2006, 12-05 Permit App: 06004409 Deck Project Number: 06004409 Inv: 1 Application Date: 12/5/2006 Page 1 of 2
THIS IS NOT A PERMIT
Penalties will be assessed for commencing work without a permit
Project Information:
Permit Use: 12 X 16 DECK Contact: INTEGRITY CRAFTSMAN
Address: 26005 N SPOTTED RD
C-S-Z: DEER PARK,WA 99006
Setbacks:Front Left: Right: Rear: Phone: (509)276-5434
Group Name:
Site Information: Project Name:
-:. eta a ;tem m r 1-4
Plat Key: Name: Range District: Sout
Parcel Number: 35233.0309 Block: Lot:
SiteAddress: 4723 E 13TH AVE Owner:Name: PERKINS,ELAINE M
Address: 4723 E 13TH AVE
Location::CSV SPOKANE valley,WA 99212
Zoning: UR-3.5 Urban Residential 3.5
Water District: Hold: ❑
Area: 14,026 Sq Ft Width: 0 Depth: 0 Right Of Way(ft): 0
Nbr of Bldgs: 0 Nbr of Dwellings: 0
Review Information: a :6 vro-em. w ._ »,. .m._. .:.,
Review
Flood Plain Released By:
Originally Released: 11/8/2006 By: amblake
Building Plan Review Released By:
Originally Released: 12/4/2006 By: TMELBOU
Landuse/Zoning/HE Conditions Released By:
Originally Released: 11/8/2006 By: cjjanssen
Permits: Fn.». .„fir.. .�.n ..>„rd Emw x" ttmx „fr s%rAaa,k. a
Operator: AMB Printed By: jmm Print Date: 12/5/2006
Project Number: 06004409 Inv: 1 Application Date: 11/6/2006 Page 1 of 2
THIS IS NOT A PERMIT
Penalties will be assessed for commencing work without a permit
Project Information: ,
�w.. _..- q ..mom . e . _ �. _
Permit Use: 12 X 16 DECK Contact: INTEGRITY CRAFTSMAN
Address: 26005 N SPOTTED RD
C-S-Z: DEER PARK,WA 99006
Setbacks:Front Left: Right: Rear: Phone: (509)276-5434
Group Name:
Site Information Project Name:
Plat Key: Name: Range District: Sout
Parcel Number: 35233.0309 Block: Lot:
SiteAddress: 4723 E 13TH AVE Owner:Name: PERKINS,ELAINE M
Address: 4723 E 13TH AVE
Location::CSV SPOKANE valley,WA 99212
Zoning: UR-3.5 Urban Residential 3.5
Water District: Hold: ❑
Area: 14,026 Sq Ft Width: 0 Depth: 0 Right Of Way(ft): 0
Nbr of Bldgs: 0 Nbr of Dwellings: 0
Review In formation: ammo:-, . . -vmmo-,1,...41goase vmsc,---•-egmewasomomwlviamostiasemska,rwmaw .
Review
Flood Plain Releas6d'By:" M '2 b d t
Building Plan Review [Released By:
1
1
Landuse/Zoning/HE ConditionsReleased B r' j
Sewer Review Released By:
Permits: AAI AAAA ,- `MAI MAAIMIAAAMAAMM.MAAMM._MAARALIA.IAAMMIIIIIAMMI, AAIIMIPM-A
MAIA
Operator: AMB Printed By: AMB Print Date: 11/6/2006
Project Number: 06004409 Inv: 1 Application Date: 12/5/2006 Page 2 of 2
THIS IS NOT A PERMIT
Penalties will be assessed for commencing work without a permit
— - Building Permit
Contractor: INTEGRITY CRAFTSMEN Firm: INTEGRITY CRAFTSMEN
Address: 26005 N SPOTTED RD Phone: (509)276-5434
DEER PARK,WA 99006
This Application: Total Project:
Description Grp Type Notes Sq Ft Valuation Su Ft Valuation
DECK OPEN R-3 VB 192 $2,880.00 192 $2,880.00
Totals: 192 $2,880.00 192 $2,880.00
Item Description Units Unit Desc Fee Amount
RESIDENTIAL PERMIT FEE 1 SELECT $83.25
WSBC SURCHARGE 1 SELECT $4.50
SF PLNS RVW<7999 SQ FT 1 SELECT $33.30
Permit Total Fees: $121.05
Notes: _ s., . :,,4 m,. M .a
Lots on the north side of 14th in the 4800 and 4900 block have fill. Soils investigation/foundation
engineering done by Strata(see plat file)requires: (1)footings=min.24 inches wide(2)foundations
no closer than 12 ft from north edge of fill
**DO NOT ISSUE BUILDING PERMITS FOR LTS 11 & 12 BLK 16,LTS 9-16 BLK 15,LTS 1 &2
BLK 27<S 1-8 BLK 28 UNTIL CC&R'S ARE ACCEPTED, SURETY IN PLACE FOR ALL
IMPROVEMENTS OR FINAL CONST ACCEPT CERT&ANY DEDICATIONS OR EASEMENTS
ARE RECORDED PER S RASKELL
Payment Summary: Nag, z n„ WAWA
Permit Type Fee Amount Invoice Amount Amount Paid Amount Owing
Building Permit $121.05 $121.05 $0.00 $121.05
$121.05 $121.05 $0.00 $121.05
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: AMB Printed By: jmm Print Date: 12/5/2006
Permit Center ,.^-
an•or �,
S dk ne 11707 E Sprague Ave, ' eiir)6([,2 ' , 1j \'/J IF: 11 PERMIT NUMBER: 4��
'�allev Spokane Valley,WA 6 i ) l PERMIT FEE:
J (509)688-0036 FAX{ 5 )688s-Q7 � `::
Community Development �'�'w.spokanevalley.ort..spm • , o, Ooh ,
Residential Construction -=� i=� II IL t� sttion ❑ AccessoryBldg
g
Permit Application ❑ Addition/Remodel Deck
o Other:
SITE ADDRESS ' '//. 23 4 /3 *4- /4l/e .,„CoJX � /e-i-e,e7 � ??:,/�_
/
ASSESSORS PARCEL NO: ,`5 D'.5. O 3 LEGAL DESCRIPTION:
Building
GoJwner // Contractor y�;- gyri /er- - j4,zt' _.
Name: G/Q/� e.., , rd�//?_S Name: -y1//� e f_S�/)a 7i�-/ 2.,
Address: /7;2,3 /2 — Address:,z(o pps' Al A/
City:c 9 Y4L(/f Zip: �/ /2— City: >Per' 4,cf K Zil» 6-
-�o /�� y y' _ p � 9
Phone:_Ij",3V -,73,,3 Fax: Phone:02`7‘:6—i3 // Fax:
Lic NojAirifrC 96 ,HExp.Date: •''Z""
Contact Person, tcx in C 0 r = - '
City Business Lic No:
Name: Per K l>'15 `
Phone: q q 9 -O 17 o r S'7 y-.� T77
Describe the scope of work in detail: Cost of Project:
$ 6, 9
% 'x /6 ' JeeK
**************The following MUST be complete: (write N/A if not applicable)**********************
HEIGHT TO PEAK: DIMENSIONS: #OF STORIES: TOTAL HABITABLE SPACE:
MAIN FLOOR TO SQ. 2"" FLOOR SQ. FTG: UNFIN BASEMENT SQ. FTG: IMPERVIOUS SURFACE
FTG: AREA:
FINISHED BASEMENT GARAGE SQ. FTG: DECK/COV. PATIO SQ. FTG: 30% SLOPES ON
SQ. FTG: / L SF PROPERTY:
#OF BEDROOMS: CONSTRUCTION TYPE: HEAT SOURCE: SEWER OR SEPTIC?
DISCLAIMER
The permitee verifies,acknowledges and agrees by their signature that: 1) If this permit is for construction of or on a dwelling,the
dwelling is/will be served by potable water. 2) Ownership of this City of Spokane Valley Permit inure to the property owner. 3) The
signatory is the property owner or has permission to represent the property owner in this transaction. 4) All construction is to be done
in full compliance with the City of Spokane Valley Development Code. Referenced codes are available for review at the City of
Spokane Valley Permit Center. 5) This City of Spokane Valley Permit is not a permit or approval for any violation of federal,state or
local laws, codes or ordinances.6) Plans or additional information may be required to be submitted, and subsequently approved before
this application can be processed.
Signature a?.t�2� -4 J Date /1— 6 r O 4'
Method of Payment: (Faxed permit applications will only be accepted with major bankcard)
0 Cash 0 Check 0 Mastercard 0 VISA ❑ Other
Bankcard#: Expires: VIN#:
Authorized Signature:
REVISED 8/25/2005
Sanpo ne
Valley
11707 E Sprague Ave Suite 106 ♦ Spokane Valley WA 99206
509.921.1000 ♦ Fax: 509.921.1008 • cityhall@spokanevaltey.org
Residential Plan Submittal Minimums
❑ Completed Building & Mechanical application with: Accurate address, Parcel
Number and/or Legal Description, description of work, owner and contractor
information, signature, and date.
