HomeMy WebLinkAboutBLD96-00851 Final SFR and Garage RLC96-0267 - BLD Permit / Conditions - 7/10/1996 .� Y«IiYYIYYII�i1iYYlYf
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CONCRETE MECHANICAL MOBILE HOME
Footings-Setback date by Ribbons
date by Gas Piping S« date b
Foundation Walls date by Set Up
date by INSULATION date by
BG/SLAB Insulation Floors Final
date by date L16Phy date by
FRAMING Walls FIRE DEPT.
dat date by date by
PLUMBING Attic OTHER
f Groundwork date by
date by WALLBOARD NAILING Sk--
D.W.V.
date by date _ -q-� by
Va
Water Line FINAL INSPECTION
date G by date 12/2 by date by
` '
GEC�
Qom.
i
1
GAS LINE PRAM TEST VERIFICATION
I hereby verify that I have performed a pressure
test on the gas piping for this project in conformance
with the Uniform Mechanical Code requirements .
to the criteria stated hereon,and this test showed
no leaks to be present.
Installer ' we F,,#' 4D. i
Witness i
WA. Contractor's# C r� 3 Lz ZC L
Permit# Mi S 9-) —e7)13- I
Address b- 6 0t a�a&cc4 ra
Test Duration 3 s-
Test Pressure (, tf )10{
Test Date 112 1 1�`l
w
Permit No.
MASON COUNTY
PERMIT APPLICATION k
�`\BUILDING PE � �
426 W. Cedar/P.O. Box 186, Shelton, WA 98584 427-9670/1-800-562-5628
PLEASE PRINT
#1 er l L t. A — L ) Phone
�� Fire District#
S Address b �}���r�� L,IL`Gf� ��
ity L St�Zip
Directions to Job Site L fZpSSfi(y31Zfd� Z? �fZlh< O�
11 &Lf-a /—"e7 •2�`9 (,(�Ur7L %7`- qA ss 7740 4&7-� eP� IS /cFa&7,21 ,9,eN-) 42*
Owner Mailing Address /(off
City ��OT '�[.1-- St-tg)'4 ZipMP
17
Lien/Title Holder
Address
City St Zip
A
#2 R6 Contractor Name a f'l M1U.ZR Contractor Reg# ! o
Address 0
dv L / Expiration / 2,3 / Q.6
17
City St Zip one
#3 If septic is located on roject site, include records.
Connect to Septic. Public Water Supply Well
Connect to Sewer System? Name of System
(If residential, proof of potable water is required)
# Parcel No.,2-2lZ7 -7_- 0l 3Z-
Legal Description LOi-S i ) 4499 -F A=Z RT ® LoT 3
O� 5o(%f" 4152 5/1a ,-rr 3 0f sp 138 3
#5 Building Squa a Footage: (existing/proposed)
f i t=2nd FI 3rtl FI / Loft 65 /
Basement / Deck / #bedrooms_2,/ #bathrooms /
Garage q&Z / Carport / (Circle: ttached Detached?)
Other sq.ft. /
#6 Use of building *AV-0-f tkmc Describe work
#7 Type of Job: New_d '6 --Add Alt Repair Other
D
#8 MOBILE/MAN UFACTURED HOME INFORMATION � D
OtJC
Model Year Make Model JUL ' 0
Length Width Serial No.
SM
#Bedrooms #Bathrooms Type of Heat
Purchase Price$ 4PAI TH SCRVICFV
Indicate by circling the applicable source if any water is on or adjacent to subject property:
River Pond Creek Stream Wetland Lake Marsh altwa Seasonal Runoff Other
Show following on the site plan
Lot Dimensions Flood Zones
Existing Structures Fences
Structure Setbacks Driveways
Water Lines Shorelines
Drainage Plan Topography
Septic Systems Wells
Proposed Improvements Easements
Name of Flanking Street Indicate Directional by (N, S, E, W)
Name of Fronting Street in relation to plot plan
APPLICANT TO DRAW SITE PLAN BELOW
V
bG
i
APPLICANT TO DRAW TOPOGRAPHY PROFILE BELOW
Plumbing Fixtures (Ueach) Fee Mechanical Fixtures_($B`each)
No. ' Toilets -i5o CIRCLE FUEL TYPE: Gas, Electric,
O
Bath Basins j�� Heatpump, Other L�7
Bath Tubs �a'y Un l g&aSp
1 Showers Furn BTU
Hot Water Htr _ _ Heatpumps
j Laundry Washer — Vent Systems
Sinks •y t� Spot Vent Fans
_Floor Drains No. Boilers/Compressors
Laundry Basins 45 _ HP
Dishwasher No. Air Handling Units
_Disposal _ cfm#
_Urinals NQ_ Fire Protection Systems
_Other _ Auto. Fire Alarm Sys 50.00
Fixed Fire Supp. Sys 50.00
Permit Basic Fee --1-500 — Auto Fire Sprink Sys 25.00
TOTAL PLUMBING $ Other
Gas Outlets
Wood, Gas, Pellet Stove 32-.0 4
NOTICE: THIS PERMIT BECOMES NULL AND VOID IF
WORK OR CONSTRUCTION AUTHORIZED IS NOT COM-
MENCED WITHIN 180 DAYS OR IF CONSTRUCTION OR Permit Basic Fee
WORK IS SUSPENDED OR ABANDONED FOR A PERIOD TOTAL MECHANICAL $ �
OF 180 DAYS AT ANY TIME AFTER WORK IS COM-
ALL
MENCED. PROOF OF CONTINUATION OF WORK IS BY
MEANS OF A PROGRESS INSPECTION.
