2005, 07-27 Permit App: 05002613 Damage RepairProject Number: 05002613 Inv: I ' Application Date: 07/27/2005 Page 1 of 2
THIS IS NOT A PERMIT
Penalties will be assessed for commencing work without a permit
Proiect Information:
Permit Use: INSURANCE / TREE DAMAGE - FRAMING, Contact: A-1 GENERAL CONTRACTORS
ROOFING, INSULATION, PORCH Address: 6410 N MONROE
C - S - Z: SPOKANE WA 99208
Setbacks: Front Left: Right: Rear: Phone: (509) 328-3054
Group Name:
Site Information: Project Name:
Plat Key: 001705 Name: MOUNTAIN VIEW 04TH ADD District: Sout
Parcel Number: 45274.0308 Block: Lot:
SiteAddress: 13606 E 26TH AVE Owner: Name: ANDREASEN, CHRISTOPHER L
Address: 13606 E 26TH AVE
Location:: CSV SPOKANE VALLEY, WA 99206
Zoning: UNKN Unknown
Water District:
Area: .00 Acres Width: 0
Nbr of Bldgs: 0 Nbr of Dwellings: 1
Review Information::;;,;;
Review
Special Review
Hold: ❑
Depth: 0 Right Of Way (ft): 0
Released By:
Permits:
Building Permit
Contractor: A-1 GENERAL CONTRACTORS Firm: A-1 GENERAL CONTRACTORS IN
Address: 6410 N MONROE ST Phone: (509) 328-3054
SPOKANE, WA 99208
This Application:
Description Grp Type Notes So Ft Valuation
RESIDENCE R-3 VB DAMAGE 0 $6,200.00
REPAIR
Totals: 0 $6,200.00
Item Description Units Unit Desc
RESIDENTIAL PERMIT FEE 1 SELECT
SPECIAL INSPECTION 1 SELECT
STATESURCHARGE 1 SELECT
Permit Total Fees:
Total Project:
Sq Ft Valuation
0 $6,200.00
0 $6,200.00
Fee Amount
$139.25
$60.00
$4.50
$203.75
Operator: MT Printed By: MT Print Date: 07/27/2005
Project Number: 05002613 Inv: I Application Date: 07/27/2005 Page 2 of 2
THIS IS NOT A PERMIT
Penalties will be assessed for commencing work without a permit
Notes.
Payment Summary:
Permit Type
Building Permit
Fee Amount Invoice Amount
$203.75 $203.75
$203.75 $203.75
Amount Paid Amount Owing
$0.00 $203.75
$0.00 $203.75
Disclaimer:
Submittal of this application certifies the owner (or person(s) authorized by the owner) has both examined and finds the information
contained within to be true and correct, and agrees that all provisions of laws and/or regulations governing this type of work will be
complied with. Subsequent issuance of a permit shall not be construed to be a permit for, or an approval of, any violation of any of
the provisions of the code or of any other state or local laws or ordinances.
Signature:
Operator: MT Printed By: MT Print Date: 07/27/2005
07/25/2005 15:36 5093264772 Al ULNLNAL IUNI rHur_ ul
�rUs`�►-`'�:• BUILDING PERMIT APPLICATION WORKSHEET
City of Spokane Valley Community Development Department
Building Division
11707 E. Sprague Avenue, Suite 10
;;gVdley Spokane Valley, WA 99206
Phone: (509) 688-0036; Pax: (509) 688-0037
11 REQUIRED SITE INFORMATION - Ij
Street Address: % 360 (P �—Z -R(o 4& - --
Assessor's Tax Parcel Number(s):
Legal Description:
I -
PERMIT DESCRIPTION:
P;'am �n:g O D _ CSC)
Building Permit El Change inilse Grading
❑ Relocation ❑ Tenant Improvement ❑ Fire Safety
h or? CC -1 /f..7'9 OV-) d
❑ Manufactured Home
❑ Other
II OWNER/APPLICANT INFORMATION II
❑ Owner: ��ri� f4n�l"eQ��+'7 ❑
Phone: ($- or -70 Fax:
Address: /� lila C'• 52(e4
,1,0W,Cgng VCc 11e_U , ,J Q . cl 4 2j ly
City to Zip Code
❑ Contractor: 4- ! G-&i-ef-al Cori I-Kcio'a1 S ❑
Phone: 3 Z8 305 y Fax: 36-1 _ y f7'rrD_
Address: N - O WO
S p044 ,1< w q qq Z4) �
city State Zip Code
Applicant:
Phone:
Address:
Fax:
City State Zip Code
Architect:
Phone: Fax:
Address:
State Zip Code
WA State Contractor License #: A I C::)e,1Vd �CMY Det Contact: DO-019zW / A, A.1„//
PERMIT/BUILDING INFORMATION
HEIGHT TO PEAK:
DIMENSIONS:
# OF STORIES:
MAIN FLOOR TO SO. FTG:
2 FLOOR SQ. FTG:
UNFIN BASEMENT SQ. FTG:
FINISHED BASEMENT SQ. FTG:
GARAGE SQ. FTG:
DECK/COV. PATIO SQ. FTG:
OCCUPANCY GROUP:
CONSTRUCTION TYPE:
HEAT SOURCE:
# OF BEDROOMS:
TOTAL HABITABLE SPACE:
IMPERVIOUS SURFACE AREA:
COST OF PROJECT:
30% SLOPES ON PROPERTY:
SEWER OR ON-SITE SEPTIC
SYSTEM?
