2003, 05-28 Permit App: BD-03-527 Residence]Tl OF
46N%Owl
-e 11707 E. SPRAGUE, STE 106
;,0Va1-,,1eySp0KAATE VALLEY, WA 99206
(509)688-0036 FAX (509)688-0037
SITE INFORMATION
Site Address: 30 %
Parcel Number: 4,6- ZS %. d -7 O 3
Subdivision:
2 ��� �f-- Csf. No 3
Block: 2 Lot: 3
Zoning: Water Dist:
Owner•
Address:
Building Inspector:e— U t
PROJECT TRANSMITTAL:
TRANSMITTAL DATE:
PERMIT INFORMATION
Permit Number: 1ssue Date:
Permit Use: �,s
Applicant:
Contact:
Contractor:
CnH.�nlre _
APPROVALS
BUILDINGS:
ENGINEERS
IC
Phone:
Phone:
Right I
I "5
_.
APPROVALS
WATER DIST:
STORMWATER:
117• Lia
� X34 i7 ao"10
PlwtWh
a33
30 =
93l.�so
'90) -160.00
25�
5,0(D.
<970 -CO
210
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22,0
117• Lia
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City Of
SPOKANE VALLEY
PERMIT # 3—
BUILDING PERMIT APPLICATION
Box 1 OWNER Cp ,c�v��, JOB LOCATION )30.7 5 5
OWNER'S ADDRESS 10(oo / to CITY PHONE
DESCRIBE JOB
iyty�G ,,,,-jv"2s ce ( neq)
THIS PROPERTY IS OWNED BY: SINGLE/MARRIED AIL v✓'(ej
PARTNERSHIP CORP.
BOX 2 CONTRACTOR'S NAME a1144 PHONE d �Ydy
CONTRACTOR'S ADDRESS jO(,a Y F /(om &e- CITY arse y��o6
CONTRACTOR'S REG.# EXPIRATION DATE
(CARD MUST BE PRESENTED AND COPIED OR VERIFIED)
BOX 3 CONTACT PERSON OF PROJECT PHONE 8 `!,� -(D y(, y
ADDRESS /0609 [-', /6i -A CITY _ s � � ZIP R)06
BOX 4 SEWER AVAILABILITY WATER AVAILABILITY
BOX 5 ESTIMATED PROJECT COST $ _,(t)C EXISTING BLDG. VALUATION $
BOX 6 PROPERTY TAX ACCOUNT NUMBER `>'S.z SI. 676
LEGAL DESCRIPTION
(IF NECESSARY, PLEASE SUBMIT A SEPARATE PAGE WITH THE LEGAL] DES TION)
CENSUS NUMBER LOT NUMBER J FD)-EAf C E� V D
BOX 7 BUILDING SQUARE FOOTAGE (Existing / proposed) FLOOAR 2 $ 203
D / /3 D FLOOR / /,)CC
3RD FLOOR /_ OTHER / Z �q1< AIE /
BASEMENT UNFINISHED / 130 DECK / 2.0 GARAGE / P 1
CARPORT / TOTAL / HEIGHT TO PEAK OF BUILDIN / —L F
BOX 8 SINGLE FAMILY kk'NEW CONSTRUCTION
( ) MULTIFAMILY (NO. OF UNITS ) ( ) EXISTING STRUCTURE
( )
COMMERCIAL/ INDUSTRIAL TOTAL AREA OF PROPERTY /_SQ. FT.
( ) TENANT IMPROVEMENT IMPERVIOUS SURFACE _ '�9p(SQ. FT.
X 9 PLUMBING FIXTURES (Including rough -ins) MECHANICAL APPLIANCES
PLEASE USE THE ATTACHED PLUMBING / MECHANICAL FORM FOR THE LISTING OF ALL APPLIANCES,
SYSTEMS, HEATING AND AIR UNITS, FIREPLACE INSERTS, WATER HEATERS, CONVERSION BURNERS,
-LAWN SPRINKLER SYSTEMS, BACK FLOW PREVENTERS, ET AL.
BOX 10 Water Service meter size (if known) " Also see BOX 4
BOX 11 Septic Tank - Not generally allowed in the City of Spokane Valley. For special circumstances contact
Your sewer purveyor and the Health District (See BOX 4)
BOX 12 Street use may require a " Street Use Permit" for sewer, water, sidewalks, curb cuts. Contact the Public
Works Department.
I VERIFY UNDER THE PENALTY OF PERJURY THAT THE INFORMATION FURNISHED BY ME IS TRUE AND
CORRECT TO THE BEST OF MY KNOWLEDGE AND FURTHER THAT I AM AUTHORIZED BY THE OWNER OF THE
ABOVE PREMISES TO PERFORM THE WORK FOR WHICH THE APPLICATION IS MADE.
OWNER/AGENT DATE ��2$ -G's' (OVER)
Landthe
ocument originally contained
tial credit card information which
acted pursuant to RCW 19.255.010
original document destroyed
to 505 DAN
I hereby authorize the City of Spokane Valley to charge the fee for this permit to my credit card: _
visa)
isa ' Masterca. REDACTED
—.----,—� �_._,)irationDatc
Print the name of the Holder kov,c,1A R . G Y I? u,.Q ea,.,,..t. - -�
OFFICE USE ONLY - PLEASE DO NOT WRITE BELOW THIS LINE
ZONE SETBACKS: FRONT SIDE
PLANNING DEPARTMENT APPROVAL
REMARKS
SEPA: EXEMPT NOT EXEMPT
FIRE DEPARTMENT APPROVAL
REMARKS
REAR HEIGHT LIMIT
DISAPPROV
DISAPPROVAL
PUBLIC WORKS DEPARTMENT APPROVAL DISAPPROVAL
DATE
DATE
DATE
TYPE OF JOB: NEW RESIDENCE RES. ADD/ALT NEW INDUSTRIAL IND. ADD/ALT
NEW COMMERCIAL COMM. ALT/ADD NEW MULTIFAMILY NO. UNITS
MULTIFAMILY ADD/ALT TENANT IMP. ROOF OTHER
OCCUPANCY
BUILDING PERMIT NO.
TYPE OF CONSTRUCTION
BUILDING SQ. FT.
BUILDING SQ. FT.
BUILDING SQ. FT.
BUILDING SQ. FT.
TOTAL SQ. FT.
I.
TOTAL VALUATION
STORIES
PLAN CHECK FEE RECD RECEIPT NUMBER
PERMIT -FEE PLAN CHECK FEE
TOTAL FEES WSBCC SURCHARGE
OTHER CHARGES
BUILDING DEPARTMENT APPROVAL
ASSIGNED ADDRESS
PLUMBING FEE MECH. FEE
_ENERGY SURCHARGE
M
AMOUNT DUE
DATE
nwrry
3p&moone�
;oOVaUey
Ca 1124 hours before inspection required
Phone 509.688-0036 Fax 509.688-0037
DEPARTMENT OF PUBLIC WORKS
Anticipated start date 5-30 -0 3 Permit # PW 0 7
APPLICATION
Location of property,
Applicant Name,
APPROACH PERMIT
;2 X07 s, Skzk
dress/Parcel #, if available)
Address Ay- Phone
Contractor's Name
Address Phone
Contractor's Reg# Expires
�.2-6Il6
PROJE T DESCRIPTION (Provide site sketch)
Residential Driveway ❑ Commercial/Industrial Driveway
❑ Existing Curb & Gutter ❑ Rural Road Section
❑ Culvert Installation ❑ Sidewalk Repair/Construction
❑ Other conditions,
See construction requirements and details on reverse. Bond/insurance certification must be on
file with the City.
SPECIAL CONDITIONS:
PERMIT FEE
Inspection Fee$
I hereby authorize the City of Spokane Valley to charge the fee for this permit to my credit card.
Card # Expiration Date
Name of Holder S
Fees Paid$ 06 W
?.Z
Call 24 hours before inspection required
Phone 509.688-0036 Fax 509.688-0037
Spo`ne
, 0*1*� lley DEPARTMENT OF PUBLIC WORKS
Anticipated start date �o Permit # PWD n
eT;T�a7�:7►�il�l
APPLICATION ��7
Location of property_;?-
(Address/Parcel #, if available)
Applicant Name a� k i
Address /baa cf E. /64 A Phone d Ye
r
Contractor's Name
Address Phone
Contractor's Reg# Expires
PROJE T DESCRIPTION (Provide site sketch)
XResidential Driveway ❑ Commercial/Industrial Driveway
❑ Existing Curb & Gutter ❑ Rural Road Section
❑ Culvert Installation ❑ Sidewalk Repair/Construction
❑ Other conditions
See construction requirements and details on reverse. Bond/insurance certification must be on
file with the City.
SPECIAL CONDITIONS:
PERMIT FEE $
Inspection Fee
I hereby authorize the City of Spokane Valley to charge the fee for this permit to my credit card.
Card # Expiration Date
Name of Holder Signature If
Fees Paid$ . 07) Date S 03 Ini
Excerpts from Spokane Valley Standards (3.24, and details A8 and A -8a):
• Every driveway approach must provide access to an off road parking area located
on private property. The driveway shall be of sufficient length so a vehicle in the
driveway does not project into the road right of way, sidewalk, or pathway.
• Public or private driveways in industrial, commercial, multiple family, church or
any like use shall be constructed to allow vehicles to exit without backing onto a
public road.
• Driveway approaches shall be constructed to avoid interference with existing
drainage inlets, culverts, road lighting standards, utility poles, traffic regulating
devices, fire hydrants or other public utilities. The applicant shall bear the cost of
relocating any such public facility.
• Driveway approach grades within the right of way shall not exceed 8% in urban
area, or 2% in rural areas. Driveway grades shall not exceed 10% within ten feet of
a city right of way.
See Standards for a mote complete listing of requirements.
G32
---4:1-L
2
{ 'Sill
Cr
1
n.
is
Q
f
pis
r
f OCT —26 '94 10:05AN SPOKANE DEPT OF BLDG
TO: Spokane County Division of Buildings
West 1026 Broadway Ave.
Spokane, Washington 99260
ATTN: Code Compliance Section
r
Lorne Lakshas
RE: Final Plat: Z 126, i' M E, N T IST AT EZ -
Plat Number.
P.1
.The public Water System for the plat referenced above has been installed, tested and accepted
as operational pursuant to the water plan approved by County and State Health Authorities,
Fire District, County Division of Buildings, and Water Purveyor.
Building permits may be Issued to lots within this plat
WATER PURVEYOR: VP- Q A i,l_.) A
STATE IDENTIFICAT10 NUMBER: �� 1 i 50
�,
SIGNATURE:CF`---
TITLE. > c �J
DATE:
_ THIS COMPLETED FORM MUST BE PRESENTED TO THE --DIVISION OF BUILDINGS, WEST
1026 BROADWAY,SPOKANE, WASHINGTON 99260 BEFORE -.BUILDING PERMITS ARE
AUTHORIZED TO BE RELEASED.
c. Plat Sponsor
J
WATER
PURVEYOR
STATEMENT
O-
F
ACC
-E
-P
T
A
N
C
E
TO: Spokane County Division of Buildings
West 1026 Broadway Ave.
