BLD2021-0941 APPROVED BLD PLN_ ENG Resub PlansftilLL• Mfn;lm
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METAL FENCE POSTS MTER FABRIC MATERIAL BO' WIDE '
BOLLS. USE STAPLES OR WE RINGS TO -
ATTACH FABRIC TO BARE MRAH 70OX OR -
•tO PRE —APPROVED EQUAL _
N I I r X r X Ipa MIRE FABRIC OR EOIXV.
I I I (OPTIONAL —PER SITE CONDITION) ;.
1, BURY BOTTOM OF FILTER MATERIAL IN B' .
— — — — LL X 12' TRENCH
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I I ""w"'U" I I $ SITE DATA
u u Client name an address: James anionna eac
."° �E AT> FENCE OF RUN BACVIL T'ATN NATIVE SOIL :IEt.A THE
21511 90t'' Ave W
OR GRAVEL. BACKFILL IN TRE
ON 907H SIDES OF FENCE
°"BRID ON THE SURFACE Edmonds WA. 98026
S '
(425)314-9797
t ' Tax identification number: 00560900001300
j TO
CONSTRUCTION.NTOMDECREASE VELOCITYEOF ENEET
FLOWS. FLOW CONDITIONS FROM DISTURBED AREAS
REASON:INTERCEPT ALL AMOUNTS OF DIMT
SYMBOL: 0Legal description: Rosewood Blk 000 D-00-Lot 13
CLEAR PLASTIC COVERING STOCKPILES E1.20 Zone: RS-8
ANCHOR WEIGHTS WITH STAKES
A
STRAW WATTLE Lot size: 10,019 SF.
\ 10' MAX. SOIL BERM
STRAW BALES Project description: Add a Master Suite (337s.f) and Main floor remodel.
f
Lot Coverage: Allowed = 35%
CONVEY RUNOFF TO APPROVED LOCATION. Actual = (E) House 1395S.f.
CUT SLOPES addition 337s.f.
- BURY SHEETING IN 4 IN. X 6 IN. TRENCH A ANCHOR WEIGHTS WITH STAKES (E) Shed 48s.f
MINIMUM OF 8 FT. SETBACK FROM TOP OF Total 17.8% 1780s.f.
SLOPE. BACKFILL WITH WASHED ROCK. 10' MAX. LAD
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ON,
Impervious surfaces: Pre 1977
PROVIDE ENERGY DISSIPATION AT TOE WHEN NEEDED.
\ (E) house with roof line (1959)= 1794s.f.
\(E) driveway & patio (1959)-- 536s.f.
TOE IN SHEETING IN 4 IN. X 6 IN, TRENCH A--� (E) shed 48s.f.
MINIMUM OF 3 FT. SETBACK FROM BOTTOM
OF SLOPE. BACKFILL WITH WASHED ROCK. Pre-1977 total 2378s.f.
CONVEY RUNOFF TO APPROVED LOCATION.
i A A I i TO PROVIDE -IMMEDIATE TEMPORARY EROSION PROTECTION TO SLOPES AND Pre-77 total 2378
i p m„j�3 � ,L t I J3+� rwy '✓ ✓ L �: cl : : REASON: DISTURBED AREAS THAT CANNOT BE COVERED BY MULCHING k MATTING Proposed addition with overhang
t 405s.f.
I''rA Ao AA1-fV .Y , ' ; i SYMBOL: Post 1977- current total 27RIs_f_
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Zone RS-8
Corner
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Setbacks:
Required
Actual
Front
25'
*W >25'
N=8'
Sides
7'5
S > 7.5'
Rear
15'
E >15'
Other
Height
-----25� ---
<25'
* SETBACKS AND HEIGHT LISTED
ABOVE ARE. FOR THE PROPOSED
ADDITION.
-EAVES MAY PROJECT NOT MORE
THAN 30" INTO REQUIRED
SETBACK.
APPROVED BY PLANNING
Aug 17 2021
Nothing in the permit approval process shall be
interpreted as allowing or permitting the maintenance
of any currently existing illegal, nonconforming or
unpermitted 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 condition may be the subject of a separate
enforcement action.
t . ILLLLL� . ILLLLL� . ILLLLL� . ILLLLL� . ILLLLL� . ILLLLL� . ILLLLL� . ILLLLL� . ILLLLL�
!Nothing in this permit approval process shall be
interpreted as allowing or permitting the
!maintenance of any currently existing illegal,
.nonconforming, or unpermitted 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 condition may be the i
•subject of a separate enforcement action.
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Proposed new impervious
_° -47.r_�
Proposed addition with overhang 405s.f.
I ry i'Zwv 1,12
oil
Impervious Surface % allowed 5°0
Post 1977- current total 2783s.f. �/. ,�j(%�l ,
Total 27.7% � iI G.�?I
�.4p1 At �c. ,
yI:WI.F� Irt���
Height Calculation:
A= ,► I o 2.
B= ot1 _.
D��_r' _ 90 TH AVE W
ljofof '/4=441#4 'I average grade I — —
Max. height allowed = 41+1 °z 5'
Actual height = `�31.Q �-1 (15'-8" existing ridge)
Lot Slope ,1% SITE PLAN C�]
Consultants
Architect: Aspects Architectural and Development Services Inc
15617 37th Ave. N.E.
Lake Forest Park, WA. 98155
(206) 363-8805 SITE AND ROOF NOTES:
Contact Jim Musar
( Match existing roof, install per manufactures specifications
Engineer: Bykonen Carter Quinn +/-6:12 pitch verify. Provide flashing at all valleys, walls to roof, edges
2033 6t' Ave #995 and penetrations in the roof.
Seattle, WA. 98121
(206)264-7784
contact Nick Carter Hatched area indicates new addition.
Contractor: Level 1 Construction LLC 3. Maintain existing crawl space access if possible.
37016 SE 54u` Place
Fall City, Washington 98024 Tie downspouts into existing storm drain system. Less than 1500
(425)879-2844 s.f.(405s.f new) of new/replaced impervious, no mitigation required.
LVLlconstruction@gmail.com ENGINEERING DIVISION
Lic ## LEVEL! C820Q1 expiration 12/12/2022 APPROVED Match existing overhang +/-2'-0"
Contact Andy Mann 08/10/2021
Roof Ventilation Calculation:
Roof addition: 337s.f/300s.f.Hi/Low = 1.12s.f. required
OWNER/CONTRACTOR IS RESPONSIBLE FOR High Continuous Ridge vents:
EROSION CONTROL AND DRAINAGE
.5"x12" = 6s.i. x 17L.F./102s.i./s.f.=.71s.f. high
ALL DISTURBED SOILS SHALL BE Low eave venting
COMPOST AMENDED PER CITY OF
ENERGY NOTES: EDMONDS STANDARD DETAIL SD-642 OR Eave venting (2)1" dia. Holes/LF = 2S.I./LF x 55L.F./144S.I./FT = .76s.f
APPROVED EQUAL. low total=1.47s.f. provided
1. The house addition will comply with Prescriptive Path via Table R402.1.1 OWNER/CONTRACTOR RESPONSIBLE FOR LOCATING
ALL ON SITE UTILITIES. RELOCATION/REVISION TO ANY
of the 2018 Washington State Energy Code. UTILITIES MAY REQUIRE A SEPERATE PERMIT. ` ( / Tree retention.
