HomeMy WebLinkAbout612 Georgiana St Technical - Building
TECHNICAL
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Residential Remodel
Structural Design
for
Glenn & Tracy Lassus
612 Georgiana Street
Port Angeles, WA 98362
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4 SEASONS ENGINEERING, INC.
619 SOUTH CHASE STREET
PORT ANGELES, WA 98362
fill.
4SEASONS
ENGINEERING, INC
(360) 452-3023. Fax (360) 452-3047
619 S. Chase Street. Port Angeles, WA 98362
April 4, 2006
Jim Lierly
City of Port Angeles Building Official
321 East Fifth Street
Port Angeles, WA 98362
Subject:
Scope of Engineering for:
Structural Design
Glenn & Tracy Lassus
612 Georgiana Street
Port Angeles, WA 98362
Enclosed is the structural design of the Residential Remodel for Glenn & Tracy
Lassus.
At this time, portions of this structure that have been reviewed by the engineer
include:
1. Lateral Forces
2. Beams and Headers
3. Foundation
Please give me a call if you need any additional information.
Sincerely
C:=>6~~",Or~~_
Donna J. pe~en P.E.
Structural Design
Glenn & Tracy Lassus
612 Georgiana Street
Port Angeles, WA 98362
DESIGN CRITERIA
DESIGN STRESSES
LIVE LOAD = 40 PSF (FLOOR)
DEAD LOAD = 10 PSF (FLOOR)
DEAD LOAD = 10 PSF (ROOF)
DEAD LOAD = 7 PSF (CEILING)
DOUGLAS FIR/LARCH #2- 2 & 4 X
Fb= 900 PSI
Fv= 95 PSI
E= 1.6 (10t PSI
DOUGLAS FIR/LARCH #1- 2 & 4 X
Fb= 1200 PSI
Fv= 95 PSI
E= 1.8 (10)6 PSI
ELEVATION LESS THAN 625 FT
SNOW LOAD GROUND= 25 PSF
SNOW ROOF = 25 PSF
EXPOSURE D
HEM FIR #2- 2 & 4 X
Fb = 850 PSI
Fv= 75 PSI
E= 1.3 (10)6 PSI
GLU-LAM BEAMS 24F-V4
Fb= 2400 PSI (T) BOTTOM
Fb= 1850 PSI (T) TOP
Fv= 165 PSI
E= 1.8 (10)6 PSI
3 SEC GUST, V3S = 100 MPH
SEISMIC SPECTRAL ACCELERATION
Ss=1.50, S1 =.60
SEISMIC SITE CLASS D
SEISMIC USE GROUP I
SOIL BEARING = 1500 PSF
REFERENCES
(1) INTERNATIONAL BUILDING CODE 2003
(2) INTERNATIONAL RESIDENTIAL CODE 2003
(3) TIMBER CONSTRUCTION MANUAL 3RD ED by AITC
(4) CONNECTORS FOR WOOD CONSTRUCTION by SIMPSON STRONG-TIE
(5) WESTERN WOODS USE BOOK by WESTERN WOOD PRODUCTS ASSOCIATION MAY 1996
(6) NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION 1997
(7) ROSBORO-APA WOODCAD, VERSION 1.1 by ROSBORO GLULAM RESOURCES 2000
(8) RISA-2D RAPID INTERACTIVE STRUCTURAL ANALYSIS - 2-DIMENSIONAL VERSION 5.5
2001
3
General Notes
1. Ground snow load = 25 PSF, roof snow load = 25 PSF
2. Maximum soil bearing capacity = 1500 PSF
3. Seismic Zone 02.
4. Wind, VFM = 80 MPH, 3 second gust, V3S = 100 MPH, Exposure "0".
5. Notations on drawing relating to framing clips, joist hangers and other connecting devices refer to catalog numbers of
connectors manufactured by the Simpson Strong-Tie Company, San Leandro, CA. Equivalent devices by other
manufacturers may be substituted, provided they have ICBO approval for equal load capacities.
6. Roof Trusses: Trusses shall be designed by the manufacturer and design calculations shall be submitted for approval
prior to fabrication. Each wood truss shall carry a grading stamp. Top chord members shall be sized to accommodate
roof snow load and appropriate snow drifts as noted in the IBC. No field modification of trusses will be allowed without
the engineer's approval. Live load truss deflection shall be limited to U360. Total load deflection will be limited to
U240.