❑ Two sets of plans including Site Plan, elevations, floor plans, foundation plans
With details, roof plan, framing plans & details.
❑ Show the height of any proposed buildings or accessory structures.
O Floor plan for each floor: Dimension to scale (minimum 1/8") and label each
Room(including sq. footage of house and garage on plans) Show each
level of existing house and square footage of any additions.
❑ All braced wall panel types: show locations and details of installation, including
engineered design.
❑ Egress windows: Provide at least one window or exterior door approved for
Emergency escape or rescue from a basement and in every room for sleeping.
❑ Smoke detector locations
❑ 22" X 30" attic access location
❑ 18" X 24" crawl space access:
❑ One-hour separation detail: between house and garage
❑ Floor framing details: Joist type, size, spacing and installation details
❑ Roof framing plan and details
❑ Furnace and hot water heater location.
O All header locations: type, size, and connections
❑ Foundation plan
O Insulation information
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Tool Help
Disclaimer 0
, 41
http://dorado/mox42/index.cfm?action--mox42 jf frameset 11/6/2006
I Wand Tapio Office Center,Green Flag Building
104 South Freya Street,Suite 110-F
orr`wcst Spokane,WA 99202
(509)532-1532 Voice and Cell,(509)534-0664 Fax
3.gi.eeriwig, Inc.
April 25,2007
Mike and Janet Fitzpatrick
Integrity Craftsmen
26005 North Spotted Road
Deer Park,WA 99006
RE: Perkins Deck,4723 East 13Th Avenue,Spokane,Washington
Project Number. 2006279
Dear Mike and Janet,
We have reviewed the revisions to the design we previously prepared for the above referenced
structure. The beams have been changed to 2-2x8 and 2-2x10 and the posts supporting the main
beams have been moved 2'-0"toward the end below the hot tub changing the cantilever distances from
4'-0"at both ends to 2'-0"at the hot tub end and 6'-0"at the opposite end with diagonal bracing from the
posts to 2'-0"from the beam end.
The diagonal bracing must be attached with 2-1/2"diameter A307 bolts through the 2x braces on one
face, the beam and post and the 2x braces on the opposite face. With these connections, the braces
will be adequate for the design loads and the beam will be adequate as constructed.
If you have any questions or need any additional information, please call.
Sincerely,
c. DANT
SS OF WA Sy 4'4
Brett Danielson, P. E.
enclosure • - ,rf'
O29013',
BCD/bcd `�"P�GIST>✓R
SSIONAL S *
EXPIRES:05-23--2007
Perkins Deck
4723 East Thirteenth Avenue
Spokane County, Washington
Structural Calculations
for: Integrity Craftsmen
November 27, 2006
Project No.: 2006279
C. DANT
aF w�s�l4 •
•
29013
" 4'4"Q7STERC",(5\•
S%NAL ,..1
EXPIRES:05-23 2007
Inland Northwest Engiuuecrinq
Tapio Office Center, Green Flag Building
104 South Freya Street, Suite 110-F
Spokane, Washington 99202
(509) 532-1532 Voice and Cell, (509) 534-0664
alined Perkins Deck Date: 11/27/2006
`\ort`wl`liit By: Brett Danielson
iBNgiNeCI iNq, ■sic• 4723 East Thirteenth Avenue Page: 1 of 12
Tapio Office Center,Green Flag Building
104 South Freya Street,Suite 110-F,Spokane,WA 99202 Project No.: 2006279 Design Data
(509)532-1532 Voice and Cell,(509)534-0664 Fax
Building Dimensions:
Main Floor: Length = 16 ft. x Width = 12 ft.
Code: 2003 IBC Category I:
All structures housing occupancies or having functions not listed in
Catagories II, III or IV.
Floor Dead Loads: Deflection Limits:
1 1/2 " Concrete = 19.375 psf AmAx = L / x; x = 240 total load
3/4 " Plywood = 2.125 OLIVE = L / x; x = 360 live load
Miscellaneous 0.5 AJOIST = L / x; x = 480 live load
QDL FLOOR = 22 p:Floor Live Loads:
2 x 8 Number 2 Douglas Fir-Larch or
9 1/2" TJI 110 Joists at 19.2" on
center = 2.0052 psf Residential Floor Areas, QLL_FLOOR = 40 psf
Main Roof Height: Exit Facilities, PSTAIR = 300 lbs.
Floor: Depth = 0' - 6 1/4" = 0.5208 ft. Residential Balconies QLL_FLOOR = 60 psf
Story Height = 10' - 0" = 10 ft.
Lower Floor to Grade = 0' - 6" = 0.5 ft.
Top Diaphragm Height Above Grade = 11.021 ft.
Material Properties:
Concrete: Design Strength, fc = 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, ?STEEL = 490 pcf
Soil Parameters: Table 1804.2 Soil Classification 5, Clay, Sandy Clay, Silty Clay and Clayey
Silt (CL, ML, MH and CH) soils.
Frost Penetration Depth, DFROST = 24 inches Wet Unit Weight of Soil, YsoIL = 110 psf
Allowable Foundation Pressure, QALLowABLE = 1500 psf( + 0 psf/ft. per footnote 2)
Minimum Depth of Footing, DFTG_MIN = 2 feet below grade, bFTG_MIN = 1 feet
Lateral Pressures: Passive, YpASSIVE = 100 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 to 130 psf(Maximum)
Seismic Loads:
0.2 Sec = 0.33, Sds = 0.338;1.0 Sec = 0.1, S 1 s = 0.16;Importance Factor: Global, ISEISMIC=1; I P =1
Cantilevered column systems
Structural Response Factor, R = 2.5 Ct = 0.35 Period, T = Ct(hn)3/4 = 2.12 sec.
Base Shear, V =(IsEISMIc)W[ 1.2S Ds /R = 0.1622016 x W
W1 = 192 x 24.005 + 84.167 x 0 = 4609 ; V1 = 747.59 lbs. at 11
WTOTAL = 4609 VTOTAL ' 747.59 lbs.
Inland Perkins Deck Date: 11/27/2006
`Drt`WCSt By: Brett Danielson
Bngiucei i■11q, ■nc• 4723 East Thirteenth Avenue Page: 2 of 12
Tapio Office Center,Green Flag Building
104 South Freya Street,Suite 110-F,Spokane,WA 99202 Project No.: 2006279 Design Data
(509)532-1532 Voice and Cell,(509)534-0664 Fax
Wind Loads:
Design Wind Speed = 85 mph, 3 Second Gust;Exposure B End Zone = 3 ft.
Importance Factor, IWIND = 1 Design Wind Pressures, QWIND = Ce(Cq)gs(IWIND)
Primary Frame Wind Loads: Exposure, Ce = 1 @ 11 ft.
Element Roof Horizontal Walls Roof Vertical
Wind Direction Longitudinal I Transverse Transverse Longitudinal Windward I Leeward
End Zone Pressure, ps 0 0 11.5 11.5 -13.8 -7.8
Interior Zone Pressure 0 0 7.6 7.6 -9.6 -6.1
IniandPerkins Deck Date: 11/27/2006
`Wnrtlawest By: Brett Danielson
Bnyineerinp, NBC. 4723 East Thirteenth Avenue Page: 3 of 12
Tap*Office Center,Green Flag Building
104 South Freya Street,Suite 110-F,Spokane,WA 99202 Project No.: 2006279 Framing Design
509)532-1532 Voice and Cell,(509)534-0664 Fax
Beams and Headers:
The following calculations use the superposition principle to sum moments and displacements at a selected location. The moments are calculated by adding the effects o\
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-(co2-(01)(x-a)3/6;where R1 is the start reaction,
x is the distance from the start of the member to the selected location,ml 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:R2(1-x). Deflection calculations are based on
the conjugate beam theorum: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,file,is:
[Rib2(1-2b/3)/2+R2(1-b)313-mi(b-a)3(1-b-(b-a)/4)/6-(0)2-0)1)(b-a)3(1-b-(b-a)/5)/24]/1
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:
Riox-Rix3/6+mi(x-a)4/24+(col-(02)(x-a)5/120(b-a).
41
Typical Joist Start Cantilever:
Span = 4' - 0" = 4 ft. Tributary Width: Start= 1' - 7 1/5" = 1.6 ft. End = 1' - 7 1/5" = 1.6 ft.
Distributed Start Axial Lateral End Axial Axial Lateral Moment Distance from Tip Shear of Tip Moment Moment of Moment Distance from
Lateral(plf)
Load Type Location (pl0 (pin Location (plf) Reaction Reaction (ft-lbs.) Support Moment of Moment Moment (fl-lbs.) start
Dead 0 ft. 0 38.4083 4 ft. 0 38.40833 0 153.63 307.2667 @ 0 ft. 409.6889 1229.067 819.3778 307.2667 @ 0 ft.
Live 0 ft. 0 96 4 ft. 0 96 0 384 768 @ 0 ft. 1024 3072 2048 768 @ 0 ft.
