plans. If the proposed height of a building (as shown on the plans) is
within 12 inches of the maximum height permitted for the zone, an
elevation survey is required. An elevation survey consists of three
components to be conducted by a licensed surveyor. 1) Prior to
construction, the surveyor shall establish average grade as specified in
ECDC 21.40.030, and shall establish a reference datum point that will be
undisturbed and can be freely accessed. 2) The surveyor shall locate the
elevation of the first floor prior to the City under -floor inspection. 3) A
final letter of height confirmation shall be provided upon completion of the
structure.
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Secondary access easement not
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PROJECT INFORMATION_
M7!��IHM. PROJECr VINI&IMPPM
FAEREGAS CK ENGINEERING
15S31 -12ND AVE W. PAr7KO KESOVIJA
EDMONDS, WA 'B802ro IS105 36TH AVE W., STE 205
(508) 551-00SS - LINDA LYNNWOOD, WA SW36
1111111106rar paskmam (206) 411-0610
HOME DESIGNS NORTHWEST
CHRIS LEONARD
19105 36TH AVE W, STE 205
LYNNWOOD, WA SW36
(425) 402-6053
HDNWeCOMCASTNET
BENCH MARK — ASSUMED
SANITARY SEWER MAN14OLE NO� 201 LOCATE AT THE
CENTERLINE Or 12ND AVE.W.
ASSUMED INVERT ELEVATION - 100.00 FEET
LEGAL DE5GRIFTION
A PORTION Or TRACTS 36 AND 50 Or MEADOWDALE BEACH
SUPPLEMENTAL FLAT, ACCORDING TO THE PLAT THEREOF RECORDED
IN VOLUME 5 Or PLATS, PAGE 42, RECORDS OF SNOHOMISH COUNTY,
WASHINGTON, SITUATED IN THE SOUTHWEST QUARTER OF SECTION 5,
TOWNSHIP 21 NORTH, RANGE 4 EAST, W.M,, SNOHOMISH COUNTY,
WASHINGTON.
ALSO KNOWN AS PARCEL 2, OF RECORDED SHORT PLAT NO.
1606IW23S, RECORDS OF SNOHOMISH COUNTY, WASHINGTON.
SUBJECT TO CONDITIONS, RESTRICTIONS AND EASEMENTS OF RECORD
IF ANY.
AREA CALUCULAT IONS_
AREA SUMMARY
TOTAL LOT AREA 23,308 5F, (.53 ACRES)
UTILITY 4 ACCESS EASEMENT 2B,14�3 Sr, (,66 ACRES)
EXISTING IMPERVIOUS SURFACES
EXISTING HOUSE FOOTPRINT
13e3 S.F.
EX:ST:W. GARAGE
614 SP.
EX ST NG SHED
20'1 SF.
EXISTING ASPHALT DRIVEWAY
Bea S.F.
EXISTING GRAVEL PARKING AREA
531 Sp.
TOTAL EXISTING IMPERVIOUS SURFACES
4,34-J/23,308 18.67.
PROPOSED IMPERVIOUS SURI=ACES
HOUSE FOOTPRINT AFTER REMODEL
1161 Sp.
EXISTING GARAGE
614 SF.
SHED
201 Sr.
:X�ST:NG
X ST NG ASPHALT DRIVEWAY
irles Sp.
EXISTING GRAVEL PARKING AREA
531 S.F.
NEW FRONT WALKWAY
IS2 9P.
TOTAL PROPOSED IMPERVIOUS SUF6-ACrS
4,56e/23"S = 20,5%
TOTAL PROPOSED INCREASE Or
520 S.F. = 1.1%
STRUCTURAL LOT COVERAGE
HOUSE FOOTPRINT AFTER REMODEL
1161 ar, - 6.09.
EXISTING GARAGE
614 S.F. - 2.1%
EXISTING SHED
201 S.F. = 0.1%
TOTAL EXISTING IMPERVIOUS SURFACES
2,5a2/23,30a - 110%
HEIGHT CALCULATION_
AVEP.64E EXISTM 6ARAVE
RiCel 4 D
MAR 2 i 2018
DEVELOPMENT SERVICES
A 101�SO'
= 44010'
101,BO'-
11200,
0-11300,
TOTAL - 436.80 / 4 = AVERAGE EXISTING GRADE .��NTER
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--165TH PIL
City of Edmonds Edmonds
750 Feet
121 5th Ave N Lynnwood
N
Edmonds, WA
98020 MtLake I
Woodway
This document is for general information purposes only and is provided on an 'as is'
and 'as available' basis. The data used comes from a variety of public sources and no
3/27/2014
warranty of any kind is given as to its accuracy. Users of this document agree
to indemnify and save harmless the City of Edmonds, its officials, officers,
11:42:47 AM
employees and/or agents from and against any claim, demand or action, arising
out of any use or possession of this document .
E 1),V
CITY OF EDMONDS
1215THAVENUENORTH- EDMONDS, WA 98020
I SCO PHONE: (425) 771-0220 - FAX: (425) 771-0221
Wednesday, July 12, 2017
This Application has been accepted by the City of Edmonds for review. More information and changes
may be required during this process. The review target date is: Wednesday, August 16, 2017
Your City Contact is: LINDA THORNQUIST
Application Number: BLD20170946
Project Address: 15931 72ND AVE W, EDMONDS
PROPERTY OWNER APPLICANT
BEAU & LINDA L FABREGAS BEAU & LINDA L FABREGAS
15931 72ND AVE W 15931 72ND AVE W
EDMONDS, WA 98026 EDMONDS, WA 98026
(425) 750-1212 (425) 750-1212
Work Description:
NEW FOUNDATION AND BASEMENT COMPLETE REMODEL OF MAIN AND UPPER FLOOR.
NEW CO VERED DECK AND CO VERED PORCH.
Outstanding Items at Time of Submittal:
PSCAA NUMBER AND A HERA S UR VE Y FOR INTERIOR DEMO WORK
It is anticipated that the following departments will be reviewing your application:
Buflding
P lanning
Engineering
Fire
Please waft to re -submit corrections until after you have received comments from all reviewing
departments.
I H ERERY AC KNO'%N'LEDG E TH AT I HAVE READ TH IS APPLIC ATIO N T[I AT 7111 E INFO RMATIO N GIVEN IS C 0 RREC T
AND THAT I AM TH E PRO PERTY 0 W NER, 0 R THE DULY AUTH 0 RIZED AGE%;T 0 F THE PRO PERTY OWNER TO
A SUBMITA BUILDING PERMITAPPLICATION TO THECITY.
4 0 -)P�- F,
S IGNAWRE (OW NERXR AGENT) PRINT NAME
DATESIGNED
To view up to date information about your application please visit the City ofEdmonds Development Services
website at htip.11www.edmondswa.gov.
DEVELOPMENT SERVICES
RESIDENTIAL BUILDING PERMIT
lwn�� I APPLICATION
121 5"' Avenue N, Edmonds, WA 98020
Phone 425.771.0220 9 Fax 425.771.0221
City of Edmonds
PLEASE REFER TO THE RESIDENTIAL BUILDING CTIECKLIST FOR SUBMITTAL REQUIREMENTS
PROJECT ADDRESS (Street, Suite #, City State, Zip):
Parcel #:
1159 a 1 126 "I'S Fk-4 C %_J crmAbo ps, V1 X
*lab
m 51 33*300(m '310 1
Project Valuation: $
Subdivision/Lot #:
Zoo.00o
APPLICANT:
Phone:
Fax:
LAUNC>A 4 BCOrLk EAWLIE-6AS
42.6-1150-17-12-1
Address (Street, City, State, Zip):
15'93% 12." Ar467 V4 EtOA�VIC�S,,WA
EMail Address:
b co-v- a d� r- 11%5 - Conn
PROPERTY OWNER:
Phone: !F!,,
LAPA04'et 1* blF_*r'J, VAbiLCCRAS
co 2 .16151,0099
Address (Street, City. State, Zip):
V&9%bl 1G)" iN41iii %/.G-rM-k0005'
E--Mail Address:
1,%Ajk f COO re I do". catv%
LENDING AGENCY:
Q\)kC"-N
Phone: I-ax:
Soo-41 -2-1913
Address (Street, City. State. ZI
P.O. ao)e_ 4 4 a S.5 9 Dellomm I Oa44
I
Address:
44 p P, I ultj-� Aa&4u4. cowt
CONTRACTOR:*
Phone.
Fax:
+40tA.GbWAO(L PiMk1% PrS (:3EPLAJkL
Address (Street, City, State, Zip):
E-Mail Address:
WA State License #/Exp. Date:
*Contractormust have a valid Cit.v of Edmonds business ficense prior to
doing work, in the Citv. Contact the Ciiv Clerk's Qffice (it 425.77-5.2.525
City Business License #/Exp. Date:
DETAIL THE SCOPE OF WORK: F0JA0Anb0
iflsoiL-o QoT &p,,5cvzv_yr
Pt ta is Ar," ck- ev- f rLqm
tA
PROPOSED NEW SQUARE, FOOTA6E
FOR THIS PROJECT:
Basement: ---,sq. ft.
Select Basement Type: Finished LX
Unfinished LJ
I" Floor: sq. ft.
Garage/Carport: ft.
2"0 Floor: --gig Sq. ft.
Deck/Cvrd Porch/Patio: sq. ft.
Bedrooms #__,5_ Full-3/4 Bath # 4. 11alf-Bath
Other: sq. ft
Fire Sprinklers: Yes[
No
N
R etainino Wall: Yes
No
17
Grading: Cut 3W.cu. yds. Fill .,-..cu.yds.
CLIt/FillinCrifical Area: Yes LJ NoX
I declare under penalty ofpe�iury la ws that the information I have provided on this formlapplication is true, correct and
complete, and that I at" the property owner or duly authorized
agent ofthe property owner to submit a permit application to
the City of Edmonds.
Print Narfle
Owner X1 A Qent/Other [] (specify):
Signature:
Date: 59- 1'7
FORMA LABuilding New Folder 201(ADONI: &, x-Jerred to A?01/1.(Iocx Updated: 1/17/2014
F, T)
DEVELOPMENT SERVICES
RESIDENTIAL BUILDING PERMIT
APPLICATION FORM A
1215 h Avenue N. Edmonds, WA 98020
City of Edmonds
Phone 425.771.0220 R Fax 425.771.0221
Equipment Type
MECHANICAL
Appliance/Equipment Information (new and relocated)
Total #
Furnace
as I lee #.,--Other:—,..-- #___ BTUs: <100k >100k�) Location(s) 021NIAbM tjjm
I —C __ —
r
Air Handier / VAV
lee#. ----Other:— #---CFM: <10k- Location(s) mkrl�. r_LD-5r-'-T-
(circle selected)
AC / Compressor
I
Boiler/ eat Pum
AEHTE�
Gas #_ Other: #_ BTtJs:---< I 00k, 100k-500k, S00k-lMil
A rj_-,
Roof Top Unit
HP: <3, 5-30 Location(s) F_XTIM042-
(circle selected)
Hydronic Heating O/A
Gas #—Elec #_ —in-Floor —Wall Radiant Boiler BTUs: Location
Exhaust Fans (single
Bath # 5 Kitchen # I
duct)
Laundry # Other: #
Fireplace
i's
Gas # 'lee #. Other: # Location(s) L%1116% QZ646k IAAL��VLG�
Dryer Duct
7W
FUEL GAS
L
M
Appliance Type
Appliance/Equipment Information (new and relocated)
Total #
AC Unit
BTUs: - S61M —Location(s): "11M10*4
Furnace
BTUs: 2A6.00 0. Location(s): .... EY6.1r. C-L416'1-
Water Heater
BTUs: _0P*PP0___ Location(s):_.. 6-Y.Ire CA-431EM 1r
Boiler
BTUs: Location(s):._____.
Other:
BTUs: . . . . . Location(s):_
Fireplace/insert
BTUs - Location(s):A&0 FgAbOL LAVI 1j;4
Stove/Range]Oven
Dryer
Outdoor BBQ
ITOTA
L OUTLETS
PLUMBING FIXTURE COUNT
Fixture Type (new and relocated) Total # Fixture Type (new and relocated)
Total #
Water Closet (Toilet)
Pressure Reduction Valve/Pressure Regulator
Sink (kitchen, laundry, lavatory, har. eye wasli. etc.)
Water Service Line
Tub/Shower
Drinking Fountain
Dishwasher
Clothes Washer
Hose Bib
Backflow Prevention Device (e.g. RRPA, DCDA, AVB)
Water Heater Tankless? Yes n NoFj
Hydronic Heat in: Floor Wall
Floor Drain/Floor Sink
Other:
Refrigerator water supply (for water/ire dispenser)
Other:
FORMA I.:\BuildiiigNe%%�f-t)lder2OlO\l.)ONI-"&x..i'eri-ecltol,..13LIilditi-,-Newdrive\ForiiiA2014.docx Updated: 1/17/2014
EXEMPTION FROM CONTRACTOR
REGISTRATION VERIFICATION
FORMI)
The undersigned property owner or authorized person as described below, has applied for a
building permit from the City of Edmonds and claims that he/she/it is exempt from providing
contractor registration in accordance with the provisions of RCW 18.27. The property owner or
authorized person, by their signature below, ' hereby verifies to the. City of Edmonds that-
0 Value of work under $500.00. The aggregate c . ontract price of labor and materials and all
other items required for the project.is less than $500.00 and is not part of a larger operation
to be undertaken on the property. This exemption does not apply to a person who advertises
or puts out any sip or card or other device which might indicate to the public that �e/she is
a contractor, or that he/she is qualified to engage in the business of contractor. RCW
18.27.09q(9).
0 Owner who contracts for a project. A property owner contracting with registered
contractors for the project, and who bim/herself is not performing any activity of a
contractor for the purpose of leasing or selling improved property that he/she has owned for
less than twelve months. RCW 18 27.090(l 1).
Work performed personally on awn-prop�rty. Anyone personally working on property
he/she owns, or at which he/she resides, as long as the property owner, or resident, does not
perform any activity of a contractor on his/her property for the purpose of selling,
demolishing, or leasing the property. RCW 18.27.090(12).
0 Use of own employees. Property. owner using him/herself or Es/her own employees to
perform maintenance, repair, and. alteration work in or upon his/her own property. RCW
18.27.090(13).
0 Licensed Architect, engineer, electrician or plumber. All work performed under thi's
permit will be performed by an architect, civil or professional engineer, certified electrician
or certified plumber operating with�n the scope of Es/her certification. RCW 18.72.090(14).
0 Other. Specify which provision of RCW 18.27.090 applies:
TEE UNDERSIGNED PROPERTY OWNER OR AUTHORIZED PERSON HEREBY VERIFIES
THAT ALL INFORMATION PROVIDED- ON THIS FORM IS TRUE AND ACCURATE TO THE -
BEST OF HIS OR HER KNOWLEDGE AND ACKNOWLEDGES THAT IF ANY OF THE
INFORMATION PROVIDED ON THIS FORM IS FALSE HE OR SHE UNDERSTANDS THAT T ' HE
BUILDING PERMIT WILL BE Ev&IEDIATELY REVOKED AND ALL FEES PAID FORFEITED.
DATED this day of It 2-- 2011.
PROPERTY OWNER/AUTHORIZED WTINESS
6iature Signature
L,w oA-
Print Name
L, [ I yle
Print Name
LATEMP\BUU-D1NG\HANDOUTS REVISED IN 2009\PREVIOUS HANDOUTS\FORMS\CONTRACTOR EXEMPTION FORM
D.DOCREVISED 7/07
Demolition Form
OCT 2 7 20"1
BUILDING DEPARTHENI
CITY OF ED.'.,',ONDS
Foundation
Existing
$6.00
1393
$8,358.00
1393
$8,358.00
Floor Framing
Existing
$7.75
2149
$16,654.75
0
$0.00
Floor Insulation
Existing
$0.75
1249
$936.75
0
$0.00
Wall Framing/ Lineal feet
Existing
$8.00
480
$3,840.00
101
$808.00
Wall Insulation
Existing
$0.75
2198
$1,648.50
325
$243.75
Siding
Existing
$7.00
2500
$17,500.00
2500
$17,500.00
Roof Framing
Existing
$8.00
901
$7,208.00
0
$0.00
Attic Insulation
Existing
$0,40
901
$360.40
0
$0.00
Plumbing / Per fixture
Existing
$500.00
10
$5,000.00
0
$0.00
Electrical
Existing
$6.00
2149
$12,894.00
0
$0.00
Drywall
Existing
$1.50
2198
$3,297.00
883
$1,324.50
Deck
Existing
$10.00
184
$1,840.00
184
$1,840.00
imp Sum Work
Lni-s
0
Windows
$300.00
31
$9,300.00
31
$9,300.00
Doors
$50.00
6
$300.00
6
$300.00
Hvac
$10,000.00
1
$10,000.00
1
$10,000.00
Cabinets
$15,000.00
1
$15,000.00
1
$15,000.00
$114,137.40 $64,674.25
56.66%
I % RECEIVED
12 2017
Window, Skylight and Door Schedule DEVELOPMENT SE
Project Information Contact Information COUNTER RVICES
Fabregas Residence Home Desings Northwest
15931 72nd Ave W. Chris Leonard - (425) 402-6053
Edmonds, WA 98026 chris@homedesingsnw.com
Exempt Swinging Door (24 sq. ft. max.)
Exempt Glazed Fenestration (15 sq. ft. max.)
Vertical Fenestration (Windows and doors)
Component
Description
Ref. U-factor
Ref. U-factor
Bed 2 Window
6040
0.30
Powder Room
3036
0.30
Laundry
3036
0.30
Entry Door
3068
0.30
Entry Sidelights
1268
10.30
Kitchen Wndows
4036
10.30
Nook Windows
2650
10,30
Nook Slider
5061010.30
Office/Bed Wndow--
4040
10.30
Mud Room Door
5061010.30
Rec Room Window
8040
10�30
Rec Room Door
3068
0.30
Rec Room Window
5036
0.30
Gym Window
6040
0.30
Bath Window
4016
0.30
Wdth Height
Qt. Feet In ch Feet Inch
Width Height
Qt. Feet Inch Feet inch
MMEME
MMEME
=MEMO
MMEME
MENOME
=MEMO
MMEME
=MEMO
EIMEME
EIMEMO
EIMEMO
EIME=
MMEME
MMEME
MMEME
EIMEEI
MMEME
MMEME
EIMEMO
EIME
IEMEMO
MMEME
EIMEMO
INMENE
MMEME
EIMEMO
MMEME
EIMEMO
MMEME
MMEME
MMEME
EIME
MMEME
MMEME
- -
EME
Area UA
Area UA
OW
mm�
N KIM,
Sum of Vertical Fenestration Area and UA
Vertical Fenestration Area Weighted U = UAIArea
Overhead Glazing (Skylights)
Component
Description Ref. U-factor
VVidth Height
Qt. Feet I r ch Feet Inch
Sum of Overhead Glazing Area and UA
Overhead Glazing Area We�qhted U = UAIArea
Total Sum of Fenestration Area and UA (for heating system sizing calculations)
1 329.91 98.971
1 0.301
Area UA
MME, �
MMU�
1 329�91 9
Simple Heating System Size:. Washington State
This heating system sizing calculator.is 6as'e� on the Prescriptive Requirements of the 2015 Washington State Energy Code (WSEC) and ACCA Manuals
J and S. This calculator will calculate heating loads only. ACCA orocedures for sizing cooling systems should be used to determine cooling loads.
The glazing (window) and door portion of this calculator assumes the installed glazing and door products have an area weighted average U-factor of 0.30,
The incorporated insulation requirements are the minimum prescriptive amounts specified by the 2015 WSEC.
Please fill out all of the green drop -downs and boxes that are applicable to your project. As you make selections in the drop -downs for each section, some
values will be calculated for you. If you do not see the selection you need in the drop -down options, please call the WSU Energy Extension Program at
(360) 956-2042 for assistance.
Project Information Contact Inthrmation
Fabregas Residence Home Designs Northwest
115931 72nd Ave W. Chris Leonard - (425) 402-6053
Edmonds, WA 98026 chris@homedesignsnw.com
Heating System Tyne: All Other Systems Heat Pump
To see detailed instructions for each section, place your cursor on the word "Instructions".
Design Temperature
Design Temperature Difference (AT) 46
A T = Indoor (70 degrees) - Outdoor Design Temp
Area of Building
Conditioned Floor Area
. f ...;��3
Conditioned Floor Area (sq ft) 1,375
Average Ceiling Height Conditioned Volume
Average Ceiling Height (ft) El�=8,1 11,138
Glazing and Doors U-Factor X Area UA
0.30 99�00
Skylights U-Factor X Area UA
0.50
Insulation
Attic U-Factor X Area UA
�iur J
R AS1 0.1126 182
. . ...... . . .................
Single Rafter or Joist Vaulted Ceilings LI-Factor X Area UA
No Va0l,.d Cmhrlq� -n miq projert
Above Grade Walls (see Figure i) U-Factor X Area UA
R �1 Imetmeniaip 0.056 1,406 78.74
Floors U-Factor X Area U A
R 30 0,029 11,54
Below Grade Walls (see li--igure 1) U-Factor X Area UA
k ?1 0042 363 15.25
Slab Below Grade (see Ficiure 1) F-Factor X Length UA
-At 1�fl,!-�
Slab on Grade (see Fhoure 1) F-Factor X Length LJA
R lo 10"Y Insulated 0.360 148 53.28
Location of Ducts
Duct Leakage Coefficient
Candwoned �patp 1z 1.00
Sum of UA 261.63
Envelope Heat Load 12,035 Btu /Hour
Figure 1. Sum of UA X AT
Air Leakage Heat Load 5,533 Btu Hour
V0lUrnaX 0.6XATX.018
T
—Grade J Building Design Heat Load 17,568 Btu Hour
Air Leakage , Envelope Heat Loss
Building and Duct Heat Load 17,568 Btu Hour
Ducts in unconditioned space., Sum of Building Heat Loss X 1. 10
Ducts in conditioned space. Sum of Building Heat Loss X I
Maximum Heat Equipment Output 24,595 Btu Hour
Building and Duct Heat Loss X 1. 40 for Forced Air Furnace
Building and Duct Heat Loss X 1. 25 for Heat Pump
(0710JI13)
Prescriptive Energy Code Compliance for All Climate Zones in Washington
Project Information Contact Information
Fabregas Residence Home Desings -Northwest
15931 72nd Ave W. Chris Leonard - (425) 402-6053
Edmonds, WA 98026 chris@homedesingsnw.com
This project will use the requirements of the Prescriptive Path below and incorporate the
the minimum values listed. In addition, based on the size of the structure, the appropriate
number of additional credits are checked as chosen by the permit applicant.
Authorized Representative
All Climate Zones
R-Value'
U-Factor a
Fenestration U-Factor b
n/a
0.30
Skylight U-Factor
n/a
0.50
Glazed Fenestration SHG Cb,e
n/a
n/a
Ceiling k
49i
0.026
Wood Frame Wall,,m,n
21 int
0.056
Mass Wall R-Value'
21/21 h
0.056
Floor
301
0.029
Below Grade Walf-rn
10/15/21 int + TB
0.042
,Slab d R-Value & Depth
10, 2 ft
n/a
*Table R402.1.1 and Table R402.1.3 Footnotes included on Page 2.
Date
Each dwelling unit in a residential building shall comply with sufficient options from Table R406.2 so as to achieve
i
the following minimum number of credits:
1. Small Dwelling Unit: 1.5 credits
Dwelling units less than 1500 square feet in conditioned floor area with less than 300 square feet of fenestration
area. Additions to existing building that are greater than 500 square feet of heated floor area but less than 1500
square feet.
1-12. Medium Dwelling Unit: 3.5 credits
All dwelling units that are not included in #1 or #3. Exception: Dwelling units serving R-2 occupancies shall
require 2.5 credits.
n3. Large Dwelling Unit: 4.5 credits
Dwelling units exceeding 5000 square feet of conditioned floor area.
4. Additions less than 500 square feet: .6 credits
Table R406.2 Summary
Option Description
Credit(s)
la
Efficient Building Envelope 1 a
0.5
lb
Efficient Building Envelope lb
1.b
1c
Efficient Building Envelope 1 c
2.0
ld
Efficient Building Envelope ld
0.5
2a
Air Leakage Control and Efficient Ventilation 2a
0.5
2b
Air Leakage Control and Efficient Ventilation 2b
1.0
2c
Air Leakage Control and Efficient Ventilation 2c
1.5
3a
High Efficiency HVAC 3a
1.0
3b
High Efficiency HVAC 3b
1.0
3c
High Efficiency HVAC 3c
1.5
3d
High Efficiency HVAC 3d
1.0
4
High Efficiency HVAC Distribution System
1'0
5a
Efficient Water Heating 5a
0,5
5b
Efficient Water Heating 5b
1.0
5c
Efficient Water Heating 5c
1.5
5d
Efficient Water Heating 5d
0.5
6
Renewable Electric Energy
0.5
El
0
LJ
El
El
F-1
Ll
P1 1.0
F-1
F]
Q
1-1
F-1
Ll
D 1.5
LJ
7�1200 kwh 0.0
Total Credits 2.50
*Please refer to Table R406.2 for complete option descriptions
For SI: I foot .= 304.8 mm, ci .� continuous insulation, int .= intermediate framing.
a R-values are minimums. U-factors and SHGC are maximums. When insulation is installed in a cavity which is
less than the label or design thickness of the insulation, the compressed R-value of the insulation from
Appendix Table A101.4 shall not be less than the R-value specified in the table.
b The fenestration U-factor column excludes skylights. The SHGC column applies to all glazed fenestration.
C II 10/15/21.+TB" means R-10 continuous insulation on the exterior of the wall, or R-15 on the continuous
insulation on the interior of the wall, or R-21 cavity insulation plus a thermal break between the slab and the
basement wall at the interior of the basement wall. "10/lS/21.+TB" shall be permitted to be met with R-13
cavity insulation on the interior of the basement wall plus R-S continuous insulation on the interior or exterior
of the wall. "10/13" means R-10 continuous insulation on the interior or exterior of the home or R-13 cavity
insulation at the interior of the basement wall. '113" means thermal break between floor slab and basement
wall.
d R-10 continuous insulation is required under heated slab on grade floors. See R402.2.9.1.
e There are no SHGC requirements in the Marine Zone.
f Reserved.
g Reserved.
h Reserved.
The second R-value applies when more than half the insulation is on the interior of the mass wall.
Reserved.
k For single rafter- or joist -vaulted ceilings, the insulation may be reduced to R-38.
I Reserved.
M Int. (intermediate framing) denotes standard framing 16 inches on center with headers insulated with a
minimum of R-10 insulation.
INonfenestration U-factors shall be obtained from measurement, calculation or an approved source or as
specified in Section R402.1.3.
I
-D
Structural Calculations
Fabregas Residence
Structural Calcs for Foundation &
Main Floor Framing Revisions
15931 72nd Ave W.
Edmonds, WA 98026
- p'-w-te'.3 �
7�5!t2
CRUY COPY PREPARED BY:
JUL 2 7 2018
AWB ENGINEF-RiNG, INC.
WADE A. DAMEY, P.E.
DAMEYW@AwaENi3.com
-650-61 96 (CELL)
206
July 23, 2018
FLOOR SPAN TABLES AND MATERIAL WEIGHTS
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AW@ Engineering, Inc.
4742 42nd Ave SIN, Ste 312
Seattle, WA 98116
Project Title:
Engineer:
ProjW Descr:
Proiect Q
I - U
Re C�U"aRUCEW-IOeDiv"WMI-20EU.DA-lWaim\caim,ec6
Wood Beam ENERCALC, INC. 1983-2018.BM;10.18.1.31,Ver.10.18.1.31
'Mic. KW-06006706 Licensee. AW,5, ENGINEERING-
Descdpfion: Nev M&n Beam Cemv - IT
CODE REFERENCES
Calculations per NDS 2015, 1 BC 2015, CBC 2016. ASCE 7-10
Load Combination Set: IBC 2015
Material Properties
Analysis Method: Allowable Stress Design Fb + 2900 psi E: Mmiulus of EkWkity
Load Combination I BC 2015 Fb- 2900 psi Ebend-xx 2000 ksi
Fc - Pdl
Wood Species Trus Joist Fc - Perp
Wood Grade Parallam PSL 2.OE Fv
Ft
Beam Braicing Beam is Fully Braced against lateral -torsional buckling
IA36
Applied Loads
Uniform Load D = 0 170. L = 0 680, Tnntzry Wd!h = 10 ft
DESIGN SUMMARY
Maximum Sending Stress Ratio
Section used for this span
fb : Actual
FB: Allowable
Load Combination
Location of maximum on span
Span # where maximum occurs
Maximum Deflection
Max Downward Transient Deflection
Max Upward Transient Deflection
Max Downward Total Deflection
Max Upward Total Deflection
D(O 17) LID
5.2504.0
Span= 17 Oft
2900 psi
750 psi
2 90 psi
2025 psi
Eminbend - xx 1016.535ksi
Density 45 05pcf
Service loads entered Load Factors will be applied for calWations
0.7541 Maximum Shear Stress Ratio
0.442 :1
5.25x14.0
Section used for this span
5.25x14.0
2,148 54 psi
tv: Actual
128 08 psi
2,850.80psi
Fv: Allowable
290 00 psi
+O-L-H
Load Combination
+D-L�H
8 500ft
Location of maximum on span
0030ft
Span # 1
Span # Owe maximum occurs
Spal # 1
0.535 in Ratio =
381 >=360
0-000 in Ratio =
0 <360
0.669 in Ratio =
304 >=180
0.000 in Ratio =
0<180
Maximum Forces & Stresses for Load Combinations
Load Combinat'on
Max Stress Ratios
Segment Length
Span #
M
V
Cd
C FIV
C I
C r
404H
Length = 17.0 ft
11
0.167
O�M
0.90
0,983
1.00
1.00
-D+J.+H
0.983
1.00
1.00
Length = ITO ft
1
0.754
0.442
1.00
0.983
1.00
1.00
+D+Lr+H
0.983
1.00
1.00
Length = 17.0 h
1
0.121
0.071
1.25
0.983
1.00
1.00
40+S+H
0.983
1.00
1.00
Length = 17.0 ft
1
0.131
0,077
1.15
0,983
1.00
1.00
+040,75OLr+0,750L+H
0.983
1.00
1.00
Length = 17.0 ft
1
0.482
0.283
1.25
0.983
1.00
1.0D
Moment Values
Shear Values
C M
C I
C L
M
fb
F*b
V
fv
Fv
0.00
0.00
0.00
0.00
1.00
1.00
1.00
6`14
429.71
256512
1.26
25.62
261.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
1.00
1.00
1.00
30.71
2,148,54
2850.80
6.28
128.08
290.00
1.00
1.00
1,00
0.00
0,00
0.00
0.00
1.00
1.00
1.00
6.14
429.71
3563.50
1.26
25.62
362.50
1.00
1.00
i.DO
0.00
0.00
0.00
0.00
1.00
1.00
I.Do
6,14
429,71
3278.42
1.26
25.62
333.50
I.DO
1,DO
I.DO
0.00
0.00
0.00
0.00
1.00
1.00
1-DO
24.57
1,718.83
3563.50
5.02
102.46
362.50
AW8 Enonee�ng, Inc.
4742 42nd Ave SW. Ste 312
Seattle, WA 98116
Wood Beam
Descliption: New Ma!n Beam Center - 1T
ProjW TdIe:
Er4neer. Piviect ID:
ftjW Descr-
Fie = C-,Vb=SFWCEW- 10V*ft�AW820l-20EL"-1TAA=TAM W6
ENEWALCINC. 1983-201&&&-10.1&1.3i.Ver.10.18.1.31
Load Combination Max Strm Ratios
Moment Values
Shear Values
Segment Length Span #
M
V
C d
C FN C i
Cr
C m
C t
C L
M
fb
F'b
V
tv
F'v
+D+0.75OL40.750S+H
0.983 1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
O.Do
Length = 17.0 ft 1
0.524
0.307
1.15
0,983 1.00
1.00
1.00
1.00
1.00
24.57
1,718,83
3278.42
5.02
102,46
333.50
+D+0.60W+H
0.983 1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length = 17.0 ft 1
0.094
0.055
1.60
H83 1.00
1.00
1.00
1.00
1.00
6.14
429,71
4561,28
1.26
25.62
464.00
+[)+0.70E+H
0.983 1.00
1.00
1.00
1 Z
1.00
0.00
0�00
0.00
0.00
Length = 17.0 ft I
0,GcA
0.055
1.60
0.983 1.00
1.D0
1.00
1.00
1.00
6.14
429.71
4561.28
1.26
25.62
464.00
+D+0.75OLr4O,750L+0,453W+H
0-983 1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length = 17.0 ft 1
0.377
0.221
1.60
0.983 1.00
1.00
1.00
1.00
1.00
24.57
1,718,83
4561-28
5.02
102.46
464.00
+D+0.75OL40.750S+0.450W+H
0.983 1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length = 17.0 ft 1
0.377
0.221
1.60
&983 1.00
1.00
1.00
1.00
1.00
24.57
1,718.83
4561.28
5.02
102.46
464.00
+D+0.75OL40.750S+0.525OE4H
0,983 1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length = 17.0 ft 1
0.377
0.221
1.60
0.983 1-00
1.00
1.00
1.00
1.00
24.57
1,718.83
4561.28
5.02
102.46
464.00
-+0.60D+0.60W+0.60H
0.983 1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0,00
Length � 17.0 ft 1
0.057
0,033
1.60
O�983 1 DO
1.00
1.00
1.00
1.00
3.68
257.113
4561,28
0.75
15.37
464.00
+0.60D+0.70E+0.60H
0-983 1.00
1.00
1-00
1.00
1.00
0.00
0,00
0.00
0.00
Length = 17.0 ft 1
0.057
0.033
1.60
O�983 1.00
1.00
1-00
1 DO
1.00
3.68
257.83
4561.28
0-75
15.37
464.00
Overall Maximum Deflections
Load Combination
Spa
Max. '�--
Dd Locaten in Span
Load Combination
MaoL '+* Dd
Location in
Span
+O+L+H
1
0.6692
6.562
0,0000
0,000
Vertical Reactions
Support notation: Far left is #1
Values in KIPS
Load Combination
Support 1 Support 2
Overall MAX1mum
7,225
7.225
Overall MINimum
5,780
5.780
+D+H
1+445
1.445
+0+L+H
7.225
7.225
-D-*Lr+H
1.445
1.445
+D+S+H
1.445
1,445
40+0.750Lr*0.750L+H
5.780
5.780
4".750L-�0350S+H
5-780
5.780
4040.60W+H
1.445
1.445
40+0_7GE4H
1.445
1,445
4040.750Lr+0.750L40.450W+H
5.780
5.780
40-0.750L40.750S*0.450W-,H
5.780
5.780
-M.750L+0.750S+0.5250E-+H
5,780
5.780
+0kGD+0.60W+0.6QH
0.867
0.867
40.60D*0.70E460H
0.867
0.867
D Oniv
1.445
1.445
Lr Only
L Only 5780 5.780
S Only
W Only
E Only
H Only
AWB Engineering, Inc.
4742 42nd Ave SW, Ste 312
Seattle, WA 98116
Wood Beam
Project Title:
E4neer
Roject Descr.
Description : Ne.v �'zn Center - 6'
CODE REFERENCES
Calculabons per NDS 2015, IBC 2015, CIBC 2016, ASCE 7-10
Load Combination Set: IBC 2015
Material Properties
Analysis Method � Allowable Stress Design
Fb +
Load Combination JBC 2015
Fb -
Fc - Pdl
Wood Species Douglas Fir - Larch
Fc - Perp
Wood Grade No.2
Fy
Ft
Beam Bracing Beam is Fully Braced against lateral -torsional buckling
DO 13) UO 52)
Proiect ID:
1 3 j __ All , 41"',
Re = CIbmOWCEW-lvDreOrrAAAWM1-20ELLI)A-ICa�mV'�.ec6
EWJrAQ INC. 1963-2DIt &A.110 18.131. Ver.10 18.1.31
900 psi
E � Modulus of Daskily
900 psi
Ebend-xx 1600ksi
1350 psi
Eminbend - xx 580ksi
625 psi
180 psi
575 psi
Density 31 -2 pcf
4x12
Span = 6 0 It
Applied Loads Service loads entered Load FactDrs will be applied for calculations
Uniformil-oad D=0130 L=0520 TrbL,4zyA.1h=10h
DESIGN SUMMARY
Maximum Sending Stress Ratio
0.48U 1 Maximum Shear Stress Ratio
0.286 :1
Section used for this span
U12
Section used for this span
4xi 2
fb : Actual
475 43psi
tv: Actual
51 51 psi
FB: Allowable
990,00ps;
Fv: Allowaltille
180 00 psi
Load Combination
+D+L�H
Load Combination
D-L-H
Location of maximum on span
3 COOft
Location of maximum on span
omft
Span # where maximum occurs
Span # 1
Span # wtwe ma)dmum occurs
Span
Maximum Deflection
Max Downward Transient Defection
0,023 in Ratio =
3 136 >=360
Max Upward Transient Deflection
0.000 in Ratio =
0 <360
Max Downward Total Defection
0.029 in Ratio =
2509>=180
Max Upward Total Deflection
0,000 in Ratio =
0 <180
Maximum Forces & Stresses for Load
Combinations
Load Combination Max Stress Ratios
Nkiment Values
Shear Values
Segment Length Span # M V
C d
C RV C i C C m
C t C L M fb
F'b
V
tv F'v
+D+H
0.00
0.00
0.00 0.00
Length = 6.0 R 1 0.107 0.064
0.90
1.100 1.00 1.00 1.00
1.00 1,00 0-59 95.09
891,00
0.27
10.30 16200
-D+L+H
1.100 1.00 1.00 1.00
1 �00 1.00
0.00
0.00
0.00 0.00
Length = 6.0 ft 1 0A80 0.286
1.00
1.100 1.00 1.00 1.00
1.00 1.00 2.93 475.43
990.00
1.35
51.51 180.00
+D+Lr+H
iA00 1.00 1.00 1.00
1.00 1.00
000
0,00
0.0D 0,00
Length = 6.0 ft 1 0.077 0.046
1.25
1.100 1.00 1.00 1.00
1.00 1.0.0 0,59 95.09
1237.50
0.27
10.3D 225.00
+D+S4H
1A00 1.00 1,00 1.00
1.00 1.00
0.00
0.00
0.00 0.00
Length = 6,0 ft 1 0.084 0050
1.15
1,100 1.00 1.00 1.00
1.00 1.00 0.59 9509
1138.50
0.27
10.30 207.00
+D+0.75OLr4O,750L+H
1.100 1.00 1.00 1.00
1.00 1,00
0.00
0.00
0.00 0.00
Length = 6�O ft 1 0,307 0.183
1.25
1.100 1.00 1.00 1,00
1.00 1.00 2,34 380,34
123750
1.08
41.21 225,00
AWB Engineering, Inc. PmjW Title: Proiect ID:
4742 42nd Ave SW, Ste 312 Enoneer.
Seattle, INA 98116 ftjW Descr
Wood Beam
CiesOption: New Main Cen�--r - 6'
1 -1 " . " ; -, ::. 4, A I f
Fde = CUmOW"-IOvDwakAW82Dl-20ELLOA-ICaicsCaics.ec6
ENERCALC.WC. IS12DIII.Buld:10-18.11 311,Ver.10.1111.31
Load Combfnabon Max Sum Ratios
Segment Length Span #
M V
C d C FIV C I
C f
C rn
C t
C L
+D40.750L+0.750S+H
1.100 1.00
1,00
1.00
1.00
1.00
Length = 6.0 It 1
0334 0,199
1.15 1.100 1.00
1.00
1,00
1.00
1.00
+D40�60W+11
1.100 1.00
1.00
1.00
1.00
1,00
Length = 6,0 ft 1
0.1360 0.036
1.60 1.100 1.00
1.00
1M
1.00
1.00
+D,+0.70E+H
1.100 1 M
1.00
1.00
1.00
1.00
Length = 6,0 It 1
0.060 0.036
1.60 1.100 1.00
1.00
1.00
1.00
1.00
+D+0.75OLr-+0.750L+0.45OW-�H
1.100 1.00
1.00
1.00
1.00
1.00
Length = 6.0 ft 1
0.240 0.143
1.60 1.100 1.00
1.00
1.00
1.00
1.00
+0-#0.750L+0.75OS-0.450W+H
1,100 1.00
1.00
1.00
1.00
1.00
Length = 6.0 ft 1
0.240 0.143
1.60 1.100 1.00
1.00
1.00
1.00
1.00
+D-i().750L+0,750S40 525OE4H
1.100 1,00
1.00
1.00
1.00
1.00
Length = 6.0 h 1
0.240 0.143
1.60 1.100 1 M
1.00
1-00
1-00
1.00
40.60D460*46011
1.100 1.00
1.00
1.00
1.00
1.00
Length = 6.0 It 1
0.036 0.021
1.60 1.100 1.00
1.00
1.00
1.00
1.00
+0,60D+0.70E+0.60H
1.100 1.00
1.00
1.00
1.00
1.00
Length = 6.0 It 1
0.036 0.021
1.60 1,100 1.00
1.00
1.00
1.00
1.00
Overall Maximum Deflections
Load Cwbnabon
Span
Mu. --- Deft Locabon in Span
Load Combination
-�O+L+H
1
OM
3.022
Vertical Reactions
Support notation Far 0 is J1 1
Load Combimbon
Support 1 Support 2
Overail MAXimum
1.950
1.950
Overall MINimurn
1.560
1.560
+D+H
0.390
0.390
+D4L+H
1.950
1.950
+04Lr+H
0.390
0.390
+D*S+H
0.390
0.390
+D+0.75OLr+0.750L+H
1.560
1.560
+0+0.750L+0.750S+H
1.560
1.560
+0+0.60W,H
0.390
0.390
+D+G.70E4H
0.390
0.390
+D+0.750Lr+0,750L--().450W-H
1,560
1 MO
+D40.750L+0.750S+0A50W+H
1.560
1.560
-0-0.750L+0.75OS40,5250E+H
1.560
1.560
+0,60D40.60W+C).60H
0.234
0.234
+0.60D+0.70E460H
0.234
0.234
D Only
0,390
0.390
Lr Only
L Only
1.560
1,560
S Only
W Only
E Only
H Only
Moment Values
Shear Values
M
fb
Fb
V
tv
Fv
0.00
0.00
0.00
0,00
2.34
380.34
1138.50
1.08
41.21
207.00
0.00
0.00
0.00
0.00
0,59
95.09
1584.00
0.27
10.30
268.00
0.00
0.00
0.00
0.00
0.59
95,D9
15800
0.27
10.30
288,00
0.00
0,00
0.00
Ho
2.34
380.34
15M.00
1.08
41.21
288.00
0.00
0.00
0.00
0.00
2,34
3150.34
1584.00
1.08
41.21
28&00
0.00
0.00
0.00
ODO
2.34
380.34
1584-00
1.08
41,21
288.DO
0,00
0.00
0.00
O.DO
0.35
57M
1564,00
0.16
6.18
288.00
0.00
0.00
0.00
0.00
0.35
57.05
1584.00
0.16
6.18
2118.00
Max. *+� Dell Location in Span
0.0000 0.000
Values in KIPS
AW6 Engineering, Inc. Project Title:
4742 42nd Ave SW, Ste 312 Engineer Proiect I D:
Seattle, WA 98116 ProjW Descr:
General Footing
DeSCriplion lmery Fool-,V
Code References
Calculations per ACI 318-14, IBC 2015, CBC 2016, ASCE 7-10
Load Combinations Used: IBC 2015
General Information
�- - , I . '� . -1;6 - V,
File z C:WmsMUCEW-lOne3rWAWBMI-20EUJ)A-lCaicskCaics,ec6
ENERCALC, INQ l9n2Ol&Btdd:lal&1.3i.Ver.10.18.1-31
Material Properties
Soil Design Values
fc Concrete 28 day strength
3.0 ksi
Allowable Soil Bearinq
2.0 ksf
fy Rebar Yield
60.0 ksi
Increase Bearing By Footing Weight
No
Ec * Concrete Elasbc Modulus
3,122 0 ksi
Soil Passive Resistance (for Sliding)
250 0 pcf
Concrete Density
145 0 pcI
Soil/Concrele Friction Coelf.
0-30
(p Values Flexure
0�90
Shear
0750
Increases based on tooting Depth
Analysis Settings
Footing base depth below sail surface
0.0 It
Min Steel % Bending Reinf.
Allow press. increase per foot of depth
0 0 ksf
Min Allow % Temp Reinf.
0,00180
when footing base is below
0,0 ft
Min, Overturning Safety Factor
1.0 :1
Min. Sliding Safety Factor
1 0 :1
Increases on kwAing plan dimension
Add Ftg Wt for Soil Pressure
Yes
Allowable pressure increase per fool of depth
Use fig wt for stability, moments & shears
Yes
when max. length or width is greater thw
0.0 ksf
Add Pedestal WI for Soil Pressure
No
0 0 ft
Use Pedestal wt for stability, mom & shear
No
Dimensions
Width parallel to X-X Axis
2.5 ft
Length parallel to Z-Z Axis
2.50 It
Footing Thickness
10 0 in
Pedestal dimensions...
px: parallel to X-X Axis
0 0 in
pz: parallel to Z-Z Axis
0.0 in
Height
0.0 in
Rebar Centerline to Edge of Concree...
at Bottom of footing
3.0 in
Reinforcing
Bars parallel to X-X A)ds
Number of Bars
3
Reinforcing Bar Size
# 4
Bars parallel to Z-Z Axis
Number of Bars
3
Reinforcing Bar Size
# 4
Bandwidth Distribution Check (ACI 115.4.41)
Direction Requiring Closer Separation
n/a
# Bars required within zone
n/a
If Bars required on each side of zone
n/a
Applied Loads
D
Lr
L
S
W
E
H
P: Column Load
1,90
0,0
740
0.0
00
&0
0.0 k
OB: Overburden
00
0.0
&0
00
00
00
0 0 ksf
M-xX
00
00
0.0
00
0,0
0.0
0 0 k-ft
M-zz
0.0
0.0
00
00
0,0
0,0
0 0 k-ft
V-X
0.0
0.0
0.0
0.0
0.0
0.0
&0 k
V-z
00
0.0
00
00
0,0
00
0.0 k
AWB Engineering, Inc.
Project Title:
4742 42nd Ave SK Ste 312
Enoneer.
Proiect ID:
Seaftle, WA 98116
Project Descr.
General Footing
File = CWms%BRUCEW-lkoneDavLAAWB201-20ELLDA-lWaksTaics-ec6
ENERCAM INC, 19n2018, BtWd 10.18-1,31, Ver 10.18.1.31
Lic. # KW06000706
Ucens": AWS ENGINEERING
Description: IntenDr Footrg
DESIGN SUMMARY
Min. R&W
kern
Applied
Capacky
Governing Load Combination
PASS 0.8045
Soil Bearing
1.609 ksl
2.0 ksf
+D+L+H about Z-Z axis
PASS rVa
Overturning - X-X
0.0 k-ft
0.0 k-It
No Overturning
PASS n/a
Overturning - Z-Z
0.0 k-ft
0.0 k-ft
No Overturning
PASS rVa
Sliding - X-X
0.0 k
0.0 k
No Sliding
PASS n/a
Sliding - Z-Z
0.0 k
0.0 k
No Siding
PASS n1a
Uot
0.0 k
0.0 k
No u0ift
PASS 0.2416
Z Flexure (+X)
1.765 k4Vft
7.306 k-ftM
+1.20D+0.50Lr+1.60L-,-1.60H
PASS 0.2416
Z Flexure (-X)
1.765 k-ftfit
7.306 k-ft/ft
+1.20D+0.5OLr+1.60L+1.60H
PASS 0.2416
X Flexure (+2)
1.765 k-ftfil
7.306 k-ft1ft
+1
PASS 0.2416
X Flexure (2)
1.765 k4t/ft
7.306 k-ft/ft
+1.20D+0.5OLr+1.60L+1.60H
PASS 0,2210
14M Shear (+X)
18.154
psi
82.158 psi
+1.20D40.50Lr+1I.60L+1.60H
PASS 0,2210
1 -way Shear (-X)
18,154
psi
82,158 psi
+1.20D+0.5OLr+1.60L+l �60H
PASS 02210
1 -way Shear (+Z)
18.154
psi
a2.158 psi
+1 .20D+0.5OLr+1.60L+1.60H
PASS 0.2210
1 -way Shear (2)
18.154
psi
82.158 psi
+1.20D+0.50Lr+1.60L+1.60H
PASS 0.4132
2-vM Punching
67.891 psi
164.317 psi
+1.20DA.50t-r-t-1.601-4601-11
Detailed Results
Soil Bearing
Rotation Axis
Xecc
Zecc
Actual Soil Bearing Stress @ Location Actual
I Allow
Load CombirmMon...
Gross Allow"
(in)
Bottorn, -Z
Top, +Z
Left, -X Pighl, -,-X
Ratio
X-X. +{)+H
2.0
n1a
0.0
0.4248
0.4248
n/a n/a
212
X-X. +D+L+H
2.0
n1a
0.0
1.609
1.609
n/a n1a
X-X. +D+Lr+H
2.0
n1a
0.0
0.4248
0.4248
n1a n/a
C 2'2
X-X. +D-+-S+H
2.0
n/a
0.0
0.4248
0.4248
n1a n/a
C Z'2
X-X, +D+0.75OLr+0.750L+H
2.0
n1a
0.0
1.313
1.313
n1a n1a
C� ;57
X-X. +M.750L+0.750S+H
2.0
n/a
0.0
1.313
1.313
n/a n/a
1.