~� All trees to remain
2. All new windows/doors to be U=.28 max.
�/ I�.V�tF'( �2� I aJ G•o � ���. l� ►� � v Iv��l-�� ��� W�
3 Provide R-38 batt insulation in vaulted roof Min. 1" clearance to underside
of roof deck, Place vapor barrier to heated side typical. Provide R-38 in "r
crawl space floor.
4 R-21 batt insulation @ new 2x6 exterior walls vapor barrier to heated side
typical. Where matching existing 2x4 walls use R-13 batt insulation.
5. 50 CFM at bathroom fan Addition less than 500s.f no new whole house
fan required. If new Kitchen Fan required min. 100CFM max. 400CFM
6. Extend gas FAU to addition.
7. Table 406.2 energy credit 1.5 points 1.3 Efficient Building Envelope
Windows U= 28 floors R-38 = 5p oints
.
5.3Efficient Hot Water. Naviep 240-A tankless hot water
UEF 0.91 min. =1 point
8. Plumbing fixtures required max. flow
Tank -type toilets 1.6gpf/6.Olpf
Shower heads 2.5 gpm/9.51pm
Lavatory faucets 2.5Rvm/9.5lDm
9 Each dwelling unit is required to have at least one programmable
thermostat for the regulation of temperature.
10 Minimum of 75% of all installed luminaries shall be high efficacy
luminaries. All exterior lighting shall be high efficacy luminaries.
ALL WORK SUBJECT
TO FIELD
INSPECTION FOR
CODE COMPLIANCE
City Of Edmnndc
Building Department
Work ADDITION AND REMODEL
-----------------
-----------------------------------------------
Address 21511 90TH AVE W
Owner LEACH
Approved Date 8/18/2021
Building Official .DW. W vfAa-cc
Permit Number' BLD2021-0941
REVISIONS
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DEVELOPMENT SERVICES
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(E)MAIN/ DEMOLITION PLAN
DEMOLITION NOTES:
1 Dotted lines indicate walls, windows, cabinets and fixtures to be removed Support
and protect during construction. Note gas meter may need to be relocated.
2 Follow all OSHA, and required City safety regulations.
3 Properly dispose of all construction debris recycle.
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LEGEND:
Indicates existing bearing and non -bearing walls to remain
— — - Indicates existing bearing and non -bearing walls to be removed.
Indicates new2 x 4 @ 16" o.c. stud wall.
Indicates new 2 x_6 @ 16" o.c. stud walls
�AZN Indicates existing room unchanged
K IiC -EN Indicates remodeled rooms
Indicates new rooms
—�� Floor material change.
U Unless noted otherwise
: Tip Typical
Existing
Finish grade
Finish Floor —
Center line
Tad. Top plate
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CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
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I Inspector to verify smoke alarms are installed where
■ required for new construction. Interconnection of
retrofit smoke alarms is not required where alterations
or repairs do not result in removal of interior wall or
ceiling finishes exposing the structure, unless there is
■ an attic, crawl space or basement available that could ■
provide accesses for interconnection without the
■ removal of interior finishes.
E NONE 0 0 E NONE 0 NONE 0 E NONE 0 NONE 0 E NONE 0
Inspector to verify smoke alarms are installed where
■ required for new construction. Interconnection of
retrofit smoke alarms is not required where alterations
or repairs do not result in removal of interior wall or
ceiling finishes. exposing the structure, unless there is
■ an attic, crawl space or basement available that could ■
provide accesses for interconnection without the
■ removal of interior finishes. 0 NONE 0 NONE 0 NONE 0 NONE 0 NONE 0 NONE 0 NONE 0 NONE 0 NONE 0 NONE 0
■
PAAIN FLOOR CEILING PLAN
POWER PLAN LEGEND: DOOR SCHEDULE:
Indicates recessed compact florescent or LED fixtures 4% 6" typ. Entry Door (verify with owner prior to or ering
callout door size rough opening area
tt f Indicates wall mounted light _
g i 1 6,_ 0„ x 6,_ 8" �_ 621 Sider 6 x 6.66, — 40s f.
Total door glazing = — 40 s, f
Indicates pendant fixture 1 2'-6" solid core (20 min) door with self closer and weatherstripping
Indicates Ceiling mounted fixtures 3 i 2'-6" exterior grade door
---GH Indicates LED under counter lights- switched, located in built-in's and 5 2'-6" x 6-8" Panel Carriage door
under cabinetry were indicated on ceiling plan.
W 4�rl 50CFM in bathrooms/ Laundry room, Min. 100CFM max. 400 CFM in
Kitchen fan
Indicates smoke detector with battery back- up hard wire
Verify in the halls, base of stairs and sleeping rooms.
Indicates Carbon Monoxide detector
Indicates cable outlet with cat 6 cable to communication box
Indicates telephone jack install with cat 6 cable
Indicates Ground Fault Interrupt
Locate and install all outlets and switches per code verify
location with client prior to installation.
All light fixtures to be centered on room, window or door if not
denoted.
Consult with Media, Security and Communication subcontractors for
individual layouts, installation specification.
5 2'-6" x 6-8" Panel door
6� 2'-2" x 6-8" Panel door
7 (2) T-0" x 6-8" Panel Bi-Pass door
Notes:
a Undercut interior doors min 1" to assist in ventilation
d Verify style, stain or paint grade door with client.
c Verify rough openings prior to ordering doors.
d. Exterior sliding door U.28 max and tempered
A"
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(HANDRAILS ARE REQUIRED AT STAIRS WITH FOUR
■OR MORE RISERS. ALL HANDRAILS TO BE LOCATED
134" TO 38" ABOVE TREAD NOSING. OPEN SIDES OF
. STAIRS MORE THEN 30" ABOVE ADJACENT FLOOR
ISHALL HAVE HANDRAILS & GUARDRAILS.
KITCHEN RANGE HOODS ARE REQUIRED IN
.ALL DOMESTIC KITCHENS. HOODS CAPABLE.
OF EXHAUSTING MORE THAN 400 CFM
REQUIRE MAKE UP AIR. ■
IMAIN_FI_O�R_ _ a
FLOOR PLAN NOTES: WINDOW SCHEDULE:
Milgard Monticeto or Ultimate series (verify with owner prior to ordering)
1 See ceiling plan for additional mechanical, electrical and specialty information. callout window size rough opening area
2 All dimensions are face of stud U.N.O.
ti 'J 6'-0" x 3,-0" 8120M Horizontal slider 6'x3'= 18s.f.
3 Verify all conditions, dimensions, and requirements prior to construction bring to
the attention any discrepancies or conflicts to the Architect or General contractor
prior to proceeding with work.
4 The 2018 International Residential Building Code and city zoning ordinances
shall take precedence over ,any drawing, notes or dimensions in these working
drawings. Bring to the attention of the Architect discrepancies.
5 Deviance's from the drawings shall be approved by the owner prior to
commencing with work
6 Note new windows callouts indicated on the floor plans and schedules.
7 Verify all finishes with owner prior to start of work.
B 1'-4"x 2'-6" 8520 Casement window 1.33' x2.5' = 3.35s.f.
2-0" x 3'-0" 8520M
2' x 3'x (3) =
18s.f.
tempered glass in Master Bath
(2)2-0" x 3'-0" pair 8520M
4' x 3'=
12s.f
tempered glass in Master Bath
2-0" x 4'-0" 8520M
2' x 4'=
8s.f
a9-0"
x 4'-0" double casement/fixed 8520M egress window
9' x 4'=
32s.f.