Wind 0 ft. 0 -20.666 4 ft. 0 -20.6656 0 -82.66 -165.325 @ 0 ft. -220.433 -661.299 -440.866 -165.325 @ 0 ft.
Dead Load Forces 0 153.63 307.2667 409.6889 1229.067 819.3778 307.2667
Live Load Forces 0 384 768 1024 3072 2048 768
Wind Load Forces 0 -82.66 -165.325 -220.433 -661.299 -440.866 -165.325
0 537.63 1075.267 1433.689 4301.067 2867.378 1075.267
Typical Joist End Cantilever:
Span = 4' - 0" = 4 ft. Tributary Width: Start= 1' - 7 1/5" = 1.6 ft. End= 1' - 7 1/5" = 1.6 ft.
Distributed Start Axial Lateral End Axial Axial Lateral Moment Distance from Tip Shear of Tip Moment Moment of Moment Distance from
Lateral(plf)
Load Type Location (plf) (pie Location (plf) Reaction Reaction (ft-lbs.) Support Moment of Moment Moment (ft-lbs.) start
Dead 0 ft. 0 38.4083 4 ft. 0 38.40833 0 153.63 307.2667 @ 0 ft. 409.6889 1229.067 819.3778 307.2667 @ 0 ft.
Live 0 ft. 0 96 4 ft. 0 96 0 384 768 @ 0 ft. 1024 3072 2048 768 @ 0 ft.
Wind 0 ft. 0 -20.666 4 ft. 0 -20.6656 0 -82.66 -165.325 @ 0 ft. -220.433 -661.299 -440.866 -165.325 @ 0 ft.
Dead Load Forces 0 153.63 307.2667 409.6889 1229.067' 819.3778 307.2667
Live Load Forces 0 384 768 1024 3072 2048 768
Wind Load Forces 0 -82.66 -165.325 -220.433 -661.299 -440.866 -165.325
0 537.63 1075.267 1433.689 4301.067 2867.378 1075.267
Typical Joist:
Span = 4' -0" = 4 ft. Tributary Width: Start= 1' - 7 1/5" = 1.6 ft. End= 1' - 7 1/5" = 1.6 ft.
Distributed Start Value End Value Start End Moment Distance from Start Shear End Shear of Moment of Moment Distance from
Load Type Start Location (lbs./ft) End Location Load _ Reaction Reaction (ft-lbs.) start of Moment Moment Moment (ft-lbs.) start
Dead 0 ft. 38.4083 4 ft. 38.40833 76.8167 76.817 76.81667 @ 2 ft. 102.4222 102.4222 128.0278 0 @ 0 ft.
Live 0 ft. 96 4 ft. 96 192 192 192 @ 2 ft. 256 256 320 0 @ 0 ft.
Wind 0 ft. -20.666 4 ft. -20.6656 -41.331 -41.33 -41.3312 @ 2 ft. -55.1083 -55.1083 -68.8853 0 @ 0 ft.
IoIaui1 Perkins Deck Date: 11/27/2006
`Iorth�ves' By: Brett Danielson
16mgineering, Ill uta•. 4723 East Thirteenth Avenue Page: 4 of 12
Tepio Office Center,Green Flag Building
,04)53265Freya nice a site„o-F.SpokaneWAF 99202 Project No.: 2006279 Framing Design
509)532-1532 Voice and Cell.(509)534-0664 Fax
Cantilever Moment at Moment at Start End Moment Distance from Start Shear End Shear o Moment of Moment Distance from
Forces Shear at Start Start(11-lbs) End at End End(ft-ibs) Reaction Reaction (ft-lbs.) start of Moment Moment Moment
(ft-lbs.) start
Dead 153.633333 -307.27 153.6333333 307.2667 153.633 153.63 -307.267 @ 2 ft. -614.533 -614.533 -614.533 -307.267 @ 0 ft.
Live 384 -768 384 768 384 384 -768 @ 2 ft. -1536 -1536 -1536 -768 @ 0 ft.
Wind -82.6624 165.325 -82.6624 -165.325 -82.662 -82.66 165.3248 @ 2 ft. 330.6496 330.6496 330.6496 165.3248 @ 0 ft.
Redundant? Yes Dead Load Forces 230.45 230.45 -230.45 -512.111 ' -512.111 -486.506 -307.267
Live Load Forces 576 576 -576 -1280 -1280 -1216 -768
Wind Load Forces -123.99 -124 123.9936 275.5413 275.5413 261.7643 165.3248
Load Duration Factor= 1.00 Shear, 1.00 Moment 806.45 806.45 -806.45 -1792.11 -1792.11 -1702.51 -1075.27
Distributed Loads: Vary from: 134.408 plf at 0 feet to 134.408 plf at 4 and from 134.408 plf at 0 feet to 134.408 plf at 4 feet
Minimum Depth= 5.5 inches,Weight= 3.208 plf, Maximum Shear, V=454.971 lbs., Maximum Moment, M = 1075.267 ft-lbs
Use 2 x 8 Number 2 Douglas Fir-Larch Joists at 19.2" on center: O.K.
Quantity= 1 , b= 1.5 inches, d= 7.25 inches, CFU= 1 CR= 1.15
A= b(d) = 10.875 in.2 ; S = (b)d2/6 = 13.1406 in.3; I = (b)d3/12 = 47.63477 in.4 CF= 1.2
fv= 1.5RM,x/A= 62.755 psi, fB= M/S = 981.9319857 psi,ATOTAI,= 0.039in. < L/240, ALIVE= 0.028in. < L/480
FB = 875 psi 4- FB' = FB(CF)CR(CD)CFU= 1207.5 psi, E = 1,600,000 psi
Fv= 95 psi 4- Fv' =FV(CD)CH= 95 psi
Left Cantilever: ATOTAL= 0.26in. < L/120 (down) ALIVE= 0.186in. < L/240 (down)
Right Cantilever: &FoTAL= 0.26in. < L/120 (down) ALIVE= 0.186in. < L/240 (down)
Use 2 x 6 Number 1 Douglas Fir-Larch Joists at 12" on center: O.K.
Quantity= 1.6 , b= 1.5 inches, d= 5.5 inches, CFU= 1 CR= 1.15
A= b(d) = 13.2 in.2 ; S = (b)d2/6 = 12.1 in.3; I = (b)d3/12 = 33.275 in.4 CF= 1.3
fv= 1.5RM,ix/A = 51.701 psi, fB = M/S = 1066.380165 psi,ATDTAL= 0.052in. < L/240, ALIVE= 0.037in. < L/480
FB= 1000 psi r- FB' = FB(CF)CR(CD)CFU= 1495 psi, E = 1,700,000 psi
Fv= 95 psi 4- Fv' = Fv(CD)CH= 95 psi
Left Cantilever: ATOTAL= 0.35in. < L/120 (down) ALIVE= 0.25in. > L/240 (down)
Left Cantilever: ATOTAL= 0.35in. < L/120 (down) ALIVE= 0.25in. > L/240 (down)
Use 9 1/2" TJI 110 Joists at 19.2" on center: O.K.
Quantity= 1 Series: 110 TJI , b= 1.75 inches, , 9.5 inches, Weight= 2.3 plf
MALLOWABLE = 2380 x 1 = 2380 ft-lbs, VALLOWABLE= 1220 x 1 = 1220 lbs, EI = 140,000,000 in2lbs
&raTAL = 0.02101 in. < L/ 240 ALIVE= 0.015 in. < L/ 480
Left Cantilever: ATOTAL= 0.142in. < L/120(down) ALIVE= 0.101in. < L/240 (down)
Left Cantilever: ATOTAL= 0.142in. < L/120(down) ALIVE= 0.101in. < L/240 (down)
Use 9 1/2" BCI 400 Joists at 19.2" on center:O.K.
Quantity= 1 Series: 400 BCI , b = 1.5 inches, , 9.5 inches, Weight= 1.8 plf
MALLOWABLE = 2158 x 1 = 2158 ft-lbs, VALLOWABLE= 1375 x 1 = 1375 lbs, EI= 145,000,000 in2lbs
ATOTAL= 0.02029 in. < L/ 240 ALIVE= 0.0145 in. < L/ 480
Left Cantilever: ATOTAL= 0.137in. < L/120(down) ALIVE= 0.098in. < L/240 (down)
Left Cantilever: ATOTAL= 0.137in. < L/120 (down) ALIVE= 0.098in. < L/240 (down) ,
Iisland Perkins Deck Date: 11/27/2006
`Iortlromma By: Brett Danielson
B■egin teri , ■ it. 4723 East Thirteenth Avenue Page: 5 of 12
Tapio Office Center,Green Flag Building
104 South Freya Street,Suite 110-F,Spokane,WA 99202 Project No.: 2006279 Framing Design
(509)532-1532 Voice and Cell,(509)534-0664 Fax
Typical Floor Beam Start Cantilever:
Span = 4' - 0" = 4 ft. Tributary Width: Start=0' - 0" = 0 ft. End = 0' - 0" = 0 ft.