X-X. +D+0.60W+H
2.0
n/a
0.0
0.4248
0,4248
n/a rVa
C 2'2
X-X. +D+0.70E+H
2.0
rda
0.0
0.4248
0.4248
n/a rVa
0212
X-X, +0+0.750Lr+0.750L+0.450W+H 2.0
n/a
U
1.313
1.313
rVa rda
0 ?��57
X-X. +D+0,75GL-+0,750S+0A50W+H 2.0
rda
0.0
1313
1.313
rVa rda
C �5-
X-X. +D+0.750L+0,750S+0,5250E+H
2.0
n1a
0.0
1.313
1.313
n/a rVa
C G5"
XX +0.60D+0.60W-0.60H
2.0
n1a
0.0
0.2549
0.2549
n)a Na
& li3
X-X, +0.60D+0.70E40.60H
2.0
n1a
0.0
0.2549
0.2549
n/a n/a
0128
Z-Z. +D+H
2.0
0.0
n/a
n/a
rVa
0.4248 0.4248
C 24.2
Z-Z. +D+L+H
2.0
0.0
n/a
n/a
n/a
1.609 1.609
1;
Z-Z. +D+Lr+H
2.0
0.0
n/a
n/a
n/a
0.4248 0.4248
2 2
Z-Z. -D+S+H
2,0
0.0
rVa
n/a
n1a
0.4248 OA248
0 212
Z-Z. +D+0.750Lr+0,750L-,H
2.0
0.0
n1a
rJa
n1a
1.313 1.313
- ; ' z;z-
Z-Z. +D+0.750L+0.750S+H
2.0
0.0
n/a
n/a
rda
1.313 1.313
i 557
ZZ -0-�0.60W+H
2.0
0.0
n/a
n/a
n/a
0.4248 0.4248
0212
Z-Z, +D+0.70E+H
2.0
0.0
n/a
n/a
rda
0.4248 0.4248
0212
Z-Z, +D+0.75OLr+0.750L+0.450W+H 2.0
0.0
n1a
n/a
n/a
1,313 1.313
L 65'
Z-Z. +D+0.75OL-+0.75OS-+0.450W+H 2.0
0.0
n1a
rVa
n/a
1.313 1.313
0.34,
Z-Z. +D+0,750L+0,750S+0.5250E+H 2.0
0.0
n/a
n/a
n/a
1.313 1.313
0 ;157
Z-Z. +0.60D+0.60W+0.60H
2.0
0.0
n1a
n1a
n/a
0.2549 0,2549
� ;21
Z-Z. -460D-+0.70E+0.60H
2.0
0.0
n/a
n/a
rVa
0.2549 02549
0120
Overturning Stability
Rotation Axis &
Load Combina6on...
Overturning Moment
Resisting Moment
Stability Ratio Status
Foofing Has NO Overturning
Sliding Stability
All units k
Force Application Axis
Load Combination
Sfiding Force
Resisting Force
Stability Ratio Status
Footing Has NO Sliding
AW8 Engineering, Inc.
Pmject
Title:
4742 42nd Ave SW, Ste 312
Erioneer.
Proiect
ID:
Seattle, WA 98116
ftjW
Descc
General Footing
Re CAUsm%RUCEW-I%OneDriveAWB201-ZDELLDA-ICaics%Caics-ec6
ENERCALCINC.1ga2Ola&L'd:10-18.1.31,VerlO.1&1.31
Uc.4-i(W-060OU00,�
Licensee:
AWO ENGINEERING:!
Description I" -
Footing Flexure
Flexure Axis & Load CornbkwWn
mu swig
Tension
AsReqd
Gvm. As
Achial As
PhrUn
status
k-ft
Sulface
W2
W2
in`2
k-ft
X-X, +1,40D+I.GOH
0.3325
+Z
Bottom
0.216
Min Term %
0.240
7.306
OK
X-X. +1.40D+1.60H
0.3325
-Z
Bottom
0.216
Min Ternio %
0240
7.306
OK
X-X, +1.2OD+O.5OLj+l.60L+1,60H
1.765
+Z
Bottom
0.216
Min Temio %
0.240
7.306
OK
X-X +1.20D+0.5OLr+1.60L+1.60H
1.765
-Z
Bottom
0.216
Min Terno %
0.240
7.306
OK
X-X. +1,20D+1.60L+0.50S+1.60H
1.765
+Z
Bottom
0,216
Min Term %
0.240
7.306
OK
X-X +1,20D+1.6DL+0.50S+1.60H
1.765
-Z
Bottom
0.216
Min Term %
0.240
7.3D6
OK
X-X. +1.20D+1.6OLr+0,50L+1.60H
0.7475
+Z
Bottom
0.216
Min TemD %
0240
7.306
OK
X-X, +1 20D+1.6OLr+0.50L+l .60H
0.7475
-Z
Bottom
0.216
Min Terno %
0.240
7.306
OK
X-X, +1.20D+1.6OLr+0,50W+1.60H
0.2&50
+Z
Bottom
0.216
Min TemD %
0.240
7.306
OK
X-X. +1.20D+1.6OLr+O.50W+1.60H
0,2850
-Z
Bottom
0.216
Min Temo %
0.240
7.306
OK
X-X. +1.20D+0,50L+1.60S+1.60H
0.7475
+Z
Bottom
0,216
Min Two %
0,240
7.306
OK
X-X +1.20M.50L+1.60S+1.60H
0.7475
-Z
Bottom
0.216
Min Terro %
0,240
7.306
CK
X-X +1,20D+1.60S450W+1.60H
0,2&50
-Z
Bottom
0.216
Min TemD %
0,240
7.306
OK
X-X. +1,20D+1.60S+0.50W+1.60H
0.2850
-Z
Bottom
0.216
Min Temo %
0.240
7.306
OK
X-X. +1.20D+0.5OLr+0.50L+W+1,60H
0.7475
+Z
Bottom
0.216
Min Term %
0.240
T306
OK
X-X. +1.20D-45OLr+0.50L+W+1.60H
0.7475
-Z
Bottom
0,216
Min Terno %
0240
7.306
OK
X-X. +1.20D+0.50L+0.50S+W+1.60H
0.7475
+Z
Bottom
0.216
Min Term %
0.240
7.306
OK
X-X. +1.20DA.50L+0,50S+W+1.60H
01475
-Z
Bottom
0.216
Min TemD %
0240
7.306
OK
X-X. +1.20D+0.50L+0.70S+E+1.60H
0.7475
+Z
Bottom
0.216
Min Terno %
0.240
7.306
OK
X-X. +1.20D+0.50L+0.70S+E+1.60H
0,7475
-Z
Bottom
0.216
Min TemD %
0.240
7.306
OK
X-X +0.90D+W-+0.90H
0.2138
+Z
Bottom
0216
Min TeMD %
0.240
7.306
OK
X-X. +13.90D+W-4901-1
0-2138
-Z
Bottom
0.216
Min Temo %
0.240
7.306
OK
X-X. -0.90D+E-+,0.90H
0.2138
+Z
Bottom
0.216
Min Tam %
0.240
7.306
OK
X-X, +0.90D+E+0.90H
02138
-Z
Bottom
0216
Min Terno %
0.240
7.306
OK
Z-Z. -1.40D-1.60H
0.3325
-X
Bottom
0,216
Min Temo %
0,240
7.306
OK
Z-Z, +1.40D+1.60H
0.3325
+X
Bottom
0.216
Min TemD %
0.240
7.306
OK
Z-Z. +1.20D+0.5OLr+1.50L+1.60H
1.765
-X
Bottom
0.216
Min TeMD %
0240
7.306
OK
Z-Z, +1.20D+0.5OLr+1.60L+1.60H
1.765
+X
Bottom
0.216
Min Temo %
0.240
7.306
OK
Z-Z. -1,20D+1.60L+0-50S+1,60H
1.765
-X
Bottom
0.216
Min TernD %
0.240
7.306
OK
Z-Z. +120D+1.60L+0.50S+1.60H
1.765
+X
Bottom
0.216
Min TemD %
0.240
7.306
OK
Z-Z. +1.20D+1.6OLr+O.50L+1.60H
0.7475
-X
Bottom
0.216
Min Temo %
0.240
7.306
OK
Z-Z. +1.20D+1.6OLr4O.50L+l 60H
0.7475
+X
Bottorn
0.216
Min Terrio %
0.240
7.306
OX
Z-Z. +1.20D+1.6OLr-0.50W+1.60H
0.2&90
-X
Bottom
0.216
Min TemD %
0.240
T306
OK
Z-Z, +1,20D+1,6OLr+0.50W+1.60H
0.2850
+X
Bottom
0.216
Min TeMD %
0,240
7.306
OK
Z-Z, -1,20D+0.50L+1.6M+1.60H
0.7475
-X
Bottom
0.216
Min TeMD %
0.240
7.306
OK
Z-Z. +1.20D+0.50L+1.60S+1.60H
0.7475
+X
Bottom
0.216
Min TemD %
0.240
7.306
OK
Z-Z, +1.20D+1.60S+0.50W+1.60H
0.2850
-X
Bottom
0.216
Min Term %
0.240
7.306
OK
Z-Z. +1.20D+1.6GS+0-50W+1.60H
0.2&90
+X
Bottom
0.216
Min TemD %
0,240
7.306
OK
Z-Z. +1.20D+0.5OLr-450L+W+1.60H
0.7475
-X
Bottom
0.216
Min Terno %
0.240
7.306
OK
Z-Z, +1.200+0.5OLr4O.50L+W+1.60H
0.7475
+X
Bottom
0,216
Min TemD %
0.240
7.306
OK
Z-Z. +1,20D+0.50L+0.50S+W+1.60H
0.7475
-X
Bottom
0.216
Min TemD %
0.240
7.306
OK
Z-Z. +1.20D+0.50L+0.50S+W+1,60H
0.7475
-*X
Bottom
0.216
Min Temo %
0.240
7.306
OK
Z-Z. �12OD45OL-470S+E-1.601-1
0.7475
-X
Bottom
0.216
Min Tww %
0240
7.306
OK
Z-Z. +1.2OD4050L+0.70S+E-o-1.60H
0.7475
+X
Bottom
0.216
Min TemD %
0240
7.306
OK
Z-Z, -+0.90D+W+0.90H
0.2138
-X
Bottom
0.216
Min Temo %
0240
7.306
OK
Z-Z. 40.90D+W-+0.90H
0.2138
+X
Bottom
0,216
Min TernD %
0.240
7.306
OK
Z-Z. -+0.90D+E+0.90H
0,2138
-X
Bottom
0.216
Min TemD %
0.240
7.306
OK
Z-Z. -+0.90D+E-+0.90H
0.2138
+X
Bottom
0216
Min Temo %
0.240
7.306
OK
One Way Shear
Load Combination...
VU @ -X
VU @
+X VU -Z VU @ +z Vu:Max
Phi Vn Vu I Phl*Vn
Status
+1.40D+1.60H
3.42 Dsi
3.42 osi
3.42 Dsi
3.42 Dsi
3.42 osi
82.16 osi
0.04
0.00
*1.20D+0,5OLr+1.60L+1.60H
18.15 risi
1& 15 osi
11815 mi
18.15 osi
18. 15 Dsi
82.16 osi
0.22
0.00
�1.201)+-1.601-450S-1.601-1
18,15osi
18.15osii
118,15 Dsi
18.15 Dsi
18.15 psi
82.16 Dsi
0.22
0�00
+1.20D+1.6GLr+0.50L+1.60H
7.69 osi
7.69 osi
7.69 osi
7.69 osi
7.69 Dsi
82.16 osi
0.09
0.00
+1.20D-,-1.6OLr+0.50W+1.60H
2.93 Osi
2.93 osi
2.93 osi
2.93 osi
2.93 osi
82.16 osi
0.04
0.00
+1.20DA,5GL+1.60S+1,60H
7.69 osi
7.69 osi
7.69 osi
7.69 osi
7.69 osi
82.16 osi
0.09
0.00
+1.20D+1.6GS+0.50W+1,60H
2.93 Dsi
2.93 m
2.93 osi
2.93 osi
2.93 osi
82-16 osi
0.04
0.00
+1.20D+0.5OLr+0.50L+W+1.60H
7.69 Dsi
7.69 osi
7.69 osi
7.69 osi
7.69 osi
82.16 Dsi
0.09
0.00
+1.20D+0.50L+0.50S-W+1.60H
7.69 Osi
7.69 osi
7.69 asi
7.69 Dsi
7.69 DsJ
82.16 osi
0.09
0.00
+1.20D+0.50L+0,70S+E+1.60H
7.69 Osi
7.69 osi
7.69 osi
7.69 Dsi
7.69 osi
82.16 psi
0.09
0.00
+0.90D+W+0.90H
2.20 osi
2.20 osi
2.20 osi
2.20 Dsi
2.20 Dsi
82.16 osi
0.03
0.00
AWB Engineering, Inc,
Pr*ct Title:
4742 42nd Ave SK Ste 312
Ertoneer:
Proiect ID:
Seattle, WA 98116
Rroject Descr.
General Footin
Re CiWmMUCEW-10*Dr.OAWMI-NXLLDA-lCatsCaics ec6
g
ENERGAM INC. 19D2DM M10.18.1,311, VerlO.18.'1.31
Mc. X., KW-060097W
Ucens4w:-AW&ENGlNEERINGw
Deschption: 1r,--w Fo"
One Way Shear
Load Combination...
Vu@-x VU @ +x
VU @ -Z Vu @ +z
Vu:kbx
Phi V" Vu I PhfVn Status
+0.90D+E+0.90H
2.20 Dsi 2.20 osi
2.20 Dsi 2.20 vsi
2.20 osl
82.16 Dsi 0.03 0.00
TwD-Way *Punching" Shear
All unitS k
Load Combination...
VU
PhPVn
Vu1phrVn
Status
+1.40D+1.60H
12.79 Dsj
164.32 Dsi
0.07784
OK
+1.20D-+0.50L-r+1.60L+1.60H
67.89 osi
164.32cs,
0.4132
OK
+1.20D+l �6OL-iO.50S+1,60H
67.89 osi
164.32Dsi
0.4132
OK
+1.20D+1.6OLr+0.50L+1.60H
28.75 m
164.32osi
0.175
OK
+1.20D+1.6OLr+0.50W+1.60H
10.96 ost
164.32os�
0.06672
OK
+1.20D+0.50L+1.60S-+-1.60H
28.75 m
164.32Ds�
0.175
OK
+1.20D+1.60S+0.50W+1.60H
10.96 Dsi
164.32Dst
0.06672
OK
+1.20D+0.5OLr-+�0.50L+W+1.60H
28.75 osi
164.32Dsi
0.175
OK
+1.20D+0.50L-450S+W+1.60H
28.75 Ds,
164.32t)si
0.175
OK
+1.20D.+0.50L+0.70S+E+1.60H
28.75 m
164.32Dsi
OA75
OK
+0.90D+W+0.90H
8-22 ost
164.32osi
0.05004
OK
-+0,900+E+0.90H
8.22 mi
164.32m
0.05004
OK
Title Page: _
Job # Dsgnr Date: 25 JUL 2018
Description....
This Wall in File: c:%users%wade\onedrive\awb 2018\yeaining wall 32ndVetaining wall beau.RPX
Pcense: KW 1109
License rigineering
Restrained Retaining Wall Design Code IBC 2012ACI 318-1 1ACI 530-11
Criteria
Soil Data
Retained Height
7.50 ft
Allow Soill Bearing 2,000.0 psf
Wall height above soil
0.67 ft
Equivalent Fluid Pressure Method
Total Wall Height
8.17 ft
Heel Active Pressure 32.0 psf/ft
Top Support Height
8.17 ft
Passive Pressure 250.0 psUft
Soil Density 110.00 pcf
Slope Behind Wal
0,00: 1
Foo"IlSoil Frictiot 0A00
Height of Soil over Toe =
6.00 in
Soil height to ignore
Water height over heel =
0.0 ft
for passive pressure 12.00 in
Surcharge Loads
Surcharge Over Heel =
0.0 psf
-Used To Resist Sliding & Overturning
Surcharge Over Toe
0,0 psf
Used for Sliding & Overturning
Axial Load Applied to Stem
Axial Dead Load
0.0 lbs
Axial Live Load
0.0 lbs;
Axial Load Eccentricity
0-0 in
Uniform Lateral Load Applied to Stem
Lateral Load
0.0 #/ft
...Keight to Top
0.00 ft
...Height to Bottory
0�00 ft
The above lateral toad
has been increased
1,00
by a factor of
Wind on Exposed Stem = 0.0 psf
F:1
Thumbnail
Adjacent Footing Load
Adjacent Footing Load
0.0 Itis
Footing Width
0�00 ft
Eccentricity
0.00 in
Wall to Ftg CL Dist
0.00 ft
Footing Type
Line Load
Base Abovel&low Soil
at Back of Wall
0,0 ft
Poisson's Ratio
0.300
Earth Pressure Seismic Load Kh Soil Density Multiplier = 0100 g Added seismic per unit area = 0.0 pst
Stem Weight Seismic Load Fp I Wp Weight Multiplier = 0,000 9 Added seismic per unit area = 0.0 psf
Desicin Summary Concrete Stem Construction
Total Bearing Load 1,704 Ibs Thickness = 8.00 in Fy = 60,000 psi
-resultant ecc. 2.41 in Wait Weight = 100-0 psf rc = 3,000 psi
C. � �nj-_r_ C
Soil Pressure C Toe
852 psf OK
Soil Pressure @ Heel
862 psf OK
Allowable
2,000 psf
Soil Pressure Less Than
Allowable
ACI Factored @ Toe
406 psf
ACI Factored Q Heel =
1,638 psf
Footing Shear @ Toe =
0.0 psi OK
Footing Shear @ Heel =
1.5 psi OK
Allowable
75.0 psi
Reaction at Top
274.4 Itis
Reaction at Bottom
880.6 lbs
SlidlngCalcs Slab Resists All Slidin I
Lateral Sliding Force 888.6 Ill
em 10 I�tw at top 0 IMI
Mmax Between
@ Top Support
Top & Base
@ Base of Wall
Stem OK
Stem OK
Stern OK
Design Height Above Ftj
8.17 ft
3.38 ft
0.00 ft
Rebar Size
# 4
# 4
# 4
Rebar Spacing
12.00 in
12.00 in
12.00 in
Rebar Placed at
Center
Center
Center
Rebar Depth V
4.00 in
4.00 in
4.00 in
Design Data
fbIFB + fa[Fa
O.DOO
0.442
0.000
Mu .... Actual
0.0 ft-#
1,514,0 ft-#
0. 0 ft-#
Mn * Phi ..... Allowable
3,423.0 ft-#
3,423.0 ft-#
3,423.Oft-#
Shear Force @ this height
440.6 lbs
999.4 lbs
Shear ..... Actual
9.18 psi
20.82 psi
Shear ..... Allowable
82.16 psi
82.16 psi
Load Factors
Building Code
IBC 2012�ACI
Dead Load
1.200
Other Acceptable Sizes & Spacings:
Live Load
1.600
Toe: None Spec'd -or-
Earth, H
1.600
Heel: None Spedd -or-
Wind, W
1.000
Key: No key defined -or-
Seismic, E
1.000
Not req'd, Mu < S * Fr
Not req'd, Mu < S * Fr
No key defined
This Wall in File: c:UisersWvade%onedhve1W" 2018Veaining wag
RetalnPro 10 (cl 1987-2014. Build 10.14.11.11
Title
Job #
Description....
wag beau.RPX
Page: _
Dsgnr: Date: 25 JUL 2018
�Icense: KW 0 Restrained Retaining Wall Design Code- IBC 2012ACI 318-1 IACI 530-11
License To M. �ngineering
Footing Strengths & Dimensions
Toe Width
&67 ft
Heel Width
1.33
Total Footing Widtf
2.00
Footing Thickness
12.00 in
Key Width
0.00 in
Key Depth
0.00 in
Key Distance irom Toe
0.00 4ft
1`0 = 2,500 psi Fy =
60,000 psi
Footing Concrete Density z
150.00 pcf
Min. As %
0.0018
Cover @ Top = 2.00 in @ Btm,= 3.00 In
Footing Design Results
I ce
rrwf
Factored Pressure
406
1,638 psf
Mu': Upward
121
334 ft-#
Mu': Downward
55
260 ft-#
Mu: Design
66
-74 ft-#
Actual 1-Way Shear
0.00
1.54 psi
Allow 11-Way Shear
75.00
75�00 psi
Summary of Forces on Footing - Stab RESISTS sliding, stem is PINNED at footin
Forces acting on footing soil pressure
(taking moments about front of footing to find eccentricity)
Surcharge Over Heel lbs
ft
ft4
Axial Dead Load on Stem Itis
ft
ft-#
Soil Over Toe 36.7 lbs
0.33 it
12.2ft-*
Adjacent Footing Load lbs
ft
ft-#
Surcharge Over Toe lbs
ft
ft4
Stem Weight 817.Olbs
1.00 ft
817.Oft-#
Soil Over Heel 550.Olbs
1.67 It
916.7ft4
Footing Weight 300.0lbs
1.00 ft
300�01`14
Total Vertical Force 1,703.7lbs
Moment
2.045.9ft4
Net Mom. at StemfFtq Interface =
-342.2 ft4
Allow. Mom. @ SternfFtg Interface -
2,139.4 ft-#
Allow. Mom. Exceeds Applied Mom.?
yes
Therefore Uniform Soil Pressure=
851.8 psf
'VV
V.0
OCT 2 7 2017
BUILDING DEPARTMENT
Walmd Wom rm 6, Ar , CITY OF ED;;tONDS
F 77771
Delineation / Mitigation / Restoration / Habitat Creation / Permit Assistance 9505 19th Avenue S.E.
Suite 106
Everett, Washington 98208
(425) 337-3174
Fax (425) 337-3045
October 9, 2017
Linda Fabregas
15931 72nd Ave W
Edmonds, WA 98026
RE: Site Assessment and Functional Analysis: Snohomish County Tax ID
#00513300003616
On September 19, 2017, Wetland Resources, Inc. (WRI) conducted an on -site assessment and
functional analysis for the above referenced parcel, located at 15931 72nd Ave W in Edmonds,
WA. The purpose of this investigation was to respond to comments provided in Plan Review
Comments RE: Plan Check BLD20170946, received from the City of Edmonds Planning
Division (dated August 10, 2017).
SITE DESCRIPTION
The subject property is accessed from the west via 72nd Ave W. It contains a single-family
residence and associated outbuildings. The site slopes generally to the west. Soils on the site are
mapped by the NRCS web soil survey as Alderwood gravelly sandy loam, 8-15 percent slopes,
and Alderwood-Everett gravelly sandy loam, 25 to 70 percent slopes. Surrounding land use
consists of single-family residential use and undeveloped land.
SITE ASSESSMENT AND ]FUNCTIONAL ANALYSIS
Wetland and Buffer Assessment
The review letter received from the City of Edmonds requested assessment of a previously
identified Category 11 wedand located on the south side of N Meadowdale Road (across the
street from the subject site) that could cast a buffer onto the subject property. This wedand occurs
off -site on private property and was assessed from the public right-of-way of N Meadowdale
Road. The wetland could not be directly observed from the road, but it appears to occupy a
ravine located approximately 40 feet south of N Meadowdale Road. The tree canopy over the
ravine consists primarily of red alder (Alnus rubra, FAC). The area adjacent to N Meadowdale
Road is dominated by big leaf maple (Acer macrophyllum, FACq, Western red cedar (7-huja plicata,
FAC), beaked hazelnut (Coglus cornuta, FACU), salmonberry (Rubus spectabilis, FAC), red
elderberry (Sambucus racemosa, FACU), red huckleberry (Vacanium harvifolium, FACU), European
mountain ash (Sorbus aucuparia (N/1), cherry laurel (Prunus laurocerasus, N11), Himalayan blackberry
(Rubus armeniacus, FAC), trailing blackberry (Rubus ursinus, FACU), and English ivy (Hedera helix,
FACq.
Wedand Resources, Inc. 15931 72,d Ave W
October 9, 2017 WRI # 17244
Functional Analysis
As noted in the review letter from the City of Edmonds Planning Division, Edmonds Community
Development Code (ECDC) 23.40.220.C.4 states:
"Development Proposal within Interrrupted Stream or Wetland Buffers. Adjacent areas that may be physically
separatedfrom a stream or wedand due to existing legally established structures or paved areas may be exempted
from the prescribed buffer widths fzproven scientifically to befunctionalyl isolatedfrom the stream or wetland The
director will require the applicant to provide a site assessment andfunctional analysis documentation report by a
qualified critical area consultant that demonstrates the interrupted buffer area isfunctionalyl isolated. The director
shall consider the hydrologic, geologic, andlor biological habitat connection potential and the extent and permanence
of the physical separation. "
The subject property is physically separated from the wedand by an existing paved roadway (N
Meadowdale Road). Any portion of wedand buffer that would extend north of N Meadowdale
Road onto the subject property would not provide significant protection to wetland functions.
The basis of this assessment comes from review and analysis of Best Available Science on the
topic of buffer functions. Chapter 5 of the Washington State Department of Ecology Guidance
Document entitled "Freshwater Wetlands in Washington State Volume 1: A Synthesis of the Science"
provides a comprehensive analysis of buffer functions. The following, taken directly from the
aforementioned document, is a list of the functions provided by buffers: 1.) removing sediment;
2.) removing excess nutrients; 3.) removing toxics; 4.) influencing microclimate, 5.) maintaining
adjacent habitat; 6.) screening adjacent disturbances; and 7.) maintaining habitat connectivity.
Functions numbered 1-3 relate to water quality improvement. Any portion of the buffer that
would extend north of N Meadowdale Road is physically isolated from the wetland. Surface
water from the subject property flows into the storm drainage system north of N Meadowdale
Road, whereas surface water south of N Meadowdale Road flows into the subject wetland. Water
from the subject wetland enters the storm drainage system and merges with the stormwater from
the subject property down gradient of the wedand. Therefore, any portion of the buffer that
might extend north of N Meadowdale Road provides no water quality improvement benefit to
the wedand located south of the road.
Function 4 relates to the influence of the buffer on microclimate. The presence of N Meadowdale
Road interrupts the microclimate created by vegetation adjacent to the wetland, disconnecting it
from the microclimate occurring across the road from the wetland. Therefore, any portion of the
buffer that may occur north of the road does not influence the microclimate of the subject
wetland.
Functions numbered 5-7 relate to wildlife habitat. Buffer isolation created by the road eliminates
connectivity of the subject property to the wedand for all but avian species. Due to the
disconnection, any portion of the buffer that may occur north of the road does not provide a
significant influence on wildlife habitat functions of the wedand.
Wetland Resources, Inc. 2 15931 72nd Ave W
October 9, 2017 WRI # 1413 6
The existing paved roadway of N Meadowdale Beach Road is a permanent feature and
functionally isolates the wedand south of the road from the subject property. Therefore, the
buffer of the wedand should not extend beyond the limits of the southern edge of N Meadowdale
Beach Road.
USE OF THis REPORT
This Site Assessment and Functional Analysis is supplied to Linda Fabregas as a means of
deten-nining the presence of on -site and adjacent critical areas as required by the City of
Edmonds during the permitting process. This report is based largely on readily observable
conditions and, to a lesser extent, on readily ascertainable conditions. No attempt has been made
to determine hidden or concealed conditions.
The laws applicable to critical areas are subject to varying interpretations and may be changed at
any time by the courts or legislative bodies. This report is intended to provide information
deemed relevant in the applicant's attempt to comply with the laws now in effect.
This report conforms to the standard of care employed by ecologists. No other representation or
warranty is made concerning the work or this report and any implied representation or warranty
is disclaimed.
Wedand Resources, Inc.
Joie Goodman
Associate Ecologist
? -,;;e
John Laufenberg, PWS
Pri��pal Ecologist
Wetland Resources, Inc. 15931 7 2nd Ave W
October 9, 2017 WRI # 1413 6
-7
Title Block Line 1
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Steel Beam
Description : BM#7 10-19-17
CODE REFERENCES
OCT 7 2017
8UIL,D,,,-VG DEP,
C'Ty OF 6,D,,AR'r[',fFV7.
140NDS
Calculations per AISC 360-10, IBC 2015, ASCE 7-10
Load Combination Set: ASCE 7-10
Project Title:
Engineer Project ID:
Project Descry ;I�j
File =
Nnted: 19 OCT 2017, 4:06PM
INC� 1983-2017, Build:10.17.8.29. VerlO.17.8.29
Material Properties
Analysis Method: Allowable Strength Design Fy: Steel Yield: 50.0 ksi
Beam Bracing: Beam is Fully Braced against lateral -torsional buckling E: Modulus: 29,000.0 ksi
Bending Axis: Major Axis Bending
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loading
Load for Span Number 1
Uniform Load: D = 0.0150, L = 0.040 ksf, Tributary Width = 5.0 ft, (FLOOR)
Point Load : D = 1.280, L = 2.690, S = 0. 180 k (d), 11.0 ft, (BM#5)
Load for Span Number 2
Uniform Load: D = 0.0150, L = 0.040 ksf, Tributary Width = 5.0 ft, (FLOOR)
Point Load: D = 0.810, S = 1.30 k (a-,) 13.0 ft, (BM#1)
Point Load: D = 1.10, L = 1.560, S = 0.670 k 0, 13.0 ft, (BNW)
DESIGN SUMMARY
Maximum Bending Stress Ratio
0.405:1 Maximum Shear Stress Ratio
0.158:1
Section used for this span
W8x28
Section used for this span
W8x28
Ma: Applied
27.472 k-ft
Va: Applied
7.244 k
Mn / Omega: Allowable
67.864 k-ft
Vn/Omega: Allowable
45.942 k
Load Combination
+D+0.750L+0.750S
Load Combination
+D+L
Location of maximum on span
13.020ft
Location of maximum on span
12.000 ft
Span # where maximum occurs
Span # 2
Span # where maximum occurs
Span # 1
Maximum Deflection
Max Downward Transient Deflection
0.273 in Ratio =
923 >=360
Max Upward Transient Deflection
-0.025 in Ratio =
5,718 >=360
Max Downward Total Deflection
0.537 in Ratio=
470 >=240.
Max Upward Total Deflection
-0.063 in Ratio =
2296 >=240.
Maximum Forces & Stresses for Load Combinations
Load Combination
Max Stress Ratios
Summary of Moment Values
Summary of Shear Values
Segment Length
Span #
M
V
Mmax +
Mmax -
Me Max
Mnx
Mnx/Ornega Ob Rm
Va Max
Vnx
Vnx/Ornega
D Only
Dsgn. L = 12.00 ft
1
0.130
0.055
-8.85
8.85
113.33
67.86
1.00 1.00
2.53
68.91
45.94
Dsgn. L = 21.00 It
2
0.168
0.049
11.42
-8.85
11.42
113.33
67.86
1.00 1.00
2.23
68.91
45.94
+D+L
Dsgn. L = 12.00 It
1
0.316
0.158
0.22
-21.43
21.43
113.33
67.86
1.00 1.00
7.24
68.91
45.94
Dsgn. L = 21.00 ft
2
0.365
0.120
24.74
-21.43
24.74
113.33
67.86
1.00 1.00
5.52
68.91
45.94
+D+S
Dsgn. L = 12.00 ft
1
0.194
0,069
-13.20
13.20
113.33
67.86
1.00 1.00
3.19
68.91
45.94
Dsgn. L = 21.00 ft
2
0.287
0.069
19.51
-13.20
19.51
113.33
67.86
1.00 1.00
3.19
68.91
45.94
+D+0.750L
Dsgn. L = 12.00 ft
1
0.269
0.132
0.14
-18.29
18.29
113.33
67.86
1.00 1.00
6.07
68.91
45.94
Dsgn. L = 21.00 ft
2
0.316
0.102
21.41
-18.29
21.41
113.33
67.86
1.00 1.00
4.70
68.91
45.94
+D+0.750L+0.750S
Dsgn. L = 12.00 it
1
0.318
0A41
0.00
-21.55
21.55
113.33
67.86
1.00 1.00
6.46
68.91
45.94
Dsgn. L = 21.00 ft
2
0.405
0.118
27.47
-21.55
27.47
113.33
67.86
1.00 1.00
5.42
68.91
45.94
+0.60D
Dsgn. L = 12.00 It
1
0.078
0.033
-5.31
5.31
113.33
67.86
1.00 1.00
1.52
68.91
45.94
Dsgn. L = 21.00 ft
2
0.101
0.029
6.85
-5.31
6.85
113.33
67.86
1.00 1.00
1.34
68.91
45.94
Title Block Line 1 Project Title:
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Title Block Line 6 Nnted: 19 OCT 2017, 4:06PM
File= C:\CKPROJ-1\2017PR-1\17-031-1\CALCS\gravity.ec6
Steel Beam ENERCALC, INC, 1983-2017, Build: 10, 17.8.29, Ver 10. 17.8,29
Description : BM#7 1
Overall Maximum Deflections
Load Combination Span
+D+0.750L+0.750S
Max. "-" Dell Location in Span Load Combination Max. "+' Defl Location in Span
0.0000 0.000 +D+0.750L+0,750S
0.5367 11.928
-0.0627 7.584
0.0000 7.584
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Load Combination
Support 1
Support 2
Support 3
Overall MAXimum
0.376
12.768
4.452
Overall MINimum
-0.008
1.484
1.013
D Only
-0,013
4.761
1.843
+D+L
0.363
12.768
4.309
+D+S
-0.360
6.245
2.855
+D-fO.750L
0.269
10.766
3.693
+D+0.750L+0.750S
0.009
11.880
4.452
+0.60D
-0.008
2.856
1.106
L Only
0.376
8.007
2.467
S Only
-0.347
1.484
1.013
f
1,9" ;- 17
Title Block Line 1
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J -\\ L
OCT 2 7 201,
BUILDING DEPARTt,,AENT
CITY OF ED41ONDS
el��,30 1 -7 0`7 f-A/10
Project Title:
Engineer: Project ID:
Project De AP"PUC COPY
Title Block Line 6 Nnted: 19 OCT 2017, 4:06PM
File = C:\CKPROJ-1\2017PR-1\17-031-1\CALCS�gravity.ec6
Steel Beam ENERCALC. INC. 1983-2017, Build:10.17.8.29,Ver:10.17,8.29
Description : BM#7 10-19-17
CODE REFERENCES
Calculations per AISC 360-10, IBC 2015, ASCE 7-10
Load Combination Set: ASCE 7-10
Material Properties
Analysis Method: Allowable Strength Design Fy : Steel Yield: 50.0 ksi
Beam Bracing : Beam is Fully Braced against lateral -torsional buckling E: Modulus: 29,000.0 ksi
Bending Axis: Major Axis Bending
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loading
Load for Span Number 1
Uniform Load: D = 0.0150, L = 0.040 ksf, Tributary Width = 5.0 ft, (FLOOR)
Point Load : D = 1.280, L = 2.690, S = 0. 180 k @, 11.0 ft, (BM)
Load for Span Number 2
Uniform Load: D = 0.0150, L = 0.040 ksf, Tributary Width = 5.0 ft, (FLOOR)
Point Load: D = 0.810, S = 1.30 k 0, 13.0 ft, (BM#1)
Point Load: D = 1.10, L = 1.560, S = 0.670 k 0, 13.0 It, (BM#4)
DESIGN SUMAIARY
Maximum Bending Stress Ratio -
0.405:1 Maximum Shear Stress Ratio
0.158 : 1
Section used for this span
W8x28
Section used for this span
W8X28
Ma: Applied
27.472 k-ft
Va: Applied
7.244 k
Mn / Omega: Allowable
67.864 k-ft
Vn/Omega: Allowable
45.942 k
Load Combination
+D+0.750L+0.750S
Load Combination
+D+L
Location of maximum on span
13.020ft
Location of maximum on span
12.000 ft
Span # where maximum occurs
Span # 2
Span # where maximum occurs
Span # 1
Maximum Deflection
Max Downward Transient Deflection
0.273 in Ratio=
923 >=360
Max Upward Transient Deflection
-0.025 in Ratio =
5,718 >=360
Max Downward Total Deflection
0.537 in Ratio=
470 >=240.
Max Upward Total Deflection
-0.063 in Ratio =
2296 >=240.
Maximum Forces & Stresses for Load Combinations
Load Combination max -sins -Ratios-
Segment Length Span # M V Mmax + Mmax -
Summary of Moment Values
Ma Max Mnx Mnx/Ornega 6-b -Rm
Summary of Shear Values
Va Max Vnx Vnx/Omega
D-dnly
Dsgn. L = 12.00 ft
1
0.130
0.055
-8.85
8.85
113.33
67.86
1.00 1.00
2.53
68.91
45.94
Dsgn. L = 21.00 ft
2
0.168
0.049
11.42
-8.85
11.42
113.33
67.86
1.00 1.00
2.23
68.91
45.94
+D+L
Dsgn. L = 12.00 ft
1
0.316
0.158
0.22
-21.43
21.43
113.33
67.86
1.00 1.00
7.24
68.91
45.94
Dsgn. L = 21.00 ft
2
0.365
0.120
24.74
-21.43
24.74
113.33
67.86
1.00 1.00
5.52
68.91
45.94
+D+S
Dsgn. L = 12.00 ft
1
0.194
0.069
-13.20
13.20
113.33
67.86
1.00 1.00
3.19
68.91
45.94
Dsgn. L = 21.00 ft
2
0.287
0.069
19.51
-13.20
19.51
113.33
67.86
1.00 1.00
3.19
68.91
45.94
+D+0.750L
Dsgn. L = 12.00 ft
1
0.269
0.132
0.14
-18.29
18.29
113.33
67.86
1.00 1.00
6.07
68.91
45.94
Dsgn. L = 21.00 ft
2
0.316
0.102
21.41
-18.29
21.41
113.33
67.86
1.00 1.00
4.70
68.91
45.94
+D+0.750L+0.750S
Dsgn. L = 12.00 ft
1
0.318
0.141
0.00
-21.55
21.55
113.33
67.86
1.00 1.00
6.46
68.91
45.94
Dsgn. L = 2 1.00 ft
2
0.405
0.118
27.47
-21.55
27.47
113.33
67.86
1.00 1.00
5.42
68.91
45.94
+0.60D
Dsgn. L = 12.00 ft
1
0.078
0.033
-5.31
5.31
113.33
67.86
1.00 1.00
1.52
68.91
45.94
Dsgn. L = 21.00 ft
2
0.101
0.029
6.85
-5.31
6.85
113.33
67.86
1.00 1.00
1.34
68.91
45.94
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File = C:\CKPROJ-1\2017PR-1\17-031-1\CALCS\gravity.ec6
Steel Beam ENERCALC, INC. 1983-2017, Build:10.17.8.29. Ver:10.17.8.29
Description : BMR
Overall Maximum Deflections
Load Combination Span Max. "-" Defi Location in Span Load Combination Max. "+" Defi Location in Span
1
0.0000
0.000 +D+0.750L.+0.750S -0.0627 7.584
+N(1.7501-4750S
2
0.5367
11.928 0.0000 7.584
Vertical Reactions
Support notation Far left is #1 Values in KIPS
Load Combination
Support 1
Support 2
Support 3
Overall MAXimum
0.376
12.768
4.452
Overall MINimum
-0.008
1.484
1.013
D Only
-0.013
4.761
1.843
+D+L
0.363
12.768
4.309
+D+S
-0.360
6.245
2.855
+D+0.750L
0.269
10.766
3.693
+D+0.750L+0.750S
0.009
11.880
4.452
+0.60D
-0.008
2.856
1.106
L Only
0.376
8.007
2.467
S Only
-0.347
1.484
1.013
ZU-040 17 0 9 44:50
CK Engineering LLC.
19229 38th PL NE
Lake Forest Park
WA 98155
Phone: (206) 417-0670
STRUCTURAL CALCULATIONS
Lateral & Gravity Design
17-031
6/8/2017
Fabregas Residence
15931 72ND AVE W
EDMONDS, WA 98026
June 8, 2017
�41
JUL 12 2017
DEVELOPMENT SERVICES
COUNTER
ZUSGS Design Maps Detailed Report
2012/2015 International Building Code (47.853640N, 122.3308OW)
Site Class D - "Stiff Soil", Risk Category I/II/III
Section 1613.3.1 — Mapped acceleration parameters
Note: Ground motion values provided below are for the direction of maximum horizontal
spectral response acceleration. They have been converted from corresponding geometric
mean ground motions computed by the USGS by applying factors of 1.1 (to obtain SS) and
1.3 (to obtain S,). Maps in the 2012/2015 International Building Code are provided for
Site Class B. Adjustments for other Site Classes are made, as needed, in Section
1613.3,3.
From Figure 1613.3.1(1) "1
From Figure 1613.3.1(2) 121
Section 1613.3.2 — Site class definitions
Ss = 1.320 g
S, = 0.519 g
The authority having jurisdiction (not the USGS), site -specific geotechnical data, and/or
the default has classified the site as Site Class D, based on the site soil properties in
accordance with Section 1613.
2010 ASCE-7 Standard - Table 20.3-1
SITE CLASS DEFINITIONS
Site Class VS or ji,,, su
A. Hard Rock >5,000 ft/s N/A N/A
B. Rock 2,500 to 5,000 ft/s N/A N/A
C. Very dense soil and soft rock 1,200 to 2,500 ft/s >50 >2,000 psf
D. Stiff Soil 600 to 1,200 ft/s 15 to 50 1,000 to 2,000
psf
E. Soft clay soil <600 ft/s <15 <1,000 psf
Any profile with more than 10 ft of soil having the
characteristics:
• Plasticity index PI > 20,
• Moisture content w �! 40%, and
• Undrained shear strength su < 500 psf
F. Soils requiring site response analysis in See Section 20.3.1
accordance with Section 21.1
For SI: 1ft/s = 0.3048 rn/s 1lb/ft2 = 0.0479 kN/M2
Section 1613.3.3 - Site coefficients and adjusted maximum considered earthquake
spectral response acceleration parameters
TABLE 1613.3.3(l)
VALUES OF SITE COEFFICIENT F�
Site Class
Mapped Spectral Response Acceleration at Short Period
Ss :5 0.25 Ss = 0.50 Ss = 0.75 SS = 1.00
Ss �! 1.25
A
0.8
0.8 0.8 0.8
0.8
B
1.0
1.0 1.0 1.0
1.0
C
1.2
1.2 1.1 1.0
1.0
D
1.6
1.4 1.2 1.1
1.0
E
2.5
1.7 1.2 0.9
0.9
F
See Section 11.4.7 of ASCE 7
Note: Use straight-line interpolation for intermediate values of Ss
For Site Class = D and S. = 1.320 g, F. = 1.000
TABLE 1613.3.3(2)
VALUES OF SITE COEFFICIENT F.
Site Class Mapped Spectral Response Acceleration at 1-s Period
S, :5 0.10 S, = 0.20 S, = 0.30 S, = 0. 40 S, �! 0.50
A
0.8
0.8 0.8 0.8
0.8
B
1.0
1.0 1.0 1.0
1.0
C
1.7
1.6 1.5 1.4
1.3
D
2.4
2.0 1.8 1.6
1.5
E
3.5
3.2 2.8 2.4
2.4
F
See Section 11.4.7 of ASCE 7
Note: Use straight-line
interpolation for intermediate values of S,
For Site Class = D and S. = 0.519 g, F� = 1.500
Design Criteria
Scope of Work: Lateral & Gravity Design
Site Address: 15931 72ND AVE W
EDMONDS, WA 98026
Number of Stories: 3 1 Engineer: PK
Roof Loading
Roofing
Composition
3.0
Sheathing
5/8" Plywood
1.8
Insulation
Roll/Batt
3.0
Ceiling
5/8" GWB
2.8
Framing
Trusses
2.2
Miscellaneous
fixtures, mechanical, electrical, etc.
2.2
TOTAL DEAD LOAD: 15.0 psE:=
ROOF SNOW LOAD: 25.0 psf
Upper Floor Loading
Floor Covering
Carpet/Hardwood/Tile
3.0
Sheathing
3/4" T&G
2.3
Ceiling
1/2" GWB
2.2
Joists
Solid Sawn @ 16" o/c
3.3
Beams
2.8
Miscellaneous
fixtures, mechanical, electrical, etc.
1.4
TOTAL DEAD LOAD:
rl 15.Oo
Main Floor Load
FLOOR LIVE LOAD: 11 40.0 psf=:=l
Floor Covering Carpet/Hardwood/Tile 3.0
Sheathing 3/4" T&G 2.3
Ceiling 5/8" GWB 2.8
Joists I -Joists 2.1
Beams 4.2
Miscellaneous fixtures, mechanical, electrical, etc. 0.6
TOTAL DEAD LOAD-]
FLOOR LIVE LOAD: ill 40.0
Soil Bearing Capacity: 1500 psf
Frost Depth: 18 in
I �"l - 1 4wll� �' �w I 1 1 4w� 11 . I _W� I 1 11
Desian Criteria
Scope of Work: Lateral & Gravity Design
Site Address: 15931 72ND AVE W
EDMONDS, WA 98026
Number of Stories:
Roof Loodin
KOoting
Sheathing
Insulation
Ceiling
Framing
Miscellaneous
Upper Floor Loading
Floor Covering
Sheathing
Ceiling
Joists
Beams
Miscellaneous
Main Floor Load
Floor Covering
Sheathing
Ceiling
Joists
Beams
Miscellaneous
Engineer: I P
Composition
3.0
5/8" Plywood
1.8
Roll/Batt
3.0
5/8" GWB
2.8
Trusses
2.2
fixtures, mechanical, electrical, etc.
2.2
TOTAL DEAD LOAD: IF-i 5.6 r
ROOF SNOW LOAD: 11 25.0 ps I
Carpet/Hardwood/Tile 3.0
3/4" T&G 2.3
1/2" GWB 2.2
Solid Sawn @ 16" a/c 3.3
2.8
fixtures, mechanical, electrical, etc. 1.4
TOTAL DEAD LOAD- 17-15.0
FLOOR LIVE LOAD: 11 40.0 psf==l
Carpet/Hardwood/Tile 3.0
3/4" T&G 2.3
5/8" GWB 2.8
I -Joists 2.1
4.2
fixtures, mechanical, electrical, etc. 0.6
TOTAL DEAD LOAD: IF-1 5.0 1
FLOOR LIVE LOAD: 1 40.0 psf —11
Soil Bearing Capacity: 1500 psf
Frost Depth: 18 in
Type of construction: IRemodel/Addition
Applicable Building Codes: I IBC 2015, ASCE 7/SEI 7- 10
Location: 15931 72ND AVE W
�EDMONDS, WA98026
Work performed Lateral & Gravity Design
W Fr�FETEEIUR
Ps XVs30Ke
Exposure: Wind Exposure Category as set forth in Section 26.7 of ASCE 7-10
Wind Speed = Basic Wind Speed (LRFD) as used in Figure 28.6 of ASCE 7-10 and converted to (ASD)
Ps30 = Simplified design wind pressure for Exposure B, at h = 30 feet and for I = 1.0, from Figure 28.6-1
1, = :::]: Importance factor as defined in Table 1.5-2 of ASCE 7-10
X J 1 -0�0 Adjustment factor for building height a nd exposure from Fig ure 28.6-1 of ASCE 7-10
KzT =I 1.00 Adjustment factor for increased wind speed due to a hill or escarpment from Section 26.8 of ASCE 7- 10
Roof slope rise run
Front/Rear tan-' 12 = 26.6 degrees Number of floors:
Left/Right tan- 12 = 14.0 degrees
ivation
Ps30
Ps
Ps30
Ps
0
Average uplift (F/R)=l -4.4 psf Based on wind zones'G'and ff
Average uplift (R/L) = 1 -8.2 psf Based on wind zones'G'and H
End zone of wall J Front/Rear End zone of roof
Left/Right Front/Rear Left/Right
A = 13.9 psf 14.1 psf B = 4.3 psf -4.9 psf
13.9 psf 14.1 psf 4.3 psf -4.9 psf
Interior zone of wall
Interior zone of roof
Front/Rear Left/Right
Front/Rear Left/Right
C = 10.3 psf 9,4 psf
D = 3.8 psf -2.8 psf
10.3 psf 9.4 psf
3.8 psf -2.8 psf
WIND LOAD CALCULATIONS
FRONT o REAR
11/3RD FLOOR =
WIND ZONE
C
ID
B
C
C
A
A
AVE. HEIGHT
3.5
3
3
1
4
0.5
3.25
AVE. WIDTH
13
6.25
7
4
26.25
7
0.5
Ps
10.34
3.84
4.33
10.34
10.34
13.93
13.93
0.00
0.00
0.00
0.00
0.00
SUBTOTAL
470
72
91
41
1085
49
23
0
0
0
0
0
TOTAL
11,994 lbs
'Minimum net pressure controls. The calc pressure is less than the min. net pressure, equal to
I 6pSt(AA_), and t5pst(b-U) applied over the entire area. (Ab(-t /- I U 26.6.4)
_r V 2AIn F1 OnR =
WIND ZONE
C
C
A
B
D
D
D
B
C
C
A
A
AVE. HEIGHT
1.75
1
1
1
0.5
3.5
3.25
3.25
3
4
4
0.5
AVE. WIDTH
26.25
2
6
0.5
1
17.75
5.5
7
6
28.5
6
1
Ps
10.34
10.34
13.93
4.33
3.84
3.84
3.84
4.33
10,34
10.34
13.93
13.93
SUBTOTAL
475
21
84
2
2
239
69
99
186
1178
334
7
TOTAL
3,14 2 1 bs
--------------------------------
Winimurn net pressure controls. The calc. pressure is less than the min, net pressure, equal to
I 6pst(A-C), and 8pst(B-D) applied over the entire area, (A5CE 7-10 28.6.4)
_rV17STFLOOR) =
WIND ZONE
C
A
B
A
A
AVE. HEIGHT
8
8
1.75
0.5
1.5
AVE. WIDTH
28.5
6.25
4.75
4.75
0.5
Ps
10.34
13.93
4.33
13.93
13.93
0.00
0.00
0.00
0.00
0.00
0.00
0.00
SUBTOTAL
2357
697
36
33
10
0
0
0
0
0
0
0
TOTAL
3,1133 lbs
---------------------------------
WIND LOAD CALCULATIONS
LEFT 0 RIGHT
IT V 3RD FLOOR =
WIND ZONE
D
D
D
D
B
C
C
C
A
A
C
AVE. HEIGHT
2.5
3
0.5
3
3.5
0.5
1
13.25
3.5
0.5
2.5
AVE. WIDTH
8
12.25
25.75
1
11.5
1.5
32
12.75
10
1.5
32.25
Ps
0.00
0.00
0.00
0.00
0.00
9.41
9.41
9.41
14.11
14.11
9.41
0.00
SUBTOTAL
0
0
1 0
0
0
1 7
301
1589
494
11
1 758
1 0
TOTAL
:4,309 lbs
winimurn net pressure controls. The calc. pressure is less than the min. net pressure, equal to
1 6psf(A-C), and 8psf(B-D) applied over the entire area. (ASCE 7-10 28.6.4)
I V2ND FLOOR =
WIND ZONE
D
C
C
C
C
D
A
B
C
C
A
A
AVE. HEIGHT
3
1
2.75
5.25
2
3
2
3
11.25
4.5
0.5
4.75
AVE. WIDTH
3,75
9
1.625
27.5
2.5
2.5
10
11
1
32.25
1
10
Ps
0.00
9.41
9.41
9.41
9.41
0.00
14.11
0.00
9.41
9.41
14.11
14.11
SUBTOTAL
0
85
42
1358
47
0
282
0
106
1365
7
670
TOTAL
14,390 lbs .............