Total window glazing =
95.3s.f
@G
3-0" x 3%0"fixed 8520M
Notes:
1. Use Milgard windows or approved equal U = .28 max.
2. Verify header heights, and rough openings prior to ordering windows.
3. All glass adjacent to showers shall be tempered. Verify tempered glass location prior to
ordering windows
4. Provide egress hardware at egress windows in the bedrooms.
Provide screens per client.
5. Verify window and door rough openings match the manufactures specifications
prior to ordering windows or doors. Verify style and manufacture with client prior
to ordering.
REVISIONS
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DEVELOPMENT SERVICES
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ROOF FRAMING PLAN
Roof Framing Plan Notes
1. Roof sheathing shall be 15/32" APA Rated sheathing with a panel index of 24/0. Nail to framing
with 8d common nails at 6" oc at panel edges and 12" oc in field unless noted otherwise on plans.
Where noted on the plans all panel edges shall be block with minimum 2x material.
2. All headers and beams shall be (2) 2x8 minimum, u.n.o. Refer to note 3 for support requirements.
3. All columns shall be double stud minimum, u.n.o., with the beam or header bearing fully on the
column. Individual studs shall be nailed together per the general structural notes.
SW Schedule
Mark
Sheathing
Blocking
Panel Nailing 1
Attachment to Top
Plate =
Bottom Plate Attachment
Capacity
(plf) .
Nailing to Wood Below ;
IA. Bolts to Concrete
Below
Seismic
SW 1
15/32" APA Sheathing
Yes
18d @ 6"oc
CLIP @ 24"oc
16d @ 6"oc
5/8" @ 48" oc
242
- rvaus snap De uo common. Naumg appues to an panel edges kviocK do unsuppoat:u penes euyes), wP c
bottom plates and blocking. Nail to intermediate framing members w/ 8d @ 12"oc.
= Clip shall be A35, or LTP4
a Nails shall be 16d box (0.1350x3") or 10d common (C.1480x3")
Screws shall be Simpson SDS25300 (1/4"Ox3"min)
At 2x6 plates the edge of the plate washer shall be a maximum 1/2" from the face of sheathing.
3 Framing/blocking at adjoining panel edges shall be 3-inch nominal or wider and nails shall be staggered
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FOUNDATION PLAN
Floor Framiniz Plan Notes
1. Floor sheathing shall be 23/32" APA, Sturd-I-Floor with a panel index of 40/20. Nail to framing with
10d common nails at 6" oc at panel edges and 12" oc in field unless noted otherwise on plans.
2. All headers and beams shall be (2) 2x8 minimum, u.n.o. Refer to note 3 for support requirements.
3. All columns shall be double stud minimum, u.n.o., with the beam or header bearing fully on the
column. Individual studs shall be nailed together per the general structural notes.
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ELEVATION NOTES: ki j .41 (0 Ili 01yV
�1 Match existing composition roof and slope install per manufactures specifications.
�2 Reclaim existing combed siding for remodel and at new section per elevations.
U' Gutters and downspouts are to tie into existing storm drain system.
:t Match existing overhangs.
a5 Hardi Panel siding with 1x2 batts.
O6 Provide 26 GA. GI. flashing at roof to wall, ridge, valleys and openings.
O7 Match existing window/door trim
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SECTION NOTES:
Q j Match existing roof and slope, install per manufactures specifications.
2' Match existing gutters and overhangs.
0 Roof structure per roof framing plans and structural notes.
Manufactured roof trusses, roof framing called out on framing plans. Verify point
loads transfer all the way to the basement foundation
4� R-38 batt insulation @ vaulted roof. R-38 Batt insulation at addition floor
Gutters and downspouts to tie into existing storm drains.
2x6 stud wall @ 16" o.c. with R-21 batt insulation. Match existing siding or Hardi
Panel with batts "Tyvek" building wrap over %2" exterior grade sheathing. Use
window wrap around penetrations. Install per manufactures specifications. R-13
batt insulation were matching existing framed wall if necessary.
1/2" gyp. board @ ceilings and walls. 5/8" type X drywall at Garage ceiling and
common walls with the house.
® See foundation plans and structural notes for foundation walls, footings, slabs,
holdowns and anchor bolts.
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CITY OF EDMONDS
DEVELOPMENT SERVICES
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GENERAL RESIDENTIAL STRUCTURAL NOTES
(The following apply unless shown otherwise on the plans)
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CRITERIA
1. ALL MATERIALS WORKMANSHIP, DESIGN, AND CONSTRUCTION SHALL CONFORM TO THE DRAWINGS, SPECIFICATIONS, AND THE 2018
INTERNATIONAL BUILDING CODE (IBC).
2. DESIGN LOADING CRITERIA
SNOW LOAD Pg= 20 PSF, Pf = 25 PSF, Is= 1.0, Ce= 1.0, Ct= 1.0
FLOOR LIVE LOAD (RESIDENTIAL) 40 PSF
WIND (MAIN WIND FORCE RESISTING SYSTEM) Vult = 97 MPH
EARTHQUAKE (EQUIVALENT LATERAL FORCE PROCEDURE)
(BASED ON 2008 USGS "HAZARD DATA) .
SEE PLANS FOR ADDITIONAL LOADING CRITERIA
RISK CATEGORY = II
Kzt = 1.38
EXPOSURE B
Ss=1.28, Sds =1.03
S1=0.45, Sd1=0.56
le=1.0, SITE CLASS D
SEISMIC DESIGN CATEGORY=D
RISK CATEGORY =11
R = 6.5 FOR (LIGHT -FRAME WOOD WALLS)
OVER STRENGTH FACTOR, Do =3.0
REDUNDANCY FACTOR =1.0
Cs =0.16
BASE SHEAR = 4.13 KIPS
3. STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH ARCHITECTURAL DRAWINGS FOR BIDDING AND CONSTRUCTION.
CONTRACTOR SHALL VERIFY DIMENSIONS AND CONDITIONS FOR COMPATIBILITY AND SHALL NOTIFY ARCHITECT OF ANY
DISCREPANCIES PRIOR TO CONSTRUCTION. ALL DIMENSIONS SHOWN ON THE STRUCTURAL DRAWINGS ARE INTENDED FOR
REFERENCE ONLY. REFER TO ARCHITECTURAL DRAWINGS FOR ALL DIMENSIONS.
4. CONTRACTOR SHALL VERIFY ALL EXISTING DIMENSIONS, MEMBER SIZES, AND CONDITIONS PRIOR TO COMMENCING ANY WORK. ALL
DIMENSIONS OF EXISTING CONSTRUCTION SHOWN ON THE STRUCTURAL DRAWINGS ARE INTENDED AS GUIDELINES ONLY AND MUST BE
VERIFIED.
5. CONTRACTOR SHALL PROVIDE TEMPORARY BRACING FOR THE STRUCTURE AND STRUCTURAL COMPONENTS UNTIL ALL FINAL
CONNECTIONS HAVE BEEN COMPLETED IN ACCORDANCE WITH THE PLANS. -
6. CONTRACTOR SHALL BE RESPONSIBLE FOR ALL SAFETY PRECAUTIONS AND THE METHODS, TECHNIQUES, SEQUENCES, OR
PROCEDURES REQUIRED TO PERFORM THE WORK. THE STRUCTURAL ENGINEER HAS NO OVERALL SUPERVISORY AUTHORITY OR
ACTUAL AND/OR DIRECT RESPONSIBILITY FOR THE SPECIFIC WORKING CONDITIONS AT THE SITE AND/OR FOR ANY HAZARDS RESULTING
FROM THE ACTIONS OF ANY TRADE CONTRACTOR. THE STRUCTURAL ENGINEER HAS NO DUTY TO INSPECT, SUPERVISE, NOTE,
CORRECT, OR REPORT ANY HEALTH OR SAFETY DEFICIENCIES OF THE OWNER, CONTRACTORS, OR OTHER ENTITIES OR PERSONS AT
THE PROJECT SITE.
