HomeMy WebLinkAbout911 W 14th St Technical - BuildingTECHNICAL
Permit 0G -214
Address II W (4'A 5
Project description 6;ara_ae /�}Gr�ss�ru
-es1 ��1 Date the the permit was finaled -Z,�—
Number of technical pages 9 L i
S e2 roe D.& st c CoLl cvtzL tons
d 7-15 -06
4 -F1, re_viseti CaIcuto,44bios Med„ -12-47
Garage /ADU
Structural Design
for
Emanuel Arslan
Port Angeles, WA 98363
EXPIRES CA 0
4 SEASONS ENGINEERING, INC
619 SOUTH CHASE STREET
PORT ANGELES, WA 98362
66
pa
Ce
1
RECEI
OCT 12 2007
CITY BUILDING DIV SION�S
4SEASONS
ENGINEERING, INC
Jim Lierly
City of Port Angeles Building Official
PO Box 1150
Port Angeles, WA 98362
Subject: Scope of Engineering for
Enclosed is a complete revision for the structural design of the Garage /ADU for
Emanuel Arslan
At this time, portions of this structure that have been reviewed by the engineer
include
1 Lateral Forces
2. Beams and Headers
3 Foundation
Structural Design
Emanuel Arslan
1118 W 7th Street
Port Angeles, WA 98363
Please give me a call if you need any additional information
Sincerely
c
Donna J Petersen P E.
(360) 452 -3023 Fax (360) 452 -3047
619 S. Chase Street Port Angeles, WA 98362
October 11, 2007
Structural Design
Emanuel Arslan
1118 W 7th Street
Port Angeles, WA 98363
DESIGN CRITERIA
ELEVATION LESS THAN 625 FT
SNOW LOAD GROUND= 25 PSF
SNOW ROOF 25 PSF
LIVE LOAD 40 PSF (FLOOR)
DEAD LOAD 10 PSF (FLOOR)
DEAD LOAD =10 PSF (ROOF)
DEAD LOAD 7 PSF (CEILING)
WIND SPEED, VFM 80 MPH
3 SEC GUST, Vas 100 MPH
EXPOSURE C
SEISMIC ZONE D2
SOIL BEARING 1500 PSF
REFERENCES
(1)
(3)
(4)
(5)
(6)
(7)
DESIGN STRESSES
DOUGLAS FIR/LARCH #2- 2 4 x
Fb 900 PSI
Fv= 95 PSI
E= 1 6 (10) PSI
DOUGLAS FIR/LARCH #1- 2 4 x
Fb 1200 PSI
F 95 PSI
E= 1.8 (10) PSI
HEM FIR #2 -2 &4
Fb 850 PSI
F 75 PSI
E= 1.3 (10) PSI
GLU -LAM BEAMS 24F -V4
Fb= 2400 PSI (T) BOTTOM
Fb= 1850 PSI (T) TOP
F 165 PSI
E= 1.8 (10) PSI
INTERNATIONAL BUILDING CODE 2003
INTERNATIONAL RESIDENTIAL CODE 2003
TIMBER CONSTRUCTION MANUAL 3RD ED by AITC
CONNECTORS FOR WOOD CONSTRUCTION by SIMPSON STRONG -TIE
WESTERN WOODS USE BOOK by WESTERN WOOD PRODUCTS
ASSOCIATION MAY 1996
NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION 1997
ROSBORO -APA WOODCAD, VERSION 1 1 by ROSBORO GLULAM
RESOURCES 2000
RISA -2D RAPID INTERACTIVE STRUCTURAL ANALYSIS 2- DIMENSIONAL
VERSION 5.5 2001
General Notes
1 Ground snow load 25 PSF roof snow load 25 PSF
2. Maximum soil bearing capacity 1500 PSF
3. Seismic Zone D2.
4. Wind, VFa 80 MPH, 3 second gust, Vas =100 MPH, Exposure 'C'
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 L/360. Total load deflection will be limited to
L/240.
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 20031.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, SprucelPine /Fir No. 2, or
Hem /Fir No. 2 kiln dried.
4. All 2x_ studs and blocking to be Douglas 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 -lam 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 I Finish I
I CCA -C and DOT Sodium Borate (SBX) I Galvanized, 0.60 oz/fe
ACQ -C, ACQ -D, CBA -A, CA -B, Other Borate I Post Hot -Dip Galvanized, ZMAX galvanized,
(Non -DOT) I 1.85 oz/ft or SST300- Stainless Steel
Steel Ammoniacal Copper Zinc Arsenate (ACZE) I SST300- Stainless Steel
and other pressure treated woods.
11 When using Stainless Steel or hot -dip 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
19. Toenail joists to supports with 2 -16d nails, 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.
6
Mork Sheeting Fastener spacing
O all edges
(Blocked)
7/16" OSB 8d 0 6" OC
OR
15 GA 04" OC
7/16" OSB 8d O 4" OC
OR
15 GAO 3" 00
plywood X
10d 0 3" OC
1/2" CDX 10d O 2" OC
plywood
1/2" CDX
plywood
1/2" GWB
both sides
5/8" GWB
both sides
Notes:
2.
5.
6.
7
ARSLAN
SHEARWALL
NOTES
8d 0r OC
OR
15 GA 0 2 -1/2" OC
5d COOLER 0 4' OC
OR
5d GWB O4 OC
6d COOLER 0 4" OC
OR
6d GWB O4 "OC
SHEAR WALL SCHEDULE 1„ 7
Fromin B I ottom plate nailing I Anchor Bolts
9 doubled stud solicina
Sheeted I (Sheeted
one side both sides one side
Intermediate
framing nail
spacing
8d 06'OC
for stud framing 0 24"
8d 012' 00
for stud framin 016'
8d 0 6' OC
for stud framing 024"
8d 012' OC
for stud taming 0 16"
8d 0 6' OC
for stud framing 0 24"
8d 012" OC
for stud framing 0 16'
10d 0 6" OC
for stud flaming 0 24"
10d 012 OC
for stud framing 0 16"
10d 0 6" OC
for stud flaming 024'
10d 012 OC
for stud framing 0 16"
5d cooler 0 4' OC
5d GWB 04 "OC
6d cooler 0 4" 00
6d GWB 0 4 "0C
ALL SHEAR PANELS SHALL BE BLOCKED.
1. ALL NAILS SHALL BE GALVANIZED BOX NAILS OR COMMON NAILS,
8d common 0.131'dla X 2- 1 /2'min.
10d common !0.148 "dia X 3 min.
8d box 0.113 "dia X 2 -1/2 "min.
10 box =0.128 dta X 3'rntn.
15 GA. staple =0.072 "dia X 1 -1/2' min.
NAILS TO BE DRIVEN FLUSH WITH SHEATHING. DO NOT OVER DRIVE NAILS
backing
size
2x 240 PLF 2, 3, 6
2 -16d 0 2 -16d 0 1/2" X10' 5/8" X10" 480 PLF
12'OC 8'0C 0 48"0.C. O 30"0.C.
2x 350 PLF 2,3,5,6
2 -16d 2 -16d 0 5/8" X10' 5/8" X10' 700 PLF
O 10 "OC 5 "OC 0 40" 0.0. 0 20" O.C.
3x
or
DBL.2x
3x
or
DBL.2x
3x
or
DBL.2x
2x
2x
4SEASONS
Sheeted
both sides
490 PLF 2, 3, 4, 5, 6
2 -16d 2 -16d 0 5/8 "X10" 5/8" X10" 980 PLF
0 7 "OC 3- 1/2 "OC 028" O.C. 014" 0.0.
2 -16d 2 -16d 0 5/8" X10" 5/8" X10" 200 PLF
2, 3, 4, 5, 6
0 6'OC 3 "0C 0 24" O.C. 0 12" O.C.
3 -16d 3 -16d 0 5/8" X10" 5/8" X10" 15 Z, 3, 5, 6
0 6'OC 3 "OC 018" O.C. 0 9" O.C.
2 -16d 0 5/8' X10"
12 "OC 0 48' 0.C.
2 -16d 0 5/8" X10"
10'OC 036" O.C.
F ad cooler S 0.086 "dia X 5/5 nNG CRITERIA:
5d GWB 0.086 "dia X 1 -5/8 min.
6d cooler 0.092"dia X 1 -7/8' min.
6d GWB 0.092 "dla X 1 -7/8" min.
16d common 0.162 "dia X 3 -1/2' min.
Maxiumum Notes
allowble
shear
300 PLF
375 PLF
PROVIDE APA RATED SHEATHING PLYWOOD OR 058 APA RATED SIDING 303 OF INNER SEAL OSB RATED PANEL SIDING ON ALL
EXTERIOR WALLS AND NAIL PER NOTE 1.
3, 6
3, 6
3 SPECIFIED SHEATHING AND SIDING PANEL EDGES SHALL BE BACKED WITH 2' OR 3' FRAMING (PER THE TABLE) INCLUDING
FOUNDATION SILL PLATES, VERTICAL FRAMING, AND BLOCKING. PANELS MAY BE INSTALLED EITHER HORIZONTALLY OR
VERTICALLY (SEE NOTE 4 FOR EXCEPTION). NAILS SHALL BE STAGGERED FOR .3' FRAMING.
4 7/16" OSB MAYBE SUBSTITUTED FOR 1/2' CDX PLYWOOD IF FRAMING IS SPACED AT 16' ON CENTER, OR PANELS ARE APPLIED
WITH LONG DIMENSION ACROSS STUDS FOR FRAMING SPACED AT 24" (BLOCKED).
WHERE 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.
DATE. FEBRUARY 2006
SCALE. NONE
'DRAWN BY' DJP
ENGINEERING, INC (360) 452 -3023 I CHECKED
619 S. Chase St. Port Angeles, WA 98362 I SHEET. 1
Garage /ADU,
Emanuel *Arslan
111 :W :7th `St'reet
Port-Angeles, WA198363
2003 IBC WIND ANALYSIS WIDTH LENGTH LEAST DIM )03 IBC SEISMIC ANALYSIS SIMPLIFIED BASE SHE/
BUILDING DESCRIPTION 26 C 301 261 S1 0.50
FIRST FLOOR Ss 1.25
SECOND FLOOR 9" SITE CLASS D
THIRD FLOOR
V2 ROOF HEIGHT 2
AVERAGE HEIGHT OF BUILDING 27
A 1 2.6 1 3 3 2A =11 6.0
II
WIND EXPOSURE 1C; f s
WIND SPEED 1100 MPH
ROOF PITCH I P 7, `'31 121 14.041
P. XIwP830
P. AA .P..30
AREA A, p,
AREA B, ps30
AREA C, ps30
AREA D ps30
AREA E, ps30
AREA F, ps30
AREA G, ps30
AREA H, ps30
E oh
G oh
COMPONENTS
ZONE 1, 100sgft
ZONE 2, 100 sqft
ZONE 3, 100sgft
EAVES Z3
AREA
Iw=
1.37
1.37
1.37
1.37
1.37
1.37
1.37
1.37
1.37
1.37
1.37
1.37
1.37
1.37
1
1
1
1
1
1
1
1
1
60
1
1
1
1
LCI Ps30 LC1,P, LC
19.9 27.21
-6.6 -9.02
13.3 18.19
3.8 -5.20
19.1 -26.12
12.4 16.95
13.3 18.19
-9.5 12.99
-26.7 -36.51
-20.9 -28.58
:145 19.83
=21 -28.71
34 -45.39
-38;1 -52.09
19.9
-6.6
13.3
-3.8
19.1
12.4
13.3
9.5
-26.7
-20.9
-9.83
18.71
-35.39
-42.09
Fv
Fa
Sm1
Sms
Sd1
Sds
SEISMIC USE GROUP
SEISMIC DESIGN CATEGORY
LC2,P, RESPONSE MODIFICATION FACTOR
27.21 SEISMIC BASE SHEAR COEFFICIENT=
-9.02 CONNECTION OF SMALL ELEMENTS
18.19 SHEAR COEFFICIENT=
-5.20 HORIZONTAL DIAPHRAGMS
-26.12 SHEAR COEFFICIENT=
16.95 BEARING AND SHEAR WALL
18.19 OUT OF PLANE WALL FORCES
12.99 SHEAR COEFFICIENT=
1.50
1.00
0.75
1.25
0.50
0.83
1
D
6 1/2
0.154
0.111
0.1667
0.3333
-36.51 MASONRY AND CONCRETE OUT OF PLANE
-28.58 SHEAR COEFFICIENT= 1 0.6667
137.563ILONGEST TRUSS 2 FT OC
224.561 lEAVES
ROOF DEAD LOAD
168.3771TRUSS UPLIFT
HURRICANE CLIP
H1
20
2
1;0
531
Garage/ADU
Emanuel Ars Ian
1118W 7th Street
Port Angeles, WA 98363
WALL TRIB
THIRD AREA
WALLA A
B
C
D
WALL B A
B
C
D
WALL C A
B
C
D
WALL D A
B
WALL
SECOND
WALL A
WALL B
WALL C
WALL D
LATERAL FORCE RESISTING SYSTEM WIND LOADS
(AREA)(PRESSURE)ILENGTH SHEAR
WIDTH I HEIGHT PS I FORCE I LENGTH
FT I FT PSF I LBS I FT
8.0 I 43 27.21 I
-9.02 I
18.19 I
-5.20
27.21
-9.02
18.19
5.20
27.21
-9.02
18.19
-5.20 1086.0
27.21
-9.02
18.19
-5.20 1086.0
TRIB
AREA
A
B
C
D
A
B
C
D
A
B
C
D
A
B
C
D
4“.K„
1
1
80 I *3:4
3.3,
70 I 35
L.
80 I 33
90 P
I 0. 1
I 1327.0
30
1327.0 ,0
26 5
LATERAL FORCE RESISTING SYSTEM WIND LOADS
(AREA)(PRESSURE)/LENGTH SHEAR
WIDTH I HEIGHT PS I FORCE LENGTH
FT I FT PSF LBS FT
7,6:0:1 136 27.21 I
r.7 I 9.02 I
O1136 18.19 I
-5.20 I 4197.0 30
80 :A: .138 :T 27.21 I
-9.02
50 136 15.10
-5.20 4197.0 1,77;.$
2 I 120
80 33 -9.02
70 I 120 18.19
90 33 -5.20 3747 1 ;26
27.21
8.'0 9.02
it) 18.19
5 .20 3747 1 1 :Z
SEISMIC LOADS
SHEAR TRIB I WIDTH I DL SHEAR
PLF AREA I FT I PSF COEFF
ROOF I :1'7.011 it
FLOOR I
WALL 1 I 17
FLOOR 1
WALL
ROOF ftti
r 0 154
44.2 ETC.
44.2 ETC. t 0.154
ROOF 196 I 17
FLOOR
WALL 70 I
41.8 ETC. 0.154
ROOF
FLOOR
WALL 7.0' 1:
41.8 ETC. 1„ 4 0.154
SEISMIC LOADS
SHEAR TRIB
PLF AREA
ROOF
FLOOR
WALL
139.9 ETC.
ROOF
FLOOR
WALL
139.9 ETC.
ROOF
FLOOR
WALL
144 1 ETC.