Spokane, Washington 99260
ATTN: Code Compliance Section
r
Lorne Lakshas
RE: Final Plat: Z 126, i' M E, N T IST AT EZ -
Plat Number.
P.1
.The public Water System for the plat referenced above has been installed, tested and accepted
as operational pursuant to the water plan approved by County and State Health Authorities,
Fire District, County Division of Buildings, and Water Purveyor.
Building permits may be Issued to lots within this plat
WATER PURVEYOR: VP- Q A i,l_.) A
STATE IDENTIFICAT10 NUMBER: �� 1 i 50
�,
SIGNATURE:CF`---
TITLE. > c �J
DATE:
_ THIS COMPLETED FORM MUST BE PRESENTED TO THE --DIVISION OF BUILDINGS, WEST
1026 BROADWAY,SPOKANE, WASHINGTON 99260 BEFORE -.BUILDING PERMITS ARE
AUTHORIZED TO BE RELEASED.
c. Plat Sponsor
J
pr_T -76 "?4 10:05Pi =.POKAME DEPT OF BLDG
W--A---T-.-E- R —P.-U-R--V---Ey--Q -R-
STATEMENT OF 'ACCEPTANCE
P.1
All
TO: Spokane County Division of Buildings -
West 1026 Broadway Ave.
Spokane, Washington 99260
ATTN: Code Compliance Section
Lorne Lakshas
RE: Final Plat: V G F"'� U ry .i 5 i i Ei S 7_ I_ I___
Plat Number.
The public Water System for the plat referenced above has been installed, tested and accepted
as operational pursuant to the water plan approved by County and State Heafth Authorities,
Fire District. County Division of Buildings, and Water Purveyor.
Building permits may be Issued to lots within this plat.
sc. ��"�-- �Com----
�R:
STATE IDENTIFICATION NUMBER:
SIGNATJJRE-
_ ., .. TITLE.
DATE:
THIS COMPLETED FORM MUST BE PRESENTED TO THE DIVISION OF BUILDINGS, WEST
1026 BROADWAY, .SPOKANE, WASHINGTON 99260 BEFORE. BUILDING -PERM(TS ARE
AUTHORIZED TO BE RELEASED.
c. Plat Sponsor
J
SPOKANE COUNTY DIVISION OF BUILDING
AND CODEENFORCEMENT
1026 WEST BROADWAY AVENUE • SPOKANE, WA 99260-0050
lspc�- C(XI1 uy
Site Information ProjAt Information
Site Address: 2307 S STEEN AVE
SPOKANE, WA 00000
Parcel Number: 45251.0703
Subdivision:
Block: Lot:
Zoning: UR -3 Urban Residential 3.5
Owner: DARLING, RONALD B & BRANDY L
Address: 10609 E 10TH AVE
SPOKANE, WA 99206-6906
Building Inspector: BOBBY STONE
Water Dist:
Sewer Connection Permit
Project Number: 03003730 Inv: I Issue Date: 5/28/2003
Permit Use: SEWER CONNECTION - WOODLAWN
Applicant: FOLSOM EXCAVATING
16701 E VALLEYWAY
VERADALE WA 99037
Contact: FOLSOM EXCAVATING
16701 E VALLEYWAY
VERADALE WA 99037
Setbacks - Front: Left: Right:
Group Name:
Project Name:
Permits
Contractor: FOLSOM EXCAVATING INC License 4: FOLSOEI994DO
Phone: (509) 891-1232
Phone: (509) 891-1232
Rear:
SEWER CONNECTION 1 $85.00 PROCESSING FEE 515.00
Total Permit Fee: S100.00
FOR SEWER INSPECTIONS CALL (509) 477-3604 UTILITIES 8:30-5:00 PM MONDAY THRU FRIDAY
Call for inspection prior to cover. ONE WORKING DAY NOTICE REQUIRED.
Contractor or applicant is to field locate and confirm the elevation and position of sewer stub prior to any other excavation.
Sewer stubs are to be checked prior to connection to ensure that they have acceptable grade and are clear and unobstructed to the main sewer.
Sewer lines should be constructed to allow for gravity flow from the lowest level of the structure.
This permit must be presented to the job site inspector for verification. To locate buried cables, gas piping, water lines, etc.
CALL BEFORE YOU DIG, (509)456-8000.
STATE LAW RCW 19.122 REQUIRES THAT PRIOR TO ANY EXCAVATION THE "CALL BEFORE YOU DIG" CENTER BE
NOTIFIED. CALL BEFORE YOU DIG AT LEAST 2 WORKING DAYS IN ADVANCE, (509)456-8000.
Spokane County Code requires the installer comply with all requirements of the Washington State Dept of Labor and Industries, including
those related to trench safety.
Payment Summary
Total Fees AmountPaid AmountOwine Tran Date Receipt # Payment Amt
$100.00 $100.00 50.00 5/28/2003 3335 $100.00
Processed By: BURRIS, ROBIN
Printed By: CUMIvIINGS, KATHY
Page 1 of 1
I/
PERMIT
City of SPOKANE VALLEY
Building, Fire and Public Works Fees Receipt 2
Applicant/Business t- Permit No. QD 3
Project Name Date
Site Address
Please Receipt the Following:r
Check NumberNumber
Payer's Name Receip t
Address
BUILDING DEPARTMENT
001.059.322.10.01
-001.059.322.10.02
001:059.322.10.03
001.059.32,�� QQe�
-001--059 .322:11 0:06
001.09.322.90.01
001.059.345.83.01
001.059.345.83.03
001-059.342.40.'02'
Building Permit
Plumbing Permit
Grading Permit
Mechanical Permit
Ddiiiolition Permit
Misc. Permits and Fees
Plans Check Fee
Energy plans check fee
SPMAI MOFton4:�r...
Zip
PUBLIC WORKS
001.059.322.40.00
001.059.342.40.03
001.059.237.10.99
Right of Way
special Inspections
Bonds/Deposits (cash)**
TOTAL AMOUNT DUE
* To be sent to Wash. State Building Code Council quarterly.
# 65/0 0� figure to be sent to the Fire Department Quarterly, except bonds etc.
* * Liability Insurance verification may also be required.
s-vrecpt
-ICITYpo'��ane
,,.•'Walley
11707 East Sprague Avenue, Suite 106 509-688-0036 - Phone
Spokane Valley, WA 99206 509-688-0037 - Fax
Plumbing Permit Application
PROJECF
ADDRESS: 2307
v
PERMIT
USE:
# OF UNTFS
OWNER: i
COST
PHONE (Daytime Contact):53 .�6 S
MAILING ADDRESS:
/Dam' e7, 1b
I
TOILETS
WATER CLOSET, BIDE'T'S
(street)
(city/state)
$6
(ZIP)
CONTRACTOR: G,4 or
IL 1;!4
2
LICENSE #:
MAILING ADDRESS:
X
PHONE #:
_
(street)
(city/state)
TUBS
(ZIP)
PLUMBING FIXTURES
THOD OF
CASH
rE:
EXPIRES: _
4KCARD NUMBER: MDACTED
CHORIZED SIGNATURE:
This
document originally contained
confidential credit card information which
was redacted pursuant to RCW 19.255.010
and the original document destroyed
pursuant to SOS DAN GS2014-030.
DESCRIPTION
DETAILS
# OF UNTFS
X
COST
EQUALS
AMOUNT
I
TOILETS
WATER CLOSET, BIDE'T'S
X
$6
-
2
URINALS
X
$6
_
3
TUBS
X
$6
-
a
4
SHOWERS (PER TRAP)
BATH, STALL, ON-SITE BUILT
X
1 $6
-
5
SINKS
LAVSBASINS, BAR, FLOOR, KITCHEN,
LAUNDRY, UTILITY, JANITOR, PHOTO, X-
RAY, FOOD, PREP/CULINARY/MEAT
X
$6
S b
6
DISHWASHER
X
$6
-
7
CLOTHES WASHER
X
$6
_
8
GARBAGE DISPOSAL
X
$6
-
9
WATER SOFTENER
X
$6
_
10
ELECT. HOT WATER TANK
NOTE: IF GAS, SEE MECHANICAL
X
$6
-
11
FLOOR DRAINS
AREA, CASE, COIL, TRENCH, CONDENSATE
r
X
$6
_
1••
12
FOUNTAINS, DRINKING
X
$6
_
13
WATER PIPING/DRAIN-IN
WASTE, VENT, PLUMBING
REVERSAL
INSTALLATION, ALTERATION, REPAIR,
REVERSALS
X
$6
_
14
SEWAGE EJECTOR
GRINDER, SUMP PUMP
X
$6
_
15
WATER USING DEVICE
ICE AND/OR COFFEE MAKER, HOSE BIB,
STEAMER, PROOFER, CARBONATOR
SWAMP COOLER
X
$6
-
16
CROSS CONNECTION DEVICE
VACUUM BREAKER, CHECK VALVE, AND
R.P.B.P.D. FOR: VATS, TANKS, BOILERS
X
$6
-
6
17
SPRINKLER SYSTEM
X
$25
18
INTERCEPTORS
GREASE TRAP, SAND TRAP, CHEMICAL
HOLDING TANK
X
$6
19
MEDICAL GAS per outlet
NITROUS, OXYGEN
X
$6
_
20 1
MISC. PLUMBING FIXTURE
X
$6
_
PAYMENT -----.. .
I
] CHECK ❑ `_ ._-_—'.=
SUBTOTAL:
r�r.
1
PLUS PROCESSING FEE:
$35.
TOTAL PERMIT FEE DUE:
00-
rE:
EXPIRES: _
4KCARD NUMBER: MDACTED
CHORIZED SIGNATURE:
This
document originally contained
confidential credit card information which
was redacted pursuant to RCW 19.255.010
and the original document destroyed
pursuant to SOS DAN GS2014-030.
S—ICITY
�t?�ne,
..;o' Valley
11707 East Sprague Avenue, Suite 106 509-688-0036 - Phone
Spokane Valley, WA 99206 509-688-0037 - Fax
Mechanical Permit Application
PROJECT
n
ADDRESS: L 30-7
S, Si ' Q _
X
PERMIT
USE:
AMOUNT
OWNER: r )i
- OR < 100,000
X
PHONE (Daytime Contact): �tO Jrs
MAILING ADDRESS:
l r
y�,. //��,,, ,,�
D' Avw--
� �n
X
(street)
(cif/state)
- OR <400,000
(ZIP)
CONTRACTOR:
4 UNLISTED APPLIANCE (ADDITIONAL FEE)
LICENSE #:
X
MAILING ADDRESS:
5 USED APPLIANCE (WSEC min. AFUE rating)
PHONE #:
X
(street)
(city/state)
> 400,000
(ZIP)
METHOD OF PAY..