7. CONTRACTOR -INITIATED CHANGES SHALL BE SUBMITTED IN WRITING TO THE ARCHITECT AND STRUCTURAL ENGINEER FOR APPROVAL
PRIOR TO FABRICATION OR CONSTRUCTION. CHANGES SHOWN ON SHOP DRAWINGS ONLY WILL NOT SATISFY THIS REQUIREMENT.
8. DRAWINGS INDICATE GENERAL AND TYPICAL DETAILS OF CONSTRUCTION. WHERE CONDITIONS ARE NOT SPECIFICALLY INDICATED, BUT
ARE OF SIMILAR CHARACTER TO DETAILS SHOWN, SIMILAR DETAILS OF CONSTRUCTION SHALL BE USED, SUBJECT TO REVIEW AND
APPROVAL BY THE ARCHITECT AND THE STRUCTURAL ENGINEER.
9. ALL STRUCTURAL SYSTEMS WHICH ARE TO BE COMPOSED OF COMPONENTS TO BE FIELD ERECTED SHALL BE SUPERVISED BY THE
SUPPLIER DURING MANUFACTURING, DELIVERY, HANDLING, STORAGE, AND ERECTION IN ACCORDANCE WITH INSTRUCTIONS PREPARED
BY THE SUPPLIER.
GEOTECHNICAL
10. FOUNDATION NOTES: ALLOWABLE BEARING PRESSURE AND COEFICIENT OF FRICTION HAVE BEEN ASSUMED PER IBC TABLE
1806.2. LATERAL EARTH PRESSURES HAVE BEEN ASSUMED PER IBC TABLE 1610.1. IT HAS BEEN ASSUMED THAT EXISTING SOILS
ARE A COMBINATION OF SAND, SILTY SAND, AND POORLY GRADED SAND-SILT/SAND GRAVEL MIXES. IF SOILS ARE FOUND TO BE
OTHER THAN ASSUMED, NOTIFY THE STRUCTURAL ENGINEER FOR POSSIBLE FOUNDATION REDESIGN.
FOOTINGS SHALL BEAR ON FIRM, UNDISTURBED EARTH AT LEAST 18" BELOW ADJACENT FINISHED GRADE, UNLESS OTHERWISE
NOTED, FOOTINGS SHALL BE CENTERED BELOW COLUMNS OR WALLS ABOVE.
BACKFILL BEHIND ALL RETAINING WALLS WITH FREE DRAINING, GRANULAR FILL AND PROVIDE FOR SUBSURFACE DRAINAGE.
ALLOWABLE SOIL PRESSURE 2,000 PSF
LATERAL EARTH PRESSURE (RESTRAINED/UNRESTRAINED) 60 PCF/45 PCF
LATERAL EARTH PRESSURE (SEISMIC) 8H (ULTIMATE LOAD)
PASSIVE EARTH PRESSURE (INCLUDES FACTOR OF SAFETY = 1.5) 150 PCF
COEFFICIENT OF FRICTION (INCLUDES FACTOR OF SAFETY = 1.5) 0.25
RENOVATION
11. DEMOLITION: CONTRACTOR SHALL VERIFY ALL EXISTING CONDITIONS BEFORE COMMENCING ANY DEMOLITION. SHORING SHALL
BE INSTALLED TO SUPPORT EXISTING CONSTRUCTION AS REQUIRED, AND IN A MANNER SUITABLE TO THE WORK SEQUENCES.
EXISTING REINFORCING SHALL BE SAVED WHERE AND AS NOTED ON THE PLANS. SAW CUTTING, IF AND WHERE USED, SHALL
NOT CUT EXISTING REINFORCING THAT IS TO BE SAVED. DEMOLITION DEBRIS SHALL NOT BE ALLOWED TO DAMAGE OR
OVERLOAD THE EXISTING STRUCTURE. LIMIT CONSTRUCTION LOADING (INCLUDING DEMOLITION DEBRIS) ON EXISTING FLOOR
SYSTEMS TO 40 PSF.
a. ALL NEW OPENINGS THROUGH EXISTING WALLS, SLABS AND BEAMS SHALL BE ACCOMPLISHED BY SAW CUTTING
WHEREVER POSSIBLE. OVERCUTTING AT CORNERS SHALL NOT BE PERMITTED.
b. CONTRACTOR SHALL VERIFY ALL EXISTING CONDITIONS AND LOCATION OF MEMBERS PRIOR TO CUTTING ANY OPENINGS.
C. SMALL ROUND OPENINGS SHALL BE ACCOMPLISHED BY CORE DRILLING, IF POSSIBLE.
d. WHERE NEW REINFORCING TERMINATES AT EXISTING CONCRETE, THREADED BARS INTO THREADED EXPANSION INSERTS
IN EXISTING CONCRETE SHALL BE PROVIDED TO MATCH HORIZONTAL REINFORCING, UNLESS OTHERWISE NOTED ON
PLANS.
12. CONTRACTOR SHALL CHECK FOR DRY ROT AT ALL EXTERIOR WALLS, EXISTING TOILET ROOM FLOORS AND WALLS, AREAS
SHOWING WATER STAINS, AND ALL WOOD MEMBERS IN BASEMENT AND CRAWL SPACES. ALL ROT SHALL BE REMOVED AND
DAMAGED MEMBERS SHALL BE REPLACED OR REPAIRED AS DIRECTED BY THE STRUCTURAL ENGINEER.
13. CONTRACTOR SHALL VERIFY ALL EXISTING DIMENSIONS, MEMBER SIZES, AND CONDITIONS PRIOR TO COMMENCING ANY WORK.
ALL DIMENSIONS OF EXISTING CONSTRUCTION SHOWN ON THE DRAWINGS ARE INTENDED AS GUIDELINES ONLY AND MUST BE
VERIFIED. THE CONTRACTOR SHALL BRING ALL CONFLICTS AND DISCREPANCIES TO THE ATTENTION OF THE ARCHITECT AND
STRUCTURAL ENGINEER.
CONCRETE
14. CONCRETE SHALL BE MIXED, PROPORTIONED, CONVEYED, AND PLACED IN ACCORDANCE WITH ACI 318-14 AND ACI 301-16. CONCRETE
SHALL ATTAIN A 28-DAY STRENGTH (fc) OF 3500 PSI BASED ON EXPOSURE CLAS F1, SHALL CONTAIN NO LESS THAN 5-1/2 SACKS OF
CEMENT, HAVE A MAXIMUM WATER/CEMENT RATIO OF 0.45, MAXIMUM AGGREGATE OF %-INCH, AND A SLUMP OF 5 INCHES OR LESS.