ROOF
FLOOR
WALL
144 1 ETC.
WIDTH I DL I SHEAR
FT I PSF COEFF
eAtd1.
140 I 17 I
0.154
170 17'
120 17
0.154
14:657,1 „17,1
150J 17
0.154
196 I 17
0,1
:611
70 8 0.154
SHEAR I SHEAR
LBS IPLF
1592.3
1556.8
1556.8
SHEAR
LBS
2986.2
2829.2
1592.3 I 53.1
53.1
59.9
59.9
SHEAR
PLF
99.5
94.3
2832.8 I 109.0
2832.8 I 109 0
Cl
WALL
FIRST
WALL A
WALL B
WALL C
WALL D
TRIB
AREA
A
B
C
D
A
B
C
D
A
B
C
D
A
B
C
D
LATERAL FORCE RESISTING SYSTEM WIND LOADS
(AREA)(PRESSURE)/LENGTH SHEAR
I WIDTH I HEIGHT PS FORCE LENGTH
I FT I FT PSF LBS FT
'22:6 27.21
-9.02
1. 2 50 I 226 18.19
-5.20 69744
27.21
-9.02
50 226 18.19
5.20 6974 4
8.8E.1.4 21O 27.21
8G' '33 4• -9.02
18.19
90 33 -5.20 6851.8
27.21
-9.02
I :270 LV3 18.19
3 3 5.20 6851.8
SHEAR TRIB
PLF AREA
ROOF
FLOOR
WALL
232.5 ETC.
ROOF
FLOOR
WALL
232.5 ETC.
ROOF
FLOOR
WALL
285.5
ROOF
FLOOR
WALL
285.5 IIETC.
WIDTH I DL
FT I PSF
150 I 17
8.!,"„:
1170 I17
15P; I:
196 17
350 17 1
A*0. 8,
SEISMIC LOADS
SHEAR
COEFF
0.154
0.154
SHEAR
LBS
4380.0
4693.8
0.154 4106.6
0.154
4106.6
SHEAR
PLF
146.0
156.5
171 1
171 1
Garage/ADU
Emanuel Ars lan
1118 W. 7th Street
Port Angeles, WA 98363
PERFORATED SHEAR WALL DESIGN I I IWALL DL IROOF DLI FLOOR DL
I 1 I I I I I 1 I 1 I I I 1:...., `171; -w... ..15'
Level I I I I I I 1 I I I I I I I
THIRD I I WIND I SEISMIC I OVERALL I MINIMUM PIER I I I I RESISTANCE 1 DESIGN I SHEAR I TRIB I TRIB 1
I WALL I SHEAR I SHEAR I HEIGHT' WIDTH I HEIGHT' WIDTH I MAX OPENING! OF WALL I OF FULL I ADJUSTMENT I SHEAR I WALL I ROOF I FLOOR I UPLIFT
WALL A 'PANEL' 44 .2 I 53.1 30 I I HEIGHT (FT.) I HEIGHT I HEIGHT SHTHG. FACTOR PLF TYPE I FT I FT LBS.
I A I 41.7 I 50.1 7 I.. „26! ''.7, I'.<'"- I I 43 I„:_. .'I 0.93 I 78.3 I 1 I 15' I 1 0.0
B 60.5 I 72.6 7 I _a. ..f
.s,...' I 0 .3:00 1.00 I 72.6 1 15 f :11. 160.0
WALL B I I 44.2 I 53.1 I 301 I I I I I I I I I I
WALL C I A 1 41.8 I 59.9 7 1 .......A.1 Ii la.. 43 h cI 0.91 97 4 1 I_ 15_ _I 0.0
I I I I I I I
I A 413 1 59.9 7 I .rI .r:..... I.s„.F:. I c:. ,I I ,y_.._. 0.93 916 1 I 3 I.. J 0.0
WALL D I I 41.8 1 59.9 I 261 1 I I I I I I I I
I 0.83 I 79.4 I 1
L at:' L_ 0.0
1.00 I 66.2 1 I" t. 308.9
I I I
SECOND I WIND I SEISMIC OVERALL I MINIMUM PIER I I RESISTANCE I DESIGN I SHEAR 1 TRIB I TRIB I
I WALL! SHEAR I SHEAR I HEIGHT' VVIDTH I HEIGHT! WIDTH I MAX OPENING! OF WALL OF FULL ADJUSTMENT 1 SHEAR I WALL I ROOF I FLOOR 1 UPLIFT
WALL A 'PANEL!
139.9 99.5
PLF PLF FT. FT.
30 I FT. I FT. 1 HEIGHT (FT.) I HEIGHT HEIGHT SHTHG.I FACTOR PLF TYPE I FT. I FT I LBS.
0.80 I 221.3 1 1 U. 16C.:1 .`5'. I 0.0
130 I 1763 1 I 15 cId_ x 5 a 1531.0
WALL 13 I 139.9 94.3 301 I I I I
l73' 0.71 193.9 1 I 1 5 i ,I. 2 A5 I 0.0
I I I
1.61x 0.90 215.0 1 884.9
s, h
WALL D I 1 144.1 I 109.0 I 261 I I I I I
I A I 187 4 141.6 8 .;2 0 I_ I':. 0 I 0 I 1 I 1.00 I 141.6 1
Level I I I I I
FIRST I WIND I SEISMIC OVERALL I MINIMUM PIER I I I RESISTANCE
WALLI SHEAR 1 SHEAR HEIGHT' WIDTH I HEIGHTI WIDTH MAX OPENING! WALL 1 FULL I ADJUSTMENT
PANEL! PLF I PLF FT. FT. I FT I FT HEIGHT (FT.) HEIGHT HEIGHT SHTHG.I FACTOR
WALL A I 232.5 146.0 301 I I
A I 861.0 5401 8 2 :71, ."aasii:1 0'.,.; :I 0 I,',.: .1.00..... :I 1.00 615.0
B I 861.0 540.7 8 i;:71° 771 0 ':I 0 I 1.00' I 1.00 615.0
C I 8613 540.7 8 :2.71: 'IL 0 1.- ...:..1 .00_ I 1.00 6153
WALL B 1 232.5 156.5 30 I
I A I 2323 1563 8 I 17 84
WALL C I I 285.5 171.1 I 241 I
I A I 285.5 171 1 8 I ..s 24 1 ...__...:I:
WALL D I I 285.5 171 1 I 241 I
I A I 342.6 205.3 8 I:.._,.. PSI I
DESIGN I SHEAR
SHEAR! WALL
PLF I TYPE
1(2 SIDES) 3
1(2 SIDES) 3
I (2 SIDES) 3
TRIB
ROOF
FT
Ilk 15
TRIB
FLOOR
FT
12;
.'I 862.8
UPLIFT
LBS.
6503.5
6503.5
6503.5
0.80 0.76 272.4 I 2 15 I 12.5 1 0.0
3.5 44 0.79. 0.94 2719 2 3 i ......2
0 0 I 1.00 I 130 244.7 2 3
1897.7
2014.7 ""R" x i t� t-
t-- "F\ �z
cE
=.i
f
ARSLAN 3RD FLOOR BEAM 1
2004.2 Allowable Stress Design
NOTE.
1. THIS COMPONENT IS DESIGNED TO SUPPORT ONLY
THE VERTICAL LOADS SHOWN VERIFICATION OF
LOADING, DEFLECTION LIMITATIONS, FRAMING
METHODS, WIND AND SEISMIC BRACING, AND OTHER
LATERAL BRACING THAT IS ALWAYS REQUIRED IS
THE RESPONSIBILITY OF THE PROJECT ENGINEER
OR ARCHITECT.
2. PROVIDE RESTRAINT AT SUPPORTS TO ENSURE
LATERAL STABILITY
3. DO NOT CUT NOTCH OR DRILL GANG -LAM.
4. SHIM ALL BEARINGS FOR FULL CONTACT
5. VERIFY DIMENSIONS BEFORE CUTTING
GANG -LAM TO SIZE.
8. THIS GANG -LAM IS TO BE USED AS A
FLOOR BEAM ONLY
7 PROVIDE COMPRESSION EDGE BRACING AT
EACH END OF COMPONENT
SUPPORT REACTIONS (LBS)
CASE B E A R I N G N U M B E R
1 2
1 7153 7153
2 2157 2157
I MIN BEARING SIZES (IN -SX)
3 0 3- 0
MAXIMUM DEFLECTIONS
CALCULATED ALLOWABLE
LIVE LOAD 0 21 0 28
°DEAD LOAD 0 14
TOTAL LOAD 0 31 0 56
Handling 8 Erection
Temporary and permanent bracing for hosing component
plumb and for resisting lateral forces shall be designed and
installed by others. No bads are to be applied to the
component until after all the framing and fastening are
completed. At no lime shall loads greater than design toads
be applied to the component.
Design Criteria
The design and material speed are substantial
conformity with the latest revisions of NDS and AITC.
Dead toad deflect' ndudes adjustment factor for creep.
Total load deflecti is nstamaneou
file: C:1Documenls and Settings\Donna Petersen\My
NOTE. LOADS SHOWN ARE FOR INPUT LOAD CASE (1). OTHER LOAD CASES
FOR PATTERN LIVE LOADING ARE CHECKED AS REQUIRED.
(DIMENSIONS MEASURED FROM LEFT END OF SPAN OR CANTILEVER.)
DISTRIBUTION SOURCE TYPE TOP /SIDE LOAD FROM
FT IN -SX
UNIFORM FLOOR LIVE TOP 869 PLF 00 -00 -00
UNIFORM FLOOR DEAD TOP 369 PLF 00 -00 -00
UNIFORM BEAM WEIGHT 6 PLF 00-00 -00
WARNING NOTES:
THIS COMPONENT DESIGN IS SPECIFICALLY FOR L -P ENGINEERED WOOD PRODUCTS.
USE OF THIS DESIGN FOR ANYTHING OTHER THAN GANG -LAM LVL OR LPI JOISTS IS
STRICTLY PROHIBITED. ANY MODIFICATION OF THIS DOCUMENT REQUIRES REVIEW
BY A DESIGN PROFESSIONAL
MINIMUM BEARING SIZES ARE SUFFICIENT TO PREVENT CRUSHING OF THE GANG -LAM
LVL BEAM AS DESIGNED. IT IS THE RESPONSIBILITY OF THE PROJECT ENGINEER,
ARCHITECT OR DESIGNER TO VERIFY THAT THE SUPPORT STRUCTURE FOR THIS BEAM
IS CAPABLE OF SUPPORTING THE REACTIONS.
ANCHOR GANG -LAM LVL FLOOR BEAM SECURELY TO BEARINGS OR HANGERS.
11 875
CROSS SECTION
I
,5 250
!Miscellaneous Information
The use of this component shall be specified by the design of the
complete structure. Odle all the necessary code compliance approval nil
instructions from the designers of the complete structure before using this
component. If the design aden listed abov does not meet local building
code requirements, do not use this design. When this drawing is signed
and sealed, the structural design is approved as shown this drawing
based on data provided by the custome Gang -Lam LVL and CTR, LPI
joists are made without camber and will deflect under load. Wood direct
contact with concrete must be protected as required by code. Conti ous
lateral upport is assumed (wall, floor beam, etc.). LP does not provide
on -site inspection This drawing must hay Architect's or Engineers seal
affixed to be considered Englneenng document.
LOAD TABLE
ry
TO
FT IN -SX
11 -06 -00
11 -06 -00
11 -06 -00
1 BEAM 5.25 X 11.875 GL2950Fb 2.0E
LOAD LDF
1 00
0 90
0 90
11 6- 0
THIS DRAWING IS NOT TO SCALE
Gang -Lam LVL and CTR, LPI Joist Specifications
Supports and connections for Gang -Lam LVL and CTR, LPI Joists to be
specific applications.
Common nails driven parallel to glue lines shall be spaced mr mum of 4' for 10d
and 3' for ad.
Do not cut, otdr, drill r after Gang -Lam LVL and CTR, LPI Joists except as shown
published matenal from LP any use of Gang -Lam LVL and CTR, LPI Joists contrary
to the limits set forth hereon negates ny express warranty of the product and LP
disclaims alt implied wamrnties'nduding the implied warranties of merchantability
nd fitness to a particula use.
A COPY OF THIS DRAWING IS TO BE GIVEN TO THE INSTALLING CONTRACTOR
LP is registered trademark of Louisiana -Pacifi Corporati
DocumentslA- PROJECT- FILES12006 ARCHIVE1ARSLAN- 061woode.SPX
DWG
SHEET
Software Provided By
LP Engineered Wood Products
2706 Highway 421 North
Wilmington, NC 28401
Local 910.762.9878
National Wats 800.999.9105
DESIGN CRITERIA
LIVE LOAD
DEAD LOAD
TOTAL LOAD
FLR LEFT SPAN CARR. 0 00 FT
FLR RIGHT SPAN CARR. 0 00 FT
DEFLECTION CRITERIA
LIVE LOAD DEFL
TOTAL LOAD DEFL
CODE COMPLIANCES
REPORT
NER 622
ICBO ER -5004
L.A. City RR 25167
CCMC 11518 -R
WISCONSIN 200124 -W
N Y CITY MEA 97 -94 -E
HUD MR 1214D
07/20/07 SBCCI
MSI: 0.65
VSI: 0.48
40 PSF
17 PSF
57 PSF
L 480
L 240
ARSLAN Y Gl I00 v
2004.2 Allowable Stress Design
NOTE.
1. THIS COMPONENT IS DESIGNED TO SUPPORT ONLY
THE VERTICAL LOADS SHOWN VERIFICATION OF
LOADING, DEFLECTION LIMITATIONS, FRAMING
METHODS, WIND AND SEISMIC BRACING, AND OTHER
LATERAL BRACING THAT IS ALWAYS REQUIRED IS
THE RESPONSIBILITY OF THE PROJECT ENGINEER
OR ARCHITECT
2. PROVIDE RESTRAINT AT SUPPORTS TO ENSURE
LATERAL STABILITY
3. DO NOT CUT NOTCH OR DRILL LPI FLANGES.
4. SHIM ALL BEARINGS FOR FULL CONTACT
5. VERIFY DIMENSIONS BEFORE CUTTING LPI TO SIZE.
6. THIS LP1 15 TO BE USED AS A FLOOR JOIST ONLY
7 PROVIDE COMPRESSION EDGE BRACING AT
35" O.C. OR LESS.