DESCRIPTION OF WORK
t OF UNITS
X
COST EQUALS
AMOUNT
I FUEL BURNING APPLIANCE
- OR < 100,000
X
$15 -
2 FUEL BURNING APPLIANCE
> 100,000
X
$19
3 UNLISTED APPLIANCE (ADDITIONAL FEE)
- OR <400,000
X
$50 -
4 UNLISTED APPLIANCE (ADDITIONAL FEE)
> 400,000
X
$100 -
5 USED APPLIANCE (WSEC min. AFUE rating)
= or < 400,000
X
$50 -
6 USED APPLIANCE (WSEC min. AFUE rating)
> 400,000
X
$100 -
7 BOILER/REFRIGERATION
1 -100M BTU
X
$15 -
8 BOILER/REFRIGERATION
101- 500M BTU
X
$28 -
9 BOILERIREFRIGERATION
501-1,000M BTU
X
$39 -
10 BOILER/REFRIGERATION
1001-1,750M BTU
X
$57 -
11 BOILERIREFRIGERATION
+1750M BTU
X
$95 -
12 GAS LOG, GAS INSERT, GAS FIREPLACE
-
X
$10 -LO
13 RANGE
-
X
$10 -
Pb
14 DRYER
-
X
$10 -
to
15 FUEL BURNING WATER HEATER
-
X
$10 -
zo
16 MISC. FUEL BURNING APPL.
-
X
$10 -
17 GAS PIPING (ea. Outlet)
-
X
$1 -
18 DUCT SYSTEMS
_ �.
X
$10 -
19 VENTILATING FANS
-
X
$10 -
20 AIR HANDLER (DOES NOT include ducting)
= OR < 10,000CFM
X
$12 =
21 AIR HANDLER (DOES NOT include ducting)
> 10,000 CFM
X
$19 =
22 EVAPORATIVE COOLERS
-
X
$10 =
23 TYPE I HOOD
_
x
$50
24 TYPE II HOOD
-
X
$10 -
25 HEAT PUMP/AIR CONDITIONER
0-3 TON
X
$12
26 AIR CONDITIONER
3-15 TON
X
$20 -
27 AIR CONDITIONER
I5-30 TON
X
$25 =
28 AIR CONDITIONER
30-50 TON
X
$35 -
29 AIR CONDITIONER
+50 TON
X
$60 -
30 LPG STORAGE TANK
-
X
$10 -
31 WOOD OR PELLET STOVE/INSERT
-
X
$10 =
32 WOOD STOVE - FREE STANDING
-
X
$25 -
TIENT
I
00
SUBTOTAL:
PLUS PROCESSING FEE: I
TOTAL PERMIT FEE DUE:
!.,C
$3X I
�!
❑ CASH ❑ CHECK
W
DATE: 5V2$-03 -
J
EXPIRES: 10C1/d
BANKCARD NUMBER.• REDAQTG11
AUTHORIZED SIGNATURE:
This document originally contained
confidential credit card information which
was redacted puFsuant to RCW 19.255.010
and the original document destroyed
pursuant to 505 DAN G52014-030.
�l►rrr�����xr D LE c
MAY 2
D
Ron Darling D U 0 L
10609 East Tenth Avenue
Spokane, WA 99206
Tapio Office Center, Green Flag Building
104 South Fre t, Suite 110-F
e,
03232 ole Fax and Cell
RE: Darling Residence, 2307 South Steen Road, Spokane, Washington
Project Number. 2003036
Dear Ron,
We have reviewed the foundation conditions for the above referenced structure. Enclosed is a
foundation section for the retaining foundation walls. Also included are structural calculations for the
retaining wall conditions.
The following design must be used for the basement walls along the Future Exercise Room, Storage
Room, Storage / Utility Room and the Future Home Theater Room where finished grade or slab
surface on the other side of the wall is greater than T-0" above the basement slab: 8" minimum
concrete wall reinforced with #4 vertical bars hooked into footing at 18" on center extending at least 4'-
0" above footing at uphill face, #4 vertical bars at 18" on center full height of wall at downhill face and
#4 horizontal bars at 12" on center tied to inside face of verticals on 10" deep by 2'-6" wide concrete
footing positioned under wall with 4" toe reinforced with 344 longitudinal bars. (Note: 10" walls require
#4 vertical and horizontal bars at 18" on center both faces) Provide damp -proofing and 3" minimum
perforated pipe at or below finished floor and sloped to drywell or daylight with filter fabric sleeve in
free -draining granular backfill. Maximum retained height = 9'-0".
Our review is limited to the foundation design as noted above. The rest of the structure has been
designed by others. We have not reviewed the accuracy of the basic design parameters, the design
methodology, the load paths or provisions for lateral stability of the structure.
Please note that without the stamp of a licensed engineer or architect on the drawings, the owner and
contractor cant' full liability for accuracy of the design and compliance with provisions of the building
code. Building permits and design documents for specific elements such as roof trusses and floor
joists do not reduce this liability as the parties preparing these documents are not responsible for
thorough review of the overall structure. It is also important to recognize that the Conventional Light -
Frame Construction provisions of Chapter 23 Division IV require engineering design of the gravity load
system when loads exceed those listed for dimensional lumber framing. Design services performed
by roof truss and floor joist suppliers do not generally include portions of the gravity load system which
they do not supply.
If you have any questions or need any additional information, please call.
Sincerely,
Brett Danielson, P. E.
enclosure
BCD/bcd
I EXPIRES: 05-23-2005
GENERAL STRUCTURAL NOTES
GENEINAL- THE STRUCTURAL CONTRACT DRAWINGS AND
SPECIFICATIONS REPRESENT THE FINISHED STRUCTURE,
THEY DO NOT INDICATE THE METHOD OF CONSTRUCTION.
THE STRUCTURE IS DESIGNED TO BE A STABLE UNIT AS A
COMPLETED WHOLE. IT IS THE CONTRACTOR'S
RESPONSIBILITY TO DESIGN, ERECT AND INSPECT
TEMPORARY SHORES, BRACES, ETC. TO SUPPORT THE
STRUCTURE AGAINST ALL ANTICIPATED LOADS INCLUDING
GRAVITY, WIND AND LATERAL EARTH PRESSURE UNTIL ITS
COMPLETION. OBSERVATION VISITS TO THE SITE BY THE
DESIGNER SHALL NOT INCLUDE INSPECTION OF THESE
METHODS OF CONSTRUCTION.
THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS,
ELEVATIONS AND SITE CONDITIONS PRIOR TO STARTING
CONSTRUCTION. RESOLVE ANY DISCREPANCY WITH THE
DESIGNER.
CODE- 1997 UNIFORM BUILDING CODE
DESIGN LOADS, ROOF SNOW LOAD = 0.018 PSF NORMALIZED
GROUND SNOW LOAD, (MINIMUM BASE ELEVATION = 2000
FT„ EXPOSURE FACTOR, Ce = 0.7). FLOOR LIVE LOAD =
40 PSF. WINI)i BASIC WIND SPEED = 70 MPHt EXPOSURE
'B'j IMPORTANCE FACTOR 1.0, SEISMIC, ZONE 2Bj ZONE
FACTOR = 0.341 IMPORTANCE FACTOR 1.0.
FOUNDATION, ALLOWABLE SOIL BEARING PRESSURE 1500
PSF PER UBC TABLE 18 -I -A SOIL CLASSIFICATION 3 OR 4
(GW, GP, SW, SP, SM, SC, GM OR GC) SANDY GRAVEL,
GRAVEL, SAND, SILTY SAND, CLAYEY SAND, SILTY GRAVEL
OR CLAYEY GRAVEL SOILS. BEAR ALL FOOTINGS ON
INORGANIC, UNDISTURBED SOIL.
ALL EXCAVATIONS SHALL BE PROPERLY BACKFILLED.
BACKFILL ALONG RETAINING WALLS SHALL BE FREE
DRAINING GRANULAR MATERIAL. DO NOT PLACE BACKFILL
ALONG RETAINING WALLS BEFORE WALL CONSTRUCTION HAS
REACHED FULL DESIGN STRENGTH.
CONCRETE, CONCRETE CONSTRUCTION SHALL CONFORM
WITH THE LATEST EDITION OF ACI 301, 'SPECIFICATIONS
FOR STRUCTURAL CONCRETE FOR BUILDINGS' AND ACI 318,
'BUILDING CODE REQUIREMENTS FOR REINFORCED
CONCRETE,'
CONCRETE CONTAINING SUPERPLASTICIZING ADMIXTURE
SHALL HAVE A SLUMP NOT EXCEEDING 3', TO BE FIELD
VERIFIED, PRIOR TO ADDING ADMIXTURE, AND NOT
EXCEEDING 8' AT PLACEMENT. ADDITION OF WATER TO A
MIX WITH INSUFFICIENT SLUMP WILL NOT BE PERMITTED.
MECHANICALLY VIBRATE ALL CONCRETE WHEN PLACED.
MINIMUM CONCRETE MIX DESIGN REQUIREMENTS SHALL BE
AS FOLLOWSi FOOTINGS AND FOUNDATION WALLSi MINIMUM
CEMENT CONTENT = 5 SACKS/CY, 28 DAY STRENGTH, F'c =
2500 PSI, MAXIMUM AGGREGATE SIZE = 1 1/2', AIR
ENTRAINMENT = 5-77, MAXIMUM SLUMP = 3'.
REINFORCING STEEL: DEFORMED BARS; ASTM A615 GRADE
40 FOR #3 AND GRADE 60 FOR #4 AND LARGER.
REINFORCING TO BE WELDED SHALL BE ASTM A706, GRADE
60, LOW ALLOY.
CLEAR CONCRETE COVERAGE CAPPLIES UNLESS NOTED
OTHERWISE), CONCRETE CAST AGAINST AND PERMANENTLY
EXPOSED TO EARTH = 3'. FORMED CONCRETE EXPOSED TO
EARTH OR WEATHER = 2', FORMED CONCRETE NOT
EXPOSED TO EARTH OR WEATHER = 1 1/2'.
WELDING, UNLESS NOTED OTHERWISE, WELDING OF
REINFORCING STEEL IS PROHIBITED. WHERE WELDING IS
NOTED, WELD IN ACCORDANCE WITH AWS DIA, SUBMIT MILL
TEST REPORTS ON THE REINFORCING TO BE WELDED AND
THE PROPOSED WELDING PROCEDURE.
TYPICAL DETAILING ALL BARS PER CRSI SPECIFICATIONS
AND HANDBOOK, SECURELY TIE ALL BARS IN POSITION
PRIOR TO PLACING CONCRETE, PULLING REINFORCING INTO
POSITION AFTER PLACING CONCRETE WILL NOT BE
PERMITTED. REINFORCING SHALL NOT BE SUPPORTED BY
STAKES DRIVEN INTO THE GROUND.
LAP SPLICES IN CONCRETE, UNLESS NOTED OTHERWISE,
LAP SPLICES IN CONCRETE FOOTINGS SHALL BE CLASS 'B'
TENSION LAP SPLICES PER LATEST EDITION OF ACI 318.