:Minimum net pressure controls. The calc. pressure is less than the min. net pressure, equal to
1 6psf(A-C), and 8psf(B-D) applied over the entire area. (ASCE 7-10 28.6.4)
xl/flSTFLOOR) =
WIND ZONE
C
C
C
C
A
C
C
A
AVE. HEIGHT
1.5
1,5
4
9.75
9.75
4
8.5
2
AVE. WIDTH
1
2
3
30.25
10
7.5
7,25
175
Ps
9.41
9.41
9.41
9.41
14.11
9.41
9.41
14.11
0.00
0.00
0.00
0.00
SUBTOTAL
14
28
113
2775
1376
282
580
106
0
0
0
0
TOTAL
15,273 lbs
i
---------------
p CALCS-
3RD FLO OR CAL CULA TIOA15.
Plate Height:
7.50 ft
Total length of Shearwall in Shortest Line:
12.00 ft
Length of Shortest Segment within Shear Line:
6.00 ft
Length of Longest Segment in Shear Line:
6.00 ft
2ND FLO OR C4 L CULA TIONS.-
Plate Height:
9.00 ft
Total length of Shearwali in Shortest Line:
11.00 ft
Length of Shortest Shearwall within Shear Line:
3.00 ft
Length of Longest Wall in Shear Line:
8.00 ft
A4AIN FLOOR CALCULATIONS. -
Plate Height:
8.00 ft
Total length of Shearwall in Shortest Line:
6.50 ft
Length of Shortest Shearwall within Shear Line:
3.00 ft
Length of Longest Wall in Shear Line:
3.50 ft
Tributary Area: 1.0
Toto I Area: 2.0
P
ASCE 7-10 12.3.4.2 b
Tributary Area: 1.0
Toto I Area: 2.0
r - - i
P =!- 1.00 1
12.3.4.2 b
ASF� 7-10
Tributary Area: F--1-0-1
Total Area:
P 1.00
ASF� 7-10 12.3.4.2
A# loads in pounds per square foot
---------------
SEISMIC DESIGN: WALL DEAD LOAD = ROOF DEAD LOAD = 15.0 psf
=.h..F
E + v FLAT ROOF SNOW LOAD = UPPER FLOOR D.L. = 15.0 psf
E = PQE +.2SDSD QE V = C,W RED. S.L. (20%'S.L.) = LOWER FLOOR D.L. = 15.0 psf
FLOOR LIVE LOAD = 40.0 psf
p = 1.00
Site Class = D When the Site Class is not specified by Geotech, D will be assumed
IE 1 Importance factor as defined in Table 11.5-1
R 6.5
hn 30.75 Total height of structure
r- - -
V = 0.7S11IEW / R SDS 2/3 Sms SS 132.0% Sms = 132.0% v = 1 0.095 IW
V,,,. = S,j I,W / T�R Sms (Fa)(Ss) Fo 1.00 SDS = 88.0% E = r i
T. = 0.02h '0.75 SDI 2/3 SM, S, 51.9% Smi = 77.9% L2.1�5.JW
T. = 0.26 s Sm, (Fv)(SI) Fv 1.50 SDI = 51.9% CS =
0.0951
L J!
3RD FLOOR DIAPHRAGM L OADING:
W (ROOF)= LENGTH WIDTH
W (FLOOR) =
W (WALL) =
LOAD
TOTAL
13
30.25
15.0
5899
25.5
38.25
15.0
14631
8
22
15.0
2640
15.0
0
1
1 15.0
1 0 1
Area = 1545 Sub -Total= 23169
Area = 0 Sub -Total= 0
LENGTH
TRIB. HT.
LOAD
TOTAL
85
4
10.0
3400
52.5
4
10.0
2100
10.0
0
10.0
0
10.0
1
Area = 550 Sub -Total= 5500
TOTAL = 28669 lb
7STFLOOR D1AAHR4GM LOADING:
W (ROOF)
W (FLOOR) =
W (WALL) =
Area = 0 Sub-lotal= U
LENGTH
WIDTH
LOAD
TOTAL
34.25
40.5
15.0
20807
21.25
2
15.0
638
15.0
0
15.0
0
15.0
0
LENGTH
TRIB. HT.
LOAD
TOTAL
85
4.5
10.0
3825
68
4.5
10.0
3060
42.5
4
10.0
1700
56
2
10.0
1120
10.0
1 0
Area = 971 Sub -Total= 9705
TOTAL = 31149 lb
2ND FLOOR DIAPHRAGM LOADING:
W (ROOF) = LENGTH WID
W (FLOOR) =
W (WALL) =
TH
LOAD
TOTAL
5
35.5
15.0
2663
1
13
15.0
195
2.5
16
15.0
600
3
7
15.0
315
7
12.75
1 15.0
1 1339
Area = J4 I bub-lotal= 5111
LENGTH
WIDTH
LOAD
TOTAL
42.5
26
15.0
16575
29.75
8
15.0
3570
15.0
0
15.0
0
15.0
1 0 1
Area = 1343 Sub -Total= 901AS
LENGTH
TRIB. HT.
LOAD
TOTAL
85
4
10.0
3400
52.5
4
10.0
2100
85
4.5
10.0
3825
68
4.5
10.0
3060
10.0
1 0
Area = 1239 Sub -Total= 12385
TOTAL = 37641 lb
V [3RD FLOOR) = .095 x 28669 lb = 2717 lbs
V [2ND FLOOR) = .095 x 37641 lb = 3567 lbs
V (1 ST FLOOR) = .095 x 31149 lb = 2952 lbs
- - - - - - - FEMN k-IBNE: - - - - - - -
IV x P
height
IV x height
2717 lb
20.5
55698
35671b
12
42807
29521b
2
5904
TOTAL = 9236 lb TOTAL = 104409
E (3RD) = IV x height x IV TOTAL 4927 lbs
IV x height TOTAL
E (2ND) = IV x height x IV TOTAL _ 3787 lbs
IV x height TOTAL
E (1 ST) IV x height x IV TOTAL _ 522 lbs
IV x height TOTAL
r------------------------
SUMMARY:
WIND (front -rear)
WIND (left -right)
SEISMIC
IV (3RD) =
1994 lbs
4309 lbs
4927 lbs
IV (2ND) =
3142 lbs
4390 lbs
3787 lbs
IV (MAIN) =
3133 lbs
5273 lbs
522 lbs
TOTAL =
8269 lbs
13972 lbs
9236 lbs
240 PLF
Total diaphragm length = 42 5 ft Sub -diaphragm length
Diaphragm width = IV (MAIN) =F6,405 lbs��!�
V IV(1 st) — 6405 lb 123 PLIF
(2)(width) 52 ft
IBC Table 2306.3.1 240 PLF
USE 15/32 CDX ROOF SHEATHING OR 3/4 T&G CDX SUBFLOORING w/8d AT 6 in o/c(PANEL EDGE), END 8d AT 12in o/c(PANEL FIELD)
Sub -diaphragm length =
42.5 ft Total -diaphragm length
= 42.5 ft
Sub -diaphragm width =
26.0 ft
T M
IV x (diaphragm length)
6405
x 43ft 1309 lbs
B
8 x (diaphragm width)
8 x 26ft
Top Plate Size:
Species/Grade:
HF #2
Area =
E 5.25 in - 2
F, = 525 psi
Load duration (CD)
1.33
Tallowable = Area x
CD x Ft 3,666 lbs
Since T allowable is greater than T applied,
OK.
SHEAR CAPACITY OF 1 Od COMMON NAIL
102 x Cd x p 136 lbs 2015 NDS
# OF NAILS PER 4 FT SPLICE 1309 lbs
10
136 lbs
USE 2x4 HF #2 TOP PLATE W/ (2) 1 Od NAILS@
10 in O/C.
I :- - T�-- I
I Eite-Ul �71 juT�fi on Y I
P2
V = Shear, plf
H = Height of shearwall
L = Length of shearwall
PI = Weight of shearwall and connected framing
IP 1- P2 = Weight of adjacent wall
T C T V x H - 0.5P1 - P2 = Tension reaction to be resisted by holdown
I I C V x H + 0.5P1 = Compression reaction
I -------------------------
IASD Basic Load Combinations -1
Tor-c-al-cu-16-tio-n-o-f f-en-si-on-c-n-cl-co-m-p-ression forces in compliance with ASCE 7- 70 2.4. 7
Tension Equations (Uplift)
7.0.61D + W
8. (0.6 - 0.14SDI)D + E 0.48 D + E
-8. (0.6 - 0.14S,S)D + 2.5 E - 0.48 D + 2,5 E
Comrvession Eauations
5. D + W
5. (1 + 0.14SDs)D + E 1.12 D + E
6. D + 0.75W + 0.75L + 0.75S
6. (1.0 + 0.105SDs)D + 0.75E + 0.75L + 0.75S 1.09 D + 0.75 E + 0.75 L + 0.75 S
*5. (1 + 0.14SDS)D + 2.5E
1.12 D + 2.5 E
*6. (1.0 + 0.105SDs)D + 1.875E + 0.75L + 0.75S 1.09 D +11.875 E + 0.75 L + 0.75 S
*Equations include a verstrength factor.
Note: The 0.7 factor for Earthquake loading has a I ready been incorporated into the calculation of the latera I design force
Eh, but not E,. Therefore this factor has been omitted from equations 5, 6 and 8 where appropriate.
LA) FAh- RL G, RW17 'f KE-'-1
'. C f'L AN
SCALE: 1/4" • 1'-D"
5'-0 1/2"
1/4"J'-6 114
F4efo
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FL061)
- I 1A 7
STW. &ARM
LAU A6&,t-W
M. 13ATH 4
x
V.T.O.
1 MA TER CLOSET
2
- - - - - - - - - - - - -
V 1 1122 '11. 5-In x "1412 CILIS 24r--Y4
0) 2X4—
T
(D
x In so
MASTE
OFFICE
3411 MR
;D
WAFW FRAIL—
CaVERED
DECK
TjC?wD/SD;,
x
c
DURAVEK WATEfkFWOF
MM'SRANE -INSTALL
FIER MA".F. SPECS.
WOWZ cow
0-0 TOP a
TO NEW TOP 2
2' 2*
(N) awl V
I_LI/Lx -112dLB24F-V_4_s
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. FOUNDATION FLAN
SCALE; 1/4' - I'-C'
UPPER FL. REAR (MASTER CLOSET) SHEARWALL WIND SEISMIC
Floor Info
Upper I Floor Level, e.g. Upper, Main, Lower
Lf-Rt Load Direction, e.g. Left -Right, Front -Rear
(For Left Wall, Use Front -Rear Load Direction)
Sheathing type
Values in accordance with AF&PA SDFWS-2015
F Roof Resisting Dead Load
(e.g. Roof, Upper Floor, Main Floor)
Total Length of Shearwalls
V(from upper)= 4309 lb 4927 lb
V(from main)= 0 lb 0 lb
V(from lower)= 0 lb 0 lb
E (Wind) = 4,309 lb E (Smc) = 4,927 lb
V = 149 PLF V = 170 PLF
Tributary Width (Upper Floor)
1.0 tributary width
1 2.0 Itotal width
Tributary Width (Main Floor)
1.0 tributary width
2.0 total width
Tributary Width (Lower Floor)
1.0 tributary width
1 2.0 Itotal width
Height of Shearwoll = 8.0 ft
Length of Shearwall = 1 14.5 ft
Aspect Ratio OK
Use alternate R factor for seismic?
Tributary Area (Upper Floor)
D.0 tributary area
El
1 2.0 Itotal area
Tributary Area (Main Floor)
1.0 tributary area
2.0 total area
Tributary Area (Lower Floor)
F7.75tribuiary area
=total area
Weig1,1t of Slearwall 10.0 lbs
Tributary width for dead load 1.0 ft
Length of adjoining wall 1.0 ft
SDPWS, Table 4.3A 10 0.93 x 260 = 242 PLF -0 USE
Seismic controls sheorwall clesign
CTOTAL (floor above) + (this floor) = + 1 189 lbs 1189 lbs Wind controls
TTOTAL (floor above) + (this floor) = + 986 lbs 986 lbs Load case 8 controls - Seismic
Seismic controls holdown design
----------------------- ------------------------------------------- - ----------------
USE SIMPSON DESIGNED HOLDOW'N: CS14
I Where overstrength factor is applicable, use this
value for E in equations 5, 6, and 8: E= 1359 lbs OR AT FOUNDATION / INTERIOR WALLS USE: LSTHD8/RJ
--------------------- I
UPPER FL. FRONT (BED 2, OFFICE) SHEARWALL
Floor Info
Upper I Floor Level, e.g. Upper, Main, Lower
Lt- Rt Load Direction, e.g. Left -Right, Front -Rear
(For Left Wall, Use Front -Rear Load Direction)
F---CDX Sheathing type
Values in accordance with AF&PA SDPWS-2015
F Roof Resisting Dead Load
(e.g. Roof, Upper Floor, Main Floor)
Total Length of Shearwolls
V(from upper)= 4309 lb 4927 lb
V(from main)= 0 lb 0 lb
V(from lower)= 0 lb 0 lb
E (Wind) = 4,309 lb E (Smc) = 4,927 lb
V = 113 PLF V = 130 PLF
WIND
Tributary Width (Upper Floor)
1.0 tributary width
1 2.0 Itotal width
Tributary Width (Main Floor)
1 1.0 Itributarywidth
=total width
Tributary Width (Lower Floor)
F-17-1tributary width
F - ]total width
_-2.0
Height of Shearwall = 8.0 ft
Length of Shearwall = 6.0 ft
Aspect Ratio OK
Use alternate R factor for seismic?
Tributary Area (Upper Floor)
F_1_0_�tributary area
--- Itotol area
r 2.0
Tributary Area (Main Floor)
F _10_�tribuiary area
F_2.o_]totai area
Tributary Area (Lower Floor)
1.0 tributary area
1 2.0 Itotal area
Weigl,lt of=rwad1l 10.0 lbs
Tributary width for 1.. 2.0 ft
Length of adjoining wall 1.0 ft
SDPWS, Table 4.3A 0.93 x 260 = 242 PLF USE
Seismic controls shearwall design
CTOTAL (floor above) + (this floor) - + 907 t 907 t Wind controls
TTOTAL (floor above) + (this floor) - + 828 bs 828 bs Load case 8 controls - Seismic
Seismic controls holdown design
-----------------------------------------------------------------------------------------------
Where overstrength factor is applicable, use this USE SIMPSON DESIGNED HOLDOWN: 14
value for E in equations 5, 6, and 8: E= 1037 lbs OR AT FOUNDATION / INTERIOR WALLS USE: LSTHD8/RJ
------------------------- ----------------------------
UPPER FL. LEFT (BED 2) SHEARWALL
Floor Info
Upper I Floor Level, e.g. Upper, Main, Lower
Ft-Rr Load Direction, e.g. Left -Right, Front -Rear
(For Left Wall, Use Front -Rear Load Direction)
F--CDX Sheathing type
Values in accordance with AF&PA SDPWS-2015
Resisting Dead Load
(e.g. Roof, Upper Floor, Main Floor)
Total Length of Shearwalls
V(from upper)= 1994 lb 4927 lb
V(from main)= 0 lb 0 lb
V(from lower)= 0 lb 0 lb
E (Wind) 1,994 lb E (Smc) 4,927 lb
V 80 PLF V 197 PLIF
WIND
Tributary Width (Upper Floor)
1.0 tributary width
1 2.0 Itotal width
Tributary Width (Main Floor)
1.0 tributary width
2.0 toto I width
Tributary Width (Lower Floor)
1 1.0 Itributorywidth
r---]total width
2.0
Height of Shearwall = F 8.70ft
Length of Shearwall = 1 12.5 ftl
Aspect Ratio OK
Use alternate R factor for seismic?
Tributary Area (Upper Floor)
F1.0 tris boa ry area
ILI
2.0 total area
Tributary Area (Main Floor)
M10 tributary area
::I
2.0 total area
Tributary Area (Lower Floor)
=1.0 tributary area
1
J 2.0 total area
Weight of 1hearwall 10.0 lbs
Tributary width far dead load 1.0 ft
Length of adjoining wa I 1 1.0 ft
SDPWS, Table 4.3A 0. 0.93 x 260 = 242 PLF USE
Seismic controls shearwall design
CTOTAL (floor above) + (this floor) + 1104 lbs 1104 lbs Seismic controls
TTOTAL (floor above) + (this floor) + 1248 lbs 1248 lbs Load case 8 controls - Seismic
Seismic controls holdown design
USE SIMPSON DESIGNED HOLDOWN: CS1 4
I Where overstrength factor is applicable, use this
value forlin equations 5, 6, and-8: -------------- - __ E - 1577 - lbs OR AT FOUNDATION/ INTERIOR WALLS USE: LSTHD8/RJ
. - - - ZJ - I -, -- . I I --- 1. . I -- I I I
UPPER FL. RIGHT (OFFICE, MASTER CLOSET) SHEARWALL WIND SEISMIC
Floor Info
Upper Floor Level, e.g. Upper, Main, Lower
Ft-Rr Load Direction, e.g. Left -Right, Front -Rear
(For Left Wall, Use Front -Rear Load Direction)
Sheathing type
Values in accordance with AF&PA SDP\tVS-2015
F-Ro-o-T7 Resisting Dead Load
(e.g. Roof, Upper Floor, Main Floor)
Total Length of Shearwalls
V(from upper)= 1994 lb 4927 lb
V(from main)= 0 lb 0 lb
V(from lower)= 0 lb 0 lb
E (Wind) 1,994 lb Y_ (S-c) 4,927 lb
V 100 PLF V 246 PLF
Tributary Width (Upper Floor)
F-167tributary width
F-2 0 ]total width
Tributary Width (Main Floor)
F1.0 tributary width
TTI
F-2.0 ]total width
Tributary Width (Lower Floor)
1.0 tributary width
2.0 ]total width
Height of Sheorwall = 1 8.0 ftl
Length of Shearwall = 4.5 ft
Aspect Ratio OK
____1
Use alternate R factor for seismic?F--No
Tributary Area (Upper Floor)
F -1-o Itributary
area
F-2-0 lotal
area
Tributary Area (Main Floor)
1 6_1
F.0
tributary area
F-2-0 ]total
area
Tributary Area (Lower Floor)
D1.0
KI
tributary area
1 2-0
Itotal area
Weigl he arwc"'
F-10. 0 11 b��
Tributary width, f d load
1 2.0 L
1
Length of adjoining wall
PEI
SDPWS, Table 4.3A 0 0.93 x 380 = 353 PLF USE
Seismic controls shearwall design
CTOTAL (floor above) + (this floor) = + 1380 lbs 1380 lbs Seismic controls
TTOTAL (floor above) + (this floor) = + 1800 lbs 1800 lbs Load case 8 controls - Seismic
Seismic controls holdown design
r---------------------------------------------------------------- - ----------------------------- ::1
Where overstrength factor is applicable, use this USE SIMPSON DESIGNED HOLDOWN: CS14
value for E in equations 5, 6, and 8: E= 1971 lbs; OR AT FOUNDATION/ INTERIOR WALLS USE: LSTHD8/RJ::]:]
MAIN FL. REAR (BED 3) HEARWALL
Floor Info
Main I Floor Level, e.g. Upper, Main, Lower
Lt-Rt Load Direction, e.g. Left -Right, Front -Rear
(For Left Wall, Use Front -Rear Load Direction)
Sheathing type
Values in accordance with AF&PA SDPWS-2015
Resisting Dead Load
(e.g. Roof, Upper Floor, Main Floor)
Total Length of Shearwalls
V(from upper)= 4309 lb 4927 lb
V(from main)= 4390 Ib 3787 lb
V(from lower)= 0 lb 0 lb
E (Wind) 8,699 lb E (Smc) 8,714 lb
V 277 PLF V 265 PLIF
WIND
Tributary Width (Upper Floor)
1 11.0 Itributary width
F 42,70tt.1 width
Tributary Width (Main Floor)
L-L-0-itributory width
1 2.0 Itotal width
Tributary Width (Lower Floor)
F-11-.07tributary width
1 2.0 total width
Height of Sheorwoll = 9.0 ft
Length of Shearwall = 1 12.0 It
Aspect Ratio OK
Use alternate R factor for seismic? F_N_.�
SEISMIC
Tributary Area (Upper Floor)
11.0 tributaryarea
L_��total area
Tributary Area (Main Floor)
F _10_� tri bula ry a rea
=total area
Tributary Area (Lower Floor)
F-1-6--1tribuiary area
F-2-0-]total area
Weight of Shearwall 10.0 lbs
d load F
Tributary width for Cleo 1.0 ft
1 0 It
Length of adjoining wall 1.0 It
SDPWS, Table 4.3A 10 0.93 x 380 = 353 PLF USE
Seismic controls sheorwall design
CTOTAL (floor above) + (this floor) = F-75-97 + 2493 lbs 3682 lbs Wind controls
TTOTAL (floor above) + (this floor) = + 2052 lbs 3038 lbs Lood case 8 controls - Wind
Wind controls holdown design HDU8
r-------------------------------------------- - - -----------------------------------------
i
i Where overstrength factor is applicable, use this USE SIMPSON DESIGNED HOLDOWN: MST48
i I I
value for E in equations 5, 6, and 8: E= 2388 lbs 1 OR AT FOUNDATION / INTERIOR WALLS USE: STH D 1 4/RJ
MAIN FL. MID (STAIRS) SHEARWALL
Floor Info
Main Floor Level, e.g. Upper, Main, Lower
Load Direction, e.g. Left -Right, Front -Rear
(For Left Wall, Use Front -Rear Load Direction)
Sheathing type
Values in accordance with AF&PA SDPWS-2015
Resisting Dead Load
(e.g. Roof, Upper Floor, Main Floor)
F-1 1.00 ft Total Length of Shearwalls
V(from upper)= 4309 lb 4927 lb
V(from main)= 4390 lb 3787 lb
V(from lower)= 0 lb 0 lb
E (Wind) = 8,699 lb E (Smc) 8,714 lb
V = 200 PLIF V 172 PLIF
WIND
Tributary Width (Upper Floor)
F _00--itributary width
1 2.0 total width
Tributary Width (Main Floor)
F 1-0 ]tributary width
F- ]total width
_-2.0
Tributary Width (Lower Floor)
F -10-1tributary width
L-2 0 Jtot.I width
Height of Shearwall =
Length of Shearwall = 1 11.0 ft
Aspect Ratio OK
Use alternate R factor for seismic?
SEISMIC
Tributary Area (Upper Floor)
M0.0 tributary area
2.0
total area
TributaryArect (Main Floor)
F-1.0-1tributary
area
F-20 ]total
area
TributoryArea (Lower Floor)
F-1-o-Itributary
area
F-20 ]total
area
Weight f=rwall
10.0 lbs
Tributary width �r 00
1.0 ft
Length of adjoining wall
0.0 ft
SDPWS, Table 4.3A 11. 0.93 x 260 = 242 PLF -0 USE
Seismic controls shearwall design
CTOTAL (floor above) + (this floor) = + 1 796 t - 1796 t Wind controls
TTOTAL (floor above) + (this floor) = + 1449 bs 1 449 las Load case 8 controls - Wind
Wind controls holdown oesign
-------------------------------------------- - - ---------------- - ----------------------
USE SIMPSON DESIGNED HOLDOWN: CS 14
Where overstrength factor is applicable, use this
value for E in equations 5, 6, and 8: E= 1549 lbs OR AT FOUNDATION / INTERIOR WALLS USE: LSTHD8/RJ
. .............................. - - ---------------------
MAIN FL. FRONT (KITCHEN) SHEARWALL WIND SEISMIC
Floor Info
Main I Floor Level, e.g. Upper, Main, Lower
Lt-Rt Load Direction, e.g. Left -Right, Front -Rear
(For Left Wall, Use Front -Rear Load Direction)
CDX Sheathing type
Values in accordance with AF&PA SDPWS-2015
F_U /F L7 Resisting Dead Load
(e.g. Roof, Upper Floor, Main Floor)
Total Length of Shearwalls
V(from upper)= 4309 lb 4927 lb
V(from main)= 4390 lb 3787 lb
V(from lower)= 0 lb 0 lb
I (Wind) = 8,699 lb L (Smc) 8,714 Ila
V = 400 PLF V 421 PLF
3x framing required per IBC
SDPWS, Table 4.3A 0 0.93 x
Tributary Width (Upper Floor)
E1 . tributary width
]
2.0 total width
Tributary Width (Main Floor)
F _10.0--itributory width
F-42-70t.t.1 width
Tributary Width (Lower Floor)
F-75 -Tributary width
L_L.0 Jtotcl width
Height of Shearwall = 9.0 ft
Length of Sheorwall = 8.0 ft
Aspect Ratio OK
Use alternate R factor for seismic?
455 = 423 PLF USE
CTOTAL Ifloor above) + (this floor) =
TTOTAL Ifloor above) + (this floor) =
Tributary Area (Upper Floor)
1.0 tributary area
1 2.0 itotal area
Tributary Area (Main Floor)
10.0
tiributaryarea
42.0
totaloreo
Tributary Area (Lower Floor)
1.0
tributary area
1 2.0
Itotal area
Weiglit of Shea rwa I 1
10.0 lbs
Tributary width for deac, load
5.0 ft
Length of adjoining wall
2.0 ft
Seismic controls shearwall design
* 3600 lbs 3600 lbs Wind controls
* 3314 lbs 3314 lbs Load case 8 controls - Seismic
Wind controls holdown design
-------------------------------------------- ---------------------------------------------------
USE SIMPSON DESIGNED HOLDOWN: MST48
Where overstrength factor is applicable, use this
value for E in equations 5, 6, and 8: E= 3786 lbs OR AT FOUNDATION / INTERIOR WALLS USE: 11 STH D 1 4/RJ
------------------------------------------- :
MAIN FL. LEFT (P.)
SHEARWALL
Floor Info
Main I Floor Level, e.g. Upper, Main, Lower
Ft-Rr Load Direction, e.g. Left -Right, Front -Rear
(For Left Wall, Use Front -Rear Load Direction)
F---CDX Sheathing type
Values in accordance with AF&PA SDPWS-2015
F--U/FL Resisting Dead Load
(e.g. Roof, Upper Floor, Main Floor)
Total Length of Shearwalls
V(from upper)= 1994 lb 4927 lb
V(from main)= 3142 Ib 3787 lb
V(from lower)= Olb 0 Ilb
I (Wind) = 5,136 lb E (Smc) 8,714 lb
V = 205 PLF V 349 PLF
WIND
Tributary Width (Upper Floor)
F -1. 6-1tributary width
F - ]total width
2.0
Tributary Width (Main Floor)
1.0 tributary width
2.0 total width
Tributary Width (Lower Floor)
F -1.0--itriburtary width
F-2.0 ]total width
Height of Shearwall = 9.0 ft
Length of Shearwall = 1 12.5 ft
Aspect Ratio OK
Use alternate R factor for seismic?
SEISMIC
Tributary Area (Upper Floor)
E1.0 tributary area
fl
1 2.0 Itotal area
Tributary Area (Main Floor)
F-1.6-1tributary area
F-2.0 ]total area
Tributary Area (Lower Floor)
1.0 tributary area
1 2.0 Itotal area
Weight of Shearwall 10.0 lbs
Tributary width for dead food 1.0 ft
Length of adjoining wo I 1 2.0 ft
SDPWS, Table 4.3A 0.93 x 380 353 PLF 11 USE
Seismic controls shearwall design
CTOTAL (floor above) + (this floor) = 1104 + 2196 Ilas 3300 lbs Seismic controls
TTOTAL (floor above) + (this f loor) = 1248 + 2724 lbs 3972 Ilas Load cose 8 cantrols - Seismic
Seismic controls holdown design
r USE SIMPSON DESIGNED HOLDOWN: MST60
Where overstrength factor is applicable, use this
value for E in equations 5, 6, and 8: E = 3137 lbs OR AT FOUNDATION /:NTERIOR WALLS USE: HDU8-SDS2.5
------ -------------- - -----------
MAIN FL. RIGHT (KITCHEN) SHEARWALL WIND SEISMIC
Floor Info
Main Floor Level, e.g. Upper, Main, Lower
F__Ft-Rr Load Direction, e.g. Left -Right, Froni-Rear
(For Left Wall, Use Front -Rear Load Direction)
Sheathing type
Values in accordance with AF&PA SDPWS-2015
Resisting Dead Load
(e.g. Roof, Upper Floor, Main Floor)
Total Length of Shearwalls
V(from upper)= 1994 Ila 4927 lb
V(from main)= 3142 lb 3787 lb
V(frorn lower)= Olb Olb
E (Wind) = 5,136 Ila E (Smc) 8,714 lb
V = 205 PLF V 349 PLIF
Tributary Width (Upper Floor)
F -7-1tributary width
=total width
Tributary Width (Main Floor)
[ 1707tributary width
F ]total width
Tributary Width (Lower Floor)
1.0 tributary width
2.0 total width
Height of Shearwall = 9.0 ft
Length of Shearwall = 1 12.5 ft
Aspect Ratio OK
Use alternate R factor for seismic?
TributaryArea (Upper Floor)
U 1.0
Utriburtary area
1 2.0 itotal area
Tributary Area (Main Floor)
1.0
tributary area
1 2.0
Itotal area
TributaryAreo (Lower Floor)
F1.0 tributary area
IE]
2.0 total area
Weigh' 0" ""a -a
'0_0 16"
Tributary width, for dead load
Length of adjoining wa I I
SDPWS, Table 4.3A 10 0.93 x 380 353 PLF USE r W
Seismic controls shearwall design
CTOTAL (floor above) + (this floor) = + 2196 Ilas 2196 lbs Seismic controls
TTOTAL (floor above) + (this floor) = + 2774 lbs 2774 Ilas Load case 8 controls Seismic
Seismic controls holdown design
Where overstrength factor is applicable, use this USE SIMPSON DESIGNED HOLDOWl' MST48
value for E in equations 5, 6, and 8: E = 3137 lbs OR AT FOUNDATION / INTERIOR WALLS USE: STHD14/RJ
------- ----------- - - ---------------------------
LOWER FL. MID (REC ROOM) SHEARWALL WIND SEISMIC
Floor Info
Floor Level, e.g. Upper, Main, Lower
Load Direction, e.g. Left -Right, Front -Rear
(For Left Wall, Use Front -Rear Load Direction)
F---CDX
Sheathing type
Values in accordance with AF&PA SDPWS-2015
F--M/FL
Resisting Dead Load
(e.g. Roof, Upper Floor, Main Floor)
Total Length of Shearwalls
V(from upper)=
4309 lb
4927 b
V(from main)=
4390 lb
3787 lb
V(from lower)=
5273 lb
522 lb
E (Wind)
13,972 lb E (Smc) =
9,236 lb
v
466 PLIF V =
308 PUF
3x framing required per IBC
Tributary Width (Upper Floor)
F -1. 0-1tributory width
L__��.Ototal width
Tributary Width (Main Floor)
1�0 tributary width
1 2.0 Itotal width
Tributary Width (Lower Floor)
1.0 tributary width
1 2.0 Itotal width
Height of Shearwall = 8.0 ft
Length of Shearwall = 1 15.0 ft
Use alternate R factor for seismic?
Tributary Area (Upper Floor)
i1.0 tributary area
�]
1 2.0 Itotal area
Tributary Area (Main Floor)
F1.0 tributary area
iEl
1 2.0 Itotal area
Tributary Area (Lower Floor)
F.0 tributary area
1 o I
F-2-0 ]total area
Weight of Shearwa 1'
10.0 lbs
Tributary width for dead load
1.0 ft
Length of adjoining wall
q25 ft
SDPWS, Table 4.3A 1.4 x 0.93 x 380 = 495 PLF USE
Wind controls sheofwall design
CTOTAL (floor above) + (this floor) = + 3726 lbs 3726 lbs Wind controls
TTOTAL (floor above) + (this floor) = + 3156 lbs 3156 lbs Load case 8 controls - Wind
Seismic controls boldown oesign
r-------------------------------------------- - ------------------------------------------------- I
USE SIMPSON DESIGNED HOLDOWN:
Where overstrength factor is applicable, use this
value for E in equations 5, 6, and 8: E= 2463 lbs OR AT FOUNDATION / INTERIOR WALLS USE:
LOWER FL. FRONT (GYM, SAUNA, REC RM.) SHEARWALL WIND SEISMIC
Floor Info Tributary Width (Upper Floor) Tributary Area (Upper Floor)
Lower Floor Level, e.g. Upper, Main, Lower 1.0 iributarywdth .0 tributary area
ELI
Lt-Rt Load Direction, e.g. Left -Right, Front -Rear 2.0 total width 1 2.0 Itotal area
(For Left Wall, Use Front -Rear Load Direction) Tributary Width (Main Floor) Tributary Area (Main Floor)
1.0 tributaryarea
CDX Sheathing type 1 1.0 Itributary width ELI
Values in accordance with AF&PA SDPWS-2015 F 2,07total width 1 2.0 Itotal area
Resisting Dead Load Tributary Width (Lower Floor) Tributary Area (Lower Floor)
(e.g. Roof, Upper Floor, Main Floor) F _10-1tributary width 1.0 tributary area
2.0 total area
34.00 ft Total Length of Shearwalls =total width
V(from upper)= 4309 lb 4927 lb Height of Shearwall = Weigh h '0-
Length of Shearwall = 13.0 Tributary width ' S . earwal'
V(frorn main)= 4390 lb 3787 lb f:'d d load
Wrom lower)= 5273 lb 522 lb Aspect Ratio OK Length of adjoining wall
E (Wind) = 13,972 lb Y_ (Smc) 9,236 lb Use alternate R factor for seismic? N-__1
V= 205 PUP V 136 PLIF
SDPWS, Table 4.3A 1.4 x 0.93 x 260 339 PLF USE r SW6
Wind controls sbeaiwall design
CTOTAL (floor above) + (this floor) = 3600 + 822 lbs 4422 lbs Wind controls
TTOTAL (floor above) + (this floor) = 3314 + 484 lbs 3798 lbs Load case 8 controls - Wind
Wind controls holdown design
r NO HOLDOWNS REQUIRED MIT60
Where overstrength factor is applicable, use this
value for E in equations 5, 6, and 8: E= 543 lbs OR AT FOUNDATION / INTERIOR WALLS USE: I'l HDU8-SDS2.5
L......................... -- - - ---------------------
LOWER FL LEFT (GYM, OFFICE) SHEARWALL WIND SEISMIC
Floor Info Tributary Width (Upper Floor) Tributary Area (Upper Floor)
Lower I Floor Level, e.g. Upper, Main, Lower 1.0 tributary width 1tributary area
F - 1.0 lotal area
Load Direction, e.g. Left -Right, Front -Rear 1 2.0 Itotal width 2.0
(For Left Wall, Use Front -Rear Load Direction) Tributary Width (Main Floor) Tributary Area (Main Floor)
Sheathing type 1.0 tributary width 1.0 tributary area
Values in accordance with AF&PA SDPWS-2015 2.0 total width 2.0 total area
M/FL Resisting Dead Load Tributary Width (Lower Floor) Tributary Area (Lower Floor)
(e.g. Roof, Upper Floor, Main Floor) =tributary width F -10-Itributary area
Total Length of Shearwalls 1 2.0 Itotal width F-20 ]total area
V(from upper)= 1994 lb 4927 lb Height of Shearwall 4.0 ft Weigh Shearwall 10.0 lbs
V(frorn main)= 3142 Ila 3787 lb Length of Shearwall Tributary width t:rfde.d load - 1.0 ft
V(frorn lower)= 3133 lb 522 lb Aspect Ratio OK Length of adjoining wall 1.0 ft
E (Wind) 8,269 lb E (Smc) 9,236 lb Use alternate R factor for seismic?
V 138 PLIF V 154 PLF
SDPWS, Table 4.3A No 0.93 x 260 242 PLF USE
Seismic controls shearwoll design
CTOTAL (floor above) + (this floor) = 3300 + 551 lbs 3851 lbs Wind controls
TTOTAL (floor above) + (this floor) = 3972 + 550 lbs 4522 lbs Load case 8 controls - Seismic
Seismic confi-ols holdown design
-------------------------------------------- ----------------------------
USE SIMPSON DESIGNED HOUDOWN: MST60
Where overstrength factor is applicable, use this
value for E in equations 5, 6, and 8: E = 616 lbs i OR AT FOUNDATION / INTERIOR WALLS USE: HDU8-SDS2.5J]]
-------------------------- -------------------- - ---------- I
LOW FL. RIGHT (REC RM) SHEARWALL WIND SEISMIC
Floor Info
Lower I
Floor Level, e.g. Upper, Main, Lower
Load Direction, e.g. Left -Right, Front -Rear
(For Left Wall, Use Front -Rear Load Direction)
Sheathing type
Values in accordance with AF&PA SDPWS-2015
F-7/TF� Resisting Dead Load
(e.g. Roof, Upper Floor, Main Floor)
Total Length of Shearwalls
V(from upper)=
1994 lb
4927 lb
V(from main)=
3142 lb
3787 lb
V(from lower)=
3133 lb
522 Ila
E (Wind)
8,269 Ila E (Smc)
9,236 lb
v
636 PLIF V
710 PLIF
Tributary Width (Upper Floor)
1.0 tributary width
2.0 ]total width
Tributary Width (Main Floor)
F -I- 0-1tributary width
F 2.0 ]total width
Tributary Width (Lower Floor)
1.0 tributary width
2.0 1 toto I width
Height of Shearwall = 8.0 ft
Length of Shearwall = 3.0 ft
Aspect Ratio OK
Use alternate R factor for seismic?
Tributary Area (Upper Floor)
F-1.0-1tributary area
F-2 0—]total area
Tributary Area (Main Floor)
E1.0 tributary area
fl
1 2.0 Itotal area
Tributary Area (Lower Floor)
F-1-6-1tribOary area
F-20 ]total area
Weight of Slearwall 10.0 lbs
Tributary width for dead load 1.0 ft
Length of adjoining wall 1.0 ft
3x framing required per IBC
SDPWS, Table 4.3A 10 (2w/h) x 0.93 x 1190 830 PLF USE
Seismic controls sbearwall design
CTOTAL (floor above) + (this floor) = 2196 + 5088 lbs 7284 lbs Wind controls
TTOTAL (floor above) + (this floor) = 2774 + 5571 lbs 8345 lbs; Load case 8 controls - Seismic
Seismic controls holdown design
r-------------------------------------------- — --------------------------------------
USE SIMPSON DESIGNED HOLDOWN:1 5
Where overstrength factor is applicable, use this —1
value for E in equations 5, 6, and 8: 5684 lbs 11 :1
LOW FL. MID (STAIRS) SHEARWALL
Floor Info
Lower
Floor Level, e.g. Upper, Main, Lower
Lt-Rt
Load Direction, e.g. Left -Right, Front -Rear
(For Left Wall, Use Front -Rear Load Direction)
F CDX
Sheathing type
Values in accordance with AF&PA SDPWS-2015
Resisting Dead Load
(e.g. Roof, Upper Floor, Main Floor)
Total Length of Shearwalls
V(from upper)= 4309 Ib 4927 Ib
V(from main)= 4390 lb 3787 lb
V(from I—r)= 5273 lb 522 lb
E (\Arind) 13,972 lb Y_ (Sn
V 439 PUF
3x framing required per IBC
SDPWS, Table 4.3A 111
c) = 9,236 lb
V = 196 PLIF
WIND
Tributary Width (Upper Floor)
F-0-0 -]tributary width
F-2.0 ]total width
Tributary Width (Main Floor)
1 -.0 �tributary width
2.0 total width
Tributary Width (Lower Floor)
1.0 tributary width
1 2.0 Itotal width
Height of Shearwall =
Length of Sheorwall =
Aspect Ratio OK
Use alternate R factor for seismic?
1.4 x 0.93 x 380 = 495 PLF USE
Wind controls shearwall design
CTOTAL (floor above) + (this floor) 1796 + 3514 lbs 5310 Ibs Wind controls
TTOTAL (floor above) + (this f oor) 1449 + 3143 lbs 4592 lbs Load case 8 controls - Wind
Wind controls holdown design
r------------------------------------------- --------------- — - — ------------
Where overstrength factor is applicable, use this USE SIMPSON DESIGNED HOLDOWN: MST60
value for E in equations 5, 6, and 8: E= 1567 lbs OR AT FOUNDATION / INTERIOR WALLS USE:
------- ------------
Tributary Area (Upper Floor)
F-6-57tributory area
F— ]total area
—2.0
Tributary Area (Main Floor)
F —1-TItributary area
r2.07total area
Tributary Area (Lower Floor)
F_10--itributory area
-]total area
2.0
WeightofSh rwa 10.0 lbs
T butory width for de( 10.
ri :d d 1.0 ft
Length of adjoining wall 1.0 ft
Title Block Line 1 Project Title:
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Title Block Line 6 Printed: 29 MAY 2017, 1:46PM
File= c:\CKPROJ-1\2017PR-lkl7-031-1\CALCS�gravity-���6
Wood Beam ENERCALC, INC. 1983-2017, Build:6.17.2,28, Ver-.6.17.2.28
'Lic. #: KW-06009431 Licensee : CK Engineering LILC
Description : HDR#1
CODE REFERENCES
Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10
Load Combination Set : ASCE 7-10
Material Properties
Analysis Method: Allowable Stress Design Fb - Tension 850 psi E: Modulus of Elasticity
Load Combination ASCE 7-10 Fb-Compr 850 psi Ebend-xx 11300ksi
Fc - Prll 1300 psi Eminbend - xx 470 ksi
Wood Species Hem Fir Fc - Perp 405 psi
Wood Grade No.2 Fv 150 psi
Ft 525 psi Density 26.83 pcf
Beam Bracing Beam is Fully Braced against lateral -torsional buckling
D(O.1 8) S(0,3)
4x8
Span = 6.0 ft
Applied Loads
Beam self weight calculated and added to loads
Uniform Load : D = 0.0150, S = 0.0250 ksf, Tributary Width = 12.0 ft, (ROOF)
DESIGN SUMMARY
Service loads entered. Load Factors will be applied for calculations.
Maximum Bending Stress Ratio
0.6721 Maximum Shear Stress Ratio
Section used for this span
4x8
Section used for this span
flo : Actual
853.69psi
fv : Actual
FB: Allowable
1,270.75psi
Fv: Allowable
Load Combination
+D+S
Load Combination
Location of maximum on span
3.000ft
Location of maximum on span
Span # where maximum occurs
Span # 1
Span # where maximum occurs
Maximum Deflection
Max Downward Transient Deflection
0.061 in Ratio =
1182 >=360
Max Upward Transient Deflection
0.000 in Ratio =
0 <360
Max Downward Total Deflection
0.098 in Ratio =
731 >=240,
Max Upward Total Deflection
0.000 in Ratio =
0 <240.0
Overall Maximum Deflections
Load Combination Span
+D+S
Max. "2 Defl Location in Span Load Combination Max."-�"Defl
0.0000
Vertical Reactions Support notation : Far left is #1 Values in KIPS
0.400 :1
4x8
69.02 psi
172.50 psi
+D+S
0.000ft
Span # 1
Location in Span
0.000
Load Combination
Support 1
Support 2
Overall MAXimurn
1.454
1.454
Overall MINimum
0.333
0.333
D Only
0.554
0.554
+D+S
1.454
1.454
+D+0.750S
1.229
1.229
+0.60D
0.333
0.333
S Only
0.900
0.900
1
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Project Title:
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Project Descr:
Title Block Line 6 Pdnted:29 MAY 2017, 2:10PM
File = c:ICKPROJ-1017PR-1\17-031-IkCALCSkgravity.ec6
Wood Beam ENERCALC, INC. 1983-2017, Build:6.17.2.28,Ver.6.17.2.28
Description : HDR#2
CODE REFERENCES
Calculations per N DS 2015, 1 BC 2015, CBC 2016, ASCE 7-10
Load Combination Set : ASCE 7-10
Material Properties
Analysis Method: Allowable Stress Design
Fb - Tension
850.0 psi
E: Modulus of Elasticity
Load Combination ASC E 7-10
Fb - Compr
850.0 psi
Ebend-xx 1,300.Oksi
Fc - PrIl
1,300.0 psi
Eminbend - xx 470.Oksi
Wood Species Hem Fir
Fc - Perp
405.0 psi
Wood Grade No.2
Fv
150.0 psi
Ft
525.0 psi
Density 26.830pcf
Beam Bracing Beam is Fully Braced against lateral -torsional buckling
4X8
Span = 5.0 ft
Applied Loads
Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loads
Point Load: D = 0.550, S = 0.90 k @ 0.50 ft, (HDR#1)
PointLoad: D=0.550, S=0.90k(cD4.50ft,(HDR#1)
UniformLoad: D=0.0150, L=0.040ksf, Tributary Width =7.0ft, (FLOOR)
UniformLoad: D=0.0150, S=0.0250ksf,
Tributary Width= 5.0ft, (LOWER ROOF)
DESIGN SUMMARY
Naximumn Bending Stress Ratio
0.65R 1 Maximum Shear Stress Ratio
0.348 :1
Section used for this span
4x8
Section used for this span
4x8
fb : Actual
837.14psi
fv : Actual
52.14 psi
FB: Allowable
1,270.75psi
Fv: Allowable
150.00 psi
Load Combination
+D+0.750L+0.750S
Load Combination
+D+L
Location of maximum on span
2.500ft
Location of maximum on span
0.000 ft
Span # where maximum occurs
Span # I
Span # where maximum occurs
Span # 1
i Maximum Deflection
i Max Downward Transient Deflection
0.029 in Ratio
2073 >=360
Max Upward Transient Deflection
0.000 in Ratio -
0 <360
Max Downward Total Deflection
0.071 in Ratio =
850 >=240,
Max Upward Total Deflection
0.000 in Ratio =
0 <240.0
Overall Maximum Deflections
Load Combination Span
Max. Defl Location in Span
Load Combination
Max. W Dell Location in Span
+D+0.750L+0.750S 1
0.0706 2.518
0.0000 0.000
Vertical Reactions
Support
notation : Far left is #1
Values in KIPS
Load Combination
Support 1 Support 2
Overall MAXimum
2.446 2.446
Overall MINimum
0.607 0.607
D Only
1.012 1.012
+D+L
1.712 1.712
+D+S
2.224 2.224
2
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Project Descr:
I gie IJIOCK Line b Pdnted:29 MAY 2017, 2:10PM
He= v.kCKPROJ-lk2Ol7PR-1\17-031-lkCALCS�gravi� w6
Wood Beam ENERCALC. INC. 1983-2017, Build:6.17 9 28 Ver6.17.2.28 I
Description : HDR#2
Vertical Reactions
Load Combinadon
Support notation : Far left is #1 Values in KIPS
Support 1 Support 2
+D+0.750L+0.750S
2.446
2.446
-tO.601)
0.607
0.607
L Only
0.700
0,700
S Only
1.213
1.213
3
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Title Block Line 6 Prnted:29 MAY 2017, 2:53PM
File = G:kCKPROJ-1\2017PR-1\17-031-1\CALCS\gravity.ec6
Wood Beam ENERCALC, INC, 1983-2017, Build:6.17.2.28, Ver:6.17.2.28
Description : HDR#3
CODE REFERENCES
Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10
Load Combination Set: ASCE 7-10
Material Properties
Analysis Method: Allowable Stress Design Fb - Tension 850.0 psi E: Modulus of Elasticity
Load Combination ASCE 7-10 Fb - Compr 850.0 psi Ebend-xx 1,300.Oksi
Fc - Prll 1,300.0 psi Eminbend - xx 470.Oksi
Wood Species Hem Fir Fc - Perp 405.0 psi
Wood Grade No.2 Fv 150.0 psi
Ft 525.0 psi Density 26.830pcf
Beam Bracing Beam is Fully Braced against lateral -torsional buckling
D(O.03 V ("S)
D�17)
D(0.1JQ0.36)_ .......
48
Span . 5.0 ft
.. . .. ...... ...... _.
Applied Loads
Beam self weight calculated and added to loads
Uniform Load D = 0.0150, L = 0.040 ksf, Tributary Width = 9.0 ft, (FLOOR)
Uniform Load D = 0.010 ksf, Tributary Width = 17.0 ft, (WALL)
Uniform Load D = 0.0150, S = 0.0250 ksf, Tributary Width = 2.0 ft, (ROOF)
Service loads entered. Load Factors will be applied for calculations.
DESIGN SUMMARY
Maximum Bending Stress Ratio
. . . .... ... .. . .... .... . . ............. .. .
0.7741
..... . .................
Maximum Shear Stress Ratio
0.523 :1
Section used for this span
4x8
Section used for this span
4x8
flo : Actual
855.79psi
fv : Actual
78.50 psi
FIB : Allowable
1, 105.00 psi
Fv: Allowable
150.00 psi
Load Combination
+D+L
Load Combination
+D+L
Location of maximum on span
2.500ft
Location of maximum on span
0.000ft
Span # where maximum occurs
Span # 1
Span # where maximum occurs
Span # 1
Maximum Deflection
Max Downward Transient Deflection 0.035 in Ratio= 1702 >=360
Max Upward Transient Deflection 0.000 in Ratio= 0 <360
Max Downward Total Deflection 0.068 in Ratio= 875 >=240.
Max Upward Total Deflection 0.000 in Ratio= 0 <240.0
Overall Maximum Deflections
Load Combination Span Max. "J' Defl Location in Span Load Combination Max. "-P'Defl Location in Span
+D+L 1 0.0685 2.518 0.0000 0.000
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Load Combination Support 1 Support 2
Overall MINimum
0.125
0.125
D Only
0.849
0.849
+D+L
1.749
1.749
+D+S
0.974
0.974
+D+0.750L
1.524
1.524
4
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Wood Beam File= c:\CKPROJ-1017PR-1\17-031-1\CALCS�gravity.ec6
ENERCALC, INC. 19&3-2017, Build:6.17.2.28, Ver:6.17.2.28
Lic. #: KW-06009431 Licensee : CK En=
Description : HDR#3
Vertical Reactions
Support notation: Farleftis#1 Values in KIPS
Load Combination
Support 1
Support 2
+D.+0.750L+0.750S
1.618
1.618
+0.60D
0.510
0,510
L Only
0.900
0.900
S Only
0125
0.125
5
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Wood Beam
Description : HDR#4
CODE REFERENCES
Calculations per NDS 2015, 113C 2015, CBC 2016, ASCE 7-10
Load Combination Set : ASCE 7-10
Material ProDerties
Project Title:
Engineer: Project ID:
Project Descr:
Analysis Method: Allowable Stress Design Fb - Tension
Load Combination ASCE 7-10 Fb - Compr
Wood Species
Wood Grade
Beam Bracing
Fc - PrIl
Hem Fir Fc - Perp,
No.2 Fv
Ft
Beam is Fully Braced against lateral -torsional buckling
D(� 7)
D(O.03 V (0m)
010
Span - 8.0 ft
850.0 psi
850.0 psi
1,300.0 psi
405.0 psi
150.0 psi
525.0 psi
Printed: 29 MAY 2017. 3:16PM
INC. 1983-2017, Build:6.17.2.28, Ver.6.17.2.28
E: Modulus of Elasticity
Ebend-xx 1,300.Oksi
Eminbend - xx 470.Oksi
Density 26.830pcf
Applied Loads
Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loads
Uniform Load: D = 0.0150, L = 0.040 ksf, Tributary
Width � 2.0 ft, (FLOOR)
Uniform Load: D = 0.010 ksf, Tributary Width
= 17.0 ft, (WALL)
Uniform Load : D = 0.0150, L = 0.060 ksf, Extent
0.0 -->> 2.0 ft, Tributary Width = 4.0 ft, (DECK)
DESIGN SUMMARY
I Maximum Bending Stress Ratio
0.6121 Maximum Shear Stress Ratio
0.378 : 1
Section used for this span
4xl 0
Section used for this span
4xl 0
fb : Actual
624.65psi
fv : Actual
56.72 psi
FB: Allowable
1,020.00psi
Fv: Allowable
150.00 psi
Load Combination
+D+L
Load Combination
+D+L
Location of maximum on span
3.737ft
Location of maximum on span
0.000ft
Span # where maximum occurs
Span # 1
Span # where maximum occurs
Span # 1
Maximum Deflection
Max Downward Transient Deflection
0.035 in Ratio =
2707 >=360
Max Upward Transient Deflection
0.000 in Ratio =
0 <360
Max Downward Total Deflection
0.102 in Ratio =
943 >=240.