SUPPORT REACTIONS (LBS
CASE BEARING NUMBER
1 2 3
1 337 1238 401
2 101 Mr 120
3 391 772 B
9 48 835 936
MIN BEARING SIZES IN- SX) I
1 8 3- 8 1 8
MAXIMUM DEFLECTIONS
CALCULATED ALLOWABLE
LIVE LOAD 0 18 0 34
*DEAD LOAD 0 08
TOTAL LOAD 0 23 0 68
Handling Erection
Temporary and permanent bracing for holding component
plumb and for resisting lateral forces shall be designed and
installed by others. No loads are to be applied to the
component until after all the framing and fastening are
completed. At no time shall loads greater than design loads
be applied to the component
Design Criteria
The design and material specified are in substantial
conformity with the latest revisions of NDS and ARC.
Dead load denecti ncludes adjustment factor to creep.
Total load dehedio is instantaneous.
NOTE. LOADS SHOWN ARE FOR INPUT LOAD CASE (1). OTHER LOAD CASES
FOR PATTERN LIVE LOADING ARE CHECKED AS REQUIRED.
(DIMENSIONS MEASURED FROM LEFT END OF SPAN OR CANTILEVER.)
DISTRIBUTION SOURCE TYPE TOP /SIDE LOAD FROM TO LOAD
FT IN -SX FT IN -SX
UNIFORM FLOOR LIVE TOP 53 PLF 00 -00 -00 26-00 -00
UNIFORM FLOOR DEAD TOP 23 PLF 00 -00 -00 26 -00 -00
WARNING NOTES:
LOAD TABLE
THIS COMPONENT DESIGN IS SPECIFICALLY FOR L-P ENGINEERED WOOD PRODUCTS.
USE OF THIS DESIGN FOR ANYTHING OTHER THAN GANG -LAM LVL OR LPI JOISTS IS
STRICTLY PROHIBITED. ANY MODIFICATION OF THIS DOCUMENT REQUIRES REVIEW
BY A DESIGN PROFESSIONAL
MINIMUM BEARING SIZES ARE SUFFICIENT TO PREVENT CRUSHING OF THE LPI
JOIST AS DESIGNED. IT IS THE RESPONSIBILITY OF THE PROJECT ENGINEER,
ARCHITECT OR DESIGNER TO VERIFY THAT THE SUPPORT STRUCTURE FOR THIS BEAM
IS CAPABLE OF SUPPORTING THE REACTIONS.
ANCHOR LPI JOIST SECURELY TO BEARINGS OR HANGERS.
9 500
2 500
CROSS SECTION
(Miscellaneous Information
The use of this component shall be specified by the designer of the
complete structure. Obta all the necessary code compli nce approval and
instructions from the designers of the complete structure before using this
component. If the design often listed abov does not meet local building
code requirements, do not use this design When this drawing is signed
and sealed, the structural design is approved as shown this drawing
lased on data provided by the arstomer Gang -Lam LVL and CTR. LPI
joists are made without camber and will defied urtde load. Wood direct
contact with concrete must be protected as required by code Continu
lateral support is assumed (wall, floor beam, etc.). LP does not provide
on-site inspedio This drawing must have Architect's Engineers seal
armed to be considered Engineenng document.
asr
1 LPI 20 DEPTH 9.500
WEB 0 375
FLANGE 1.50 X 2.50
LDF
1 00
0 90
12 9- 0
26- 0- 0
THIS DRAWING IS NOT TO SCALE
Gang -Lam LVL and CTR, LPI Joist Specifications
Supports and connections for Gang -Lam LVL and CTR, LPI Joists to be
specific applications.
Common nails driven parallel to glu lines shall be spaced minimum of 4• fo 10d
and 3• for 8d.
Do not Cut, notch, drill or alter Gang -Lam LVL and CTR, LPI Joists except as shown
published matenal from LP ny use of Gang -Lam LVL and CTR, LPI Joists contrary
to the limits set forth hereon,negates any express warranty of the product and LP
disdains all implied warranties 'nduding the implied warranties of merchantability
and fitness for particula use.
A COPY OF THIS DRAWING IS TO BE GIVEN TO THE INSTALLING CONTRACTOR
LP is a registered trademark of Louisiana•Pacifh Corporation
File: C:1Documents and Settings\Donna Petersen\My DocumentsIA PROJECT FILES12006 ARCHIVE WRSLAN 061woode.SPX
13 8- 0
Software Provided By
LP Engineered Wood Products
2706 Highway 421 North
Wilmington, NC 28401
Local 910.762.9878
National Wats 800.999.9105
DWG
SHEET
DESIGN CRITERIA
LIVE LOAD 90 PSF
DEAD LOAD 17 PSF
TOTAL LOAD 57 PSF
!SPACING 16 00 IN C/C
DEFLECTION CRITERIA
LIVE LOAD DEFL
TOTAL LOAD DEFL
LOAD SHARING 0
CODE COMPLIANCES
REPORT
ICC -ES ESA -1305
WISCONSIN 200405 -W
CCMC 12724 -R
L.A. City RR 25099
N Y CITY MEA 101 -00 -E
Ye,
07 SBCCI
MSI: 0.62
VSI: 0.52
L 480
L 290
S
Design Criteria
The design and material specified are In ubstantial
conformity with the latest revisions of NDS and AITC.
Dead load deflecti ncludes adjustment factor for creep
Total bad detectio is instantaneous.
ARSLAN 2 j rd \oo {C.
2104.2 Allowable Stress Design
NOTE.
1. THIS COMPONENT IS DESIGNED TO SUPPORT ONLY
THE VERTICAL LOADS SHOWN VERIFICATION OF
LOADING, DEFLECTION LIMITATIONS, FRAMING
METHODS, WIND AND SEISMIC BRACING, AND OTHER
LATERAL BRACING THAT IS ALWAYS REQUIRED IS
THE RESPONSIBILITY OF THE PROJECT ENGINEER
OR ARCHITECT
2. PROVIDE RESTRAINT AT SUPPORTS TO ENSURE
LATERAL STABILITY
3. DO NOT CUT NOTCH OR DRILL LPI FLANGES.
4. SHIM ALL BEARINGS FOR FULL CONTACT.
5. VERIFY DIMENSIONS BEFORE CUTTING LPI TO SIZE.
6. THIS LPI IS TO BE USED AS A FLOOR JOIST ONLY
7 PROVIDE COMPRESSION EDGE BRACING AT
49" O.C. OR LESS.
SUPPORT REACTIONS (LBS)
CASE B E A R I N G N U M B E R
1 2 3 4
1 315 908 614 139
2 94 271 183 41
3 337 633 279 200
4 72 545 518 18
5 313 920 440 4
6 74 115
I MIN BEARING SIZES (IN -SX)
1 8 3- 8 3- 8 1 8
MAXIMUM DEFLECTIONS
CALCULATED ALLOWABLE
LIVE LOAD 0 07 0 26'
*DEAD LOAD D 04
TOTAL LOAD 0 09 0 52
DISTRIBUTION
UNIFORM FLOOR LIVE
UNIFORM FLOOR DEAD
WARNING NOTES:
LOAD TABLE
NOTE. LOADS SHOWN ARE FOR INPUT LOAD CASE (1). OTHER LOAD CASES
FOR PATTERN LIVE LOADING ARE CHECKED AS REQUIRED.
(DIMENSIONS MEASURED FROM LEFT END OF SPAN OR CANTILEVER.)
SOURCE TYPE TOP /SIDE LOAD FROM
FT IN -SX
TOP 53 PLF 00 -00 -00
TOP 23 PLF 00-00 -00
TO LOAD
FT IN -SX
26 -00 -00
26 -00 -00
THIS COMPONENT DESIGN IS SPECIFICALLY FOR L -P ENGINEERED WOOD PRODUCTS.
USE OF THIS DESIGN FOR ANYTHING OTHER THAN GANG -LAM LVL OR LPI JOISTS IS
STRICTLY PROHIBITED. ANY MODIFICATION OF THIS DOCUMENT REQUIRES REVIEW
BY A DESIGN PROFESSIONAL
MINIMUM BEARING SIZES ARE SUFFICIENT TO PREVENT CRUSHING OF THE LPI
JOIST AS DESIGNED. IT IS THE RESPONSIBILITY OF THE PROJECT ENGINEER,
ARCHITECT OR DESIGNER TO VERIFY THAT THE SUPPORT STRUCTURE FOR THIS BEAM
IS CAPABLE OF SUPPORTING THE REACTIONS.
PROVIDE ANCHORAGE FOR UPLIFT AT SUPPORTS INDICATED BY NEGATIVE REACTIONS.
ANCHORAGE DETAIL TO BE PROVIDED BY PROJECT ARCHITECT ENGINEER, OR DESIGNER.
ANCHOR LPI JOIST SECURELY TO BEARINGS OR HANGERS.
9 500
`12
500
CROSS SECTION
Handling 8 Erection (Miscellaneous Information
Temporary and permanent bracing to holding component The use of this component shall be specified by the designer of the
plumb end for resisting lateral forces shall be designed and complete structure. Obtai all the code compliance approval and
instated by others. No loads are to be applied to the instructions from the designers of the complete structure before using this
component until after all the fronting and fastening are component. If the design criteria listed abov does not meet local building
completed. At no time shall loads greater than design loads code regh... do not use this design When this drawing is signed
be applied to the component. and sealed, the structural design is approved as shown this drawing
based data provided by the customer. Gang-Lam LVL and CTR, LPI
ljoists are made without camber and will deflect unde load. Wood direct
contact with concrete must be protected as required by code Continuou
lateral support is assumed (wall, floor beam, etc.). LP does not provide
on-site rospectio This drawing must have an Architect's E_,...__. seal
afixed to be considered an Engr nag document.
10- 6- 4
1 LPI 20 DEPTH 9.500
WEB 0 375
FLANGE 1.50 X 2.50
LOP'
1 00
0 90
new Lena
2 k4
a L
9 -10- 8
^6- 0- 0
THIS DRAWING IS NOT TO SCALE
Gang -Lam LVL and CTR, LPI Joist Specifications
Supports and connections for Gang -Lam LVL and CTR, LPI Joists to be
speciti applications.
Common nails dnven parallel to glu lines shall be spaced a mi mum of 4' fo 10d
and 3" for ad.
Do not cut, notch, drill or alter Gang-Lam LVL nd CTR. LPI Joists xcept as shown
published material from LP any use of Gang -Lam LVL and CTR, LPI Joists contrary
to the limits set forth hereo negates ny express warranty of the product and LP
disclaims all implied warranties 'nduding the implied warranties of merchantability
and fitness for a particular use.
A COPY OF THIS DRAWING IS TO BE GIVEN TO THE INSTALLING CONTRACTOR
LP is registered trademark of Lo isiana- Pacific Corporation.
rile: C:\Documents and Settings\Donna PetersentMy DocumentsVA- PROJECT- FILES12006 ARCHIVEIARSLAN-061woode.SPX
Software Provided By
LP Engineered Wood Products
2706 Highway 421 North
Wilmington, NC 28401
Local 910.762.9878
National Wats 600.999.9105
DWG
SHEET
J
DESIGN CRITERIA
pSPACING 16 00 IN C/C
DEFLECTION CRITERIA
LIVE LOAD DEFL
TOTAL LOAD DEFL
LOAD SHARING 0 E
CODE COMPLIANCES
REPORT N
ICC -ES ESR -1305
WISCONSIN 200405 -W
CCMC 12724 -R
L.A. City RR 25099
N Y CITY MEA 101 -00 -E
r8
5- 7 4
07/20/07 SBCCI
MSI: 0.35
VSI: 0.39
LIVE LOAD 40 PSF
DEAD LOAD 17 PSF
TOTAL LOAD 57 PSF
L 480
L 240
S
ARSLAN 2ND FLOOR JOIST 1
2004.2 Allowable Stress Design
NOTE:
1. THIS COMPONENT IS DESIGNED TO SUPPORT ONLY
THE VERTICAL LOADS SHOWN VERIFICATION OF
LOADING, DEFLECTION LIMITATIONS, FRAMING
METHODS, WIND AND SEISMIC BRACING, AND OTHER
LATERAL BRACING THAT IS ALWAYS REQUIRED IS
THE RESPONSIBILITY OF THE PROJECT ENGINEER
OR ARCHITECT
2. PROVIDE RESTRAINT AT SUPPORTS TO ENSURE
LATERAL STABILITY
3. DO NOT CUT NOTCH OR DRILL LPI FLANGES.
4. SHIM ALL BEARINGS FOR FULL CONTACT
5. VERIFY DIMENSIONS BEFORE CUTTING LPI TO SIZE.
6. THIS LPI IS TO BE USED AS A FLOOR JOIST ONLY
7 PROVIDE COMPRESSION EDGE BRACING AT
25" O.C. OR LESS.
SUPPORT REACTIONS (LBS)
CASE B E A R I N G N U M B E
1 2 3
1 1671 661 257
2 675 172 77
3 1461 361 286
4 885 972 97
5 855 772 257
6 1701 361 97
MIN BEARING SIZES (IN -SX) I
3- 8 3- 8 1 8
MAXIMUM DEFLECTIONS
CALCULATED ALLOWABLE
LIVE LOAD -0 17 0 30
*DEAD LOAD -0 16"
TOTAL LOAD -0 25 0 59
Handling Erection
Temporary and permanent bracing for holding component
plumb and for resisting lateral forces stag be designed and
installed by others. No loads are to be applied to the
component until alto all the framing and fastening are
completed. At no time shag loads greater than design loads
be applied to the component.
Design Criteria
The design and matenal specified are substantial
conformity with the latest revisions of NDS and ARC.
Dead load deflection includes adjustment factor for creep.
Total load deflection is instantaneous.
R
LOAD TABLE
NOTE. LOADS SHOWN ARE FOR INPUT LOAD CASE (1). OTHER LOAD CASES
FOR PATTERN LIVE LOADING ARE CHECKED AS REQUIRED.
(DIMENSIONS MEASURED FROM LEFT END OF SPAN OR CANTILEVER.)
DISTRIBUTION SOURCE
UNIFORM FLOOR LIVE TOP 90
UNIFORM FLOOR DEAD TOP 17
LINEAR ROOF LIVE TOP 375
LINEAR FLOOR DEAD TOP 255
LINEAR FLOOR LIVE TOP 250
LINEAR FLOOR DEAD TOP 120
LINEAR FLOOR DEAD TOP 106
WARNING NOTES:
TYPE TOP /SIDE LOAD FROM TO LOAD LDF
FT IN -SX FT IN -SX
PLF 00 -00 -00 26 -00 -00 1 00
PLF 00 -00 -00 26 -00 -00 0 90
PLF 00 -00 -00 MINBRG =3 50" 1 15
PLF 00 -00 -00 MINBRG =3 50" 0 90
PLF 00 -00 -00 MINBRG =3 50" 1 00
PLF 00 -00 -00 MINBRG =3 50" 0 90
PLF 00-00 -00 MINBRG =3 50 0 90
THIS COMPONENT DESIGN IS SPECIFICALLY FOR L-P ENGINEERED WOOD PRODUCTS.