OWNERS AFFIDAVIT CONTRACTORS AFFIDAVIT
I CERTIFY THAT I AM EXEMPT FROM THE REQUIRE- I CERTIFY THAT I AM A CURRENTLY REGISTERED
MENTS OF THE CONTRACTORS REGISTRATION LAW CONTRACTOR IN THE STATE OF WASHINGTON AND I
RCW 18.27, AND AM AWARE OF THE MASON COUNTY AM AWARE OFTHE ORDINANCE REQUIREMENTS REGU-
ORDINANCE REQUIREMENTS FOR WHICH THIS PER- LATING THE WORK FOR WHICH THE PERMIT IS ISSUED
MIT IS ISSUED AND THAT ALL WORK DONE WILL BE IN AND ALL WORK DONE WILL BE IN CONFORMANCE
CONFORMANCE THEREWITH.NO CHANGES SHALL BE THEREWITH. NO CHANGES SHALL BE MADE WITHOUT
MADE WITHOUT FIRST OBTAINING APPROVAL FROM FIRST OBTAINING AP VA FROM THE BUILDING
THE BUILDING DEPARTMENT. DEPART ENT.
7'14 0( �'j
X OWNER X BY
DATE DATE
tt
DEPARTMENTAL REVIEW
FOR OFFICE USE ONLY
Approved Cond. Hold
Approval
Planning:
Environmental Health:
Building Plan Review �b
Occupancy Group: IZ' (Type of Const:
Fire Marshal:
Y
Other:
Special Conditions: .S7-0R-nv-, w A-rt 2 FEES
Stye LC.- Bt CCIR,tcTCC> ,N-,o A- Building Permit
T�6+ct [.,rr b- piccyh-IL�Ift Sysrt/" Plan Check
w�7 N rnr w�t-t rz cor vcy co ;2 4 Z s
7-U T'KC R-A-CI< 6f 13cn-cis A2c/+ Plumbing Fee 448,?Y'
Fort D is 1?0S 41L, TI16H7f.i ry Mechanical Fee 1. ?sr'
3 Y s r� 5r'lort � 3 t levowr �ooas/Pellet Stove
INS 12c7cTt-D ?O tnrS U ILE► /ZriUAt" 3 z`fl6
L r 4ZL4, 10 T r 6 f[T P"CV nliz- r- Radon Monitor
cN SUap^c.E O-F-' stdpt-f Violation Fee
Af40 StA-Ge,NG- DaWIV' rS Site Inspection
pt.2 Ftr>zt�.�p,
Is'3 9 k q5- = ti81 $o S Building State Fee S'O
Other T G L
514 .Sfe•s° 3` g _ Other
Building Valuation: 'J$f 7 TOTAL FEE L�
Mason County Building Department Kew; gxaeam
P.O.Box 186 Shelton, WA 98584
1-360426-5211 or 1-800-562-5628
11996
2 _115�10
Permit Application# BLD96- O $ S( Applicant: M A R N
The above mentioned permit application has been assigned to the building department for review. During the review process, it was
noted that the proposed plans do not meet the 1994 Uniform Building Code (UBC) requirements for lateral bracing. Please review ,
the information noted below that are lacking on the proposed submitted plans and respond at your earliest convenience. To minimize
any delays in the permit process, the permit application has been assigned to the next department for their review.