STAGGER ALTERNATE SPLICES A MINIMUM OF ONE LAP
LENGTH,
STRUCTURAL STEEL, ANCHOR BOLTS -- ASTM A36 ROD
STOCK OR A307. EXPANSION BOLTS -- HILTI KWIK BOLT
II OR SIMPSON WEDGE -ALL,
BOLTS- ALL BOLTS, ANCHOR BOLTS, EXPANSION BOLTS,
ETC„ SHALL BE INSTALLED WITH STEEL WASHERS. HILTI
BOLTS AND ANCHORS MAY BE SUBSTITUTED WITH AN
APPROVED ICBO RATED PRODUCT.
See Plans and
Notes for Wall
Construction
and Fastenings
Finished
Grade
O
O
3
O
,a1
French
Drni�
Heel
Width,
See Plan
c ICY wDs iZ E
k c
y
FM
e P1 Mans -%?f;'r 2oe—.S
Notes for Floor
Construction
and Fastenings
1/2' Diameter A307
Anchor Bolts Embedded
5' Minimum at 16'
on Center
Wall Thickness
See Plan
Inside Face
Reinf orcing
Clearance,
See Notes
Vertical Bars,
See Plan
Horizontal Bars,
See Plan c
Footing 5.. a-
+
Reinforcing, 0
See Plan aj
Q v
N
Toe Width,
See Plan
Footing Width,
See Plan
TYPICAL BASEMENT
WALL SECTION
aEvtsroa B•Maid
IN�M'1`Wl'!ir
ISN"Inc-Ma4iiii. Inc.
Tapio Office Center, Green Flag Bulding
104 South Freya Street, Sule 110-F, Spokane, WA WM
150M 532-1532 Voice. Fax and Cel
arling Foundation
3/s = 1'-D•
RETT�DANIELSON
2307 South Steen Road
Veradale, Washington
I
2003036
�rt
IM(Ly 27, 2003
DARLING RESIDENCE
2307 SOUTH STEU ROAD
VERADALE, WASHINGTON
Structural Calculations
for: Ron Darling
May 27, 2003
Project No.: 2003036
EXPIRES: 05-23-2005
Tapio Office Center, Green Flag Building
104 South Freya Street, Suite 110-F
Spokane, Washington 99202
(509) 532-1532 Voice, Fax and Cell
MIS041 Date: 5/27/2003
�orthw4wit Darling Residence By: Brett Danielson
` 102C. 2307 South Steen Road Page: 1 of 8
Tapio Office Center, Green Flag Building Design Data
104 South Freya Street, Suite 110-F, Spokane, WA 99202 Project No.: 2003036
15091 532-1532 Voice. Fax and Cell
Building Dimensions:
Main Roof: Length = 39.5 ft. x Width = 30 ft. with 2 ft. overhangs
Main Floor: Length = 35.5 ft. x Width = 30 ft.
Code: 1997 UBC Standard Occupancy Structure:
All structures housing occupancies or having functions not listed in
Catagories 1, 2 or 3 and Group U Occupancy towers.
Roof Loads:
Ground Snow Load, PQ = 0.018 x 2000 = 36 psf (per Snow Load Manual)
Exposure, Ce = 0.7 Importance Factor, ISNOW = 1 Valleys, Cv = 1
Basic Snow Load, Pf = Ce(ISNOW)Pg = 25.2 psf (Equation 40-1-1, Section 1640)
Minimum Uniform Snow Load, Pu = 30 psf (per Spokane County Building Department)
r __A_ C-- 01. --A 7 Nn
Snow Drift: Upper Roof Width, WB = 34 ft.,
h = 0.43(WB) "- (N9+LV) - J = Z' ()Lo Jr. fcquazwn •r•+-11
Sloped Surface Factor, Cg (Equations 40-2-1
Design Snow Load, QsL =
Slope
p
e, a
thru 40-2-5)
C P
6 /12--26.6
1 - (26.57 - 26.57) /25 = 1
1 x 25.2 = 25.2 psf
6 /121
26.6 °
1 - (26.57 - 26.57) /25 = 1
1 x 25.2 = 25.2 psf
Snow Drift: Upper Roof Width, WB = 34 ft.,
h = 0.43(WB) "- (N9+LV) - J = Z' ()Lo Jr. fcquazwn •r•+-11
Deflection Limits:
D = 0.13P9 + 14.0 _< 35 = 18.68 pcf 10- hb = Pj/D = 1.35 ft. (Equations 44-2 and 44-3)
1.0625
psf OMAx = L / x; x = 240 total load
Wd = 4hd - 4(hr - hb) = 10.50218 ft. for hr _>
3.97458 ft. Pd = D(hd) = 49.0452 psf (Equation 44-4)
ALIVE = L / x; x = 360 live load
With Sliding: Pds = 1.4D(h d) = 68.66323 psf
Maximum Total Load = 108.87 psf (Paragraph 1644.5)
AjOlsT = L / x; x = 480 live load
83/4 " Loose Insulation =
Projected Roof Dead Loads:
Floor Live Loads:
Frame Wall Dead Loads:
1.8125
Residential Floor Areas, QLL_FLOOR - 40 psf
Composition shingles, 2 ply
6.7082
psf Wood Shingles
2.25
psf
5/8 " Plywood =
1.9799
5/8 " Plywood =
1.77
19.2" on center =
5/8 " Gypsum =
2.9115
5/8 " Gypsum =
2.6
5 " Loose Insulation =
1.118
5 " Loose Insulation =
1
Miscellaneous
1.2824
Miscellaneous
1.38
QDL ROOF -
14
psf QDL_WALLS =
9
psf
2 x 6 Number 2 Douglas Fir -Larch
2 x 6 Number 2 Douglas Fir -
Chord Trusses at 24" on center =
1.0026
psf Larch Studs at 24" on center =
1
psf
Floor Dead Loads:
Deflection Limits:
3/8 " Plywood fill =
1.0625
psf OMAx = L / x; x = 240 total load
5/8 " Plywood =
1.7708
ALIVE = L / x; x = 360 live load
5/8 " Gypsum =
2.6042
AjOlsT = L / x; x = 480 live load
83/4 " Loose Insulation =
1.75
Floor Live Loads:
Miscellaneous
1.8125
Residential Floor Areas, QLL_FLOOR - 40 psf
QDL FLOOR =
9
psf Exit Facilities, PSTA[R = 300 lbs.
2 x 10 Number 2 Douglas Fir -Larch
Residential Decks (With
or 9 1/2" TJI®/Prdrm 150 Joists at
Direct Support), QLL_FLOOR = 40 psf
19.2" on center =
3.0762
psf
\wrrr����tt
Darling Residence
Date: 5/27/2003
By: Brett Danielson'
Omar.
2307 South Steen Road
Tapio Office Center, Green Fla Building
Page: 2 of 8
104 South Freya Street, Suite 110-F, Spokane, WA 99202
(509) 532-1532 Voice. Fax and Cell
project No.: 2003036
Design Data
Main Roof Height:
Average Roof: 15 ft. @ 6/12 =
3.75 ft.
Roof: Bearing Depth = 6.1491869 " =
0.5124 ft.
Top Story Height = 8'- 0" =
8 ft.
Top Floor: Depth = 0'- 9 7/8" =
0.8229 ft.
Story Height = 9' - 0" =
9 ft.
Lower Floor: Depth = 0'- 9 7/8" =
0.8229 ft.
Story Height = 9' - 0" =
9 ft.
Lower Floor to Grade = -9' - 0" _
-9 ft.
Top Diaphragm Height Above Grade = 22.908 ft.
Material Properties:
Concrete: Design Strength, f = 2500 psi, Unit Weight, YCONC = 155 pcf
Young's Modulus, ECONC = 2,850,000 psi
Reinforcing: Design Strength, fy = 60,000 psi, Young's Modulus, ESTEEL = 29,000,000 psi
Structural Steel: Design Strength, fy = 36,000 psi, Unit Weight, YSTEEL = 490 pcf
Soil Parameters: Table 18-1-A Soil Classification 4, Sandy, Silty Sand, Clayey Sand, Silty
Gravel and Clayey Gravel (SW, SP, SM, SC, GM and GC) soils.
Frost Penetration Depth, DFROST = 24 inches Wet Unit Weight of Soil, YSOIL = 110 psf
Allowable Foundation Pressure, QALLOWABLE = 1500 psf ( t 300 psf/ft. per footnote 2)
Minimum Depth of Footing, DFTC MIN = 2 feet below grade, bF7G MIN = 1 feet
Lateral Pressures: Passive, YPASSIVE = 150 psf per foot of depth below grade (pcf)
Active, YACTIVE = 40 pcf (Assumed) At Rest, YAT_REST - 70 pcf (Assumed)
Coefficient of friction for Lateral Sliding resistance, µ= 0.25 to 0 psf (Maximum)
Seismic Loads:
Zone: 2B, Z = 0.2 Importance Factor: Global, ISEISMIc - 1 ; Portion, Ip = 1
Bearing light framed walls with wood structural panel shear walls three stories or less
Structural Response Factor, R = 5.5 Ct = 0.02 Period, T = Ct(h„)3/4 = 0.21 sec.
Base Shear, V=(ISEISMIC)W[ 2.5C , /R] = 0.15454545 x W
Wind Loads:
Design Wind Speed = 70 mph, Exposure B , Stagnation Pressure, q9 = 12.6 psf
Importance Factor, IWIND - 1 Design Wind Pressures, QWIND = C,,(Cq)q.(IWIND) (Equation 18-1)
Primary Frame Wind Loads: Exposure, Ce = 0.7 (a-) 22.9 ft. '3" QWIND = 8.8084 Cq
Element Roof Walls
Wind Direction Windward: Inward TOutward Leeward Windward Leeward
Pressure Coefficient, C 0.3 1 0.9 0.7 0.8 0.5
Pressure Value, psf 1 2.642532439 17.9275971 6.165909 1 7.04675317 4.404221
MIMM41 Date: 5/27/2003
`,��r f`"im-me Darling Residence By: Brett Danielson
BU411n `erl"46. 1134• 2307 South Steen Road Page: 3 of 8
Tapio Office Center, Green Flag Building
101 South Freya Slrael, Suite 110-F, Spokane, WA 98202 �i Design
15091532-1532 Voice. Fax and Cell Project No.: 2003036 ..
The following calculations use the superposition principle to sum moments and displacements at a selected location. The moments are calculated by adding the effects of the
reaction at one end of the member and the applied loads between that end and the selected location: Rix - w, (x -a)2/2 - (w2 - 0),Xx-a)3/6; where R, is the start reaction, x is the
distance from the start of the member to the selected location, w, is the starting value of the trapezoidal load, 0)2 is the ending value of the trapezoidal load, and, a is the distance
from the start of the member to the start of the load. For points beyond the end of the load the formula is simply: R20 -x). Deflection calculations are based on the conjugate
beam theonun: the deflection at a point on the beam is equal to the moment at the corresponding point on an equivalent beam under the moment diagram as a load. The
conjugate reaction at the start, Ric, is:
[R,b2(1-2b/3)/2 + R2(1 -b)3/3 - cu, (b -a)3(1 -b -(b -a)/4)/6 - ((02 - w,Xb-a)3(1-b-(b-a)/5)/24]/l
where b is the distance from the start of the member to the end of the load. The deflection of a point within the loaded area is then:
R,cx - Rix 3/6 + cA,(x-a)4/24 + (w, - c')2Xx-a)5/120(b-a).