USE OF THIS DESIGN FOR ANYTHING OTHER THAN GANG -LAM LVL OR LPI JOISTS IS
STRICTLY PROHIBITED. ANY MODIFICATION OF THIS DOCUMENT REQUIRES REVIEW
BY A DESIGN PROFESSIONAL
PROVIDE RESTRAINT AT CONCENTRATED LOAD TO ENSURE LATERAL STABILITY
MINIMUM BEARING SIZES ARE SUFFICIENT TO PREVENT CRUSHING OF THE LPI
JOIST AS DESIGNED. IT IS THE RESPONSIBILITY OF THE PROJECT ENGINEER,
ARCHITECT OR DESIGNER TO VERIFY THAT THE SUPPORT STRUCTURE FOR THIS BEAM
IS CAPABLE OF SUPPORTING THE REACTIONS.
ANCHOR LPI JOIST SECURELY TO BEARINGS OR HANGERS.
LEFT CANTILEVER
CALCULATED ALLOWABLE
0 19 0 20"
0 12
0 22 0 30"
11
"v '2 L 2. c 12 65,c
9 500 jc H
e1,2 500
CROS: SECTION
Miscellaneous Information
The use of this component shall be specified by the design of the
complete structure. Obtai all the necessary code compliance approval and
instructions from the designers of the complete structure before using this
If the design criteria listed above does not meet local building
code requirements, do not use this design. When this drawing is signed
and sealed, the structural design is approved as shown In this drawing
based on data provided by the customer. Gang -Lam LVL and CTR, LPI
hoists are made without camber and will deflect under bad. Wood direct
contact with concrete must be protected as required by code. Continuous
lateral upport is assumed (wall, floor beam, etc.). LP does not provide
on-site inspection. This drawing must have n Architect's Engineers seal
afixed to be considered an Engineering document.
2 0- 0
12 0- 0
1 LPI 20 DEPTH 9.500
WEB 0 375
FLANGE 1.50 X 2.50
STIFFENER REQ
STIFFENER REQ
STIFFENER REQ
STIFFENER REQ
STIFFENER REQ
26- 0- 0
THIS DRAWING IS NOT TO SCALE
Gang -Lam LVL and CTR, LPI Joist Specifications
Supports and connections for Gang -Lam LVL and CTR, LPI Joists to be
specific applications.
Common nails driven parallel to glue lines shall be spaced minimum of 4" for 10d
and 3' for ad.
Do not cut, notch, drill or alter Gang -Lam LVL and CTR, LPI Joists except as shown
in published material from LP any use of Gang -Lam LVL and CTR, LPI Joists contrary
to the limits set forth hereon,negates ny express warranty of the product and LP
disclaims all Implied warranties including the implied warranties of merchantability
and fitness for a particular use.
A COPY OF THIS DRAWING IS TO BE GIVEN TO THE INSTALLING CONTRACTOR
LP is registered trademark of Louisiana -Pacific Corporation.
Ile: C:1Documents and SettingstDonna Petersen\My DocumentstA- PROJECT- FILES1ARCHIVESt2006 ARCHIVEWRSLAN- 06 1woode.SPX
Software Provided By
LP Engineered Wood Products
2706 Highway 421 North
Wilmington, NC 28401
Local 910.762.9878
National Wats 800.999.9105
DWG
SHEET
12 0- 0
DESIGN CRITERIA
MSI: 0.78
VSI: 0.86
LIVE LOAD 90 PSF
DEAD LOAD 17 PSF
TOTAL LOAD 57 PSF
'SPACING 12 00 IN C/C
DEFLECTION CRITERIA
LIVE LOAD DEFL
TOTAL LOAD DEFL
L 980
L 290
LOAD SHARING 0
CODE COMPLIANCES
REPORT
ICC -ES ESR -1305
WISCONSIN 200905 -W
CCMC 12729 -R
L.A. City RR 25099
N Y CITY MEA 101 -00 -E
STIFFENERS REQUIRED REFER TO
STIFFENER SPECIFICATION
10/11/07 SBCCI
ARSLAN 2ND FLOOR BEAM POST POINT LOAD
2004.2 Allowable Stress Design
NOTE:
1 THIS COMPONENT IS DESIGNED TO SUPPORT ONLY
THE VERTICAL LOADS SHOWN VERIFICATION OF
LOADING, DEFLECTION LIMITATIONS, FRAMING
METHODS, WIND AND SEISMIC BRACING, AND OTHER
LATERAL BRACING THAT IS ALWAYS REQUIRED IS DISTRIBUTION
THE RESPONSIBILITY OF THE PROJECT ENGINEER
OR ARCHITECT
2. PROVIDE RESTRAINT AT SUPPORTS TO ENSURE
LATERAL STABILITY
3. DO NOT CUT NOTCH OR DRILL GANG -LAM.
4. SHIM ALL BEARINGS FOR FULL CONTACT
5. VERIFY DIMENSIONS BEFORE CUTTING
GANG -LAM TO SIZE.
6. THIS GANG -LAM IS TO BE USED AS A
FLOOR JOIST ONLY
7 PROVIDE COMPRESSION EDGE BRACING AT
EACH END OF COMPONENT
DESIGN ASSUMES COMPONENTS CARRIED ARE
APPLIED TO TOP EDGE OF GANG -LAM, SUCH THAT
LOAD IS DISTRIBUTED EQUALLY TO EACH PLY
ATTACH TWO PLIES WITH 2 ROWS OF 16d
(3-1/2") NAILS AT 12" DC. FROM
ONE FACE ONLY STAGGER ROWS. FLIP
BEAM AND ATTACH THE THIRD PLY WITH 2
ROWS OF 16d (3-12") NAILS AT 12"
OC TO THE UN- NAILED SIDE OF THE FIRST
TWO PLIES. STAGGER ROWS. NAILS MAY BE
COMMON OR BOX NAILS WITH A MINIMUM
SHANK DIAMETER OF 0.131" 16d SINKERS
(3 -1/47 MAY RF I ISFn
CONCENTRATED LOADS MUST BE EQUALLY
DISTRIBUTED TO ALL PLIES. ADDITIONAL
FASTFNFRR MAY PP RFQI IIRFf
SUPPORT REACTIONS (LBS)
CASE BEARING NUMBER
1 2 3
1 2266 7617 -192
2 913 2959 -83
3 1699 3193 127
9 1480 7928 -352
5 1450 7728 -192
6 2296 7317 -352
MIN BEARING SIZES (IN -SX)
3- 8 3- 8 1- 8
MAXIMUM DEFLECTIONS
CALCULATED ALLOWABLE
LIVE LOAD 0 09" 0 30'
*DEAD LOAD 0 05"
TOTAL LOAD 0 13" 0 59"
Handling Erection
Temporary and permanent bracing for holding component
plUITID and for resisting lateral installed by others. No loads are re to b d e applied to designed and
co._, until after all the framing and fastening are
completed. At no time shaft bads greater Nan design bads
be applied to the component.
Design Criteria
The design and material specified are In substantial
conformity with the latest revisions of NDS and ARC.
Dead load deflection includes adjustment facto for creep.
Total load deflection is instantaneous.
LEFT CANTILEVER
CALCULATED ALLOWABLE
-0 04 0 20'
0 01
0 05 0 30"
NOTE: LOADS SHOWN ARE FOR INPUT LOAD CASE (1). OTHER LOAD CASES
FOR PATTERN LIVE LOADING ARE CHECKED AS REQUIRED.
(DIMENSIONS MEASURED FROM LEFT END OF SPAN OR CANTILEVER.)
UNIFORM
UNIFORM
CONCENTRATED
CONCENTRATED
LINEAR
LINEAR
LINEAR
LINEAR
LINEAR
WARNING NOTES:
SOURCE TYPE
FLOOR
FLOOR
FLOOR
FLOOR
ROOF
FLOOR
FLOOR
FLOOR
FLOOR
9 500
LIVE
DEAD
LIVE
DEAD
LIVE
DEAD
LIVE
DEAD
DEAD
TOP /SIDE LOAD FROM TO LOAD LDF
FT IN -SX FT IN -SX
TOP 40 PLF 00 -00 -00 26 -00 -00 1 00
TOP 17 PLF 00 -00 -00 26 -00 -00 0 90
TOP 9292 LBS 12 -04 -00 MINBRG 2 50" 1 00
TOP 2861 LBS 12 -04 -00 MINBRG =2 50" 0 90
TOP 375 PLF 00 -00 -00 MINBRG =2 50" 1 15
TOP 255 PLF 00 -00 -00 MINBRG =2 50" 0 90
TOP 250 PLF 00 -00 -00 MINBRG =2 50" 1 00
TOP 120 PLF 00 -00 -00 MINBRG =2 50" 0 90
TOP 106 PLF 00 -00 -00 MINBRG =2 50" 0 90
THIS COMPONENT DESIGN IS SPECIFICALLY FOR L-P ENGINEERED WOOD PRODUCTS.
USE OF THIS DESIGN FOR ANYTHING OTHER THAN GANG -LAM LVL OR LPI JOISTS IS
STRICTLY PROHIBITED. ANY MODIFICATION OF THIS DOCUMENT REQUIRES REVIEW
BY A DESIGN PROFESSIONAL
PROVIDE RESTRAINT AT CONCENTRATED LOAD TO ENSURE LATERAL STABILITY
MINIMUM BEARING SEES ARE SUFFICIENT TO PREVENT CRUSHING OF THE GANG -LAM
JOIST AS DESIGNED. IT IS THE RESPONSIBILITY OF THE PROJECT ENGINEER,
ARCHITECT OR DESIGNER TO VERIFY THAT THE SUPPORT STRUCTURE FOR THIS BEAM
IS CAPABLE OF SUPPORTING THE REACTIONS.
PROVIDE ANCHORAGE FOR UPLIFT AT SUPPORTS INDICATED BY NEGATIVE REACTIONS.
ANCHORAGE DETAIL TO BE PROVIDED BY PROJECT ARCHITECT ENGINEER, OR DESIGNER.
ANCHOR GANG -LAM LVL JOIST SECURELY TO BEARINGS OR HANGERS.
CROSS SECTION
1 750
3 500
.5 250
LOAD TABLE
(Miscellaneous Information
The use of this component shall be specified by the designer of the
complete structure. Obtain all the necessary code compliance approval and
instructions from the designers of the complete structure before using this
component. If the design criteria listed above does not meet local building
code requirements, do not use this design When this drawing is signed
and seated, the structural design is approved as shown in this drawing
based on data provided by the customer. Gang -Lam LVL and CTR. LPI
joists are made without camber and will deflect under load. Wood direct
contact with concrete must be protected as required by code. Continuous
lateral support is assumed (wall, floor beam, etc.). LP does not provide
on -site inspection. This drawing must have an Architect's or Engineer's seal
afixed to be considered Engineering document.
2 0- 0
File: C:lDoaiments and Settings\Donna PetersenWy Documents'A- PROJECT- FILESIARCHIVES12006 ARCHIVEIARSLAN-06 \WOOde.SPX
2.2.c1 CP 14.
12- 0- 0
3 BEAMS 1.75 X 9.500 GL2950Fb 2.0E
DESIGN CONSISTS OF 3 PLIES FASTENED
TOGETHER (REFER TO NOTES)
'6 0- 0
THIS DRAWING IS NOT TO SCALE'"'
(Gang -Lam LVL and CTR, LPI Joist Specifications
Supports and connections fo Gang-Lam LVL and CTR, LPI Joists to be
specific applications.
Common nails driven parallel to glu lines shall be spaced a mr mum of 4' fo 10d
and 3' for Ed.
Do not cut. notch, drill or alter Gang -Lam LVL and CTR, LPI Joists except as shown
in published material from LP any use of Gang LVL and CTR, LPI Joists contrary
to the limas set forth hereon,negates any express warranty of the product and LP
disclaims all implied warranties 'nduding the implied warranties of merchantability
and fitness for a particular use.
A COPY OF THIS DRAWING IS TO BE GIVEN TO THE INSTALLING CONTRACTOR
LP is a registered trademark of Louisiana -Pacific Corporation.
DWG
SHEET
12 0- 0
DESIGN CRITERIA
LIVE LOAD
DEAD LOAD
TOTAL LOAD
!SPACING 12 00 IN
DEFLECTION CRITERIA
LIVE LOAD DEFL
TOTAL LOAD DEFL
LOAD SHARING
Software Provided By'
LP Engineered Wood Products
2706 Highway 421 North
Wilmington, NC 28401
Local 910.762.9878
National Wats 800.999.9105
CODE COMPLIANCES
REPORT
NER 622
ICBO ER -5004
L.A. City RR 25167
CCMC 11518 -R
WISCONSIN 200129 -W
N Y CITY MEA 97 -94 -E
HUD MR 1219D
40
17
57
10/11/07 SBCCI
MSI: 0.27
VSI: 0.72
C /C
PSF
PSF
PSF
L 980
L 240
0
ARSLAN 2ND FLOOR JOIST 3
2004.2 Allowable Stress Design
NOTE.
1 THIS COMPONENT IS DESIGNED TO SUPPORT ONLY
THE VERTICAL LOADS SHOWN VERIFICATION OF
LOADING, DEFLECTION LIMITATIONS, FRAMING
METHODS, WIND AND SEISMIC BRACING, AND OTHER
LATERAL BRACING THAT IS ALWAYS REQUIRED IS DISTRIBUTION
THE RESPONSIBILITY OF THE PROJECT ENGINEER
OR ARCHITECT
2. PROVIDE RESTRAINT AT SUPPORTS TO ENSURE
LATERAL STABILITY
3. DO NOT CUT NOTCH OR DRILL LPI FLANGES.
4. SHIM ALL BEARINGS FOR FULL CONTACT
5. VERIFY DIMENSIONS BEFORE CUTTING LPI TO SIZE
6. THIS LPI IS TO BE USED AS A FLOOR JOIST ONLY
7 PROVIDE COMPRESSION EDGE BRACING AT
25' O.C. OR LESS.