CONCRETE HAS BEEN DESIGNED BASED ON A CONCRETE STRENGTH (fc) OF 2500 PSI PER INTERNATIONAL BUILDING CODE SECTION
1705.3 EXCEPTION 2.3 TO AVOID SPECIAL INSPECTIONS AND MATERIAL TESTING.
ALL CONCRETE WITH SURFACES EXPOSED TO STANDING WATER SHALL BE AIR -ENTRAINED WITH AN AIR -ENTRAINING AGENT
CONFORMING TO ASTM C260, C494M, AND C618. UNLESS OTHERWISE NOTED THE TOTAL AIR CONTENT SHALL BE 5%. AIR
CONTENT SHALL BE SAMPLED IN ACCORDANCE WITH ASTM C172 ABD AIR CONTENT MEASURED IN ACCORDANCE WITH ASTM C231
OR C173.
15. REINFORCING STEEL SHALL CONFORM TO ASTM A615 (INCLUDING SUPPLEMENTS S1), GRADE 60, fy = 60,000 PSI.
WELDED WIRE FABRIC SHALL CONFORM TO ASTM A-185
16. DETAILING OF REINFORCING STEEL (INCLUDING HOOKS AND BENDS) SHALL BE IN ACCORDANCE WITH ACI SP-66-04 AND ACI 318-
14 CHAPTER 25. LAP ALL REINFORCEMENTS AS FOLLOWS:
BAR SIZE
MINIMUM LAP LENGTH
MINIMUM HOOK EMBEDDMENT
#3
24-INCHES
6-INCHES
#4
31-INCHES
8-INCHES
#5
39-INCHES
11-INCHES
PROVIDE CORNER BARS AT ALL WALL AND FOOTING INTERSECTIONS. LAP ADJACENT MATS OF WELDED WIRE FABRIC A MINIMUM
OF 8" AT SIDES AND ENDS.
NO BARS PARTIALLY EMBEDDED IN HARDENED CONCRETE SHALL BE FIELD BENT UNLESS SPECIFICALLY SO DETAILED OR
ALL TREATED LUMBER SHALL BEAR THE QUALITY MARK OF AN ACCREDITED INSPECTION AGENCY. THE QUALITY MARK SHALL INCLUDE:
APPROVED BY THE STRUCTURAL ENGINEER. FIELD BENDING OF GRADE 60 REINFORCEMENT SHALL NOT BE ALLOWED.
A. IDENTIFICATION OF TREATING MANUFACTURER
17.
CONCRETE PROTECTION (COVER) FOR REINFORCING STEEL SHALL BE AS FOLLOWS:
B. TYPE OF PRESERVATIVE USED
C. MINIMUM PRESERVATIVE RETENTION (PCF)
FOOTINGS AND OTHER UNFORMED SURFACES CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH 3"
D. END USE FOR WHICH THE PRODUCT IS TREATED
ALL OTHER CASES 1-1/2"
E. IDENTITY OF THE ACCREDITED INSPECTION AGENCY
F. STANDARD TO WHICH THE PRODUCT IS TREATED
18.
SLABS -ON -GRADE: UNLESS NOTED OTHERWISE SHALL BE 4" CONCRETE, REINFORCED WITH 6X6 W1.4XW1.4 WELDED WIRE FABRIC
CENTERED IN SLAB. UNLESS OTHERWISE DIRECTED BY SOILS REPORT PROVIDE MINIMUM 10 MIL VAPOR BARRIER OVER 4" OF
28. TIMBER CONNECTORS CALLED OUT BY LETTERS AND NUMBERS SHALL BE "STRONG -TIE" BY SIMPSON COMPANY, AS SPECIFIED IN
COMPACTED SAND OR GRAVEL.
THEIR CATALOG NUMBER C-C-2019. EQUIVALENT DEVICES BY OTHER MANUFACTURERS MAY BE SUBSTITUTED, PROVIDED THEY
19.
CAST -IN -PLACE CONCRETE: SEE ARCHITECTURAL DRAWINGS FOR EXACT LOCATIONS AND DIMENSIONS OF DOOR AND WINDOW
HAVE IMES APPROVAL FOR EQUAL OR GREATER LOAD CAPACITIES. PROVIDE NUMBER AND SIZE OF FASTENERS AS SPECIFIEDBY MANUFACTURER TO ACHIEVE THE MAXMUM PUBLISHED ALLOWABLE LOAD. ALL CONNECTORS SHALL BE INSTALLED IN
OPENINGS IN ALL CONCRETE WALLS. SEE MECHANICAL DRAWINGS FOR SIZE AND LOCATION OF MISCELLANEOUS MECHANICAL
OPENINGS THROUGH CONCRETE WALLS. SEE ARCHITECTURAL DRAWINGS FOR ALL GROOVES, NOTCHES, CHAMFERS, FEATURE
ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS. WHERE CONNECTOR STRAPS CONNECT TWO MEMBERS,
PLACE ONE-HALF OF THE NAILS OR BOLTS IN EACH MEMBER. SHIMS, WHERE REQUIRED, SHALL BE SEASONED AND DRIED AND
.STRIPS, COLOR, TEXTURE, AND OTHER FINISH DETAILS AT ALL EXPOSED CONCRETE SURFACES. TOLERANCES FOR ALL
THE SAME GRADE (MINIMUM) AS MEMBERS CONNECTED.
STRUCTURAL CONCRETE AND REINFORCEMENT SHALL BE IN ACCORDANCE WITH ACI 117-10 AND ACI 117A R-14.
20.
NON -SHRINK GROUT SHALL BE FURNISHED BY AN APPROVED MANUFACTURER AND SHALL BE MIXED AND PLACED IN STRICT
ALL BOLTS IN WOOD MEMBERS SHALL CONFORM TO ASTM A307. PROVIDE WASHERS UNDER THE HEADS AND NUTS OF ALL
BOLTS AND LAG SCREWS BEARING ON WOOD. ALL LAG SCREWS SHALL BE INSTALLED IN PRE -DRILLED HOLES.
ACCORDANCE WITH THE MANUFACTURER'S PUBLISHED RECOMMENDATIONS. GROUT STRENGTH SHALL BE AT LEAST EQUAL TO
THE MATERIAL ON WHICH IT IS PLACED (3,000 PSI MINIMUM).
UNLESS NOTED OTHERWISE ALL SAWN LUMBER JOISTS SHALL BE CONNECTED TO FLUSH BEAMS WITH "LUS" SERIES JOIST
HANGERS AND ALL PREFABRICATED PLYWOOD WEB JOISTS SHALL BE CONNECTED TO FLUSH BEAMS WITH "IUS" SERIES JOIST
POST INSTALLED ANCHORS
HANGERS.
21.
POST -INSTALLED ANCHORS SHALL ONLY BE USED WHERE SPECIFIED ON THE CONSTRUCTION DOCUMENTS. THE CONTRACTOR
ALL CONNECTIONS/FASTENERS IN CONTACT WITH PRESERVATIVE -TREATED OR FIRE -RETARDANT -TREATED WOOD, SHALL BE OF
SHALL OBTAIN APPROVAL FROM THE ENGINEER -OF -RECORD PRIOR TO INSTALLING POST -INSTALLED ANCHORS IN PLACE OF
HOT DIPPED ZINC -COATED GALVANIZED STEEL OR STAINLESS STEEL. HOT DIPPED GALVANIZED FASTENERS SHOULD CONFORM
MISSING OR MISPLACED CAST -IN -PLACE ANCHORS. CARE SHALL BE TAKEN IN PLACING POST -INSTALLED ANCHORS TO AVOID
TO ASTM STANDARD 153, AND HOT DIPPED GALVANIZED CONNECTORS SHOULD CONFORM TO ASTM STANDARD A653 (CLASS G-
CONFLICTS WITH EXISTING REINFORCEMENT. HOLES SHALL BE DRILLED AND CLEANED IN ACCORDANCE WITH THE
185). STAINLESS STEEL FASTENERS AND CONNECTORS SHOULD BE TYPE 304 OR 316. NOTE: ELECTROPLATED GALVANIZED
MANUFACTURER'S WRITTEN INSTRUCTIONS AND ICC-ES REPORT. SUBSTITUTION REQUESTS, FOR PRODUCTS OTHER THAN THOSE
FASTENERS AND CONNECTORS ARE NOT TO BE USED WITH PRESSURE TREATED WOOD. SIMPSON PRODUCT FINISHES
SPECIFIED BELOW, SHALL BE SUBMITTED BY THE CONTRACTOR TO THE ENGINEER -OF -RECORD ALONG WITH CALCULATIONS THAT
CORRESPONDING TO THE ABOVE REQUIREMENTS ARE ZMAX (HOT DIPPED GALVANIZED) AND SST300 (STAINLESS STEEL).