Distributed Start Axial Lateral End Axial Axial Lateral Moment Distance from Tip Shear of Tip Moment Moment of Moment Distance from
Load Type Location (pit) (plf) Location (plt) Lateral(plf) Reaction Reaction (ft-lbs.) Support Moment of Moment Moment (ft-lbs.) start
Dead 0 ft. I 0 14.4141 4 ft. 0 14.41406 0 57.656 115.3125 @ 0 ft. 153.75 461.25 307.5 115.3125 @ 0 ft.
Point Load Distance from Axial Load Lateral Load Moment Axial Lateral Moment Distance from Tip Shear of Tip Moment Moment of Moment Distance from
Type Support (lbs.) (lbs.) (ft-lbs.) Reaction Reaction (ft-lbs.) Support Moment of Moment Moment (ft-lbs.) start
Dead 4 ft. 0 230 0 0 230 921.8 @ 0 ft. 1843.6 4916.267 -4916.27 921.8 @ 0 ft.
Dead 2.4 ft. 0 230 0 0 230 553.08 @ 0 ft. 663.696 2123.827 -1061.91 553.08 @ 0 ft.
Dead 0.8 ft. 0 230 0 0 230 184.36 @ 0 ft. 73.744 275.3109 -39.3301 184.36 @ 0 ft.
Live 4 ft. 0 576 0 0 576 2304 @ 0 ft. 4608 12288 -12288 2304 @ 0 ft.
Live 2.4 ft. 0 576 0 0 576 1382.4 @ 0 ft. 1658.88 5308.416 -2654.21 1382.4 @ 0 ft.
Live 0.8 ft. 0 576 0 0 576 460.8 @ 0 ft. 184.32 688.128 -98.304 460.8 @ 0 ft.
Wind 4 ft. 0 -124 0 0 -124 -495.974 @ 0 ft. -991.949 -2645.2 2645.197 -495.974 @ 0 ft.
Wind 2.4 ft. 0 -124 0 0 -124 -297.585 @ 0 ft. -357.102 -1142.73 571.3625 -297.585 @ 0 ft.
Wind 0.8 ft. 0 -124 0 0 -124 -99.1949 @ 0 ft. -39.678 -148.131 21.16157 -99.1949 @ 0 ft.
Dead Load Forces 0 749.01 1774.553 2734.79 7776.655 -5710.01 1774.553
Live Load Forces 0 1728 4147.2 6451.2 18284.54 -15040.5 4147.2
Wind Load Forces 0 -372 -892.754 -1388.73 -3936.05 3237.721 -892.754
0 2477 5921.753 9185.99 26061.2 -20750.5 5921.753
Typical Floor Beam End Cantilever:
Span = 4' - 0" = 4 ft. Tributary Width: Start= 0' - 0" = 0 ft. End= 0' - 0" = 0 ft.
Distributed Start Axial Lateral End Axial Axial Lateral Moment Distance from Tip Shear of Tip Moment Moment of Moment Distance from
Lateral(plf)
Load Type Location (p10 (pit) Location (plf) Reaction Reaction (ft-lbs.) Support Moment of Moment Moment (ft-lbs.) start
Dead 0 ft. 0 14.4141 4 ft. 0 14.41406 0 57.656 115.3125 @ 0 ft. 153.75 461.25 307.5 115.3125 @ 0 ft.
Point Load Distance from Axial Load Lateral Load Moment Axial Lateral Moment Distance from Tip Shear of Tip Moment Moment of Moment Distance from
Type Support (lbs.) (lbs.) (ft-lbs.) Reaction Reaction (ft-lbs.) Support Moment of Moment Moment (ft-lbs.) start
Dead 4 ft. 0 230 0 0 230 921.8 @ 0 ft. 1843.6 4916.267 -4916.27 921.8 @ 0 ft.
Dead 2.4 ft. 0 230 0 0 230 553.08 @ 0 ft. 663.696 2123.827 -1061.91 553.08 @ 0 ft.
Dead 0.8 ft. 0 230 0 0 230 184.36 @ 0 ft. 73.744 275.3109 -39.3301 184.36 @ 0 ft.
Live 4 ft. 0 576 0 0 576 2304 @ 0 ft. 4608 12288 -12288 2304 @ 0 ft.
Live 2.4 ft. 0 576 0 0 576 1382.4 @ 0 ft. 1658.88 5308.416 -2654.21 1382.4 @ 0 ft.
Live 0.8 ft. 0 576 0 0 576 460.8 @ 0 ft. 184.32 688.128 -98.304 460.8 @ 0 ft.
Wind 4 ft. 0 -124 0 0 -124 -495.974 @ 0 ft. -991.949 -2645.2 2645.197 -495.974 @ 0 ft.
Wind 2.4 ft. 0 -124 0 0 -124 -297.585 @ 0 ft. -357.102 -1142.73 571.3625 -297.585 @ 0 ft.
Wind 0.8 ft. 0 _ -124 0 0 -124 -99.1949_@ 0 ft. -39.678 -148.131 21.16157 -99.1949 @ 0 ft.
Dead Load Forces 0 749.01 1774.553 2734.79 7776.655 -5710.01 1774.553
Live Load Forces 0 1728 4147.2 6451.2 18284.54 -15040.5 4147.2
Wind Load Forces 0 -372 -892.754 -1388.73 -3936.05 3237.721 -892.754
0 2477 5921.753 9185.99 26061.2 -20750.5 5921.753
IWand Perkins Deck Date: 11/27/2006
`Worfhwcsc By: Brett Danielson
Bnginecrinq. Inc. 4723 East Thirteenth Avenue
Tani°office center,Green Flag Building Page: 6 of 12
104 South Freya Street,Suite 110-F,Spokane,WA 99202 g
(509)532-1532 Voice and Cell,(509)534-0884 Fax Project No.: 2006279 Framing Design
Typical Floor Beam:
Span = 8' - 0" = 8 ft. Tributary Width: Start= 0' - 0" = 0 ft. End= 0' - 0" = 0 ft.
Distributed Start Location Start Value End Location End Value Start End Moment Distance from Start Shear End Shear of Moment of Moment Distance from
Load Type (lbs./ft) (lbs./ft) Reaction Reaction (ft-lbs.) start of Moment Moment Moment
(ft-lbs.) start
Dead 0 ft. 14.4141 8 ft. 14.41406 57.6563 57.656 115.3125 @ 4 ft. 307.5 307.5 768.75 0 @ 0 ft.
Cantilever Moment at Moment at Start End Moment Distance from Start Shear End Shear of Moment of Moment Distance from
Shear at Start Shear at End
Forces Start((l-lbs) End(ft-lbs) Reaction Reaction (ft-lbs.) start of Moment Moment Moment (fl-lbs.) start
Dead 749.00625 -1774.6 749.00625 1774.553 749.006 749.01 -1774.55 @ 4 ft. -7098.21 -7098.21 -14196.4 -1774.55 @ 0 ft.
Live 1728 -4147.2 1728 4147.2 1728 1728 -4147.2 @ 4 ft. -16588.8 -16588.8 -33177.6 -4147.2 @ 0 ft.
Wind -371.9808 892.754 -371.9808 -892.754 -371.98 -372 892.7539 @ 4 ft. 3571.016 3571.016 7142.031 892.7539 @ 0 ft.
Point Load First Load First Load Second Load Second Load Start End Moment Distance from Start Shear End Shear of Moment of Moment Distance from
Type Location (lbs.) Location (lbs.) Reaction Reaction (ft-lbs.) start of Moment Moment Moment
(ft-lbs.) start
Dead 0.8 ft. 230 2.4 ft. 230 368.72 92.18 368.72 @ 4 ft. 1297.894 914.4256 2674.449 0 @ 0 ft.
Dead 4 ft. 230 5.6 ft. 230 184.36 276.54 737.44 @ 4 ft. 1592.87 1799.354 4404.975 0 @ 0 ft.
Dead 7.2 ft. 230 8 ft. 0 23.045 207.41 92.18 @ 4 ft. 243.3552 420.3408 727.6075 0 @ 0 ft.
Live 0.8 ft. 576 2.4 ft. 576 921.6 230.4 921.6 @ 4 ft. 3244.032 2285.568 6684.672 0 @ 0 ft.
Live 4 ft. 576 5.6 ft. 576 460.8 691.2 1843.2 @ 4 ft. 3981.312 4497.408 11010.05 0 @ 0 ft.
Live 7.2 ft. 576 8 ft. 0 57.6 518.4 230.4 @ 4 ft. 608.256 1050.624 1818.624 0 @ 0 ft.
Wind 0.8 ft. -124 2.4 ft. -124 -198.39 -49.6 -198.39 @ 4 ft. -698.332 -492.007 -1438.99 0 @ 0 ft.
Wind 4 ft. -124 5.6 ft. -124 -99.195 -148.8 -396.78 @ 4 ft. -857.044 -968.142 -2370.1 0 @ 0 ft.
Wind 7.2 ft. -124 8 ft. 0 -12.399 -111.6 -49.5974 @ 4 ft. -130.937 -226.164 -391.489 0 @ 0 ft.