SUPPORT REACTIONS (LBS)
CASE BEARING NUMBER
1 2 3
1 1781 1983 345
2 675 172 77
3 1931 572 935
4 1025 1082 -13
5 965 1593 395
6 1841 972 -13
N MIN BEARING SIZES (IN SX) I
3 8 3- 8 1- 8
MAXIMUM DEFLECTIONS
CALCULATED ALLOWABLE
LIVE LOAD 0 19" 0 30"
*DEAD LOAD -0 21
TOTAL LOAD -0 29 0 59"
Handling Erect
Temporary and permanent bracing for holding component
plumb and for resisting lateral forces shall be designed and
installed by others. No loads are to be applied to the
component until after all the framing and fastening are
completed. At no time shall loads greater than design loads
be applied to the component.
Design Criteria
The design and material specified are substantial
conformity with the latest revisions of NDS and ARC.
Dead load deflection includes adjustment factor for creep.
Total load deflection is instantaneous.
UNIFORM
UNIFORM
LINEAR
LINEAR
LINEAR
LINEAR
LINEAR
LINEAR
LINEAR
WARNING NOTES:
THIS COMPONENT DESIGN IS SPECIFICALLY FOR L-P ENGINEERED WOOD PRODUCTS.
USE OF THIS DESIGN FOR ANYTHING OTHER THAN GANG -LAM LVL OR LPI JOISTS IS
STRICTLY PROHIBITED. ANY MODIFICATION OF THIS DOCUMENT REQUIRES REVIEW
BY A DESIGN PROFESSIONAL.
PROVIDE RESTRAINT AT CONCENTRATED LOAD TO ENSURE LATERAL STABILITY
MINIMUM BEARING SIZES ARE SUFFICIENT TO PREVENT CRUSHING OF THE LPI
JOIST AS DESIGNED. IT IS THE RESPONSIBILITY OF THE PROJECT ENGINEER,
ARCHITECT OR DESIGNER TO VERIFY THAT THE SUPPORT STRUCTURE FOR THIS BEAM
IS CAPABLE OF SUPPORTING THE REACTIONS.
PROVIDE ANCHORAGE FOR UPLIFT AT SUPPORTS INDICATED BY NEGATIVE REACTIONS.
ANCHORAGE DETAIL TO BE PROVIDED BY PROJECT ARCHITECT, ENGINEER, OR DESIGNER.
ANCHOR LPI JOIST SECURELY TO BEARINGS OR HANGERS.
LEFT CANTILEVER
CALCULATED ALLOWABLE
0 12 0 20'
0 10"
0 19" 0 30"
LOAD TABLE
NOTE. LOADS SHOWN ARE FOR INPUT LOAD CASE (1). OTHER LOAD CASES
FOR PATTERN LIVE LOADING ARE CHECKED AS REQUIRED.
(DIMENSIONS MEASURED FROM LEFT END OF SPAN OR CANTILEVER.)
SOURCE TYPE TOP /SIDE LOAD FROM TO LOAD
FT IN -SX FT IN -SX
FLOOR LIVE TOP 90 PLF 00 -00 -00 26
FLOOR DEAD TOP 17 PLF 00 -00 -00 26
FLOOR LIVE TOP 690 PLF 10 06 00 MINBRG =3
ROOF LIVE TOP 375 PLF 00 -00 -00 MINBRG =3
FLOOR LIVE TOP 330 PLF 20 06 MINBRG =3
FLOOR DEAD TOP 255 PLF 00 -00 -00 MINBRG =3
FLOOR LIVE TOP 250 PLF 00 -00 -00 MINBRG =3
FLOOR DEAD TOP 120 PLF 00 -00 -00 MINBRG =3
FLOOR DEAD TOP 106 PLF 00 -00-00 MINBRG=3
vl Lt-)T o v2 cc
n
9 500 jc r ^1
`1,2 500
CROSS SECTION
(Miscellaneous Information
The use of this component shall be specified by the designer of the
complete structure. Obtain all the necessary code compliance approval and
instructions from the designers of the complete structure before using this
component. If the design criteria listed above does not meet local building
code requirements, do not use this design When this drawing is signed
and sealed, the structural design is approved as shown this drawing
based on data provided by the customer. Gang-Lam LVL and CTR, LPI
joists are made without camber and wit deflect uncle bad. Wood in direct
contact with concrete must be protected as requ red by code Continuous
lateral support is assumed (wall, floor beam, etc.). LP does not provide
on-site inspection. This drawing must have Architect's or Engineer's seal
afixed to be considered Engmeenrg document.
2 0-
50"
50"
50"
50"
50"
50"
50"
1 LPI 20 DEPTH 9.500
WEB 0 375
FLANGE 1.50 X 2.50
LDF
1 00
O 90
1 00
1 15 STIFFENER REQ
1 00
O 90 STIFFENER REQ
1 00 STIFFENER REQ
0 90 STIFFENER REQ
0 90 STIFFENER REQ
12 0- 0
26- 0- 0
THIS DRAWING IS NOT TO SCALE***
Gang -Lam LVL and CTR, LPI Joist Specifications
Supports and connections for Gang -Lam LVL and CTR, LPI Joists to be
specific applications.
Common nails driven parallel to glue lines shall be spaced minimum of 4• for 100
and 3• for ed.
Do not ad, notch, drill or alter Gang -Lam LVL and CTR, LPI Joists except as shown
in published material from LP ny use of Gang -Lam LVL and CTR, LPI Joists contrary
to the limits set forth hereon,negates any express warranty of the product and LP
disclaims all implied warranties "ncluding the implied warranties of merchantability
and fitness fo particular use.
A COPY OF THIS DRAWING IS TO BE GIVEN TO THE INSTALLING CONTRACTOR
LP is registered trademark of Louisiana Pacific Corporatro
'ile: C:\Documents and SettingslDonna PeterseniMy Documents PROJECT FILESARCHIVES\2006 ARCHIVEWRSLAN
12 0- 0
Software Provided By
LP Engineered Wood Products
2706 Highway 421 North
Wilmington, NC 28401
Local 910.762.9878
National Wats 800.999.9105
DWG
SHEET
DESIGN CRITERIA
LIVE LOAD 90 PSF
DEAD LOAD 17 PSF
TOTAL LOAD 57 PSF
'SPACING 12 00 IN C/C
DEFLECTION CRITERIA
LIVE LOAD DEFL
TOTAL LOAD DEFL
LOAD SHARING 0
CODE COMPLIANCES
REPORT
ICC -ES ESR -1305
WISCONSIN 200405 -W
CCMC 12724 -R
L.A. City RR 25099
N Y CITY MEA 101 -00 -E
10/11/07 SBCCI
MSI: 0.80
VSI: 0.86
L 480
L 290
[STIFFENERS REQUIRED REFER TO I
STIFFENER SPECIFICATION
DEFLECTION ASSUMES COMPOSITE
ACTION WITH GLUED AND
NAILED 23/32 APA RATED
SHEATHING (48/24 SPAN RATING)
BOISE Single 6 -3/4" x 12" BOISE GLULAMTM 24F -V4 /DF Floor Beam1FB01
BC CALC® 9.5 Design Report
Build 91
Job Name:
Address:
City State, Zip:
Customer
Code reports: ICBO 5745, LA 01365
Load Summary
Tag Description
1 Standard Load
2
3
4
Controls Summary
Pos. Moment
Neg. Moment
End Shear
Cont. Shear
Total Load Defl.
Live Load Defl.
Total Neg. Defl.
Max Defl.
Span Depth
Bearing Supports
BO Wall /Plate
B1 Post
B2 Wall /Plate
Page 1 of 1
Value
17251 ft-lbs
-24107 ft-lbs
-5262 lbs
12058 lbs
L/619 (0.244
L/879 (0.172
0.047"
0.244'
12.6
Dim. (L x W)
5 -1/2' x 6 -3/4
6 -3/4 x 6 -3/4'
5 -1/2' x 6 -3/4
Load Type
Unf Area (psf)
Unf Lin. (plf)
Unf Lin. (plf)
Conc. Pt. (Ibs)
US 2 spans No cantilevers (0/12 slope Thursday October 11 2007 15:20
F) u C)
Allowable
53.2%
96.5%
36 8%
84 3%
38.8%
40 9%
94%
24 4%
n/a
Value
4003 lbs
23561 lbs
7106 lbs
Total Horizontal Product Length 26 00 00
Ref. Start
Left 00 -00 -00
Left 00 -00 -00
Left 11 -06 -00
Left 11 -06 -00
Duration
100%
100%
100%
100%
Allow
Support
17 3%
31.3%
n/a
v 4e;
Allow
Member
16.6%
796%
29 4%
File Name: BC CALC Project
Description: FB01
Specifier
Designer DONNA J PETERSEN PE
Company* 4 SEASONS ENGINEERING INC
Misc:
End 100% 90%
26 -00 -00 40 10
11 -06 -00 347 232
26 -00 -00 717 478
11 -06 -00 4637 3091
Load
Case
16
1
16
1
16
16
16
16
0 1
Cautions
Column at Bearing B1 analyzed for bearing only column analysis has not been performed.
N otes
Design meets Code minimum (L/240) Total load deflection criteria.
Design meets Code minimum (0360) Live load deflection criteria.
Design meets arbitrary (1') Maximum load deflection criteria.
Live Dead Snow Wind Roof Live
115% 133% 125% Trib.
01 -00 -00
n/a
n/a
n/a
Span Location
2 Internal
1 Right
2 Right
1 Right
2
2
1
2
Material
Douglas Fir
Glulam 24F -V4
Unspecified
Disclosure
Completeness and accuracy of input must
be verified by anyone who would rely on
output as evidence of suitability for
particular application. Output here based
on building code accepted design
properties and analysis methods.
Installation of BOISE engineered wood
products must be in accordance with
current Installation Guide and applicable
building codes. To obtain Installation Guide
or ask questions, please call
(888)234 -0056 before installation.
BC CALC BC FRAMER® AJST""
ALLJOIST® BC RIM BOARDTm, BCI®
BOISE GLULAMT"" SIMPLE FRAMING
SYSTEM VERSA -LAM® VERSA -RIM
PLUS® VERSA -RIM
VERSA STRAND®, VERSA -STUD® are
trademarks of Boise Wood Products,
L.L.C.
IS
4 Seasons Engineering Inc.
Project: 911 W 14TH ST
Job. ARLAN
Client: ARLAN
Input Data
P4h#0,01EtagiN,C4:
Left Cantilever None
Check for repetitive use? Yes
Dead Load: 17 psf
Allow LL Deflection: L/240
Eb. 1600000 psi
Design Checks
Max. Value
Allowable
of Allow
Location
Reactions and Bearing
0'
4'3'
vc-1 Lo /T.)
05 WINDOW HEADERS 4'-Roof Beam
ftWtOtr
1338.75
2812.69
48?
0'
Program Version 8.2 12/17/2004
JubtitatomPioteasionaust
Main Span: 4'3'
Tributary Width: 15'
Live Load: 0 psf
Allow TL Deflection: L./180
F. 180 psi
40
1128.53 97 767
1345.5 207
84? 47
3'9-1/2'
21 1/2'
A -1 3 :00 4 1T
4„
1.5 1338.75
1.5 1338.75
Self-weight of member is not included.
Member has an actual/allowable ratio in span 1 of 84 11
Design is governed by bending fb/Fb.
Governing load combination is Dead+Snow Condition 1 w/Pattern Loads.
Maximum hanger forces: 1338.75 lb (Left) and 1338.75 lb (Right).
Page 1
08 31:21 07/20/07
Designed by Donna Petersen P E.
Checked by
Right Cantilever None
Slope: 0:12
Snow Load: 25 psf
DOL. 1 150
Fb. 900 psi
440
-0.0414
0.2125
19 1,
21 1/2'
ft.
sirt,
-0.0695
0.2833
24
21 1/2'
4 9
47-
06 POST 3RD TO 2ND
4 Seasons Engineering Inc.
Project: 911 W 14TH ST
Job' ARLAN
Client: ARLAN
Input Data
Span
Span 1
Overall Length
Notes.
Lengths are to center line of bearing.
Elevation Angle is 90 deg.
Bottom is considered to be pinned.
User Defined Loads
Load Case
Description:
Dead
Span Axial
lb
1 7153.0
Reactions
Support
1
2
Load
Type
Column Load
Concentrated
Shear
Major Axis
lb
Load
Comb.
Dead
Dead
Horizontal Vertical Actual Axial Axial
Span Span Length Unbraced Unbraced
Length Length Length X Length Y
ft ft ft ft ft
0' 8' 8' 8' 0'
0' 8' 8'
Shear
Minor Axis
lb
Component
Notes.
Positive loads act down.
Distances are measured along length of member
Live loads are patterned to 100
Weight of members is not included in the calculations.
Bending
Major Axis
ft -lb
BEAM -Wall Column
Page 1
10'03:21 10/11/07
Designed by Donna Petersen P E.
Checked by
Distance(s) to
Start
ft
Bending
Minor Axis
ft -lb
Load
Length
ft
Axial 8' 7153
Summary of Member Forces Load Combinations
Torsion
ft -lb
Load at
Start
lb
Deflection
Major Axis
in
Horizontal Horizontal Vertical Moment
Major Axis Minor Axis Major Axis
lb lb lb ft -lb
0.0 0.0 7153.0 0.0
0.0 0.0 0.0 0.0
Load at
End
lb
0' 0
Deflection
Minor Axis
in
Moment
Minor Axis
ft -lb
0.0
00
Offset Offset
X Y
ft ft
2
06 POST 3RD TO 2ND BEAM -Wall Column
4 Seasons Engineering Inc.
Project: 911 W 14TH ST
Job. ARLAN
Client: ARLAN
Design Data
Material type is No. 2 -Posts Douglas
Check for repetitive use? No
Moist use? No
1,,= 76.3 in ^4
Sx 27 7 in ^3
Shear Cu 1 Snow Ca= 1 15
Side loaded? No
Overstress factor 1
Allowable Floor live load deflection
Allowable Floor total load deflection
(3 in Maximum)
Member weight used in analysis 0 plf I Area 30.25 inA2
Critical Design Checks
Critical Axial
Reaction psi
lb
Span 1
Value 0 236.463
Allowable 5156.59 547.973
of Allow 0 it
Location 0' 8'
Program Version 8.2 12/17/2004
Timber Design 1 Option 1 Check of Member 1 6x6
Check of Member 1 6x6
Fir -Larch -Heavy Timber
Top flange bracing is Fully
Braced
Bottom flange bracing is
Fully Braced
ly 76.3 in ^4
Sr 27 7 in ^3
This is not a spaced column
I Kx= 1
Lx =8'
L/360 Ky 1
U240 I Ly
43
Bending X Bending Y
psi psi
0
675
0 i
8'
0
675
0 I
8'
I E,, 1.3e+06 psi
E 1.3e +06 psi
G assumed as .06E
Shear
psi
Page 2
1003:21 10/11/07
Designed by Donna Petersen P E.