Typical Truss Start Cantilever:
Span = 2'- 2 3/4" = 2.229 ft. Tributary Width: Start = 2' - 0" = 2 ft.
End = 2'- 0" = 2 ft.
Distributed
Slam
Axial
Lateral
l',nd
Axial
133.75
Axial
Lateral
Moment
Distance from
Yip Shear of
Tip Moment
Moment of
Moment
Distance from
LoadType
YP'
Location
IL
(p)
(111
I )
Location
It
I (p)
Lateral (pll)
Reaction
Reacliou
(ft -lbs.)
Support
Moment
of Moment
Moment
(ft -lbs.)
start
Dead
0 ft.
0
30.0052
2.23 ft.
0
30.00521
0
66.887
74.5507
al
0 ft.
55.39531
92.61404
61.74269
74.5507
@ 0 ft.
Snow
0 ft.
0
60
2.23 ft.
0
60
0
133.75
149.0755
@
Oft.
110.7714
185.1959
123.4639
149.0755
(a 0 ft.
Wind
0 ft.
0
-20.0196
2.23 ft.
0
-20.0196
0
-44.63
-49.7406
(ti
Oft.
-36.96
-61.7926
-41.195
-49.7406
@ 0 ft.
Typical Truss End Cantilever:
Span = 2' - 2 3/4" = 2.229 ft.
Dead Load Forces
0
66.887
74.5507
Snow Load Forces
0
133.75
149.0755
Wind Load Forces
0
-44.63
-49.7406
'lip Moment
0
200.64
223.6262
Tributary Width: Start = 2' - 0" = 2 ft.
55.39531 92.61404 161.74269 74.5507
110.7714 185.1959 123.4639 149.0755
-36.96 -61.7926 -41.195 -49.7406
166.1667 277.81 185.2066 223.6262
End =2'-0"= 2ft.
Distributed
Start
Axial
Lateral
Lind
Axial
Wind Load Forces 0
Axial
Lateral
Moment
Distance Isom
I'ip Shear of
'lip Moment
Moment of
Moment
Distance from
Load Type
Location
(plt)
(plt)
Location
(pit)
Lateral (plt)
Reaction
Reaction
(11 -lbs.)
Sill
Moment
of Moment
Moment
(ft -lbs.)
start
Dead
0 ft.
0
30.0052
2.23 ft.
0
30.00521
0
66.887
74.5507
@
0 ft.
55.39531
92.61404
61.74269
74.5507
@ Oft.
Snow
0 ft.
0
60
2.23 ft.
0
60
0
133.75
149.0755
@
0 ft.
110.7714
185.1959
123.4639
149.0755
@ 0 ft.
Wind
0 ft.
0
-20.0196
2.23 ft.
0
-20.0196
0
-44.63
-49.7406
@
0 ft.
-36.96
-61.7926
-41.195
-49.7406
@ 0 ft.
Dead Load Fnrces 0
66.887
74.5507
Snow Load Forces 0
133.75
149.0755
Wind Load Forces 0
-44.63
-49.7406
0
200.64
223.6262
55.39531
92.61404
61.74269
74.5507
110.7714
185.1959
123.4639
149.0 55
-36.96
-61.7926
-41.195
-49.7406
166.1667
277.81
185.2066
1 223.6262
Typical Truss:
Span = 29' - 6 1/2" = 29.54 ft. Tributary Width: Start = 2' - 0" = 2 ft. End = 2' - 0" = 2 ft.
\ ■3��gi�r��riaq, Mute.
Tapio OKceCenter, Green Flag Building
104 South Freya Stra el, Suite 110-F, Spokane, WA 99202
Darling Residence
2307 South Steen Road
P. -I.-+ TJ_ - 7nn'ln'lG
Date: 5/27/2003
By: Brett Danielson
Page: 4 of 8
Fr"Minn noclnn
Distributed
Start Location
Start Vahle
End Location
End Valne
Start
End Moment
Distance from
I
Start Shear
End Shear of
Moment of
Moment
Distance fiom
load •I' �
yp'
Moment of
(lbs -11)
Distance from
(lbs.z11)
Reaction
Reaction (II -lbs.)
star[
of Moment
Moment
Moment
(11 -lbs.)
I start
Dead
0 ft.
30.0052
29.541667 ft.
30.00521
443.202
443.2 3273.231
a 14.771 ft.
32232.23
32232.23
297560.6
0
@ oft.
Snow
0 ft.
60
29.541667 ft.
60
886.25
886.25 6545.326
@ 14.771 ft.
64453.27
64453.27
595017.9
0
(a) 0 ft.
Wind
0 ft.
-20.0196
29.541667 ft.
-20.0196
-295.71
-295.7 -2183.92
@ 14.771 ft.
-21505.5
-21505.5
-198534
0
a, 0 ft.
Cantilever
Shear at Start
Moment at
Shear at find
Moment at
Start
find Moment
Distance from
Start Shear
Lind Shear of
Moment of
Moment
Distance from
Forces
End Shear of
Start (ti -lbs)
Moment
land (11lbs)
Reaction
Reaction (11 -lbs.)
start
of Moment
Moment
Moment
(ft -lbs.)
start
Dead
66.88661024
-74.5507
66.88661024
74.5507
66.8866
66.887 -74.5507
a 14.771 ft.
-1101.18
-1101.18
-8132.64
1 -74.5507
@ 0 ft.
Snow
133.75
-149.076
133.75
149.0755
133.75
133.75 -149.076
@ 14.771 ft.
-2201.97
-2201.97
-16262.5
1 -149.076
@ 0 ft.
Wintl
-44.6270919
49.7406
-44.62709191
-49.7406
-44.627
-44.63 49.74061
@ 14.771 ft.
734.7103
1 734.7103 1
5426.142 1
49.74061
@ 0 ft.
J11J1.VV I J1101.V0 -/a-t.aoti/
Snow Load Forces1020 1020 6396.25 62251.31 62251.31 1578795-.4-F-149.076
Wind Load Forces -340.33 -340.3 -2134.18 -20770.8 -20770.8 -193108 49.74061
Load Duration Factor = 1.15 Shear, 1.15 Moment 1530.09 1530.1 9594.93 93382.36 93382.36 868183.3 -223.626
Distributed Loads: Vary from: 90.005 plf at 0 feet to 90.005 plf at 29.542 and from 90.005 plf at 0 feet to 90.005 plf at 29.542 feet
Minimum Depth = 5.5 inches, Weight = 2.005 plf, Maximum Shear, V = 1288.2 lbs., Maximum Moment, M = 9594.93 ft -lbs
Use 2 x 6 Number 2 Douglas Fir -Larch Chord Trusses at 24" on center
Quantity = 1 b= 1.5 inches, d = 5.5 inches, CFU = 1 CR
-
-
A = b(d) = 8.25 in. '2 ; S = (b)d2/6 = 7.5625 in. 3; I = (b)d3/ 12 = 20.79688
fv = 1.5RmAx/A = 234.22 psi, fn = M/S = 15225.01326 psi, AmAx = 45.086 in.
Fa = 875 psi F6 = FB(CF)CR(CD)CFU = 1504.3 psi, E = 1,600,000
FV = 95 psi Fv' = Fv(Co)CH = 109.25 psi
Left Cantilever: AWTAL = 10.504in. > L/120 (up) ALIVE = 7.11 in. > L/ 180 (up)
Right Cantilever: ATcrrAL = 10.504in. > L/ 120 (up) ALIVE = 7.11 in. > L/ 180 (up)
Top Story Wall Framing
Span = 8' - 0" = 8 ft.
Tributary Width- Start = 2' - 0" = 2 ft
1.15
in.4 CF = 1.3
> L / 240
psi
F.nei=9,-n"= o ft
Distributed
Start
Axial
Lateral
I'll
Axial
lateral
Start
End
Snuw Load Forces
Moment
0 1020
Start Shear
End Shear of
Moment of
Moment
Distance from
Load "type
Location
(p11)
(II)SAI)
Location
(plI)
(Ibs./ti)
Reaction
Reaction
End Axial
(ft-Ibs.)
(it
of Moment
Moment
Moment
(ft -lbs.)
start
Dead
0 ft.
20
0
8 ft.
20
0
0
0
160.0417
0
4
0
0
0
0
@ 4 ft.
Wind
0 ft.
0
22.5496
8 ft.
0
22.54961
90.1984
90.198
0
180.4
4
481.0583
481.0583
1202.646
180.3969
4 ft.
Point Load
lateral load
Lateral
Axial Load
Axial Load
Start
End
Moment
Start Shear
End Shear of
Moment of
Moment
Distance from
Type
Location
Load (lbs.)
Location
(lbs.)
Reaction
Reaction
Lnd Axial
(ft -lbs.)
(ttt
of Moment
Moment
Moment
(ft -lbs.)
start
Dead
0 ft.
0
0 ft.
510
0
0
510
0
4
0
0
0
0
@ 4 ft.
Snow
0 ft.
0
0 ft.
1020
0
0
1020
0
4
0
0
0
0
@ 4 ft.
Wind
0 ft.
0
0 ft.
-340
0
0
-340
0
4
0
0
0
0
@ 4 ft.
a, l'.l
V
V V r V. 1JVG
V
V
V
V
V
Snuw Load Forces
0
0 1020
0
0
0
0
0
Wind Load Forces
90.1984
90.198 -340.334
180.4
481.0583
481.0583
1202.646
180.3969
Load Duration Factor = 1.33 Shear, 1.15 Axial, 1.33 Moment
90.1984
90.198 1690.13
180.4
481.0583
481.0583 1
1202.646
180.3969
rr,l�u�l
�artirl�v��rtt Darling Residence Date:
By: Brett Danielson
\ Brlrtyiutx�riuq, ■��r• 2307 South Steen Road Page: 5 of 8
Tapio Office Center, Green Flag Building
104 SouthFreya Street, Suite 110-F, Spokane, WA 88202 Fiami 1%CSi
gn
15091 532-t 532 Voice. Fax end Cell Project No.: 2003036
Distributed Loads: Vary from: 0 plf at 0 feet to 0 plf at 8 and from 0 plf at 0 feet to 0 plf at 8 feet
Minimum Depth = 5.5 inches, Weight = 2.005 plf, Maximum Shear, V = 90.198 lbs., Maximum Moment, M = 180.397 ft -lbs
Transverse Support Spacing = 1' - 0" = 1 ft. Transverse Buckling Factor = 1 Major Buckling Factor=
Use 2 x 6 Number 2 Douglas Fir -Larch Studs at 24" on center: O.K.