7. Girder trusses shall be attached to wall framing with Simpson LGT2, minimum 2000 pounds uplift, or equal.
8. Contractor shall provide temporary bracing and shoring for the structure and structural components until all final
connections have been completed in accordance with the plans.
9. Contractor shall be responsible for all the required safety precautions and methods, techniques, sequences or
procedures required to perform his work.
10. Contractor initiated changes shall be submitted in writing to the structural engineer for approval prior to fabrication or
construction.
11. Drawings indicate general and typical details of construction, where conditions are not specifically indicated but are of
similar character to details shown, similar details of construction shall be used.
General Concrete Notes
(The Following apply unless shown on the plans)
1. All materials and workmanship shall conform to the requirements of the drawings, specifications, and the 2003
International Residential Code.
2. Concrete shall attain a 28 day strength of F'c= 2500 psi, 51/2 sacks of cement per cubic yard of concrete.
3. Reinforcing steel shall conform to ASTM A615-76A, Grade 40, fy= 40,000 psi.
4. Reinforcing steel shall be detailed (including hooks and bends) in accordance with 30 bar diameters or 2'-0"
minimum. Provide corner bars in all wall intersections. Lap corner bars 30 bar diameters or 2'-0" minimum.
5. Lap adjacent mats of welded wire mesh one full mesh at sides and ends.
6. No bars partially embedded in hardened concrete shall be field bent unless specifically so detailed or approved by
the structural engineer.
7. Concrete protection (cover) for reinforcing steel shall be as follows:
Footings and other unformed surfaces:
earth face 3"
Formed surfaces exposed to earth, walls below ground, or weather:
#6 bars or larger 2"
#5 bars or smaller 1-1/2"
Walls interior face 3/4"
8. Footings shall bear on solid unyielding natural earth free of organic material
4
Single story structures
Two story structures
Three story structures
12" below original grade
18" below original grade
24" below original grade
9. Slabs shall be placed upon compacted granular fill, 2" minimum thickness.
Wood Framing Notes
(The Following apply unless shown on the plans)
1. All wood framing details not shown otherwise shall be constructed equal to or better than the minimum standards
of the 2003 I.R.C.
2. Minimum nailing requirements: Unless otherwise noted, minimum nailing shall be In accordance with Table
R602.3(1) of the 2003 I.R.C.
3. All structural framing lumber such as 2x_ joists, and rafters to be Douglas Fir No.2, Spruce/Pine/Fir No.2, or
Hem/Fir No.2 kiln dried.
4. All 2x_ studs and blocking to be Dougla~ Fir construction, Spruce/Pine/Fir construction, or Hem/Fir construction
grade.
5. All structural posts to be Douglas Fir No.2.
6. All structural headers to be 4x_ Douglas Fir No.2.
7. All Glu-Iam beams to consist of Douglas Fir kiln dried 24F-V4 standard grade unless noted otherwise on plans.
8. All 2x framing lumber exposed to weather, and/or moisture shall be Hem-Fir No.2, pressure treated In accordance
with the American Wood Preservers Association standard for above ground use.
9. All 4x and 6x structural lumber exposed to weather, and/or In ground contact shall be Hem-Fir No.2, pressure
treated in accordance with the American Wood Preservers Association standard for ground contact use.
10. Framing connectors, nails, bolts, and other fasteners in contact with pressure treated wood shall have the
following finishes:
Wood Treatment Finish
CCA-C and DOT Sodium Borate (SBX) Galvanized, 0.60 ozlft"
ACQ-C, ACQ-D, CBA-A, CA-B, Other Borate Post Hot-Dip Galvanized, ZMAX galvanized,
(Non-DOT) 1.85 ozlff. , or SST300-Stainless Steel
Steel Ammoniacal Copper Zinc Arsenate (ACZE) SST300-Stainless Steel
and other pressure treated woods.
11. When using Stainless Steel or hot-dlp galvanized connectors, the connectors and fasteners should be made of the
same material. Stainless Steel fasteners shall not be use in applications where contact with Galvanized and Post
Hot-Dip Galvanized metals will occur.