JUL 25 2025 16:47 5093284772 PAGE.01
07/05/2005 13:26 5093294772 Al GENERAL UUNI
2ISC \
BUILDING PERMIT APPLICATION WORKSHEET
��� °F�I1e i yne Valley Community Development Department
` � Building Division
a (c'
11707 E. Sprague Avenue, Suite 106
Spokane Valley, WA 99206
- Phone: (509) 688-0036; Fax: (509) 688-0037
REQUIRED SITE INFORMATION
Street Address:
Assessor's Tax Parcel Number(s):
Legal Description:tic e �O
. ►► d'
PERMIT DESCRIPTION: �_CLvr»r1A_ �O�'Kn9 tnSu/a fi C� l� h.9 Q� O/1�G�
amfnSS
Building Permit ❑ Change in se ❑ Grading ❑ Manufactured Home
❑ Relocation ❑ Tenant Improvement ❑ Fire Safety ❑ Other
OWNERIAPPLICANT INFORMATION j
1
❑ owner: rim t4r-X�r'❑ Applicant:
Phone: nj R$- Dr70 Fax: Phone: Fax:
Address: 36n& C. rxa 4t -i Address:
j Gzn � Vcc t l e -c -r J Q cl Q' Zi tv
City St to Zip Code City State Zip Code
❑ Contractor:,4- / C&,7-eroc/ Cvn tKacba, ❑ Architect:
Phone: Z8 3oSY Fax: &,,19 -y f7'7a Phone: _
Address: N - Co YID Hary"E- Address:
Spy �e Wg Z.0
city' State Zip Code City
WA State Contractor License #: Contact:
PERMITIBUILDING INFORMATION
Fax:
State Zip Code
HEIGHT TO PEAK:
DIMENSIONS:
# OF STORIES:
MAIN FLOOR TO SO, FTG:
2 WFLOOR SQ. FTG:
UNFIN BASEMENT SQ. FTG:
FINISHED BASEMENT SQ. FTG:
GARAGE SQ. FTG:
DECK/COV, PATIO SQ. FTG:
OCCUPANCY GROUP:
CONSTRUCTION TYPE:
HEAT SOURCE:
# OF BEDROOMS:
TOTAL HABITABLE SPACE:
IMPERVIOUS SURFACE AREA:
COST OF PROJECT:
i—
30% SLOPES ON PROPERTY:
SEWER OR ON-SITE SEPTIC
SYSTEM?
JUL 05 2005 14:3? 50932847?2 FAGE.01
07/25/2005 15:36 5093284772
G
TOP PLATE /
Al IzILNLKAL UUIN I
PIZOPFRrY SOLUTIONS NW Client s-lt� z— t� 2�
P.O. BOX 655
MEAD, WA 99021 �Fb�y►It� �1•lA
(sos) 467-5353. FAX (sos) 468-3235
SheL_ of Daae:
RAFTER SPAN—
See Note 4, below.
RIDGE BOARD
PURLIN CONTINUOUS
BETWEEN BRACES
45'VIN.
2 IN. x 4 IN. BRACE
AT 4 Fr. O.C.
NAIL TO JOIST
Notes:
I. Straighten and align roof structure. Contractor to verify all dimensions.
2. Remove broken and/or split rafters.
3. Install 2" x 6", Douglas Fir/Larch, Select Structural grade rafters where old rafters were removed.
4. Install new 2" x 6" purlin and 2" x 4" struts, as needed. Place purlin to create maximum 12' horizontal
rafter span. Angle purlin struts 45' minimum from horizontal. Struts to be placed above center load
bearing wall.
5. Replace ceiling joists per 2003 International Residential Code ("IRC"), Fable R802.4(1), as necessary.
6. All connections to be in accordance with the IRC.
NPAI
THIS BUILDING SUBJECT
TO FIELD INSPECTION CORRECTIONS Ex.ows9:. to
JUL 25 2005 16:49 5093284772 PAGE.03
CEILING JOIST—
SEE TABLES Ra02.4(1)
AND Ra02.4(2)
BEARING
PARTITIONS
SU9FLQOR
rniI MAInnAI
eee fh urnsi
re 1— _
NAIL TO JOIST
Notes:
I. Straighten and align roof structure. Contractor to verify all dimensions.
2. Remove broken and/or split rafters.
3. Install 2" x 6", Douglas Fir/Larch, Select Structural grade rafters where old rafters were removed.
4. Install new 2" x 6" purlin and 2" x 4" struts, as needed. Place purlin to create maximum 12' horizontal
rafter span. Angle purlin struts 45' minimum from horizontal. Struts to be placed above center load
bearing wall.
5. Replace ceiling joists per 2003 International Residential Code ("IRC"), Fable R802.4(1), as necessary.
6. All connections to be in accordance with the IRC.
NPAI
THIS BUILDING SUBJECT
TO FIELD INSPECTION CORRECTIONS Ex.ows9:. to
JUL 25 2005 16:49 5093284772 PAGE.03
U // 2W ,2000) 15:.ib Z)U1JJLd4 1 12 Al UtNtMAL I,UN I
CHAPTER 8
ROOF -CEILING CONSTRUCTION
SECTION R801
GENERAL
R801.1 Application. The provisions of this chapter shall con-
trol the design and construction of the roof -ceiling system for
all buildings.
R801.2 Requirements. Roof and ceiling construction shall be
capable of accommodating all loads imposed according to Sec-
tion
eo-tion R301 and of transmitting the resulting loads to the support-
ing structural elements.
R801.3 Roof drainage. In areas where expansive or collaps-
ible soils are known to exist, all dwellings shall have a con-
trolled method of water disposal from roofs that will collect and
discharge all roof drainage to the ground surface at least 5 feet
(1524 mm) from foundation walls or to an approved drainage
system.