ARE PREPARED & SEALED BYA PROFESSIONAL ENGINEER REGISTERED IN THE STATE OF WASHINGTON. THE CALCULATIONS SHALL
STAINLESS STEEL HARDWARE AND FASTENERS SHALL NOT BE COMBINED WITH UNTREATED OR GALVANIZED MATERIAL.
DEMONSTRATE THAT THE SUBSTITUTED PRODUCT IS CAPABLE OF ACHIEVING EQUIVALENT PERFORMANCE VALUES (MINIMUM) OF
THE SPECIFIED PRODUCT USING THE APPROPRIATE DESIGN PROCEDURE AND/OR STANDARD(S) AS REQUIRED BY THE
29• WOOD FASTENERS:
INTERNATIONAL BUILDING CODE. SUBSTITUTIONS SHALL HAVE CURRENT ICC-ES APPROVAL.
A. NAIL SIZES SPECIFIED ON DRAWINGS ARE BASED ON THE FOLLOWING SPECIFICATIONS:
A. CONCRETE ANCHORS
1. MECHANICAL ANCHORS FOR USE IN CRACKED AND UNCRACKED CONCRETE SHALL HAVE BEEN TESTED AND QUALIFIED FOR
SIZE LENGTH DIAMETER
USE IN ACCORDANCE WITH ACI 355.2 AND ICC-ES AC193. PRE -APPROVED MECHANICAL ANCHORS INCLUDE:
6d 2" 0.113"
a. SIMPSON STRONG -TIE "STRONG -BOLT 2" (ICC-ES ESR-3037)
8d 2-1/2" 0.131"
b. SIMPSON STRONG -TIE "TITEN-HD" (ICC-ES ESR-2713)
10d 3" 0.148"
c. HILTI "KWIK BOLT TZ" (ICC-ES ESR-1917)
12d 3-1/4" 0.148"
16d 3-1/2" 0.162"
2. ADHESIVE ANCHORS FOR USE IN CRACKED AND UNCRACKED CONCRETE SHALL HAVE BEEN TESTED AND QUALIFIED FOR
USE IN ACCORDANCE WITH ICC-ES AC308. PRE -APPROVED ADHESIVE ANCHORS INCLUDE:
DESIGN IS BASED ON COMMON STEEL WIRE NAILS MEETING THE REQUIREMENTS OF ASTM F1667. USE OF ALTERNATE FASTENERS MUST
a. SIMPSON STRONG -TIE "SET-XP" (ICC-ES ESR-2508)
BE SUBMITTED FOR REVIEW AND APPROVAL BY THE STRUCTURAL ENGINEER PRIOR TO THE START OF CONSTRUCTION.
b. SIMPSON STRONG -TIE "AT-XP" (IAPMO LIES ER-263)
c. HILTI "HIT -RE 500-V3" (ICC-ES ESR-3814)
B. NAILS - PLYWOOD (APA RATED SHEATHING) FASTENERS TO FRAMING SHALL BE DRIVEN FLUSH TO FACE OF SHEATHING WITH NO
d. HILTI "HIT-HY 200" ([CC -ES ESR-3187)
COUNTERSINKING PERMITTED.
WOOD
30. WOOD FRAMING NOTES -THE FOLLOWING APPLY UNLESS OTHERWISE SHOWN ON THE PLANS:
22.
FRAMING LUMBER SHALL BE KILN DRIED OR MC-19, AND GRADED AND MARKED IN CONFORMANCE WITH W.C.L.I.B. STANDARD GRADING
RULES FOR WEST COAST LUMBER NO. 17, LATEST EDITION. FURNISH TO THE FOLLOWING MINIMUM STANDARDS.
A. ALL WOOD FRAMING DETAILS NOT SHOWN OTHERWISE SHALL BE CONSTRUCTED TO THE MINIMUM STANDARDS OF
THE INTERNATIONAL BUILDING CODE. MINIMUM NAILING, UNLESS OTHERWISE NOTED, SHALL CONFORM TO TABLE
JOISTS: HEM -FIR NO. 2
2304.10.1 OF THE INTERNATIONAL BUILDING CODE. UNLESS NOTED OTHERWISE, ALL NAILS SHALL BE AS SPECIFIED
(2X, 3X, AND 4X MEMBERS) MINIMUM BASE VALUE, Fb = 850 PSI
ABOVE. COORDINATE THE SIZE AND LOCATION OF ALL OPENINGS WITH MECHANICAL AND ARCHITECTURAL DRAWINGS.
PROVIDE WASHERS UNDER THE HEADS AND NUTS OF ALL BOLTS AND LAG SCREWS BEARING ON WOOD. INSTALLATION
BEAM AND STRINGERS: DOUGLAS FIR NO. 1
OF BOLTS AND LAG SCREWS SHALL CONFORM TO SECTIONS 12.1.3 AND 12.1.4 OF THE 2018 NATIONAL DESIGN
(6 X AND LARGER MEMBERS) MINIMUM BASIC DESIGN STRESS, Fb = 1,350 PSI
SPECIFICATION FOR WOOD CONSTRUCTION. NATURALLY DURABLE OR PRESSURE TREATED WOOD SHALL BE PROVIDED
WHERE REQUIRED BY SECTION 2304.12 OF THE INTERNATIONAL BUILDING CODE.
POSTS AND TIMBERS: DOUGLAS FIR NO. 1
(6 X AND LARGER MEMBERS) MINIMUM BASIC DESIGN STRESS, Fb = 1,200 PSI, Fc = 1,000 PSI
B. WALL FRAMING: ALL STUD WALLS SHOWN AND NOT OTHERWISE NOTED SHALL BE 2X6 AT 16" O.C. TWO STUDS
MINIMUM SHALL BE PROVIDED AT THE END OF ALL WALLS AND AT EACH SIDE OF ALL OPENINGS. TWO 2 x 8 HEADERS
STUDS PLATES & MISCELLANEOUS LIGHT FRAMING DOUGLAS FIR OR HEM -FIR NO. 2,
SHALL BE PROVIDED OVER ALL OPENINGS NOT OTHERWISE NOTED AND SHALL BEAR FULLY ON A MINIMUM OF TWO
MINIMUM BASIC DESIGN STRESS, Fb = 850 PSI, Fc = 1,300 PSI
STUDS. SOLID BLOCKING FOR WOOD COLUMNS SHALL BE PROVIDED THROUGH FLOORS TO SUPPORTS BELOW. PROVIDE
SOLID BLOCKING BETWEEN STUDS AT MID -HEIGHT OF ALL STUD WALLS OVER 10' IN HEIGHT.