12. Individual members of built-up posts and beams shall each be attached with 16d spikes at 12" o.c. staggered.
13. All columns in framed walls to be well nailed Into adjacent framing in order to resist lateral movement.
14. Provide solid blocking for wood columns and multiple studs through floors to supports below.
15. Provide 4x10 headers, or double 2x10 headers over and double studs each side of all openings in stud bearing
walls not detailed otherwise.
16. Provide 4x8 headers, or double 2x8 headers over and double studs each side of all openings in non-structural stud
walls not detailed otherwise.
17. At joist areas: Provide solid blocking at bearing points and at intermediate bearing locations. Provide double Joists
under all load bearing partitions. Provide double joists each side of openings unless detailed otherwise.
18. Provide double joist headers and double joists each side of all openings in floors and roofs unless detailed
otherwise
c:.,
19. Toenail joists to supports with 2-16d nalls, 2-10d box nails for TJI joists.
20. Attach joists to flush headers and beams with Simpson "U" series metal joist hangers to suit the joist size.
21. All wood stud walls shall have lower wood plate attached to wood framing below with 16d nails at 12" o.c.
staggered, unless otherwise noted in the shearwall schedule.
22. Plywood roof and floor sheathing unless otherwise noted on plan shall be laid up with face grain perpendicular to
supports and nailed with 8d nails @ 6" o.C. to framed panel edges and over stud walls shown on the plans @ 12"
o.C. to intermediate supports. Provide approved plywood clips @ 16" o.c. at unblocked roof sheathing edges.
Provide solid blocking at lines of support at floors. Toenail blocking to supports with 16d @ 12" O.C., unless
otherwise noted in the shearwall schedule.
23. Provide continuous solid blocking at mid-height of all stud walls over 10' In height unless wall is blocked per shear
wall note.
24. Plywood wall sheathing for noted shear walls shall have solid blocking at all sheathing panel edges. See shear
wall schedule for further notes.
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ENTRY
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Ml5MOtE DETECfOIt5:
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LIVING AREA
, I 1,269 6q ft
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PROPOSED MAIN FLOOR PLAN 1/4" = l'
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LA-SSvS
SHEAR WALL SCHEDULE 1 7
Man Sheeting Fastenllf' spaclng Intermediate Framing 80,~~ pla~ ::,~/ng << Anchor Bolts MalClumum. Notes
framing nan dou ed",t II"lna aJ/owble
o all edges baclclng Sheeted Sheeted Sheeted Sheeted shear
(B1oc1ced) spacing size one sIde both sides one sIde both sides
7/16" 058 Bd 0 6" OC Bd 0 6" OC 2x 240 PLF 2,3,6
0 OR tor stud framing 024" 2-16d 0 2~16d 0 5/8" Xl0" 5/8" Xl0" 480 PLF
Bd 0 12" OC
15 GA 04" OC tor stud framln 0 16" 12"OC S"OC 048" O.c. 030" O.C.
7/16" 058 Bd04~OC Bd08 OC 2x 3SOPLF 2,3,5,8
OR for stud framing 024" 2-18d 2-16d 0 5/8" Xl0" S/S" X1O" 700 PLF
(3) Bd 0 12" OC
15 GA 03" OC tor stud fuming 016" o 10"OC S"OC 040" O.c. . 20" O.C.
1/2" COX Bd 0 3" OC Bd 0 8" OC 3x 490 PLF 2,3,4,5,8
(]) Plywood OR tor stud framing 024" or 2-1Bd 2-18d . S/S" X10" 5/8" XIO" 980 PLF
Bd 0 12" OC
15 GA 02-1/2" OC for stud framing 0 16" DBL.2x o 7"OC 3-1/2"00 o 2S" O.C. o 14" O.C.
1/2"COX lOcI 03" 00 lOcI 08" 00 3x 600 PLF 2,3,4,5.8
0 Plywood tor stud ~mlng 024" or 2-16d 2-16d 0 5/8" Xl0" 5/S" Xl0" 1200 PLF
lOcI 0 12 00
tor stud framing 0 16" DBL.2x o 6"OC 3"OC 024" O.C. 012" O.C.
1/2"COX lOcI 02" 00 lOcI 06" 00 3x 770 PLF 2,3,5,6
0 Plywood tor stud ~mlng 024" or 3-16d 3-16d 0 5/8" XfO" 5/S" Xl0" 1540 PLF
lOcI 0 12 OC DBL.2x o 6"00 3"OC o IS" O.c. .9" O.c.
tor stud framing 0 16"
0 1/2"GII9 Sd COOLER 0 4" 00 Sd cooIllf' 04" OC 2x 2-16d 0 5/S" Xl0" 300 PLF 3,6
both sides OR ~ GII9 04" OC
Sd GII9 0 4 " OC 12"00 o 48" O.c.