Checked by
Fb. 750 psi
F,. 475 psi
F 700 psi
F 625 psi
F 170 psi
Actual density 35 pcf
0
153
0 i
5 -1/2'
LL Deft..
in
0
0.2667
0t
0'
L/d I Lid L /d I FcE I F y I FbE I KCE I c
Limit I psi psi psi
Span 1 I 50 I 17 45 I 0 I 1280.11 I N.A. I le+06 I 0.3 I 0.8 I
Member has an actual /allowable ratio in span 1 of 43 V
Design is governed by axial fa/Fa.
Governing load combination is Dead.
Axial capacity of member is 16577 lb.
Locations of maximum stress, moment, etc. are measured from the left end of the member
Bearing across full width of beam is required.
Structural adequacy of supporting members must be confirmed.
Bearing lengths required may be limited by bearing stress on supporting members.
A negative reaction indicates that the beam must be fastened to the support to resist uplift.
See manufacturer's literature for side loaded connection requirements.
Cantilever deflection allowables are based on twice the span length.
TL Defl.
in
0
04
0
0'
I
CD I C, I C,, I Cy I Cm I Cr I Cr I CE I C,.,, I CD I CT
Span 1 I 0.900 I 1.000 I 1.000 I 1.000 I 1.000 I 1.000 I 1.000 I 0.870 I 1.000 I 1.000 I 1.000
I
CD I CEb I C14 I CFe I CMb I CM, I CM, I CMU I CMc I CME I RD
Span 1 I 1.000 I 1.000 I 1.000 I 1.000 I 1.000 I 1.000 I 1.000 I 1.000 I 1.000 I 1.000 I 0
psi
630
2t
07 LOAD BEARING STUD WALL 8' -Wall Column
4 Seasons Engineering Inc.
Project: 911 W 14TH ST
Job: ARLAN
Client: ARLAN
Input Data
Span Horizontal Vertical Actual Axial Axial
Span Span Length Unbraced Unbraced
Length Length Length X Length Y
ft ft ft ft ft
Span 1 0' 8 8' 8'
Overall Length 0' 8' 8'
Notes.
Lengths are to center line of bearing.
Elevation Angle is 90 deg.
Bottom is considered to be pinned.
User Defined Loads
Load Case Load
Type
Description: Column Load
Dead Concentrated
Notes.
Positive loads act down.
Distances are measured along length of member
Live loads are patterned to 100
Weight of members is not included in the calculations.
Summary of Member Forces Load Combinations
Span Axial Shear Shear Bending Bending Torsion Deflection Deflection
Major Axis Minor Axis Major Axis Minor Axis Major Axis Minor Axis
lb lb lb ft -lb ft -lb ft -lb in in
1 1226.7
Reactions
Support
1
2
Component
Axial
Page 1
1011 48 10/11/07
Designed by Donna Petersen P E.
Checked by
Distance(s) to Load Load at Load at Offset Offset
Start Length Start End X Y
ft ft lb lb ft ft
8' 1226.67 0' 0'
Load Horizontal Horizontal Vertical Moment
Comb. Major Axis Minor Axis Major Axis
lb lb lb ft -lb
Dead 0.0 0.0 1226.7
Dead 0.0 0.0 0.0
0.0
0.0
Moment
Minor Axis
ft -lb
0.0
0.0
2 2-
07 LOAD BEARING
4 Seasons Engineering Inc.
Project: 911 W 14TH ST
Job ARLAN
Client: ARLAN
Timber Design 1 Option 1 Design of Member 1 2x4 1/2
Design Data
Design of Member 1 2x4 a"
Material type is No. 2 Douglas Fir -Larch Dimensional
Check for repetitive use? No Top flange bracing is Fully
Braced
Moist use? No I Bottom flange bracing is
Fully Braced
IY 1 inA4
S,. 1.3 in ^3
This is not a spaced column
Kx 1
Lx =8'
Ky 1
L
l 5 4 inA4
S% 3.1 in ^3
Shear CH 1 Snow Cd 1 15
Side loaded? No
Overstress factor =1
Allowable Floor live load deflection L/360
Allowable Floor total load deflection U240
(3 in Maximum)
Member weight used in analysis 0 plf
Critical Design Checks
Span 1
Value
Allowable
of Allow
Location
Critical
Reaction
lb
Axial
psi
0 233.651
1406.34 562.288
0S' 42 le
0' 0'
STUD WALL 8' -Wall Column
Page 2
10 48 10/11/07
Designed by Donna Petersen P E.
Checked by
Area 5.25 in '2
Bending X Bending Y
psi psi
0
1215
0
0'
0
1215
0
0'
Shear
psi
Ebx 1.6e+06 psi
Eb 1.6e+06 psi
G assumed as .06E
Fb. 900 psi
F 575 psi
F. 1350 psi
F1 625 psi
F 180 psi
Actual density 35 pcf
0
162
0it
3 -1/2'
LL Deft.
in
0
0.2667
0
0'
TL Defl.
in
0
0.4
0V
0'
Co I C1 I CL I Cv I Crd I Cr I Cr I Cr, I Crr I CH I Cr
Span 1
0.900 I 1.000 I 1.000 I 1.000 I 1.000 I 1.000 I 1.000 I 0.402 I 1.000 I 1.000 I 1.000
I
Cb I CH, I C11 I CRC I CMb I CMt I CMv I Coda I CMc I CME I Rb
Span 1 I 1.000 I 1.500 I 1.500 11 150 I 1.000 I 1.000 I 1.000 I 1.000 I 1.000 I 1.000 I 0
F`
psi
0.3 I 0.8 I 1397.25
L/d I Lid I L /d I Fee I FcE y I FbE Kce I c
Limit psi psi psi
Span 1 I 50 I 27 43 I 0 I 638.021 I N.A. I le+06
Member has an actual/allowable ratio in span 1 of 42 Y
Design is governed by axial fa/Fa.
Governing load combination is Dead.
Axial capacity of member is 2950.5 lb.
Locations of maximum stress, moment, etc. are measured from the left end of the member
Bearing across full width of beam is required.
Structural adequacy of supporting members must be confirmed.
Bearing lengths required may be limited by bearing stress on supporting members.
A negative reaction indicates that the beam must be fastened to the support to resist uplift.
See manufacturer's literature for side loaded connection requirements.
Cantilever deflection allowables are based on twice the span length.
Program Version 8.2 12/17/2004
4 Seasons Engineering Inc.
Project: 911 W 14TH ST
Job. ARLAN
Client: ARLAN
Check for repetitive use? Yes
Dead Load: 10 psf
Mow LL Deflection: U360
Eb. 1300000 psi
Design Checks
Max. Value 2500
Allowable 2525.39
')/0 of Allow.
Location
Reactions and Bearing
:(ti14-0k
0'
10'
20'
Program Version 8.2 12/17/2004
08 DECK BEAM-Floor Beam
Input Data
8(NH
1/1
Left Cantilever None Main Span: 10'
Main Span: 10 Right Cantilever None
Tributary Width: 4'
Live Load: 40 psf
Allow TL Deflection: L/240
(3 in Maximum)
F. 150 psi
10
99?
10'
_A?
-978.427
1086.99
90 If
10'
Self-weight of member is not included.
Member has an actual/allowable ratio in span 1 of 90 VW
Design is governed by bending fb/Fb.
Governing load combination is Dead+Floor Live w/Pattern Loads.
Maximum hanger forces: 850 lb (Left) and 850 lb (Right).
850
2500
850
'I.
66.81
150
45?
9'4-3/4'
Page 1
11 35 43 10/11/07
Designed by Donna Petersen P E.
Checked by
Slope: 0
Snow Load: 0
DOL. 1.000
Fp. 850 psi
-0.175 -0.2006
0.3333 0.5
52? 4�?
47-25/32' 47-25/32'
2
09 WINDOW HEADER WITH POINT LOAD-Quick
Beam
4 Seasons Engineering Inc.
Project: 911 W 14TH ST
Job: ARLAN
Client: ARLAN
Input Data
ktrifflit
Left Cantilever None
Check for repetitive use? No
Dead Load: 0 psf
Allow LL Deflection: L/360
Eb. 1800000 psi
User Defined Loads
Dead
Dead
Snow Condition 1
Design Checks
Max. Value 6490.5
Allowable 6556.4
of Allow
Location
Reactions and Bearing
0'
5'6'
Uniform
Concentrated
Uniform
99 V
Program Version 8.2 12/17/2004
4
Main Span: 5'6"
Tributary Width: 0'
Live Load: 0 psf
Allow TL Deflection: L/240
(3 in Maximum)
F 240 psi
0'
"IkEr1,4
1.968
1.5
,176
4
1075.12
2160
5� 1/
Self-weight of member is not included.
Member has an actuaVallowable ratio in span 1 of 93
Design is governed by shear fv/Fv
Governing load combination is Dead.
Maximum hanger forces: 6490.5 lb (Left) and 1968.5 lb (Right).
Ati6JANitar* 1 144.;
Right Cantilever None
Slope: 0
Snow Load: 0
DOL. 0.900
0'
1
0'
6490.5
1968.5
Page 1
15:2601 10/11/07
Designed by Donna Petersen P E.
Checked by
Fp. 2400 psi
6' 171
7106
6' 75
atrW
200.195
216
93 V
9'
7 ir Ofdli r
-0.0027 -0.0493
0.1833 0.275
1 V 17b
25-3/8' 2'5-3/8'
2
Garage /ADU
Structural Design
for
Emanuel Arslan Yitt-t
it W NI+ 54--
Port Angeles, WA 98363
I'3 O
l ExPIREs J 0')
FILE
4 SEASONS ENGINEERING, INC
619 SOUTH CHASE STREET
PORT ANGELES, WA 98362
A
4 SEASONS
ENGINEERING, INC
Jim Lierly
City of Port Angeles Building Official
PO Box 1150
Port Angeles, WA 98362
Subject: Scope of Engineering for
1 Lateral Forces
2. Beams and Headers
3 Foundation
Please give me a call if you need any additional information
Sincerely
Donna J
Structural Design
Emanuel Arslan
1118 W 7th Street
Port Angeles, WA 98363
etersen P E.
(360) 452 -3023 Fax (360) 452 -3047
619 S. Chase Street Port Angeles, WA 98362
Enclosed is the structural design of the Garage /ADU for Emanuel Arslan
February 13, 2006
At this time, portions of this structure that have been reviewed by the engineer
include
Structural Design
Emanuel Arslan
1118 W 7th Street
Port Angeles, WA 98363
DESIGN CRITERIA
ELEVATION LESS THAN 625 FT
SNOW LOAD GROUND= 25 PSF
SNOW ROOF 25 PSF
LIVE LOAD 40 PSF (FLOOR)
DEAD LOAD 10 PSF (FLOOR)
DEAD LOAD =10 PSF (ROOF)
DEAD LOAD 7 PSF (CEILING)
WIND SPEED, VFM 80 MPH
3 SEC GUST, Vas 100 MPH
EXPOSURE C
SEISMIC ZONE D2
SOIL BEARING 1500 PSF
REFERENCES
(1)
(3)
(4)
(5)
(6)
DESIGN STRESSES
DOUGLAS FIR/LARCH #2- 2 4 x
Fb 900 PSI
F 95 PSI
E= 1 6 (10) PSI
DOUGLAS FIR/LARCH #1- 2 4 x
Fb 1200 PSI
F 95 PSI
E= 1.8 (10) PSI
HEM FIR #2 -2 &4
Fb 850 PSI
F 75 PSI
E= 1.3 (10) PSI
GLU -LAM BEAMS 24F -V4
Fb= 2400 PSI (T) BOTTOM
Fb= 1850 PSI (T) TOP
F =165 PSI
E= 1.8 (10) PSI
INTERNATIONAL BUILDING CODE 2003
INTERNATIONAL RESIDENTIAL CODE 2003
TIMBER CONSTRUCTION MANUAL 3RD ED by AITC
CONNECTORS FOR WOOD CONSTRUCTION by SIMPSON STRONG -TIE
WESTERN WOODS USE BOOK by WESTERN WOOD PRODUCTS
ASSOCIATION MAY 1996
NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION 1997
ROSBORO -APA WOODCAD, VERSION 1 1 by ROSBORO GLULAM
RESOURCES 2000
RISA -2D RAPID INTERACTIVE STRUCTURAL ANALYSIS 2- DIMENSIONAL
VERSION 5.5 2001
General Notes
1 Ground snow load 25 PSF roof snow load 25 PSF
2. Maximum soil bearing capacity 1500 PSF
3. Seismic Zone D2.
4. Wind, VFM 80 MPH, 3 second gust, Vas 100 MPH, Exposure 'C'
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 L/360. 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, 5 1/2 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
9. Slabs shall be placed upon compacted granular fill, 2' minimum thickness.
1
12' below original grade
18' below original grade
24' below original grade
Wood Framing Notes
(The Following apply unless shown on the plans)
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 Douglas 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 -lam 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
CCA -C and DOT Sodium Borate (SBX) I
ACQ -C, ACQ -D, CBA -A, CA -B, Other Borate
(Non -DOT)
Steel Ammoniacal Copper Zinc Arsenate (ACZE)
and other pressure treated woods.
I Finish I
Galvanized, 0.60 oz/fe i
Post Hot -Dip Galvanized, ZMAX galvanized,
1.85 oz/ft or SST300- Stainless Steel
SST300- Stainless Steel
11 When using Stainless Steel or hot -dip 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
19. Toenail joists to supports with 2 -16d nails, 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.
Mark Sheeting Fastener spacing
0 all edges
(Blocked)
7/16" OSB 8d 0 6" OC
O OR
15 GA 04" OC
7/16" OSB 8d 0 4" OC
OR
15 GA 03 OC
1/2" CDX
plywood
1/2" CDX 10d 0 3" OC
plywood
1/2' CDX
plywood
1/2" GWB
both sides
5/8" GWB
both sides
Notes:
2.
3.
6.
7
10d 0 2" OC
ARSLAN
SHEARWALL
NOTES
8d 0 3" 00
OR
15 GA 0 2 -1/2" OC
5d COOLER 0 4" OC
OR
5d GWB O4 OC
6d COOLER 0 4" OC
OR
6d GWB 04 "OC
SHEAR WALL SCHEDULE 1. 7
Bottom plate noising
Framing doubled stud solicina
size Sheeted Sheeted
I one side I both sides
Intermediate
framing nail
spacing
8d 0 6" OC
for stud framing 0 24"
8d 0 12" OC
for stud framin 016"
8d 0 6" OC
for stud framing 0 24'
8d 012 "OC
for stud Taming 0 16"
8d06 "OC
for stud framing 024"
8d 0 12" OC
for stud framing 0 16"
backing
10dO6 "OC
for stud flaming 0 24"
10d 012 OC
for stud framing 0 16"
10d 0 6" 00
for stud flaming 0 24'
10d 012 OC
for stud framing 016'
5d cooler 0 4" OC 2x
5d GYM 04 "OC
6d cooler 0 4" OC 2x
6d GWB O 4" OC
ALL SHEAR PANELS SHALL BE BLOCKED.