_ 2326.4.1 Braced wall lines.Where the basic wind speed is not greater than 80 mph,buildings shall be provided with exterior and interior
braced wall lines. Spacing shall not exceed 34 feet on center in both longitudinal and transverse directions in each story.
_ 2326.4.4 Unusually shaped buildings. When of unusual shape as defined in Sec. 2326.5,Item 4, buildings of light-frame construction
shall have a lateral-force-resisting system designed to resist the forces specified in Chapter 16.
\/ 2326.5.4 Unusually shaped buildings. When of unusual shape,buildings of light-frame construction shall have a lateral-force-resisting
system designed to resist the forces specified in Chapter 16. One or more of the following shall be considered to constitute an unusual���
shape: P" O t 14-r t 1L A
2326.5.4.1 When exterior braced wall panels, as required by Sec. 2326.11.3, are not in one plane vertically from the foundation to the
uppermost story in which they are required. Exception: Floors with cantilevers or setbacks not exceeding four times the nominal depth
of the floor joists may support braced wall panels provided: (1) Floor joists are 2 inches by 10 inches or larger and spaced at not more
than 16 inches on center. (2) The ratio of the back span to the cantilever is at least 2 to 1. (3) Floor joists at ends of brayed wall panels
are doubled. (4) A continuous rim joist is connected to ends of all cantilevered joists. The rim joist may be spliced using a metal tie not
less than 0.058 inch and 1-1/2 inches wide fastened with six 16d nails. (5) Gravity loads carried at the end of cantilevered joists are
limited to uniform wall and roof load and the reactions from headers having a span of 8 feet or less.
_ 2326.5.4.2 When a section of floor or roof is not laterally supported by braced wall lines on all edges. Exception:Portions of roofs or
floors which do not support braced wall panels above may extend up to 6 feet beyond a braced wall line.
_ 2326.5.4.3 When the end of a required braced wall panel extends more that 1 foot over an opening in the wall below. This provision
is applicable to braced wall panels offset in plane and to braced wall panels offset out of plane as permitted by Section 2326.5.4.1,
exception. Exception:Braced wall panels may extend over an opening not more than 8 feet in width when the header is a 4 inch by 12
inch or larger member.
_ 2326.5.4.4 When an opening in a floor or roof exceeds the lesser of 12 feet or 50 percent of the least floor or roof dimension.
_ 2326.5.4.5 Construction where portions of a floor level are vertically offset such that the framing members of either side of the offset
cannot be lapped or tied together in an approved manner as required by Section 2326.8.3. Exception: Framing supported directly by
foundations.
_ 2326.5.4.6 When braced wall lines do not occur in two perpendicular directions.
_ 2326.5.4.7 Other configurations which, in the opinion of the building official, create irregularities or discontinuities which are not
addressed by Section 2326.
REFER TO TABLE 23-I-W FOR MAXIMUM SPACING ON BRACED WALL PANEL
2326.11.3 Bracing. Braced wall lines shall consist of braced wall panels which meet the requirements for location, type and amount of
bracing specified in Table 23-I-W and are in line or offset from each other by not more than 4 feet. Braced wall panels shall start at not
more than 8 feet from each end of a braced wall line. All braced wall panels shall be clearly indicated on the plans.All braced wall
panels shall be by one of the following methods:
1. Does not apply.
2. Wood boards of 5/8 inch net minimum thickness applied diagonally on studs spaced not over 24 inches on center.
3. Wood structural panel sheathing with a thickness not less than 5/16 inch for 16 inch stud spacing and not less than 3/8 inch
for 24-inch'stud spacing in accordance with Tables 23-I-M-1 and 23-I-N-1.
4.Fiberboard sheathing 4-foot by 8-foot panels not less than 1/2 inch thick applied vertically on studs spaced not over 16 inches
on center when installed in accordance with Sec.2315 and Table 23-I-P.
5. Gypsum board(sheathing 112 inch thick by 4 feet wide, wallboard or veneer base)on studs spaced not over 24 inches on
center and nailed at 7 inches on center with nails as required by Table 25-I.
6. Particle board wall sheathing panels where installed in accordance with Table 23-I-N-2.
7. Portland cement plaster on studs spaced 16 inches on center installed in accordance with Table 25-I.
8. Hardboard panel siding when installed in accordance with Sec. 2320.6 and Table 23-I-0.
For methods 2,3,4,6,7,and 8, each braced wall panel must be at least 48 inches in length, covering three stud spaces where studs are 16
inches apart and covering two stud spaces where studs are spaced 24 inches apart.