Quantity = 1
, b =
1.5 inches, d = 5.5 inches, CR = 1.15 CF = 1.3
CFU1 = 1 CFU2 = 1.15
A = b(d) = 8.25
in.2
; S = (b)d2/6 = 7.5625 in.3; Ii = (b)d3/ 12 = 20.79688 in.4; S2 =
2.0625 in.3; I2 = 1.546875 in.4
fV = 1.5RMAX/A =
16.4
psi, fel = M/S = 286.2495966 psi, AMAX = 0.0625 in. <
L / 240 fB2 = 0 psi
FB = 875
psi Q''
F,,'= FD(CI,)CR(CD)CFDI = 1744.2 psi, FB2' = FB(CF)CR(CD)CFU2 =
2005.792 psi c' = 0.8
Fv = 95
psi `"
Fv' = Fv(CD)CB = 126.667 psi, E = 1,600,000 psi, Fc, I= 1300
psi
LUI/d = 17 L12/d =
8
KcEI = 0.3 K,,E2 = 0.3 FcEI = 1575.5 psi, FcE2 =
7500 psi
Fc' = Fc(CF)CD[(1+(FcEmin/(Fc(CF)CD))/``2c')-[(1+(FoEmin/(Fc(CF)CD))/``2C')2-(FcEmin/(FC(CF)CD))/C')I/2)
= 1194.512
psi, fc = 204.8643 psi
Rbl = 7.8 KbEI =
0.438
FbEI = 11597.53 psi, Fe = 1257.7 psi, [fc/Fc')2+fel/(FBI'(1-(fc/FcEI)))+fez/(FB2'(1-(fc/FcE2)-(fBI/FbE1))
= 0.20838381
Use 2 x 6 Stud Grade Spruce -Pine -Fir Studs at 24" on center: O.K.
Quantity = 1
, b =
1.5 inches, d = 5.5 inches, CR = 1.15 Cl, = 1.3
CFUI = 1 CFU2 = 1.15
A = b(d) = 8.25
in.2
; S = (b)d2/6 = 7.5625 in.3; I1 = (b)d3/ 12 = 20.79688 in.4; S2 =
2.0625 in.3; I2 = 1.546875 in.4
fV = 1.5RMAX/A =
16.4
psi, fBl = M/S = 286.2495966 psi, AMAX = 0.0833 in. <
L / 240 fB2 = 0 psi
FB = 675
psi
FBI' = FB(CF)CR(CD)CFUI = 1345.5 psi, FB2' = FB(CF)CR(CD)CFU2 =
1547.325 psi c' = 0.8
Fv = 70
psi r
Fv' = Fv(CI))CII = 93.3333 psi, E = 1,200,000 psi, Fc, I = 675
psi
L11/d = 17 LU2/d =
8
KcEI = 0.3 KcE2 = 0.3 FcEI = 1181.6 psi, FcE2 =
5625 psi
Fc' = Fc(CF)CD[(1+(FcE,,lin/(Fc(CF)CD))/2c')-[(1+(FcE,nin/(Fc(CF)CD))/2c')2-(FcElnin/(Fc(CF')CD))/C')1,21
= 749.3432
psi, fc = 204.8643 psi
Rl,l = 7.8 KbEI =
0.438
FbEI = 8698.147 psi, Fc = 812.44 psi, [fc/Fc'[2+fBl/(FBI'(1-(fc/FcEI)))+fB2/(FB2'(1-(fc/FcE2)-(fBl/FbEI)) = 0.30812816
Typical Joist:
Span = 11' - 9 1/4" = 11.77 ft. Tributary Width: Start = 1' - 7 1/5" = 1.6 ft. End = 1'- 7 1/5" = 1.6 ft.
Distribute)
Start Value
Eud Valuc
Stan
Elld
Mo111CIA
Distance from
Start Shear
1'ald Shcar of
Moment of,
Moment
Distame from
Start Location
1?nd l.ocatiun
I(Ibs.%ft)
I
I
Load'f�f)c
(II)SAt)
Reaction
Reaction
(It-Ibs.)
Sw
ofMonient
Moment
Moment
(ft -IVs.)
start
De:ld
0 ft.
19.3219
11.770833 ft.
19.32188
113.717
113.72
334.6368
@ 5.8854 ft.
1312.985
1312.985
4829.664
0
a 0 ft.
Live
0 ft.
64
1 11.770833 ft.
1 64 1
376.667
376.67 1
1108.42
lea. 5.8854 ft.
1 4349.01
4349.01 1
15997.33
0
@, 0 ft.
Iceuunuuinr r c5 veau iAMO rorces 113. / 1I 113. /6 334.b3bt5 131'L.y25J 131'L.ytSb 4MZ-J.bb4 U
Lhe Lord Forces 376.667 376.67 1108.42 4349.01 4349.01 15997.33 0
Load Duration Factor = 1.00 Shear, 1.00 Moment 490.384 490.38 1443.057 5661.994 5661.994 20827 0
Distributed Loads: Vary from: 83.322 plf at 0 feet to 83.322 plf at 11.771 and from 83.322 plf at 0 feet to 83.322 plf at 11.771 feet
Minimum Depth = 9.25 inches, Weight = 4.922 plf, Maximum Shear, V = 426.157 lbs., Maximum Moment, M = 1443.057 ft -lbs
Use 2 x 10 Number 2 Douglas Fir -Larch Joists at 19.2" on center: O.K.
Quantity = 1 b= 1.5 inches, d = 9.25 inches, CFU = 1 CR =
A = b(d) = 13.875 in.2 ; S = (b)d2/6 = 21.3906 in. 3;
I = (b)d3/ 12 = 98.93164
fV = 1.5RMAX/A = 46.071 psi, fb = M/S = 809.5454574 psi, ATOTAL = 0.2274 in.
FB = 875 psi 11" FB = FB(CF)CR(CD)CFU = 1106.9 psi, ALIVE = 0.1746 in.
FV = 95 psi "i"' Fv' = Fv(CI))CU = 95 psi, E = 1,600,000 psi
1.15
in.4 CF = 1.1
< L / 240
< L / 480
uland
`ort6wcst
iSuyiut cri.ab. Inc.
Tapio Office Center, Green Flag Building
104 South Freya Street, Suite 110-F, Spokane, WA 99202
(5091532-1532 Voice Fax and Cell
Darling Residence
2307 South Steen Road
Project No.: 2003036
Date: 5/27/2003
By: Brett Danielson
Page: 6 of 8
Framing Design
Use 2 x 12 Number 1 Douglas Fir -Larch Joists at 16" on center: O.K.
Quantity = 1.2 , b = 1.5 inches, d = 11.25 inches, CF 1 = 1 CR = 1.15
A = b(d) = 20.25 in.2 ; S = (b)d2/6 = 37.9688 in.3; I = (b)d3/12 = 213.5742 in.4
C F.= 1
fV = 1.5R /A = 31.567 psi, fB = M/S = 456.0772556 psi, AFOTAL = 0.0991 in. < L / 240
FB = 1000 psi FH = FB(CF)CR(CD)CFU = 1150 psi, ALIVE = 0.0761 in. < L / 480
FV = 95 psi co- Fv' = FV(CD)CII = 95 psi, E = 1,700,000 psi
Use 9 1/2" TJI®/ProT"1 150 Joists at 19.2" on center: O.K.
Quantity = 1 Series: 150 TJI®/ProTM , b = 1.5 in., d = 9.5 inches, Weight = 2 plf
MALLOWABLE = 2730 x 1 = 2730 ft -lbs, VALLOWABLE = 1120 x 1 = 1120 lbs, EI = 160,000,000 in2lbs
Arum, = 0.22493 in. < L / 240 ALIVE = 0.1728 in. < L / 480
Use 9 1/2" BCI 400 Joists at 19.2" on center: O.K.
Quantity = 1 Series: 400 BCI , b = 1.5 in., d = 9.5 inches, Weight = 1.8 plf
= 2158 ft lbs, VALLOWABLE = 1375 x 1 = 1375 lbs, El =
MALLOWABLE = 2158 x 1 145,000,000 in2lbs
ATOTAL = 0.2482 in. < L / 240 ALIVE = 0.1906 in. < L / 480
Mand Ott an
Darling Residence Date: 5/27/2003
`\wrtimwe By: Brett Danielson
Engi.ccrimg, Inc. 2307 South Steen Road
Tapio Office Center,Green Flag Building Page: 7 of 8
104 South Freya Street,Suite 110-F,Spokane,WA 99202 Project No.: 2003036 Foundation Design
15091532-1532 Voice. Fax and Cell
Typical Exterior Wall Loads:
Roof Span= 30 feet Overhangs= 2 feet Floor Span= 15 feet
Level Pressures (psf) Tributary Wall Load (lbs. per ft.)
C1DEAD LOAD gLIVE LOAD portion, b (ft) CODEAD LOAD °LIVE LOAD TOTAL LOAD
Roof Loads: 14 30 17.00 238.00 510.00 748.00
Walls: 9 0 8.00 72.00 0.00 72.00
Floor Loads: 9 40 7.50 67.50 300.00 367.50
Walls: 9 0 9.00 81.00 0.00 81.00
Floor Loads: 9 40 7.50 67.50 300.00 367.50
Wall Loads At Top Of Foundation, COWOOD = 526.00 1110.00 1636.00
Slab Geometry:
Width = 30 feet Thickness, tsLAB = 4 inches Toe Depth, hTOE = 0.333 feet
Wall Geometry: Key Depth, dKEy = 0 inches
Wall Thickness, twALL= 8 inches Wall Height, hWALL = 112 inches
Footing Width, WFTG = / 24 /inches/ / Footing Height, hF-rG = 8 inches
Wall Loads, WALL CONC = YcoNC[(tWALL)(hWALL)+(tFTG)(hFTG)]/12
= 155 x ( 8 x 112 + 24 x 8 ) / 144 = 1171 lbs. per foot
Wall Loads At Base Of Footing, oFTG = 1697.11 1110 2807.11
Retained Height, hRETAINED = 9 feet Allowable Toe Pressure = 1800 psf
Heel Width, WHEEL = 12 inches Toe Width, WTOE = 4 inches
Required Width, bFTG = (FTG/QALLOWABLE = 2807 / 1800 = 1.56 feet O.K.
Soil Height, hso{L = 10 feet Span= 9.167 feet
Opposite Wall Geometry:
Wall Thickness, twALL = 8 inches Wall Height, hWALL= 22 inches
Footing Width, WFTG = 24 inches Footing Height, hFTG= 8 inches
Interior Wall Geometry:
Wall Thickness, twALL= 6 inches Wall Height, hWALL= 4 inches
Footing Width, Wpm = 12 inches Footing Height, hFTG= 6 inches
Soil Forces:
Heel Soil Weight, WSOIL HEEL = 1027 lbs Toe Soil Weight, WSOIL TOE = 0 lbs
Heel Soil Location, eSOIL HEEL = 6 inches Toe Soil Location, eSOIL TOE = 22 inches
Slab Force = 2028 lbs.,Lateral Force, PLAT = 2000 lbs., Passive Force, PPASS = 33 lbs.