Max Upward Total Deflection
0.000 in Ratio =
0 <240.0
Overall Maximum Deflections
Load Combination Span Max. Defl Location in Span
Load Combination
Max. Defl Location in Span
+D+L 1
0.1017 3.942
0.0000 0.000
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Load Combination
Support 1
Support 2
Overall MAXimum
1.669
1.219
Overall MINimum
0.557
0,380
D Only
0.929
0.839
+D+L
1.669
1.219
+D+0.750L
1.484
1.124
+0.60D
0.557
0.503
n.
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Wood Beam ENERCALC, INC. 1983-2017, Build:6.17.2.28, Ver:6.17.2.28
Description : HDR#4
Vertical Reactions
Load Combination
Support notation : Far left is #1 Values in KIPS
Support 1 Support 2
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I itie IJIOCK Line I) Pdnted: 16 JUN 2017, 2:34PM
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Wood Beam ENERCALC, INC. 1983-2017, Build:6.17.2.28, Ver.6.17.2.28 I
Description : HDR#5
CODE REFERENCES
Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10
Load Combination Set: ASCE 7-10
Material PrODerties
Analysis Method: Allowable Stress Design Fb - Tension
Load Combination ASCE 7-10 Fb - Compr
Fc - Prll
Wood Species Trus Joist Fc - Perp
Wood Grade Parallam PSL 2.OE Fv
Ft
Beam Bracing Beam is Fully Braced against lateral -torsional buckling
3.5xl 1.875
Span = 5.0 ft
Applied Loads
Beam self weight calculated and added to loads
Uniform Load : D = 0.0150, L = 0.040 ksf, Tributary Width = 8.0 ft, (FLOOR)
Point Load : D = 3.30, L = 5.70, S = 1.0 k 0 4.0 ft, (BM#12)
DESIGN SUMMARY
2,900.0 psi
2,900.0 psi
2,900.0 psi
750.0 psi
290.0 psi
2,025.0 psi
E: Modulus of Elasticity
Ebend-xx 2,000.Oksi
Eminbend - xx 1,016.54 ksi
Density 45.050 pcf
--I
Service loads entered. Load Factors will be applied for calculations.
Maximum Bending Stress Ratio
. .. .. . ........... . . ...........
0.40a 1 Maximum Shear Stress Ratio
Section used for this span
3.5xl 1.875
Section used for this span
fb, : Actual
1, 181.91 psi
fv : Actual
FB: Allowable
2,900.00psi
Fv: Allowable
Load Combination
+D+L
Load Combination
Location of maximum on span
3.996ft
Location of maximum on span
Span # where maximum occurs
Span # I
Span # where maximum occurs
Maximum Deflection
Max Downward Transient Deflection
0.020 in Ratio =
3023 >=360
Max Upward Transient Deflection
0.000 in Ratio =
0 <360
Max Downward Total Deflection
0.031 in Ratio =
1961 >=240.
Max Upward Total Deflection
0.000 in Ratio =
0 <240.0
Overall Maximum Deflections
Load Combination Span Max. "-" Defl
Location in Span Load Combination
0.981 : 1
3.5xl 1.875
284.61 psi
290.00 psi
+D+L
4.015ft
Span # 1
Max. "-i2'Deil Location in Span
+D+L 1
0.0306
2.774 0.0000 0.000
Vertical Reactions
Support notation Far left is #1 Values in KIPS
Load Combination
Support 1
Support 2
Overall MAXimum
2.933
8.333
Overall MINimum
0.200
0.800
D Only
0.993
2.973
+D+L
2.933
8.333
+D+S
1.193
3.773
+D+0.750L
2.448
6.993
+D+0.750L+0.750S
2.598
7.593
I
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Project Title:
Engineer: Project ID:
Project Descr:
I itle block Line b Pdnted: 16 JUN 2017, 2:34PM
Wood Beam File = C:ICKPROJ-1\2017PR-1\17-031-1\CALCS�gravity ec6
ENERCALC, INC. 1983-2017, Build:6.17.2.28, Ver:6.17.2.28 I
Description : HDR#5
Vertical Reactions
Load Combination
L Only
S Only
Support notation : Far left is #1 Values in KIPS
Support 1 Support 2
0.596 1.784
1.940 5.360
0.200 0.800
Title Block Line I Project Title:
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Wood Beam
Project I D:
Pdnted:29 MAY 2017, 3:33PM
File =c:kCKPROJ-1�2017PR—lkl7-031-1\CALCS\gravilt ec
ENERCALC, INC. 1983-2017, Build:6.17.2,28, Ver:6.17.2.28
Description : HDR#6
CODE REFERENCES
Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10
Load Combination Set: ASCE 7-10
Material Properties
Analysis Method: Allowable Stress Design Fb - Tension
2400 psi
E: Modulus of Elasticity
Load Combination ASCE 7-10 Fb - Compr
1850 psi
Ebend-xx
1800ksi
Fc - Prll
1650 psi
Eminbend - xx
950ksi
Wood Species : DF/DF Fc - Perp
650 psi
Ebend-yy
1600ksi
Wood Grade :24F - V4 Fv
265 psi
Eminbend - yy
850 ksi
Ft
1100 psi
Density
31.2pcf
Beam Bracing : Beam is Fully Braced against lateral -torsional buckling
D(1.75) L(2 ' 5)S(I.1)
D(O.0151 U0.041
5.5x7.5
Span = 5.0 ft
Applied Loads
Beam self weight calculated and added to loads
Uniform Load: D = 0.0150, L = 0.040 ksf, Tributary Width = 1.0 ft, (FLOOR)
Point Load: D = 1.750, L = 2.50, S = 1.10 k (a-,) 2.50 ft, (BM#7)
DESIGN SUMMA R Y
Service loads entered. Load Factors will be applied for calculations.
IMaximum Bending Stress Ratio
0.535,1 Maximum Shear Stress Ratio
Section used for this span
5.5x7.5
Section used for this span
fb : Actual
1,282.86psi
fv : Actual
FB: Allowable
2,400.00psi
Fv: Allowable
Load Combination
+D+L
Load Combination
Location of maximum on span
2.500ft
Location of maximum on span
Span # where maximum occurs
Span # I
Span # where maximum occurs
Maximum Deflection
Max Downward Transient Deflection
0.034 in Ratio=
1758>=360
Max Upward Transient Deflection
0.000 in Ratio =
0 <360
Max Downward Total Deflection
0.060 in Ratio =
999 >=240.
Max Upward Total Deflection
0.000 in Ratio =
0 <240.0
Overall Maximum Deflections
0.308 : 1
5.5x7.5
81.64 psi
265.00 psi
+D+L
0.000 ft
Span # 1
Load Combination
Span Max. %" Dell Location in Span Load Combination Max. "+� Defl Location in Span
+D+0-750L+0.750S
1 0.0600 2.518 0.0000 0.000
Vertical Reactions
Support notation Far left is #1 Values in KIPS
Load Combination
Support 1 Support 2
Overall MAXimurn
2.360 2.360
Overall MINimurn
0.550 0.550
D Only
0.935 0,935
+D+L
2.285 2.285
+D+S
1.485 1.485
+D+0.750L
1.947 1.947
+D+0.750L40.750S
2.360 2.360
10
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Title Block Line 6
Wood Beam
Description : HDR#6
Vertical Reactions Support notation : Far left is #1
Load Combination Support 1 Support 2
L Only 1.350 1.350
S Only 0.550 0.550
Project ID:
Pdnted:29 MAY 2017, 3:33PM
0,1-1017PR-1\11 7-031 —1\CALC&grav1ty.ec6
INC. 1983-2017, Build:6.17.2.28, Ver6.17.2.28
MR159MIMM=01,241111 I
Values in KIPS
11
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Project Title:
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Project Descr:
I itie blOCK Line b Pdnted: 29 MAY 2017, 2:42PM
File= c:ICKPROJ-1\2017PR-lkl7-031-1\CALCS\gravity.ec6
Wood Beam ENERGALC, INC. 1983-2017, Build:6.17.2.28. Ver:6.17.2.28
Description : DECK JOIST
CODE REFERENCES
Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10
Load Combination Set: ASCE 7-10
Material Prooerties
Analysis Method: Allowable Stress Design
Fb - Tension
850.0 psi
E: Modulus of Elasticity
Load Combination ASCE 7-10
Fb - Compr
850.0 psi
Ebend-xx 1,300.Oksi
Fc - PrIl
1,300.0 psi
Eminbend - xx 470.Oksi
Wood Species Hem Fir
Fc - Perp
405.0 psi
Wood Grade No.2
Fv
150.0 psi
Ft
525.0 psi
Density 26.830pcf
Beam Bracing Beam is Fully Braced against lateral -torsional buckling
D(O.01995 Q0.0798)
-1--.1-111.1 ... . .. .. ........ . .. . . . . . . ...............
Applied Loads
Beam self weight calculated and added to loads
Uniform Load : D = 0.0150, L = 0.060 ksf, Tributary Width = 1,330 ft, (DECK)
DESIGNSUMMARY
. .. . . . .......... . ... __
Service loads entered. Load Factors will be applied for calculations.
Maximum Bending Stress Ratio
. . .. . . . ... .............
0.729t 1 Maximum Shear Stress Ratio
Section used for this span
2x8
Section used for this span
fb : Actual
743.54psi
fv : Actual
FB : Allowable
1,020.00psi
Fv: Allowable
Load Combination
+D+L
Load Combination
Location of maximum on span
4.000ft
Location of maximum on span
Span # where maximum occurs
Span # 1
Span # where maximum occurs
Maximum Deflection
Max Downward Transient Deflection
0.119 in Ratio =
803 >=360
Max Upward Transient Deflection
0.000 in Ratio =
0 <360
Max Downward Total Deflection
0.152 in Ratio =
630 >=240.
Max Upward Total Deflection
0.000 in Ratio =
0 <240.0
Overall Maximum Deflections
Load Combination Span
Max."2' Defi Location in Span
Load Combination
7)P--, in W-C-1
0.320 :1
2x8
47.95 psi
150.00 psi
+D+L
7.416 ft
Span # 1
Max. "+" Defl Location in Span
0.0000 0.000
Vertical Reactions
Support notation : Far left is #1 Values in KIPS
Load Combination
Support 1
Support 2
Overall MAXimum
0.407
0.407
Overall MINimum
0.053
0.053
D Only
0.088
0.088
+D+L
0.407
0.407
+D+0.750L
0.327
0.327
+0.60D
0.053
0.053
L Only
0.319
0.319
12
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I itle Block Line b Printed: 29 MAY 2017, 1:49PM
File= C:ICKPROJ-1\2017PR-1\17-031-1\CALCS\gravity ec6
Wood Beam ENERCALC,INC.1983-2017,Build:6.17.2.28,Ver:6.17.2.28
Description : BM#1
CODE REFERENCES
Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10
Load Combination Set: ASCE 7-10
Material Properties
Analysis Method: Allowable Stress Design Fb - Tension
Load Combination ASCE 7-10 Fb - Compr
Fc - Prll
Wood Species : DF/DF Fc - Perp
Wood Grade :24F - V4 Fv
Ft
Beam Bracing : Beam is Fully Braced against lateral -torsional buckling
D(O. 195) S(O.325)
5.5x6
Span = 8.0 ft
Applied Loads
Beam self weight calculated and added to loads
Uniform Load : D = 0.0150, S = 0.0250 ksf, Tributary Width = 13.0 ft, (ROOF)
DESIGN SUMMARY
2400 psi
E: Modulus of Elasticity
1850 psi
Ebend-xx
11800ksi
1650 psi
Eminbend - xx
950ksi
650 psi
Ebend-yy
1600ks!
265 psi
Eminbend - yy
850ksi
1100 psi
Density
31.2 pcf
.......................... __ ...... . . ..... . ... ......
Service loads entered. Load Factors will be applied for calculations.
Maximum Bending Stress Ratio
0.5561 Maximum Shear Stress Ratio
Section used for this span
5.5x6
Section used for this span
fb : Actual
1,533.53psi
tv : Actual
FB: Allowable
2,760.00psi
Fv: Allowable
Load Combination
+D+S
Load Combination
Location of maximum on span
4.000ft
Location of maximum on span
Span # where maximum occurs
Span # 1
Span # where maximum occurs
Maximum Deflection
Max Downward Transient Deflection
0. 169 in Ratio =
567 >=360
Max Upward Transient Deflection
0.000 in Ratio =
0 <360
Max Downward Total Deflection
0.274 in Ratio=
350 >=240,
Max Upward Total Deflection
0.000 in Ratio=
0 <240.0
Overall Maximum Deflections
")A-qinn r
0.275 :1
5.5x6
83.95 psi
304.75 psi
+D+S
7.504 ft
Span # 1
Load Combination
Span Max. "-" Defl Location in Span Load Combination Max. "+�'Defl Location in Span
+D+S
1 0.2742 4.029 0.0000 0.000
Vertical Reactions
Support notation : Far left is #1 Values in KIPS
Load Combination
Support 1 Support 2
Overall MAXimum
2.109 2.109
Overall MINimum
0.485 0.485
D Only
0.809 0.809
+D+S
2.109 2.109
+D+0.750S
1.784 1.784
+0.60D
0.485 0.485
S Only
1.300 1.300
13
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Title Block Line 6
Wood Beam
Description -. BV#2
CODE REFERENCES
Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10
Load Combination Set: ASCE 7-10
Material ProDerties
Project Title:
Engineer: Project ID:
Project Descr:
Analysis Method: Allowable Stress Design Fb - Tension
Load Combination ASCE 7-10 Fb - Compr
Wood Species
Wood Grade
Beam Bracing
Fc - PrIl
DF/DF Fc - Perp
24F - V4 Fv
Ft
Beam is Fully Braced against lateral -torsional buckling
D(O.075) S(O.1 25)
5.5x7.5
File =
Pdnted:29 MAY 2017. 1:51PM
INC, 1983-2017, Build:6.17.2.28, Ver6.17.2.28
2,400.0 psi
E: Modulus of Elasticity
1,850.0 psi
Ebend-xx
1,800.Oksi
1,650.0 psi
Eminbend - xx
950.Oksi
650.0 psi
Ebend-yy
1,600-Oksi
265.0 psi
Eminbend - yy
850.Oks!
1, 100.0 psi
Density
31.20pcf
Span = 12 50 ft
I
. ... . .... . ....
Applied Loads
-_ . .
Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loads
Uniform Load : D = 0.0150, S = 0.0250 kst, Tributary
Width = 5.0 ft, (ROOF)
DESIGN SUMMARY
'Maximum Bending Stress Ratio
----- --- --
0.3441 Maximum Shear Stress Ratio
0.141 : 1
Section used for this span
5.5x7.5
Section used for this span
5.5x7.5
fb : Actual
949.72psi
fv : Actual
42.98 psi
FB: Allowable
2,760.00psi
Fv: Allowable
304.75 psi
Load Combination
+D+S
Load Combination
+D+S
Location of maximum on span
6.250ft
Location of maximum on span
11.907ft
Span # where maximum occurs
Span # 1
Span # where maximum occurs
Span # 1
Maximum Deflection
Max Downward Transient Deflection
0.198 in Ratio =
755 >=360
Max Upward Transient Deflection
0.000 in Ratio =
0 <360
Max Downward Total Deflection
0.332 in Ratio =
452 >=240.
Max Upward Total Deflection
0.000 in Ratio =
0 <240.0
Overall Maximum Deflections
Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span
+D+S 1 0.3317 6.296 0.0000 0.000
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Load Combination
Support 1
Support 2
Overall MAXimum
1.306
1.306
Overall MINimum
0.315
0.315
D Only
0.525
0.525
+D+S
1.306
1.306
+D+0.750S
1.111
1.111
+0.60D
0.315
0.315
S Only
0.781
0.781
14
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I me blOCK Line io Printed: 29 MAY 2017, 2:07PM
Wood Beam File = C:kCKPROJ-1\2017PR-1117-031-lkCALCS\gravity.ec6
ENERCALC, INC. 1983-2017, Build:6.17.2.28, Ver:6.17.2.28
Description : BM#3
CODE REFERENCES
Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10
Load Combination Set: ASCE 7-10
Material Properties
Analysis Method:
Allowable Stress Design
Fb - Tension
Load Combination
ASCE 7-10
Fb - Compr
Fc - Prll
Wood Species
: DF/DF
Fc - Perp
Wood Grade
:24F - V4
Fv
Ft
Beam Bracing
: Beam is Fully Braced against lateral -torsional buckling
D(O.075) S(O.1 25)
5.5x7.5
Span = 13.0 It
. .... . . ................................
Applied Loads
Beam self weight calculated and added to loads
Uniform Load : D = 0.0150, S = 0.0250 ksf, Tributary Width = 5.0 ft, (ROOF)
DESIGN SUMMARY
2,400.0 psi
E: Modulus of Elasticity
1,850.0 psi
Ebend-xx
1,800.Oksi
1,650.0 psi
Eminbend - xx
950.Oksi
650.0 psi
Ebend-yy
1,600.Oksi
265.0 psi
Eminbend - yy
850.Oksi
1, 100.0 psi
Density
31.20pcf
Service loads entered. Load Factors will be applied for calculations.
Maximum Bending Stress Ratio
. . . .. ... ... .. ..... ...... . . ................. ..
0.3721 Maximum Shear Stress Ratio
Section used for this span
5.5x7.5
Section used for this span
fb : Actual
1,027.21 psi
tv Actual
FB : Allowable
2,760.00psi
Fv Allowable
Load Combination
+D+S
Load Combination
Location of maximum on span
6.500ft
Location of maximum on span
Span # where maximum occurs
Span # 1
Span # where maximum occurs
Maximum Deflection
Max Downward Transient Deflection
0.232 in Ratio =
671 >=360
Max Upward Transient Deflection
0.000 in Ratio =
0 <360
Max Downward Total Deflection
0.388 in Ratio =
402 >=240.
Max Upward Total Deflection
0.000 in Ratio =
0 <240.0
Overall Maximum Deflections
Load Combination Span
+D+S
Vertical Reactions
Max. "-" Defl Location in Span Load Combination
0.3880 6.547
Support notation : Far left is #1
Load Combination
Support 1
Support 2
Overall MAXimum
1.358
1.358
Overall MlNimum
0.327
0.327
D Only
0.546
0.546
+D+S
1.358
1.358
+D+0.750S
1.155
1.155
+0.60D
0.327
0.327
S Only
0.813
0.813
7)p-,inn C
0.147 : 1
5.5x7.5
44.70 psi
304.75 psi
+D+S
12.383 ft
Span # 1
Max. "+" Defl Location in Span
Values in KIPS
15
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Engineer:
Project ID:
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Title Block Line 6
Printed: 16 JUN 2017, 12PM
Wood Beam
File
= C:\CKPROJ-MO17PR-1\17-031-IkCALCS\gravity.ec6
ENERCALC, INC. 1983-2017, Build:6.17.2.28, Ver:6.17.2,28
Lic. #: KW-06009431
Licensee : CK Engineering ILL
Description : BUM
CODE REFERENCES
Calculations per NDS 2015, IBC 2015, CBC 2016,
ASCE 7-10
Load Combination Set: ASCE 7-10
Material Properties
Analysis Method: Allowable Stress Design
Fb
- Tension
2,900.0 psi
E: Modulus of Elasticity
Load Combination ASCE 7-10
Fb
- Compr
2,900.0 psi
Ebend-xx 2,000.Oksi
Fc
- Prll
2,900.0 psi
Eminbend - xx 1,016.54 ksi
Wood Species Trus Joist
Fc
- Perp
750.0 psi
Wood Grade Parallam IPSL 2.OE
Fv
290.0 psi
Ft
2,025.0 psi
Density 45.050 pcf
Beam Bracing Beam is Fully Braced against lateral -torsional buckling
D(O.1 125) S(O.1875)
11, W.-
D(O.165) L(O.44)
5-25x9.25
= 11.50 ft
Applied Loads
Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loads
Uniform Load: D = 0.0150, L = 0.040 ksf, Tributary Width = 11.0 ft, (FLOOR)
Uniform Load: D = 0,0150, S = 0.0250 ksf,
Tributary Width = 7.50 ft, (ROOF)
Point Load: E = 1.971 k 0 2.0 ft, (SW4)
SUMMARY
-DESIGN
'Maximum Bending Stress Ratio
.... . . --- ------ -
0.6691 Maximum Shear Stress Ratio
0.390 :1
Section used for this span
5.25x9.25
Section used for this span
5.25x9.25
fb : Actual
1,941.41 psi
tv : Actual
113.03 psi
FB: Allowable
2,900.00psi
Fv: Allowable
290.00 psi
Load Combination
+D+L
Load Combination
+D+L
Location of maximum on span
5.750ft
Location of maximum on span
0,000 ft
Span # where maximum occurs
Span # 1
Span # where maximum occurs
Span # I
Maximum Deflection
Max Downward Transient Deflection
0.251 in Ratio=
548 360
Max Upward Transient Deflection
0.000 in Ratio =
0 <360
Max Downward Total Deflection
0.478 in Ratio =
288 >=240.
Max Upward Total Deflection
0.000 in Ratio =
0 <240.0
Overall Maximum Deflections
Load Combination Span
Max. `2 Defl Location in Span
Load Combination
Max. Defl Location in Span
+D+0.750L+0.750S+0.5250E 1
0.4776 5.708
0,0000 0.000
Vertical Reactions
Support notation : Far left is #1
Values in KIPS
Load Combination
Support I Support 2
Overall MAXimurn
5.244 4.569
Overall MINimurn
1.010 0.343
D Only
1.683 1.683
+D+L
4.213 4.213
+D+S
2.761 2.761
+D+0.750L
3.580 3.580
16
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Title Block Line 6 Pnnted: 16 JUN 2017, 1:23PM
Wood Beam File = C:�CKPROJ-1\2017PR-1\17-031—lkCALCS�gravRy.ec6
ENERCALC, INC. 1983-2017, Build:6.17.2,28, Ver:6.17.2.28
Lic. #: KW-06009431 Licensee : CK Engineering LILC
Description : 13144
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Load Combination
Support 1
Support 2
+D+0.750L+0,750S
4.389
4.389
+D+0.70E
2.823
1.923
+D+0.750L+0.750S+0.5250E
5.244
4.569
+0,60D
1.010
1.010
+0.60D+0.70E
2.150
1.250
L Only
2.530
2.530
S Only
1.078
1.078
E Only
1.628
0.343
17
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Steel Beam
Description : BM#4.1
CODE REFERENCES
Calculations per AISC 360-10, IBC 2015, ASCE 7-10
Load Combination Set: ASCE 7-10
Material Properties
Analysis Method: Allowable Strength Design
Beam Bracing : Beam is Fully Braced against lateral -torsional buckling
Bending Axis: Major Axis Bending
Span = 22.50 ft
W1040
Applied Loads
Beam self weiqht calculated and added to loadinq
Uniform Load : D = 0.0150, L = 0.040 ksf, Tributary Width = 1.0 ft, (FLOOR)
Point Load : D = 3.950, L = 5.940, S = 2.530 k (@ 14.0 ft, (BM#4)
Project Title:
Engineer: Project ID:
Project Descr:
File =
Pdnted: 16 JUN 2017, 2:23PM
INC. 1983-2017, Build:6.17.2.28, Ver:6.17.2.28
Fy : Steel Yield: 50.0 ksi
E: Modulus: 29,000.0 ksi
............ . . ..... ..... . ..... .. .. . . . ... . ................. ...
Service loads entered. Load Factors will be applied for calculations.
DESIGN SUMMARY
Ma'i-imurn B6-nding Stress -Ratio
i
Maximum Shear Stress Ratio
- - - -- ----- ------------------- 0".115
Section used for this span
W10x30
Section used for this span
W10x30
Ma: Applied
58.862 k-ft
Va: Applied
7.255 k
Mn / Omega: Allowable
91.317 k-ft
Vn/Omega: Allowable
63.0 k
Load Combination
+D+0.750L+0.750S
Load Combination
+D+0.750L+0.750S
Location of maximum on span
14.014ft
Location of maximum on span
22.500 ft
Span # where maximum occurs
Span # 1
Span # where maximum occurs
Span # 1
Maximum Deflection
Max Downward Transient Deflection
0.505 in
Ratio=
534 >=360
Max Upward Transient Deflection
0.000 in
Ratio=
0 <360
Max Downward Total Deflection
0.882 in
Ratio=
306 >=240.
Max Upward Total Deflection
0.000 in
Ratio=
0 <240.0
.............................
Maximum Forces & Stresses for Load Combinations
Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values
Segment Length Span # M V Mmax + Mmax - Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega
D Only
Dsgn. L = 22.50 ft 1
0.258
0.047
23.54
23.54
152.50
91.32
1,00
1Z
2.97
94.50
63.00
+D+L
Dsgn. L = 22.50 ft 1
0.627
0.113
57.28
57.28
152.50
91.32
1Z
1.00
7.11
94.50
63.00
+D+S
Dsgn. L = 22.50 ft 1
0,404
0,072
36.90
36.90
152.50
911.32
1.00
1.00
4.54
94.50
63.00
+D+0.750L
Dsgn. L = 22.50 ft 1
0.535
0.096
48.84
48.84
152.50
91.32
1.00
1.00
6.07
94.50
63.00
+D+0.750L+0.750S
Dsgn. L = 22.50 ft 1
0.645
0.115
58.86
58.86
152.50
91.32
1.00
1.00
7.26
94.50
63.00
+0.60D
Dsgn. L = 22.50 ft 1
0.155
0.028
14.12
14.12
152.50
91.32
1.00
1.00
1.78
94.50
63.00
Overall Maximum Deflections
Load Combination
Span
Max. "2 DO
Location in Span
Load Combination
Max. "-i2'DefI
Location in Span
+D+0.750L+0.750S
1
0.8822
11.957
0.0000
0.000
Vertical Reactions
Support
notation : Far
left is #1
Values
in KIPS
Load Combination
Support 1
Support 2
Overall MAXimum
4.737
7.255
Overall MINimum
0.956
1.574
D Only
2.000
2.965
+D+L
4.694
7.111
18
+D+S
2.955
4.539
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I itie block Line b Nnted: 16 JUN 2017, 2:23PM
Steel Beam File= C:kCKPRQJ-1\2017PR-1\17-031-1\CALCS�gravity.ec6
ENERCALC, INC. 1983-2017, Build:6.17.2.28, Ver.6.17.2.28 I
Description : BN#4.1
Vertical Reactions
Load Combination
Support I Support 2
+D+0.750L+0.750S
4,737
7.255
+0.60D
1.200
1.779
L Only
2,694
4.146
S Only
0,956
1.574
Support notation : Far left is #1
Values in KIPS
19
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Title Block Line 6 Pdnted: 16 JUN 2017, 2:16PM
File =C:�CKPkOJ-IV017PR--l�17-031-1�CALCSkgravity.ec6
Wood Beam ENERCALC, INC. 1983-2017, Build:6.17.2.28, Ver.6.17.2.28
Lic. #: KW-06009431 Licensee : CK Engineering LLC
Description : BN#5
CODE REFERENCES
Calculations per N DS 2015, IBC 2015, CBC 2016, ASCE 7-10
Load Combination Set : ASCE 7-10
Material Properties
Analysis Method: Allowable Stress Design
Fb
- Tension
2400 psi
E: Modulus of Elasticity
Load Combination ASC E 7-10
Fb
- Compr
1850 psi
Ebend-xx
1800ksi
Fc -
Prll
1650 psi
Eminbend - xx
950ksi
Wood Species DF/DF
Fc -
Perp
650 psi
Ebend-yy
1600 ksi
Wood Grade :24F - V4
Fv
265 psi
Eminbend - yy
850ksi
Ft
1100 psi
Density
31.2 pcf
Beam Bracing Beam is Fully Braced against lateral -torsional buckling
D(2) L(2.7) S(1)
5.5X1 3.5
Span = 11.0 ft
Applied Loads
Beam self weight calculated and added to loads
UniformLoad: D=0.0160, L=0.040ksf, Tributary Width= 10.0ft, (FLOOR)
PointLoad: D=2.0, L=2.70, S=1.0kV2.0ft,(BM#4.1)
DESIGN SUMMARY
... ....... . . .. .. ...... ...... _ ... . . . .... . ... ...... . ........
Service loads entered. Load Factors will be applied for calculations.
vlaximum Bending Stress Ratio
0.4161
Maximum Shear Stress Ratio
Section used for this span
5.5xl 3.5
Section used for this span
fb : Actual
998.93psi
fv : Actual
FB: Allowable
2,400.00psi
Fv: Allowable
Load Combination
+D+L
Load Combination
Location of maximum on span
3.974ft
Location of maximum on span
Span # where maximum occurs
Span # 1
Span # where maximum occurs
Maximum Deflection
Max Downward Transient Deflection
0.099 in
Ratio=
1333>=360
Max Upward Transient Deflection
0.000 in
Ratio=
0 <360
Max Downward Total Deflection
0.151 in
Ratio=
873 >=240.
Max Upward Total Deflection
0.000 in
Ratio=
0 <240.0
Overall Maximum Deflections
Load Combination Span
+D+L
Vertical Reactions
7)pqinn e
0.482 :1
5.5x13.5
127.73 psi
265.00 psi
+D+L
0.000ft
Span # 1
Max. "2 Deft Location in Span Load Combination Max. "-�'Defl Location in Span
0.1511 5.259 0.0000 0.000
Support notation : Far left is #1 Values in KIPS
Load Combination
Support 1
Support 2
Overall MAXimum
6.959
3.968
Overall MINimum
0.818
0.182
D Only
2.550
1.277
+D+L
6.959
3.968
+D+S
3.368
1.459
+D+0.750L
5.857
3.295
+D+0.750L+0,750S
6.470
3.432
Kli
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Title Block Line 6 Printed: 16 JUN 2017, 2:16PM
File = CACKPIROJ-101 7PR-1 �1 7-031 —1kCALCS\gravity.ec6
Wood Beam ENERCALC, INC. 1983-2017, Build:6.17.2.28, Ver.6.17.2,28
Description : BN#5
Vertical Reactions
Load Combinafion
L Only
S Only
Support notation : Far left is #1
Support 1 Support 2
1.530 0.766
4.409 2.691
0.818 0.182
Values in KIPS
21
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Project Title:
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Project Descr:
I gie blOCK Line u Printed: 29 MAY 2017, 2:22PM
File = c:�CKPROJ-1�2017PR-1�17-031-1\CALCS\gravi�.ec6
Wood Beam ENERCALC. INC. 1983-2017, Build:6.17.2,28, Ver.6.17.2,28
Description : BM#6
CODE REFERENCES
Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10
Load Combination Set: ASCE 7-10
Material ProDerties
Analysis Method: Allowable Stress Design Fb - Tension
Load Combination ASCE 7-10 Fb - Compr
Wood Species
Wood Grade
Beam Bracing
Fc - Pril
Hem Fir Fc - Perp
No.2 Fv
Ft
Beam is Fully Braced against lateral -torsional buckling
D(O.082 U0.22)
W 0
Span = 7 50 ft
....... ... ........... ... .... . .. . .. . ....... .
Applied Loads
Beam self weight calculated and added to loads
Uniform Load : D = 0.0150, L = 0.040 ksf, Tributary Width = 5.50 ft, (FLOOR)
DESIGN SUMMARY
850 psi
850 psi
1300 psi
405 psi
150 psi
525 psi
E: Modulus of Elasticity
Ebend-xx
Eminbend - xx
Density
1300ksi
470 ksi
26.83pcf
Service loads entered. Load Factors will be applied for calculations.
Maximum Bending Stress Ratio
. . . .. .... — ------------- --- ____ -------
0.511: 1 Maximum Shear Stress Ratio
Section used for this span
4x1 0
Section used for this span
fb : Actual
521.57psi
fv : Actual
FB: Allowable
1,020.00psi
Fv: Allowable
Load Combination
+D+L
Load Combination
Location of maximum on span
3.750ft
Location of maximum on span
Span # where maximum occurs
Span # 1
Span # where maximum occurs
Maximum Deflection
Max Downward Transient Deflection
0.052 in Ratio =
1714>=360
Max Upward Transient Deflection
0.000 in Ratio =
0 <360
Max Downward Total Deflection
0.074 in Ratio =
1222>=240.
Max Upward Total Deflection
0.000 in Ratio =
0 <240.0
Overall Maximum Deflections
Load Combination Span
+D+L 1
Max. "-" Defl Location in Span Load Combination
0.0736 3.777
0.284 : 1
4xl 0
42.65 psi
150.00 psi
+D+L
6.734 ft
Span # 1
Max. "4�'Defi Location in Span
0.0000 0.000
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Load Combination
Support 1
Support 2
Overall MAXimum
1.157
1.157
Overall MINimum
0.199
0.199
D Only
0.332
0.332
+D+L
1.157
1.157
+D+0.750L
0.951
0.951
+0.60D
0.199
0.199
L Only
0.825
0.825
22
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Title Block Line 6 Printed: 16 JUN 2017, 2:28PM
Wood Beam File= C:kCKPROJ-112017PR-1\17-031-1\CALCS\gravity.ec6 1111
ENERCALC, INC. 1983-2017, Build:6.17.2.28,Ver6.17.2,28
.1 .. 01.02_1T$Tr�T_TJH._T.M
Description : 13147
CODE REFERENCES
Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10
Load Combination Set: ASCE 7-10
Material Properties
Analysis Method: Allowable Stress Design
Fb - Tension
2,400.0 psi
E: Modulus of Elasticity
Load Combination ASCE 7-10
Fb - Compr
1,850.0 psi
Ebend-xx
1,800.Oksi
Fc - Pdl
1,650.0 psi
Eminbend - xx
950.Oksi
Wood Species DF/DF
Fc - Perp
650.0 psi
Ebend-yy
1,600.Oksi
Wood Grade :24F - V4
Fv
265.0 psi
Eminbend - yy
850.0ksl
Ft
1, 100.0 psi
Density
31.20 pcf
Beam Bracing Beam is Fully Braced against lateral -torsional buckling
5.5x13.5
Span — 12.0 ft
Applied Loads
5.5x13.5
Span = 21.0 ft
Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loads
Load for Span Number 1
Uniform Load: D = 0.0150, L = 0.040 ksf, Tributary Width = 5.0 ft, (FLOOR)
Point Load : D = 1.280, L = 2.690, S = 0. 180 k 0 11.0 ft, (BM#5)
Load for Span Number 2
Uniform Load: D = 0.0150, L = 0.040 ksf, Tributary Width = 5.0 ft, (FLOOR)
Point Load: D = 0.810, S = 1.30 k (d) 13.0 ft, (BM#1)
Point Load: D = 1.10, L = 1,560, S = 0.670 k 0 13.0 ft, (BM#4)
DESIGN SUMMARY
Maximum Bending Stress Ratio 0.8131 Maximum Shear Stress Ratio
Section used for this span 5.5x13.5 Section used for this span
fb : Actual 1,503.79psi fv : Actual
FB: Allowable 1,850.00psi Fv: Allowable
Load Combination
+D+L
Load Combination
Location of maximum on span
12.000ft
Location of maximum on span
Span # where maximum occurs
Span # 1
Span # where maximum occurs
Maximum Deflection
Max Downward Transient Deflection
0.383 in
Ratio=
658 >=360
Max Upward Transient Deflection
-0.035 in
Ratio =
4079 >=360
Max Downward Total Deflection
0.738 in
Ratio =
341 >=240.
Max Upward Total Deflection
-0.087 in
Ratio =
1662 >=240.
0.386 :1
5.5xl 3.5
102.38 psi
265.00 psi
+D+L
12.000ft
Span # 1
Overall Maximum Deflections
Load Combination Span Max. "2 Defl Location in Span Load Combination Max. 'W'Defl Location in Span
1 0.0000 0.000 4D+0.750L+0.750S -0.0866 7.575
+D+0.750L+0.750S 2 0.7379 11.966 0.0000 7.575
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Load Combination Support 1 Support 2 Support 3
Overall MAXimurn -0,390 12.506 4.350
23
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Title Block Line 6 Printed: 16 JUN 2017, 2:28PM
File = C:kCKPROJ-1\2017PR-1�17-031—IkCALCS\gravity.ec6
Wood Beam ENERCALC, INC. 1983-2017, Build:6.17.2.28, Ver:6.17.2.28
Description : BMW
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Load Combination
Support 1
Support 2
Support 3
Overall MINimum
-0.022
1.484
1.013
D Only
-0.043
4.498
1.741
+()+L
0.333
12.506
4.208
+{)+S
-0.390
5.983
2.754
+D+0.750L
0.239
10.504
3.591
+D+0.750L+0.750S
-0.022
11.617
4.350
+0.60D
-0.026
2.699
1,045
L Only
0.376
8.007
2,467
S Only
-0.347
1.484
1.013
24
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Title Block Line 6 Pdnted:29 MAY 2017, 2:55PM
File= cACKPR0J-1\2017PR-1k17-031 —I kCALCSkgravity.ec6
Wood Beam ENERCALC, INC. 1983-2017, Build:6.17.2.28, Ver.6.17.2.28
I traff'm ATITHIT'.1 01 IL-T,
Description : BM#8
CODE REFERENCES
Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10
Load Combination Set: ASCE 7-10
Material Properties
Analysis Method: Allowable Stress Design
Fb - Tension
2,900.0 psi
E: Modulus of Elasticity
Load Combination ASCE 7-10
Fb - Compr
2,900.0 psi
Ebend-xx 2,000.Oksi
Fc - Prll
2,900.0 psi
Eminbend - xx 1,01 6.54ksi
Wood Species Trus Joist
Fc - Perp
750.0 psi
Wood Grade Parallam PSL 2.OE
Fv
290.0 psi
Ft
2,025.0 psi
Density 45.050pcf
Beam Bradng Beam is Fully Braced against I ateral -torsional buckling
0(0. 101 U0.28)
3.5xl 1.875
Span - 7.0 ft
. . ..................... . . . ... __ .................................................. . .. . . ......... .. . .....
Applied Loads
Beam self weight calculated and added to loads
Uniform Load: D = 0.0150, L = 0.040 ksf, Tributary Width = 7.0 ft, (FLOOR)
Uniform Load: D = 0.010 ksf, Tributary Width = 17.0 ft, (WALL)
Uniform Load: D = 0.0150, S = 0.0250 ksf, Tributary Width = 2.0 ft, (ROOF)
DESIGN SUMMARY
11-11 ... .. ...... ..
Maximum Bending Stress Ratio
Section used for this span
fb : Actual
FB: Allowable
Load Combination
Location of maximum on span
Span # where maximum occurs
Maximum Deflection
Max Downward Transient Deflection
Max Upward Transient Deflection
Max Downward Total Deflection
Max Upward Total Deflection
Overall Maximum Deflections
0.1841
3.5xl 1.875
534.33psi
2,900.00psi
+D+L
3.500ft
Span # 1
Service loads entered. Load Factors will be applied for calculations.
Maximum Shear Stress Ratio
Section used for this span
fv : Actual
Fv: Allowable
Load Combination
Location of maximum on span
Span # where maximum occurs
0.016 in
Ratio=
5393 >=360
0.000 in
Ratio=
0 <360
0.033 in
Ratio=
2525 >=240.
0.000 in
Ratio=
0 <240.0
0.188 : 1
3.5xl 1.875
54.59 psi
290.00 psi
+D+L
6.029 ft
Span # 1
Load Combination
Span Max. %" Def] Location in Span Load Combination Max. "-P2'DefI Location in Span
+D+L
1 0.0333 3.526 0.0000 0.000
Vertical Reactions
Support notation : Far left is #1 Values in KIPS
Load Combination
Support 1 Support 2
Overall MAXimum
2.093 2.093
Overall MINimum
0.175 0.175
D Only
1.113 1.113
+D+L
2.093 2.093
+D+S
1.288 1.288
+D+0.750L
1.848 1.848
25
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Engineer:
Project ID:
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Title Block Line 6
Printed: 29 MAY 2017, 2:55PM
Wood Beam
He= c:ICKPROJ-lQO17PR-lkl7-031-1\CALCS�gravity.ec6
ENERCALC, INC. 1983-2017, Build:6.17.2.28, Ver:6.17.2.28
I RMW.M Afilff I. -To 111* Ici��
Description : BN#8
Vertical Reactions
Support notation: Far left is #1
Values in KIPS
Load Combination
Support I
Support 2
+D+0.750L.+0.750S
1.979
1,979
+0.60D
0.668
0.668
L Only
0.980
0.980
S Only
0.175
0.175
26
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Title Block Line 6 Pdnted: 29 MAY 2017, 3:27PM
File = c:�CKPROJ-1�2017PR-1%17-031-1\CALCS\gravity.ec6
Wood Beam ENERCALC, INC. 1983-2017, Build:6.17.2.28, Ver:6.17.2.28
Description : BM#8.1
CODE REFERENCES
Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10
Load Combination Set: ASCE 7-10
Material PrODerties
Analysis Method: Allowable Stress Design
Fb - Tension
2,900.0 psi
E: Modulus of Elasticity
Load Combination ASCE 7-10
Fb - Compr
2,900.0 psi
Ebend-xx 2,000.Oksi
Fc - Prll
2,900.0 psi
Eminbend - xx 1,01 6.54ksi
Wood Species Trus Joist
Fc - Perp
750.0 psi
Wood Grade Parallam PSL 2.OE
Fv
290.0 psi
Ft
2,025.0 psi
Density 45.050pcf
Beam Bracing Beam is Fully Braced against late ral-torsional buckling
D(0.22 L(O.6)
3.5xl 1.875
Span = 7.0 ft
Applied Loads
Beam self weight calculated and added to loads
Uniform Load : D = 0.0150, L = 0.040 ksf, Tributary Width = 15.0 ft, (FLOOR)
DESIGN SUMMARY
.111-1111-- ............. . . ............... -- ------------ -
Service loads entered. Load Factors will be applied for calculations.
Maximum Bending Stress Ratio
0.25a 1 Maximum Shear Stress Ratio
0.264 :1
Section used for this span
3.5xl 1.875
Section used for this span
3.5xl 1.875
fb : Actual
748.77psi
fv : Actual
76.49 psi
FB: Allowable
2,900.00psi
Fv: Allowable
290.00 psi
Load Combination
+D+L
Load Combination
+D+L
Location of maximum on span
3.500ft
Location of maximum on span
6.029 ft
Span # where maximum occurs
Span # 1
Span # where maximum occurs
Span # 1
Maximum Deflection
Max Downward Transient Deflection
0.033 in Ratio=
2516>=360
Max Upward Transient Deflection
0.000 in Ratio =
0 <360
Max Downward Total Deflection
0.047 in Ratio=
1801 >=240,
Max Upward Total Deflection
0.000 in Ratio=
0 <240.0
Overall Maximum Deflections
Load Combination
Span Max. "-" Defl Location in Span Load Combination Max. "-t�'Defl Location in Span
+D+L
1 0.0466 3.526 0.0000 0.000
Vertical Reactions
Support notation Far left is #1 Values in KIPS
Load Combination
Support 1 Support 2
Overall MAXimum
2.933 2.933
Overall MINimum
0.500 0.500
D Only
0.833 0.833
+D+L
2.933 2.933
+D+0.750L
2.408 2.408
+0.60D
0.500 0.500
L Only
2.100 2.100
27
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Wood Beam
Description : BM#9
CODE REFERENCES
Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10
Load Combination Set: ASCE 7-10
Material P
File =
Analysis Method:
Allowable Stress Design
Fb - Tension
2,900. 0 psi
Load Combination ASCE 7-10
Fb - Compr
2,900.0 psi
Fc - PrIl
2,900.0 psi
Wood Species
Trus Joist
Fc - Perp
750.0 psi
Wood Grade
Parallam PSL 2.OE
Fv
290.0 psi
Ft
2,025.0 psi
Beam Bracing
Beam is Fully Braced against lateral -torsional buckling
Pdnted: 16 JUN 2017, 2:37PM
INC. 1983-2017, Build:6.17.2.28, Ver:6.17.2,28
E: Modulus of Elasticity
Ebend-xx 2,000.Oksi
Eminbend - xx 1,01 6.54ksi
Density
D(O.06 (0.24)
D(O.01 L(O.04)
J
D(O.1 65 fO.275)
V
D(0,17)
MO. 1 0j U0.28)
5.25xl 1.875
45.050pcf
Sp. - 12.50 ft
. ...... . . . ..... .............. ................................ . ..... . . .. ............... . . ... .
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loads
Uniform Load : D = 0.0150, L = 0.040 ksf, Tributary Width = 7.0 ft, (UPPER FLOOR)
Uniform Load: D = 0.010 ksf, Tributary Width = 17.0 ft, (WALL)
Uniform Load: D = 0.0150, S = 0.0250 ksf, Tributary Width = 11.0 ft, (ROOF)
Uniform Load: D = 0.0150, L = 0.040 ksf, Tributary Width = 1.0 ft, (MAIN FLOOR)
Uniform Load : D = 0.0150, L = 0.060 ksf, Tributary Width = 4.0 ft, (DECK)
DESIGN SUMMA R Y
Maximurn Bending Stress Ratio
0.717' 1 Maximum Shear Stress Ratio
Section used for this span
5.25xl 1.875
Section used for this span
fb : Actual
2,078.99psi
fv : Actual
FB: Allowable
2,900.00psi
Fv: Allowable
Load Combination
+D+L
Load Combination
Location of maximum on span
6.250ft
Location of maximum on span
Span # where maximum occurs
Span # 1
Span # where maximum occurs
Maximum Deflection
Max Downward Transient Deflection
0.211 in Ratio =
710 >=360
Max Upward Transient Deflection
0.000 in Ratio =
0 <360
Max Downward Total Deflection
0.438 in Ratio =
342 >=240.
Max Upward Total Deflection
0.000 in Ratio =
0 <240.0
Overall Maximum Deflections
0.481 : 1
5.25xl 1.875
139.36 psi
290.00 psi
+D+L
11.542ft
Span # 1
Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+� Defi Location in Span
+D+0.750L40.750S 1 0.4377 6.296 0,0000 0.000
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Load Combination Support 1 Support 2
Overall MAXimum 7.255 7.255
Overall MINimum 1.719 1.719
D Only 3.341 3.341
+D+L 6,841 6.841
28
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Title Block Line 6 Pdnted: 16 JUN 2017, 2:37PM
File = C:\CKPROJ-1\2017PR-1\17-031-IkCALCS\gravity.ec6
Wood Beam ENERCALC, INC. 1983-2017, Build:6.17.2.28, Ver.6.17.2.28
Description : BM
Vertical Reactions
Load Combination
Support notation : Far left is #1
Support 1 Support 2
+D+0.750L
5.966
5.966
+D+0.750L+0.750S
7,255
7.255
+0.60D
2.004
2.004
L Only
3.500
3.500
S Only
1.719
1.719
Values in KIPS
29
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Project Title:
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Project Descr
I itle block Line b Pdnted: 29 MAY 2017, 3:03PM
File= c-.ICKPROJ-1�2017PR-1\17-031-1\CALCS�gravity.ec6
Woodl3eam ENERCALC, INC. 1983-2017, Build:6,17.2,28, Ver.6.17.2.28 I
Description : BN#10
CODE REFERENCES
Calculations per N IDS 2015, 1 BC 2015, CBC 2016, ASCE 7-10
Load Combination Set : ASCE 7-10
Material Promirties
Analysis Method: Allowable Stress Design Fb - Tension
Load Combination ASCE 7-10 Fb - Compr
Wood Species
Wood Grade
Beam Bracing
Fc - Pdl
DF/DF Fc - Perp
24F - V4 Fv
Ft
Beam is Fully Braced against lateral -torsional buckling
D(O.075) L(O.3)
5.5X9
Span = 12.50 ft
Applied Loads
Beam self weight calculated and added to loads
Uniform Load: D = 0.0150, L = 0.060 ksf, Tributary Width 5.0 ft, (DECKJ
DESIGN SUMMARY
Maximum Bending Stress Ratio
0.5071
Section used for this span
5.5x9
fb : Actual
1,217.57psi
F`13: Allowable
2,400.00psi
Load Combination
+D+L
Location of maximum on span
6.250ft
Span # where maximum occurs
Span # I
Maximum Deflection
2400 psi
E: Modulus of Elasticity
1850 psi
Ebend-xx
1800ksi
1650 psi
Eminbend - xx
950 ksi
650 psi
Ebend-yy
1600ksi
265 psi
Eminbend - yy
850 ksi
1100 psi
Density
31.2 pcf
Service loads entered. Load Factors will be applied for calculations.
Maximum Shear Stress Ratio
Section used for this span
fv : Actual
Fv: Allowable
Load Combination
Location of maximum on span
Span # where maximum occurs
Max Downward Transient Deflection
0.276 in
Ratio=
544 >=360
Max Upward Transient Deflection
0.000 in
Ratio=
0 <360
Max Downward Total Deflection
0.354 in
Ratio=
423 >=240.