For method 5,each braced wall panel must be at least 96 inches in length when applied to one face of a braced wall panel and 48 inch
when applied to both faces.
All vertical joists of panel sheathing shall occur over studs. Horizontal joints shall occur over blocking equal in size to the studding except
where waived by the installation requirements for the specific sheathing materials.
Braced wall panel sole plates shall be nailed to the floor framing and top plates shall be connected to the framing above in accordance
with Table 23-I-Q. Sills shall be bolted to the foundation or slab in accordance with Sec 1806.6. Where joists are perpendicular to braced
wall lines above, blocking shall be provided under and in line with the braced wall panels.
2326.11.4 Alternate braced wall panels. Any braced wall panel required by Sec. 2326.11.3 may be replaced by an alternate
braced wall panel constructed in accordance with the following:
1. In one-story buildings,each panel shall have a length of not less than 2 feet 8 inches and a weight of not more than 10 feet.
Each panel shall be sheathed on one face with 3/8-inch-minimum-thickness plywood sheathing nailed with 8d common or
galvanized box nails in accordance with Table 23-I-Q and blocked at all plywood edges. Two anchor bolts installed in
accordance with Sec 1806.6 shall be provided in each panel. Anchor bolts shall be placed at panel quarter points. Each panel
end stud shall have a tie-down device fastened to the foundation, capable of providing an approved uplift capacity of not
less than 1800 pounds. The tie-down device shall be installed in accordance with the manufacturer's recommendations. The
panel shall be supported directly on a foundation or on floor framing supported directly on a foundation which is continuous
across the entire length of the braced wall line. This foundation shall be reinforced with not less than one No.4 bar top and
bottom.
2. In the first story of two-story buildings,each braced wall panel shall be in accordance with Sec. 2326.11.4, Item 1, except
that the plywood sheathing shall be provided on both faces,three anchor bolts shall be placed at one-fifth points,and tie-down
device uplift capacity shall not be less than 3,000 pounds.
TABLE 23+W-BRACED WALL PANELS1
-- ..------ ------ CONSTRUCTION METHOD"
SEISMIC ZONE CONDITION 1 2 9 1 6 6 7 S BRACED PANEL LOCATION AND
LENGTFN
2B,3 and 4 One story,top of two or X X X X X X X Each end and riot mote than 25
three Y feet(7620 mm)on center
First story of two story or X X X XS X X X Each end and not more than 25
second of three story feet(7620 mm)on center but not
less than 25%of building length6
First story of three story X X X XS X X X Each end and not more than 25
feet(7620 mm)on center but not
leas than 40%of building lengthb
ttes minimum requirements for braced panels which forth interior or exterior braced wall lines.
171is table aped
2See Section 2326.11.3 for full description.
3See Section 2326.11 A for alternate braced panel requh=nenL
/Building length is the dimension parallel to the braced wall length.
=Gypsum wallboard applied to supports at 16 inches(406 mm)on center.
6The requited lengths shall be doubled for gypsum board applied td only one face of a braced wait panel.
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Revised plans need to comply with prescriptive methods as described above or provide engineering per chapter 16 and chapter 23.
Two sets of revised, engineered-stamped plans and calculations with notes transferred on both sets will be required. If you have
further questions, plan review department can be reached at 427-9670 or 1-800-562-5628 extension 284 or 551.
Sincerely,
Plan Review Technician
Mason County Building Department
PeAr,�c* us
a�J�aUed �e�v Ca,2-P. � t.crr� VI"L
loa,t, C6VIA-C dZAkVL 1-6 L4(_Y,&
�79- 9Z�a-aT
(Slaa) a-Q3 - a-3tZ
vet �� —
GARY YANDO,DIRECTOR
SON.STgr�°�
P
o MA° � DEPARTMENT OF COMMUNITY DEVELOPMENT
v _
PLANNING -SOLID WASTE-UTILITIES
2� N Y y BLDG. I • 411 N. 5TH ST. • P.O. BOX 578
SHELTON,WA 98584 • (360) 427-9670
1864..
November 22, 1996
Merrilee MacLean
11826 NE 167th ST
Bothell, WA §8011
RE: Parcel #22127 75 90132, TR 3 of SP #1383
Residence under construction and required drainage
Dear Ms. MacLean:
A Building Permit was issued to you for construction of a
residence and garage, #BLD96-0851 on October 6, 1996. Conditions
of the permit included several requirements for drainage and
erosion control. Staff conducted a site investigation of the
building site on November 21, 1996 . It appears that the
conditions for Landslide Hazard Area Drainage have not been
complied with to date. The development of the site is impacting
the stability of the bank on the northwest side of the building
site and it appears that it will inevitably cause mass wasting of
the bank if not corrected immediately. There appears to have been
some sliding or shifting of the ground which has impacted the
adjacent residence to the north. Both the adjacent residence and
your own residence will be impacted by the potential for further
shifting and sliding of the bank.