SECTION R802
WOOD ROOF FRAMING
R802.1 Identification. Load-bearing dimension lumber for
rafters, trusses and ceiling joist. shall be identified by a grade
mark of a lumber grading or inspection agency that has been ap-
proved by an accreditation body that complies with DOC PS
20. In lieu of a grade marl:, a certificate of inspection issued by a
lumber grading or inspection agency meeting the requirements
of this section shall be accepted.
R802.1.1 Blocking. Blocking shall be a minimum of utility
grade lumber.
R802.1.2 End jointed lumber. Approved end -jointed lum-
ber identified by a grade mark conforming to Section R802.1
may be used interchangeably with solid -sawn members of
the same species and grade.
R802.1.3 Fire -retardant -treated wood. Fire -retardant -
treated wood is any wood product which, when impregnated
with chemicals by a pressure process or other means during
manufacture, shall have, when tested in accordance with
ASTM E84, a listed flame spread index of 25 or less and
show no evidence of significant progressive combustion
when the test is continued for an additional 20 -minute peri-
od. In addition, the flame front shall not progress more than
10.5 feet (3200 mm) beyond the center line of the burners at
any time during the test.
R802.1.3.1 Labeling. Fire -retardant -heated lumber and
wood structural panels shall be labeled, The label shall
contain:
1. The identification marl; of an approved agency in
accordancewith Section 1703.5 of thclnrernarion-
aI Building Code.
2003 INTERNATIONAL RESIDENTIAL CODE*
JUL 25 2005 16:4e
r-HOM uti
2. Identification of the treating manufacturer.
3. The name of the fire -retardant treatment.
4. The species of wood treated.
5. Flame spread and smoke developed rating.
6. Method drying after treatment.
7. Conformance with appropriate standards in acoor-
dance with Sections R802.1.3.2 through
R802.1.3.5.
8. For FRTW exposed to weather, damp or wet loca-
tion, the words "No increase in the listed classifica-
tion when subjected to the Standard Rain Test"
(ASTM D2898).
R802.1.3.2 Strength adjustments. Design values for un-
treated lumber and wood structural panels as specified in
Section R802.1, shall be adjusted for fire retardant -
treated wood. Adjustments to design valuesshall be based
upon an approved method of investigation which takes
into consideration the effects of the anticipated tempera-
ture and humidity to which the fire -retardant -treated
wood will be subjected, the type of treatment and redrying
procedures.
R802.1.3.2.1 Wood structural panels. The effect of
treatment and the method of redrying after treatment,
and exposure to high temperatures and high humidities
on the flexure properties of fire -retardant -treated soft-
wood plywood shall be determined in accordance with
ASTM D 5516. The test data developed by ASTM D
5516 shall be used to develop adjustment factors, maxi-
mum loads and spans, or both for untreated plywood
design values in accordance with ASTM D 6305. Each
manufacturer shall publish the allowable maximum
loads and spans for service as floor and roof sheathing
for their treatment.
R802.1.3.2.2 Lumber. For each species of wood
treated the effect of the treatment and the method of
redrying after treatment and exposure to high tempera-
tures and high humidities on the allowable design prop-
erties of fire -retardant -treated lumber shall be deter-
mined in accordance with ASTM D 5664. The test data
developed by ASTM D 5664 shall be used to develop
modification factors for use at or near room tempera-
turc and at elevated temperatures and humidity in ac-
cordance with an approved method of investigation.
Each manufacturer shall publish the modification fac-
tors for service at temperatures of not less than 80°F
(26.7' C) and for roof framing. The roof framing modi-
fication factors shall take into consideration the clima-
tological location.
R802.1.3.3 Exposure to weather. Where fire -retardant -
treated wood is exposed to weather, or damp or wet loca-
tions, it shall be identified as "Exterior" to indicate there is
5093294772 PAGE.04
215
0.7/25/2905 15:36 5093264772
Al GENERAL CONT PAGE 05
ROOF -CEILING CONSTRUCTION
no increase in the listed flamcsprcad index as defined in
Section 8802.1.3 when subjected to ASTM D 2898.
R802.1.3.4 Interior applications. Interior fire -retardant -
treated wood shall have a moisture content of not over 28
percent when tested in accordance with ASTM D 3201
procedures at 92 percent relative humidity. Interior fire -
retardant -treated wood shall be tested in accordance with
SectionR802.1.3.2.1 or R802.1.3.2.2. Interior fire -
retardant -treated wood designated as Type A shall be
tested in accordance with the provisions of this section.
R302.1.3.5 Moisture content. Fire -retardant -treated
wood shall be dried to a moisture content of 19 percent or
less for lumber and 15 percent or less for wood structural
panels before use. For wood kiln dried after treatment
(KDAT) die kiln temperatures shall not exceed those used
in kiln drying the lumber and plywood submitted for the
tests described in Section R802.1.3.2.1for plywood and
R802.1.32.2 for lumber.
R802.1.4 Structural glued laminated timbers. Glued lam-
inated timbers shall be manufactured and identified as re-
quired in AITC A190.1 and ASTM D3737.
R802.2 Design and construction. Roof -ceilings shall be de-
signed and constructed in accordance with the provisions of
this chapter and Figures R606.10(1.), R606.10(2) and
R605.1.0(3) or in accordance with AFPA/NIDS. Components of
roof -ceilings shall be fastened in accordance with Table
R602.3(1).
R802.3 Framing details. Rafters shall be framed to ridge
board or to each other with a gusset plate as a tie. Ridge board
shall be at .least 1 -inch (25.4 mm) nominal thickness and not
less in depth than the cut end of the rafter. At all valleys and hips
there shall be a valley or hip rafter not less than 2 -inch (51 mm)
nominal thickness and not Icss in depth than the cut end of the
rafter. Hip and valley rafters shall be supported at the ridge by a
brace to a bearing partition or be designed to carry and distrib-
ute the specific load at that point. Whcre the roof pitch is less
than three units vertical in 12 units horizontal (25 -percent
slope), structural members that support rafters and ceiling
joists, such as ridge beams, hips and valleys, shall be designed
as beams.