Redundant? No Dead Load Forces 1382.79 1382.8 -460.9 -3656.59 -3656.59 -5620.64 -1774.55
Live Load Forces 3168 3168 -1152 -8755.2 -8755.2 -13664.3 -4147.2
Wind Load Forces -681.96 -682 247.9872 1884.703 1884.703 2941.459 892.7539
Load Duration Factor= 1.15 Shear, 1.15 Moment 4550.79 4550.8 -1612.9 -12411.8 -12411.8 -19284.9 -5921.75
Distributed Loads: Vary from: 14.414 plf at 0 feet to 14.414 plf at 8 and from 14.414 plf at 0 feet to 14.414 plf at 8 feet
Minimum Depth = 9 inches,Weight= 14.414 plf, Maximum Shear, V= 2434.952 lbs., Maximum Moment, M = 5921.753 ft-lbs
Use 4 x 12 Number 2 Douglas Fir-Larch Beam: O.K.
Quantity= 1 , b= 3.5 inches, d= 11.25 inches, CFU= 1 CR= 1
A= b(d) = 39.375 in.2 ; S = (b)d2/6 = 73.8281 in.3; I = (b)d3/12 = 415.2832 in.4 CF = 1.1
fv= 1.5RM /A= 92.76 psi, fB= M/S = 962.5197714 psi,OTOTAL= 0.05in. < L/240, OLtvE = 0.036in. < L/480
FB= 875 psi FB' = FB(CF)CR(CD)CFU= 1106.9 psi, E= 1,600,000 psi
Fv= 95 psi Cr Fv' =Fv(CD)CH= 109.25 psi
Left Cantilever: LTOTAL= 0.197in. < L/120 (down) ALIVE= 0.03in. < L/240 (up)
Right Cantilever: aroTAL= 0.197in. < L/120 (down) OLIVE= 0.03in. < L/240 (up)
IWand Perkins Deck Date: 11/27/2006
`Idrams'as' By: Brett Danielson
Ensiin rimm. Inc. 4723 East Thirteenth Avenue Page: 7 of 12
Tapio Office Center,Green Flag Building
104 South Freya Street,Suite 110-F,Spokane,WA 99202 Project No.: 2006279 Framing Design
(509)532-1532 Voice and Cell,(509)534-0664 Fax
Use 2 - 2 x 12 Number 1 Douglas Fir-Larch Beam: O.K.
Quantity= 2 , b= 1.5 inches, d = 11.25 inches, CFU= 1 CR= 1
A= b(d) = 33.75 in.2 ; S = (b)d2/6= 63.2813 in.3; I = (b)d3/12 = 355.957 in.4 CF= 1
fv= 1.5RMc/A= 108.22 psi,fB=M/S = 1122.939733 psi,ATOTAL= 0.055in. < L/240, ALIVE= 0.039in. < L/480
FB= 1000 psi FB' =FB(CF)CR(CD)CFU= 1150 psi, E = 1,700,000 psi
Fv= 95 psi® Fv' =Fv(CD)CH= 109.25 psi
Left Cantilever: ATOTAL= 0.216in. < L/120 (down) ALIVE= 0.033in. < L/240 (up)
Right Cantilever: ATOTAL= 0.216in. <L/120 (down) ALIVE= 0.033in. < L/240 (up)
Use 3 1/2" x 11 1/4" 1.3E Timberstrand®LSL: O.K.
Quantity= 1 ,b= 3.5 inches, d= 11.25 inches, Cv = (12/d)°'092 = 1
A=b(d) = 39.375 in.2 ; S = (b)d2/6= 73.8281 in.3; I = (b)d3/12 = 415.2832 in.4
fv= 1.5(RM,ix-wd)/A= 92.76 psi,fB= M/S = 962.52 psi
ATOTAL= 0.06173 in. < L / 240 ALIVE= 0.0437 in. < L/ 480
FB= 1700 x 1.15 x 1 = 1955 psi, E = 1,300,000 psi
Fci i = 1400 psi FPERP= 650 psi Fv= 285 x 1.2 = 327.75 psi
Left Cantilever: ATOTAL= 0.242in. < L/120 (down) ALIVE= 0.037in. < L/240 (up)
Right Cantilever: ATOTAL= 0.242in. < L/120 (down) ALIVE= 0.037in. < L/240 (up)
Use 3 1/8" x 9" 24F-V8, DF/DF Glu-Lam:O.K.
Quantity= 1 Cv= 0.96 (12/d)°1(5.125/b)°1(21/L)°'1<_1.0 = 1
b= 3.125 inches, d= 9 inches,A=b(d) = 28.125 in.2 ; S = (b)d2/6 = 42.1875 in.3
I = (b)d3/12 = 189.84 in.4 fv= 1.5(RM, -wd)/A= 129.8640802 psi, fB= M/S = 1684.41 psi
ALIVE= 0.0691 in. < L/ 480 (Camber= None )
FB= 2400 x 1.15 x 1 = 2760 psi, E = 1,800,000 psi
Fci i = 1600 psi FT= 1100 psi Fv= 165 x 1.2 = 189.75 psi
Left Cantilever: ATOTAL= 0.383in. < L/120 (down) ALIVE= 0.058in. < L/240 (up)
Right Cantilever: ATOTAL= 0.383in. < L/120 (down) ALIVE= 0.058in. < L/240 (up)
Use 5 1/8"x 9" 24F-V8, DF/DF Glu-Lam:O.K.
Quantity= 1 Cv= 0.96 (12/d)°•1(5.125/b)°'1(21/L)°'1<_1.0 = 1
b = 5.125 inches,d= 9 inches, A=b(d) = 46.125 in.2 ; S = (b)d2/6= 69.1875 in.3
I = (b)d3/12 = 311.34 in.4 fv= 1.5(RMAx-wd)/A= 79.18541474 psi, fB= M/S = 1027.079 psi
ALIVE = 0.04213 in. < L/ 480 (Camber= None )
FB= 2400 x 1.15 x 1 = 2760 psi, E = 1,800,000 psi
Fci i = 1600 psi FT= 1100 psi Fv= 165 x 1.2 = 189.75 psi
Left Cantilever: ATOTAL= 0.233in. < L/120 (down) ALIVE= 0.035in. < L/240 (up)
Right Cantilever: ATOTAL= 0.233in. < L/120 (down) ALIVE= 0.035in. < L/240 (up)
Iviand Perkins Deck Date: 11/27/2006
`\orslowest By: Brett Danielson
Busiineeriay, Inc. 4723 East Thirteenth Avenue
Tepio Office Center,Green Flag Building Page: 8 of 12
104)532 532a Street,Suite 10-9,Spokane,Fax
99202 Project 2006279 Framing Design
509)532-1532 Voice and Cell,(509)534-0864 Fax No.:
Use 1 3/4" x 11 1/4" 1.9E Microllam®LVL: O.K.
Quantity= 1 , b = 1.75 inches, d= 11.25 inches, Cv= (12/d)°"36 = 1
A=b(d) = 19.6875 in.2 ; S = (b)d2/6 = 36.9140625 in.3; I = (b)d3/12 = 207.6416016 in.4
fv= 1.5(RM,ix-cod)/A= 185.52 psi, fB =M/S= 1925.04 psi
ATOTAL= 0.08447 in. < L/ 240 ALIVE= 0.0598 in. < L/ 480
FB = 2600 x 1.15 x 1 = 2990 psi, E = 1,900,000 psi
Fci( = 2310 psi FPERP= 750 psi Fv= 285 x 1.2 = 327.75 psi
Left Cantilever: ATOTAL= 0.332in. < L/120 (down) ALIVE= 0.05in. < L/240 (up)
Right Cantilever: ATOTAL= 0.332in. < L/120 (down) ALIVE= 0.05in. < L/240 (up)
Use 3 1/2" x 9 1/4" 2800 Fb DF Versa-Lam or 2.0E Parallam®PSL: O.K.
Quantity= 1 , b= 3.5 inches, d= 9.25 inches, Cv= (12/d)°'111 = 1
A=b(d) = 32.375 in.2 ; S = (b)d2/6 = 49.91145833 in.3; I = (b)d3/12 = 230.8404948 in.4
fv= 1.5(RMAx-cod)/A= 112.82 psi,fB=M/S= 1423.74 psi
ATOTAL= 0.07218 in. < L/ 240 ALIVE= 0.0511 in. < L/ 480
FB = 2800 x 1.15 x 1 = 3220 psi, E = 2,000,000 psi
Fci i = 2900 psi FPERP= 650 psi Fv= 285 x 1.2 = 327.75 psi
Left Cantilever: ATOTAL= 0.283in. < L/120 (down) ALIVE= 0.043in. < L/240 (up)
Right Cantilever: ATOTAL= 0.283in. < L/120 (down) ALIVE= 0.043in. < L/240 (up)
Main Story Column:
Span= 10' - 0" = 10 ft. Tributary Width: Start=0' - 3 1/2" = 0.2917 ft. End= 0' - 3 1/2" = 0.2917 ft.