Total Weight = 2724 lbs., Friction Force = 681 lbs., Safety Factor= 1.37 Sliding
Basement Wall Design:
Grade Distance below top of Floor System = 9.875 - Floor System Depth = hO = 0 in.
Bottom Reaction, RBOTTOM = (PLAT(hO+2hSOIL/3)-PPAss(ho+hsolL-hKEY/3))/Span= 1419 plf
VBOTTOM = -7ACTIVE[(h501L+ho-Span)(Span-hO)+(hSQIL+hO-Span)2/2]+PPAss = -286 plf
MBOTTOM = -YACTIVE[(hSOIL+hO-Span)2(Span-ho)/2+(hsolL+ho-Span)3/3]+PPAss(tsLAB/2+2hKEY/3) =
MBOTrOM = -115 ft-lbs. per foot of width
Maximum Moment: at 0 = (VBOT OM+RBOTroM)-YACTIVE[(Span-ho)X-X2/2] or X = 3.934 feet
Mx = (VBOrroM+RsorrOM)X-YAT-RESTI(Span-hO)X2/2-X3/6]+MBOrroM = 1911 ft-lbs./foot of width
Mu = 1.7 x 1911 = 3248 ft-lbs. per foot of width
nias�l Darling Residence Date: 5/27/2003
`ortIlswefit By: Brett Danielson
iBsgi.eesis+, ■isc. 2307 South Steen Road
Tapio Office Center,Green Flag Building Page: 8 of
104 South Freya Street,Suite 110-F,Spokane,WA 99202 Project No.: 2003036 Foundation Design
(5091 532-1532 Voice.Fax and Cell
Wall Reinforcing:
Use: 8 inch thick wall with inner reinforcing at 2 inch cover
Factored Axial Load, Pu =YDEAD(WDEAD LOAD) +YLIVE(o)LIVE LOAD) (Section 1909.2.1, Equation 9-1)
= 1.4 x 1697 + 1.7 x 1110 = 4262.956 plf PU_MIN = 1527 plf
Po = 0.10(fc)A0= 0.1 x 2500 x 8 x 12 = 24000 lbs. per foot of width
Strength-reduction factor, = 0.9 - 0.2 (PO/Po (Section 1909.3.2)
= 0.9 - 0.2 x 4262.956 / 24000 = 0.864
Use: # 4 reinforcing ABAR = 0.2 sq. in. = 0.133 sq. in./ft. dBAR = 0.5 in.
d= 8 - 2 - 0.5 / 2 = 5.75 in., Bar spacing, b = 18 in.
a= (Pu MIN+ABAR/FTfY)/10.2fc (1 Curtains)
_ ( 1527 + 0.133 x 60000 ) /( 10.2 x 2500 ) = 0.374 in.
Factored Nominal Moment Capacity, 4MN = 4(Pu_MIN+(ABAR)fY(12)/b)[d- a/2]
= 0.864 x ( 1527 + 0.133 x 60000) x( 5.75 - 0.374/ 2 )
= 45819.55 inch-lbs. = 3818.295 ft.lbs. per foot of width O.K.
---- I / d
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ILING: mNFINUNFiNnINISFEV
FWUIZP HOME
THFATFP DOOM
20'-10" x 12'-5"
WOI TEUIN61EWHE9'-0"
FLOOR: CONCRETE
WNL5: UNFMI51TV
CEILN4: UNFINL5IEV
y,,o11
wok
o��
ocj*ng regoire ' d
height i� snish
bearing
IN
UNFIN15HF19 5QUApF FOOfA6�
1564 5q ft
21'-19/ 8"
N
5/
I
0
SMOKE
DETECTOR
IZ'-O 15/ I6"�
5,-O„ I
1
02 wok
I i I I I I I I I
Dos
5TOMCV U11LITY
II' -2" x 14'-5"
CERIN64EWHF. 9'-O"
FLO(W.CONLREIE
WNL5: UNFNIMP
CEILING: III
12'-0 1/ 2'
C�ASI��'
� M�
I/ 4II�I1011
0
1200 5Q,Ff.
ftnpP FXFPCIS PM
1366; 5Q.FT,
FIN15NF19 LIVING 5PAC�-
WINDOW 5CFEDULE
13A5EM�Wf-=
17-0 11 x 10, -O"
D04
ON
FLOOR
512E
DIMEN51ON5
17J'F-I rGL 13A
DE5CRIPnON
CFUING VEWHT: 9'-0"
FLOOR:LONNIMIN
WNLS:IMFIN&FRO
WOI
4
1
LFlIiWcVNFINISIfV
60"X48"
II
X10, -O
i
2XIIX64(2)
W02
1
EKING Iftlif., 9'-0'
5010
36"X12"
57X151/2
LEFTSLIDING
LOOK: CONCREU:
WO"5
Z
2
AU5:UNFINI5FCV
RUING: UNFIN15107
48"X78"
Blocking required at nlid
51NGLE Fum6i
MX52 (2)
W04
I
hcight in unfinished Doo
4066
4e X78"
49X791/ 2
FIXED GLA55
bearing walls
W05
D05
D03
6050
STOPAGF
75X61 1/ 2
Dos 10'-611 x 5'-/_C//II
2XIIX76 (2)
[ERIN4 IEWHE " 9'-O
2
2
HOOK: CONCREIE
WAILS: WIWALL/ fMFV
56"06"
57X571/2
LEFT 5LIDIN6
01104:W.WA /TMEV
I i I I I I I I I
Dos
5TOMCV U11LITY
II' -2" x 14'-5"
CERIN64EWHF. 9'-O"
FLO(W.CONLREIE
WNL5: UNFNIMP
CEILING: III
12'-0 1/ 2'
C�ASI��'
� M�
I/ 4II�I1011
0
ALUMINUM VAILIN6 WITH I \
GLA55 FANE1_5
\
T / TIN I
M RHINO R I \ /
TIM(�R cH PECKING \ I
I coWFn nFCK
1200 5Q,Ff.
MAIN FLOR=
1366; 5Q.FT,
FIN15NF19 LIVING 5PAC�-
WINDOW 5CFEDULE
13A5EM�Wf-=
NUMBER
ON
FLOOR
512E
DIMEN51ON5
R/0
DE5CRIPnON
WVER CODE
WOI
4
1
5040
60"X48"
61X491/2
LEFT SLIDING
2XIIX64(2)
W02
1
1
5010
36"X12"
57X151/2
LEFTSLIDING
AMC)(2)
WO"5
Z
2
4066
48"X78"
49X791/ 2
51NGLE Fum6i
MX52 (2)
W04
I
2
4066
4e X78"
49X791/ 2
FIXED GLA55
2X6X52 CD
W05
1
2
6050
72"X60"
75X61 1/ 2
IRIPLE 5LI0ING
2XIIX76 (2)
WO6
2
2
5050
56"06"
57X571/2
LEFT 5LIDIN6
5482
2XIX40(2)
W07
4
2
4020
48"X24"
49X251/7
LEFT 5LIDIN6
5068
2X-102(2)
WOe
2
2
1650
18"X60"
19X61 1/ 2
DOUBLE HUNG
2X4X22 (2)
W09
Z
Z
1650
18"X60"
19X611/2
FIXED 0.f55
2X4X22C2>
W010
1
2
5050
60"X60"
61X61 1/ 2
FIXED GLA55 - COLOR 10.5HINY WHI FE 2XIIX64 (2)
Wil
1
5
4050
4811X56"
49X371/ 2
FIXED aA55 - Cam 9, wHm
2X=5X 2 (2)
WIZ
5
5
4040
48"X48"
49X49 I/ 2
LEFT 5LIDING
2XI202 ( 2)
W15
I
3
5010
56"X12"
57X151/2
LEFTSLIDING
2X12X40(2)
WI4
2
5
4040
48"X48"
49X491/ 2
FIXED GLA55
2X12X52 (2)
WI5
1
5
5040
60"X48"
61X491/ 2
FIXED GLA55 - COLOR 9• mg
2XIIX64 ( 7)
Mb
1
5
6040
72"X48"
75X491/2
TRIPLE 5LIDIN6
2X12X76(2)
wl7
1
5
5010
56"XI2"
57X151/ 2
LEFT 5LIDING
2X7X40 (2)
Wi8
1
5
5040
60"X48"
61X491/2
LEFr561DIN6j
2XIIX64(7)
WI9
I
5
2050
24"X56"
2406
24X56 RAID TOP
ZXIIXZ7 (2)
ALUMINUM VAILIN6 WITH I \
GLA55 FANE1_5
\
T / TIN I
M RHINO R I \ /
TIM(�R cH PECKING \ I
I coWFn nFCK
i
_ MAI N F I� OR,
I I
I I
1/4
8� 1''9 5/ 6' 6\1/ 8" I O; -O� x 12' 04 15/ I6" '-7'I I " 8''10 15/ Ib" 22'-4"
—
\\/
4 O 211 4 O"
\ / /�x I
BBO 6A6 50 OUf 16" A.F.F. 4''8" 4''0" 4''10" 4'-0" 4''10„
If
W /6
W03 WO4 W03 I `_ ' O6 I WOb Hose Pi6� F
------------
FAMILY
--------- FAMILY WOM�, \j — wo7 wo7 v✓ I v
18'-011 x 16'-0" I o w
I I URE 1 /' FUTUNIT
K:T��
I ' I GAWALE NEATER LOCATION
GEILMG NEWNE 9'-O" , ( I - -I LAUNI7PY /
1715PO5AL (PPOVIM_
FLOOR:CAPPEr
WNL5iWM/ALt/PAIN( K I o ( ELECTRICAL & 6A5 /
GHLNG:ORAVNL/PNNr 1 1 ' FLOOR: Mot
I I IHOOK-UP)
WNL5:ORM/NL/PAINT
I I PROVIDE 2"x8" o GEEING. WAVALL/FAINT
CARPET r0 FNRDWOOD WM51H0 a—� I BI-OCKING BENIN17 I / I 1z
�F�G
I EACH UPPER / — — — — — —
NOOK
13MAKIG A5.fes 1 I CABINET 5HOM K'2 FOLDING 51ELF / r
I
lo'-o'L X 16'-0" KITCHEN D09 5HOP/ 51rOM66 / i I I AN
CARPEr TO HARDWOOD IFM51110N\ CEILING IEWHE9'-o^ I 1 101-0 x 14'-0" 1 ( 21'-9" x IT -2"
II I
FLOOR.