Max Upward Total Deflection
0.000 in
Ratio=
0 <240.0
Overall Maximum Deflections
0.243 :1
5.5x9
64.52 psi
265.00 psi
+D+L
11.770ft
Span # 1
Load Combination
Span Max. "-" Defi Location in Span Load Combination Max. "+" Dell Location in Span
+D+L
1 0.3544 6.296 0.0000 0.000
Vertical Reactions
Support notation : Far left is #1 Values in KIPS
Load Combination
Support 1 Support 2
Overall MAXimum
2.411 2.411
Overall MINimurn
0.321 0.321
D Only
0,536 0.536
+D+L
2.411 2.411
+D.+0.750L
1.942 1.942
+0.60D
0.321 0.321
L Only
1.875 1,875
30
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Project Title:
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I me IJIOCK Line b Printed: 29 MAY 2017, 3:19PM
File= C:\CKPROJ-1\2017PR-1\17-031-IkCALCS\gravity -6
Wood Beam ENERCALC, INC. 1983-2017, Build:6.17.2.28, Ver.6.17.2.28 I
Description : BM#11
CODE REFERENCES
Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10
Load Combination Set: ASCE 7-10
Material Properties
Analysis Method: Allowable Stress Design Fb - Tension
Load Combination ASCE 7-10 Fb-Compr
Fc - Prll
Wood Species Trus Joist Fc - Perp
Wood Grade Parallam IPSL 2.OE Fv
Ft
Beam Bracing Beam is Fully Braced against lateral -torsional buckling
D(O.21) L(O.56)
5.25xl 1.875
Span = 13.50 ft
2900 psi
E: Modulus of Elasticity
2900 psi
Ebend-xx 20OOksi
2900 psi
Eminbend - xx 1016.535 ksi
750 psi
290 psi
2025 psi
Density 45.05pcf
Applied Loads
Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loads
Uniform Load : D = 0.0150, L 0.040 ksf, Tributary Width = 14.0 ft, (FLOOR)
DESIGN SUMMARY
vlaximum Bending Stress Ratio
0.6031 Maximum Shear Stress Ratio
0.378 : 1
Section used for this span
5.25xl 1.875
Section used for this span
5.25xl 1.875
fb : Actual
1,749.19psi
fv Actual
109.50 psi
FB: Allowable
2,900.00psi
Fv Allowable
290.00 psi
Load Combination
+D+L
Load Combination
+D+L
Location of maximum on span
6.750ft
Location of maximum on span
0.000ft
Span # where maximum occurs
Span # 1
Span # where maximum occurs
Span # I
Maximum Deflection
Max Downward Transient Deflection
0.287 in Ratio =
563 >=360
Max Upward Transient Deflection
0.000 in Ratio =
0 <360
Max Downward Total Deflection
0.405 in Ratio =
399 >=240.
Max Upward Total Deflection
0.000 in Ratio =
0 <240.0
Overall Maximum Deflections
Load Combination Span
Max. "2 Defl Location in Span
Load Combination
Max. Defl Location in Span
+D+L
1 0.4050
6.799 0.0000 0.000
Vertical Reactions
Support notation : Far left is #1 Values in KIPS
Load Combination
Support 1
Support 2
Overall MAXimum
5.329
5.329
Overall MINimum
0.929
0.929
D Only
1.549
1.549
+D+L
5.329
5.329
+D+0.750L
4.384
4.384
+0.60D
0.929
0.929
L Only
3.780
3.780
31
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Title Block Line 6 Pdnted: 16 JUN 2017. 2:30PM
File = C:kCKPROJ-1�2017PR-1\17-031—lkCALCS\gravity.ec6
Wood Beam ENERCALC, INC. 1983-2017, Build:6.17.2.28 Vpr.6.17.2.28 I
Description : BW12
CODE REFERENCES
Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10
Load Combination Set: ASCE 7-10
Material Properties
Analysis Method: Allowable Stress Design
Fb - Tension
2,900.0 psi
E: Modulus of Elasticity
Load Combination ASCE 7-10
Fb - Compr
2,900.0 psi
Ebend-xx 2,000-Oksi
Fc - Prll
2,900.0 psi
Eminbend - xx 1,01 6.54ksi
Wood Species Trus Joist
Fc - Perp
750.0 psi
Wood Grade Parallam 1PSL 2.OE
Fv
290.0 psi
Ft
2,025.0 psi
Density 45.050pcf
Beam Bracing Beam is Fully Braced against lateral -torsional buckling
Span 11.50 ft
Applied Loads
Beam self weight calculated and added to loads
Uniform Load : D = 0.0150, L = 0,040 ksf, Tributary Width = 2.0 ft, (FLOOR)
Point Load: D = 4.50, L = 8.0, S = 1.50 k 0 4.0 ft, (BM#5)
I-PESIGN-SUMMARY ..... . . ... ... ... ... .... .. - _-_-
Service loads entered. Load Factors will be applied for calculations.
'Maximum Bending Stress Ratio
0.869i 1
Maximum Shear Stress Ratio
Section used for this span
7xl 1.875
Section used for this span
flo : Actual
2,519.47psi
fv : Actual
FB: Allowable
2,900.00psi
Fv: Allowable
Load Combination
+D+L
Load Combination
Location of maximum on span
3.987ft
Location of maximum on span
Span # where maximum occurs
Span # 1
Span # where maximum occurs
I Maximum Deflection
Max Downward Transient Deflection
0.215 in
Ratio=
641 >=360
Max Upward Transient Deflection
0.000 in
Ratio=
0 <360
Max Downward Total Deflection
0.338 in
Ratio=
407 >=240.
Max Upward Total Deflection
0.000 in
Ratio=
0 <240.0
Overall Maximum Deflections
Load Combination Span
+D+L
Vertical Reactions
Load Combination
Overall MAXimurn
Overall MINimurn
D Only
+D+L
+D+S
+D+0.750L
+D+0.750L+0.750S
Max. %" Defl Location in Span Load Combination
0.3385 5.330
Support notation : Far left is #1
Support 1 Support 2
0.978 0.522
3.257 1.887
8.934 5,130
4.235 2.409
7.515 4.319
8.249 4.711
0.548 : 1
7x1 1.875
158.85 psi
290.00 psii
+D+L
0.000ft
Span # 1
Max. 'Y'Defl Location in Span
0.0000 0.000
Values in KIPS
32
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I itie blOCK Line b P�nted: 16 JUN 2017, 2:30PM
Wood Beam File = CACKPIROJ-11017PIR-1\17-031 —I\CALGSkgravity.ec6
ENERGALC, ING. 19&3-2017, Build:6.17.2.28, Ver.6.17.2.28 I
Description : B%#1 2
Vertical Reactions
Load Combination
L Only
S Only
Support notation : Far left is #1 Values in KIPS
Support 1 Support 2
1.954 1.132
5.677 3.243
0.978 0,522
33
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Title Block Line 6
Pdnted: 29 MAY 2017, 3:54PM
Wood Beam
File = c:\CKPROJ-1\2017PR-lkl7-031-1\CALCS\gravity ec6
ENERCALIC, INC. 1983-2017, Build:6.17.2.28, Ver:6.17.2.28 I
'Lic. #: KW-06009431
Licensee : CK Engineering LLC
Description : BM#13
CODE REFERENCES
Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10
Load Combination Set: ASCE 7-10
Material Properties
Analysis Method: Allowable Stress Design
Fb
- Tension
850 psi
E: Modulus of Elasticity
Load Combination ASCE 7-10
Fb
- Compr
850 psi
Ebend-xx 1300ksi
Fc
- Prll
1300 psi
Eminbend - xx 470 ksi
Wood Species Hem Fir
Fc
- Perp
405 psi
Wood Grade No.2
Fv
150 psi
Ft
525 psi
Density 26.83pcf
Beam Bracing Beam is Fully Braced against lateral -torsional buckling
D(O.03) L(O.12)
4x8
Span = 7.0 ft
. . .................................................... . ......... . ... . ........
Applied Loads
Beam self weight calculated and added to loads
Uniform Load : D = 0.0150, L = 0.060 ksf, Tributary Width = 2.0 ft, (DECK)
DESIGN SUMMA R Y
— — - - -----------
Service loads entered. Load Factors will be applied for calculations.
Maximum Bending Stress Ratio
0.3361
Maximum Shear Stress Ratio
1 Section used for this span
4x8
Section used for this span
fb : Actual
370.91 psi
fv : Actual
FIB: Allowable
1,11 05.00psi
Fv: Allowable
Load Combination
+D+L
Load Combination
Location of maximum on span
3.500ft
Location of maximum on span
0.178 : 1
4x8
26.64 psi
150.00 psi
+D+L
6.412ft
Span ff WHere maximum occurs
Span It I
Span f� WHere maximum occurs Span o I
Maximum Deflection
Max Downward Transient Deflection
0.045 in Ratio=
1861 >=360
Max Upward Transient Deflection
0.000 in Ratio
0 <360
Max Downward Total Deflection
0.058 in Ratio=
1443>=240.
Max Upward Total Deflection
0.000 in Ratio=
0 <240.0
Overall Maximum Deflections
Load Combination Span
Max. Defi Location in Span
Load Combination Max,"-i2'Defl Location in Span
+D+L 1
0.0582 3.526
0,0000 0.000
Vertical Reactions
Support notation : Far left is #1 Values in KIPS
Load Combination
Support 1 Support 2
Overall MAXimum
0.542 0.542
Overall MINimum
0.073 0.073
D Only
0.122 0.122
+D+L
0.542 0.542
+D+0.750L
0.437 0.437
+0.60D
0.073 0.073
L Only
0.420 0.420
34
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Title Block Line 6 Printed: 29 MAY 2017, 2:41 PM
File = c:kCKPROJ-1 \2017PR-1 k1 7-031 -1 kCALCS\gravity.ec6
Wood Column ENERCALC, INC. 1983-2017, Build:6.17.2.28.Ver:6.17.2.28
Description : COL#11
Code References
Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10
Load Combinations Used: ASCE 7-10
General Information
Analysis Method Allowable Stress Design
Wood Section Name 3.5x5.25
End Fixities Top & Bottom Pinned
Wood Grading/Manuf. Trus Joist
Overall Column Height 9.0 ft
Wood Member Type Parallam PSIL
( Used For non -slender calculations
Exact Width 3.50 in Allow Stress Modification Factors
Wood Species Trus Joist
Exact Depth 5.250 in Cf or Cv for Bending 1.0
Wood Grade Parallarn PSL 2.OE
Area 18.375 in,12 Cf or Cv for Compression 1.0
Fb - Tension 2900 psi Fv 290 psi
Ix 42.205 in'14 Cf or Cv for Tension 1.0
Fb - Compr 2900 psi Ft 2025 psi
ly 18.758 inA4 Cm: Wet Use Factor 1.0
Fc - PrIl 2900 psi Density 45.05 pcf
Ct: Temperature Factor 1.0
Fc - Perp 750 psi
Cfu : Flat Use Factor 1.0
E : Modulus of Elasticity ... x-x Bending y-y Bending Axial Kf : Built-up columns 1.0 NDS 15,12
Basic 2000 2000 2000 ksi Use Cr : Repetitive ? No
Minimum 1016.535 1016.535
Brace condition for deflection (buckling) along columns :
X-X (width) axis UnbraGed Length for X-X Axis buckling = 9 ft, K = 1.0
Y-Y (depth) axis Unbraced Length for X-X Axis buckling = 9 ft, K = 1.0
Applied Loads
Service loads entered. Load Factors will be applied for calculations.
Column self wei.qht included : 51.737 lbs * Dead Load Factor
AXIAL LOADS...
BM#7: Axial Load at 9.0 ft, D = 4.120, L = 7.540, S = 1.310 k
DESIGN SUMMARY
Bending & Shear Check Results
PASS Max. Axial+Bending Stress Ratio 0.7561 :1
Maximum SERVICE Lateral Load Reactions..
Load Combination +D+L
Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k
Governing NDS Forumla Comp Only, fc/Fc'
Top along X-X 0.0 k Bottom along X-X 0.0 k
Location of max.above base 0.0 ft
Maximum SERVICE Load Lateral Deflections ...
At maximum location values are ...
Along Y-Y 0.0 in at 0.0 ft abovebase
Applied Axial 11.712 k
for load combination : n/a
Applied Mx 0.0 k-ft
Applied My 0.0 k-ft
Along X-X 0.0 in at 0.0 ft abovebase
Fc: Allowable 843.02 psi
for load combination : n/a
Other Factors used to calculate allowable stresses ...
PASS Maximum Shear Stress Ratio 0.0 :1
Bending Compression Tension
Load Combination +0.60D
Location of max.above base 9.0 ft
Applied Design Shear 0.0 psi
Allowable Shear 464.0 psi
Load Combination Results
Maximum
Axial + Bending Stress Ratios Maximum Shear Ratios
Load Combination C D C P Stress Ratio Status Location Stress Ratio Status Location
D Only 0.900 0.321
0.2709 PASS O.Oft 0.0 PASS 9.0 ft
+D+L 1.000 0.291
0.7561 PASS O.Oft 0.0 PASS 9.0 ft
+D+S 1.150 0.254
0.3515 PASS O.Oft 0.0 PASS 9.0 ft
+D+0.750L 1.250 0.235
0.6281 PASS O.Oft 0.0 PASS 9.0 ft
+D+0.750L+0.750S 1.150 0.254
0.6932 PASS O.Oft 0.0 PASS 9.0 ft
460D 1.600 0.185
0.1587 PASS O.Oft 0.0 PASS 9.0 ft
Maximum Reactions
Note: Only non -zero reactions are listed.
X-X Axis Reaction
Y-Y Axis Reaction Axial Reaction
Load Combination @ Base @ Top
@ Base @ Top @ Base
D Only k
k 4.172 k
35
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Pdnted: 29 MAY 2017, 2 41 PM
Wood Column
File = c:\CKPROJ-1�2017PR-1�17-031-1\CALGS�gravi�.ec6
ENERCALC, INC. 1983-2017, Build:6.17.2.28, Ver:6.17.2.28
Description COW
Maximum Reactions
Note: Only non -zero reactions are listed.
X-X Axis
Reaction
Y-Y Axis Reaction
Axial Reaction
Load Combination
@ Base
@ Top
@ Base
@ Top
@ Base
+D+L
k
k
11.712 k
+D+S
k
k
5.482 k
+D+0.750L
k
k
9.827 k
+D+0.750L+0.750S
k
k
10,809 k
+0.60D
k
k
2.503 k
L Only
k
k
7.540 k
S Only
k
k
1.310 k
Maximum Deflections for Load Combinations
Load Combination
Max. X-X Deflection
Distance
Max. Y-Y Deflection
Distance
D Only
0.0000 in
0.000 ft
0.000 in
0,000 ft
+D+L
0.0000 in
0.000 ft
0.000 in
0.000 ft
+D+S
0.0000 in
0.000 ft
0,000 in
0.000 ft
+M.750L
0.0000 in
0.000 ft
0,000 in
0.000 ft
+D-+0.750L+0.750S
0.0000 in
0.000 ft
0,000 in
0.000 ft
+0.60D
0.0000 in
0,000 ft
0.000 in
0.000 ft
L Only
0.0000 in
0.000 ft
0.000 in
0.000 ft
S Only
0.0000 in
0.000 It
0.000 in
0.000 Ift
Sketches
y
x
3.5x5.25
3.50 in
C�
Loads are total entered value. Arrows do not reflect absolute direction.
36
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Title Block Line 6 Nnted: 29 MAY 2017, 3:47PM
File = c:\CKPROJ-1�2017PR-1\17-031-lkCALGS�gravity.ec6
General Footing ENERCALC, INC. 1983-2017, Build:6.17.2.28, Ver:6.17.2.28
Lic. # : kw-06009431 Licensee : CK Engineering 11-1-4
Description : FTNG#1
Code References
Calculations per ACI 318-14, IBC 2015, CIBC 2016, ASCE 7-10
Load Combinations Used : ASCE 7-10
General Information
Material Properties
f c Concrete 28 day strength
2.50 ksi
fy RebarYield
40.0 ksi
Ec: Concrete Elastic Modulus
3,122.0 ksi
Concrete Density
145.0 pcf
Values Flexure
0.90
f% -7rn
Soil Design Values
Allowable Soil Bearing
Increase Bearing By Footing Weight
Soil Passive Resistance (for Sliding)
Soil/Concrete Friction Coeff.
OHear
Analysis Settings
Increases based on footing Depth
Footing base depth below soil surface
Min Steel % Bending Reinf.
Allow press, increase per foot of depth
Min Allow % Temp Reinf.
0.00180
when footing base is below
Min. Overturning Safety Factor
1.0 1
Min, Sliding Safety Factor
1.0 1
Increases based on footing plan dimension
Add Ftg Wt for Soil Pressure
Yes
Allowable pressure increase per foot of depth
Use ftg wt for stability, moments & shears
Yes
when max. length or width is greater than
Add Pedestal Wt for Soil Pressure
No
Use Pedestal wt for stabilitv mom & shear
No
Dimensions
Width parallel to X-X Axis 2.50 ft
Length parallel to Z-Z Axis 2.50 ft
Footing Thickness 10.0 in
Pedestal dimensions...
px : parallel to X-X Axis in
pz: parallel to Z-Z Axis in
Height in
Rebar Centerline to Edge of Concrete...
at Bottom of footing 3.0 in
Reinforcing
Bars parallel to X-X Axis
Number of Bars
3.0
Reinforcing Bar Size
# 4
Bars parallel to Z-Z Axis
Number of Bars
3.0
Reinforcing Bar Size
# 4
Bandwidth Distribution Check (ACI 15.4.4.2)
Direction Requiring Closer Separation
n/a
# Bars required within zone
n/a.
# Bars required on each side of zone
n/a
Armlied Loads
4.—
A-A
�N W
D Lr L S
P: Column Load 2.90 4.50 1.70
OB : Overburden
M-xX
M-zz
V-x
V-z
z
3.. 4 B-
4-4 �.W —Ig
1.50 ksf
No
150.0 pcf
0.250
ft
ksf
ft
ksf
ft
W
E
H
k
ksf
k-ft
k-ft
k
k
37
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File = c:\CKPROJ-1\2017PR-1\17-031-1\CALCS\gravity _�6
General Footing ENERCALC, INC, 1983-2017, Build:6.17.2,28, Ver.6.17.2.28
Lic. # : KW-06009431 Licensee : CK Engineering LLC
Description : FTNG#1
DESIGN SUMMARY
Min. Ratio Item Applied Capacity Governing Load Combination
PASS
0.8860
Soil Bearing
1.329 ksf
1.50 ksf
+D+0.750L+0.750S about Z-Z axis
PASS
n/a
Ovefturning - X-X
0.0 k-ft
0.0 k-ft
No Overturning
PASS
n/a
Overturning - Z-Z
0.0 k-ft
0.0 k-ft
No Overturning
PASS
n/a
Sliding - X-X
0.0 k
0.0 k
No Sliding
PASS
n/a
Sliding - Z-Z
0.0 k
0.0 k
No Sliding
PASS
n/a
Uplift
0.0 k
0.0 k
No Uplift
PASS
0.2939
Z Flexure (+X)
1.441 k-ft
4.904 k-ft
+1.20D+1.60L+0.50S
PASS
0.2939
Z Flexure (-X)
1.441 k-ft
4.904 k-ft
+1.20D+1.60L+0.50S
PASS
0,2939
X Flexure (+Z)
1.441 k-ft
4.904 k-ft
+1.20D+1.60L+0.50S
PASS
0.2939
X Flexure (-Z)
1 A41 k-ft
4.904 k-ft
+1.20D+1.60L+0.50S
PASS
0,1952
1 -way Shear (+X)
14.641 psi
75.0 psi
+1.20D+1.60L+0.50S
PASS
0,1952
1 -way Shear (-X)
14.641 psi
75.0 psi
+1.20D+1.60L+0.50S
PASS
0.1952
1 -way Shear (+Z)
14.641 psi
75.0 psi
+1.20D+1.60L+0.50S
PASS
0,1952
1 -way Shear (-Z)
14.641 psi
75.0 psi
+1,20D+1.60L+0.50S
PASS
0.3708
2-way Punching
55.624 psi
150.0 psi
+1.20D+1.60L+0.50S
W
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General Footing File= C:kCKPROJ-1\2017PR-1\17-031-1\CALCS\gravfty.ec6
ENERCALC. INC. 1983-2017, Build:6.17.2.28, Ver.6.17.2.28
Lic. #: KW-06009431 Licensee �RgE3MMMM
Description : FTNG#2
Code References
Calculations per ACI 318-14, IBC 2015, CIBC 2016, ASCE 7-10
Load Combinations Used : ASCE 7-10
General Information
Material Properties
fc Concrete 28 day strength
2.50 ksi
fy Rebar Yield
40.0 ksi
Ec: Concrete Elastic Modulus
3,122.0 ksi
Concrete Density
145.0 pcf
(p Values Flexure
0.90
n 7CA
Soil Design Values
Allowable Soil Bearing
Increase Bearing By Footing Weight
Soil Passive Resistance (for Sliding)
Soil/Concrete Friction Coeff.
011ear
Analysis Settings
Increases based on footing Depth
Footing base depth below soil surface
Min Steel % Bending Reinf.
Allow press. increase per foot of depth
Min Allow % Temp Reinf.
0.00180
when footing base is below
Min. Overturning Safety Factor
1.0 1
Min. Sliding Safety Factor
1.0 1
Increases based on footing plan dimension
Add Ftg Wt for Soil Pressure
Yes
Allowable pressure increase per foot of depth
Use ftg wt for stability, moments & shears
Yes
Add Pedestal Wt for Soil Pressure
No
when max. length or width is greater than
Use Pedestal wt for stabilitv mom & shear
No
Dimensions
Width parallel to X-X Axis 3.0 ft
Length parallel to Z-Z Axis 3.0 ft
Footing Thickness 12.0 in
Pedestal dimensions...
px parallel to X-X Axis in
pz parallel to Z-Z Axis in
Height in
Rebar Centerline to Edge of Concrete...
at Bottom of footing 3.0 in
Reinforcing
Bars parallel to X-X Axis
Number of Bars
4.0
Reinforcing Bar Size
# 4
Bars parallel to Z-Z Axis
Number of Bars
4.0
Reinforcing Bar Size
# 4
Bandvvidth Distribution Check (ACI 15.4.4.2)
Direction Requiring Closer Separation
n/a.
# Bars required within zone
n/a
# Bars required on each side of zone
n/a
ADDlied Loads
P: Column Load 3.0
OB : Overburden
M-xx
M-zz
V-x
V-z
L S
4.20 1.60
z
1.50 ksf
No
150.0 pcf
0.250
ft
ksf
ft
ksf
ft
W E
H
k
ksf
k-ft
k-ft
k
k
39
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General Footing
File = C:kCKPROJ-1\2017PR—lkl7L-031-1\CALCS�gravity.ec6
�C
ENERCALC, INC. 1983-2017, Build�:6.17.2.28, �Ver.6.17.2.28
Lic. #: KW-06009431
Licensee CK Eng
C g
Description FTNG#2
DESIGN SUMMARY
Min. Ratio
Item
Applied
Capacity
Governing Load Combination
PASS 0.6411
Soil Bearing
0.9617 ksf
1.50 ksf
+D+0.750L+0.750S about Z-Z axis
PASS n/a
Overturning - X-X
0.0 k-ft
0.0 k-ft
No Overturning
PASS n/a
Overturning - Z-Z
0.0 k-ft
0.0 k-ft
No Overturning
PASS n/a
Sliding - X-X
0.0 k
0.0 k
No Sliding
PASS n/a
Sliding - Z-Z
0.0 k
0.0 k
No Sliding
PASS n/a
Uplift
0.0 k
0.0 k
No Uplift
PASS 0,1976
Z Flexure (+X)
1.390 k-ft
7.033 k-ft
+1.20D+1.60L+0.50S
PASS 0,1976
Z Flexure (-X)
1.390 k-ft
7,033 k-ft
+1.20D+1.60L+0.50S
PASS 0,1976
X Flexure (+Z)
1.390 k-ft
7.033 k-ft
+1.20D+1.60L+0.50S
PASS 0,1976
X Flexure (-Z)
1.390 k-ft
7.033 k-ft
+1.20D+1.60L+0.50S
PASS 0.1144
1 -way Shear (+X)
8.580 psi
75.0 psi
+1.20D+1.60L+0.50S
PASS 0.1144
1 -way Shear (-X)
8.580 psi
75.0 psi
+1.20D+1.60L+0.50S
PASS 0.1144
1 -way Shear (+Z)
8.580 psi
75.0 psi
+1.20D+1,60L+0.50S
PASS 0.1144
1 -way Shear (-Z)
8.580 psi
75.0 psi
+11OD46OL-450S
PASS 0.2163
2-way Punching
32.452 psi
150.0 psi
+1.20D+1.60L+0.50S
40
RetainPro(c)1987-2017, Build 11,17.04.04
License: KW-06059957 Cantilevered Retaining Wall Code: IBC 20115ACI 318-14ACI 530-13
License To : CK Engineering LLC
F�riteria
Retained Height
4.00 ft
Wall height above soil
0.50 ft
Slope Behind Wall
0.00
Height of Soil over Toe
0.00 in
Water height over heel
0.0 ft
Soil Data -
Allow Soil Bearing
1,500.0 psf
Equivalent Fluid Pressure Method
Active Heel Pressure
35.0 psf/ft
Passive Pressure
150.0 psf/ft
Soil Density, Heel
110.00 pcf
Soil Density, Toe
0.00 pcf
FootingIlSoil Friction
0.300
Soil height to ignore
for passive pressure
12.00 in
Surcharge Loads
[�Lateral Load Applied to St
[Xifa-c-entFooting
Load
Surcharge Over Heel 0.0 psf
Lateral Load
0.0 #/ft
Adjacent Footing �Load=
0.0 lbs
NOT Used To Resist Sliding & Overturning
... Height to Top
0.00 ft
Footing Width
0.00 ft
Surcharge Over Toe 0.0
... Height to Bottom
0.00 ft
Eccentricity
0.00 in
NOT Used for Sliding & Overturning
Load Type =
Wind (W)
Wall to Ftg CL Dist
0.00 ft
Axial Load Applied to Stem
(Service Level)
Footing Type
Line Load
Base Above/Below Soil
Axial Dead Load 300.0 lbs
Wind on Exposed Stem =
0.0 psf
at Back of Wall
0.0 ft
Axial Live Load 100.0 lbs
(Service Level)
Poisson's Ratio
0.300
Axial Load Eccentricity 0.0 in
Stem Weight Seismic Load
Fp / Wp Weight Multiplier
0,200 g
Added seismic base force
47.3 lbs
Bottom
Design Summary
Stem Construction
Stem OK
Wall Stability Ratios
Design Height Above Ftg ft= 0.00
Overturning 1.83 OK
Wall Material Above
"Ht" = (nncrete
Slab Resists All Sliding !
Total Bearing Load 1,183 lbs
... resultant ecc. 4.24 in
Soil Pressure @ Toe
1,219 psf OK
Soil Pressure @ Heel
0 psf OK
Allowable
1,500 pSf
Soil Pressure Less Than Allowable
ACI Factored @ Toe
1,706 psf
ACI Factored @ Heel
0 psf
Footing Shear @ Toe =
10.8 psi OK
Footing Shear @ Heel =
3.9 psi OK
Allowable
75.0 psi
Sliding CaIcs
Lateral Sliding Force
442.1 lbs
Vertical component of active lateral soil pressure IS
NOT considered in the calculation of soil bearing
Load Factors
Building Code
IBC 2015,ACI
Dead Load
1.400
Live Load
1.700
Earth, H
1.700
Wind, W
1.300
Seismic, E
1.000
Design Method
Thickness
Rebar Size
Rebar Spacing
Rebar Placed at
Design Data
fb/FB + fa/Fa
Total Force @ Section
Service Level
lbs =
Strength Level
lbs =
Moment .... Actual
Service Level
ft-# =
Strength Level
ft-# =
Moment ..... Allowable
Service Level
Strength Level
Shear ..... Allowable
Anet (Masonry)
Rebar Depth 'd'
Masonry Data
fm
Fs
Solid Grouting
Modular Ratio'n'
Wall Weight
Short Term Factor
Equiv. Solid Thick.
Masonry Block Type
Masonry Design Method
Concrete Data
fc
Fy
psi =
psi =
psi =
in2 =
in=
psi =
psi =
psf
LRFD
6.00
# 4
18.00
Edge
0.474
543.5
786.5
1,658.0
10.7
75.0
4.25
75.0
= Medium Weight
= ASD
psi = 2,500.0
psi = 40,000.0
RetainPro(c)1987-2017, Build 11.17.04.04
License: KW-06059957 Cantilevered Retaining Wall Code: 113C 20115ACI 318-14,ACI 530-13
License To : CK Engineering LLC
Concrete Stem Rebar Area Details
Bottom Stem Vertical Reinforcing Horizontal Reinforcing
As (based on applied moment): 0.0667 in2/ft
(4/3) * As : 0.0889 in2/ft Min Stem T&S Reinf Area 0.648 in2
200bd/fy: 200(12)(4.25)/40000: 0.255 in2/ft Min Stem T&S Reinf Area per ft of stem Height: 0.144 in2/ft
0.0018bh : 0.0018(12)(6): 0.1296 in2/ft Horizontal Reinforcing Options :
One layer of : Two layers of:
Required Area
0.1296 in2/ft
#4@ 16.67 in
#4@ 33.33 in
Provided Area
0. 1333 in2/ft
#5@ 25.83 in
#5@ 51.67 in
Maximum Area:
0.8636 in2/ft
#6@ 36.67 in
#6@ 73.33 in
Footing Dimensions & StrengthsA
M
Footing Design Results
I
Toe Width
1.00 ft
Toe
Heel
Heel Width
1.00 Factored Pressure
1,706
0 psf
Total Footing Width
2.00 Mu': Upward
707
13 ft-#
Footing Thickness
9.00 in Mu': Downward
79
97 ft-#
Key Width 0.00 in
Key Depth 0.00 'in
Key Distance from Toe 0.00 ft
fc = 2,500 psi Fy = 40,000 psi
Footing Concrete Density 150.00 pcf
Min. As % 0.0018
Cover @ Top 2.00 @ Btm.= 3.00 in
Mu: Design 628 84 ft-#
Actual 1-Way Shear = 10.76 3.86 psi
Allow 1 -Way Shear = 75.00 75.00 psi
Toe Reinforcing = # 4 @ 18.00 in
Heel Reinforcing = # 4 @ 18.00 in
Key Reinforcing = None Spec'd
Other Acceptable Sizes & Spacings
Toe: Not req'd: Mu < phi*5*lambda*sqrt(fc)*Sm
Heel: Not req'd: Mu < phi*5*lambda*sqrt(fc)*Sm
Key: No key defined
Min footing T&S reinf Area
Min footing T&S reinf Area per foot
If one layer of horizontal bars:
#4@ 12.35 in
#5@ 19.14 in
#6@ 27.16 in
0.39 in2
0.19 in2 /ft
If two layers of horizontal bars:
#4@ 24.69 in
#5@ 38.27 in
#6@ 54.32 in
Summary of Overturning & Resisting Forces & Moments
..... OVERTURNING .... ..... RESISTING .....
Force Distance i�oment Force Distance Moment
Item lbs ft ft-# lbs ft ft-#
Heel Active Pressure
Surcharge over Heel
Surcharge Over Toe
Adjacent Footing Load
Added Lateral Load
Load @ Stem Above Soil
Seismic Stem Self Wt
394.8
47.3
1.58
3.00
Total 442.1 O.T.M.
Resisting/Overturning Ratio 1.83
Vertical Loads used for Soil Pressure 1,182.5 lbs
625.2 Soil Over Heel
Sloped Soil Over Heel
Surcharge Over Heel
Adjacent Footing Load =
Axial Dead Load on Stem =
Axial Live Load on Stem =
Soil Over Toe
141.8 Surcharge Over Toe
766.9 Stem Weight(s)
Earth @ Stem Transitions=
Footing Weighi
Key Weight
Vert. Component
If seismic is included, the OTM and sliding ratios
be 1.1 per section 1807.2.3 of IBC 2009 or IBC 201
Vertical component of active lateral soil pressure IS NOT considered in
the calculation of Sliding Resistance.
Vertical component of active lateral soil pressure IS NOT considered in
the calculation of Overturning Resistance.
220.0
1.75
385.0
300.0
1.25
375.0
100.0
1.25
125.0
337.5 1.25
225.0 1.00
421.9
225.0
Total = 1,082.5 lbs R.M.= 1,406.9
Axial live load NOT included in total displayed, or used for overturning
resistance, but is included for soil pressure calculation.
RetainPro (c) 1987-2017, Build 11.17.04.04
License : KW-06059957 Cantilevered Retaining Wall Code: IBC 20115ACI 318-14,ACI 530-13
License To : CK Engineering LLC
Tilt
Horizontal Deflection at Tot3 of Wall due to settlement of soil
(Deflection due to wall bending not considered)
Soil Spring Reaction Modulus 250.0 pci
Horizontal Defl @ Top of Wall (approximate only) 0.076 in
The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe,
because the wall would then tend to rotate into the retained soil.
RetainPro (c) 1987-2017, Build 11.17.04.04
License: KW-06059957 Cantilevered Retaining Wall Code: IBC 2015ACI 318-14ACI 530-13
License To : CK Engineering LLC
�Criteria I I Soil Data
Retained Height 6.00 ft Allow Soil Bearing 1,500.0 psf
Wall height above soil 0.50 ft Equivalent Fluid Pressure Method
Active Heel Pressure 35.0 psf/ft
Slope Behind Wall 0.00
Height of Soil over Toe = 0.00 in
Passive Pressure
150.0 psf/ft
Water height over heel = 0.0 ft
Soil Density, Heel
110.00 pcf
Soil Density, Toe
0.00 pcf
FootingIlSoil Friction
0.300
Soil height to ignore
for passive pressure
12.00 in
[Adjacent Footing Load
Surcharge Loads
FLateral Load Applied to Stem
Surcharge Over Heel 0.0 psf
Lateral Load 7
0.0 #/ft
Adjacent Footing Load
0.0 lbs
NOT Used To Resist Sliding & Overturning
... Height to Top
0.00 ft
Footing Width
0.00 ft
Surcharge Over Toe 0.0
... Height to Bottom
0.00 ft
Eccentricity
0.00 in
NOT Used for Sliding & Overturning
Load Type =
Wind (W)
Wall to Ftg CL Dist
0.00 ft
Axial Load Applied to Stem
(Service Level)
Footing Type
Line Load
Base Above/Below Soil
Axial Dead Load 300.0 lbs
Wind on Exposed Stem =
0.0 psf
at Back of Wall
0.0 ft
Axial Live Load 100.0 lbs
(Service Level)
Poisson's Ratio
0.300
Axial Load Eccentricity 0.0 in
Stem Weight Seismic L22�� FI) / Wp Weight Multiplier 0.200 g Added seismic base force 91.0 lbs
� Design Summary
Wall Stability Ratios
Overturning 1.61 OK
Slab Resists All Sliding 1
Total Bearing Load 1,810 lbs
... resultant ecc. 7.66 in
Soil Pressure @ Toe
1,400 psf OK
Soil Pressure @ Heel
0 psf OK
Allowable
1,500 psf
Soil Pressure Less Than
Allowable
ACI Factored @Toe
1,960 psf
ACI Factored @ Heel
0 psf
Footing Shear @ Toe
20.6 psi OK
Footing Shear @ Heel
7.0 psi OK
Allowable
75.0 psi
Sliding CaIcs
Lateral Sliding Force 908.2 lbs
Vertical component of active lateral soil pressure IS
NOT considered in the calculation of soil bearing
Load Factors --
Building Code
Dead Load
Live Load
Earth, H
Wind, W
Seismic, E
IBC 2015,ACI
1.400
1.700
1.700
1.300
1.000
Stem construction
I
Design Height Above Ftc
ft=
Wall Material Above "Ht"
Design Method
Thickness
Rebar Size
Rebar Spacing
Rebar Placed at
Design Data
fb/FB + fa/Fa
Total Force @ Section
Service Level lbs
=
Strength Level lbs
=
Moment .... Actual
Service Level ft-# =
Strength Level ft-# =
Moment ..... Allowable
Service Level
Strength Level
Shear ..... Allowable
Anet (Masonry)
Rebar Depth 'd'
Masonry Data
fm
Fs
Solid Grouting
Modular Ratio'n'
Wall Weight
Short Term Factor
Equiv. Solid Thick.
Masonry Block Type
Masonry Design Method
Concrete Data
fc
Fy
Bottom
Stem OK
0.00
Concrete
LRFD
&00
# 4
12.00
Edge
0.702
1,201.0
2,564.5
3,655,6
psi =
psi = 16.0
psi = 75.0
in2 =
in= 6.25
psi =
psi =
psf 100.0
= Medium Weight
= ASD
psi = 2,500.0
psi = 40,000.0
RetainPro (c) 1987-2017, Build 11.17.04.04
License: KW-06059957 Cantilevered Retaining Wall Code: IBC 2015ACI 318-14,ACI 530-13
License To : CK Engineering LLC
Concrete Stem Rebar Area Details
Bottom Stem Vertical Reinforcing Horizontal Reinforcing
As (based on applied moment): 0.1441 in2/ft
(4/3) * As : 0. 1922 in2/ft Min Stem T&S Reinf Area 1.248 in2
200bd/fy: 200(12)(6.25)/40000: 0.375 in2/ft Min Stem T&S Reinf Area per ft of stem Height: 0.192 in2/ft
0.0018bh : 0.0018(12)(8): 0.1728 in2/ft Horizontal Reinforcing Options :
One layer of: Two layers of
Required Area 0.1922 in2/ft #4@ 12.50 in #4@ 25.00 in
Provided Area 0.2 in2/ft
#5@ 19.38 in #5@ 38.75 in
Maximum Area: 1.27 in2/ft
#6@ 27.50 in #6@ 55.00 in
Footing Dimensions & Strengths
Footing Design ResuLLJ
Toe Width 1.75 ft
M
Toe Heel
Heel Width 1.25
Factored Pressure 1,960 0 psf
Total Footing Width 3.00
Mu': Upward 2,324 1 ft-#
Footing Thickness 10.00 in
Mu': Downward 268 187 ft-#
Mu: Design 2,056 186 ft-#
Key Width 0.00 in
'in
Actual 1 -Way Shear 20.56 7.00 psi
Key Depth 0.00
Allow 1-Way Shear 75.00 75.00 psi
Key Distance from Toe 0.00 ft
Toe Reinforcing = # 4 @ 11.11 in
fc 2,500 psi Fy 40,000 psi'
Heel Reinforcing = # 4 @ 18.00 in
Footing Concrete Density 150.00 pcf
Key Reinforcing = None Specd
Min. As % 0.0018
Other Acceptable Sizes & Spacings
Cover @ Top 2.00 @ Btm.= 3.00 in
Toe: #4@ 11.11 in, #5@ 17.22 in, #6@ 24.44 in, #7@ 33.33 in, #8@ 43.89 in, #9@ 5
Heel: Not req'd: Mu < phi*5*lambda*sqrt(fc)*Sm
Key: No key defined
Min footing T&S reinf Area 0.65 M2
Min footing T&S reinf Area per foot 0.22 in2 A
If one layer of horizontal bars: If two layers of horizontal bars:
#4@ 11.11 in #4@ 22.22 in
#5@ 17.22 in #5@ 34.44 in
#6@ 24.44 in #6@ 48.89 in
Summary of Overturning & Resisting Forces & Moments
..... OVERTURNING
..... ..... RESISTING .....
Force Distance
Moment Force Distance Moment
Item lbs ft
ft-# lbs ft ft-#
Heel Active Pressure 817.2 2.28
1,861.3 Soil Over Heel 385.0 2.71 1,042.7
Surcharge over Heel
Sloped Soil Over Heel
Surcharge Over Toe
Surcharge Over Heel
Adjacent Footing Load
Adjacent Footing Load =
Added Lateral Load
Axial Dead Load on Stem = 300.0 2.08 625.0
Load @ Stem Above Soil
Axial Live Load on Stem = 100.0 2.08 208.3
Soil Over Toe
Seismic Stem Self Wt 91.0 4.08
371.6 Surcharge Over Toe
Total 908.2 O.T.M.
2,232.9 Stem Weight(s) 650.0 2.08 1,354.2
Earth @ Stem Transitions=
Footing Weighl 375�O 1.50 562.5
Resisting/Overtunning Ratio
1.61 Key Weight
Vertical Loads used for Soil Pressure 1,810.0 lbs Vert. Component
Total 1,710.0 lbs R.M.= 3,584.4
If seismic is included, the OTM and sliding ratios
Axial live load NOT included in total displayed, or used for overturning
be 1.1 per section 1807.2.3 of IBC 2009 or IBC 201
resistance, but is included for soil pressure calculation.
Vertical component of active lateral soil pressure IS NOT considered in
the calculation of Sliding Resistance.
Vertical component of active lateral soil pressure IS NOT considered in
the calculation of Overturning Resistance.
RetainPro(c)1987-2017, Build 11.17.04.04
License: KW-06059957 Cantilevered Retaining Wall Code: IBC 2015ACI 318-14,ACI 530-13
License To : CK Engineering LLC
FL-1 I t
horizontal Deflection at ToI2 of Wall due to settlement of soil
(Deflection due to wall bending not considered)
Soil Spring Reaction Modulus 250.0 pci
Horizontal DO @ Top of Wall (approximate only) 0.084 in
The above calculation is not valid if the heel soil bearino oressure exceeds that of the toe,
because the wall would then tend to rotate into the retained soil.
RetainPro(c)1987-2016, Build 11.16.07.16
License : KW-0605 957
License To : CK Engineering LLC
Cantilevered Retaining Wall Code: IBC 20115ACI 318-114ACI 530-13
1�r!lteria
[soil Data
-
Retained Height
8.00 ft
Allow Soil Bearing 1,500.0 psf
WWI
Wall height above soil
0.50 ft
Equivalent Fluid Pressure Method
Active Heel Pressure 35.0 psf/ft
Slope Behind Wall
0.00
Height of Soil over Toe
0.00 in
Passive Pressure 150.0 psf/ft
Water height over heel
0.0 ft
Soil Density, Heel 110. 00 pcf
Surcharge Loads
Surcharge Over Heel 0.0 psf
NOT Used To Resist Sliding & Overturning
Surcharge Over Toe 0.0
NOT Used for Sliding & Overturning
Axial Load Applied to St
Axial Dead Load 300.0 lbs
Axial Live Load 100.0 lbs
Axial Load Eccentricity 0.0 in
Stem Weight Seismic Load
Design Summary
Wall Stability Ratios
Overturning 1.79 OK
Slab Resists All Sliding !
Total Bearing Load 2,935 lbs
... resultant ecc. 9.55 in
Soil Pressure @ Toe
1,346 psf OK
Soil Pressure @ Heel
0 psf OK
Allowable
1,500 psf
Soil Pressure Less Than Allowable
ACI Factored @ Toe
1,884 psf
ACI Factored @ Heel
0 psf
Footing Shear @ Toe
21.2 psi OK
Footing Shear @ Heel
11.0 psi OK
Allowable
75.0 psi
Sliding CaIcs;
Lateral Sliding Force 1,562.9 lbs
Soil Density, Toe 0.00 pcf
FootingIlSoil Friction 0.300
Soil height to ignore
for passive pressure 12.00 in
Lateral Load Applied to S
Lateral Load
0.0 #/ft
... Height to Top
0.00 ft
... Height to Bottom
0.00 ft
Load Type =
Wind (W)
(Service Level)
Wind on Exposed Stem =
0.0 psf
(Service Level)
Adjacent Footing Load
Adjacent Footing Load
0.0 lbs
Footing Width
0.00 ft
Eccentricity
0.00 in
Wall to Ftg CIL Dist
0.00 ft
Footing Type
Line Load
Base Above/Below Soil
at Back of Wall
0.0 ft
Poisson's Ratio
0.300
Fp I W P Weight Multiplier = 0.200 g Added seismic base force 119.0 lbs
Vertical component of active lateral soil pressure IS
NOT considered in the calculation of soil bearing
Load Factors -
Building Code
Dead Load
Live Load
Earth, H
Wind, W
Seismic, E
IBC 2015,ACI
1.400
1.700
1.700
1.300
1.000
Stem Construction
Ji
Design Height Above Ftc
ft
Wall Material Above "Ht"
Design Method
Thickness
Rebar Size
Rebar Spacing
Rebar Placed at
Design Data
fb/FB + fa/Fa
Total Force @ Section
Service Level
lbs
Strength Level
lbs
Moment .... Actual
Service Level
ft-#
Strength Level
ft-#
Moment.. ... Allowable
Service Level
Strength Level
Shear ..... Allowable
Anet (Masonry)
Rebar Depth 'd'
Masonry Data
fm
Fs
Solid Grouting
Modular Ratio'n'
Wall Weight
Short Term Factor
Equiv. Solid Thick.
Masonry Block Type
Masonry Design Method
Concrete Data
fc
Fy
Bottom
Stem OK
0.00
Concrete
LRFD
8.00
# 5
14.00
Edge
0.826
2,074.0
5,799.8
7,023.6
psi =
psi = 27.9
psi = 75.0
in2 =
in= 6.19
psi =
psi =
psf 100.0
= Medium Weight
= ASD
psi = 2,500.0
psi= 60,000.0
RetainPro (c) 1987-2016, Build 11.16.07.15
License: KW-06059957 Cantilevered Retaining Wall Code: IBC 2015ACI 318-14,ACI 530-13
License To : CK Engineering LLC
Concrete Stem Rebar Area Details
Bottom Stem
Vertical Reinforcing
Horizontal Reinforcing
As (based on applied moment):
0.2196 in2/ft
(4/3) * As :
0.2928 in2/ft
Min Stem T&S Reinf Area 1.632 in2
200bd/fy 200(12)(6.1875)/60000
0.2475 in2/ft
Min Stem T&S Reinf Area per ft of stem Height: 0.192 in2/ft
0.0018bh 0.0018(12)(8):
0.1728 in2/ft
Horizontal Reinforcing Options :
One layer of: Two layers of
Required Area
0.2475 in2/ft
#4@ 12.50 in #4@ 25.00 in
Provided Area
0.2657 in2/ft
#5@ 19.38 in #5@ 38.75 in
Maximum Area:
0.8382 in2/ft
#6@ 27.50 in #6@ 55.00 in
Footing Dimensions & Strengths
Toe Width
2.75 ft
Heel Width
1.75
Total Footing Width
4�50
Footing Thickness
13.00 in
Key Width 0.00 in
Key Depth 0.00 'in
Key Distance from Toe 0.00 ft
fc = 2,500 psi Fy = 60,000 psi
Footing Concrete Density 150. 00 pcf
Min. As % 0.0018
Cover @ Top 2.00 @ Btm.= 3.00 in
Footing Design Resu�
Toe
Heel
Factored Pressure
1,884
0 psf
Mu': Upward
5,626
61 ft-#
Mu': Downward
860
856 ft-#
Mu: Design
4,766
796 ft-#
Actual I -Way Shear
21.19
11.02 psi
Allow I -Way Shear
75.00
75.00 psi
Toe Reinforcing
= # 5 @ 13.25 in
Heel Reinforcing
= # 4 @ 18.00 in
Key Reinforcing
= None Spec'd
Other Acceptable Sizes & Spacings
Toe: #4@ 8.55 in, #5@ 13.25 in, #6@ 18.80 in, #7@ 25.64 in, #8@ 33.76 in, #9@ 42
Heel: Not req'd: Mu < phi*5*lambda*sqrt(fc)*Sm
Key: No key defined
Min footing T&S reinf Area 1.26 in2
Min footing T&S reinf Area per foot 0.28 in2 /ft
If one layer of horizontal bars: If two layers of horizontal bars:
#4@ 8.55 in #4@ 17.09 in
#5@ 13.25 in #5@ 26.50 in
#6@ 18.80 in #6@ 37.61 in
Summa of Overturning & Resisting Forces & Moments
..... OVERTURNING ... ..... RESISTING .....
Force Distance 'Moment Force Distance Moment
Item lbs ft ft-# lbs ft ft-#
Heel Active Pressure
Surcharge over Heel
Surcharge Over Toe
Adjacent Footing Load
Added Lateral Load
Load @ Stem Above Soil
Seismic Stem Self Wt
1,443.9
119.0
3.03
5.33
4,371.7
634.7
Total 1,562.9 O.T.M. 5,006.4
Resisting/Overturning Ratio 1.79
Vertical Loads used for Soil Pressure 2.934.6 lbs
If seismic is included, the OTM and sliding ratios
be 1.1 per section 1807.2.3 of IBC 2009 or IBC 201
Vertical component of active lateral soil pressure IS NOT considered in
the calculation of Sliding Resistance.
Vertical component of active lateral soil pressure IS NOT considered in
the calculation of Overturning Resistance.
Soil Over Heel
953.3
3.96
3,773.6
Sloped Soil Over Heel
Surcharge Over Heel
Adjacent Footing Load =
Axial Dead Load on Stem =
300.0
3.08
925.0
• Axial Live Load on Stem =
100.0
3.08
308.3
Soil Over Toe
Surcharge Over Toe
Stem Weight(s)
850.0
3.08
2,620.8
Earth @ Stem Transitions=
Footing Weighl
731.3
2.25
1,645.3
Key Weight
Vert. Component
Total
2,834.6 lbs
R.M.=
8,964.8
• Axial live load NOT included in
total displayed
or used for overturning
resistance, but is included for soil pressure calculation.
RetainPro (c) 1987-2016, Build 11.16.07.15
License : KW-06059957 Cantilevered Retaining Wall Code: IBC 20115ACI 318-14,ACI 530-13
License To: CK Engineering LLC
Tilt
Horizontal Deflection at Top of Wall due to settlement of soil
(Deflection due to wall bending not considered)
Soil Spring Reaction Modulus 250.0 pci
Horizontal Defl @ Top of Wall (approximate only) 0.071 in
The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe,
because the wall would then tend to rotate into the retained soil.
Window, Skylight and Door Schedule
Project Information
Fabregas Residence
15931 72nd Ave W.
Edmonds, WA 98026
Ref. U-factor
Exempt Swinging Door (24 sq. ft. max.)
Exempt Glazed Fenestration (15 sq. ft. max.)
Vertical Fenestration (Windows and doors)
Component
Descrintion Ref- U-far-tor
Bed 2 Window
6040
0.30
Powder Room
3036
0.30
Laundry
3036
0.30
Entry Door
3068
0.30
Entry Sidelights
1268
10.30
Kitchen Windows
4036
0.30
Nook Windows
2650
0.30
Nook Slider
50610
0.30
Office/Bed Window
4040
0.30
Mud Room Door
50610
0.30
Rec Room Window
8040
10.30
Rec Room Door
3068
0.30
Rec Room Window
5036
0.30
Gym Window
6040
0.30
Bath Window
4016
0.30
oc! 6 17
BlUlf-U.'-, jEPART*,� -�.r r
C: T Y E C �'.; 0 N, 6 S-
Contact Information
Home Desings Northwest
Chris Leonard - (425) 402-6053
chris@homedesingsnw.com
Width Height
Qt. Feet 1,,h Feet lr":h
Width Height
Qt. Feet Inch Feet Inch
=MEMO
EIMEMO
=MEMO
EIMEMO
=MEMO
=MEMO
MMEME
MMEME
EIMEMO
MMEME
MMEME
=MEMO
=MEMO
MMEME
EIMEMO
MMEME
MMEME
MMEME
MMEME
MMEME
MMEME
MMEME
MMEME
IEMEMO
MMEME
MMEME
MMEME
MMEME
MMEME
MMEME
MMEME
ININEENE
MMEME
IEMEMO
MMEME
Area UA
Area UA
owe =
Overhead Glazing (Skylights)
Component
Sum of Vertical Fenestration Area and UA
Vertical Fenestration Area Weighted U = UAIArea
Net. u-tacior
Width Height
Qt. Feet "'� Feet Inrh
Sum of Overhead Glazing Area and UA
Overhead Glazing Area Weighted U = UAIArea
Total Sum of Fenestration Area and UA (for heating system sizing calculations)
MEIM111
MOU
One
1 329.91 98.97
1 0.30
Area UA
1 329.91 9
Simple Heating System Size: Washington State
This heating system sizing calculator is based on the Prescriptive Requirements of the 2015 Washington State Energy Code (WSEC) and ACCA Manuals
J and S. This calculator will calculate heating loads only. ACCA procedures for sizing cooling systems should be used to determine cooling loads.