3x
or
DBL.2x
3x
or
DBL.2x
3x
or
DBL.2x
1. ALL NAILS SHALL BE GALVANIZED BOX NAILS OR COMMON
8d common 0.131 dia X 2 -1/2 "min.
10d common 0.148 "dia X 3 min.
8d box 0.113 dia X 2 -1/2"min.
10 box 0.128 "dio X 3 "min.
15 GA. staple =0.072 "dia X 1 -1/2" min.
4SEASONS
Anchor Bolts
I Sheeted I Sheeted
one side both sides
Maxiumum
allowble
shear
2x 240 PLF
2 -16d 0 2 -16d 0 1/2" X10" 5/8" X10" 480 PLF
12 "OC 8 "OC 048" 0.0. 0 30" 0.C.
2x 350PLF 2,3,5,6
2 -16d 2 -16d 0 5/8" X10" 5/8" X10" 700 PLF
10 "OC 5 "OC 040" 0.C. 0 20"0.C.
490 PLF
2 -16d 2 -16d 0 5/8" X10" 5/8" X10" 980 PLF
0 7"0C 3- 1/2`OC 0 28" 0.0. 0 14" 0.0.
600 PLF
2 -16d 2 -16d 0 5/8 "X10" 5/8" X10" 1200 PLF
0 6 "OC 3 "OC 024" O.C. 0 12" O.C.
3 -16d 3 -16d 0 5/8" X10" 5/8" X10"
0 6 3 "OC 018" O.C. 0 9" O.C.
2 -16d 0 5/8" X10"
12 "OC 0 48" 0.C.
2 -16d 0 5/8 "X10"
10 "0C 0 36" O.C.
NAILS, F TE �H�1 EE,I HI FQL9WiNG CRITERIA:
5d G149 0.086 dia X 1 -5/8 min.
6d cooler !0.092 "dia X 1 -7/8' min.
6d GWB 0.092`dia X 1 -7/8" min.
16d common 0.162 "dia X 3 -1/2" min.
770 PLF
1540 PLF
300 PLF
375 PLF
Notes
PROVIDE APA RATED SHEATHING PLYWOOD OR OSB APA RATED SIDING 303 OF INNER SEAL OSB RATED PANEL SIDING ON ALL
EXTERIOR WALLS AND NAIL PER NOTE 1.
SPECIFIED SHEATHING AND SIDING PANEL EDGES SHALL BE BACKED WITH 2" OR 3' FRAMING (PER THE TABLE) INCLUDING
FOUNDATION SILL PLATES, VERTICAL FRAMING, AND BLOCKING. PANELS MAY BE INSTALLED EITHER HORIZONTALLY OR
VERTICALLY (SEE NOTE 4 FOR EXCEPTION). NAILS SHALL BE STAGGERED FOR 3" FRAMING.
4 7/16" OSB MAY BE SUBSTITUTED FOR 1/2" CDX PLYWOOD IF FRAMING IS SPACED AT 16" ON CENTER, OR PANELS ARE APPLIED
WITH LONG DIMENSION ACROSS STUDS FOR FRAMING SPACED AT 24' (BLOCKED).
5 WHERE PANELS ARE APPLIED 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.
NAILS TO BE DRIVEN FLUSH WITH SHEATHING. DO NOT OVER DRIVE NAILS.
2. 3, 6
2, 3,4,5,6
2, 3, 4, 5, 6
2,3,5,6
3, 6
3, 6
DATE. FEBRUARY 2006
I SCALE. NONE
DRAWN BY DJP
ENGINEERING, INC (360) 452 -3023 I CHECKED
619 S. Chase St. Port Angeles, WA 98362 1 SHEET. '7
Garage /ADU
Emanuel ROlanY
1.118 "'VV 7th ::Street;
Port Angeles WA.9836a
2003 IBC WIND ANALYSIS
BUILDING DESCRIPTION
FIRST FLOOR
SECOND FLOOR
ROOF HEIGHT
AVERAGE HEIGHT OF BUILDING
A 1 2.6 3
WIND EXPOSURE IC
WIND SPEED 1100 MPH
ROOF PITCH (4 41
P XIWP93o
P 2 Iwps3o i I I
AREA A. Pao 1.281 1'
AREA B, ps30 1.28 1
AREA C ps30 1.28 1
AREA D ps30 1.28 1
AREA E, ps30 1.28 1
AREA F ps30 1.28 1
AREA G, ps30 1.28 1
AREA H, ps30 1.28 1
E oh 1.28 1
G oh 1.28 1
COMPONENTS AREA 60
ZONE 1, 100sgft 1.28 1
ZONE 2, 100 sqft 1.28 1
ZONE 3, 100sgft 1.28 1
EAVES Z3 1.28 1
121 18.431
LC1 Pao LC1,P .LC
22 28.07 22
-5.81 7 40 -5.8
14.61 18.63 14.6
-3.2 -4.08 3.2
19.1 -24.37 19.1
13.3 16.97 13.3
13.3 16.97 13.3
10.1 12.89 10.1
-26.7 -34.07 -26.7
-20.9 -26.67 -20.9
WIDTH LENGTH LEAST DIM
26 it 301 261
2
19
3
2A =1 6.0
18.50
-26.79
42.36
-48.61
-8.50
16.79
-32.36
-38.61
1 )03 IBC SEISMIC ANALYSIS SIMPLIFIED BASE SHED
S1 I 0.50
Ss 1.25
SITE CLASS D
Fv 1.50
Fa 100
Sm1 0.75
Sms 1.25
Sd1 I 0.50
Sds 0.83
SEISMIC USE GROUP I 1
SEISMIC DESIGN CATEGORY D
LC2,P RESPONSE MODIFICATION FACTOR I 6 1/2
28.07 SEISMIC BASE SHEAR COEFFICIENT 0.154
7 40 CONNECTION OF SMALL ELEMENTS
18.63 SHEAR COEFFICIENT= 0.111
-4.08 HORIZONTAL DIAPHRAGMS
-24.37 SHEAR COEFFICIENT= 0 1667
16.97 BEARING AND SHEAR WALL
16.97 OUT OF PLANE WALL FORCES
12.89 SHEAR COEFFICIENT= 0.3333
-34.07 MASONRY AND CONCRETE OUT OF PLANE
-26.67 SHEAR COEFFICIENT= 0.6667
119.007ILONGEST TRUSS 2 FT OC 26
201.525 EAVES 2
ROOF DEAD LOAD '10,
154 446ITRUSS UPLIFT 475
HURRICANE CLIP JH1
5
Garage/ADU
Emanuel Ars lan
1118 7th Street
Port Angeles, WA 98363
WALL
SECOND
WALL A
WALL B
WALL C
WALL D
WALL I TRIB
MAIN I AREA
WALL A k
B
D
WALL B A
B
C
D
WALL C A
B
C
D
WALL D A
B
C
LATERAL FORCE RESISTING SYSTEM WIND LOADS
(AREA)(PRESSURE)/LENGTH SHEAR
TRIB WIDTH I HEIGHT PS FORCE
AREA FT I FT PSF LBS
A 28.07
B t 740
C 0 18.63
-4 08 1620.3
A 80 I 51 28.07
B 7 40
C S2.0' 18.63
-4.08 1620.3
A 80 I 40 28.07
B 80 V 43. 7 40
C 70 I 4:0c i 18.63
o 90 V 43.. -4.08 1331.0
A 80 I 40 28.07
B 80 I 43 7 1
18.63
D 9Q t 4 3 -4.08 1331 0
LATERAL FORCE RESISTING SYSTEM WIND LOADS
(AREA)(PRESSURE)/LENGTH SHEAR
WIDTH HEIGHT PS FORCE LENGTH
FT FT PSF LBS FT
80 I 152 28.07
L 7
50 I 15,2; 18.63
-4.08 4829.0
80 152
1.. I 7 40
18.63
-4.08 4829.0
&oIL,1j'3.o1. 28.07
I.. .4:3 7
18.63
I 4 1 0 .Y1 -4.08 4201.8
28.07
80 i 43 7
70 I 130 18.63
40 1 43 -408 I 4201.8
LENGTH I SHEAR
FT I PLF
QLI
0
.24
TRIB
AREA
ROOF
FLOOR
WALL
54.0 !ETC
ROOF
FLOOR
WALL
54.0 ETC.
ROOF
FLOOR
WALL
51.2 ETC.
ROOF
FLOOR
WALL
51.2 ETC.
SHEAR TRIB
PLF AREA
!ROOF
FLOOR
WALL
161.0 ETC.
ROOF
FLOOR
WALL
161.0 !ETC.
ROOF
FLOOR
WALL
175.1 ETC.
ROOF
FLOOR
WALL
175.1 !ETC.
WIDTH I DL SHEAR
FT I PSF COEFF
I:, 17
17.0 I 17
:8'4=
tl.
I
0.154
SEISMIC LOADS
WIDTH I DL
FT I PSF
170 I ':17
A40 17
80 I 8
80 I 8
80. ry
80 1,,, 8
J19.6'
15.0 2 17
1
1 18:6 [,:_;1„7_;
160 Vii
SEISMIC LOADS
0.154
0 154
0.154
SHEAR
COEFF
0.154
0.154
0.154
0.154
SHEAR
LBS
1629.2
1629.2
1588.8
1588.8
SHEAR
LBS
3023.1
2866.2
2644 4
2644 4
SHEAR
PLF
54.3
54.3
61 1
61 1
SHEAR
PLF
100.8
95.5
110.2
110.2
3
Garage/ADU
Emanuel Ars Ian
1118W 7th Street
Port Angeles, WA 98363
PERFORATED SHEAR WALL DESIGN I I IWALL DL IROOF DU FLOOR DI.:
I I I I I I I I I I I 1E2 71$7.L1:::- .471:12,:),,:l15
Level I I I I I I I I I I I
SECOND I I WIND I SEISMIC I OVERALL I MINIMUM PIER I I RESISTANCE I DESIGN I SHEAR I TRIB I TRIB I
I WALL I SHEAR I SHEAR I HEIGHT' WIDTH I HEIGHT' WIDTH IMAX OPENING' OF WALL I OF FULL ADJUSTMENT I SHEAR I WALL I ROOF I FLOOR I UPLIFT
PANEL'
54.0 54.3 30
PLF PLF FT FT
FT FT HEIGHT (FT.) HEIGHT HEIGHT SHTHG. FACTOR PLF TYPE FT FT LBS.
WALL A
I A I 48.5 48.8 8 I 261 V I 4 50 I 054 0.81 111.6 1 7... ..:i.k.... 1, 1 0.0
B 89.8 90.3 8 4.1: 1 -F 0 1 0
1o0 J 1.00 90.3 1 t 1 A 368.5
WALL B I I 54.0 54.3 I I 301 I I I I I I I I
A 45.0 45.3 8 36 0:
......_..i
l i 0 1 .00:
1.00 45.3 1 i k I 1
„,:),At-; 00
WALL C I I 51.2 61 1 I I 261 I I
I A 37.0 44.1 8 16 1 l' :I' -9i1 0 TOp
1 00 44.1 1
WALL D 1 I 51.2 61 1 I 261 i I
I A I 51.2 61 1 I 8 I ....:,....'201. "...1.',.. 7.;1.; ..:;67?-1::.: 0 ..11661.1",2f: 1.00 61 1 1
B 51.2 61 1 8 ..7 6 r....:,.TF 7 'IT 0 1:00
J 1.00 61 1 1
WIND I RESISTANCE DESIGN SHEAR TRIB I TRIB I
WALL I SHEAR SHEAR I HEIGHT OF WALL OF FULL ADJUSTMENT SHEAR WALL ROOF 1 FLOOR I UPLIFT
PANEL' PLF PLF I FT HEIGHT HEIGHT SHTHG. FACTOR PLF TYPE FT I FT I LBS.
WALLA I 161.0 100.8 I I I
A I 5962 373.2 8 0 "..i.._ ....Yd.& 1.00 425.8 3 4457.5
B I 5962 373.2 I 8 0 109. 1.00 425.8 3 F...:6':. :A 4457
C I 596.2 373.2 I 8 0 11A; 1.00 425.8 3 „15: r 1 44575
161.0 95.5
A 161.0 95.5 8 38
175.1 110.2
A 175.1 110.2 8 o top:
v.-.
175.1 110.2
A 210.1 132.2 8 I 0 '1:00
Level
MAIN
WALL B
WALL C 1
WALL D 1
I I I
SEISMIC OVERALL I MINIMUM PIER I
WIDTH I HEIGHT' WIDTH MAX OPENING
FT I FT I FT I HEIGHT (FT.)
301 1
301 1 1
1'
.30
241 I I
241 1 1
2 0
1
0.0
1 0.0
325.1
1
0.98 147.0 1 1 1 0.0
I I I
1.00 125 1 637.4
1.00 150.1 1 3 1044.7
BOISE
BC CALC® 9.2 Design Report US
Build 141
Job Name.
Address.
City State Zip'
Customer
Code reports.
ARSLAN
1118 W 7TH STREET
PORT ANGELES, WA 98363
ARSLAN
ESR 1336
11111111111
y�
02 -00 -00 12 -00 -00
B1 3 -1/2'
LL 398 lbs
DL 667 lbs
SL 604 lbs
Load Summary
Tag Description
1 Standard Load
2
Controls Summary
Pos. Moment
Neg. Moment
End Reaction
Int. Reaction
Cont. Shear
Total Load Defl.
Live Load Defl.
Total Neg. Defl.
Max Defl.
Span Depth
Page 1 of 1
Value
1045 ft-lbs
2003 ft-lbs
394 lbs
1646 lbs
1066 lbs
2xU270 (0 177
2xU427 (0 113
-0 132'
0 177'
15.2
Bearing Supports Dim. (L x W)
B1 Beam 3 -1/2' x 2'
B2 Beam 3 -1/2' x 2'
B3 Wall /Plate 2 1/2' x 2'
Single 9 -1/2" BCI® 5000 -1 7 DF
3 spans I Left cantilever 1 0/12 slope
16' OCS I Repetitive I Glued nailed construction
File Name: BC CALC Project
Description: J01
Specifier
Designer' DONNA J PETERSEN PE
Company' 4 SEASONS ENGINEERING INC
Misc:
__1_1 1 1.1 1 1 1 1 1 1 1, 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1
Load Type
Unf Area
Conc. Lin.
Ref.