AW7VOW 1CELN4IEWH@I CERINWHIT-O"
wALI,RM'L/PNNr SNDWOOV FLOW:CNL
TERING:VRAI/FAMT WALL:RMALL/PAM! WALLS:WMALL/PAN
T
/ I
I' Ii ICE MACERCEILING: WAALL/PAMf , CERIN.: VrNALL/PAINT
I I ARCFE171700RWAY HOOK-uP 11 I I I I
I I wuumruurwr neoe:wm / �
( aue: mwuuruu DOe wwrorw.�unun
5076 ;
�_ O
Cj i
/I n
17FN i H&O 5f VY
15' -0" x 15' -0" / Y
CEI"1GIiWH1-9'-O"/ I ,8'-0" X 15''6"
FLOOR:CARSTr
WNL5:12Rn9NL/PAN1' / CEILING IEWHE IFI' -O"
CFILMG:ORM'NL/PAIN O7 FLOOR: FWWIOW
m
wnus:oRMrNt/TAINT o
�'Z CEILING:ORM'ALL/PAIN! `I`
/ I
�f (06; rj",L,�
I'ti 10'. _ 5'-O"
-O"'I—,— 9'-2 5/ 16" '
5�CON19 F1 OR-
1200 5Q,Ff.
MAIN FLOR=
1366; 5Q.FT,
FIN15NF19 LIVING 5PAC�-
DOOR 509VULE
13A5EM�Wf-=
1364 5Q.Ff,
CAARAC6 & 5HOp-
NUMBER
OfY
FLOOR
SIZE
DIMENSIONS
R/0
DESCRIPTION
FEARER
tHLKNE55
CODE
D01
1
1
6068
7200"
75X81 1/ 2
W. 5LIDER-GLA55
2XIIX76 (2)
1 3/ 4
V02
2
1
5068
56XBOXI 3/ e"
57X811/ 2
2XIX40 ( 2)
15/ 8
D05
4
1
7866
52X80XI 518"
55X81 1/ 2
2xb"b (2)
13/ 6
1704
4
1
4066
48001,
49XBI 1/ 2
5LIDER
2X7X52 (2)
15/ e
1705
I
2
5482
52X9715/ 16XI 5/
4'609715/ 16
EXr. - COLOR raii 5R&67 (2)
1 5/ 4
D06
2
2
5068
56X80X15/ 4"
57011/ Z
W.
2X7X40 (2)
15/4
1707
1
Z
5068
50X80XI 3/ 8"
61X81 1/ 2
HINGE17-GLA55
2XIIX64 (2)
1518
1706
4
2
2466
28004 5/ 8"
29X81 1/ 2
2X6X52 ( 2)
15/8
D09
2
2
5068
36X80XI 3/ 8 „
37X81 I/ Z
2X7X40 (D
15/ 8
DOIO
1
2
5268
MX80XI 514"
63X811/ 2
W. HN2D-aA55
2XIIX66 (2)
1 V4
DII
12
8070
96X84"
97X 5; 1/ 2
GARAGE
2X12X100 (2)
15/4
INSULAIT V W/ NO OPENER
DI2
1
2
100100
120X120"
171XIZI 1/ Z
GARAGE
2X12XI27 ( 2)
105/4
INSULAIED W/ OPENER
DI5
1
2
180100
216X120"
217X1211/ 2
GARAGE
2XIZX226 (2)
1 5/ 4
INSULAIE17 W/ OPENER
DI4
5
5
5066
60X80"
61X81 1/ 2
5LIDER
2X12X64 (2)
15/ e
DI5
2
5
12268
2668
30X80XI 5181,
31X81 1/ 2
2XI204 ( 2)
15/ e
D16
i. 4
3
2668
52004 5/ 8"
55X81 1/ 2
2XI2X36 (2)
1516
1717
`- 2
5
5068
56XBOXI 516"
57X81 1/ 2
2XIZX40 (2)
1518
Dle
2
3
2068
24X60XI 5/ 8"
25X81 1/ 2
2X12X28 ( 7)
1518
P19
1
5
26XBOXI 5/ 8"
127X61112
1
2X12X50 (2)
1518
i
_ MAI N F I� OR,
I I
I I
1/4
8� 1''9 5/ 6' 6\1/ 8" I O; -O� x 12' 04 15/ I6" '-7'I I " 8''10 15/ Ib" 22'-4"
—
\\/
4 O 211 4 O"
\ / /�x I
BBO 6A6 50 OUf 16" A.F.F. 4''8" 4''0" 4''10" 4'-0" 4''10„
If
W /6
W03 WO4 W03 I `_ ' O6 I WOb Hose Pi6� F
------------
FAMILY
--------- FAMILY WOM�, \j — wo7 wo7 v✓ I v
18'-011 x 16'-0" I o w
I I URE 1 /' FUTUNIT
K:T��
I ' I GAWALE NEATER LOCATION
GEILMG NEWNE 9'-O" , ( I - -I LAUNI7PY /
1715PO5AL (PPOVIM_
FLOOR:CAPPEr
WNL5iWM/ALt/PAIN( K I o ( ELECTRICAL & 6A5 /
GHLNG:ORAVNL/PNNr 1 1 ' FLOOR: Mot
I I IHOOK-UP)
WNL5:ORM/NL/PAINT
I I PROVIDE 2"x8" o GEEING. WAVALL/FAINT
CARPET r0 FNRDWOOD WM51H0 a—� I BI-OCKING BENIN17 I / I 1z
�F�G
I EACH UPPER / — — — — — —
NOOK
13MAKIG A5.fes 1 I CABINET 5HOM K'2 FOLDING 51ELF / r
I
lo'-o'L X 16'-0" KITCHEN D09 5HOP/ 51rOM66 / i I I AN
CARPEr TO HARDWOOD IFM51110N\ CEILING IEWHE9'-o^ I 1 101-0 x 14'-0" 1 ( 21'-9" x IT -2"
II I
FLOOR.
AW7VOW 1CELN4IEWH@I CERINWHIT-O"
wALI,RM'L/PNNr SNDWOOV FLOW:CNL
TERING:VRAI/FAMT WALL:RMALL/PAM! WALLS:WMALL/PAN
T
/ I
I' Ii ICE MACERCEILING: WAALL/PAMf , CERIN.: VrNALL/PAINT
I I ARCFE171700RWAY HOOK-uP 11 I I I I
I I wuumruurwr neoe:wm / �
( aue: mwuuruu DOe wwrorw.�unun
5076 ;
�_ O
Cj i
/I n
17FN i H&O 5f VY
15' -0" x 15' -0" / Y
CEI"1GIiWH1-9'-O"/ I ,8'-0" X 15''6"
FLOOR:CARSTr
WNL5:12Rn9NL/PAN1' / CEILING IEWHE IFI' -O"
CFILMG:ORM'NL/PAIN O7 FLOOR: FWWIOW
m
wnus:oRMrNt/TAINT o
�'Z CEILING:ORM'ALL/PAIN! `I`
/ I
�f (06; rj",L,�
I'ti 10'. _ 5'-O"
-O"'I—,— 9'-2 5/ 16" '
5�CON19 F1 OR-
1200 5Q,Ff.
MAIN FLOR=
1366; 5Q.FT,
FIN15NF19 LIVING 5PAC�-
2566 5Q,Ff.
13A5EM�Wf-=
1364 5Q.Ff,
CAARAC6 & 5HOp-
1280 50.Ff.
COVFV�P P7 CK-
217 5Q.FT,
FPONf PATIO-
41 510K,
I
----- — �l
7,-11 9/ 8" v' S 15/
II 9/ 16" 8'-51 / 8" �I
Doe Dob O / /
0J/ ILA ---
-___ / --------------------------
1706 // //
up / In 11r/
// /
1
\ UPANGV SEPARATION: 5/8 TYPE " G.W.E.
Ceilings: 5 layers on all'truss , 24" o.c. stick o7
SeI� ��dgj � � I \ framing, and all manufactured i joists
Whits: t layer on stick framing at 1 . c.c. or
r� less
oY ; tYd dx0+ CAP 6AP%A I �t layer on common to roof sheathing
54'-5111 x 24'-0" I S"/ 6 1 layer
15,'-0"
on.walls supporting protected
- calling
L(fKWrap andbeams
ceRMGFEW. Ir -o"
GOILCOWME _trattons .FOPM& 121NIN6 WALLS: fWALI.PNNr Protect nor�metalllic'
i'
I2'-VIx
CEILING: VRMNL/PAINT \
FLOOR: HN9WOOD / \
WNL5: WMNL/PNNf \ \
GEILMG: VRM/NL/PNNr / —
/ I \ I \
/HOT/ COLD H05E PITT \ \ I I \ \
(softened water) I \ ( I \
W05
I I I \\ I I \\ L
I I I \ I I \ I
I I I \\ I I \\ I
I I I I
----------I-- D12
II
I --— ---------DS---------- —
6,-0" "-0 7/ 16't2''!1 18'-0" 2,'S" 115/ 6" 101-01, 4 5/
12'-6 V611 221-61, ( 14'-61/8"
FIN15HR9 5QWa FOOfAGF
A -A 1366 50[ ft
1/ "- 1'011At?CHII�CTUM
MOOF MAN5 & 5CHFPUl.F5SHFFf
# o.-
0r 4�§
12
Al?�M 1\�5112MCr
2307 5outh Steen P:oad
V eradal e, Wa5hin*n 99037
CKi� 1HKI913Y1
PM: MAY 20, 2003
FED
51ED
I
---------------------.�
— — — — — — — — — — — — — — — — — — — —�
ruruM MPCIS� PM s I
12'-0"x10'-0"cflLDoa a I
.I
RO W. IEIGNL e _
ftoOE: UNFINME
WAttI:IINEINISFFD 6AFA61�
i cEIt ING:IMEWISIfrD � I
Dog F OOT I
I I
no3 PSA
5TOr?AAG�
no3 101-611 x 91.611 I/ I I l 011 I I
_ ciuiNu �Eiuxr: r -o^ � I
Etoae�cnNE�ErE }- I I
WALLS: R'N1A
LL L IMEDCUMDCM'Att/ fAl'ED (
I I
I
' II
1
11
II 6AIZA61� F00fI N65 TO 6� 12" W112� X 6"
THICK (TYPICAL) I
6AIZAG1� FOUNnAiION WALL5 TO 13 ,(9"
THICK CONC�M (TYPICAL) j I
MINIMUM WNFOI;CWM NT PWUEWN5 I
A5 IZWUIW913Y U13.C. ANI) LOCAL COP? i
I I
I I
I I
a I'I
I I
I I
I I
I I
"i 6APAGP SLAB TO P3 4" CON'CPm a
i - rl�PAP A5 IZWUIff1913Y UP.C1
I i LOCM. COnr I
I"I I I
I I I I
I,---- ----- I
a "a
I..� _I- --- — - —— -----1
--- — --- - ---,
1
I;
K-1 KITCHEN �Mf WALL 1/ 411-1101'
K-2 KITCHEN 5OUTH WALL 1/ 411-11011
K_9 Kll (,nCl\l vvr`)l Vv/" I / `t'' - I' U"
MAI
L -I LAUNtXY WOM 1/ 411 _ 11011
19 -IM N 1/ 411=110'I
Iull-,IMI��I-,;III�i W,��� 11111 Iii_
------------------
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r— — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — —
I I I I
I I
i (3A5FMFNf 5LA3 TO 13F 4" CONCEM I �
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