R802.3.1 Ceiling joist and rafter connections. Ceiling
joists and rafters shall be nailed to each other in accordance
with Tables R602.3(1) and R802.5.1(9), and the assembly
shall be nailed to the top wall plate in accordance with Table
R602.3(1). Ceiling joists shall be continuous or securely
joined where they meet over interior partitions and nailed to
adjacent rafters to provide a continuous tie across the build-
ing when such joists are parallel to the rafters.
Where ceiling joists are not parallel to rafters, subflooring
or metal straps attached to the ends of the rafters shall be
installed in a manner to provide a continuous tic across the
building, or rafters shall be tied to 1 -inch by 4 -inch (25.4 mm
by 102mm) (nominal) minimum -size crossties. The connec-
tions shall be in accordance with Table R602.3(1.) or connec-
tions of equivalent capacities shall be provided. Where ceil-
ing joists or rafter ties are not provided at the top plate, the
216
ridge formed by these rafters shall also be supported by a
girder designed in accordance with accepted engineering
practice.
Rafter ties shall be spaced not more than 4 feet (1219 mm)
on center.
R802.3.2 Ceiling joists lapped. Ends of ceiling joists shall
be lapped a minimum of 3 inches (76 mm) or butted over
bearing partitions or beams and toenailed to the bearing
member. Whcn ceiling joists are used to provide resistance to
rafter thrust, lapped joists shall be nailed together in accor-
dance with Table R602.3(1) and butted joists shall be tied to-
gcthcr in a manner to resist such thrust.
R802.4 Allowable ceiling joist spans. Spans for ceiling joists
shall be in accordance with Tables R802.4(1) and R802.4(2).
For other grades and species and for other loading conditions,
refer to the AF&PA Span Tables for Joists and Rafters.
R802.5 Allowable rafter spans. Spans for rafters shall be in
accordance with Tables R802.5.1(1) through R802.5.1(8). For
other grades and species and for other loading conditions, refer
to the AF&PA Span Tables for Joists and Rafters. The span of
each rafter shall be measured along the horizontal projection of
the rafter.
R802.5.1 Purlins. Purlins arc permitted to be installed to re-
duce the span of rafters as shown in Figure R802.5.1. Purlins
shall be sized no less than the required size of the rafters that
they support. Purlins shall be continuous and shall be sup-
ported by 2 -inch by 4 -inch (51 mm by 102 mm) braces
installed to bearing walls at a slope not less than 45 degrees
from the horizontal. The braces shall be spaced not more
than 4 feet (1,219 mm) on center and the unbraced length of
braces shall not exceed 8 feet (2438 mm).
R802.6 Bearing. The ends of each rafter or ceiling joist shall
have not less than It/Z inches (38 mm) of bearing on wood or
metal and not less than 3 inches (76 mm) on masonry or con-
crete.
R802.6.1 Finished ceiling material. If the finished ceiling
material is installed on the ceiling prior to the attachment of
the ceiling to the walls, such as in construction at a factory, a
compression strip of the same thickness as the finish ceiling
material shall be installed directly above the top plate of
bcaringwalls if the compressive strength of the finish ceiling
material is Icss than the loads it will be required to withstand.
The compression strip shall cover the entire length of such
top plate and shall be at least one-half the width of the top
plate. It shall be of material capable of transmitting the loads
transferred through it.
R802.7 Cutting and notching. Structural roof members shall
not be cut, bored or notched in excess of the limitations speci-
fied in this sccnion.
11802.7.1 Sawn lumber. Notches in solid lumber joists, raf-
ters and beams shall not exceed one-sixth of the depth of the
member, shall notbe longer than one-third of the depth of the
member and shall not be located in the middle one-third of
the span. Notches at the ends of the member shall not exceed
one-fourth the depth of the member. The tension side of
2003 INTERNATIONAL RESIDENTIAL CODEv
JUL 25 2005 16:49 5093294772 PAGE -05
07/25/2n05 15:36 5093284772 Al GENERAL CONI rout Go
members 4 inches (102 mm) or greater in nominal thickness
shall not be notched except at the ends of the members. The
diameter of the holes bored or out into members shall not ex-
ceed one-third the depth of the member. Holes shall not be
closer than 2 inches (5 1 mm) to the top or bottom of the mem-
ber, or to any other hole located in the member. Where the
member is also notched, the hole shall not be closer than 2
inches (51 mm) to the notch.
Exception: Notches on cantilevered portions of rafters
are permitted provided the dimension of the remaining
portion of the rafter is not less than 4 -inch nominal (102
mm) and the length of the cantilever does not exceed 24
inches (6 10 mm).
8802.7.2 Engineered wood products. Cuts, notches and
holes bored in laminated veneer lumber, glue -laminated
members or I -joists arc not permitted unless the effect of
such penetrations are specifically considered in the design of
the member.
R802.8 Lateral support. Rafters and ceiling joists having a
depth -to -thickness ratio exceeding 5 to 1 based on nominal di-
mensions shall be provided with lateral support at points of
bearing to prevent rotation.
R802.8.1 Bridging. Rafters and ceiling joists having a
depth -to -thickness ratio exceeding 6 to 1 bated on nominal
dimensions shall be supported laterally by solid blocking, di-
agonal bridging (wood or metal) or a continuous 1 -inch by
3 -inch (25.4 mm by 76 mm) wood strip nailed across the raf-
ters or ceiling joists at intervah; not exceeding 3 feet (2438
mm).