Distributed Start Axial Lateral End Axial Lateral Start End End Axial Moment Start Shear End Shear of Moment of Moment Distance from
Load Type Location (plf) (lbs./ft) Location (plf) (lbs./ft) Reaction Reaction (ft-lbs.) C of Moment Moment Moment (ft-lbs.) start
Dead 0 ft. 6.5 0 10 ft. 6.55 0 0 0 65.46094 0 5 0 0 0 0 @ 5 ft.
Wind 0 ft. 0 -4.1125 10 ft. 0 -4.1125 -20.563 -20.56 0 -51.41 5 -171.354 -171.354 -535.482 -51.4063 @ 5 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.) LocationEnd Axial (cr
YP (lbs.) Reaction Reaction (ft-lbs.) -' of Moment Moment Moment
(ft-lbs.) start
Dead 0 ft. 0 0 ft. 1383 0 0 1383 0 5 0 0 0 0 @ 5 ft.
Live 0 ft. 0 0 ft. 3168 0 0 3168 0 5 0 0 0 0 @ 5 ft.
Wind 0 ft. 0 0 ft. -682 0 0 -682 0 5 0 0 0 0 @ 5 ft.
Redundant? No Dead Load Forces 0 0 1448.248 0 0 0 0 0
Live Load Forces 0 0 3168 0 0 0 0 0
Wind Load Forces -20.563 -20.56 -681.965 -51.41 -171.354 -171.354 -535.482 -51.4063
Load Duration Factor= 1.33 Shear, 1.15 Axial, 1.33 Moment -20.563 -20.56 4616.248 -51.41 -119.948 -119.948 -374.837 -51.4063
Distributed Loads: Vary from: -4.113 plf at 0 feet to-4.113 plf at 10 and from -4.113 plf at 0 feet to -4.113 plf at 10 feet
Minimum Depth = 3.5 inches, Weight=6.546 plf, Maximum Shear, V=-19.363 lbs., Maximum Moment, M = 51.406 ft-lbs
Transverse Support Spacing= 10' - 0" = 10 ft. Transverse Buckling Factor= 1 Major Buckling Factor= 1
Iinland Perkins Deck Date: 11/27/2006
`\orthwc%t By: Brett Danielson •
iBnyincerinq. Inc. 4723 East Thirteenth Avenue Page: 9 of 12
Tapio Office Center,Green Flag Building
104 South Freya Street,Suite 110-F,Spokane,WA 99202 Project No.: 2006279 Framing Design
(509)532-1532 Voice and Cell,(509)534-0664 Fax
Use 4 x 6 Number 2 Douglas Fir-Larch Beam: O.K.
Quantity= 1 ,b= 3.5 inches, d= 5.5 inches, CR= 1 CF= 1.3 CFUI = 1 CFU2 = 1.05
A= b(d) = 19.25 in.2 ; S = (b)d2/6= 17.6458 in.3; II = (b)d3/12 = 48.52604 in.4; S2 = 11.22917 in.3; I2 = 19.65104 in.4
fV= 1.5RMAx/A= -1.509 psi, fsi = M/S = 34.95867769 psi, ATOTAL= -0.008in. < L/240, ALIVE= -0.008in. < L/240
FB = 875 psi FBI' =FB(CF)CR(CD)CFUI = 1516.7 psi, FB2' = FB(CF)CR(CD)CFU2 = 1592.5 psi c' = 0.8
FV= 95 psi-' Fv' =FV(CD)CH= 126.667 psi, E = 1,600,000 psi, Fci i = 1300 psi
LUi/d = 22 Lu2/d= 34.3 KcEi = 0.3 KcE2 = 0.3 FcE1 = 1008.3 psi, FcE2 = 408.3333 psi
Fc' = Fc(CF)CD[(1+(FcEmin/(Fc(CF)CD))/20-[(1+(FcEmin/(Fc(CF)CD))/2c')2-(FcEmin/(Fc(CF)CD))/c'j1/2] = 388.8783 psi,fc = 239.8051 psi
Rbi = 10 KbEI = 0.44 FbEI = 7069.17 psi, Fc= 391.84 psi, [fc/Fc'12+6/(FBI'(1-(fc/FcEi)))+fs2/(FB2'(1-(fc/FcE2)-(fsl/FbEI)) = 0.40259965
Use 3 1/8"x 5 1/8" 24F-V3, DF/DF Glu-Lam: O.K.
Quantity= 1 Cv= 0.96 (12/d)°•1(5.125/b)°1(21/L)°'1<_1.0 = 1 c' = 0.9
b= 3.125 inches,d = 5.125 inches,A=b(d) = 16.01563 in.2 ; Si = (b)d2/6= 13.68001 in.3
I1 = (b)d3/12 = 35.055in4; S2 = (d)b2/6= 8.34147 in3; I2 = (d)b3/12 = 13.034 in.4
fV= 1.5(RMAx-cud)/A= -1.814 psi, fBi = M/S = 45.0932 psi, fs2 = M/S = 0 psi
ALIVE= -0.0103 in. < L/ 240 (Camber= None )
FB1 = 2400 x 1.333 x 1 = 3200 psi, E = 1,800,000 psi
Fci i = 1600 psi, FT= 1150 psi,FVi = 165 x 1.333333 = 220 psi
FB2 = 1500 x 1.333 x 1 = 2000 psi, FV2 = 145 x 1.333333 = 193.3333 psi
LUi/d= 23 LU2/d = 38.4 KcEi = 0.418 KcE2 = 0.418 F0Ei = 1372.4 psi, FcE2 = 510.2539 psi
Fc' = Fc(CD)[(1+(FcEmin/(Fc(CD)))/20-[(1+(FeEmin/(Fc(CD)))/2c')2-(FcEmin/(Fc(CD)))/c']1/21 = 492.2731 psi,fc= 288.234 psi
Rbi = 11 KbEi = 0.61 FbE1 = 9460.126 psi, Fc= 495.28 psi, [fc/Fc']2+fal/(FBI'(1-(fc/FcEi)))+fs2/(Fs2'(1-(fc/FcE2)-(fBl/FbEI)) = 0.35540757
Use 3 1/2"x 3 1/2" 1.8E Parallam®PSL:O.K.
Quantity= 1 , b= 3.5 inches, d= 3.5 inches, Cv= (12/d)°'11 = 1 CV2 = (12/b)°'111 = 1
A= b(d) = 12.25 in.2 ; S = (b)d2/6= 7.14583 in.3; I1 = (b)d3/12 = 12.50521 in.4; S2 = (d)b2/6 = 7.145833 in.3
I2 = (d)b3/12 = 12.505 in.4; V= 1.5(RMAx-cud)/A= -2.371 psi, fB1 = M/S = 86.3265 psi, fB2 = M/S = 0 psi
ATOTAL= -0.0288 in. < L/ 240 ALIVE= -0.029 in. < L/ 240 c' = 0.9
Fs= 2400 x 1.333 x 1 = 3200 psi, E= 1,800,000 psi, FB2 = 3200 psi
Fci i = 2500 psi FPERP= 650 psi FV= 290 x 1.3 = 386.6667 psi
LU1/d= 34 Lu2/d= 34.3 KcEi = 0.418 KcE2 = 0.418 FcEi = 640.06 psi, FcE2 = 640.0625 psi
Fc' = I'c(CD)[(1+(FcEmin/(Fc(CD)))/2c')-[(1+(FcEmin/(Fc(CD)))/Zc')2-(1'cEmin/(F'c(CD)))/c']1/2] = 622.8379 psi,fc= 376.8366 psi
Rbi = 7.9 KbE1 = 0.61 FbEI = 17376.36 psi, Fc= 625.61 psi, [fc/Fc')2+fBi/(Fsl'(1-(fc/FcE1)))+fs2/(Fs2'(1-(fc/FcE2)-(fs1/FbEI)) = 0.4111366
Use: TS3x3x3/16 O.K.: (S = 1.73 in3, I= 2.6 in4)
FY= 46 ksi; Compression flange braced at: 10 ft. > 1.4007 "rT= 80 ;Cb= 1
®' FED(= Fy(2/3-Fy(l/rT)2/1530x103Cb) = 29.0872 ksi; fsx= 0.356232 ksi, FBY= 0.60 Fy= 36.8 ksi;f88= 0 ksi
ATOTAL= -0.0086 in. < L/ 240 ALIVE= -0.009 in. < L/ 240 E= 29,000 ksi
Cc= 112 (Klu/r)x= 103.3 (Klc/r)y= 102.788 �' FA= [1-(Kl/r)2/2Cc2]Fy/[5/3+3K1/r/8Cc-(K1/r)3/8Cc3j = 13.73032 ksi
fA= 2.39961 ksi F'Ex= 14.00216 ksi, FEy= 14.134 ksi, CMx= 1 , CMY= 1
fa/Fa+Cmx(fbx)/(1-fa/F'ex)*Fbx+Cmy(fby)/(1-fa/F'ey)*Fby= 0.189547
Maud Date:Deck Date: 11/27/2006
`\Nrtb s'c rct By: Brett Danielson
B�ai■■�'■''■■■�+ l■■■. 4723 East Thirteenth Avenue Page: 10 of 12
Tapio Office Center,Green Flag Building
104 South Freya Street,Suite 110-F,Spokane,WA 99202 Lateral Forces
(509)532-1532 Voice and Cell,(509)534-0664 Fax Project No.: 2006279
Longitudinal Wind Direction:
Location Cantilevers Deck
Portion Length, ft. 4 4
Direction Tributary Height Tributary Height
End Zone Roof 0 0 + 0 0 + 0
End Zone Wall 11.5 0.521 + 0 0.521 + 0
Interior Zone Roof 0 0 + 0 0 + 0
Interior Zone Wall 7.6 0.521 + 0 0.521 + 0
Total Wind Load = 5.99 , 3.958 5.99 , 3.958
Total Seismic Load = 62.30 plf 62.30 plf
Wall Identification: Posts
Wind Reactions: 37.9688 lbs.