(]) {S~. GII9 6d COOLER 0 4 00 6d cooler 0 4 00 2x 2-16d 0 5/8" XfO" 375 PLF 3,6
both sides OR OR
6d GII9 0 4" OC 6d GII9 04" 00 10"00 036" O.c.
Notes:
1. All NAILS SHAll BE GALVANIZED BOX NAILS OR COMMON NAILS. F~TERNERS w.'&M-MW THf/eq..LO'MNG CRITERIA:
8d -0131"dl X 2 1/2" I cooler - . la 1- 8 min.
common . " a -" m n. 5d GIl9 -O.088"dla X 1-5/8" min.
lOcI common -.0.148 dla X ~ min. 6d cooIllf' -0.092"dla X 1-7/8" min.
Sd box -0.113 "dla X 2; 1/2 min. 6d GIl9 -0.092"dla X 1-7/S" min.
10 box -0.12S dla X 3 min. 16d common "0.162"dla X 3-1/2" min.
15 GA. staple -0.072"dla X 1-1/2" min.
2- PROVIDE APA RA TED SHEA THING PL YIKXlD OR OSB APA RA TED SIDING 303 OF INNER SEAL OSB RATED PANEL SIDING ON All
EXTERIOR WAllS AND NAIL PER NOTE 1.
3. SPECIFIED SHEATHING AND SIDING PANEL EDGES SHAll BE BACKED 'MTH 2" OR 3" FRAMING (PER THE TABLE) INCLUDING
FOUNDA TION SILL PLA 1ES, YERTICAL FRAMING, AND BLOCKING. PANELS MA Y BE INSTALLED EITHER HORIZONTAll Y OR
YERTICAll Y (SEE NOTE 4 FOR EXCEPTION). NAILS SHAll BE STAGGERED FOR 3" FRAMING.
4. 7/16" 058 MAYBE SUBSTITUTED FOR 1/2" COX PLYWOOD IF FRAMING IS SPACED AT 16" ON CENTER, OR PANELS ARE APPUED
WITH LONG DIMENSION ACROSS STUDS FOR FRAMING SPACED AT 24" (BLOCKED).
S. 'MIERE PANELS ARE APPUED ON BOTH FACES OF A WAll AND NAIL SPACING IS LESS THAN 6 INCHES ON CENTER ON EITHER
SIDE, PANEL JOINTS SHAll BE OFFSET TO FALL ON DIFFERENT FRAMING MEMBERS OR FRAMING SHAll BE 3-INCH NOMINAL AND
NAILS ON EACH SIDE SHAll BE STAGGERED.
6. NAILS TO BE ORIVEN FLUSH 'MTH SHEA THING. DO NOT OYER OR/~ NAILS.
7. All SHEAR PANELS SHAll BE BLOCKED.
LASSUS REMODEL
612 GEORGIANA ST.
PORT ANGELES, WA
4SEASONS
ENGINEERING, ING. (360) 452-3023
619 S. Chose St. Port An eles, WA 98362
APRIL 006
SCALE:
DRAWN BY: JEP
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HEADER #1-Roof Beam
Eagle Point
Project: GLENN & TRACEY LASSUS REMODEL
Job: EXTREME BUILDERS
Client: EXTREME BUILDERS
Page 1
15:25:02 03/30/06
Designed by: John Partch
Checked by:
Input Data
Check of (2f13/4"x5 1/2" 2.0E-1 3/4" Plys-Generlc LVL ~
Left Cantilever: None Main Span: 11'6"
Check for repetitive use? No Tributary Width: 4'6"
Dead Load: 15 psf Live Load: 20 psf
Allow. LL Deflection: LJ240 Allow. TL Deflection: LJ180
Eb: 2000000 psi Fv: 270 psi
Right Cantilever: None
Slope: 0:12
Snow Load: 25 psf
DOL: 1.150
Fb: 2750 psi
Design Checks
Reaction
Ib
Bending - X
psi
2023.57
3516.49
58 "
5'9"
Max. Value
Allowable
% of Allow.