Left
Left
Allowable
42.5%
70 8%
41 4%
68.2%
62.9%
66.6%
56.3%
26.3%
177%
n/a
Value
1668 lbs
1021 lbs
431 lbs
Cautions
Design assumes Top and Bottom flanges to be restrained at cantilever
B2, 3 -1/2'
LL 795 lbs
DL 225 lbs
Total Horizontal Product Length 26 -00 -00
Live Dead
100% 90%
40 psf 17 psf
319 plf
Start End
00 -00 -00 26 -00 -00
00 -00 -00 00 -00 -00
Duration Load Case
100% 14
115% 17
100% 14
115% 17
115% 17
13
13
13
13
Allow Allow
Support Member
31.8% n/a
19 4% n/a
n/a n/a
r �*r
B3, 2 1/2'
LL 287 lbs
DL 123 lbs
SL 21 lbs
Span Location
3 Internal
1 Right
3 Right
1 Right
1 Right
1 Cantilever
1 Cantilever
2
1 Cantilever
2
Material
Versa -Lam 1 7
Versa -Lam 1 7
Unspecified
Notes
Design meets Code minimum (2xU180) Total load deflection criteria for cantilever spans due
to roof loads.
Design meets Code minimum (U240) Total load deflection criteria for non cantilever spans.
Design meets Code minimum (2xU240) Live load deflection criteria.
Design meets arbitrary (1') Maximum load deflection criteria.
Composite El value based on 23/32' thick sheathing glued and nailed to joist.
Joist1J01
Monday February 13 2006 14 49
12 -00 -00
Snow Wind Roof Live
115% 133% 125% OCS
16'
375 plf 16'
Disclosure
Completeness and accuracy of input must
be verified by anyone who would rely on
output as evidence of suitability for
particular application. Output here based
on building code accepted design
properties and analysis methods.
Installation of BOISE engineered wood
products must be in accordance with
current Installation Guide and applicable
building codes. To obtain Installation Guide
or ask questions, please call
(800)232 -0788 before installation.
BC CALL® BC FRAMER® AJSTM
ALLJOIST® BC RIM BOARDTM BCI®
BOISE GLULAMT" SIMPLE FRAMING
SYSTEM® VERSA -LAM® VERSA -RIM
PLUS® VERSA -RIM®
VERSA- STRANDTM VERSA -STUD® are
trademarks of Boise Wood Products,
L.L.C.
BOrISE
BC CALC® 9.2 Design Report US
Build 141
Job Name.
Address.
City State, Zip
Customer
Code reports.
02 -00-00
B1 3 -1/2'
LL 398 lbs
DL 1104 lbs
SL 1427 lbs
Load Summary
Tap Description
1 Standard Load
2
Controls Summary
Pos. Moment
Neg Moment
End Reaction
Int. Reaction
Cont. Shear
Total Load Defl.
Live Load Defl.
Total Neg. Defl.
Max Defl.
Span Depth
Load Type
Unf Area
Conc. Pt.
ARSLAN
1118 W 7TH STREET
PORT ANGELES, WA 98363
ARSLAN
ESR -1336
Value
1416 ft-lbs
-4089 ft-lbs
409 lbs
2907 lbs
2109 lbs
2x0219 (0.219
2x0344 (0 139
-0 129'
0.219'
15.2
Bearing Supports Dim. (L x W)
B1 Beam 3 -1/2' x 4
B2 Beam 3 -1/2' x 4
B3 Wall /Plate 2 1/2' x 4
Cautions
Design assumes Top and Bottom flanges to be restrained at cantilever
Notes
Design meets Code minimum (2x0180) Total load deflection criteria.
Design meets Code minimum (2x0240) Live load deflection criteria.
Design meets arbitrary (1') Maximum load deflection criteria.
Composite El value based on 23/32' thick sheathing glued and nailed to joist.
Page 1 of 1
Double 9 -1/2" BCI® 5000 -1 7 DF
3 spans I Left cantilever 1 0/12 slope
16' OCS I Repetitive I Glued nailed construction
File Name: BC CALC Project
Description: J02
Specifier
Designer DONNA J PETERSEN PE
Company 4 SEASONS ENGINEERING INC
Misc:
B2, 3 -1/2'
LL 795 lbs
DL 135 lbs
Allowable
25.0%
72.3%
21 5%
60.2%
62.2%
82.2%
69 7%
25 8%
21 9%
n/a
Value
2929 lbs
930 lbs
475 lbs
Ref.
Left
Left
Joist1J02
Monday February 13 2006 14 48
X 11 11111_ .111111111111111111111111111111
t air
12 -00-00 (NI 12 -00 -00
Total Horizontal Product Length 26 -00 -00
Live Dead Snow Wind Roof Live
100% 90%
40 psf 17 psf
788 lbs 1181 lbs
Start End
00 -00 -00 26
00 00 00 00 00 00
Duration Load Case
115% 13
115% 13
100% 14
115% 17
115% 17
13
13
13
13
Allow Allow
Support Member
27 9% n/a
8.9% n/a
n/a n/a
Span Location
3 Internal
1 Right
3 Right
1 Right
1 Right
1 Cantilever
1 Cantilever
2
1 Cantilever
2
Material
Versa -Lam 1 7
Versa -Lam 1 7
Unspecified
115% 133% 125% OCS
16'
n/a
B3, 2 1/2'
LL 287 lbs
DL 138 lbs
SL 50 lbs
Disclosure
Completeness and accuracy of input must
be verified by anyone who would rely on
output as evidence of suitability for
particular application. Output here based
on building code accepted design
properties and analysis methods.
Installation of BOISE engineered wood
products must be in accordance with
current Installation Guide and applicable
building codes. To obtain Installation Guide
or ask questions, please call
(800)232 -0788 before installation.
BC CALC BC FRAMER® AJSTM
ALLJOIST® BC RIM BOARDTM BCI®
BOISE GLULAMT"' SIMPLE FRAMING
SYSTEM® VERSA -LAM® VERSA -RIM
PLUS® VERSA -RIM
VERSA- STRANDTM VERSA -STUD® are
trademarks of Boise Wood Products,
L.L.0
1Z-
Eagle Point
Project:
Job
Client:
Input Data
Left Cantilever None
Check for repetitive use? Yes
Dead Load: 17 psf
Allow LL Deflection: L/240
Eb. 1600000 psi
Design Checks
Max. Value
Allowable
of Allow
Location
Reactions and Bearing
Program Version 8.2 12/17/2004
01 WINDOW HEADER 6' -Roof Beam
1968.75
3281 47
-i;
60 If
0'
Main Span: 6'3'
Tributary Width: 15'
Live Load: 0 psf
Allow TL Deflection. U180
F 180 psi
739.591
1242
60 V
3'1 1/2'
oftiditionOv
1968.75
70.767
207
34 It
5'5 -3/4'
0' 1.5
6'3' 1.5 1968.75
Self- weight of member is not included.
Member has an actual/allowable ratio in span 1 of 60 Se%.
Design is governed by bending fb /Fb.
Governing load combination is Dead +Snow Condition 1 w /Pattern Loads.
Maximum hanger forces: 1968.75 lb (Left) and 1968.75 lb (Right).
Page 1
11 04 16 02/13/06
Designed by Donna Petersen
Checked by
Right Cantilever None
Slope: 0:12
Snow Load: 25 psf
DOL. 1 150
Fb. 900 psi
eift
0.0349
0.3125
11?
3'1 1/2'
0.0586
0.4167
14 V
3'1 1/2'
Eagle Point
Project: 1118W 7TH ST
Job ARLAN
Client: ARLAN
Input Data
'10404
Left Cantilever None
Check for repetitive use? Yes
Dead Load: 17 psf
Allow LL Deflection: U240
Eb. 1800000 psi
User Defined Loads
444041
Dead
Snow Condition 1
Floor Live
Design Checks
Max. Value
Allowable
of Allow
Location
Reactions and Bearing
"4000
0'
9'6'
02 GARAGE HEADER 9'-Roof Beam
6058.62
6120.03
991f
0'
Program Version 8.2 12/17/2004
*pit_
Main Span: 9'6'
Tributary Width: 0'
Live Load: 0 psf
Allow TL Deflection: L/180
F 240 psi
sds
Uniform
Uniform
Uniform
3.013
3.013
4v
2302.28
2760
83 le
o
0'
6058.62
6058.62
Self-weight of member is not included.
Member has an actual/allowable ratio in span 1 of 83
Design is governed by bending fb/Fb.
Governing load combination is Dead+Floor Live+Snow Condition 1
Maximum hanger forces: 6058.62 lb (Left) and 6058.62 lb (Right).
6. 1,) V?..;,40
191.325
276
69
10'
10•
10'
Page 1
11 17 38 02/13/06
Designed by Donna Petersen
Checked by
Right Cantilever None
Slope: 0:12
Snow Load: 25 psf
DOL. 1 150
Fb. 2400 psi
511
437.5
327
1.44011
-0.173
0.475
35t
LPtit
-0.2886
0.6333
45
Eagle Point
Project: 1118 W 7TH ST
Job ARLAN
Client: ARLAN
Input Data
aV,0i71 t p a tt
Left Cantilever None
Check for repetitive use? Yes
Dead Load: 17 psf
Allow. LL Deflection: U360
Eb. 1800000 psi
Design Checks
03 GARAGE FLOOR BEAM -Floor Beam
tG
141 di
Max. Value 11115
Allowable 11227.6
of Allow
Location
Reactions and Bearing
99 It
13'
0'
13'
26'
Program Version 8.2 12/17/2004
.aittaftbed*aMO
Main Span: 13'
Main Span: 13'
Tributary Width: 12'
Live Load: 40 psf
Allow TL Deflection: U240
(3 in Maximum)
F 240 psi
1.5
3.37
1.5
1409.71
1813.98
78 if
13'
tion>=
N ctr
3724.5
11115
3724.5
Self- weight of member is not included.
Member has an actuaVallowable ratio in span 1 of 78 I
Design is governed by bending fb /Fb.
Governing load combination is Dead +Floor Live w /Pattern Loads.
Maximum hanger forces: 3724.5 lb (Left) and 3724.5 lb (Right).
119.078
240
50 it
12'
Page 1
11:26:21 02/13/06
Designed by Donna Petersen
Checked by
Right Cantilever None
Slope: 0
Snow Load: 0
DOL. 1.000
Fb. 2400 psi
0.1631
0.4333
37 b
5'11- 27/32'
91
0.2037
0.65
31?
5'11- 27/32'
Eagle Point
Project: 1118 W 7TH ST
Job ARLAN
Client: ARLAN
Timber Desian 1 Option 1 Desian of Member 1 4x6
Design Data
Design of Member 1 4x6
Material type is No. 2 Douglas Fir -Larch Dimensional
Check for repetitive use? No Top flange bracing is Braced
At Supports
Moist use? No Bottom flange bracing is
Braced At Supports
Iy 19 7 in^4
Sr 11.2 in ^3
Snow Cd 1 15 I This is not a spaced column
1,= 48.5 in ^4
Sx 17.6 inA3
Shear CH 1
Side loaded? No
Overstress factor 1
Allowable Floor live load deflection L/360
Allowable Floor total load deflection L/240
(3 in Maximum)
Member weight used in analysis 0 plf
Critical Design Checks
Span 1
Value
Allowable
of Allow
Location
Span I
Span 1
Critical Axial Bending X Bending Y
Reaction psi psi psi
lb
0 577 403
328147 687.607
0
0'
Program Version 8.2 12/17/2004
04 Post Simple Column
K 1
Lx 7'
Ky =1
L 7
Area 19.25 in ^2
0 0
1046.96 1053
84 0' 0.
0' 0' 0'
Shear
psi
Page 2
11:29 02/13/06
Designed by Donna Petersen
Checked by
Eb 1.6e+06 psi
Eb 1.6e +06 psi
G assumed as .06E
Fb. 900 psi
F,. 575 psi
F. 1350 psi
F 625 psi
F 180 psi
Actual density 35 pcf
LL Deft.
in
0 0
162 0.2333
0 b 0 t
5 -1/2' 0'
TL Defl.
in
L/d I LA Fce I FCE y I
FbE I KCE I c
Limit psi psi psi
Span 1 I 50 I 15.27 I 24 I 2057.82 I 833.333 I 10121.9 I 0.3 I 0.8 I
Member has an actual/allowable ratio in span 1 of 84 1
Design is governed by axial fa/Fa.
Governing load combination is Dead.
Axial capacity of member is 13224.8 lb
Locations of maximum stress, moment, etc. are measured from the left end of the member
Bearing across full width of beam is required.
Structural adequacy of supporting members must be confirmed.
Bearing lengths required may be limited by bearing stress on supporting members.
A negative reaction indicates that the beam must be fastened to the support to resist uplift.
See manufacturer's literature for side loaded connection requirements.
Cantilever deflection allowables are based on twice the span length.
0
0.35
0 s
0'
CD I C, I C,, I Cy I Cr., I Cr I C I CPI I CPr I CH I CT
0.900 I 1.000 I 0.994 I 1.000 I 1.000 I 1.000 I 1.000 I 0.816 I 0.514 I 1.000 1.000
C,, I CFb I CR, I CFc I CMb I CMt I CM, I CMU I CMc I CME I Rb
1.000 I 1.300 I 1.300 11 100 I 1.000 I 1.000 I 1.000 I 1.000 I 1.000 I 1.000 I 8.33
psi
1336.5
Eagle Point
Project: 1118 W 7TH ST
Job: ARLAN
Client: ARLAN
Input Data
Span 1
Overall Length
Notes.
Lengths are to center line of bearing.
Elevation Angle is 90 deg.
Bottom is considered to be pinned.
User Defined Loads
Load Case Load
Type
Description: Column Load
Dead Concentrated
Notes.
Positive loads act down.
Distances are measured along length of member
Live loads are patterned to 100
Weight of members is not included in the calculations.
Summary of Member Forces Load Combinations
Span Axial Shear Shear Bending Bending Torsion Deflection Deflection
Major Axis Minor Axis Major Axis Minor Axis Major Axis Minor Axis
lb lb lb ft -lb ft -lb ft -lb in in
Reactions
Support
2
Span
11115
0
04 Post Simple Column
Page 1
11:2931 02/13/06
Designed by Donna Petersen
Checked by
Horizontal Vertical Actual Axial Axial
Span Span Length Unbraced Unbraced
Length Length Length X Length Y
ft ft ft ft ft
0' 7' 7' 7' 7'
0, 7' 7'
Component
Axial
Distance(s) to Load Load at Load at Offset Offset
Start Length Start End X 1'
ft ft lb lb ft ft
7' 11115 0' 0'
Load Horizontal Horizontal Vertical Moment Moment
Comb. Major Axis Minor Axis Major Axis Minor Axis
lb lb lb ft -lb ft -lb
Dead 0.0 0.0 11115.0 0.0 0 0
Dead 0.0 0.0 0.0 0.0 0 0