Seismic Reactions: 386.253 lbs.
Total Length: 8 feet
Sum of Openings: 7 feet
Net Length: 1 feet
Wind Shear: 37.97 plf
Seismic Shear: 386.25 plf
Sheathing Type: 3/8" Plywood or
OSB
Panel Edge Nailing: 8d Common @ 4"
o.c.
Overall Height: 10.5208 feet
Portion Length: 0.5 feet
Portion Height: 7 feet
Portion Overturning: 483 ft-lbs
Jamb Development Force: 1931 lbs.
Jamb Development Shear: 548.53 plf
8d Common @ 4"
Panel Edge Nailing: o.c. Both Sides
OR
Hardware Type: HD2A with 2 2x
Studs
Overall Overturning: 2903 ft-lbs
Tributary Floor Width: 6 feet
Dead Load Resistance: 4609 ft-lbs
Net Moment at Base: 0 ft-lbs
Hardware Force: 0 lbs.
HD2A with 2-2x
Hardware Type: Studs
snIaudPerkins Deck Date: 11/27/2006
`�q■'t`livlgf By: Brett Danielson
B.giumeeriuq, One. 4723 East Thirteenth Avenue Page: 11 of 12
Tapio Office Center,Green Flag Building
104 South Freya Street,Suite 110-F,Spokane,WA 99202
(509)532-1532 Voice and Cell,(509)534-0664 Fax Project No.: 2006279 Lateral Forces
Transverse Wind Direction:
Location Cantilevers Deck
Portion Length, ft. 4 8
Direction Tributary Height Tributary Height
End Zone Roof 0 0 + 0 0 + 0
End Zone Wall 11.5 0.521 + 0 0.521 + 0
Interior Zone Roof 0 0 + 0 0 + 0
Interior Zone Wall 7.6 0.521 + 0 0.521 + 0
Total Wind Load = 5.99 , 3.958 5.99 , 3.958
Total Seismic Load = 46.72 plf 46.72 plf
Wall Identification: Posts
Wind Reactions: 45.8854 lbs.
Seismic Reactions: 392.483 lbs.
Total Length: 4.5 feet
Sum of Openings: 3.5 feet
Net Length: 1 feet
Wind Shear: 45.89 plf
Seismic Shear: 392.48 plf
Sheathing Type:
3/8" Plywood or
OSB
Panel Edge Nailing: 8d Common @ 4"
o.c.
Overall Height: 10.5208 feet
Portion Length: 0.5 feet
Portion Height: 7 feet
Portion Overturning: 491 ft-lbs
Jamb Development Force: 1962 lbs.
Jamb Development Shear: 557.37 plf
8d Common @ 4"
Panel Edge Nailing: o.c. Both Sides
OR
Hardware Type: HD2A with 2 2x
Studs
Overall Overturning: 2949 ft-lbs
Tributary Floor Width: 6 feet
Dead Load Resistance: 1458 ft-lbs
Net Moment at Base: 1977 ft-lbs
Hardware Force: 465 lbs.
HD2A with 2-2x
Hardware Type: Studs
Mdamid Perkins Deck Date: 11/27/2006
`.rt`wcsrt By: Brett Danielson
Bnginlx`rinq, One- 4723 East Thirteenth Avenue Page: 12 of 12
Tapio Office Center,Green Flag Building
104 South Freya Street,Suite 110-F,Spokane,WA 99202 Foundation Design
532-1532 Voice and Cell,(509)534-0664 Fax Project No.: 2006279
Column Footings:
Axial Column Force, PCOLUMN = 4616.248 lbs. Dead Load = 1448 lbs. Uplift = -682 lbs.
Required Width, byru = (PcoLUMN/QALLowABLE)1/2 = ( 4616 / 1500 ) 1"2= 1.754 feet
Use: 1.83 ft. x 1.83 ft. x 6 inch deep footing at 24 inches below grade
with bottom reinforcing at 3.5 inch cover O.K.
Maximum Design Moment, Mu = 1.4 PCOLUMN/8 = 807.8435 ft.lbs. per foot of width
Strength-reduction factor, 4 = 0.9 (Section 1909.3.2)
Use: # 4 reinforcing c ABS = 0.2 sq. in. = 0.218 sq. in./ft. dBAR = 0.5 in.
d = 6 - 3.5 - 0.5 / 2 = 2.25 in., Bar spacing, b = 11 in.
a = ABARfy/0.85f cb = 0.2 x 60000 /( 0.85 x 2500 x 11 ) = 0.513 in.
Factored Nominal Moment Capacity, (1)MN = (1)(ABj)fy(12)[d - a/2]/b
= 0.9 x 0.2 x 60000 x 12 x ( 2.25 - 0.513 / 2 ) / 11
= 23484.88 inch-lbs. = 1957.073 ft.lbs. per foot of width O.K.
Mimimum Area of Bottom Reinforcing, AMIN = 4/3(12ABAR/b)MU/CMN (Section 1910.5.2)
= 1.333 x 0.218 x 807.8 / 1957.073 = 0.1201 square inches per foot of width
diiiiii. u�
GENERAL STRUCTURAL NOTES
GENERAL. THE STRUCTURAL CONTRACT DRAWINGS AND SPECIFICATIONS REPRESENT THE FINISHED STRUCTURE. THEY DO NOT INDICATE THE METHOD OF CONSTRUCTION. IT IS THE CONTRACTOR'S RESPONSIBILITY TO DESIGN, ERECT AND
INSPECT TEMPORARY SHORES, BRACES, ETCETERA 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. WORKMANSHIP AND MATERIALS SHALL COMPLY WITH THE LATEST ""1
EDITIONS OF THE INTERNATIONAL BUILDING CODE AND TESTING STANDARDS. NOTES AND DETAILS ON THE DRAWINGS TAKE PRECEDENCE OVER THE GENERAL STRUCTURAL NOTES AND TYPICAL DETAILS.
CODE, 2003 EDITION OF THE INTERNATIONAL BUILDING CODE, 10.'81,!.151 R.
DESIGN LOADS, ROOF SNOW LOAD = 0.02 PSF NORMALIZED GROUND SNOW (MINIMUM BASE ELEVATION = 1900 FEET, EXPOSURE FACTOR, Ce = 1.0, THERMAL FACTOR = 1.0, ROOF LOAD CONVERSION FACTOR = 0.7). MAXIMUM FLOOR DEAD LOAD = o ill
24 PSF. FLOOR LIVE LOAD = 60 PSF. WIND, BASIC WIND SPEED = 85 MPH THREE SECOND GUST, EXPOSURE 'B'; IMPORTANCE FACTOR 1.0. SEISMIC. 32%g AT 0.2 SECOND, 9%g AT 1.0 SECOND SPECTRAL RESPONSE; SITE CLASS Di SEISMIC ,'` Cj• _'1i(, ;
USE GROUP I, V = 0.75 KIPS. �_�
FOUNDATION, ALLOWABLE SOIL BEARING PRESSURE 1500 PSF PER IBC TABLE 1804.2 SOIL CLASSIFICATION 3, 4 OR 5 (GW, GP, SW, SP, SM, SC, GM OR GC) SANDY GRAVEL, GRAVEL, SAND, SILTY SAND, CLAYEY SAND, SILTY GRAVEL OR �Qi WASj, '-'‘,4/. ry `
CLAYEY GRAVEL SOILS. BEAR ALL FOOTINGS ON INORGANIC, UNDISTURBED SOIL OR CLASSIFICATION 3 OR 4 (GW, GP OR SW) SANDY GRAVEL, GRAVEL OR SAND STRUCTURAL FILL COMPACTED TO 957. MODIFIED PROCTOR DENSITY.