Location
1035
3937.76
26 "
0'
Shear
psi
74.724
310.5
24 "
11'1/2"
. LL,I:)efl.
In
-0.4562
0.575
79 "
5'9"
TLDefl.
In
-0.7299
0.7667
95 rI
5'9"
Reactions and Bearing
SuPPOrt Location
ft
Min. Bearing
In
Reaction
It)
0'
11'6"
1.5
1.5
1035
1035
Self-weight of member is not included.
Member has an actuaVallowable ratio in span 1 of 95"%.
Design is governed by total deflection.
Governing load combination is Dead+Snow Condition 1 w/Pattern Loads.
Maximum hanger forces: 1035 Ib (Left) and 10351b (Right).
Program Version 8.2 - 12/29/2005
If
HEADER :#2-Roof Beam
Eagle Point
Project: GLENN & TRACEY LASSUS REMODEL
Job: EXTREME BUILDERS
Client: EXTREME BUILDERS
Page 1
16:51:2403/30/06
Designed by: John Partch
Checked by:
Input Data
D,sign ,of 2)(6 No. 2-0ouglasFir..Larc,h.,OiRlensional tI
Left Cantilever: None Main Span: 5'6"
Check for repetitive use? No Tributary Width: 3'6"
Dead Load: 15 psf Live Load: 20 psf
Allow, LL Deflection: U240 Allow. TL Deflection: U180
Eb: 1600000 psi Fv: 180 psi
Right Cantilever: None
Slope: 0:12
Snow Load: 25 psf
DOL: 1.150
Fb: 900 psi
Design Checks
ReacUon
"Ib
Bending - X
psi
Shear
psi
59.354
207
29 tI
5-1/2"
Max. Value
Allowable
% of Allow.
Location
840
1345.5
62 "
2'9"
385
1406.34
27 tI
0'
LL Deft
in
-0.0541
0.275
19 at
2'9"
TLOeft "
hl " ,
-0.0866
0.3667
23 tI
2'9"
Reactions and Bearing
Support Location
ft '
Min. Bearing
in
Reaction
Ib
0'
5'6"
1.5
1.5
385
385
Self-weight of member is not included.
Member has an actual/allowable ratio in span 1 of 62 rI %.
Design is governed by bending fb/Fb.
Governing load combination is Dead+Snow Condition 1 w/Pattern Loads.
Maximum hanger forces: 385 Ib (Left) and 385 Ib (Right).
Program Version 8.2 - ]2/29/2005
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1..3
Company : 4 Seasons Engineering
Designer : John Partch
Job Number:
trimmer #1
Apr4,2006
2:25 PM
Checked By:_
Wood Desian Parameters
Label Sha e Len th... Le-out ft
1 M1 4-2X6 4.205 1
2 ..M2 ......iG2X6 6:612 ..'1 .
3 M3 4-2X6 7.211 1
Cr Out s... In sway
L4"f'" 'rtJ r.:,,-o~" w/ C2.).~::te,'(~i:l1L-\5.
~ ------
1 3
2 .<3
3 3
4'3 .
5 3
Joint Label
N1
......N2...
N4
rotals: ."
COG ill):
-'U!Q]
1424.718
. <(j';' .... ..... . d
3202.92
462'7'638 .'
Y: 5.019
MZ [lb-ftL_
o
....0. ..'
o
Joint Reactions B Combination
XUQ
-1561.447
.......1561:447.
o
"'0.::'
X: 22.473
Wood Material Properties
_ Label
~ OF Larch .
~L -,,-,-~~lSo'Pine~ .
-~ ....~~~~~~~~~~. ..
~cies
Dou las Fir-Larch
;[j'ougjasEjf4;;arch'~ ....:
GLULAM 24F-V4
:<jtOfrArvfi2.4Fi,V8''> .'
BC VERSALAM 2800DF
Grade
No.2
'..Selec(Sth.lctural
na
- . "-..:.na-~.'..->'.'~,.:<..'
na
~_ E11l9-'L _ Nu_IlliillJL(LO~ns[lbLtr'~l
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':3 .
.3
.3
.' .'.3..--,-
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.3
.3
35
"'.35" .
3~
"'~5' .
3~
Member Wood Code Checks
Member
M1
M2 .