The glazing (window) and door portion of this calculator assumes the installed glazing and door products have an area weighted average U-factor of 0.30.
The incorporated insulation requirements are the minimum prescriptive amounts specified by the 2015 WSEC.
Please fill out all of the green drop -downs and boxes that are applicable to your project. As you make selections in the drop -downs for each section, some
values will be calculated for you. If you do not see the selection you need in the drop -down options, please call the WSU Energy Extension Program at
(360) 956-2042 for assistance.
Project Intonnation
Contact Information
lFabregas Residence
Home Designs Northwest
115931 72nd Ave W.
Chris Leonard - (425) 402-6053
lEdmonds, WA 98026
ichris@homedesignsnw.com
Heating System Type: @ All Other Systems 0 Heat Pump
To see detailed instructions lbr each section, place your cursor on the word "Instructions".
Design Temnerature
Instructions Design Temperature Difference (AT)
L Edmonds LJ AT= Indoor (70 degmes) - OutdoorDesign Temp,
Area of Building
Conditioned Floor Area
Instructions Conditioned Floor Area (sq ft)
1 1.3751
Average Ceiling Height
Conditioned Volume
Instructions Average Ceiling Height (ft)
11,138
Glazing and Doors
U-Factor
X Area
UA
Instructions
0.30
330
99.00
Skylights
U-Factor
X Area
UA
Instructions
0.50
Insulation
Attic
U-Factor
X Area
UA
Instructions R-49
0.026
r 147
3.82
Single Rafter or Joist Vaulted Ceilings
LI-Factor
X Area
UA
Instructions No Vautted Ceilings in this project
Above Grade Walls (see Figure 1)
U-Factor
X Area
UA
Instructions L-T2 intermediate
A
0.056
1,406
78.74
Floors
U-Factor
X Area
UA
Instructions
N
0.029
11.54
R 30
Below Grade Walls (see Figure i)
U-Factor
X Area
UA
Instructions L R-21 —in,..r
0.042
15.25
Slab Below Grade (see Figure 1)
F-Factor
X Length
LIA
Instructions
6 No Slab �Bd— Grade in this project.
Slab on Grade (see Figure 1)
F-Factor
X Length
UA
Instructions
L4 -to 1.0%X.-ulamd
MW
0.360
53.28
Location of Ducts
Instructions
Duct Leakage Coefficient
1.00
Sum of UA
261.63
Figure 1.
Above Grade
46
Envelope Heat Load
12,035 Btu/ Hour
SumofLAXAT
Air Leakage Heat Load
5,533 Btu/ Hour
VolumeX 0.6XATX.018
Building Design Heat Load
17,568 Btu/ Hour
Air Leakage + Envelope Heat Loss
Building and Duct Heat Load
17,568 Btu/ Hour
Ducts in unconditioned space: Sum of Building Heat Loss X 1. 10
Ducts in conditioned space: Sum otBuilding Heat Loss X I
Maximum Heat Equipment Output
24,595 Btu/ Hour
Building and Duct Heat Loss X 1.40 for Forced Air Furnace
Building and Duct Heat Loss X 1.25 for Heat Pump
(07101113)
Prescriptive Energy Code Compliance for All Climate Zones in Washington
Project Information Contact Information
Fabregas Residence Home Desings Northwest
15931 72nd Ave W. Chris Leonard - (425) 402-6053
Edmonds, WA 98026 chris@homedesingsnw.com
This project will use the requirements of the Prescriptive Path below and incorporate the
the minimum values listed. In addition, based on the size of the structure, the appropriate
number of additional credits are checked as chosen by the permit applicant.
Authorized Representative
All Climate Zones
R-Value a
U-Factor a
Fenestration U-Factor�
n/a
0.30
Skylight Ll-Factor
n/a
0.50
Glazed Fenestration SHG Cb�,
n/a
n/a
Ceilingk
4V
0.026
Wood Frame Wallg7n
21 int
0.056
Mass Wall R-Valuel
21/2 1 h
0.056
Floor
309
0.029
Below Grade Walfrn
10/15/21 i nt + TB
0.042
Slab' R-Value & Depth
10, 2 It
n/a
*Table R402.1.1 and Table R402.1.3 Footnotes included on Page 2.
Date
Each dwelling unit in a residential buildinq shall comply with sufficient options from Table R406.2 so as to achieve
the following minimum number of credits:
1. Small Dwelling Unit: 1.5 credits
Dwelling units less than 1500 square feet in conditioned floor area with less than 300 square feet of fenestration
area. Additions to existing building that are greater than 500 square feet of heated floor area but less than 1500
square feet.
L2. Medium Dwelling Unit: 3.5 credits
All dwelling units that are not included in #1 or #3. Exception: Dwelling units serving R-2 occupancies shall
require 2.5 credits.
[-]3. Large Dwelling Unit: 4.5 credits
Dwelling units exceeding 5000 square feet of conditioned floor area.
4. Additions less than 500 square feet: .5 credits
Table R406.2 Summary
Option Description
Credit(s)
la
Efficient Building Envelope la
0.5
lb
Efficient Building Envelope lb
1.0
Ic
Efficient Building Envelope le
2.0
Id
Efficient Building Envelope ld
0.5
2a
Air Leakage Control and Efficient Ventilation 2a
0.5
2b
Air Leakage Control and Efficient Ventilation 2b
1.0
2c
Air Leakage Control and Efficient Ventilation 2c
1.5
3a
High Efficiency HVAC 3a
1.0
3b
High Efficiency HVAC 3b
1.0
3c
High Efficiency HVAC 3c
1.5
3d
High Efficiency HVAC 3d
1.0
4
High Efficiency HVAC Distribution System
1.0
5a
Efficient Water Heating 5a
0.5
5b
Efficient Water Heating 5b
1.0
5c
Efficient Water Heating 5c
1.5
5d
Efficient Water Heating 5d
0.5
6
Renewable ElectrTc Energy
0.5
Total Credits
*Please refer to Table R406.2 for complete option descriptions
0
F-1
0
Ll
F-1 1.0
F1
F]
F-1
21 1.0
1.5
Ll
*1200 kwh 0.0
3.50
Table R402.1.1 Footnotes
For SI: 1 foot .= 304.8 mm, ci .= continuous insulation, int .= intermediate framing.
a R-values are minimums. U-factors and SHGC are maximums. When insulation is installed in a cavity which is
less than the label or design thickness of the insulation, the compressed R-value of the insulation from
Appendix Table A101.4 shall not be less than the R-value specified in the table.
b The fenestration U-factor column excludes skylights. The SHGC column applies to all glazed fenestration.
c "10/15/21.+TB" means R-10 continuous insulation on the exterior of the wall, or R-15 on the continuous
insulation on the interior of the wall, or R-21 cavity insulation plus a thermal break between the slab and the
basement wall at the interior of the basement wall. "10/15/21.+TB" shall be permitted to be met with R-13
cavity insulation on the interior of the basement wall plus R-5 continuous insulation on the interior or exterior
of the wall. "10/13" means R-10 continuous insulation on the interior or exterior of the home or R-13 cavity
insulation at the interior of the basement wall. "TB" means thermal break between floor slab and basement
wall.
d R-10 continuous insulation is required under heated slab on grade floors. See R402.2.9.1.
e There are no SHGC requirements in the Marine Zone.
f Reserved.
g Reserved.
h Reserved.
The second R-value applies when more than half the insulation is on the interior of the mass wall.
Reserved.
k For single rafter- orjoist-vaulted ceilings, the insulation may be reduced to R-38.
I Reserved.
M Int. (intermediate framing) denotes standard framing 16 inches on center with headers insulated with a
minimum of R-10 insulation.
Nonfenestration U-factors shall be obtained from measurement, calculation or an approved source or as
in Section R402.1.3.
. . . . . . . ...
d'
A
'Y
4
Ju
1 114'
REVISED PLAN' PROVED,
D 0 WS
CITY OF EDINIONDS ING DIVISION;
Bu t
I
JENAMI t
OATE
REVUS
JUL 2 7 2018
-Cyry,
Nowel-
FOAM H§t'LATfo 0MRS e�
WALL R-W ftr.0 As
UJALLS
�LL fo , u� , DAMN all" T6 ai�"tm U".
ALL TO wAR ON uNDtSjVRjWj� ab IL tIlK 190W Fiml-AF.
V2'
i.;mlp"
SOLID SL(XXM OVW &PF'6RT$.- j
mmAtioN s7m �?Rucnmm, jm'jak�m � em�
ALL I*" TO BE 46 MP. -2 WLEft*&VtW OTHE"OL
IL
AU WOW IN CONTA--T er P%jekoj ;W
/ pFa=
ALL rsTAL 664,Earo" iN CoWA& -saum
TO BE -Z-MAX' CORROWE RESISTANT MATERIAL OK'BOUL
UMTTEN D"kNSIONS, SMALL kwr O"ER 61:44LW
CONTRACTORS SHALL YMPIFY AM 06 RaepoNsrmm ",4LL
E)IMJNSIONS AND CONDITIONS ON TNJ� JOB Ako'T�e
ARrWlECT4:-E6rGN5R SMALL ar *11loRmc> o: AAyV
THE DMEWONS AND CCNDrriCNS SM�W
F"CR TO O"TRA-Z nm
A
WA,SHINTON 5TATE ENERG**� CODE / GENERAL NOTES
AFFLIC:45LE CODES
20 5 INTIESNATIONAL BUILDING CODE (18C)
20ir, NTIERNATIONAL EXISTING IBUILDIW. WIDE OEBC)
2015 INTEWAT ONAL RESIDENTIAL CODE (IRC)
20IS INTIERNAT ON L FIFM CODE CIFC)
INTERNATIONA
2015 AL MEC44AN CAL CODE (IMC)
IC
INTr
20IS =I;NATIONAL FUEL GAS CODE (IF&C-)
2015 UNIFOF;jj PL
-ODE (UPr
r
LMDIW
2015 ICC ENERGY CONOE VATION CODE WITH STATE AMENDMENTS
R
r
=NERGY CODE
TABLE R402J.1
INSULATION AND FENESTRATION REQUIREMENTS BY compoNrNT'
CLIMATE ZONE
r AND MARINE 4
FENESTRATION U'FACT".
030
SKYLIGHT b U�FACTOR
ODO
GLAZED FENESTRATION SHGC
NR
CEILING R-VALUE'
4t
WOOD FRAME WALLR-VA_UE
21 INT
MASS WALL R-VALUIE'
21/21
1 ELOOR R-VALUE
30
BELOW-GRADIE " WALL R-VALUr
0/15121 INT - T5
I SLA5- R-VALUE 4 DEPTW
10, , FT
FOR 61; 1 FOOT. = 304.&MM, rl. - CONTINUOUS INSULATION, INT. - INTER-EDIATIE FRAMING.
R-VAI_UES ARIE MINIMUMS. U-FACTORS AND SHGC ARE MAXIMUMS. WHEN INSULATION IS INSTALLED IN A CAVITY WHICH
15 LESS T14AN T14E LABEL OR DESIGN THICICNESS Or THE INSULATION, THE COMPRESSED R-VALUE OF THE INSULATION FROM
APPENDIX TABLE AIOIA $WALL NOT BE LESS THAN THE R-vA_UE SPECIFIED IN THE TABLE.
THE FENESTRATION U-rACTOR COLUMN EXCLUDES SKYLIGHTS. THE SWGc COLUI-N A7PLIES,TO ALL GLAZED FENESTRATION.
110/15/21, - TB` MEANS R-10 CONTINUOUS INSULATION ON THE EXTERIOR OF THE WALL, OR R-15 ON T14E CONTINUOUS
NSULATION ON THE INTERIOR OF THE WALL, OR R-21 CAVITY INSULATION PLUS A:TWEWA_ BREAK BETWEEN THE SLAB AND
THE BASEMENT WALL AT THE INTERIOR Or THE 15ASEMENT WALL. '10/15/21. . TIS" SHALL BE PERMITTED TO ISE MET WITH
R-13 CAVITY INSULATION AT THE INTERIOR Or THE BASEMENT WALL PLUS R-r CONTINUOUS INSULATION ON THE INTERIOR
OR EXTERIOR OF THE WALL. `I -AV. MEANS R-10 0:NTINUOUS, INSULATION ON THE INTERIOR OR EXTERIOR OF THE HOME
OR R-13 CAVITY INSULATION AT THE INTERIOR Or THE EASEMENT WAL.L.'75" MEANS THERMAL BREAK mTwrrN FLOOR
SLAB AND BASEMENT WALL.
- THERE ARE NO SWGC REQUIREMENTS IN THE MARINE ZONE
Z AT ALL INTERCONNECTIONS BETWEEN CONCEALED VERTICAL. AND HORIZONTAL SPACES SUC44 AS OOCUR AT sopplTS, DROPPED
CEILINGS AND COVE CrILING-tS.
3. IN CONCEALED SPACES BETWEEN STAIR STRINGERS AT THE TOP AND 150TTOM OF T14E RlR ENCLOSED SPACES ONDER STAIRS
$HALL COMPLY WITW P3021
4. AT 01-ENIW-8 AROUND VENTS, PIMS, DUCTS CABLES AND WIRES AT CEILING AND FLOOR LEVEL, WIT14 AN APPROVED MATERIAL
TO RESIST THE FREE PASSAGE Or FLAME AND PRODUCTS or 00MBUSTION. THE MATERIAL FILLING THIS ANNULAR SPACE SHALL
NOT BE REQUIRED TO MEET THE ASTM E 136 REQUIREMENTS.
r
FOR THE
= FII;M5LOCKING Or CHIMNEYS AND FIREPLACES, SEE SECTIONS R1003.1a
�FIRE -GUIRED AT T14E LINE OF DWELLING UNIT SEPARATION.
OF A TWO FAMILY DWELLING 16 M
IALS
EXCEPT AS PROVIDED IN SECTION R30211, ITEM 4, FIREBLOCKING SHALL CONSIST Or T14E FOLLOWIW. MATERIALS,
1. TWO-INCH (51-) NOMINAL LLM5ER
2, TWO THICIINIESSES Or I-INC44 (2E,.4 -) NOMINAL LUMBER WIT14 BROKEN LAP JOINM
3. ONE THICKNESS Or 23/32 INCH (163-) WOOD STFJJCTURAL PANELS WITH JOINTS BACKED BY 23/32 INCH (183..) WOOD STRUCTURAL
PANELS-
4. ONE THICKNESS Or 3/4 INCH (B.I..) I-AFMCLEBOARD WITW JOINTS BACKED BY 3/4 NCI4 (131m) PARTICLEBOARD.
5. ONE-HALF-INC44 (12.1-) GYPSUM BOARD,
6. ONE-QUAIPTER-,NCH (6.4-) CEMENT-SASED MILLIBOARD.
1. BATTS OR BLANKETS Or M NIERAL WOOL OR GLASS FIBER OR OTHER APPROVED MATERIALS INSTALLED IN SUCH A MANNER AS
TO BE SECURELY RETAINED �N PLACE.
S. CELLULOSE INSULATION INSTALLED AS TESTED FOR THE SPECIFIC APPLICATIM
FPW2J2 DRAFTSTOPPING.
IN COMBUSTIBLE CONSTRUCTION UNERE T14ERE 15 USEABLE SPACE BOTH ABOVE AND BELOW T14E CONCEALED SPACE Or A
FLOORfCEILIWG ASSEMBLY, DRAFTSTOPS SHALL 13E INSTALL =D 60 THAT THE AREA Of: THE CONCEALED SPACE DOES NOT EXCEED
I
i,000 SQUARE FEET DRAFTSTOPPING SHALL DIVIDE THE CONCEALED SPACE INTO APPROXIMATELY EQUAL AREAS. WHERE
THE ASSEMBLY 16 ENCLOSED BY A FLOOR MEMBRANE ABOVE AND A CEILING. MEMBRANE BELOW, DRAFTSTOPPING SHALL BE
PROVIDED IN FLOOR/CEILIW. ASSEMBLIES UNDER THE FOLLOWING CIRCUMSTANCES.
1. CEILING 16 SUSPENDED UNDER THE FLOOR FRAMING,
2. FLOOR FRAMING 16 CONSTRUCT15D OF TRUSS -TYPE OPEN -WEB OR PERFORATED MEMBERS.
RESERVED
SAFETY GLAZING
RESERVED
RESERVED
9 2012 IRC. R306A
h
gr4 ft��
RESERVED
THE LOCATIONS SPECIFIED IN SECTIONS R300.4.1 THROUGH 305.4,71 $HALL BE CONSIDERED SPECIFIC HAZARDOUS LOCATIONS FOR
THE SECOND R-VALUE APPLIES WHEN MORE THAN HALF OF THE INSULATION 16 ON THE INTERIOR OF T14E MASS WALL.
THE PURPOSES OF: GLAZING.
RESERVED
R308-4.1 GL IW. IN DOORS
GLAZING IN ALL FIXED AND OPER41BLE PANELS OF SWIW�ING, SLIDING AND BIFOLD DOORS SHALL BE OONSIDEFED A HAZARDOUS
FOR SINGLE-RAFTIER OR JOIST -VAULTED CEILINGS, THE INSULATION MAY 15E REDUCED TO R-38.
LOCATION.
RESERVED
EXCEPTIONS;
1. GLAZED OMNINGS OF A SIZE THROUGH WHICH A 3 INC14 DIAMETER (16-) SPHERE IS UNABLE TO PASS.
INT. (INTERMEDIATE FRAMING) DENOTES STANDARD FRAMING 16 INC14ES ON CENTER WITW HEADERS INSULATED WIT" A
MINIMUM Or R-10 INSULATION.
2. DECORATIVE GLAZING,
LOG AND SOLID TIMBER WALL$ WITH A MINIMUl AVERAGE TWICKNES$ OF 3.1, INCHES ARE EXEMPT FROM THIS INSULATION
R30SAI GLAZING ADJACENT TO DOOR$
REQUIREMENT.
GL AZ W. IN A14 INDIV DUAL FIXED OR OPERABLE PANEL ADJACENT TO A DOOR WHERE THE NEAREST VERTfCAL EDGE OF: THE
t
124
GLA= 15 WIT14IN A INCH (610-) ARC OF EITHER VERTICAL EDGE OF THE DOOR IN A CLOSED POSITION AND WHM;M THE
BOTTOM rXPOSE0 EDGE OF T14E GLAZING 15 LESS T14AN 60 INCHES (1524-) ABOVE THE FLOOR OR WALKING SURFACE SHALL
TABLE R402.13
r -TOF&
zQJIVALFNT U-rA/-
BE CONSIDERED A 14AZARDOJS LOCATION.
CLIMATE ZONE
5 AND MARINE 4
FENESTRATION U-PACTOR
030
SKYLIGHT U-PACTOR
0.50
GLAZED FENESTRATION 5 3C
NR
CEILING R-VALUIE
4S
WOOD FRAME WALL R-VALUE
211
MASS WALL R-VALUE
21/21"
L �R UE
30
1 BLOW= WALL R-
I SLAB R-VALUE 4 DEPTH
10,2
1EXCEPTIONS:
1. DECORATIVE GLAZIP4G
2. WHEN THERE 18 AN INTERVENING WALL OR OTHER PERMANENT 15ARRIER BETWEEN THE DOOR AND THE GLAZW.-
3. GLAZING ON WALLS ON THE LATCH SIDE OF AND PERPENDICULAR TO THE PLANE bF THE DOOR IN A CLOSED POSITION.
4. WHERE ACCESS THROUGH THE DOOR 16 TO A CLOSET OR A STOP -AGE AMA 3 FEET (SI4-) OR LESS IN DEPTH.
GLAZING IN T1415 APPLICATION SWALL COMPLY WITH SECTION R308A.3.
5. GLAZING THAT 15 ADJACENT TO THE FIXED PANEL Or PATIO DOORS.
R308.43 GLAZ IN WINDOWS
GLAZING IN AN INDIVIDUAL FIXED OR Of-ER45LE PANEL THAT MEET$ ALL OF THE FOLLOWING CONDITIONS SHALL BE CONSIDERED
N STRATION U-FACTORS SHALL BE 05TAINED FROM MEASUREMENT, CALCULATION OR AN APPROVED SOURCE OR AS
A WAZARD� L ATION:
SPECIFIED IN SECTION R402.13.
I. THE EXPOSED AREA OF AN INDIVIDUAL PANE 15 LARGER THAN S SQUARE FEET (OM.
RESIS"C)
RESERVED
2. T14E BOTTOM EDGE Or THE GLAZING 15 LESS THAN 19 INCHES (45'1-) ABOVE THE FLOOR
3. THE TOP EDGE 01- THE GLAZING 15 MORE THAN 39, INCHES (SI4-) ABOVE THE FLOOR AND
4. ONE OR MORE WALKING SURFACES ARE WITHIN 36 INCHES (514--), MEASURED HORIZONTALLY AND IN A STRAIGHT LINE, OF THE
FIRE SEPARATION
cd-AZING.
EXCEPTION&
IIA=IEI LINGIGARAGE QMIWlr
L DECORATIVE GLAZING
0 AND PENETRATIONS THROL43H THE WALLS OR CEILINGS SEPARATING THE DWELLING FROM THE GARAGE SHALL BE IN
ACCORDANCE WITH SECTIONS R302.5.1 T14ROUGH R302.r,3.
2. WHEN A HORIZONTAL RWL 16 INSTALLED ON THE ACCESSIBLE SIDE(5) Or THE GLAZING 34 TO 39 INCHES C864 TO S&&.m) ABOVE
R3025J OPENING PROTECTION
THE WALKING SURFACE. THE MAIL $14ALL ME CAPABLE Or WITHSTANDING. A HORIZONTAL LOAD OF 50 POUNDS MR LINEAR FOOT
OPENINGS FROM A PRIVATE GAP -AGE DIRECTLY INTO A ROOM USED FOR SLEEPING PURPOSES S14ALL NOT BE PERMITTED. OTHER
WITHOUT CONTACTING, THE GLASS AND BE A MINIMUM OF 1 1/2 INCHES (38mm) IN CROSS -SECTIONAL I -EIGHT.
OPEN N36 BETWEEN THE GARAGE AND RESIDENCE SHALL BE EQUIP -FED WITH SOLID WOOD DOORS NOT LESS THAT 1 3/8 INCHES
3. OUTBOARD PANELS IN INSULATING GLASS UNITS AND OTHER MULTIPLE GLAZED PANIELS WHEN THE BOTTOM EDGE OF THE GLASS
(3511-) IN THICKNESS, SOLID OR HONEYCOM15-CORE STEEL DOORS NOT LESS THAN 1 3/0 INCHES (35.m) TWISCJ, OR 20-MINUTIE FIRE-RATrP
16 25 FEET (1620-) OR MORE ABOVE GRADE, A ROOr, WALKING SURFACE OR OTHER HORIZONTAL SURFACE ADJACENT TO THE
Eau WITH A SELF CLOSING DEVICE.
DOORS, IPPED
CLASS EXTERIOR
R302,5�' DUCT PENETRATION
DUCTS IN THE GARAGE AND DUCTS MNETRATING THE WALLS OR CEILINGS SEPARATING THE DWELLING FROM THE GARAGE SHALL 5rz
S08.4.4 GLAZING IN GUARDS AND RAILINGS
IQ.
CONSTRUCTED OF A MINIMUM NO. 26 GAGE (0.48..) SWEET STEEL OR OTHER APPROVED MATERIAL AND SHALL HAVE NO OPENINGS
T
GLAZING IN GUARDS AND RAIL X , INCLUDING STRUCTURAL 5ALUSTER PANELS AND NONSTRUCTURAL IN -FILL PANELS, REGARDLESS
INTO THE GARAGE.
Or AREA OR WEIGHT ABOVE A WALKING SURFACE $14ALL BE CONSIDERED A HAZARDOUS LOCATIOK
R302.53 OTHER PENETRATIONS
R306AD GLAZING AND WET SURFACES
MNIETRATI�NS,TWP THE,,,65PARATION REQUIRED IN SECTION R302.6 &WALL BE PROTECTED AS REQUIRED BY SECTION P302.11, ITEM 4
GLAZING IN WALL% ENCLOSURES OR FENCES CONTAINING OR FACING 440T TUBS, SPAS, WHIRLPOOL$, SAUNAS, STEAM ROOM$, BATHTUBS,
= E
A r
:LL a G=
SHOWIERS AND INDOOR OR OUTDOOR SWIMMING POOL$ WHERE THE 50TTOM EXPOSED EDGE OF THE GLAZING IS LESS THAN C.0 INC14ES
THE GARAGE SHALL BE SEPARATED AS REQUIRED BY TA15LE R302,6. OPENINGS IN GARAGE WALL$ $14ALL COMPLY WITH SECTION R3025.
(524m) MEASURED VERTICALLY ABOVE ANY STANDING OR WALKING SURFACE SHALL BE CONSIDEfl-D A HAZARDOUS LOCATIONt
THIS PR%19I(UX4gV NOT APPLY TO GARAGE WALLS THAT ARE PERPENDICULAR TO THE ADJACENT DWELLING UNIT WALL.
THIS SHALL APPLY TO ALL SINGLE GLAZING AND ALL PANES IN MULTIPLE GLAZING,
0 IR T.
TABLE R302.6
EXCIEPTION�
DWELLING/GARAGE SEPARATION
GLAZING THAT 15 MORE T14AN &0 INCHES (1524-), MEASURED HORIZONTALLY AND IN A STRAIGHT LINE. FROM THE WATERS EDGE Or
SEPARATION
MATERIAL
FROM THE RESIDENCE AND ATTICS
NOT LESS THAN 1/2 INCH GYPSUM 50AIRP
OR EQUIVALENT APPLIIED TO THE GARAGE SIDE
NOT LESS T14AN S/S INC44 TYPE X GYPSUM 50AFZD
FROM ALL HABITABLE ROOMS A50VE T14E GARAGE
EQQUIVAL
STRUCTURES SUPPORTING. FLOOR/CEILII-r. ASSEMBLIES
-OR
NOT LESS T14AN 1/2 INC44 GYPSUM BOARD
USED FOR SEPARATION REQUIRED BY THIS SECTION
OR EQUIVALENT
GARAGES LOCATED LESS THAN 3 FEET FROM A
NOT,LESS THAN 1/211NCW GYPSUM BOARD OR
DWELLING UNIT ON THE SAME LOT
:QU VALIENT APPL ED TOTHE INTERIOR SIDE OF
r
r E WITHIN THIS AREA
=XTERIOR WALLS TWAT ARE
A BATHTUB, NOT TUB, _-PA, WHIRLPOOL, OR SWIMMING POOL
MoelAk GLAZING ADJACENT TO STAIRS AND RAMPS
C
�LA ' WHERE THE BOTTOM EXPOSED EDGE OF: THE GLAZING 16 LESS THAN 36 INCHES (SM-) A50VE THE PLANE Or THE ADJACENT
ZlW
WALKING SURFACE Or STAIRWAYS, LANDINGS BETWEEN FLIGHTS Or STAIRS AND REAMPS SHALL BE CONSIDERED A HAZARDOUS
LOCATION.
EXCEPTIONS
1. WHEN A RAIL 16 INSTALLED ON THE ACCE55113LIE SIDB(S) OF THE GLAZING 34 To 39 INC44ES (864 TO S&r-) A50VE T14E WALKING
SURFACE. THE RAIL SHALL BE CAPABLE OF WITHSTANDING A HORIZONTAL LOAD Or 50 POUNDS MR LINEAR FOar WITHOUT
CONTACTING THE GLASS AND BE A MINIMUM OF 1 1/2 INCHES (38.m) IN CROSS SECTIONAL HEIGHT.
R3021 UNDER -STAIR PROTECTION
2. GLAZING 36 INCHES (314m) OR MORE MEASURED HORIZONTALLY FROM THE WALKING SURFACE.
ENCLOSED ACCESSIBLE SPACE UNDER STAIRS 614ALL WAVE WALL$, UNDER -STAIR SURPcACE AND ANY SOFFITS PROTECTED ON THE
R308.4.1 GLAZING ADJACENT TO THE 50TTOM STAIR LANDING
ENCLOSED SIDE WITW 1/2 INCH (12.1m) GYPSUM BOARD.
GLAZING ADJACENT TO T14E LANDING AT THE BOTTOM OF A STAIRWAY WHERE THE GLAZING 15 LESS THAN -16 INC44ES (914-) ABOVE
lug -IREIRLOCKI
THE LANDING AND WITHIN 60 INC44ES (1524-) HORIZONTALLY OF: T14E 50TTOM TREAD 044ALL BE CONSIDE D A HAZARDOUS LOCATION.
N 54
5U5T[5LF CONSTRUCTION, FIRE5LOCKIW. SHALL BE PROVIDED TO CUT OFF ALL CONCEALED DRAFT OPENINGS (BOTH VERTICAL
EXCEPTION:
AND HORIZONTAL) AND TO FORM AN EFFECTIVE FIRE BARRIER BETWEEN STORIES, AND BETWEEN A TOP STORY AND ROOr SPACE.
THE GLAZING IS PROTECTED BY A GUARD COMPLYING WITH SECTION R312 AND THE PLANE OF THE GLASS 16 MORE THAN 18 INCHES (451-)
FIRE5LOCK[W. SHALL BE PROVIDED IN WOOD-FR4ME CONSTRUCTION IN THE FOLLOWING LOCATIONS1
FROM THE GUARD.
1. IN CONCEALED SPACES, Or STUD WALL$ AND PARTITIONS, INCLUDING FURRED SPACES AND PARALLEL ROWS OF STUDS OR STAGGERED
STUDS AS POLI-01115.
U VERTICALLY AT THE CEILING AND FLOOR LEVELS.
12 HORIZONTALLY AT INTERVALS NOT EXCEEDING 10 FEET (3048 MM
MECHANICAL VENTILATION
P303.5.1 INTAKE OMNIW_,S
MECHANICAL AND GRAVITY OUTDOOR AIR INTAKE OPENINGS SHALL BE LOCATED A MINIMUM OF 10 FIFIET (3048..) FROM
ANY HAZARDOUS OR NOXIOUS CONTAMINANT, WOW AS VENTS, CHIMNEYS, PLUMOIW� VENTS, STREETS, ALLEYS, PAWING, LOTS
AND LOADING DOCKS, EXCEPT AS OTHERWISE SPECIFIED IN THIS CODE. WHERE A SOURCE OF CONTAMINANT IS LOCATED
WITHIN 10 FEET (3048..) OF AN INTAKE OpENIt-4G, SUCH OPENINGS $14ALL BE LOCATED A MINIMUM or 3 FEET M4-) BELOW THE
CONTAMINANT SOU Z
R r
R303.52 EXHAUST OFENINGS
EX14ALIST AIR SHALL NOT BE DIRECTED ONTO WALKWAYS
M15MI GENERAL
W14EPM LOCAL EXWAJST OR U44CLE-HOUSE MECHANICAL VENTILATION 15 PROVIDED, THE EQUIPMENT WALL BE DESIGNED
IN ACCORDANCE WIT14 THIS SECTION
M15012 RECIRCULATION OF AIR.
EXHAUST AIR FROM 5ATWRCCMS AND TOILET ROOM SHALL NOT BE RECIRCULATED WITHIN A RESIDENCE OR To ANOTHER
DWIELLIWS UNIT AND SHALL BE EXHAUSTED DIRECTLY TO THE OUTDOORS, EXHAUST AIR FROM BATHROOMS AND TOILET
ROOM SHALL NOT DISCHAj;iIr.E INTO AN ATTIC, CRALUL SPACE OR OTHER AREAS INSIDE THE BUILDING,
M15013 U14OLE-WOUSE MECHANICAL. VENTIALTION
SEE BELOW
M1501.4 LOCAL EXHAUST RATES
LOCAL EXHAUST SYSTEMS $HALL BE DESIGNED To HAVE THE CAPACITY TO rXWAUST T14E MINIMUM AIR FLOW RATE DETERMINrD
IN ACCORDANCE WIT14 TABLE M1501A
TABLE M1501.4
MINIMUM REQUIRED LOCAL EXHAUST RATES FOR
ONE- AND TWO-FAMILY DWELLINGS
AREA To BE EXHAUSTED EXHAUST RATES ALL WORK SUBJECT
KITC44ENS 100 CrM INTERMITTENT OR TO FIELD
25 CHM CONTINUOUS INSPECTION FOR
CWANICAL rXWAUST CAPACITY
OF
54THROOMS-TOILET ROOMS ME 50 CRI INTERPlITTENT OR CODE COMPLIANCE
2 C
0 ., CONTINUOUS
WHOLE HOUSE VENTILATION
VENTILATI
TRATION RATE OF A DWELLING UNIT IS LESS T14AN 5 AIR CHANGES PER HOUR W14EN TESTED WITH A
15LOMR DOOR AT A PRESSURE Or 02 INCH WC (50 PA) IN ACCORDANCE WITH SECTION N1102.4.12, T14E DWELLING. U41T
SHALL BE PROVIDED WITH WHOLIE-HOUSIE MECHANICAL VENTILATION IN ACICORDANCE WITH SECTION M15013.
4,12) TEST[
THE BUILDING OR DWELLING UNIT SHALL BE TESTED AND VERIFIED AS HAVING AN AIR LEAKAGE RATE Or NOT EXCIEE INd.
OCINDUCTIE 6 PER HOUR IN ZONES I AND 2, AND 3 AIR CW44GES PER HOUR IN ZONED 3 THROUGW 8. TESTING $HALL "BE
zD WITH A 5LOWER DOOR PRESSURr OF 02 INCHES Wa. (50 PASCAL$). UJI-ERE REQUIRED BY THE BUILDING
OFFICIAL, TESTING SHALL ISE CONDUCTED BY AN APPROVED THIRD PARTY. A WRITTEN REPORT OF: THE RESULTS OFTHr TEST
SHALL BE SIGNED BY THE PARTY CONDUCTING THE TEST AND PROVIDED TO THE BUILDING OFFICIAL. TESTING WALL BE
PERFORMED AT ANY TIME AFTER CREATION or ALL PENETRATIONS OF: THE EUILDNG THERMAL ENVELOPE.
DURI TrSTING:
�. EXTERIOR WINDOWS AND DOORS, FIREPLACES AND STOVE DOORS $14ALL BE CLOSED, BUT NOT SEALED, BEYOND THE
NTENDED WEATHER STRIPPING. OR OTHER INFILTRATION CONTROL MEASURES
2. DAMMRS INCLUDING ]EXHAUST, INTAKE, MAKEUP AIR, 5ACK-DRAFT AND FLUE CAMPERS SHALL BE CLOSED, BUT NOT
SEALED BEYOND INTENDED INFILTRATION CONTROL MEASURES
3. INTIERIOR DOORS, IF INSTALLED AT THE TIME OF T44E TEST, WALL BE OMN
4. EXTERIOR DOORS FOR CONTINUOUS VENTILATION SYSTEMS AND HEAT RECOVERY VENTILATORS SHALL BE CLOSED AND
SEALED
S. HEATING AND COOLING SYSTEMS, IF INSTALLED AT T14E TIME OF THE TEST, SHALL BE TUI;tmt> OFF
6. SUPPLY REGISTERS AND RETURN REGISTERS, r- INSTALLED AT T14E TIME Or THE TEST, SWALL BE FULLY Opat'L
MIrQj3 WH2LE-HOUSE MEC44ANICAL VENTILATION SYSTEM
M15013i SYSTEM DESIGN
THE WWOLE-HOUSE VENTILATION SYSTEM SHALL CONSIST OF ONE OR MOFM SUPPLY OR EXHAJJST FANS, OR A COMBINATION Or
SUC44, AND ASOOCI -TS AND CONTROL. LOCAL EXHAUST OR SUPPLY FANS ARE PERMITTED TO SERVE AS SUCH A SYSTEM.
_ ATED OLIC
OUTDOOR AIR DUCTS CONNECTED TO THE RETURN SIDE OF AN AIR WANDLER SHALL BE CONSIDERED TO PROVIDE SUPPLY
VENTILATION.
M15013.2 SYSTEM CONTROLS
THE WHOLE-WOUSE MEC44ANICAL VENTILATION SYSTEM SHALL BE PROVIDED WIT14 CONTROLS THAT ENABLE MANUAL OVERRIDE.
M0133 MEC44ANICAL VENTILATION RATE
THE WHOLE -HOUSE MECHANICAL VENTILATION SYSTEM $HALL PROVIDE OUTDOOR AIR AT A CONTINUOUS RATE Or NOT LESS THAN
THAT DETERMINED IN ACCORDANCE WITH TABLE MEO-1330).
EXC PTION: THE WHOLE -HOUSE MrCWANIC4L VENTILATION SYSTEM 15 PERMITTED To OPERATE INTERMITTENTLY WHERE THE SYSTEM
HAS CONTROLS THAT ENABLE OPERATION FOR NOT LESS THAN 25-PERCENT OF EACH 4-HOUR SEGMENT AND THE VENTILATION RATE
PRESCR15ED IN TABLE M150-133(l) 15 MULTIPLIED BY THE FACTOR DETERMINED IN ACCORDANCE WITH TABLE 11150133(2).
TABLE M150133(l)
CONTINUOUS WWOLE-HOUISE MEC44ANICAL VENTILATION SYSTEM
AIRFLOW RATE REQUIREMENTS
OWELLIWG
UNIT
FLOOR
AREA
(SQUAFM FEET)
NUMBER Or BEDROOMS
-
0-1 1 2-3 1 4-5 1
AIRFLOW IN CRI
< !-wc
30
45
r
'0
15
SO
IWI-30"
45
60
IS
SO
1
11
3,001-4,500
15
105
120
4.501-60W
15
so
105
120
Mf
135
6001-1-soo
SO
t05
120
135
150
>I'm
105
120
135
11"
So
, I
le'r
FOR 51; 1 SQUARE FOOT - OM2S .�, I CU131C FOOT PER MINUTE . 0000411S /..
TABLE MIS0133(2)
INTr
=,;�MITTENT U44OLE-HOUSE MrCWANICAL
VPWTII AT- - -
ME
PERCENT
IN EAC44
25%
33%
50%
66%
15%
4-WOUR
SEC41ENT
FACTOR'
4
1 3
2
1 IS
1.3
0 gpR
_ AID� jl PUlll,,NG
L'f LF
FOR VENTILATION SYSTEM RIJN TIME VALUES rrN THOSE GIVEN, THE FACTORS AIRE f-EWITTED TO ISE DETEWINED BY
INTERPOLATICK
EXTRAPOLATION BEYOND T14E TABLE 16 PRO1415ITIED.
[�Ob�W. El..trlr..II Permit from
St. P*_i if
State Labor 8, I.dutd�es
smUB
, st*tiD 10
MAR 2 7 2018
BUILDING DEPARTMENT
CfTY OF EDMONDS
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FILE NO:
0415
SWEET
ECI
WASHINTON 3TATE ENERGY CODE / GENERAL NOTE&
AIRLEAKAGE
R402.4 AIR LE � 'MANDATORY'
AKA'
T14E IBUILDIN53 TNEF41AL ENVELOPE SMALL BE CONSTRUCTED TO LIMIT AIR LEAKAGE IN ACCORDANCE WIT14 THE REQUIREMENTS
OF SECTIONS R402,4.1 TWRDUSH R402AA
R402A.1 BUILDING THERMAL ENVELOPE
THE IBUILDIW� THERMAL ENVELOPE SMALL COMPLY WITW SECTIONS R4024-IJ AND R402,12- TER SEALING METHODS BETWEEN
DISSIMILAR MATERIALS SMALL ALLOW FOR DIFFERENTIAL EXPANSION AND CONTRACTION,
R402.411 INSTALLATION
THE C.OMPONrNT5 OF T14E BUILDING THERMAL ENVELOPE AS LISTED IN TABLE R402AIA SHALL BE INSTALLED IN ACCORDANCE
WITH 0
THE MANUFACTURERS INSTRUCTIONS AND T14M CRITERIA LISTED IN TABLE R402A.1.1, AS APPLICABLE TO THE MET14 D Or
CONSTRUCTION. WHERE REQUIRED By THE CODE OFFICIAL, AN APPROVED THIRD PARTY SHALL INSPECT ALL COMPONENTS AND
VERIFY COMPLIANCE.
R402,4.12 TESTING
T14E BUILDING OR DUELLING UNIT SMALL BE TESTED AND VERIFIED As HAVING AN AIR LEAKAGE RATE OF NOT EXCEEDING 5
AIR CWAW.MS PER HOUR TESTING SMALL BE CONDUCTED WITH A BLOWER DOOR DOOR AT A PRESSURE OF: 02 INCHES WIS.
(50 PASCAL.$). WHERE REQUIRED BY T14E CODE OFFICIAL, TESTING $WALL BE CONDUCTED My AN APPROVED T141FRP PARTY -
A WRITTEN IMPORT SULTS OF THE TEST SMALL BE SIW4ED BY THE PARTY CONDUCTING THE TEST AND I-ROVIDEP TO
or TH rM
THE C40DE OFFICIAL ING. SHALL BE PERFORMED AT ANY TIME AFTER CREATION OF ALL PENETRATION$ OF THE 5UILDIWG
OPERABLE WIND��`ANDT DOORS MANUFACTURED BY SMALL BUSINESS SMALL BE FERMI rTED TO BE SEALED OFF AT THE FRAME
PRIOR TO T14E TEST.
DURING TESTING:
1. EXTERIOR WINDOWS AND DOORS, FIREPLACE AND STOVE DOORS SMALL BE CLOSED, BUT NOT SEAL.ED. BEYOND T14E
ED UJEAT149 - STRif-MW. OR OTHER INFILTRATION CONTROL MEASURES.
INTEND p
2. PAMPERS INCLUD - EXHAUST' mUP AIR, SACK -DRAFT AND FLUE DAPrERS SHALL BE CLOSED, BUT NOT
EALED 15F NTENDED INF LTRATION CONTROL MEASURES.
- YOND !W INTAKE,MAKr
3. INTERIOR DOORS, IF INSTALLED AT T14E TIME Of: THE TEST, SHALL ME OPEN, ACCESS HATCHES To CONDITIONED CRAWL
SPACES AND CONDITIONED ATTICS SMALL BE OPEN.
4. EXTr
=RIOR OPENINGS FOR CONTINUOUr VENTILATION SYSTEMS AND MEAT RECOVERY VENTILATORS SMALL BE CLOSED
AND SEALED.
r, HEATW. AND COOLING SYSTEMS, IF INSTALLED AT THE TIME OF THE TEST, SHAL.L BE TURNED OFF.
&. SUPPLY AND RETURN REGISTERS, IF INSTALLED AT T14E TIME Or THE TEST, SHALL ME FULLY OPEN.
EXCEPTION&
ADDITIONS LESS THAN 500 SQUARE FEET Or CONDITIONED FLOOR AREA
2 WAVING A COMBINED MAXIMUM AIR LEAKAGE RATE Or -1 AIR C44ANSES PER
2 ADDITION$ TESTED WITH THE EXISTING HOME
HOUR. -Y FOR HOUSE MUST BE PRIOR TO THE 2005
To QUALIr THIS EXEMPTION, T14E DATE OF CONSTRICTION OF THE EX15TIW
WASHINGTON STATE ENERGY CODE.
R402.42 FIREPLACES
NEW WOOD 5UWIWa FIREPLACES SHALL WAVE TIG14T FITTING FLUE DAMPERS OR DOORS AND OUTDOOR COMBUSTION AIR. W14EN
U5IWG TIGHT FrrTIW. DOORS ON FACTORr-BUILT FIREPLACES LISTED AND LABELED IN ACCORDANCE WITH UL 121, THE DOORS
SHALL BE TESTED AND LISTED FOR THE FIREPLACE. WHERE US4WG TIGHT FITTIW. DOOR$ ON MASONRY FIREPLACES, THE DOORS
WALL BE LISTED AND LABELED IN ACCORDANCE WITH UL SM.
R402.4.3 AIR LEAKAGE Or FENESTRATION
WINDOWS, SKYLIGHTS AND SLIDING GLASS DOORS WALL HAVE AN AIR INFILTRATION RATE Or NO MORE THAT 03 CFM PER
SQUARE FOOT AND SWW. DOORS No MORE THAN Ob CrM PER $WARE FOCT (2,6 LAM2), U44EN TESTED ACCOROIW.
To NFRc 400 OR AAMAAlVMA1CSAI0l1LS21A440 MY AN ACCREDITED, INDEPENDENT LABORATORY AND LISTED AND LABELED
BY THE MANUFACTURER.
1EXCEIPTIONS:
1. FIELD-FABRICATIED FENESTRATION PRODUCTS (WINDOWS, SKYLIGHTS AND DOORS)-
2. CUSTOM EXTERIOR FENESTRATION PRODUCTS MANUFACTURED BY SMALL BUSINESS PROVIDED THEY MEET THE APPLICABLE
PROVISIONS OF CHAPTER 24 Or THE INTIEF44ATIONAL BUILDING CODE. ONCE VISUAL INSPECTION WAS CONFIIII-112D THE
PRESENCE Or A GASKET, OPERABLE WINDOWS AND DOORS MANUFACTURED BY SMALL BUSINESS SHALL BE PERMITTED
To BE SEALED OFF AT THE FRAME PRIOR TO TOE TEST.
R402-4-4 COMBUSTION AIR OPENINGS
W14ERE OPEN ODMEUSTION AIR DUCTS PROVIDE COMBUSTION AIR TO OPEN COMISUSTION, SPACE CONDITIONING FUEL BURNING
APPLIANCES, T14E APPLIANCES AND COMBUSTION AIR OPENINGS SHALL BE LOCATED OUTSIDE OF THE BUILDING THERMAL
ENVELOPE. SUCH ROOMS SMALL BE SEALED AND NSULATED IN ACCORDANCE WITH THE ENVELOPE RIEWIREMENTS or TABLE
R402.1.1, WHERE THE WALLS, FLOORS AND CEILINGS SMALL MEET THE MINIMUM Or THE BELOW -GRADE WALL R-VALUE REQUIREMENT.
THE DOOR INTO THE ROOM SHALL BE FULLY GASKETED AND ANY WATER LINES AND DUCTS IN THE ROOM INSULATED IN
AC,�,ORDANCE WITH SECTION R403. THE COMBUSTION AIR DUCT SMALL BE INSULATED WHERE IT PASSES THRDU3H CONDITIONED
SPACE TO A MINIMUM Or R-a.
EXCEPTION&
1. DIRECT VENT APPLIANCES WIT14 BOTH INTAKE AND EXHAUST PIPES INSTALLED CONTINUOUS TO THE OUTSIDE.
2. FIREPLACES AND STOVES COMPLYING WIT14 SECTION R402A,2 AND SECTION Rloo& or THE INTIER4ATIONAL RESIDENTIAL CODE.
R402AB RECESSED LIGHTIW.
RECESSED LUMINARIES INSTALLED IN THE BUILDING THERMAL ENVELOPE SHALL BE TYPE C-RATED AND CERTIFIED UNDER
ASTM E253 AS HAVING AN AIR LEAKAGE RATE NOT MORE THAN 2'0 CFM (0.9"L/e) WHEN TESTED AT A 1.51 PSF (15 Ia)
PRESSURE DIFFERENTIAL AND SMALL HAVE A LABEL ATTACHED I C40MFLIANCE WITH THIS TEST METHOD. ALL RECESSED
SHOW'W
LUMINARIES 514ALL BE SEALED WITW A GASKET OR CAULK BETWEEN THE HOUSING AND THE INTERIOR WALL OR CEILING COVERING.
R402D MAXIMUM FENESTRATION U-FACTOR (MANDATORY)
T14S ARrA-WrIGI4TrD AVERAGE MAXIMUM FENESTRATION U-pAcToR PERMITTED USING TRADEOFFS FROM SECTION R402-k4 SWAL.L
BE 0.48 FOR VERTICAL FENESTRATION, AND 0.15 FOR SKYLIGHTS.
1 R402AIJ
TABLE
AIR BARRIER AND INSULATION INSTALLATION
OOMPONENT
AIR BARRIER CRITIER[Aa
INGULATIC14 CRITERIA
GENERAL REQUIREMENTS
A CONTINUOUS BARRIER SMALL BE
AIR-PERMIABLE INSULATION
INSTALLED IN THE BUILDING ENVELOPE.
SMALL NOT BE UZED AS A
EXTERIOR THERMAL ENVELOPE CONTAINS
SEALING MATERIAL.
A CONTINUOUS AIR BARRIER
BREAKS OR JOIST IN THE AIR BARRIER
SHALL BE SEALED.
CAVITY INSULATION
ALL CAVITIES IN THE THERMAL
INSTALLATION
ENVELOPE SWALL BE FILLED
WITH INSULATION. THE DENSITY
OF THE INSULATION SMALL BE
AT THE MANUFACTUFM'S PRODUCT
RECOMMENDATION AND SAID
DENSITY SHALL BE MAINTAINED
FOR ALL VOLUME OF: EAC44 CAVITY.
BATT TYPE INSULATION WILL S14OW
NO VOIDS OR GAPS AND MAINTA114
EVEN DENSITY FOR THE ENTIRE
CAVITY. BATT INSULATION SHALL BE
INSTALLED IN THE RECZAIMENDIED
CAVITY DEPTH. WHERE AN OBSTRUCTION
IN THE CAVITY DUE TO SERVICES
BLOCKING, BRACING, OR OTHER
055TRIlCTION EXISTS, THE BATT
PRODUCT WILL BE CUT TO PIT THE
REMAINING DEPTH, OF THE CAVITY.
WHERE BATT IS CUT AROUND
OBSTFIUCTIONS, LOOSE F:LL INSULATION
WALL BE PLACED TO F LL ANY
SURFACE OR CONCEALED VOIDS,
AND AT THE MANUFACTURE'S SPECIFIED
DENSITY. WHERE FACED BATT IS USED,
THE INSTALLATION TA56 MUST BE
STAPLED TO THE FACE OF T44E MO.
THEFE SHALL BE NO COMPREMCN
TO THE MATT AT THE EOGIESOF THE
CAVITY DUE TO INSET STAPLING
NSTALLATION TABS.