8802.9 Framing of openings. Openings in roof and ceiling
framing shall be framed with header and trimmer joists. When
the header joist span does not exceed 4 feet (1219 mm), the
header joist may be a single member the same size as the ceiling
,joist or rafter. Single trimmer joists may be used to carry a
single header joist that is located within 3 feet (914 mm) of the
trimmer joist bearing. When the header joist span exceeds 4
feet (1219 mm), the trimmer joists and the header joist shall be
doubled and of sufficient cross section to support the ceiling
joists or rafter framing into the header. Approved hangers shall
be used for the header joist to trimmer joist connections when
the header joist span exceeds 6 feet (1829 mm). Tail joists over
12 feet (3658 mm) long shall be supported at the header by
framing anchors or on ledger strips not less than 2 incites by 2
inches (51 mm by 51 mm).
R802.10 Wood trusses.
8802.10.1 Truss design drawings. Truss design drawings,
prepared in conformance with Section R802.10.1, shall be
provided to the building official and approved prior to instal-
lation. Truss design drawings shall include, at a minimum,
the information specified below. Truss design drawing shall
be provided with the shipment of trusses delivered to the job -
site.
1. Slope or depth, span and spacing.
2003 INTERNATIONAL RESIDENTIAL CODE®
ROOF -CEILING CONSTRUCTION
2. Location of all joints.
3. Required bearing widths.
4. Design loads as applicable.
4.1. Top chord live load (including snow
loads).
4.2. Top chord dead load.
4.3. Bottom chord live load.
4.4. Bottom chord dead load.
4.5. Concentrated loads and their points of ap-
plication.
4.6. Controlling wind and earthquake loads.
5. Adjustments to lumber and joint connector design
values for conditions of use.
6. Each reaction force and direction.
7. Joint connector type and description (e.g., size,
thickness or gauge) and the dimensioned location
of each joint connector except where symmet-
rically located relative to the joint interface.
8. Lumber size, species and grade for each member.
9. Connection requirements for:
9.1. Truss to truss girder.
9.2. Truss ply to ply,
9.3. Field splices.
10. Calculated deflection ratio and/or maximum de-
scription for live and total load.
11. Maximum axial compression forces in the truss
members to enable the building designer to design
the size, connections and anchorage of the perma-
nent continuous lateral bracing. Forces shall be
shown on the truss design drawing or on supple-
mental documents.
12. Required permanent truss member bracing
location.
R802.10.2 Design. Wood trusses shall be designed in accor-
dance with accepted engineering practice. The design and
manufacture of metal plate connected wood trusses shall
comply with ANSVITI 1. The truss design drawings shall be
prepared by a registered professional where required by the
statutes of the jurisdiction in which the project is to be
constructed in accordance with Section R106.1.
R802.10.3 Bracing. Trusses shall be braced to prevent rota-
tion and provide lateral stability in accordance with the re-
quirements specified in the construction documents for the
building and on the individual tress design dravrings. In the
absence of specific bracing requirements, trusses shall be
braced in accordance with TPI/HIB.
R802.10.4 Alterations to trusses. Truss members shall ,not
be cut, notched, drilled, spliced or otherwise altered in any
way without the approval of a registered design professional.
Alterations resulting in the addition of load (e.g., 14VAC
equipment, water heater) that exceeds the design load for the
truss shall not. be permitted without verification that the truss
is capable of supporting such additional loading.
T1 0 -ic -)arae I c • no SGiq�7Rd777 PAGE. a6
217
07/25/2005 15:36 5093284772
H l taG1 VGnnL vin , .
Wo d Wo ks�
CdMPANY
Property Solutions NW
P.O. Box 685
PROJECT
Anderson
13606 26th Avenue
Magnitude
O r
Mead, WA 99021
, WA
Spokane,
Lv =
snrrwAArmcwempmory
(509) 467-5353
Existing roof rafter
tern
Dead
July 9, 2005 09;13
Anderson2
15.00 (29.0)"
Design Check Calculation Sheet
NO
Snow
Sizer 2004a
Full AeC.�
LOADS ( Ibs, psf, or plf
2016
Yea
w.i,nd
Wind
Full Area
15.00 (2d,p)"
I
NO
t�earina:
0
l
3
3
'Tributary Width 0,n)MAXIMUM
LC number
F"theta
REACTIONS (lbs) and BEARING LENGTHS (in) :
L/355
2373
L/240
23?6
0.67
12'•1.5"
r
0.00
0.00
0.81
1.00
-1.06
0'
2'
Cantil. Dead
0.00
0.00
L/272
Live
0.29 -
L/107
0.21
L/120
1.12
iot91
0.41,
L/62
0.28 -
L/90
1.45
Lumber -soft, D.Fir-L, No.2, 2x6"
Spaced at 24" c/c; Pitch, 4,0/12; Total length: 16'-4.1'; Self Weight of 1.96 plf automatically Included in loads;
Lateral support: top= full, bottom= at supports; Repetitive factor; applied where permitted (refer to online help); Load combinations; ICC -IBC;
This section FAILS the design check
WARNING: This section violates the following design criteria: Bending
Analysis vs. Allowable
Stress (psi)
and Deflection (in)
using Nos 2001:
Load
Type
Distribution
Magnitude
LOCdtion [ft)
pAt-
Shear
Lv =
Live
SL'art End
Start rnd
tern
Dead
Dead
E1a11 Area
15.00 (29.0)"
Up1,1ft
NO
Snow
,now
Full AeC.�
30.00 (29.01`
2016
Yea
w.i,nd
Wind
Full Area
15.00 (2d,p)"
NO
Dead
Anal sir
Value
23],
value
959
Shear
Lv =
Live
Fv' =
207
961
O.Stl
937
fb -
],433
Up1,1ft
1547
fb/Fb' -
0.93
Sending(-)
fb =
2016
52D
Total
fb/Fb' =
1.33
692
13?6
t�earina:
0
0.20
3
3
0
LC number
F"theta
660
L/355
2373
L/240
23?6
0.67
1336
Length
Cb
0.00
0.00
0.81
1.00
-1.06
1..00
23.63
Cantil. Dead
0.00
0.00
cr1.terion
Anal sir
Value
Dorian
value
Anal sir/Desi n
Shear
Lv =
120
Fv' =
207
fv/F.v' =
O.Stl
Bendi.nq(+)
fb -
],433
Fb' =
1547
fb/Fb' -
0.93
Sending(-)
fb =
2016
Fb' -
1514
fb/Fb' =
1.33
Deflection:
0.20
L/739
Interior Dead
Lave
0.41=
L/355
0.61 -
L/240
0.67
Total
0.70 -
L/206
0.81
L/160
0.67
Cantil. Dead
0.11 =
L/272
Live
0.29 -
L/107
0.21
L/120
1.12
iot91
0.41,
L/62
0.28 -
L/90
1.45
T1 11 ')CZ ')aaC� 1r,:CZA 5093284??2 PAGE -0?