At this time, implementation of the drainage plan that was
recommended by David Strong, Engineering Geologist for Bradley-
Noble Geotechnical Services, is required. As one of the
conditions of the permit, all stormwater be collected into a
tightline discharge system with the water conveyed to the back of
the beach area for disposal This tightline system should be
periodically inspected to ensure that it remains licruid tight.
Placement on the surface of the slopes and staking down of the
line is preferred.
Staff did not see any evidence that such a drainage system has
been installed. In fact, the foundation of the residence is
currently being drained through a surface ditch onto the very
bank that the Engineering Geologist pointed out as an area of
concern, northwest facing slope in the area of construction. The
Engineer stated that there is a high probability that side cast
material exists at the top of the slope in front of the area of
concern. Please see page 2 of the Engineers report for more
information regarding the ravine to the northeast.
Staff understands that the contractor may not be aware of the
drainage requirements which were recommended by the Engineer and
conditioned by Mason County and the potential danger that exists
by lack of proper drainage. In most applications for construction
within a landslide hazard area, the owner will retain their
engineer to assure that the drainage requirements are installed
properly per their recommendations. It does not necessarily have
to be the building contractor who installs the drainage.
The surface ditch appears to have been directed to the path of
least resistance for the water to drain from the area where the
foundation has been installed. There is ground and surface water
ponding around the foundation at this time and a large amount of
water that had accumulated previously has been released through
the ditch. The entire building area has been raised with fill to
allow for work during the rainy season. A qualified engineer must
be contacted immediately to assess the site with all of the
ground and surface water present. The engineer should recommend
installation for drainage of the entire site. Then the drainage
system must be implemented.
The drainage should be collected from above the building site as
well because of the large amount of surface and ground water and
the close proximity of the proposed residence and the adjacent
residence to the edge of the ravine. The raising of the ground
elevation with fill above the residence has altered the surface
and subsurface drainage and altered the stability of the
residence to the north. An engineer will need to recommend
resolution to the drainage which has impacted the adjacent
residence, apparently originating above the residence and
shedding toward it.
The filling and alteration of the site without appropriate
drainage installation is in violation of the conditions of the
permit, the Building Code, the Shoreline Master Program and the
Interim Resource Ordinance requirements for development within a
Landslide Hazard Area. Enclosed please find a copy of the
Conditions of the Permit and the Geotechnical Report completed by
David Strong.
Please contact our office with an implementation plan as soon as
possible. The Framing, Plumbing and Mechanical Inspection will
not be approved until such time that an appropriate drainage
system which meets the conditions of the permit has been
installed. I can be reached at (360) 427-9670, ext 360 and the
mailing address above. Thank you.
ySinc rely,
Grace Miller, Planner
DEPT. OF COMMUNITY DEVELOPMENT
CC: Tom Miller, T.N. Miller Remodeling
Dana Herron, Bldg Dept.
Mike Byrne, Bldg. Dept.
Gary Yando, DCD Director
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Lateral Analysis- 1994 UBC date: 9120196 DC job # 96-1183
P:Max Ht= 24.0' @ Ridge; :Use P= 14.28 eve psf page 1 of 8
:Use P= 13.22 eve psi See sheet 8 for sail area
Compute Wind Load x-x,y-y: See sheet 2 for wind pressure calculations.
a y-y= 18 ft w x 13 ft h= 234 sf x 13.22 psf= 3093 lbs
b Y-Y= 20 ft w x 12.5 ft h= 250 sf x 13.22 psf= 3305 lbs TWL y-y= 8897.06 lbs
c y--y= 18 ft w x 10.5 ft h= 189 sf x 13.22 psf= 2499 lbs
1 x-x= 11 ft w x 18 ft h= 198 sf x 14.28 psf= 2827 lbs
2 x-x= 19 ft w x 18 ft h= 342 sf x 14.28 psf= 4884 lbs TWL x-x= 11052.72 Ibs
3 x-x= 13 ft w x 18 ft h= 234 sf x 14.28 psf= 3342 lbs
Check Seismic:v= 0.1032 wall plywood shearwalls); v= 0.1375 w(gwb shearwalls)
W OA= ( 1964 sf/rf+ 2231 sf/wl+ 403 sf/fir)x 10 psf= 459W lbs V with gwb shearwalis(min.)