NSULATION THAT UPON INSTALLATION
READILY CCNF-OIiM5 TO AVAILABLE
SPACE SWAi.L BE INSTALLED FILLING
THE ENTIRE CAVITY AND WITHIN THE
MANUFACTURE'S DENSITY RECOMMENDATION.
CEILING/ATTIC
THE AIR BARRIER IN ANY DROPPED
THE INSULATION IN ANY DROPPED CEILIN31
CEILIWW'SOFFIT SMALL 15E ALIGNED WITH
SOFFIT SWAL.L BE ALIGNED WITH THE AIR
T14E INSULATION AND ANY GAP$ IN THE AIR
BARRIER
BARRIER SEALED.
BATT INSULATION INSTALLED IN ATTIC ROOF
ACCESS OPENINGS, DROP DOWN STAIR OR
ASSEMBLIES MAY BE COMPRESSED AT
14NEE WALL DOORS TO UNCIONDITIONED
EXTERIOR WALL LINES TO ALLOW FOR
_ SPACES SMALL BE SEALED.
ATTIC
REQUIRED ATTIC VENTIALTION.
WALL$
THE JUNCTION or THE FOUNDATION AND SILL
CAVITIES WITHIN CORILER5 AND HEADERS Or
PLATE SMALL BE SEALED. THE JUNCTION OF
FRAME WALLS SHALL BE INSULATED BY
THE TOP PLATE AND TOP Or EXTERIOR
COMPLETELY FILLING THE CAVrrr WITH A
WALLS SMALL BE SEALED. f*41EE WALLS
MATERIAL HAVING A THERMAL SMSISTANCE
SHALL BE SEALED.
OF R-3 PER INCH MINIMUM.
EXTERIOR THERMAL ENVELOPE INSULATION
FOR FRAMED WALLS 844ALL BE INSTALLED
IN SUBSTANTIAL C:ONTACT AND CONTINUOUS
ALIGNMENT WITH THE AIR BARRIER
WINDOW5, 5KYLIGHT6
THE SPACE 13ETUEW WNDOW/DOOR JAMISS
AND DOOR5
AND FRAMINr -HTS ANDF`AMIW
AND SKYLIr
SMALL ME SEALED.
RIM JOIST$
RIM JOISTS WALL INCLUDE THE AIR BARRIER
RIM JOISTS SMALL ME INSULATED
FLOOR$ (INCLUDING ABOVE
THE AIR BARRIER SHALL BE INSTALLED AT
FLOOR FRAMW. CAVITY INSULATION SHALL BE
GARAGE AND CANTILEVSFMD
ANY EXPOSED EDGE OF INSULATION.
INSTALLED TO MAINTAIN PERMANENT CONTACT
FLOORS)
WITW THE UNDERSIDE Or --U5FLOOR DECKING.
OR FLOOR FRAMING. CAVITY INSULAT ON SMALL
IT
ME PEW TTED TO BE IN CONTACT W:TH T14E
TOPSIDr OF rHMATANG OR CONTINUOUS
fNSULATICN INSTALLED ON THE UNDERSIDE Or
FLOOR FRAMIW. AND EXTEND FlIZOM THE
BOTTOM TO T14E TOP OF ALL PERIMETER
FLOOR FRAMING MEMBERS.
CRAWL SPACE WALI-r
EXPOSED EARTW IN LNVENTED CRAWIL SPACES
WHERE PR,74DED INSTEAD Or FL
SHALL BE COVERED WITH A CLASS 1, BLACK
INSULATION, INSULATION SWALL BE
VAPOR RETARDER WITH OVERLAPPING JOINTS
PERMANENTLY ATTACHED TO THE CRAWL
TAPED.
SPACE WALLS.
SHAFTS, PENETRATIONS
DUCT SHAFTS, UTILITY PENETRATION$, AND FLUE
SHAFTS OPENING TO EXTERIOR OR UNCONDITIONED
SPACE SMALL BE SEALED.
NARROW CAVITIES
BATTS IN NARROW CAVITIES WALL BE CUT TO
.IT AND INSTALLED TO THE C.ORRECT DENSITY
r
WITHOUT ANY VOIDS OR CA" OR COMPRESSION,
OR NARROW CAVITIES SMALL BE FILLED BY
INSULATION THAT ON INSTAL.LATION READILY
COW-ORMS TO THE AVAILABLE CAVITY SPACE.
GARAGE SEPARATION
AIR SEALING SHALL BE PROVIDED BETWEEN THE
GARAGE AND CONDITIONED SPACES.
RECESSED Licd4Tiw.
RECESSED LIGHT FIXTURES INSTALLED IN THE
RECESSED LIGHT FIXTURES INSTALLED IN THE
BUILDING THERMAL ENVELOPE SHALL BE SEALED
BUILDING THERMAL ENVELOPE SMALL BE AIR
To T14E DRYWAL.L.
TIGHT AND IC RATED.
PLUM51W. AND WIRING
BATT IN--ULA71ON SMALL BE CUT NEATLY TO FIT
AROUND WIRING AND PLUMENG IN EXTERIOR
WALL& THERE SMALL BE NO VOIDS OR GAPS OR
COMFIM86ION WHERE CUT TO FIT. INSULATION TWAT
ON INSTALLATION READILY CONFORMS To
AVAILASL �PACE 614ALL ME EXTENDED BEHIND
I WRING.
PIPING %
SHOWE =IRIOR
:XTr
'nU5 ON r
p
THE AIR BARRIER INSTALLED AT EXTERIOR WALLS
EXTERIOR WALLS ADJACENT TO SHOWERS AND
WALL
ADJACENT TO SHOWERS AND TUBS SMALL SEPARATE
TUM5 SHALL BE INSULATED.
THEM FROM SHOWERS AND TU58.
ELECTRICAL/PHONIE BOX ON
THE AIR SARRIER WALJ- ME INSTALLED MERINO
EXTERIOR WALL
ELECTRICAL OR COMMUNICATION BOXES OR AIR
SEALED BOXES SMALL BE INSTALLED.
AvAr- REGISTER 500TS
RVAC REGISTER BOOTS TWAT PENETRATE BUILDING
T14EWAL ENVELOPE SHALL BE SEALED TO THE
SU5FL0OR OR DRYWAL.L.
CONCEALED SPRINKLERS
MEN REQUIRED To BE SEALED, CONCEALED FIRE
SPRINKLERS SMALL ONLY BE SEALED IN A MANNER
THAT 15 RECOMMENDED BY THE MANUFACTURER
CAULKING OR OTHER ADHESIVE SEALANTS SMALL
NOT BE USED TO FILL VOIDS BETWEEN FIRE
SPRINKLER COVER PLATES AND WALL$ OR CEILIW3Sj
IC,� IN CONTACT
.. ADDITION, INSPECTION OF LOG, WALLS SMALL BE IN ACCORDANCE WIT" THE PROVISIONS OF ICC-400.
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FILE NO:
041F,
SWEET
E G 2
34'-B 1/2"
W-6, 1/2"
W-10 1/2" 61-2 IW
5'-11 1/4"
--
---- - - - -
, 1,
- - - - -
0 IN
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11 �lj
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i STANDARP STEM WALL-
301 Sa x 10"VEMP tUt
(3) -4 BkR$ EU
CON , SLAE3
4" OCNC. SLAB
-l'-B 1/4" 8'-31/4"
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DEEP
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(FTNG, -2)
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36- Sa x 12- DEEP LLV
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(4) 44 ISARS EA),
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(31 -4 OARS RIA
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F- - - - - - - - - - - - -
r
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- - - =-
Li
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- - - - - - fllli;
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- - - - - -
l'-3 3/4"
5--1 112"
41/2
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- - - - --
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1/2" rl'-9 1/2" V-9
112"
r,'-O 112"
T-0 1/2"
21'-2 1/2
34'-3 1/2"
FOUNDATION FLAN
61-ALE: 1/4" . P-O"
a�
INSTALL R-10 RIGID FOAM INSULATION BELOW ENTIRE SLAB
ALL FOUNDATION STEM WALLS TO BE V THICK UNO.
ALL r-TG5. To BEAR ON UNDISTEREIED SOIL MIN. 1500 lb.. I -Sr.
SOLID BLOCKING OVER SUPPORTS.
FOUNDATION STEEL STRUCTURAL ENGINEER - SEE CALCS.
ALL BEAMS To BE 4.8 HF. -2 UNLESS NCIMD OTHERWISE.
ALL WOOD IN CONTACT w/ CONCR-TE TO BE FRE05URE TREATED
ALL METAI- CONNECTOF15 IN CONTACT ./ PRESSURE TREADTIED MATERIAL
To BE -Z-MAX- C40F2ROSIVE RESISTANT MATERIAL OR EQUAL.
WRITTEN DIMENSIONS SHALL HAVE MkECEDENCE OVER SCALED DIMENSIONS
CONTRACTORS SHALL VERFY AND BE RESPONSIBLE FOR ALL
DIMENSIONS AND CONDITIONS ON THE J05 AND THE feap
ARCHIECT/DESIGNER SHALL BE [WORtIED Or ANY VARIATIONS FROM
THE
z r.>IMESNIONS AND CONDITIONS SHOWN ON THE DRAWI
'�RIOR To =NSTFUCTIM RECEIVED
r; MAR 2 � 2018
JIM DEVELOPMENT SERIACES
-)liolm COUNTER
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0415
SHEET
I OF10
5ASEMENT FLOOR FLAN
SCALE: 1/4" c 1'-0"
-ENERGY EFFICIENCY:
E0-HENT 3a,
W'4,44CE WITH MINIMUM ArUr or 54�
TIMLATER HEATING 4�
LOCATED WITHIN CONDITIONED SPACE
Iff'C'U'll IIWATER h&ATM M,
KITCHEN SINK AND SHOWER�-EADS � 1.19 GI-M,
LAVATORr FAUCETS � Lo G-M
GAS WATER HEATER � 0.14 Er
NOTES:
ALL NEW WINDOWS ARE TO BE PRESCRIPMVIS - 30 U-VALUE
ALL BEAMS 4 HEADERS TO ISE 4.8 RF� -2 UX0.
ALL GLU-LAM [BEAMS TO BE ASSU-ED 24F-V4UXO.
TYPICAL PLATE TO BE V-1 I/S"
TOP OF WINDOWS TO BE 61-10-1
ALL EXTERIOR WALLS TO BE 2xr, * IS" OC. UNLESS 140TED OTHERWISE
ALL EXTERIOR WALLS TO BE INSULATED -/ R-21 INSULATION.
M DENOTES DOUBLE TRIMMERS AT EACH END or HEADER
THAT SPANS &1-0.. OR GREATE
DENOTES MULTIPLE STUDS UNDER POINT LOADS
SEE PLAN FOR NUMBER Or STUDS REQUIRED
(D ALL SMOKE DETECTORS IN NEW CoNSTRUCTION Al;zEASro BE
HOT WIRED AND INTERCONNECTED ./ BATTERY BACKUP. IF INSTALLATION
or
_ SMOKE DETECTORS REQUIRED BY IR-C R3143 IN EXISTING AREAS
REQUIRES THE REMOVAL Or INTERIOR FINISHES, BATTERY OPERATED
SMOKE ALARMS MAY 15E USED.
AREAS REQUIRED TO HAVE SMOKE ALARMS PER UZC. 314.3:
- SLEEPING ROOMS
-OUTSIDE EACH SLEEPING AREA
-ON EACH FLOOR OF A OWELLIN63
Cln.D. - CARBON MONOXIED DETECTOR MR IRC P-315
(1) OUTSIDE OF EACH SLEEPING AREA IN THE 11111EDIATE VICINITY
or THE BEDROOMS.
am = DETECTOR TO BE ON THE CrII.W. INSIDE THE DOOR
OKr
OF EACH BEDROOM
SMOKE ALARMS TO BE AUDIBLE IN ALL BEDROOMS AND
SLErI'lNG AREAS.
ALL WINDOWS WITHIN IS" or THE FLOOR OR WITHIN 24" OF: DOOR SWINGS,
TUBS, AND SWOLLERS, TO BE TEMPERED SAFETY GLASS.
INSTALL FIREPLACrS PER MANUFACTURER'S SPECS.
VENT ALL PANS 4 DRYER EXAUST TO OUTSIDE
PROVIDE EGRESS WINDOWS IN ALL SLEEPIWS ROOMS
WATER HEATER PER 81 NAECA
WATER HEATER 4 rURNACE TO BE STRAPPED 4
BOLTED To RESIST SEISMIC MOVEMENT USE U.L. APFROVrD
STRAFPI MATERIAL 4 METHODS.
1
HEAT ELEMENTS TO BE a" ABOVE CONCRETE SLA5.
OUTSIDE AIR`,UCT 26 GUAGr METAL WITH ALL JOINTS
TIGHTLY SEALED S" CIA ./MOTORIZED DAMPER CONTROL
3" DOWN FROM TOP fL 8 112"x5l12" SQUARE.
FURNACE TO HAVE AN ECM MOTOR CONTROLLED TO OPERATE
LOW SPEED IN VENTILATION ONLY MODE.
FIRE 5LOCKING NOTES:
FIRrBLOCKING SHALL BE PROVIDED TO CUT OFF ALL
CONCEALED DRAFT OPENING$ (50TH VEI;rMCAL AND
HORIZONTAL) AND TO FORM AN EFFECTIVE FIRE BARRIER
BETWEEN STORIES, AND BETWEEN A TOP STORY AND THE
ROOF SPACE. FIREIBLOCKINC. SHALL BE PROVIDED IN WOOD -
FRAME CONSTRUCTION IN T14E FOLLOWING LOCATIONS.
I. IN CONCEALED SPACES Or STUD WALLS AND PARTITIONS,
INCLUDING rURRED SPACES AND PARALLEL ROWS OF, 6TU05
OR STAGGERED STUDS AS FOLLOWS:
11. VERTICALLY AT THE CFILIW. AND FLOOR LEVELS.
12. HORIZO14TALLY AT INTERVALS NOrr EXCEEDING 10 FEET.
2. At ALL INTER OONNECTIONS BETWEEN CONCEALED VERTICAL
AND 14ORIZONTAL SPACES SUCH AS OCCUR AT SOFFITS, DROP
CEILINGS AND COVE CEILINGS.
3. IN CONCEALED SPACES BETWEEN STAIR STRINGERS AT THE TOP
AND BOTTOM OF THE FRUN. ENCLOSED SPACES UNDER STAIRS SHALL
COMPLY WITH 5EDCTION P3112 ,
4. AT OPENINGE AROUND VENTS.PIPES, AND DUCTS AT CEILING AND
FLOOR LrVrL, WITH AN APPROVED MATERIAL - RESIST THE FREE
PASSAC
'S or
. FLAMES AND PRODUCTS Or COMBUSTION`
S. FOR THE FIREIBLOCKING OF CHIMNEYS AND FIREPLACES, SEE SECTION
RIW.16.
r..FIFF�-=13LOr-KINGOrC,01;a,4[CrSOrATWO-FAMILYDWrn
AT THE LINE OF DWELLW. UNIT SEPARATION.
MAR 2 2018
DEVELOPMENT SERVICES
COUNTER
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FILE NO:
0415
SWEET
2 oFiO
MAIN FLOOR FRAMING FLAN
SCALE; 1/4" - V-0--
DECKW. FER PLAN
DBL 2. JOISTS FIER MAN -
(10) 16d T02tIAILS AT E�
STR�R IS ON EAC-I SIM)
3XI2 STAIR STRWER
LINE OF STAIRS F-
BEHIND STRB43ER I
sTgiNGr=p,
WALri V . 1'-0"
(2) J' X 6- LAG
SCIRLMIS FROM TI-E
5ACK OF � DISL
JOISTS INTO
GRAN OF
STRIWER
STRSW-EW
FXIGTIW. EXTERIOR MAIN FLOOR
WALL
SYSTEM .1 CAR DECKING
TO REMAIN
R-30 INSULATION
NEU) EXTERIOR
WALL . EASEMENT TO
EMSTING, FLOOR SYSTEM
FLOOR
--'� r
-LOOR SYSTEM DETAIL
IS..
.1
- 1� —414 POST
911 (3) told (6) T/4"xB 1/2" SPS
F EA, SIDE� SCRIEWS - s" olc:.
STAGGERED
2x ISLOCKWG
SHEATHING, To IBLOMING,
IL&LIM
4x4 POST ./ CAP - 43' Or— MAX
2x4 RAIL
Ix4 TRIM
2.2 PICKETS SPACED
TO PRE"'INT PASSAGE
Or A 4"f SPHERE
Ix4 TRIM
PECK JOISTS PER PLAN � j
GUAROP.AlL CONNECTION
2x4 TOP RAIL W
1.4 CEDAR
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AW.I.E
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DEVELOPMENT SERVICES
140TES: COUNTER
ALL NEU) FLOOR JOISTS TO BE It 7/8" TAM. 230. - IS" O.C. - UN,O.
ALL FLOOR JOIST TO 5E MOCKED
. DEAKW�
SEE FNDN. PLAN FOR BEAM SIZES.
GLUE 4 RAIL 3/4" TAG PLYWOOD FOR FLOOR DECKING.
INSULATION IN FLOOR SYSTEM TO 5E R-30 =R
OR 5ETTr
PROVIDE SMASH MOCKS UNDER ALL POSTS - S4EARWALLS
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3 or- 10
38" MAX
MAX ABOVE
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PROJECT TITLE:
F.45REGAS RE51DENCE
SITE ADDRESS:
l5c331 12ND AVE W,
EDMONDS, WA W026
DATE:
ro-5-11
10-2.1.1-11
3-22-18
-v N�
MEDE
-SIGN
el0E, 36TH AVE W., 5TE 20�
LrMU)O D U)A eB030
e425)0102-11115,S
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MAIN FLOOR FLAN
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PROJECT TITLE:
SITE ADDRESS:
lrpWl 12ND AVE W.
DATE:
YmMEDE
:.STFJN
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F,451REG,45 RE51DENCE
EDMONDS, WA Sa02(o
Akitp" ,
11111'r, 1�,TIAI W, STr 1111
LUA 95036
14111401-6013
UPPER FLOOR FRAMING PLAN
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I-ROJECT TITLE:
FA5REGAS RESIDENCE
sl r= ADDRESS:
15,331 12ND AVE LU.
EDMONDS, UJA -J802ro
DATE-
ro-a-M
LmMEDL
-s:1(5N
IS105 39,TW AVr W� STr 205
M
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Xl�
LYWU100t), WA U036
(425) 402-6053
UPPER FLOOR PLAN
4
c
DRTHWE5T-
iN
t--
ROOF FRAMING FLAN
SCALE: 1/4�- . 1'-0"
ATTIC VENTILATION:
ATTIC VENTILATION FiSQUIFMD
LOCATION
TOTAL AREA
(X)
Xr" -
OF. VENT.
REG.
5m Asv
MID. fw�
(C)
w% mEL�
MID. M=.
(r)
R ROOF - RIGHT
n4 OR
b8 OF,
29 OF.
29 or-.
UPPER ROOF -
wo SP.
AD Sr.
24 OF.
24 OF.
FRONT PORCH Rocq7
ni op.
29 or-.
COVERED DECK W.
01 OF.
n sp�
MIN. ATTIC VENTILATION REQUIRED TOP 50%
LOCATION
EA AF-50 -
211 or-.
(A)
C.E. VENTS
15% EFFICIENT
(5)
VENTILATION
PROVIDED
(A45 > C)
UPPER ROOF - RIGHT
(2). .55
0
bb >2s op,
UPPER ROOF - FRONT
ev - 2-n
0
= >24 OF.
FRONT PORCH ROOF
(2), .51,
0
Ab >2s op.
_K F�,
COVERED DEC
(V- 211
0
zn xn OF.
ATTIC VENTILATION REQUIRED 50TTOM 50%
LOCATION
METAI- S.ICREEN
VENT .43
(0)
EA EAVE
VENT; 05
(E
VENTILATION
PROVIDED
(D4r > F)
UPPER ROOF - RIC44T
0
(8) AO
AO > 29 OF.
UPPER ROOF - FRONT
0
(8) .40
A& > 24 OF.
FRONT PORCH ROOF
0
(13) br,
.69 > 25 op.
COVERED DIECK W.
0
(6).30
30 >.n OF,
EVERYTIWSS SPACE AT EAVES TO BE VENT BLOCKED
r
zACH BLOCK To HAVE (3) 2" DIA HOLES ./ 1/4" WIRE MESH
Ar-50 VENT - (BOX50 SO. IN)
144 211 5a Fr.
Poor VENTS - 15 - A
211
GE. VENTS . (TOTAL Sa INX.15) B
144
MIN, op. Rma - X/300 c
2
EAVE VENTS (X,2) . D
Do
EAVE VENTS - (X/2) . E
'm
MIN. op. REa - X`300 F
2
NOTES:
ALL EMS. 4 HDRS. SHALL BE 4-8 HF, -2 UNLESS
OTHERWISE NOTED.
ROOF FR4MING TO BE 2.12 HF. - 24" O�C. UN.0-
VENTED BLOCKING OVER SUPPORTS.
RDOr OVERHANGS TO MATCH EXISTING
ALL ROOF: PITCHES TO MATCH EXISTING
TFIISSES 4 R,4FTrRS SHALL MATC14 EXISTING LAYOUT
INSULATION IN NEW ROOF SHALL 15B R-4S OR BETTER (R-39 IN VAULTED ASEAS)
TW65 NOTES:
- ALL TRUSSES SHALL CARRY MANUFACTURES STAMP.
ALL TRUSSES SHALL BE INSTALLED 4 BRACED To
MANUFACTUR5 SMCIFICATIONS�
TRUSSES WILL NOT BE FIELD ALTERED WITHOUT PRIOR BUILDING
OEM- APPROVAL OR ENGINEERING CALCULATIONS.
ALL TRUSSES SHAI.L HAVE DESIGN DETAILS 4 DRAWINGS ON
SITE FOR FRAMING INSPECT[Ot4_
ALL 074,1ECTIONS OF RAFTERS, JACK OR HIP TRUSSES To
MAIN GIRDER TO BE PROVIDED BY TRUSS MANUFACTURE.
TRUSS DRAWINGS TO BE STAMPED AND SIGNED BY A LICENSED
WASHINGTON STATE STRUCTURAL EW41REEFZ
TRUSSES SHALL BE MANUFACTURED IN A PLANT APPROVED
UNDER T14E REQUIREMENTS Or SECTION 1101.1. EACH TRUSS SHALL
BEAR THE 12UALIIY C40NTROL STAMP eSECTION 2311,6) AS WELL AS
MANUFACTURING PLANT'S NAME/ADDRESS, DESIGN LOAD AND MAXIMUM
SPACING. SECTION 2343.6,
APPROVED HANGERS SHOULD BE USED AT ALL CONNECITONS or
RAFTERS, JACK OP. HIP TR.155ESTO MA GIRDER TRUSSES�
SECTIONS 2511D, 2303.4,2341, AND 2343.
LIGHT METAL PLATE CONNECTOR$ TO WAVE FIELD AND GIRDER
DIENTIFI-ATION. INFOP"ATION BRANDED, MARKED, OP. OT"EME
PERMANENTLY AFFIXED TO EAC44 TRM SHALL CONTAIN THE C IV 9:
FOLLOWING: Z719 IV
A IDENTIFICATION OF THE TRJ55 MANUFACTURING comPANYAR-2 W12 18
B. THE DESIGN LOAD.
C. THE TRiJS8 SF`ArING� DEVELOPMENT SERVIC
ALL ROOF TRUSSES SHALL BE 50 FRAMED AND TIED INTO THE COUNTER
FRAMEWORK AND SUPPORTING WALL$ $0 AS TO FORM AN INTEGRAL
PART Or THE U44OLE BUILDING. ROOF TRISSES SHALL WAVE JOINT$
WELL PITTED AND SHALL HAVE ALL TENSION MEMBERS WELL TIGHTENED
SEFOFir= ANY LOAD 19 PLACED UPON THE TRISS. DIAGONAL AND SWAY
ISRACIW. SHALL BE USED To BRACE ALL RAPOF TRUSSES.
ROOF TFWSSES SHOULD BE SUPPORTED LATERALLY AT POINTS Or
BEARING BY SOLID BLOCKING TO PREVENT ROTAION AND LATERAL
DISPLACEMENT. THEY SHOULD ALSO ISE BLOCKED AT THE RIDGE
To FESIST WIND SUCTION ON THE SHEATHING. SECTION 2326J20.
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0415
SWEET
io
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._NnA�LaLeEumaff __LL lan- I — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — -
FRONT ELEVATION
SCALE: 1/4" - 1'-0"
LEFT ELEVATION
61-ALE: 1/4" - 170'�
5EAM PER PLAN-
2X6 TRIM_r�
r,x(, DR P06T —
CONT. (TYPd
CEDAR WRAP—
(Typd
M —
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STONE 0
W" P.T. PLYWOOD_
CULTURED STONE -
VENEER - INSTALL
PER MANLF. SPECS.
ITA
Lill
- Lu
SOFFIT MATERIAL
_PER OUNER
CEDAR 5EAM
2x& TRIM
CEDAR PANEL
(TYR)
IX2 TRIM
2x4 TRIM —
STONE CAP—
1'..
SECTION FRONT
c:oLumN r->ETAIL
forlool SCALE; ll�' 2 _1'-O'�
2XI2 CEDAR —
SEAT OUT ON—
BAFnE 50ARD
4.4 CEDAR —
4x4 CEDAR —
CEDAR TRIM
1.8 CEDAR TRIM
KNr=r= eRAr-r= DETAIL
SCALE: 314" . V-0"
2X3 wl l5o 014AMI:ER
1 1/2' 2x6 CEDAR
1 1/2"
5/4".6 CEDAR— -
2.3 ./ lrl* C14AMrER -------
,I
2X& CEDAR
r3-"\ WINDOW TRIM pr=TAIL
\,-a—) _ —11 - 11-01,
CULTURED STONE
VENEER - INSTALL
PER MANLF. SPECS.
R Eff JVIAD
MAR 2 1 2018
DEVELOPMENT SERVICES
COUNTER
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FILE NO:
041F7,
SHEET
a oF 10
EL.
REAR ELEVATION
WALr: 1/4" - 1'-0"
RIGHT ELEVATION
SCAL.E: 1/4-� . V-0"
licloo.
RECEIVF
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FILE NO:
0415
SWEET
e OF 10
7
a�
rx*Tjwa
ONE
1�ffml a.
IN
ml I wi
COMPOSITION
OFFICE
NEW 11 1 " T.),I.—
FLOOR JOIST
4" CONC, SLAB
2�11UDSILLWANCHOREBOLTS
_e
ANC14OR 15OLT 31ZE AND 51PACIII
PER ENGINEER
R-10 INSULATION—/
FOUNDATION STEEL
TO �A.
ALL F�OOTIWGS TO SEAR
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GENERAL REQUIREMENTS & DESIGN CRITERIA
BUJIDINiGCOM 1, REFERENCE STANDARD THE 'INTERNATIONAL BUILDING CODE% 2015 EDITION, GOVERNS THE
DESIGN A4D C.WST__�
RU TION OF THIS PROJECT. REFERENCE TO A SPECIFIC SECTION IN THE CODE DOES NOT
REUEVE THE CONTRACTOR FROM COMPLIANCE WITH THE ENTIRE MATERIALS REFERENCE STANDARDS NOTED
BELOW. THE LATEST EDITION OF THE MATERIALS REFERENCE STANDARDS SHALL BE USED.
DEFINITIONS: THE FOLLOWING DEFINITIONS APPLY TO THESE GENERAL NOTES:
- "STRUCTURAL ENGINEER OF RECORD- (SER) - THE STRUCTURAL ENGINEER WHO IS LEGALLY RESPONSIBLE
FOR STAMPING & SIGNING THE STRUCTURAL DOCUMENTS FOR THE PROJECT. THE SER IS RESPONSIBLE FOR
THE DESIGN OF THE PRIMARY STRUCTURAL SYSTEM.
- 'SPECIALTY STRUCTURAL ENGINEER- (SSE) - A LICENSED PROFESSIONAL ENGINEER, NOT THE SER. WHO
PERFORMS SPECIALTY STRUCTURAL ENGINEERING SERVICES NECESSARY TO COMPLETE THE STRUCTURE WHO
HAS EXPERIENCE AND TRAINING IN THE spEcinc SPECIALTY- THE GENERAL CONTRACTOR, SUBCONTRACTOR,
OR SUPPLIER WHO IS RESPONSIBLE FOR THE DESIGN, FABRICATION AND INSTALLATION OF
SPECIALTY -ENGINEERED ELEMENTS SHALL RETAIN THE SSE. SUBMITTALS SHALL BE STAMPED AND SIGNED BY
THE SSE. DOCUMENTS STAMPED AND SIGNED BY THE SSE SHALL BE COMPLETED BY OR UNDER THE DIRECT
SUPERVISION OF THE SSE 'NTH A PE LICENSE ISSUED BY THE STATE OF WASHINGTON.
Ap EM AL DRAWINGS: REFER TO THE ARCHITECTURAL DRAWINGS FOR INFORMATION INCLUDING. BUT NOT
C. To. I. TIONS. SLOPES, DOOR AND WINDOW OPENINGS, NON -BEARING WALLS, STAIRS,
IED D ENSIONS, ELEVA
CURBS. DRAINS. DEPRESSIONS, RAILINGS, WATERPROOFING. FINISHES AND OTHER NONSTRUCTURAL ITEMS.
STRUCTURAL RESPONSIBILITIES: THE SER IS RESPONSIBLE FOR THE STRENGTH AND STABILITY OF THE PRIMARY
STRUCTURE IN ITS COMPLETED STATE.
CONTRACTOR RESPONSIBILITIES: THE CONTRACTOR IS RESPONSIBLE FOR THE MEANS AND METHODS OF
CONSTRUCTION AND ALL JOB RELATED SAFETY STANDARDS SUCH AS OSHA AND WSHA. THE CONTRACTOR IS
RESPONSIBLE FOR THE STRENGTH AND STABILITY OF THE STRUCTURE DURING CONSTRUCTION AND SHALL PROVIDE
TEMPORARY SHORING, BRACING AND OTHER ELEMENTS REQUIRED TO MAINTAIN STABILITY UNTIL THE STRUCTURE
IS COMPLETED. IT IS THE CONTRACTOR'S RESPONSIBILITY TO BE FAMILIAR NTH THE WORK REQUIRED IN THE
CONSTRUCTION DOCUMENTS AND THE REQUIREMENTS FOR EXECUTING IT PROPERLY.
DISCREPANCIES IN CASE OF DISCREPANCIES BETWEEN THESE GENERAL NOTES, THE CONTRACT DRAWINGS AND
SPECIFICATIONS, AND/OR REFERENCE STANDARDS, THE ENGINEER SHALL DETERMINE WHICH SHALL GOVERN.
DISCREPANCIES SHALL BE BROUGHT TO THE ATTENTION OF THE ENGINEER BEFORE PROCEEDING WITH THE WORK.
SITE VERIFICATION THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND CONDITIONS AT THE SITE PRIOR TO
FABRICATION AND/OR CONSTRUCTION. CONFLICTS BETWEEN THE DRAWNGS AND ACTUAL SITE CONDITIONS SHALL
BE BROUGHT TO THE ATTENTION OF THE ENGINEER BEFORE PROCEEDING WITH THE WORK. ALL UNDERGROUND
UTILITIES SHALL BE DETERMINED BY THE CONTRACTOR PRIOR TO EXCAVATION OR DRILLING.
WIND DESIGN BASIC WIND SPEED (3-SELIOND GUST), V = 85 MPH; %No IMPORTANCE FACTOR, 1W 1,0;
OCCUPANCY CATEGORY = 11; EXPOSURE CATEGORY = B;
SEISMIC DESIGN SEISMIC IMPORTANCE FACTOR IE 1.0; OCCUPANCY CATEGORY = 11; SS = 1.305G; Sl
0.502G., SITE CLASS = D; SOS 0.870G,, Sol = 0.502G, SEISMIC DESIGN CATEGORY 0;
BASIC SEISMIC FORCE RESISTING SYSTEM = A-13 (BEARING WALL SYSTEMS) LIGHT -FRAMED
WALLS NTH WOOD STRUCTURAL PANELS RATED FOR SHEAR RESISTANCE; CS = 0_094; R =
6.5: ANALYSIS PROCEDURE = EQUIVALENT LATERAL FORCE PROCEDURE PER ASCE 7. SEC 12.8.
SNOW LOAD: GROUND SNOW LOAD, PG = 20 PSF: FLAT ROOF SNOW LOAD, PF = 25 PSF (DRIFT LOADS
CONSIDERED PER ASCE 7 WHERE APPLICABLE); SNOW EXPOSURE FACTOR, CE = 1.0; SNOW
IMPORTANCE FACTOR, IS = 1.0; THERMAL FACTOR, CT = 1.0.
LIVE LOADS, ROOF (LIVE) 20 PSF
ROOF (SNOW) 25 PSF
RESIDENTIAL FLOOR 40 PSF
DESIGN -BY -OTHERS (DEFERRED SUBMITTAL5) LOADS ALL PRE-ENGINEERED/FABRICATED/MANUFACTURED OR
OTHER PRODUCTS DESIGNED BY OTHERS SHALL BE DESIGNED FOR THE TRIBUTARY DEAD AND LIVE LOADS PLUS
VAND, EARTHQUAKE, AND COMPONENT AND CLADDING LOADS WHEN APPLICABLE. DESIGN S14ALL CONFORM TO THE
PROJECT DRAWINGS AND SPECIFICATIONS, REFERENCE STANDARDS. AND GOVERNING CODE.
ROOF DEAD LOAD 26 PSF
TOP CHORD DEAD LOAD 8 PSF
BOTTOM CHORD DEAD LOAD 7 PSF
TRUSS UPLIFT LOAD (GROSS) 10 PSF
DEFERRED SUBMITTAL ITEMS DESIGNED BY OTHERS SHALL INCLUDE CALCULATIONS, SHOP DRAWINGS AND
PRODUCT DATA. DESIGN SHALL BE PREPARED BY THE SSE AND SUBMITTED TO THE ARCHITECT AND SER FOR
REVIEW PRIOR TO SUBMISSION TO THE JURISDICTION FOR APPROVAL. THE SSE SHALL SUBMIT TO THE ENGINEER
FOR REMEW CALCULATIONS AND SHOP DRAWINGS THAT ARE STAMPED AND SIGNED BY THE SSE. REVIEW OF THE
SSE'S SHOP DRAWINGS IS FOR GENERAL COMPLIANCE NTH DESIGN CRITERIA AND COMPATIBILITY WTH THE DESIGN
OF THE PRIMARY STRUCTURE AND DOES NOT REUEVE THE SSE OF RESPONSIBILITY FOR THAT DESIGN. ALL
NECESSARY BRACING, TIES, ANCHORAGE, AND PROPRIETARY PRODUCTS SHALL BE FURNISHED AND INSTALLED PER
MANUFACTURER'S INSTRUCTIONS OR THE SSE'S DESIGN DRAWINGS AND CALCULATIONS.
INSPECTION ALL CONSTRUCTION IS SUBJECT TO INSPECTION BY THE BUILDING OFFICIAL IN ACCORDANCE WITH
IBC SEC 109. THE CONTRACTOR SHALL COORDINATE ALL REQUIRED INSPECTIONS NTH THE BUILDING OFFICIAL.
SUBMIT COPIES OF ALL INSPECTION REPORTS TO THE ENGINEER FOR REVIEW.
SPECIAL INSPECTIONS, IN ADDMON TO THE INSPECTIONS REQUIRED BY IBC SEC 109, SPECIAL INSPECTORS SHALL,
IN ACCORDANCE NTH IBC SEC 1704, PERFORM THE FOLLOWING:
SOILS & FOUNDATIONS
- DURING EARTHWORK EXCAVATION. GRADING AND FILLING OPERATIONS TO SATISFY REQUIREMENTS OF IBC
CHAPTER 18.
- PRIOR TO PLACING ANY REINFORCING STEO, A GEOTECHNICAL ENGINEER OR BUILDING OFFICIAL SHALL
INSPECT ALL SOIL BEARING SURFACES PER IBC SEC. 1806.2 AND 1806.3
WOOD
- DIAPHRAGMS & SHEAR WALLS: CONTINUOUS INSPECTION DURING FIELD OPERATIONS. PERIODIC INSPEC11ON
OF ANCHOR BOLTS. HOLDOWNS, DRAG STRUT CONNECTIONS, NAILING SIZE & SPACING.
- PER:OD:C VERIFICATION OF MOISTURE CONTENT OF Wool) STUDS, PLATES, BEAMS AND JOISTS.
- PERODC INSPECTION OF 2X AND 3X BOTTOM PLATES AND PLATE WASHERS.
SPECIAL CASES
- CONTINUOUS INSPECTION DURING GROUTING OF ADHESIVE ANCHORS AND REINFORCING BARS.
ALL PREFABRICATED CONSTRUCTION SHALL CONFORM TO IBC SEC 1703.6.
GEOTECHNICAL INSPECTION: THE GEOTECHNICAL ENGINEER OR BUILDING OFFICIAL SHALL INSPECT ALL PREPARED
SOIL BEARING SURFACES PRIOR TO PLACEMENT OF CONCRETE AND REINFORCING STEEL AND PROVIDE A LETTER
TO THE OWNER STATING THAT SOILS ARE ADEQUATE TO SUPPORT THE 'ALLOWABLE FOUNDATION PRESSURE"
SHOWN BELOW. SOIL VALUES SHALL BE FIELD VERIFIED BY THE BUILDING OFFICIAL OR THE GEOTECHNICAL
ENGINEER PRIOR TO PLACING CONCRETE.
DESIGN SOIL VALUES:
ALLOWABLE BEARING PRESSURE (ASSUMED) 1500 PSF
PASSIVE LATERAL PRESSURE 150 PSF/FT
ACTIVE LATERAL PRESSURE (UNRESTRAINED) 35 PSF/FT
ACTIVE LATERAL PRESSURE (RESTRAINED) 50 PSF/FT
COEFFICIENT OF SLIDING FRICTION 0.25
SLABS -ON -GRADE & FOUNDATION ALL FOUNDATIONS SHALL BEAR ON STRUCTURAL COMPACTED FILL OR
COMPETENT NATIVE SOIL PER THE GEOTECHNICAL REPORT. ALL SLABS -ON -GRADE SHALL BE FOUNDED ON
APPROPRIATE SUB -GRADE PREPARATION AS NOTED IN THE GEOTECHNICAL REPORT. EXTERIOR PERIMETER
FOOTINGS SHALL BEAR NOT LESS THAN 18 INCHES BELOW FINISH GRADE, OR BY THE GEOTECHNICAL ENGINEER
AND THE BUILDING OFFICIAL. INTERIOR FOOTINGS SHALL BEAR NOT LESS THAN 12 INCHES BELOW FINISH FLOOR
FOUNDATION STEM WALLS UNLESS OTHERWISE NOTED ON THE DRAWINGS, THE MAXIMUM UNBALANCED SOIL
CONDITION FOR ALL FOUNDATION STEM WALLS (DIFFERENCE IN ELEVATION BETWEEN INTERIOR AND EXTERIOR SOIL
GRADES) SHALL BE 2�-6'. MAINTAIN A MINIMUM 9" SEPARATION BETWEEN FINISH GRADE AND UNTREATED WOOD
FRAMING-
BACKFILLING: BACKFILL BEHIND RETAINING AND FOUNDATION WALLS SHALL BE OF FREE -DRAINING MATERIAL
PLACED IN MAXIMUM LOOSE LIFTS OF 12". BACKFILL SHALL BE COMPACTED USING HAND -OPERATED EQUIPMENT
ONLY. THE CONTRACTOR SHALL REFRAIN FROM OPERA71NG HEAVY EQUIPMENT BEHIND RETAINING AND
FOUNDATION WALLS WITHIN A DISTANCE EQUAL TO OR GREATER THAN THE HEIGHT OF THE WALL, UNLESS
OTHERWISE APPROVED BY THE ENGINEER.
COMPACTION UNLESS OTHERIMSE SPECIFIED BY A GEOTECHNICAL ENGINEER, FOOTINGS SHALL BE PLACED ON
COMPACTED MATERIAL AND SHALL BE WELL -GRADED GRANULAR MATERIAL NTH NO MORE THAN 5% PASSING A
#2 SIEVE. FILLS PLACED SHALL BE IN MAXIMUM 8- LIFTS AND ALL BEARING SOILS SHALL BE COMPACTED TO 95%
MAXIMUM DENSITY AT OPTIMUM MOISTURE CONTENT USING THE MODIFIED PROCTOR TEST.
REFERENCE STANDARDS. CONFORM TO.,
(1) ACI 318 -BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE AND COMMENTARY..
(2) IBC CHAPTER 19.
(3) ACI 301 -STANDARD SPECIFICATIONS FOR STRUCTURAL CONCRETE-. SEC 3 -REINFORCEMENT AND
REINFORCEMENT SUPPORTS."
FIELD REFERENCE, THE CONTRACTOR SHALL KEEP A COPY OF Aci FIELD REFERENCE MANUAL, SP-15, "STANDARD
SPECIFICATIONS FOR STRUCTURAL CONCRETE (ACI 301) NTH SELECTED ACI AND ASTM REFERENCES."
CONCRETE MIXTURES, CONFORM TO ACI 318 CHAPTER 5 "CONCRETE QUALITY, MIXING, AND PLACING."
MATERIALS." CONFORM TO ACI 318 CHAPTER 3 "MATERIALS" FOR REQUIREMENTS FOR CEMENTITIOUS MATERIALS,
AGGREGATES, MIXING WATER AND ADMIXTURES.
REINFORCING BARS ASTM A615, GRADE 60, DEFORMED BARS.
DEFORMED WELDED ORE FABRIC ASTM A497
BAR SUPPORTS CRSI MSP-2, CHAPTER 3 "BAR SUPPORTS."
TIE ORE 16.5 GAGE OR HEAVIER, BLACK ANNEALED.
MIX DESIGNS: PROVIDE A 5-SACK MINIMUM, 28-DAY COMPRESSIVE STRENGTH F'C = 2,500 PSI CONCRETE MIX
NTH MAXIMUM 3/4- AGGREGATE AND 0.50 W/C RATIO FOR ALL ISOLATED POST AND CONTINUOUS WALL
FOOTINGS, SLABS -ON -GRADE. AND BASEMENT WALLS EXTENDING NO MORE THAN 8- ABOVE FINISH GRADE
ELEVATION. FOR BASEMENT WALLS EXTENDING MORE THAN 9" ABOVE FINISH GRADE AND ALL SITE WALLS,
PROVIDE A 5-1/2 SACK MINIMUM F-C = 3,000 PSI CONCRETE MIX WTH MAXIMUM 3/4" AGGREGATE AND 0.50
W/C RATIO.
MIX DESIGN NOTES
(1) W/C RATIO: WATER-CEMENTITIOUS MATERIAL RATIOS SHALL BE BASED ON THE TOTAL WEIGHT OF
CEMENTITIOUS MATERIALS,
(2) CEMENTITIOUS CONTENT. THE USE OF FLY ASH, OTHER POZZOLANS, SILICA FUME, OR SLAG SHALL
CONFORM TO ACI 301 SEC 4.2.2.8.B. MAXIMUM AMOUNT OF FLY ASK SHALL BE 20% OF TOTAL
CEMENTITIOUS CONTENT UNLESS REVIEWED AND APPROVED OTHERWISE BY SER.
(3) AIR CONTENT: CONFORM TO ACI 301 SEC 4.2.2.4. HORIZONTAL EXTERIOR SURFACES IN CONTACT WITH THE
SOIL REQUIRE ENTRAINED AIR. USE "MODERATE EXPOSURE". VERTICAL EXTERIOR SURFACES REQUIRE
"MODERATE EXPOSURE". TOLERANCE IS +/- 1-1/2% AIR CONTENT SHALL BE MEASURED AT POINT OF
PLACEMENT.
(4) SWMP: CONFORM TO ACI 301 SEC 4.2.2.2. SLUMP SHALL BE DETERMINED AT POINT OF PLACEMENT.
(5) NON -CHLORIDE ACCELERATOR: NON -CHLORIDE ACCELERATING ADMIXTURE MAY BE USED IN CONCRETE
SLABS PLACED AT AMBIENT TEMPERATURES BELOW 50F AT THE CONTRACTOR'S OPTION.
FORMWORK CONFORM TO ACI 301 SEC 2 "FORMWORK AND FORM ACCESSORIES." REMOVAL OF FORMS SHALL
CONFORM TO SEC 2.3.2 EXCEPT STRENGTH INDICATED IN SEC 2.3.2.5 SHALL BE 0.75 F'C.
MEASURING, MIXING- AND DELIVER CONFORM TO ACI 301 SEC 4.3.
HANDLING, PLACING. CONSTRUCTING AND CURIN CONFORM TO ACI 301 SEC 5.
REBAR FABRICATION & PLACING, CONFORM TO ACI 301, SEC 3.2.2 "FABRICATION", AND Aa SP-66 'ACI
DETAIUNG MANUAL." CONFORM TO ACI 301, SEC 3.3.2 "PLACEMENT." PLACING TOLERANCES SHALL CONFORM TO
SEC 3.3.2.1 *TOLERANCES."
SPLICES. CONFORM TO ACI 301, SEC 3.3.2.7. REFER TO PLANS FOR TYPICAL SPLICES.
FIELD BENDING CONFORM TO ACI 301 SEC 3.3.2.8. *FIELD BENDING OR STRAIGHTENING." BAR SIZES #3 THROUGH
#5 MAY BE FIELD BENT COLD THE FIRST TIME. OTHER BARS REQUIRE PREHEATING. DO NOT TwST BARS.
CORNERS BARS PROVIDE MATCHING -SIZED "L" CORNER BARS FOR ALL HORIZONTAL WALL AND FOOTING BARS
NTH THE APPROPRIATE SPLICE LENGTH, UNO.
CONCRETE COVER CONFORM TO THE FOLLOWING COVER REQUIREMENTS FROM ACI 301, TABLE 3.3.2.3:
CONCRETE CAST AGAINST EARTH 3"
CONCRETE EXPOSED TO EARTH OR WEATHER (#5 A, SMALLER) 1-1/2"
BARS IN SLABS AND WALLS 3/4'
CONSTRUCTION JOIN CONFORM TO ACI 301 SEC 2.2.2.5, 5.1.2.3A, 5.2.2.1, AND 5.3.2.6. CONSTRUCTION JOINTS
SHALL BE LOCATED AND DETAILED AS ON THE CONSTRUCTION DRAWINGS. USE OF AN ACCEPTABLE ADHESIVE,
SURFACE RETARDER, PORTLAND CEMENT GROUT, OR ROUGHENING THE SURFACE IS NOT REQUIRED UNLESS
SPECIFICALLY NOTED ON THE DRAWNGS. WHERE SHEAR BOND IS REQUIRED, ROUGHEN SURFACES TO 1/4-
AMPLITUDE.
WOOD FRAMING
REFERENCE STANDARD CONFORM TO:
(1) IBC CHAPTER 23 -WOOD-,
(2) NOS AND NOS SUPPLEMENT - -NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION",
(3) ANSI/TPI 1 -NATIONAL DESIGN STANDARD FOR METAL -PLATE -CONNECTED WOOD TRUSS CONSTRUCTION-,
DEFERRED SUBMITTALS SUBMIT PRODUCT DATA AND PROOF OF ICC APPROVAL FOR FRAMING MEMBERS AND
FASTENERS THAT HAVE BEEN DESIGNED BY OTHERS. SUBMIT CALCULATIONS PREPARED BY THE SSE IN THE
STATE OF WASHINGTON FOR ALL MEMBERS AND CONNECTIONS DESIGNED BY OTHERS ALONG NTH SHOP
DRAWINGS. ALL NECESSARY BRIDGING, BLOCKING, BLOCKING PANELS AND WEB STIFFENERS SHALL BE DETAILED
AND FURNIS14ED BY THE SUPPLIER. TEMPORARY AND PERMANENT BRIDGING SHALL BE INSTALLED IN
CONFORMANCE NTH THE MANUFACTURER'S SPECIFICATIONS. DEFLECTION LIMITS SHALL BE AS NOTED UNDER
DESIGN LOADS SECTION.
IDENTIFICATION ALL SAWN LUMBER AND PRE -MANUFACTURED WOOD PRODUCTS SHALL BE IDENTIFIED BY THE
GRADE MARK OR A CERTIFICATE OF INSPECTION ISSUED BY THE CERTIFYING AGENCY.
MATERIA
- SAWN LUMBER: CONFORM TO GRADING RULES OF WWPA. WCUB OR NLGA. FINGER JOINTED STUDS
ACCEPTABLE AT INTERIOR WALLS ONLY.
MEMBER USE SIZE SPECIES GRADE
STUDS & POSTS 2x, 4x HEM -FIR NO. 2
RAFTERS 2x4 2xlO HEM -FIR NO. 2
BEAMS 4x8 4x12 HEM -FIR NO. 2
BEAMS 6x8 602 HEM -FIR NO. 2
POSTS & IIMBERS 6x, 8x DOUG-FIR NO. 2
- GLUED LAMINATED TIMBER CONFORM TO AITC 117 "STANDARD SPECIFICATIONS FOR STRUCTURAL
OWE -LAMINATED TIMBER OF SOFTWOOD SPECIES, MANUFACTURING AND DESIGN- AND ANSI/AITC A190.1
"STRUCTURAL GLUED LAMINATED TIMBER." CAMBER ALL GLUED LAMINATED MEMBERS BEAMS TO 200C
RADIUS, UNLESS SHOWN OTHERWISE ON THE PLANS.
MEMBER USE SIZES SPECIES STRESS CLASS USES
BEAMS ALL DF/DF 24F-1.8E SIMPLE SPANS
ALL DF/DF 24F-1.8E [(-FB)=(+FB)l CANTILEVER SPANS
- METAL PLATE CONNECTED WOOD ROOF TRUSSES CONFORM TO IBC SEC 2303.4 "TRUSSES.'
- WOOD STRUCTURAL SHEATHING (PLYWOOD) WOOD APA-RATED STRUCTURAL SHEATHING INCLUDES: ALL
VENEER PLYWOOD, ORIENTED STRAND BOARD, WAFERBOARD, PARTICLEBOARD, T1-11 SIDING, AND
COMPOSITES OF VENEER AND WOOD BASED MATERIAL. CONFORM TO PRODUCT STANDARDS PS-1 AND PS-2
OF THE U-S. DEPT, OF COMMERCE AND THE AMERICAN PLYWOOD ASSOCIATION (APA).