M3
Sha e
4-2X6 .924
. 4{2X6}!;944
4-2X6 .855
RB
1.354
1.'3'54;):
3.636
CL
1
1
1
CP E n
.928 3.9-3
:.7e~..i';. 3:9;:3<
.733 3.9-3
RISA-2D Version 6.5
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Company 4 Seasons Engineering
Designer . John Partch
Job Number:
trimmer#2
Apr4,2006
2:54 PM
Checked By:_
Wood Desian Parameters
Label
Ie-bend bot ft K-out K-in
CV
cr. .. 0"" l",~~
~..............
. .
. . ".".'. ."
- --
1
2
Joint Reactions (Bv Combination)
LC
1 3
2 ".3 .
3 3
4 .' '3 .
5 3
Y Ub]
865.952
.....' ),1743';197i.
o
.2609:149', .
Y: 4.98
Wood Material Properties
__ ___~bel
1 OF Larch
2. .:S6<Rine:
3 GLULAM24F-V4
4," .. GfuOUAM24FN8 .
0__ VERSALAM2800
S ecies..
Dou las Fir-Larch
.'.. " .(.DdG .li:l's:'F.ifJLarctl....;,
GLULAM 24F-V4
,GIiLJIlAM!;24F~V8i
BC VERSALAM 2800DF
Grade
NO.2
"" 'SeleCt-StrUCtural
na
,..ha" .'
na
Cm
Therm \...DensUb/ft!'~
....:~/.,. .~~)."....
,j., ..~.~~...~
"~ 35
Member Wood Code Checks
LC Member Sh e
1 3 M1 2-2X6
2. 3' .' 'M2 .'. "2~2X6"
3 3 M3 2-2X6
RB CL CP Egn
7.568 1 .68 3.9-3
'6.64.. .1< '.829"3'.923'
2.708 1 .928 3.9-3
RISA-2D Version 6.5
rc:\... \John Partch\Mv Documents\Aoroiects\Aoroiects\LASSUS\truss2. r2dl
Paae 1 I"
FLOOR JOIST #1-Floor Beam
Eagle Point
Project: GLENN & TRACEY LASSUS REMODEL
Job: EXTREME BUILDERS
Client: EXTREME BUILDERS
Page 1
14:56:17 04/04/06
Designed by: John Partch
Checked by:
Input Data
Chec:kof(2)2x8"NC); 2..D()uglaliS;fi~-~arch;';Diri1ensional..tI
Left Cantilever: None Main Span: 16'
Check for repetitive use? Yes Tributary Width: 1'4"
Dead Load: 15 psf Live Load: 30 psf
Allow. LL Deflection: U360 Allow. TL Deflection: L/240
(3 in Maximum)
Eb: 1600000 psi Fv: 180 psi
Right Cantilever: None
Slope: 0
Snow Load: 0
DOL: 1.000
Fb: 900 psi
User Defined Loads
Load Case
Load
. TyPe
[)lstl:\,llc:e(s) to
. Start.
ft'
LpilcI...
. . I.~~gtt,
.ft
Lo~d;at)
Start ... .
;'plt
100
25
.L~~at-d
Dead
Snow Condition 1
Concentrated
Concentrated
14'
14'
Design Checks
Reac:tion Bantling - X Shear LLOef!. TLOefl. ;.
; Ib psi .. . . psi . ill . III
Max. Value 589.375 922.925 36.635 -0.3958 -0.6249
Allowable 2812.69 1242 180 0.5333 0.8
% of Allow. 21 tI 74 tI 20 tI 74 tI 78 tI
Location 16' 8'2-1/2" 15'4-3/4" 8'29/32" 8'29/32"
Reactions and Bearing
Support l.ocatlon
ft .
Min. Bearing
In .
Reaction
..It> .
0'
16'
1.5
1.5
492.5
589.375
Self-weight of member is not included.
Member has an actuaVallowable ratio in span 1 of 78 tI %,
Design is governed by total deflection.
Governing load combination is Dead+Floor Live+Snow Condition 1 w/Pattern Loads.
Maximum hanger forces: 495.625 Ib (Left) and 589.375 Ib (Right).