ADDITIONAL DATA:
FACTORS: F CD CM Ct CL CF Cfu Cr Cfzt Ci Cn LC#
Fb'+ 900 1.15 1.00 1,00 1.000 1.300 3..00 1.15 3..00 1,00 - 6
Fb'- 900 1.15 1.00 1.00 0.978 1.300 1.00 1.15 1.00 1.00 - 10
Fv' 180 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 10
Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - -
E' 1.6 rr.tllicn 1.00 1.00 - - - - 1.00 1.00 - 3
Bending(+): LCN 6 = D+5 (pattern: sSs), M 903 lbs -ft
Bending(-): LC#10 - D+S (pattern: sSS), M = 1272 lbs -ft
Shear : LC#!.O = D+5 (pattern: 9SS), V = 692, V design = 658 lbs
Deflection: LC# 3 - D+,75(S+W) Er= 33c06 lb-in2
Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection.
Bearing: Allowable bear5.na at an angle F'theta calculated for each support
as per NDS 3.10.3
(D=dead t -live S -snow W=wind I=impact C=construction CE,d-concentratod)
(All LC's are listed in the Analysis output)
(Load Pattcrn: s-5/2, X=L+S or L+C, _-no pattern load in this span)
DESIGN NOTES:
1, Please verify that the default deflectlon limits are appropriate for your application.
2. Continuous or Cantilevered Beams: NDS Clause 425.5 requires that normal grading provisions be extended to the middle 2/3 of 2 span
beams and to the full length of cantilevers and other spans.
3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4,4,1,
4. SLOPED BEAMS: level bearing is required for all sloped beams.
5. The critical deflection value has been determined using maximum beck -span deflection. Cantilever deflections do not govern design.
6. Contractor to verify all dimensions prior to construction work.
7. Contractor to provide proper bearing support (see above). and proper beam/support connections.
8. Contractor to verify proper load path for all support points.
JUL 25 2005 16:50 5093284772 PAGE.08
WoodWorks@) Sizer SOFTWARE FOR WOOD DESIGN
Anderson2 WoodWorks-0 Slzer 2004a July 9, 2005 09:13:01
Critical Results
REACTION (lbal
maximum...
Uplift: -520
n^a r:L,r. -3 1396
192
1396
0. z 13'-6" 15'-6"
SHEAR [lbal
+V max: 692
-V max* -605
v design: 658
Load Combination 010: D+S (pattern! 9SS)
a
---I
0. 2' - - -13'�-6'-, 15'•6"
Design shear < maximum due to notching or loads ignored within distance "d" of sup 2ort.
PENDING Elba-ftj
I -M max; 903
Load Combination #6: D+S (pattern: tSz)
-M rflay: -1272
Load :nirbinartl>n $10: D-vS Q-att-:rn: 3SS) Q n,4
\,11272
0. 2' 6'-8.3"
DEFLECTION [in)
Max Liv--: 0.41
Max Total: 0.7
Load Combination 02: D+.75(S+W)
0.41
�-02 1
JUL 25 2005 1650
-0.39
02
0.66
01 2- -7 13'-6"
5093294772 PAGE.09
u r i 4..+l LuuJ 1 - -
-Load
COMPANY
PROJECT
Magnitude
Property Solutions NW
P.O. Box 685
Anderson
1 E. 26th Avenue
WoodWorks'
Mead, WA 99021
ne, WA
Spokane,
nn:nr�orramrwant) Df."Gm
(509) 4675353
Suggeted roof rafter
Dead
July 10, 2005 12:41
Anderson3
Design Check Calculation Sheet
Sizer 20043
m AM C f 11- nef nr ntf l%
-Load
Type
Distribution
Magnitude
Location (ft1
Pat -
-Analysis
Shear
Live
= 172
Start End
Start End
tern
Dead
Dead
Fu ].1 Area
15.00 (29.01'
?.579
2475
No
Snow
Snow
Full Arca
30.00 (24.01"
Yes
Wind
Wind
F0.1 Area
15.00 (24.0)*
Bearing;
No
`IrlpllGdzy vv"" ;-,f
MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in)
Dead
Value
236
value
567
-Analysis
Shear
Live
= 172
Fv' =
471
fv/Fv' - 0.83
1161
866
oplif,t
rb' -
Fb' =
?.579
2475
fb/Fb' = 0.59
fblrb' - 0.93
Deflection:
1727
= L/801
Total
707
Live
0.39
- L,/385
Bearing;
L/240
0.62
Total
0.68
3
0
LCumber
0.80
Cantil. Dead
0.11
L/236
2992
1683
660
0.22
2987
0.21 =
1.00
0.00
Length
0.00
= L/6E
1.00
L/90 1
38.99
040
Cb
1 0.00
-0.731
Lumber -soft, D.Fir-L, SS, 2x6"