W a 689 sf/rf+ 863 sf/W+ 186 sf/fir)x 10 psf= 17180 lbs V a y-y= 1773 lbs. plywd shearwalls
y-Y=( 2959 lbs.
W b y-y=( 935 sf/rf+ 1000 sf/wi+ 217 sf/fir)x 10 psf= 21520 lbs
V b y-y=
W c Y-Y 360 sf/rf+ 368 sf/W+ 0 sf/fir)x 10 psf= 7280 lbs V c y-y= 751 Ibs. : plywd shearwalis
=(
W 1 x-x=( 610 sf/rf+ 976 sf/wl+ 234 sf/fir)x 10 psf= 18200 lbs V 1 x-x= 1878 Ibs. : plywd shearwalis
W 2 x-x=( 912 sf/rf+ 751 sf/wl+ 169 sf/fir)x 10 psf= 1832D lbs V 2 x-x= 2519 lbs. :
W 3 x-x=( 442 sf/rf+ 504 sf/W+ 0 sf/fir)x 10 psf= 9460 lbs V 3 x-x= 976 lbs. : plywd shearwalls
Compute sum of Shear-Resisting Walls&Compute V x-x,V y-y
Sum SW aY-Y 2.67 2.67 5.00 2.67 4.00 4.34 21. tl If shear wall tl sw 5.
Sum SW b y-y=( 3.00 4.00 3.25 4.00 11.34 25.59 8tl If shear wall 5670
Sum SW c y-y=( 4.38 4.38 .76 tl If shear wall
33.00 tl If shear wall tl sw x-x
Sum SW 1 x-x=( 10.00 13.00 10.00
Sum SW 2 x-x=( 18.00 6.00 7.75 5.00 36.00 tl If shear wall 96.75
x-x=( 26.00 26.00 tl If shear wall
Sum SW 3
Compute V x-x max.and V y-y max.
location V wind V seismic V max fRs/length pif governing force SW# SW#
a y-y= 3093 lbs 1773 lbs 3093 fksA= 145 pif wind Use SW#. P1-6(230p1f)
b y-y= 3305 lbs 2959 lbs 3305 WsA= 129 plf wind Use SW#. P1-6(230plf) G2X 7(215plf)
c y-y= 2499 lbs 751 lbs 2499 WsA= 285 plf wind Use SW#: P1-4(352plf)
1 x-x= 2827 lbs 1878 lbs 2827#'sA= 86 plf wind Use SW#: P1-6(230plf)
2 x-x= 4884 lbs 2519 lbs 4884 WsA= 133 plf wind Use SW#: P1-6(230plf) G2-7(200p1f)
3 x-x= 3342 lbs 976 lbs 3342 VsA= 129 plf wind Use SW#: P1-6(230plf)
Verify Capacity of Designed Shearwalis:
Sum SW cap y-y= 40.02 If x 230 plf+ 15.68 If x 200 plf+ 0.00 If x 352 plf= 12341 1.39 F.O.S. o
Sum SW cap x-x= 83.00 If x 230 pif+ 12.75 If x 2D0 pif+ 0.00 If x 352 pif= 21640 1.96 F.O.S. o