23.
LAMINATED VENEER LUMBER (LVL): EACH PIECE SHALL BEAR A STAMP OR STAMPS NOTING THE NAME AND PLANT NUMBER OF
STUDS MAY BE NOTCHED, CUT, OR PENETRATED WITH ROUND BORED HOLES AS FOLLOWS:
THE MANUFACTURER, THE GRADE, PRODUCT DESIGNATION OR TYPE, THE PRODUCTION DATE, SPECIES OR SPECIES GROUP
DESIGNATION, AND THE QUALITY CONTROL AGENCY. MEMBERS SHALL BE GLUED WITH A WATERPROOF ADHESIVE MEETING THE
STUD SIZE MAXIMUM NOTCH / CUT MAXIMUM BORED HOLE
REQUIREMENTS OF ASTM D2559 WITH ALL GRAIN PARALLEL WITH THE LENGTH OF THE MEMBER. STRUCTURAL CAPACITIES
2X4 7/8" 1-3/8"
SHALL BE ESTABLISHED IN ACCORDANCE WITH ASTM D5456 AND PRODUCT SHALL HAVE AN APPROVED ICC-ES EVALUATION
2X6 1-3/8" 2-1/8"
REPORT. MEMBERS SHALL BE TRANSPORTED AND STORED PER MANUFACTURERS RECOMMENDATIONS AND SHALL NOT BE
EXPOSED TO PROLONGED MOISTURE. MINIMUM REQUIRED DESIGN PROPERTIES: Fb = 2600 PSI, Fv = 285 PSI, E = 2,000,000 PSI.
HOLES HALL NOT BE LOCATED WITHIN 5/8" FROM THE EDGE OF THE STUD OR AT THE SAME LOCATION
NBORED
AS A
OTCH OR CUT.
DESIGN SHOWN ON PLANS IS BASED ON LUMBER MANUFACTURED BY WEYERHAEUSER. ALTERNATE MANUFACTURERS MAY BE
USED SUBJECT TO REVIEW AND APPROVAL BY THE ARCHITECT AND STRUCTURAL ENGINEER, ALTERNATE JOIST HANGERS AND
WALLS SHALL HAVE A SINGLE BOTTOM PLATE AND A DOUBLE TOP PLATE. END NAIL TOP PLATE TO EACH STUD WITH TWO
OTHER HARDWARE MAY BE SUBSTITUTED FOR ITEMS SHOWN PROVIDED THEY HAVE ICC-ES APPROVAL FOR EQUAL OR GREATER
16d NAILS, AND TOENAIL OR END NAIL EACH STUD TO BOTTOM PLATE WITH TWO 16d NAILS. FACE NAIL DOUBLE TOP PLATE
LOAD CAPACITIES. ALL JOIST HANGERS AND OTHER HARDWARE SHALL BE COMPATIBLE IN SIZE WITH MEMBERS PROVIDED.
WITH 16d AT 12" O.C. AND LAP MINIMUM 4'-0" AT JOINTS AND PROVIDE EIGHT 16d NAILS AT 4" O.C. EACH SIDE OF JOINT.
24.
PREFABRICATED PLYWOOD WEB JOIST DESIGN SHOWN ON PLANS IS BASED ON JOIST MANUFACTURED BY THE WEYERHAEUSER.
ALL STUD WALLS SHALL HAVE THEIR LOWER WOOD PLATES ATTACHED TO WOOD FRAMING BELOW
ALTERNATE PLYWOOD WEB JOIST MANUFACTURERS MAY BE USED SUBJECT TO REVIEW AND APPROVAL BY THE ARCHITECT AND
WITH 16d NAILS AT 12"
O.C. STAGGERED OR BOLTED TO CONCRETE WITH 5/8" DIAMETER ANCHOR BOLTS (WITH 7" MINIMUM EMBEDMENT) @ 4'-0"
STRUCTURAL ENGINEER. ALTERNATE JOIST HANGERS AND OTHER HARDWARE MAY BE SUBSTITUTED FOR ITEMS SHOWN
O.C. UNLESS INDICATED OTHERWISE. PROVIDE 3"x3" x1/4",HOT-DIPPED GALVANIZED PLATE WASHERS AT ALL ANCHOR
PROVIDED THEY HAVE ICC-ES APPROVAL FOR EQUAL OR GREATER LOAD CAPACITIES. ALL JOIST HANGERS AND OTHER
BOLTS. INDIVIDUAL MEMBERS OF BUILT-UP POSTS SHALL BE NAILED TO EACH OTHER WITH 16d NAILS @ 12" O.C.
HARDWARE SHALL BE COMPATIBLE IN SIZE WITH PLYWOOD WEB JOIST PROVIDED.
STAGGERED. REFER TO THE PLANS AND SHEAR WALL SCHEDULE FOR REQUIRED SHEATHING AND NAILING. WHEN NOT
OTHERWISE NOTED, PROVIDE GYPSUM WALLBOARD ON INTERIOR SURFACES NAILED TO ALL STUDS, TOP AND BOTTOM
25.
PREFABRICATED CONNECTOR PLATE WOOD ROOF TRUSSES SHALL BE DESIGNED BY THE MANUFACTURER IN ACCORDANCE
PLATES AND BLOCKING WITH NAILS AT 7" O.C. USE 5d COOLER NAILS FOR 1/2" GWB AND 6d COOLER NAILS FOR 5/8" GWB.
WITH THE "NATIONAL DESIGN STANDARD FOR METAL PLATE CONNECTED WOOD TRUSS CONSTRUCTION", ANSI / TP 1-2014 FOR
PROVIDE 15/32" APA RATED SHEATHING (SPAN RATING 24/0) ON EXTERIOR SURFACES NAILED AT ALL PANEL
THE SPANS AND CONDITIONS SHOWN ON THE PLANS. LOADING SHALL BE AS FOLLOWS UNLESS NOTED OTHERWISE:
EDGES
(BLOCK UNSUPPORTED EDGES), TOP AND BOTTOM PLATES WITH 8d NAILS @ 6" O.C. AND TO ALL INTERMEDIATE STUDS
TOP CHORD LIVE LOAD REFER TO DESIGN LOADING CRITERIA
AND BLOCKING WITH NAILS @ 12" O.C. ALLOW 1/8" SPACING AT ALL PANEL EDGES AND ENDS.
MINIMUM TOP CHORD DEAD LOAD 10 PSF
MINIMUM BOTTOM CHORD DEAD LOAD 5 PSF
C. FLOOR AND ROOF FRAMING: PROVIDE DOUBLE JOISTS UNDER ALL PARALLEL PARTITIONS THAT EXTEND OVER
MORE THAN HALF THE JOIST LENGTH AND AROUND ALL OPENINGS IN FLOORS OR ROOFS UNLESS OTHERWISE NOTED.
WIND UPLIFT (TOP CHORD) VARIES, TO BE CALCULATED BY TRUSS MANUFACTURER
PROVIDE SOLID BLOCKING AT ALL BEARING POINTS.