Spaced at 24" dc; Pitch: 4.0/12; Total length: 16'-41"; Self weight of 1.96 plf automatically included in loads;
Lateral support: top= full, bottom= at supports; Repetitive factor applied where permitted (refer to online help); Load combinations: ICC -IBC;
Analvsis vs. Allowable Stress (psi) and Deflection (in) using NDS 2001
Criterion
Value
Desi2n
value
Anal Sts/Desi n
-Analysis
Shear
Lv
= 172
Fv' =
207
fv/Fv' - 0.83
Bending(+)
Bending(-)
fb
fb
- 1531
= 2292
rb' -
Fb' =
?.579
2475
fb/Fb' = 0.59
fblrb' - 0.93
Deflection:
0.19
= L/801
.T,nterior Dead
Live
0.39
- L,/385
0.63 =
L/240
0.62
Total
0.68
= L/223
0.84 =
L/180
0.80
Cantil. Dead
0.11
L/236
Live
0.22
- L/113
0.21 =
L/120
1.06
Tote]
1 0.38
= L/6E
1 0.26 -
L/90 1
1.36
W1
01
JUL 25 2005 16:50 5093294772 PAGE.10
Bending(+): LCit 6 = D+S (patLcrn: SSS), M - 965 lbs -ft
sending(-): TX# 6 - 0+S (pattern: sSs), M = 1444 lbs -ft
Shear : LCtl10 = D+S (pattern: s55), V = 981, v design - 948 lbs
Deflection: T•C4 3 - 0+.75(S+W) ES- 40e06 lb -int
Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection.
Searinq: Allowable bearing at an angle F'theta calculated for each support
as per NDS 3.10.3
(D=dead L=live S=srow W=wind I=impact C=construction CLd=concentrated)
(All LC's are listed in the Analysis output)
(Load Pattern: z -S/2, X-L+S or L+C, no pattern load in this span)
DESIGN NOTES:
1, Please verify that the default deflection limits are appropriate for your application,
2. Continuous or Cantilevered Beams: NDS Clause 4.2.5.5 requires that normal grading provisions be extended to the middle 2/3 of 2 span
beams and to the full length of cantilevers and other spans,
3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4,4,1,
4, SLOPED BEAMS: level bearing is required for all sloped beams.
5. The critical deflection value has been determined using maximum back -span deflection. Cantilever deflections do not govern design.
6. Contractor to verify all dlmenslons prior to construction work,
7. Contractor to provide proper bearing support (see above), and proper beam/support connections.
S. Contractor to verify proper load path for all support points. -t I, m' _
-Ab
JUL 25 2005 16:51 5093284772 PAGE.11
ADDITIONAL DATA:
FACTOFS: r CD
CM
Ct
CL CF Cfu Cr Cfrt
Ci Cn
LC#
Fb'+ 1500 1.15
1.00
1.00
1.000 1.300 1.00 1.15 1.00
1.00 -
6
rb'- 1500 1.15
1.00
1.00
0.960 1.300 1.00 1.15 1.00
1.00 -
6
Fv' 180 1.15
1.00
1.00
- - - - 1.00
1.00 1.00
10
rcp' 625 -
1.00
1.00
- - - - 1.00
1.00 -
-
E' 1.9 million
1.00
1.00
- - - - 1.00
1.00 -
3
Bending(+): LCit 6 = D+S (patLcrn: SSS), M - 965 lbs -ft
sending(-): TX# 6 - 0+S (pattern: sSs), M = 1444 lbs -ft
Shear : LCtl10 = D+S (pattern: s55), V = 981, v design - 948 lbs
Deflection: T•C4 3 - 0+.75(S+W) ES- 40e06 lb -int
Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection.
Searinq: Allowable bearing at an angle F'theta calculated for each support
as per NDS 3.10.3
(D=dead L=live S=srow W=wind I=impact C=construction CLd=concentrated)
(All LC's are listed in the Analysis output)
(Load Pattern: z -S/2, X-L+S or L+C, no pattern load in this span)
DESIGN NOTES:
1, Please verify that the default deflection limits are appropriate for your application,
2. Continuous or Cantilevered Beams: NDS Clause 4.2.5.5 requires that normal grading provisions be extended to the middle 2/3 of 2 span
beams and to the full length of cantilevers and other spans,
3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4,4,1,
4, SLOPED BEAMS: level bearing is required for all sloped beams.
5. The critical deflection value has been determined using maximum back -span deflection. Cantilever deflections do not govern design.