Compute Dead Load and check Overturning
D.L.@ a y-y= 2.67 ft x ( 60 plf/fir+ 80 plfhM+ 140 plf/rf)= 748 lbs
D.L.@ b y-y= 3.25 ft x ( 60 pif/8r+ 80 plfAM+ 140 plf/rf)= 910 lbs
D.L.@ c y-y= 4.38 ft x ( 0 plf/flr+ 80 plftM+ 20 pif/rf)= 438 lbs
D.L.@ 1 x-x= 10.00 ft x ( 15 plf/flr+ 80 plf/wi+ 15 pif/rf)= 1100 lbs
D.L.@ 2 x-x= 6.00 ft x ( 15 plf/flr+ 80 plfhM+ 15 plf/rf)= 660 lbs
D.L.@ 3 x-x= 26.00 ft x ( 15 pif/flr+ 80 plfAM+ 15 plf/rf)= 2860 lbs
M. max @ a y-y= 145 pif x 8.08 ft. = 1171 lbs- 748 lbs = 424 lbs. Use: <500#,no holdown required
M. max @ b y-y= 129 plf x 8.08 ft. = 1044 lbs- 910 lbs = 134 lbs. Use: <5",no holdown required
M. max @ c y-y= 285 pif x 8.08 ft. = 2305 lbs- 438 lbs = 1867 lbs. Use: HTT22 w/SSTAB-16 AB @ garage panels.
M. max @ 1 x-x= 86 plf x 8.08 ft. = 693 lbs- 1100 lbs = -407 lbs. Use: <500ff,no holdown required
M. max @ 2 x-x= 133 plf x 8.08 ft. = 1074 lbs- 660 lbs = 414 lbs. Use: <5",no holdown required
M. max @ 3 x-x= 129 plf x 8.08 ft. = 1039 lbs- 2860 lbs = -1821 lbs. Use: <5fpf,no holdown required
Holdown and Shearwall Summary
Use(4) HTT22 w/SSTAB-16 AB @ garage panels. IT
Use(10) HPAHD 22 holdowns as located on plan
Shearwalls,plate nailing and anchor bolts per schedule-as indicated.
Of HINGTON
18915- 142ND AVE. N.E./SUITE 100 WOODINVILLE, A 98 2
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ARCHITECTB NORTHYVEBT
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DESIGN CRITERIA PER 1994 UNIFORM BUILDING CODE - 80MPH / EXPOSURE "B"
WIND PER SECTION 1618
DESIGN WIND PRESSURE:
P = CexCgxQsxIw
Ce=Exposure Factor; Cq=Method Factor; Qs=Wind Stagnation Pressure; Iw=Importance Factor
SITE/PROJECT SPECIFIC VALUES:
Ce = 0.62 (Exposure B @ <15'H); Cq = 1.3 (Method 2)
Qs = 16.4 (Basic Wind Speed = 80 MPH); Iw = 1.0 (Standard Structure Importance)
CALCULATED WIND PRESSURES AT PRESCRIBED BUILDING HEIGHTS:
P = 13.22 PSF <15'H; 14.28 PSF <20'H; 15.35 PSF <25'H; 16.20 PSF <30'H; 17.91 PSF <40'H
EARTHQUAKE PER SECTION 1628
BASE SHEAR: V = (Z x I x C x W) / Rw
Z = Seismic Zone Factor; I = Importance Factor
C = Numerical Coefficient; W = Total Seismic Dead Load
SITE/PROJECT SPECIFIC VALUES:
Z = 0.3 (Zone 3); I = 1.00 (Standard Structure Importance);
C = 2.75 (Need Not Exceed); Rw = 6 (Plywood Shear Walls) or Rw = 8 (GWB Shear Walls)
V(plywd) = 0.1032W; V(gwb) = 0.1375W
STANDARD DESIGN INFORMATION (UNLESS NOTED OTHERWISE ON PLANS)
LUMBER GRADE: HF2 OR BETTER; HF3 @ STUDS
GLU-LAM BEAMS: UBC COMBINATION 24F-V4
HORIZONTAL ROOF SHEATHING:
1/2" CDX-7/16" OSB W 8d @ 6" OC/EDGES (148PLF ALLOWABLE DIAPHRAGM SHEAR)
HORIZONTAL FLOOR SHEATHING:
3/4" T&G CDX PLYWD W/10d @ 6" OC/EDGES (177PLF ALLOWABLE DIAPHRAGM SHEAR)
SHEAR WALLS: SEE SHEAR WALL SCHEDULE
NOTE: GWB SHEAR WALL CAPACITIES TO BE HALVED WHEN RESISTING SEISMIC FORCES.
ANCHOR BOLTS: 5/8" DIA X 10" L @ 48" OC TYP UNO; A307 OR BTR W/7" MIN EMBEDMENT
18915 - 142nd AVE. N.E./ SUITE 100 WOODINVILLE, WA 98072
PHONE: (2061 485-4900 FAX: (206) 487-6585
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SHEAR WALL SCHEDULE
see 1994 UBC table 34- -1, -- -2 &2 )
G2 7 v(w) _200 plf 1/2"GWB (2 sides)w/5d cooler nails T'o.c. UNBLOCKED
V(s)=100 plf Anchors e: 116 d @ 6"o.c. OR 5/8"o bolts Q 48"O.C.
G2X-7 v w)=215 plf 1/2"GWB (1 side)w/5d cooler nails T'o.c..UNBLOCKED
v(s)=107 plf 5/8"GWB (1 side)w/6d cooler nails Oa T'o.c. UNBLOCKED
Anchorage: 116 d C 6"o.c. OR 5/8"o.bolts 48"O.C.
P1-6 v=230 plf 11/2" plywood or OSB equal, w/8d nails 6"o.c.