REFER TO DESIGN LOADING CRIERIA
NOTCHES AT THE END OF JOISTS AND RAFTERS SHALL NOT EXCEED 1/4 THE DEPTH OF THE MEMBER. NOTCHES IN THE
TOP OR BOTTOM SHALL NOT EXCEED 1/6 THE DEPTH OF THE MEMBER AND SHALL NOT BE LOCATED WITHIN THE MIDDLE
WOOD TRUSSES SHALL UTILIZE APPROVED CONNECTOR PLATES (GANG -NAIL OR EQUAL) AND SHALL BE CONFIGURED SUCH THAT
1/3 OF THE SPAN. THE DIAMETER OF ROUND HOLES BORED IN JOISTS AND RAFTERS SHALL NOT EXCEED
THE MAXIMUM OPENING BETWEEN MEMBERS DOES NOT EXCEED 42"X24". SUBMIT SHOP DRAWINGS AND DESIGN CALCULATIONS
1/3 OF THE
DEPTH OF THE MEMBER AND SHALL NOT BE LOCATED WITHIN 2" FROM THE TOP OR BOTTOM EDGE.
MEETING THE REQUIREMENTS OF INTERNATIONAL BUILDING CODE SECTION 2303.4 TO THE ARCHITECT, STRUCTURAL ENGINEER,
AND BUILDING OFFICIAL FOR REVIEW PRIOR TO FABRICATION. SUBMITTED DOCUMENTS SHALL BEAR THE STAMP AND
TOENAIL JOISTS TO SUPPORTS WITH TWO 16d NAILS. ATTACH TIMBER JOISTS TO FLUSH HEADERS OR BEAMS WITH
SIGNATURE OF A REGISTERED PROFESSIONAL ENGINEER, STATE OF WASHINGTON. PROVIDE FOR SHAPES, BEARING POINTS,
SIMPSON METAL JOIST HANGERS IN ACCORDANCE WITH NOTES ABOVE. NAIL ALL MULTI -JOIST BEAMS TOGETHER WITH
INTERSECTIONS, HIPS, VALLEYS, ETC. SHOWN ON THE DRAWINGS. EXACT COMPOSITION OF SPECIAL HIP, VALLEY, AND
TWO ROWS OF 16d @ 12" O.C. ATTACH RAFTERS AND ROOF TRUSSES AT BEARING LINES WITH H2.5 @ 24" O.C. UNLESS
INTERSECTION AREAS (USE OF GIRDER TRUSSES, JACK TRUSSES, STEP-DOWN TRUSSES, ETC.) SHALL BE DETERMINED BY THE
OTHER METAL CONNECTIONS ARE INDICATED.
MANUFACTURER UNLESS SPECIFICALLY INDICATED ON THE PLANS. PROVIDE ALL TRUSS -TO -TRUSS AND TRUSS -TO -GIRDER
TRUSS CONNECTION DETAILS AND REQUIRED CONNECTION MATERIALS. PROVIDE FOR ALL TEMPORARY AND PERMANENT TRUSS
UNLESS OTHERWISE NOTED ON THE PLANS, APA RATED ROOF AND FLOOR SHEATHING SHALL BE LAID UP WITH STRENGTH
BRACING AND BRIDGING. THE TRUSS MANUFACTURER SHALL COORDINATE LOCATIONS AND SUPPORT CONFIGURATIONS OF
AXIS PERPENDICULAR TO SUPPORTS AND ATTACHED WITH 10d NAILS @ 6" O.C. TO FRAMED PANEL EDGES AND OVER
PLUMBING, MECHANICAL UNITS, DUCT WORK, AND OTHER MISCELLANEOUS ITEMS WITH THE CONTRACTOR PRIOR TO
STUD WALLS AS SHOWN ON PLANS AND @ 12" O.C. TO INTERMEDIATE SUPPORTS. PROVIDE APPROVED PLYWOOD EDGE
FABRICATION. TRUSSES SHALL BE DESIGNED TO SUPPORT ALL LOADS ASSOCIATED WITH SUCH ITEMS. THE TRUSS SHOP
CLIPS CENTERED BETWEEN JOISTS/TRUSSES AT UNBLOCKED ROOF SHEATHING EDGES. ALL FLOOR SHEATHING EDGES
DRAWINGS SHALL INCLUDE ALL DESIGN LOADS AND APPROVED HANGER CONNECTION DETAILS TO TRUSS CHORDS FOR
SHALL HAVE APPROVED TONGUE -AND -GROOVE JOINTS OR SHALL BE SUPPORTED WITH SOLID BLOCKING.
SUPPORT OF HUNG MECHANICAL SYSTEM COMPONENTS. ANY VARIATION FROM THE BEARING POINTS INDICATED ON THE
ALLOW 1/8"
SPACING AT ALL PANEL EDGES AND ENDS OF ALL ROOF AND FLOOR SHEATHING. TOENAIL BLOCKING TO SUPPORTS WITH
STRUCTURAL DRAWINGS SHALL BE SUBMITTED TO THE STRUCTURAL ENGINEER FOR APPROVAL.
16d NAILS @ 12 O.C. UNLESS OTHERWISE NOTED. AT BLOCKED FLOOR AND ROOF DIAPHRAGMS PROVIDE FLAT 2X
BLOCKING AT ALL UNFRAMED PANEL EDGES AND FASTEN SHEATHING TO FRAMING/BLOCKING
26.
PLYWOOD SHEATHING SHALL BE GRADE C-D, EXTERIOR GLUE OR STRUCTURAL II, EXTERIOR GLUE IN CONFORMANCE WITH DOC
AS SPECIFIED.
PS 1-09 OR PS 2-18 AND AMERICAN PLYWOOD ASSOCIATION PERFORMANCE STANDARD PRP-108. ORIENTED STRAND BOARD OF
EQUIVALENT THICKNESS, EXPOSURE RATING AND PANEL INDEX MAY BE USED IN LIEU OF PLYWOOD. SEE PLANS FOR THICKNESS,
PANEL IDENTIFICATION INDEX AND NAILING REQUIREMENTS. EACH PANEL SHALL BE IDENTIFIED FOR GRADE AND GLUE TYPE BY
THE TRADEMARKS OF AN APPROVED TESTING AND GRADING AGENCY.
27. ALL WOOD PLATES IN DIRECT CONTACT WITH CONCRETE OR MASONRY SHALL BE PRESSURE -TREATED WITH AN APPROVED
PRESERVATIVE, PROVIDE 2 LAYERS OF ASPHALT IMPREGNATED BUILDING PAPER BETWEEN UNTREATED LEDGERS, BLOCKING, ETC.
AND CONCRETE OR MASONRY.
PRESSURE TREATED LUMBER SHALL COMPLY WITH THE AMERICAN WOOD PROTECTION ASSOCIATION (AWPA) STANDARD U1,
INDICATED BELOW OR HAVE EQUIVALENT ICC-ES APPROVAL.
PROPOSED USE
AWPA USE
CAT
RESIDENTIAL DECKS
DECKING
3BORY
JOISTS ABOVE GROUND
3B
JOISTS IN CONTACT WITH
GROUND
4A
POSTS
4A
RAILING
3B
LEDGERS
3B
SAWN LUMBER
ABOVE GROUND
3B
GROUND CONTACT
4A
PLYWOOD
4B
PLYWOOD
DAMP ABOVE GROUND
2
EXTERIOR ABOVE GROUND
3B
GROUND CONTACT
4A
SILL PLATES
IN CONTACT WITH CONCRETE
2
INTERIOR LEDGERS
IN CONTACT WITH CONCRETE
OR MASONRY
2
ry
REVISIONS
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Date 1
Scala
Drawn
Job �J•�I�
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Of Sheets