6. Contractor to verify all dlmenslons prior to construction work,
7. Contractor to provide proper bearing support (see above), and proper beam/support connections.
S. Contractor to verify proper load path for all support points. -t I, m' _
-Ab
JUL 25 2005 16:51 5093284772 PAGE.11
ROOF -CEILING CONSTRUCTION
TABLE R802.4(1)
CEILING JOIST SPANS FOR COMMON LUMBER SPECIES
(Unlnhabltable attlCs without storage, Ilse load = 10 psf, UG = 240)
218
(continued)
2003 INTERNATIONAL RESIDENTIAL CODE*
JUL 25 2005 16:51 5093294772 PRGE.12
DEAD LOAD e S pof
2x4 2x8 2xa 2x10
MoYlmum ceiling joist spans
CEILING JOIST SPACING
(foot - Inches)
(feel - Inches)
(feet - Inches)
(foot - Inches)
(Inches)
SPECIES AND GRADE
Douglas fir -larch SS
13-2
20-8
Note a
Note a
Douglas fir -larch 41
12-8
19-11
Note a
Note a
Douglas fir -larch #2
12-5
19-6
25-8
Note It
Douglas fir -larch #3
10-10
15-10
20-1
24.6
Hem -fir SS
12-5
19-6
25-6
Note a
Hem -fir #1
12-2
19-1
25.2
Note a
Hcm-fir #2
11-7
18-2
24-0
Note a
12
Hem -fir #3
10-10
15-10
20-1
24-6
Southcm pine SS
12-11
20-3
Note a
Note a
Southern pine #1
12-8
19-11
Note a
Note a
Southern pine #2
12-5
19-6
25-8
Note a
Southern pine #3
11-6
17-0
21-8
25-7
Spruce -pine -fir SS
12-2
19-1
25-2
Note a
Spruce -pine -fir #1
11-10
18-8
24-7
Note a
Spruce -pint -fir #2
11-10
18-8
24-7
Note a
Sprucc-pine-fir #3
10-10
15-10
20-1
24-6
Douglas fir -larch SS
11.41
18-9
24-8
Note a
Douglas fir -larch #1
11.6
18-1
23-10
Note a
Douglas fir -larch #2
11.3
17-8
23-0
Note a
Douglas fir -larch #3
9-5
13-9
17.5
21-3
Hem -fir SS
11.3
17.8
23-4
Note a
Hcm-fir #1
11-0
17-4
22.10
Note a
Hem -fir 42
10-6
16-6
21-9
Note a
16
HCm-fir #3
9-5
13-9
17-5
21-3
Southern pine SS
11-9
18-5
24-3
Note a
Southern pine #1
11-6
18-1
23-1
Note a
Southern pine #2
11-3
17-8
23-4
Note a
Southern pine #3
10-0
1.4-9
18.9
2.2.2
Spruce -pint -fir SS
11-0
17-4
22.10
Note a
Sprucc-pine-fir #1
10-9
16-11
22-4
Note n
Spruce -pine -fir #2
10-9
16-11
22-4
Note a
Spruce -pine -fir #3
9-5
13-9
17-5
21-3
Douglas fir -larch SS
11-3
17-5
23-3
Note a
Douglas fir -larch #1
10-10
17-0
22-5
Note a
Douglas fir -larch #2
10-7
16-7
21-0
25-8
Douglas fir -larch #3
8-7
12-6
15-10
19-5
Hcm-fir SS
10-7
16-8
21-11
Note a
Hem -fir #1
10-4
16-4
21-6
Note a
Hem -fir #2
9-11
15-7
20-6
25-3
19.2
ilern-fir #3
8.7
12-6
15-10
19-5
Southern -pine SS
11-0
17-4
22-10
Note a
Southern pine 41
10-10
1.7-0
22-5
Note a
Southern pine #2
10-7
16.8
21-11
Note a
Southern pine #3
9.1
13-6
17-2
20-3
Spruce -pine -fir SS
10-4
16-4
21-6
Note a
Spruce -pine -fir #1
10-2
15-11
21-0
25-8
Spruce -pine -fir #2
10-2
15-11
21.0
25-8
Spruce -pine -fir #3
8-7
12-6
15-10
19-5
218
(continued)
2003 INTERNATIONAL RESIDENTIAL CODE*
JUL 25 2005 16:51 5093294772 PRGE.12
ROOF -CEILING CONSTRUCTION
TABLE R802.41(1)--contlnued
CEILING JOIST SPANS FOR COMMON LUMBER SPECIES
fUninhabitable attics without storage. live load a 10 p6f, UD = 240)
Check Sources for availability of lumber in lengths greater than 20 feet.
For Sl; 1 inch = 25.4 mm, 1 foot = 304.8 min, 1 pound per square foot = 0.0479 ki,1/m2.
a. Span exceeds 26 feet in length.
2003 INTERNATIONAL RESIDENTIAL CODED
JUL 25 2005 16:51
219
5093284772 PAGE.13
DEAD LOAD = 5 pat
2x4 2x6 2x0 2x10
Maximum telling )olst spans
CEIUNG JOIST SPACING
(Inches)
SPECIES AND GRADE
(feet - Inches)
(feet - Inches)
(feet - Inohea) (fest -Inches)
Douglas fir -larch SS
10-5
16-4
21-7
Note a
Douglas fir -larch #1
10-0
15-9
20-1
24-6
Douglas fir -larch #2
9-10
14-10
18-9
22-11
Douglas fir -larch #3
7.8
11-2
14.2
17-4
Hem -fir SS
9-10
15-6
20-5
Note a
Hem -fir #1
9-8
15-2
19-7
23-11
Hem -fir 02
9-2
14.5
18-6
22-7
Hem -fir #3
7-8
11-2
14-2
17-4
24
Southern pint SS
10-3
16-1
21-2
Note a
Southern pine #1
10-0
1 15.9
20-10
Note a
Southern pine #2
9-10
15-6
20-1
23-11
Southern pine #3
8-2
12-0
15-4
18-1
Spruce -pine -fir SS
9-8
15-2
19-11
25-5
Spruce -pint -fir #1
9-5
14-9
18-9
22.11
Sprucc-pine-fir #2
9-5
14-9
18-9
22-11.
Sprucc-pine-fu #3
7-8
11-2
14-2
17-4
Check Sources for availability of lumber in lengths greater than 20 feet.
For Sl; 1 inch = 25.4 mm, 1 foot = 304.8 min, 1 pound per square foot = 0.0479 ki,1/m2.
a. Span exceeds 26 feet in length.
2003 INTERNATIONAL RESIDENTIAL CODED
JUL 25 2005 16:51
219
5093284772 PAGE.13