MINIMUM APA RATING
LOCATION THICKNESS SPAN RATING PLYWOOD GRADE EXPOSURE
ROOF 15/32- 32/16 C-D I
FLOOR 23/32- T&C 24 OC STURD-1-FLOOR 1
WALLS 15/32- 32/16 C-D 1
WALLS(ALT) 7/16- OSB 24/16 C-D I
- JOIST HANGERS AND CONNECTORS: SHALL BE "STRONG TIE" BY SIMPSON COMPANY OR USP EQUIVALENT AS
SPECIFIED IN THEIR LATEST CATALOGS. ALTERNATE CONNECTORS BY OTHER MANUFACTURERS MAY BE
SUBSTITUTED PROVIDED THEY HAVE CURRENT ICC APPROVAL FOR EQUIVALENT OR GREATER LOAD
CAPACITIES AND ARE REVIEWED AND APPROVED BY THE SER PRIOR TO ORDERING. CONNECTORS SHALL BE
INSTALLED PER THE MANUFACTURER'S INSTRUCTIONS. WHERE CONNECTOR STRAPS CONNECT TWO MEMBERS,
PLACE 1/2 OF THE NAILS OR BOLTS IN EACH MEMBER. PROVIDE WASHERS UNDER THE HEADS AND NUTS OF
ALL BOLTS AND LAG SCREWS BEARING ON WOOD. UNLESS NOTED OTHERWISE ALL NAILS SHALL BE FULL
LENGTH COMMON. NAIL STRAPS TO WOOD FRAMING AS LATE AS POSSIBLE IN THE FRAMING PROCESS TO
ALLOW THE WOOD TO SHRINK AND THE BUILDING TO SETTLE.
- NAILS AND STAPLE CONFORM TO IBC SEC 2303.6 "NAILS AND STAPLES." UNLESS NOTED ON PLANS, NAIL
PER IBC TABLE 2304.10.1. UNLESS NOTED OTHERWISE ALL NAILS SHALL BE COMMON. NAIL SIZES SPECIFIED
ON THE DRAVANGS ARE BASED ON THE FOLLOWING SPECIFICATIONS:
1ZE LEN T DIVI?
8d D.
10d 3. 0.148"
(8d & 10d ALTERNATIVE) PASLODE TETRAGRIP NAILS 2-3/8- 0.113-
12d (16d SINKER) 3-1/4" 0-14W
16d 3-1/2" 0.162"
- LAG BOLTS/B CONFORM TO ASTM A307.
NAILING REQUIREMENTS- PROVIDE MINIMUM NAILING IN ACCORDANCE NTH IBC TABLE 2304.10.1 *FASTENING
DULE" EXCEPT AS NOTED ON THE DRAWNGS. NAILING FOR ROOF/FLOOR DIAPHRAGMS/SHEAR WALLS SHALL
BE PER DRAWINGS. NAILS SHALL BE DRIVEN FLUSH AND SHALL NOT FRACTURE THE SURFACE OF SHEATHING.
STANDARD LIGHT -FRAME CONSTRUCTION UNLESS NOTED ON THE PLANS, CONSTRUCTION SHALL CONFORM TO IBC
SEC 2308 "CONVENTIONAL LIGHT -FRAME CONSTRUCTION" AND IBC SEC 2304 "GENERAL CONSTRUCTION
REQUIREMENTS."
(1) WALL FRAMING UNLESS OTHERWISE NOTED, ALL INTERIOR WALLS SHALL BE 2X4 a 16-OC AND ALL
EXTERIOR WALLS SHALL BE 2X6 @ 16"OC. PROVIDE (2)BUNDLED STUDS MIN AT WALL ENDS AND EACH
SIDE OF ALL OPENINGS. UNO, ALL SOLID SAWN WMBER HEADERS SHALL BE SUPPORTED BY A MINIMUM
OF (1)TRIM AND (I)KING STUD AND ALL GLULAM OR ENGINEERED WOOD HEADERS BY (2)TRIM AND
(2)KING STUDS. AT FRAMED WALLS, UNO, ALL SOLID SAWN LUMBER BEAMS SHALL BE SUPPORTED ON A
MINIMUM OF (2) BUNDLED 2X STUDS AND ALL GLULAM OR ENGINEERED WOOD BEAMS ON A MINIMUM or
(3) BUNDLED 2X STUDS. STITCH -NAIL BUNDLED STUDS WITH (2)IOD 0 12-OC. UNO, ALL INTERIOR AND
EXTERIOR HEADERS SHALL BE 4X6. PROVIDE SOLID BLOCKING THRU FLOORS TO SUPPORTS BELOW FOR
BEARING WALLS AND POSTS. UNO, ATTACH BOTTOM PLATES OF STUD WALLS TO WOOD FRAMING BELOW
NTH 16D 0 12"OC OR TO CONCRETE WITH 5/8"-DIA. ANCHOR BOLTS X 7" EMBEDMENT AT 48"OC. REFER
TO SHEAR WALL SCHEDULE FOR SPECIFIC SHEATHING, STUD, AND NAILING REQUIREMENTS AT SHEAR
WALLS. ONO, PROVIDE GYPSUM SHEATHING ON INTERIOR SURFACES AND PLYWOOD SHEATHING ON
EXTERIOR SURFACES.
(2) ROOF/FLOOR FRAMING UNLESS OTHERWISE NOTED, PROVIDE DOUBLE JOISTS/RAFTERS UNDER ALL
PARALLEL BEARING PARTITIONS AND SOLID BLOCKING AT ALL BEARING POINTS. PROVIDE DOUBLE JOISTS
AROUND ALL ROOF/FLOOR OPENINGS. UNO, MULTI-JOISTS/RAFTERS SHALL BE STITCH -NAILED TOGETHER
NTH (2)10D 0 12-OC. PROVIDE ROOF SHEATHING EDGE CLIPS CENTERED BETWEEN FRAMING AT
UNBLOCKED PLYWOOD EDGES. ALL FLOOR SHEATHING SHALL HAVE TONGUE AND GROOVE JOINTS OR BE
SUPPORTED BY SOLID BLOCKING. ALLOW 1/8- SPACING AT ALL PANEL EDGES AND ENDS OF ROOF/FLOOR
SHEATHING. ROOF/FLOOR SHEATHING SHALL BE LAID FACE GRAIN PERPENDICULAR TO FRAMING MEMBERS.
MOISTURE CONTEN WOOD MATERIAL USED FOR THIS PROJECT SHALL HAVE MAXIMUM MOISTURE CONTENT OF
19% EXCEPT FOR THE PRESSURE -TREATED WOOD SILL PLATE.
PRESERVATIVE TREATMENT: WOOD MATERIALS ARE REQUIRED TO BE "TREATED WOOD" UNDER CERTAIN
CONDITIONS IN ACCORDANCE NTH IBC SEC 2304.12 'PROTECTION AGAINST DECAY AND TERMITES". CONFORM TO
THE APPROPRIATE STANDARDS OF THE AMERICAN WOOD -PRESERVERS ASSOCIATION (AWPA) FOR SAWN LUMBER,
GLUED LAMINATED TIMBER, ROUND POLES, WOOD PILES AND MARINE PILES. FOLLOW AMERICAN LUMBER
STANDARDS COMMITTEE (ALSC) QUALITY ASSURANCE PROCEDURES. PRODUCTS SHALL BEAR THE APPROPRIATE
MARK.
METAL CONNECTORS/PT WOOD CK ENGINEERING LLC RECOMMENDS THAT ALL METAL HARDWARE AND FASTENERS
IN CONTACT NTH PRESSURE TREATED LUMBER BE STAINLESS STEEL TYPE 316L. AT THE OWNER'S RISK AND
DISCRETION, HOT -DIPPED GALVANIZED METAL HARDWARE AND FASTENERS MAY BE INVESTIGATED FOR USE IN LIEU
OF STAINLESS STEEL PROVIDED THAT THE FINISH HAS A MINIMUM ZINC CONTENT OF AT LEAST 1.85 OZ/SF AND
ITS USE IS COORDINATED BY THE CONTRACTOR AND WOOD SUPPLIER FOR THE EXPECTED ENVIRONMENT AND
MOISTURE EXPOSURE FOR APPROPRIATE USE BASED ON THE METHOD OF PRESERVATIVE TREATMENT OF THE
WOOD.
ho"
DETAILA
0730
MODEL
ANCHORAGE TYPE�,
FASTENERS
ENDSTUD
CAPACITY (LBS)
DOUG-FIR
HEM -FIR
# ("
REQUIREDM
CS14
FLR-TO-FLR STRAP
(E.L19")
(30) 10d COMMON
2x STUD
2,490
2,490
MST48
FLR-TO-FLR STRAP
(CNTR'D ON C.S.)
(34) 16d COMMON
(2) 2x STUDS
4,205
3,640
MST60
FLR-TO-FLR STRAP
(CNTR'D ON C.S.)
(46) 16d COMMON
(2) 2x STUDS
6,235
5,405
LSTHDB/RJ
CAST -IN -PLACE
(16) 16d SINKERS
(2) 2x STUDS'
1,975
1.975
STHD1O/RJ
CAST -IN -PLACE
(18) 16d SINKERS
(2) 2x STUDS
2,640
2,640
STHD14/RJ
CAST -IN -PLACE
(22) 16d SINKERS
(2) 2x STUDS'
3,695
3,695
%"0 ANCHOR BOLT W/
HDU8
2%px2%�x%" It WASHER
(20) '/4�0x2%"
(3) 2x STUDS
7,870
5,665
& HEX NUT W1 16- EMBED
SOS WOOD SCREWS
IN 8" CON WALL
HDUI 1
SBIx3O -OR-
1"0 ALL -THREAD ROD W/
(30) '/,"0.21/2"
I
46 MINIMUM
-
16" EMBED INTO CONIC
SOS WOOD SCRIWIJ
NOTES,
1. HOLDOWNS SPECIFIED ARE AS MANUFACTURED BY SIMPSON ANCHOR TIE DOWN CO_ INC; ACCEPTABLE
EQUIVALENT PRODUCT SUBSTITUTIONS ARE AVAILABLE FROM OTHER MANUFACTURERS WITH SER APPROVAL.
2 * LOCATE ALL HOUDOWNS AT ENDS OF ALL SHEAR WALLS & FASTEN TO BUNDLED END STUDS.
3. BUNDLED END STUDS SHOULD BE STITCH -NAILED TOGETHER USING MINIMUM (2) 16d @ 10-OC, UNO.
4. LOCATE -HDU#-, -LSTHD#- & -STHD#- HOLDOWNS AT CONCRErE FOUNDATION LEVEL (DEFAL B & C)
LOCATE -CS#-. 'MST-, -MSTC#" & 'CMST#" STRAPS AT FLOOR -TO -FLOOR CONNECTIONS. (DETAIL A)
5. ALL HOLDOWN ANCHOR BOLTS SHALL BE MIN 5' FROM CONCRIETE WALL ENDS.
6. USE "SSTB" FOR 2x SILL PLATES & "SSTBL" FOR 3x SILL PLATES.
7. ADDITIONAL END STUD REQUIRED TO MEEr MINIMUM 1'/2* EDGE DISTANCE FROM CONCRETE CORNER TO 'STHV STRAP.
USE "RX' STYLE WITH "STHV WHERE RIM JOIST IS PRESENT.
8- INSTALL ALL HOUDOWN HARDWARE PER MANUFACTURER'S INSTRUCTIONS & RECOMMENDATIONS.
HOLDOWN SCHEDULE
SCALE, N.T_', 8
WOOD -FRAMED SHEAR WALL SCHEDULE
FOR HEWFIRIDOUG-FIR STUD FRAWNG
RIM JOIST OR BLOCKING
BOTTOM PLATE & EDGE MEMBER
REQUIREMENTS
SILL PLATE REQUIREMENTS
sw
SW SHEATHING
MAIL SIZE &
ATTACHMENT TO
SHEAR LOAD
SHEAR NAILING TO
BOTTOM It
ANCHOR BOLT TO
SILL It AT
TYPE
APA-RATED
SPACING @ PANEL EDGES
TOP PLATE BELOW
CAPACITY (PLF)
rl. Z 121
[4, 5.61
It 91
WOOD FRAMING BELOW
AT FRAMING
CONCRETE FOUNDATION
FOUNDATION
SW_6
15/32- CO-EXT
0.131-0 x 21/2"
CLIP & 18'OC
0.148"0 x 3/4" @ 6-OC
2x
%"0 @ 48"OC
PT. 2x
260
@ 6"OC
SW-4
15/32" CD-EXT
0-131-0 . 21/2*
CLIP 0 14"OC
0.148"0 x 3/4" 0 4*OC
2x
%"0 0 32"OC
P.T. 2x
380
%"0 @ 48"OC
P.T. 3x
@ 4"OC
IN
SW-3
15/32" CD-EXT
0.131"0 x 2/2"
CLIP 0 12"OC
0.148"0 x 3/4- @ 4"OC
2x
%"0 @ 24"OC
P.T. 2x
490
1/870 0 32"OC
P.T. 3x
0 YOC, STAGGERED
& CUP 0 18"OC
IN
SW-2
15/32' CD-EXT
x 2'/2"
CLIP @ 8"Oc
0.148-0 x 3/4" @ 4-OC
2x
%-0 a 1 6"OC
P.T. 2.
640
@ 24"OC
P.T. 3x
.0.131-0
2-OC, STAGGERED
& CLIP @ 16"OC
2SW-4
15/32" CD-EXT
0.131-0 . 2/2"
CUP @ 6 . oc
0.148"0 x 3/4* @ 4"OC
3x
%"0 0 24"OC
P.T. 3x
760
BOTH SIDE
@ 4!*OC, STAGGERED
& CUP 0 12"OC
D�l
1151
2SW-3
15/32" CD-EXT
0.131'0 x 2/2"
CUP 0 8"Oc
0.148"0 x 3/4- @ 4-OC
3x
5/wo 0 16"OC
P.T. 3x
980
BOTH SIDE
@ 3-DC, STAGGERED
BOTH SIDES, STAGGERED
& CUP @ 8"OC_
I,
r,5,
2SW-2
15/32" CD-EXT
0.131"0 x 2'/2"
CLIP @ 6"OC
0.148"0 . 3/4' 4"OC
3x
%"0 0 1 2"OC
P.T. 3x
1280
BOTH SIDE
@ 2"OC. STAGGERED
BOTH SIDES, STAGGERED
. �'?
& CUP OC
NOTES:
1. INSTALL PANELS EITHER HORIZONTALLY OR VERTICALLY
2. WHERE SHEATHING IS APPLIED ON BOTH SIDES OF WALL, PANEL EDGE JOINTS ON 2x FRAMING
SHALL BE STAGGERED SO THAT JOINTS ON OPPOSITE SIDES ARE NOT LOCATED ON THE SAME
STUDS.
3 ' BLOCKING IS REQUIRED AT ALL PANEL EDGES.
4. PROVIDE SHEAR WALL SHEATHING AND NAILING FOR ENTIRE LENGTH OF THE WALLS INDICATED ON
THE PLANS. ENDS OF FULL HEIGHT WALLS ARE DESIGNATED BY WINDOWS, OR DOORWAYS OR AS
DESIGNATED ON PLANS. HOUDOWN REQUIREMENTS PER PLANS.
5. SHEAR WALLS DESIGNATED AS PERFORATED SHEAR WALLS REQUIRE SHEATHING, SHEAR WALL NAILING,
EFC. ABOVE AND BELOW ALL OPENINGS).
6. SHEATHING EDGE NAILING IS REQUIRED AT ALL HOLDOWN POSTS. EDGE NAILING MAY ALSO BE
REQUIRED TO EACH STUD USED IN BUILT-UP HOLDOWN POSTS. ADDITIONAL INFORMATION PER
HOLDOWN SCHEDULE & DETAILS.
7. INTERMEDIATE FRAMING TO BE 2� MINIMUM MEMBERS. ATTACH SHEATHING TO INTERMEDIATE FRAMING
WITH 0.148"0 x 21/2" NAILS AT 12"OC WHERE STUDS ARE SPACED AT 16*OC AND 0.148"0 x 2/2"
NAILS AT 6"OC WHERE STUDS ARE SPACED AT 24"OC.
B. BASED ON 0.131"0 x 1'/2" NAILS USED TO ATTACH FRAMING CLIPS DIRECTLY TO FRAMING. USE
0.131"0 x 2/2" NAILS WHERE INSTALLED OVER SHEATHING.
9. FRAMING CLIPS: SIMPSON "A35" OR "LTP5" OR APPROVED EQUIVALENT.
WOOD -FRAMED SHEAR WALL SCHEDULE
10. ANCHOR BOLTS SHALL BE PROVIDED WITH HOT -DIPPED GALVANIZED STEEL PLATE WASHERS
3-0-0.229-(MIN). THE HOLE IN THE PLATE WASHER MAY BE DIAGONALLY SLOTTED 9/16_X13/4�
PROVIDED A STANDARD CUT WASHER IS PLACED BETWEEN THE PLATE WASHER AND NUT. PLATE
WASHER TO EXTEND TO WITHIN '/2" OF THE EDGE OF THE SILL PLATE ON THE SIDE(S) WITH
SHEATHING. WHERE SHEAR WALLS ARE SHEATHED ON BOTH SIDES OF 2x6 WALL FRAMING, USE
4.5"x4.5"xO.229"(MIN) PLATE WASHERS. EMBED ANCHOR BOLTS 7" MINIMUM INTO THE CONCRETE.
11 PRESSURE TREATED MATERIAL CAN CAUSE EXCESSIVE CORROSION IN THE FASTENERS. PROVIDE
HOT -DIPPED GALVANIZED (ELECTRO-PLATING IS NOT ACCEPTABLE) NAILS AMID CONNECTOR PLATES
(FRAMING ANGLES. ETC.) FOR ALL CONNECTORS IN CONTACT WITH PRESSURE TREATED FRAMING
MEMBERS. ADDITIONAL INFORMATION PER STRUCTURAL NOTES.
12. WHERE WOOD SHEATHING IS APPLIED OVER GYPSUM SHEATHING, CONTACT THE ENGINEER OF RECORD
FOR ALTERNATE NAILING REQUIREMENTS.
13. AT ADJOINING PANEL EDGES. (2) 2x STUDS NAILED TOGETHER MAY BE USED IN PLACE OF SINGLE 3x
STUD. DOUBLE 2X STUDS SHALL BE CONNECTED TOGETHER BY NAILING THE STUDS TOGETHER WITH
3" LONG NAILS OF THE SAME SPACING AND DIAMETER AS THE PLATE NAILING.
14. CONTACT THE STRUCTURAL ENGINEER OF RECORD FOR ADHESIVE OR EXPANSION BOLT ALTERNATIVES
TO CAST -IN -PLACE ANCHOR BOLTS. SPECIAL INSPECTION MAY BE REQUIRED.
15. NAIL STUDS TO 3x BOTTOM/SILL PLATES WITH EITHER (2) 0.148"&4" END NAILS OR
(4) O.l3lnGx2/2* TOENAILS.
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CK JOB NO.
17-031
STRUCTURAL
NOTES/SCHED.
SCALE N.T.S.
MAR 2 ' 2010
DEVELOPMENT SEE
COUNTER
S-1.0
CONC SLAB & REINF PER
0 T/SLA8
SUBGRADE PER ARCH--------'
ANCHOR ROD PER HOLDOWN
SCHEDULE W/ 16- EMBE I
III WAINER 21/2�2
.rl
CONIC FOOTING W/ REINF PER ARCH I �'V
DETAILS, CNTR'D ON STEM WALL----:--/'---
_—HOLDOWN PER PLAN
�WALL FRAMING PER PLAN,
SHEAR WALL WHERE OCCURS
—BOTTOM PLATE
---PANEL EDGE NAILING PER SHEAR
WALL SCHEDULE OR NOTES
P , I SILL PLATE W1 ANCHOR BOLTS
PER SCHEDULE OR NOTES
1)/2" CLR SLOPE
AW �� T/GRADE
C STEM WALL W/ VARIES
REINF PER ARCH DETAILS
_(2) #4 x 14-0 HAIRPIN 6
ffi
-1 @ ANCHOR ROD
CIRO IN WALL �pl
2 , B/FOOTING
'-- ALTERNATE HOOKS
--COMPETENT NATIVE SOIL OR
COMPACTED STRUCTURAL FILL
OR PER GEOTECH REPORT
TYPICAL "HDU" HOLDOWN AT SHEAR WALL
SCALE: NIS
SPLICE LENGTH
BAR
LENGTH
#4
28"
115
36"
NALD/FLIR FRAMING
LNOT SHOWN FOR CILMITYJ
WALL VERTICAL REINF
(CONT W/ BEND OR FTG DOWEL
TO MATCH) PER SCHEDULE ---
WALL HORIZONTAL REINF
PER SCHEDULE
24'
#4 . ---I @ 16"OC
T/SLAB
0 - ]� t -
� rl i—
FIG TOP TRANSV
REINF PER SCHED
FIG TOP LONGIT ,
REINF PER SCHEDN
FIG BOTT LONGIT REINF
PFR RCHFDUI F
1Y2" CLR
TYR
—PROVIDE FREE -DRAINING
--POST PER HOLDOWN SHEDULE
HOLDOWN PER PLAN
P.T. SILL It PER SHEAR
WALL SCHEDULE
ANCHOR BOLTS PER
SHEAR WALL SCHEDULE
_(2) #4 x 14" HAIRPIN
ANCHOR RO
—VERT REINF W/ 90- HOOKS
PER ARCH DETAIL
ANCHOR ROD W/
16" EMBED PER
r—T — — — — — -
HOLDOWN SCHEDULE
.4 —HORIZ REINF PER
r -
J�7- - -
I
ARCH DErAJL
.---
r I I YFil I I
'Fid
INT'LL
HEX NUT & It WASHER
1�=
CONIC FrG PER PLAN
..
Sti, I ION
I-
ADDT VERT REINF 0 EACH HAIRPIN, (2) TOTAL
THICKENED SLAB @
WALL PER PLAN
COLUMN
& FOOTING
-T POST PER PLAN
CB POST WE PER PLAN
SLAB ON GRADE
PER PLAN
X _X
4
... .... .. 1_1== PSUBGRADE PER GEOTECH
COMPETENT NATIVE SOIL OR
COMPACTED STRUCTURAL FILL
OR PER GEOTECH REPORT
ADD ADDITIONAL STUDS @ HOLDOWN
STRAPS OR FLOOR -TO -FLOOR
CONNECTIONS
ANCHOR BOLTS & It WASHERS
PER SHEAR WALL SCHEDULE
P.T. BOTTOM PLATE
0 T/FOUNDATION WALL
0 T/FOOTING
—BUNDLED STUDS PER PLAN
OR 0 HOLDOWN LOCATIONS
—HOLDOWN PER PLAN &
SCHEDULE
_ADD`L T WASHER &
NUT 0 HOLDOWN
ANCHOR BOLTS PER
SHEAR WALL SCHEDULE
ANCHOR BOLT & EMBED
PER HOLDOWN SCHEDULE
CONCRETE STEM WALL
PER PLAN
CONCRETE FOOTING
PER PLAN
F------------------ — ]
SIMSON SaTRDNG� _TIEI
'PS , PLATE _
'�CRSO LaTSIHERS
SL0!TTEo PLATE
! '0 ANCHOR BOLTS
1�.O.2'29 BPs%-3
.4.5x3xO.229 EIPS%-6
NOTE. DIAG SLOTTED It WASHER
MAY BE USED W/ ADDT CUT
WASHER PER SW SCHED
SHEAR WALL SHEATHING
PER SW SCHED, TYR
SHEAR WALL STUD
PER SW SCHED, TYR
ADDT It WASHER MAY BE USED W/
HOLDOWN AB TO MEET SW AB REOM'T
STRAP HOLDOWN PER
No SCHIED (WHERE OCCURS)
STAGGERED ANCHOR BOLTS & 4/2-x3'xO.229- It WASHER
It WASHERS PER SW SCHED PER SW SCHED
DOUBLE -SIDED SHEAR WALL
ANCHOR BOLT OPTIONS
Y2" MAX, TYR
(it WASHER-TO-BOIT It EDGE)
EDGE NAIL SHEATHING PER
SHEAR WALL SCHEDULE
.L iNnLLl SHEAR WAL
SHEAR WALL SILL PLATE PER SW SCHED
HOLDOWN & ANCHOR BOLT PER
HID SCHED (WHERE OCCURS)
NAILING TO MATCH BOTTOM PLATE NAILING
PER SIN SCHED
ANCHOR BOLT & It WASHER
PER SW SCHED, TYR
TYPICAL SHEAR WALL HOLDOWN TYPICAL PLAN VIEW -
CONNECTIONS AT FOUNDATION CONCRETE WALL 3 SHEAR WALL HOLDOWNS & ANCHOR BOLTS
SCALE: N.T.S. SCALE: 1 * = 1'-0"
THICKENED SLAB @
WALL PER PLAN
BEARING/SHEAR WALL PER PLAN
PT SILL It W1 ANCHOR BOLT PER
SHEAR WALL SCHEDULE OR NOTES
CONC. SLAB ON
GRADE PER PLAN
SLAB ON GRADE
PER PLAN
I X
-I , pi
I= SUBGRADE PER GEOTECH
COMPETENT NATIVE SOIL OR
COMPACTED STRUCTURAL FILL
OR PER GEOTECH REPORT
COMPETENT NATIVE SOIL OR
COMPACTED STRUCTURAL FILL
OR PER GEOTECH REPORT
- _A-
PER PLAN
/;HOLDOWN
SHEAR WALL FRAMING PER PLAN,
DOUBLE SIDED (AS SHOWN) SHEATHING
WHERE OCCURS
P.T. SILL PLATE W1 ANCHOR BOLTS
PER SCHEDULE OR NOTES (A BOLTS
NOT SHOWN FOR CLARITY)
EDGE NAILING PER SHEAR
&/—PANEL
WALL SCHEDULE OR NOTES
x SUBGRADE PER PLAN,
R
L.
GEOTECH REQ.
. . . . . . . . .
#4 0 12- OC. MIN, EA. WAY
#4, CONT.
HAIRPIN
(2) #4 x 14 0
ANCHOR ROD, CIRO IN WALL
ANCHOR ROD PER HOLDOWN SCHEDULE
It
ITO
./1 6" EMBED & WASHER 2/2-x2/2"x3,
III-=..
& HEX NUT
V-4"
#4, CONT. (2 TOTAL)
MIN
TYPICAL INTERIOR THICKENED TYPICAL INTERIOR THICKENED TYPICAL HDU/HHDQ CONNECTION
SLAB FOOTING AND WOOD POST CONNECTION SLAB FOOTING AT BEARING / SHEAR WALL WITH WITH SLAB ON GRADE
SCALE: 1' = V-O* SCALE: I" = 1'-0* SCALE-1/4' = l'_O_
MATERIAL MIN 12 THICK
FLOOR OR ROOF FRAMING
PER PLANS & DETAILS-
1 'N '
1RIO'I'll SIM)
T/FOOTING
U&d
NUMBER OF STUDS
PER PLAN, (2) MIN
0 WALL ENDS —
FIG DRAINAGE PER
EDGE NAILING PER SHEAR
CIVIL - DRAIN TO DAYUGHT
OR STORM SYSTEM
WALL SCHEDULE, STAGGIIED—
DOWEL To MATCH
BLOCKING @ SHEAR WALL
VERT REINF
SHEATHING PANEL EDGES —
SHEATHING & NAILING PER
SHEAR WALL SCHEDULE—
RETAINING WALLIFOOTING SCHEDULE
WALL
FOOTING
SIZE
I REINFORCEMENT
SIZE
REINFORCEMENT
HT (MAX)
THK
VERTICAL
HORIZONTAL
TOE
HEEL
DEPTH
TOP/TRANSV
TOP/LONGIT
BOTTOM/LONGIT
4'-0-
8'
#4 0 16"OC
#4 @ 12"OC
V_3"
11-0-
1 C-
#4 @ I 6`OC
(3) #4
(2) #4
r, _O"
8"
#4 @ 12"OC
#4 @ 12"OC
2'-g"
V_3"
10"
#4 @ 10 -OC
(3) #4
(2) #4
81-0.1
8"
#5 @ 14-OC
#4 @ 12"OC
3'-0"
1 2'-3-
13-
#5 0 12"OC
(3) #
(3) #11
RIM BOARD PER PLAN
& DETAILS
T/FLOCIR SHEATHING
(SLAB a SIM)
THREADED Rol) PER
SHEAR WALL SCHEDULE
(MIN 5/8"0 @ 48"OC,
EMBED 7")—
BLOCKING PER DE[AILS
BOTTOM PLATE NAILING PER
SHEAR WALL SCHEDULE
DBL STUD @ FLOOR -TO -FLOOR
HOLDOWN STRAP LOCATIONS
\—ADDITIONAL BLKG @ STUD POST
OR HOLDOWN LOCATIONS
\�—DOUBLE TOP PLATE
—SPLICE WALL SHEATHING ON
RIM BOARD WHEN FEASIBLE
STUDS 0 16"OC, TYR
—FIELD NAILING PER SHEAR WALL
SCHEDULE
HOLDOWN PER PLAN & HOLDOWN
SCHEDULE
BOTTOM PWE
. . . . . . . FLOOR JOISTS W/ PLATE &
BLOCK PER PLAN & DEIAILS
41HF#2 PT PLATE, (2) 2x
OR 3x AS REQUIRED
FOUNDATION STEM WALL
0 PERIMETER
FOOTING @ PERIMETER
BASEMENT RETAINING WALL AND SCHEDULE 9 TYPICAL SHEAR WALL ELEVATION
SCALE: N.T.S. SCALE: N.T.S.
(E) EXTERIOR WALL
(E) EXTERIOR WALL
PER PLAN
PER PLAN
PANEL EDGE NAILING
PANEL EDGE NAILING
1%2" COX PLYWOOD
BOTTOM It & NAILING PER
1%2" COX PLYWOOD
BOTTOM It & NAILING PER
SHEATHING
SHEAR WALL SCHEDULE
SHEATHING
SHEAR WALLSCHEDULE
(F) CAR DECKING
PANEL EDGE NAILING
(E) CAR DECKING
PANEL EDGE NAILING
rl��NAIUNG
PER PLAN
(2) ROWS PANEL EDGE
PER PLAN
(2) ROWS PANEL EDGE
NAILING PER SHEAR
2x4 W/ (2) 8d NAILS
PER SHEAR
�T/SHEATHING
WALL SCHED.
T/SHEATHING
I
WALL SCHED.
R FLOOR SHTG
SPLICE UPPER FLOOR SHTG
@ RIM DIST & NAIL wl
@ RIM JOIST & NAIL
(2) ROWS OF PA14E .4
L
(2) ROWS OF PANEL'
EDGE NAILING PER
EDGE NAILING PER
SHEAR WALL SCHEDULE
SHEAR WALL SCHEDULE
PLAN
RIM BOARD PER PLAN
2x BLOCKING
_PANEL EDGE NAILING
(E) FLOOR JOIST
PANEL EDGE NAILING
0 48" OC
(E) FLOOR 1101
—P.T. SILL PLATE
PER PLAN
III FLOOR JOIST
P.T. SILL PLATE
'�
ER P
P P PER P
R
ANCHOR BOLTS PER
PER PLAN
ANCHOR BOLTS PER
III FLOOR JOIST
SCHEDULE OR NOTES
SCHEDULE OR NOTES
PER PLAN
III BLOCKING 0 48 C 4
CONT. 2x w/(2) 10d
_�CONCRETE WALL PER
CONT. 2� w/(2) 1 Od
CONCRETE WALL PER
@ 16" 0
PLAN
@ 16 OC
PLAN
ADDITIONAL BLOCKING @ , D
ADDITIONAL BLOCKING UD
POST LOCATIONS & BEARING VALL
POST LOCATIONS & BEARI ALL
IOD, EAC SI E.
1 OD, EACH SIDE
FLOOR JOIST/RETAINING WALL CONNECTION
FLOOR JOIST/RETAINING WALL CONNECTION
(FLOOR JOIST PERPENDICULAR)
(FLOOR JOIST PARALLEL)
SCALE: I" = l'-O"
SCALE: 1" = 1'-0'
RE
MAR 2 7 2010
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Dra" By: PK
Checked By: SC
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CK JOB NO.
17-031
STRUCTURAL
DETAILS
S-2.0
(E) EXTERIOR WALL
PER PLAN
PANEL EDGE NAILING
1%2" COX PLYWOOD
SHEATHING
(E) CAR DECKING
PER PLAN
2x4 W1 (2) Eld NAILS
,OT/SHEATHING k
(E) FLOOR JOIST
PER PLAN
Til FLOOR JOIST--,/
PER PLAN
TJI BLOCKING @ 48-OC--'
CONT. 2� /(2) 10d
0 16" OC
ADDITIONAL BLOCKING @ STUD
POST LOCATIONS & BEARING WALL
IOD, EACH SID
BOTTOM NAILING PER
SHEAR WALL SCHEDULE
PANEL EDGE NAILING
(2) ROWS PANEL EDGE
NAILING PER SHEAR
WALL SCHED.
SPLICE UPPER FLOOR SHTG
@ RIM JOIST & NAIL ./,
(2) ROWS OF PANEL'
EDGE NAILING PER
SHEAR WALL SCHEDULE
RIM BOARD PER PLAN
SPLICE SHEATHING ON (E) TOP
PLATE AND NAIL PER SHEAR WALL
SCHEDULE
PANEL EDGE NAILING
SHEAR WALL SHEATHING & NAILING
PER SHEAR WALL SCHEDULE
WALL FRAMING PER
STRUCTURAL NOTES
(E) EXTERIOR WALL
PER PLAN
PANEL EDGE NAILING
1%2" COX PLYWOOD
SHEATHING
(E) CAR DECKING
PER PLAN
OT/SHEATHING
2x BLOCKING--.,/
@ 48" CC
(E) FLOOR JOIST
PER PLAN
TJI FLOOR JOIST
PER PLAN
CONT. 2x w/(2) 10d
@ 16" OC
ADDITIONAL BLOCKING @ STUD
POST LOCATIONS & BEARING WALL
10D, EACH SID
—BOTTOM It & NAILING PER
SHEAR WALL SCHEDULE
_PMEL EDGE NAILING
—(2) ROWS PANEL EDGE
NAILING PER SHEAR
WALL SCHED.
SPLICE UPPER FLOOR SHTG
0 RIM JOIST & NAIL �/_
(2) ROWS OF PANEL
EDGE NAILING PER
SHEAR WALL SCHEDULE
RIM BOARD PER PLAN
SPLICE SHEATHING ON (E) TOP
PLATE AND NAIL PER SHEAR WALL
SCHEDULE
PANEL EDGE NAIUNG
SHEAR WALL SHEATHING & NAILING
PER SHEAR WALL SCHEDULE
WALL FRAMING PER
STRUCTURAL NOTES
(E) EXTERIOR WALL
PER PLAN
PANEL EDGE NAILING
9/32" CDX PLYWOOD
SHEATHING
(E) CAR DECKING
PER PLAN
2x BLOCKING-./
@ 48" OC
(E) FLOOR JOIST
PER PLAN
TA FLOOR JOIST__./
PER PLAN
CONT. 2� w/(2) lod
@ 16" OC
ADDITIONAL BLOCKING @ STUD
POST LOCATIONS & BEARING WALL-
IOD, EACH SIDE.
BOTTOM It & NAILING PER
SHEAR WALL SCHEDULE
PANEL EDGE NAILING
NAILING PER SHEAR
(2) ROWS PANEL EDGE
WALL SCHED.
PER PLAN
DECK JOIST
PER PLAN
SIMPSON "WS28" HANGER
P.T. 2� LEDGER PER PLAN
'/2'
W/ (3) '/4 .3
SOS SCREWS @ 16"OC
RIM BOARD PER PLAN
-SPUCE SHEATHING ON (E) TOP
PLATE AND NAIL PER SHEAR WALL
SCHEDULE
-PANEL EDGE NAILING
-SHEAR WALL SHEATHING & NAILING
PER SHEAR WALL SCHEDULE
- WALL FRAMING PER
STRUCTURAL NOTES
PANEL EDGE NAILING
PROVIDE FULL BEARING
T& OVER BEARING WALL
1%2' CDX PLYWOOD
SHEATHING
(E) CAR DECKING
PER PLAN
T/SHEATHING
0
2x BLOS�ING
0 48 OC
(E) FLOOR JOIST
PER PLAN
TJI FLOOR JOIST
PER PLAN-�
CONT. 2x �/(2) 10d
@ 16" CC —
ADDITIONAL BLOCKING 0 STUD
POST LOCATIONS & BEARING WALL
100, EACH SID
OD @ 4" OC,
(,E) SHEATHING TO
(E) FLOOR JOIST
—LTP5 PER SHEAR WALL
SCHEDULE
—LVL BLOCKING
LTP5 PER SHEAR WALL
SCHEDULE
PANEL EDGE NAILING
SHEAR WALL SHEATHING & NAILING
PER SHEAR WALL SCHEDULE
WALL FRAMING PER
STRUCTURAL NOTES
SHEAR WALL PARALLEL TO JOISTS SHEAR WALL PERPENDICULAR TO JOISTS LEDGER/DECK JOIST/WALL CONNECTION SHEAR WALL PERPENDICULAR TO JOISTS
SCALE: 1" = V-O" SCALE: 1" 1'-0" SCALE: I" l'-O" SCALE: I" l'-O"
PANEL EDGE NAILING
PROVIDE FULL BEARING
TJIs OVER BEARING WALL
10D 0 4" OC,
1%2" COX PLYWOOD
, SHEATHING TO
'(E)
SHEATHING
FLOOR JOIST
(E) CAR DECKING
PER PLAN
LTP5 @ 24" OC
T/SHEATHING I
-01�
2� BLO NG
@ 48��IOC
FLOOR JOIST PER PLAN--�/
HANGER PER FLOOR JOIST MFR—
TOP FLUSH BEAM PER PLAN
T/SHEATHING
(E) FLOOR SHEATHING PER PLAN
FLOOR DIAPHRAGM PANEL EDGE
NAILING (8d 0 6-OC MINIMUM)_
(E) JOIST PER PLAN
(N) HU HANGER PER
(N) FLOOR BEAM PER
(E) FLOOR JOIST
PER PLAN
(E) EXTERIOR WALL
PER PLAN
(E) FLOOR SHEATHING PER PLAN
T/SHEATHING
0 1—
(E) JOIST PER PLAN—
(N) HU HANGER PER PLAN-
(N) FLOOR BEAM PER PLAN-
2x BLOCKING w/lOd NAIL 024" OC
SHEAR WALL PER PLAN
WHERE OCCURS
It NAILING PER SHEAR
WALL SCHEDULE
PANEL EDGE NAILING
PANEL EDGE NAILING
DECK JOIST
PER PLAN
EXTERIOR WALL PER
PLAN
SHEATHING PER PLAN
T/SHEATHING
DIST PER PLAN
ADDITIONAL BLOJCKING 0 STUD
POST LOCATIONS & BEARING WALL
WALL PER PLAN
It NAILING PER SHEAR
WALL SCHEDULE
EDGE NAILING PER PLAN
2� RIMBOARD PER PLAN
1---
ALT TO CLIPS:
SPLICE SHTG 0 RIM JOIST &
NAIL W/ (2) ROWS OF PAN�Lo,
EDGE NAILING PER
SHEAR WALL SCHEDULE
��---MEAL HARDWARE PER
SHEAR WALL SCHEDULE
--SHEAR WALL SHEATHING & NAILING
PER SHEAR WALL SCHEDULE
—STUDS PER PLAN
FLOOR JOIST/FLUSH BEAM CONNECTION EXISTING FLOOR JOIST/FLUSH BEAM CONNECTION EXISTING FLOOR JOIST/FLUSH BEAM DECK CON. EXTERIOR WALL PERPENDICULAR TO JOISTS 8
SCALE 1* = I'-o* SCALE. 1* l'-O" SCALE* I" = l'-O" SCALE:l* = l'-O"
EXTERIOR WALL PER
PLAN
ADDITIONAL BLOCKING 0 STUD
)ST LOCATIONS & BEARING WALL
EDGE NAIL SHEATHNG
@ BLOCK: NG
SHEATHING PER PLAN
T/SHWHING
JOIST PER PLAN
2� SLOCK)NG @ 48"OC
METAL HARDWARE PER
SHEAR WALL SCHEDULE
WALL PER PLAN
It NA LING PER SHEAR
I
WALL SCHEDULE
EDGE NAILING PER PLAN
2� RIMBOARD PER PLAN
ALT TO CLIPS:
SPLICE SHTG @ RIM JOIST &,6
NAIL W/ (2) ROWS OF PANEL
EDGE NAILING PER
SHEAR WALL SCHEDULE
SHEAR WALL SHEATHING & NAILING
PER SHEAR WALL SCHEDULE
STUDS PER PLAN
SHEATHING PER
T/SHEATHING
DECK JOIST PER
Bd 0 4"OC
2� BLOCKING
LTP5 CLIP PER SHEAR
WALL SCHEDULE
SHEAR WALL SHEATHING &
NAIUNG PER SHEAR WALL
SCHEDULE
STUDS PER PLAN & GENERAL
STRUCTURAL NOTES
(E) EXTERIOR WALL
PER PLAN
ADDITIONAL BLOCKING @ STUD
POST LOCATIONS & BEARING WALL
EDGE NAIL SHEATH�NG
a N
BLOCK C
(E) SHEATHING PER
T/SHEATHING
(E) JOIST PER PLAN
2x BLOCKING @ 48"OC
METAL HARDWARE PER
SHEAR WALL SCHEDULE
(E) WALL PER PLAN
It NAILING PER SHEAR
WALL SCHEDULE
EDGE NAILING PER PLAN
A PER PLAN
ALT TO CLIPS:
SPLICE SHTG @ RIM 'ST &
M
NAIL W/ (2) ROWS OF PANEL
EDGE NAILING PER
SHEAR WAI I SCHEDULE
SHEAR WALL SHEATHING & NAILING
PER SHEAR WALL SCHEDULE
STUDS PER PLAN
(E) EXTERIOR WALL
PER PLAN
(E) SHEATHING PER
PLAN
T/SHEATHING
(E) JOIST PER PLAN
ADDITIONAL BLOCKING 0 STUD
POST LOCATIONS & BEARING WALL
(E) WALL PER PLAN
It NAILING PER SHEAR
WALL SCHEDULE
NAILING PER PLAN
2x RIMBOARD PER PLAN
ALT TO CLIPS:
SPLICE SHTG 0 R M JOIST &
NAIL W/ (2) O� PULo,
EDGE NAILING PER
SHEAR WALL SCHEDULE
�-----METAL HARDWARE PER
SHEAR WALL SCHEDULE
--SHEAR WALL SHEATHING & NAILING
PER SHEAR WALL SCHEDULE
—STUDS PER PLAN
DECK JOIST
EXTERIOR WALL PARALLEL TO JOISTS PERP. AT BEARING/SHEAR WALL 10 EXTERIOR WALL PARALLEL TO JOISTS EXTERIOR WALL PERPENDICULAR TO JOISTS REC� (11
SCALE: 1' = l'-O" SCALE' I* = l'--O" SCALE: 1" = l'-O" (H) SCALE: 1" = l'-O" 0, �t
17
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STRUCTILIPAL
DETAILS
S-3.0
FASCIA PER ARCH
PER PLAN 24" MAX
(2) l6d END NAILS
IN
M X
2x4 BLOCKING
SHEAR WALL PER PLAN
(E) EXTERIOR WALL
OCCPUERS
2x4 G
BUK W/ 8d
2x4
44
PER PLAN
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@ 4"OC TO BLJKG
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HI CLIP EACH TRUSS
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Hl CLIP EACH TRUSS
TRUSS
NAILING (8d @ 6-OC MINIMUM)
PANEL EDGE NAILING
EDGE NAILING PER PLAN @
EDGE NAILING PER PLAN @
'CH
EDGE -U 'G PER PLAN @
EDGE NAILING PER PLAN 0
(E) FLOOR SHEATHING PER PLAN-�:�
(N) DECK SHEATHING
BLOCKING (MIN I'd @ 4 "OC)
BLOCKING (MIN 8d @ 4"OC)
(2) 16d END 14AILS
BLOCKING (MIN 8d 0 4 "OC)
BLOCKING (MIN 8d 0 4"OC)
(SEE ARCH. FOR WATER PROOFING REQ.)
2 "o VENT HOLE PER ARCH
2"0 VENT HOLES PER ARCH @
EA END-/
EDGE NAILING PER PLAN
T/SHEATHING
A (3 ER FULL BLOCK
MAX (3) PER FULL BLOCK
M X P
+
(MIN 8d @ 4"OC)
P
"LTP5" CLIPS PER SHEAR
OT/ROOF It
FASCIA PER ARCH
AS", P ARC
(2) 16d SINKERS TO
WALL SCHEDULE Typ
4bT/ROOF T
FASCIA PER ARCH
SO P
SUPPORTING MEMBER
@ 96"OC MAX
��--UE END TRUSS
(N) DECK JOIST
TRUSS PER PLAN7'/
LAN
+
F R 0 VER
6F-3?LR0ANClESAD 2�4
TRUSS PER PLLAN
(E) FLOOR JOIST
PER PLAN
FLAT BRAC W/ Ilid
I AN
PER PLAN
DOUBLE TOP PLATE��
NAILS . '%C
\\�:2x
(N) FLOOR BEAM PER PLAN
HAN
(N) HU HANGER PER PLAN
-,—SHEAR
ROOF TRUSS
EXTEND SHEATHING TO
WALL PER PLAN
PER PLAN, TYP
TOP OF TRUSS
& SCHEDULE
BLOCKING @ 48"OC
ROOF BEAM PER PLAN
2x6 BRACE 0 48"OC W/
TOP & BOTTOM W/ U26
(4) 16d FACE NAILS EA END
HA GERS EACH END
SHZ: WALL PER
PLAN & SCHEDULE
NEW DECK JOIST TO
EXTERIOR SHEAR WALL
TOP FLUSH BEAM CONNECTION
PERPENDICULAR TO ROOF TRUSS
EXTERIOR SHEAR WALL PARALLEL TO ROOF TRUSS(�)
ROOF TRUSS BEAM CONNECTION
SCALE., I* = V-O"
SCALE: 1* = 1'-0"
SCALE: N.T.S.
SCALE: I' = l'-O"
NOTE:
MATCH SHEATHING LENGTH
OVER ROOF TRUSS WITH
SHEAR
0) T/ROOF SHTN
4'-0- MIN SPLICE LAP
--EXTEND SHEATHING TO
ALTERNATE: MST27 STRAP W/
TOP OF (E) GABLE TRUSS
(.30) 16d SINKERS, '/2 EA END, _—(2)
ROWS 16d NAILS STAGGERED
11
& NAIL WTH 2 ROW OF
It
(WITHIN AREA OF SPLICE @ 6-OC)
PANEL EDGE NAILING PER
CENTERED, EA TOP & BOTT BREAK
(NOT REQUIRED 0 ALTERNATE)
SHEAR WALL SCHED., TOP
DOUBLE TOP PLATE
& BOT.
It
BREAK LOWER PLATE 0
'bT'/ROOF
0 10 IAT &4'
UD CENTERUNE
-P
NAIL W/ PANEL EDGE NAILI�G PER
SHEAR WALL SCHEDULE
(E)ROOF FRAMING 7
STUDS & SPACING PER PLAN
PER PLAN PUIFI FD('F NAILING PER
SHEAR WALL SCHED.
SHEAR WALL PER
NOTE:
PLAN & SCHEDULE
FLOOR JOISTS NOT SHOWN FOR CLARITY.
TYPICAL PLATE SPLICE DETAIL
SHEAR WALL TO EXISTING ROOF TRUSS CON.
5
SC4El N.T.S.
SCAIUE. N.T-&
EXISTING WALL PER PLAN
(E) SHEATHING PER PLAN (E) SHEATHING PER PLAN 48- LONG 4x HF#2 LEDGER
T/SHEATHING _—(1) RIM BOARD T ER PLAN TRIMMED TO FIT TIGHT
(E) FLOOR JOIST P
V(2) ROW OF PANEL EDGE T/SHEATHING
NALING PER SHEAR WALL
— SCIIAEDLILE - 1,
(E) FLOOR JOIST PER PLAN-) SHEATHING AND NAILING PER T/BEAM
SHEAR WALL SCHEDULE
FIELD VERIFY, 10d NAILS @ 4"
OC, STAGGERED '�—EXISTING STUDS PER PLAN
FELD VERIFY, 2" MAX IMPSON'S HGUS HANGER
I
EXISTING (2)2x4 TOP PLATES -LV`-JL- PSER PLAN
BEAM PER PLAN j 5/,0" THRU BOLT 0
12"OC, STAGGERED
��STEEL BEAM PER
PLAN
OT/ROOF It
(E) CEIU14G JOIST
PER PLAN DOUBLE TOP
MAIN ROOF FRAMING
ER PLAN_/
P -
2x BLOCKING @ MAIN ROOF�
JOIST W/ (3) 16d NAILS PER INTERIOR
BLOCK To JOIST BELOW
2x CONTINUOUS BLOCKING W/
(3) 10d NAILS TO DIAPHRAGM
m T/SHEATHING $
2x4 @ 24"OC
2x4 DIAGONAL BRACE 0 8'-O"OC
W/ (3) 16d NAILS EA END
2x4 @ 48*OC W/ (2)
16d NAILS EA END
CONTINUOUS 20 TRIM
FOR FIRM BRACING
'���20 0 24"OC
A34 @ 48"OC
16d NAILS @ 8"OC
"'------DIAPHRAGM EDGE NAILING
TZSHEATHING
a -----MAIN ROOF FRAMING
EDGE DETAIL
Nm PER PLAN
VENTILATION MAY BE REQUIRED AT BLOCKING. VERIFY
METHOD WITH ENGINEER PRIOR TO CONSTRUCTION.
EXTERIOR SHEAR WALL
EXISTING RAFTERS CONNECTION TYPICAL ROOF OVERFRAMING DETAIL
SCALE: 1" = l'-O' SCALE: N.T.S.
TYP.
5".5",V4"
-(E) ROOF SHEATHING
/-(E) ROOF RAFTERS
FIELD VERIFY. 8d @ 4" ON
CENTER
LTP5 PER SHEAR WALL
SCHEDULE
(E)
FE REMOVE OVERHANG
WHERE REQUIRED
PANEL EDGE NAILING PER
SHEAR WALL SCHEDULE
ISHEAR WALL PER PLAN
& SCHEDULE
BEAM PER PLAN
-OOR FRAMING NOT
HOWN FOR CLARITY
'0 TKRU BOLT
WIDE FLANGE BEAM
INTERIOR SHEAR WALL PARALLEL TO JOISTS STEEL BEAM TO WOOD BEAM CONNECTION TO WOOD POST CONNECTION
SCALE:l' = l'-O* (:� SCALE: I* = l'-O' (�) SCALE: 1'/," = l'-O" 8
RECEIVED
MAR 2 ? 2019
DEVELOPMENT SERVICES
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Date: 6-8-2017
CK JOB NO.
17-031
STRUCTURAL
DETAILS
S-4.0