Anchors e: 16 Td@ 5"o.c. OR 5/8"o bolts 48"O.C.
P1-4 v=352 plf 1/2" plywood or OSB equal,w/8d-nails @ 4"o.c.
Anchorage: 116 d @ 4"o.c. OR 5/8"o bolts 32"o.c.
NOTES: 1. Shear Wall Values are for Hem/Fir Studs, Typical.
2. Anchorage values are for wall panels. Where portions of walls are not shear
panels, bolts may be placed at 6-0"o.c. per Section 1806.6. Nails may be spaced
at 16"o.c. per Table 23-I-Q.
3. For GWB shear walls, screws are not an acceptable altemative for-cooler nails.
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BUILDING PERMIT #
I
DATE { ��
Planner Area rr C
CHECKLIST FOR PROPOSED CONSTRUCTION
Yes No "
[ ) IX Within 200 designated shoreline, wetland, or
associat wetland
Where?
[ 7 [ 7 Pr used constru ion on/over/in wetland
\[ 7 7 Prop e nstruction within floodplain
] ] Eagle nest
State road access needed
[ ] ( ) Commercial Development (parking standards, sign
ordinance, public works review, other applicable
agencies)
( 7 [ ] Mobile Home or RV Park
[ 7 [ 7 Exempt from building permit application
[ 7 [ ) Exempt from SEPA process (WAC 197-11-305, WAC 197-11-800)
[ ] [ ] Meets all requirements (which section (s) of SMP does
proposed construction pertain to?)
( [ 7 Variance or Conditional Use Permit required
( [ ) Exempt from Shoreline Substantial Development Permit
Process 173 - 14 - 040)
1 ) [ ) Exempt ;_rom Substantial Development, but within Army
Corp. ; (WAC 173 -14 -115)
( 1 [ 1 AarrF =
r'
RESOURCE LANDS &-CRITICAL AREAS dUIE
CKLIST
Permit•Nu
m
Owner _ = '• �: -
Parcel Number
• Saltwater/Lake 20 z acres
Designation
.. - Name of aterbody -
2. .Rivers, streams, or creeks
Type of Water
0 . 3. Lakes or ponds less than 20 acres in size.
*-<` z -
4. - Wetlands: -Areas.that ate inundated or saturated by surface water that.
�a
under normalIcircums6rices support vegetation adapted f6e-jife-10 such
conditions as they#ollowing: Marshes, bogs;and swarrtas
Id 5. Slopes greater than.15% or 8.50
_6 Floodplain
-7 'J,tI 7.
a- Seismic Hazard Area
8. Aquifer Recharge.Area
-9. Other
Comments: .
�aa/"LYwdxOiYd/� it2�' `7"d�o �e .�nriUn„ D �,Es�°d'YJllT7il �lp Cee 3C��,�rTl�'l_�
j d
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Authon ed Signature
Date
MASON COUNTY
DEPARTMENT OF COMMUNITY DEVELOPMENT
Planning Division
411 N. Fifth, P.O. Box 578, Shelton, WA 98584
(360) 427-9670
DATE: 07/31/96
TO: MERRILEE MACLEAN
11826 NE 167TH ST
BOTHELL WA 98011
RE: RESIDENCE AND GARAGE
Case No. : RLC96-0267
Parcel No. : 221277590132
Dear Applicant:
As part of this department ' s review on your permit application, a
Resource Lands and Critical Areas (RLC) site inspection was performed on
your property. Below you will find comments made regarding the proposed
development and it ' s critical values .
In some cases, setbacks for development from steep slopes, streams,
wetlands, and waterbodies must be included in your specific proposal;
these setbacks are included as part of the comments listed below.
Please contact me at (360) 427-9670 or (360) 275-4467, ext. if you
have any questions.
Sincerely,
dAllf
Lan Use Planner
Department of Community Development
COMMENTS:
David Strong, Engineering Geologist for Bradley-Noble Geotechnical
Services submitted a Geotechnical Evaluation stating that, in their
opinion and based on their site survey and research, the site is not in a
landslide hazard area as defined in the ordinance. The report recommends
that the new cabin be constructed no closer than 30' from the present top
edge of the bank. There is the setback proposed on the site plan, 30,
from the top edge of the bank. There is a residence to the north who will
be impacted by this residence because they are set back somewhat
proportionatley from this top bank. The proposal meets the Shoreline
Master Program requirements and Interim Resource Ordinance requirements as
proposed and staff has conditioned the building permit with
recommendations of the report by engineer.