ALL EXCAVATIONS SHALL BE PROPERLY BACKFILLED. 'r a
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.' SUBMIT L. b
MIX DESIGNS FOR EACH CLASS OF 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, EXCEPT THAT SLABS ON GRADE NEED BE VIBRATED ONLY AROUND UNDER-FLOOR DUCTS, ETCETERA, '"*
MINIMUM CONCRETE MIX DESIGN REQUIREMENTS SHALL BE AS FOLLOWS. FOOTINGS. MINIMUM CEMENT CONTENT = 5 SACKS/CY, 28 DAY STRENGTH, F'c = 2500 PSI, MAXIMUM AGGREGATE SIZE = 1 1/2', AIR ENTRAINMENT = 5-7X, MAXIMUM ,,' .` +it i
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. :., fqll_+ 3
CLEAR CONCRETE COVERAGE (APPLIES 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 • 29013 , ,
EARTH OR WEATHER = 1 1/2'. R .g
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. SIONAL
SUPPORT SLAB REINFORCEMENT WITH CONCRETE BLOCKS OR SUPPORT CHAIRS AT 2'-0' ON CENTER MAXIMUM IN EACH DIRECTION FOR WELDED WIRE FABRIC OR 4'-0' ON CENTER MAXIMUM FOR DEFORMED BARS. REINFORCING SHALL NOT BE •
SUPPORTED BY STAKES DRIVEN INTO THE GROUND. 1
TYPICAL REINFORCING. SPACING SHOWN FOR REINFORCING BARS ARE MAXIMUM ON CENTERS. PROVIDE HOOKED DOWELS IN FOOTINGS TO MATCH VERTICAL REINFORCING. IfXFINES 5 23 0
BOLTS, ALL BOLTS, ANCHOR BOLTS, EXPANSION BOLTS, ETCETERA SHALL BE INSTALLED WITH STEEL WASHERS. SIMPSON AND HILTI BOLTS AND ANCHORS MAY BE SUBSTITUTED WITH AN APPROVED ICC RATED PRODUCT, i I
WOOD, GENERAL. DO NOT NOTCH OR DRILL JOISTS, BEAMS OR LOAD BEARING STUDS WITHOUT PRIOR APPROVAL OF THE DESIGNER. ALL NAILING NOT NOTED SHALL BE IN ACCORDANCE WITH TABLE 2304.9.1 OF THE LATEST EDITION OF THE
INTERNATIONAL BUILDING CODE. ALL FRAMING ANCHORS AND CONNECTORS SHALL BE AS MANUFACTURED BY SIMPSON COMPANY OR OTHER APPROVED EQUAL WITH ICC CERTIFICATION. ALL NAIL HOLES IN FRAMING ANCHORS AND CONNECTORS
SHALL BE FILLED WITH NAILS PER MANUFACTURERS PUBLISHED NAIL SIZES.
FRAMING LUMBER, ALL JOISTS AND BEAMS CONSISTING OF 2X, 3X OR 4X MEMBERS -- NUMBER TWO DOUGLAS FIR-LARCH, BASIC Fb = 875 PSI, Fv = 95 PSI, E = 1,600,000 PSI, Fc// = 1300 PSI; ALL JOISTS, BEAMS AND LEDGERS
CONSISTING OF 6X OR LARGER MEMBERS -- NUMBER ONE HEM-FIR TIMBER, BASIC Fb = 1050 PSI, Fv = 70 PSI, E = 1,300,000 PSI, Fc// = 775 PSI. No. Revision/Issue Date
FRAMING LUMBER SHALL COMPLY WITH THE LATEST EDITION OF THE GRADING RULES OF THE WESTERN WOOD PRODUCTS ASSOCIATION OR THE WEST COAST LUMBER INSPECTIONS BUREAU. MOISTURE CONTENT SHALL NOT EXCEED 19%, ALL f
SAWN LUMBER SHALL BE STAMPED WITH THE GRADE MARK OF AN APPROVED GRADING AGENCY. Face Mount
GLUE-LAMINATED MEMBERS, SIMPLE SPAN BEAMS - DF/DF 24F-V3 OR 24F-V4, BASIC Fb = 2400 PSI, Fv = 165 PSI, E = 1,800,000 PSI, Fc// = 1650 PSI. Top Flange Hanger,
ALL BEAMS SHALL BE FABRICATED USING WATERPROOF GLUE. FABRICATION AND HANDLING PER LATEST AITC STANDARDS. BEAMS TO BEAR AITC STAMP AND CERTIFICATE AND GRADE STAMP. Hanger, See Plan,
Structural Note Schedules See Plan •u�Oi liPfhNIaMt
Locate all perimeter footings at least 2'-0" below finished ; ce
i exterior grade. Locate top of interior footings directly Top Flange FaHanger Mountot
III`BMpiuetiariNQ, Uiir
Hanger Welded
below slab or combine with slab monlythicaUy unless noted Ledger, Tap*o1Rce Center,Green Flap Buidinp g See Plan. 4104 South Freya Street Suie 110-F.Spokane.WA 99202
otherwise, to Beam Flange, ��
See Plan p Ledger Bearing on 8' 1532-1532 Voice and Cell,(509)531-0584 Fax
(Cl
Fl 1'-10'xl'-10'x6' Deep concrete footing reinforced with 10ru Hotton Flange
h 2-#4 bottom bars each way. Where required provide Shear Tab Fastened to Beam
® 1'-0'x1'-O' or 1'-0' round pier reinforced with 4-#5 vertical Where Beam with 1/2•m A307 GENERAL NOTES
C1 bars and #3 closed square ties at 3' on center three Located One Bolts at 4' o' on
(B1) Side Only�„ center unless0® ® spaces at top and 9' on center over remaining height, See PIaR ' Hated, FOUNDATION,J1 2x8 Number Two Douglas Flr-Larch, 9 1/2' TJI 110 or 9 Shear Tab
cm
• L _ 1/2' BCI 400 Joists at 1'-7,2' on center or 2x6 Number One .Where Beams FRAMING AND
® "` ® Douglas Fir-Larch Joists at 1'-0' on center fastened with - Located Both
", Simpson LSU26, LUS26, LSSUI25 or IUT9 with web stiffeners at Sides, See Plan ; DETAILS
I-Joists to flush framing or Simpson VPA2, VPA25, H5 or 3-8d Of � �w FLUSH
(11) common or sinker toenails to bearing supports, Provide solid 2 RT (N-�
blocking In alternate spaces at bearing supports fastened q PERKINS DEC K
• ! Fl to support with 4-12d common or sinker toenails or Simpson
® A35, Web stiffeners must be glued and nails to each side of Pier As Required.
�■ �B \ ® �� I-Joist webs where required. Width, Per Plan
1/ 1 iii Bl 4x12 Number Two Douglas Fir-Larch, 2-2x12 Number One Finished
.2 K. — Douglas Fir-Larch, 3 1/2'xll 1/4' 1,3E Timberstrand LSL, 3 Grade Typical Slab 4723 East
�� 11 1/8'x9' 24F-V8 DF/DF Glu-Lam, 1 3/4'xll 1/4' 1.9E Microllam /-On Grade, See Thirteenth
'I LVL or 3 1/2'x9 1/4' 2800 Fb DF Versa-Lam or 2.0E Parallam Plan
S1 PSL Beam, Fasten with Simpson CJT4, HUC410Max, HUC210-2Max o c IR Pier Retnforking, Avenue,
or HU9Max to flush framing or LPC4, LPC6, CCQ44SDS2,5, £ c.c Spokane Valley,
CCQ46SDS2,5, CCQ3-4SDS2,5 or CCQ3-6SDS2,5 at bearing S SeFooltnsupports, +o' o e a, Reinforcing, Washington
g
4 8 4 Cl 6x6 Number One Hem-Fir Timber, 3 1/8'x5 1/8' 24F-V8 a See Plan
DF/DF Glu-Lam or 3 1/2'x3 1/2' 1.8E Parallam PSL Post.
Fasten to foundation with Simpson CBSQ46-SDS2, ABU46, P„ , s,,,,,
CBSQ66-SDS2 or ABU66. c
Deck elevation = 12'-0'j 51 4x6 Number Two Douglas Fir-Larch, 6x6 Number One Footing s o 2006279
maximum above lowest Hem-Fir Timber, 3 1/8'x5 1/8. 24F-V8 DF/DF Glu-Lam or 3 Width, aa- oo. ;� 1
finished grade at piers. 1/2'x5 1/4' 1.8E Parallam PSL Strut sloped from beam 4'-0' See Plan aa November 27, 2006 11
North away from post to post face 4'-0' below beam. Fasten to
top
splice
intersection
strut
► ; 1/2' = 1' - 0'
\\Q FEIUNDATI0N/FRAMING PLAN and post
with Simpson
both sides, LSTA12
bothsidesLSSU41CJT3 orHUC6sloped 45 degrees.
1
,
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ti
PLANNING DEPT. APPROVED
DATE: IiI / 06-i
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I I -I I DECKS: Ledger board requires 1/"lag bolt L16"o.c.with
I I flashing behind. Guardrail 36 in.high required if floor more than
30 in. above grade.Picket spacing no more than 4 in.apart.Posts
I I 1-1P-r- I /B01 require approved base and beam connectors.Min.24 in.frost
IA I protection to finish grade with min. 12 in.footing base.
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ROOF TRUSSES, BEAMS AND
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INSPEC1-1(_,FIS
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THIS BUILDING SUBJECT
TO FIELD INSPECTION CORRECTIONS
SrjoAlb
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REVIEWED FOR CODE COMPUANCE
SPOKANE VALLE',"BUIING 01 ISION
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