Program Version 8.2 - 1212912005
17
FLOOR JOIST#2-Quick Beam
Eagle Point
Project: GLENN & TRACEY LASSUS REMODEL
Job: EXTREME BUILDERS
Client: EXTREME BUILDERS
Page 1
14:48:0404/04/06
Designed by: John Partch
Checked by:
Input Data
QheCI(()f(4)1! 3/4'!x,7, 1/4" ,2.0E-13/4"Plys-Gene!'ic ;LVL ~
Left Cantilever: None Main Span: 16'2"
Check for repetitive use? No Tributary Width: 0'
Dead Load: 0 psf Live Load: 0 psf
Allow. LL Deflection: U240 Allow. TL Deflection: U180
(3 in Maximum)
Eb: 2000000 psi Fv: 270 psi
, Right Cantilever: None
Slope: 0
Snow Load: 0
DOL: 1.150
Fb: 2750 psi
User Defined Loads
Load Case
Load
Type
Dlstanc:e(s).to
'Sblrt, '
,'ft,:
,Load
. Leijgih
'ft, ,'"
: Load:at
, Staft "
'pit'
1201
2002
" "Lo"d,at .." '
,'. ,,',' ,:Endi ':" "
'pit
Dead
Snow Condition 1
Concentrated
Concentrated
10'2"
10'2"
Design Checks
Reaction Bend!r-g '~ X Sl:lear LL Detl. TL,D,eft ',',
Ib 'psi ' psi,"'." :10 ' 111 ' ',' ,
Max. Value 2014.26 2364.97 59.535 -0.6267 -1.0027
Allowable 7875.52 3386.83 310.5 0.8083 1.0778
% of Allow. 26 " 70 " 19 " 77" 93 "
Location 16'2" 10'2" 15'6-3/4" 8'8" 8'8"
Reactions and Bearing
0'
16'2"
1.5
1.5
Reac~lon
'Ib
1188.74
2014.26
Sl.IpportLocatlon
ft '
,Min. Bl,tarl!"l9
In
Self-weight of member is not included.
Member has an actual/allowable ratio in span 1 of 93" %.
Design is governed by total deflection.
Governing load combination is Dead+Snow Condition 1.
Maximum hanger forces: 1188.74 Ib (Left) and 2014,26 Ib (Right).
Program Version 8.2 - 12/2912005
1'6
floor joist #3-Quick Beam
Eagle Point
Project: GLENN & TRACEY LASSUS REMODEL
Job: EXTREME BUILDERS
Client: EXTREME BUILDERS
Page 1
15:02:4704/04/06
Designed by: John Partch
Checked by:
Input Data
ChEtc,l<of(~)~3/4!;lx7 1/4":2;OE~1-314~IPlys-GEt~eric LNL "
Left Cantilever: None Main Span: 11'
Check for repetitive use? No Tributary Width: 0'
Dead Load: 0 psf Live Load: 0 psf
Allow. LL Deflection: U360 Allow. TL Deflection: U240
(3 in Maximum)
Eb: 2000000 psi Fv: 270 psi
. .
."'- .
Right Cantilever: None
Slope: 0
Snow Load: 0
DOL: 1.150
User Defined Loads
Fb: 2750 psi
Load Case
. LOild
Type
Dls~!:!~.EJ(S) to
')~t8rt ..
.ft
. .~~~d...
. Lerigttt.
ft
Dead
Snow Condition 1
Concentrated
Concentrated
5'
5'
Load at .
<S'tart .
pl.f
l.~~~r. . .'
pit. ..'
654
1089
Design Checks
Max. Value
Allowable
% of Allow.
Location
R'ac.tl~n
.....Ib .'
950.728
3937.76
24 "
0'
Ben~lng -X
Pf:il .
1860.43
3386.83
55 tI
5'
Shear.
~I
. 56.201
310.5
18 "
7-1/4"
, LLDefl.
'.In"
-0.2322
0.3667
63 "
5'4-1/8"
T~[)EJ~t . .
<hl. .' '.
-0.3716
0.55
67 tI
5'4-1/8"
Reactions and Bearing
Support Location
ft '.
fJIln.~tlarlng
hi
Reaction .
lb" .
950.728
792.272
O'
11 '
1.5
1.5
Self-weight of member is not included.
Member has an actuaVallowable ratio in span 1 of 67 rI %.
Design is governed by total deflection.
Governing load combination is Dead+Snow Condition 1.
Maximum hanger forces: 950.728 Ib (Left) and 792.272 Ib (Right).
Program Version 8.2 - 12/2912005
/Cj