HomeMy WebLinkAbout511 E 11th St Technical - BuildingTECHNICAL
Permit# O7CT3
Address 5 11 4') Si
Project description Ras
Se,co4 SOry
Date the permit was finaled 1Z- 0
Number of technical pages 23
2nd Story Addition
Structural Design
for
Steve Fradkin Kim Sayger
511 East 11th St.
Port Angeles, WA 98362
TP# 063000 033260
1 EXPIRES A 0 P
4 SEASONS ENGINEERING, INC
619 SOUTH CHASE STREET
PORT ANGELES, WA 98362
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 the structural design of the 2nd Story Addition for Steve Fradkin Kim
Sayger
At this time, portions of this structure that have been reviewed by the engineer
include
1 Lateral Forces
2. Beams and Headers
3 Foundation
Please give me a call if you need any additional information
Sincerely
C
Donna J Petersen P E.
Structural Design
Steve Fradkin Kim Sayger
511 East 11th St.
Port Angeles, WA 98362
(360) 452-3023 Fax (360) 452-3047
619 S. Chase Street Port Angeles, WA 98362
June 10, 2008
REFERENCES
(1)
(3)
(4)
(5)
(6)
(7)
(10)
Structural Design
Steve Fradkin Kim Sayger
511 East 11th St.
Port Angeles, WA 98362
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 (CE
WIND SPEED, VFM 85 MPH
3 SEC GUST, Vas 100 MPH
EXPOSURE C
SEISMIC ZONE D
SOIL BEARING 1500 PSF
DESIGN STRESSES
DOUGLAS FIR/LARCH #2- 2 4 x
Fb 900 PSI
F 575 PSI
F =180 PSI
E= 1 6 (10) PSI
DOUGLAS FIR/LARCH #1 &BETTER
Fb= 1200 PSI
F 800 PSI
F 180PSI
E= 1.8 (10) PSI
HEM FIR #2 -2 &4x
Fb 850 PSI
F 525 PSI
F 150 PSI
E= 1.3 (10) PSI
GLU -LAM BEAMS 24F -V4
Fb= 2400 PSI (T) BOTTOM
Fb= 1850 PSI (T) TOP
F 265 PSI
E= 1.8 (10) PSI
INTERNATIONAL BUILDING CODE 2006
INTERNATIONAL RESIDENTIAL CODE 2006
MINIMUM DESIGN LOADS FOR BUILDING AND OTHER STRUCTURES ASCE7 -05
NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION 2005 (NDS -05)
BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE 2005 (ACI 318 -05)
BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES 2005 (ACI 530 -05)
SPECIFICATIONS FOR STRUCTURAL STEEL BUILDINGS 2005 (ASCE 360)
CONNECTORS FOR WOOD CONSTRUCTION by SIMPSON STRONG -TIE
ROSBORO -APA WOODCAD, VERSION 1 1 by ROSBORO GLULAM RESOURCES 2000
RISA -2D RAPID INTERACTIVE STRUCTURAL ANALYSIS 2- DIMENSIONAL VERSION 6.5
3
General Notes
1 Ground snow load 25 PSF roof snow load 25 PSF
2. Maximum soil bearing capacity 1 1500 PSF
3. Seismic Zone D1
4 Wind, VFM 85 MPH, 3 second gust, Vas 100 MPH, Exposure 'C'
5. Notations on drawing relating t I 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 rioted in the IBC. No field modification of trusses will be allowed without the engineer's approval.
Live load truss deflection shall be limited to 1.1360. 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 2006 international
Building Code.
2. Concrete shall attain a 28 day strength of F' 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) I 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 materiall2' below original grade.
9. Concrete slabs in living spaces shall be 4 inches thick minimum, with 6x6, 10 ga W.W.M. over 2' clean damp sand, over 6 mil
vapor barrier over 4' crush J rock, over compacted subgrade.
10. Other concrete slabs shall b 4 Inches thick minimum, with 6x6, 10 ga W.W.M. over 4' crushed rock, over compacted
subgrade.
4
All wood framing details not shown otherwise shall be constructed equal to or better than the minimum standards of the 2006
IBC.
2. Minimum nailing requirements: Unless otherwise noted, minimum nailing shall be in accordance with Table 2304.9.1 of the
2006 IBC
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 i 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:
I Wood Treatment
CCA -C and DOT Sodium Borate (SBX)
ACQ -C, ACQ -D, CBA -A, CA -B, Other Borate (Non
DOT)
Steel Ammoniacal Copper Zinc Arsenate (ACZE)
and other pressure treated woods.
Wood Framing Notes
(The Following apply unless shown on the plans)
I Finish
I Galvanized, 0.60 oz/fe
Post Hot -Dip Galvanized, ZMAX galvanized, 1.85
ozlft or SST300- Stainless Steel
I 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 one trimmer and one king stud each side of all openings 5 feet or less
in width in stud bearing walls not detailed otherwise.
16. Provide 4x10 headers, or double 2x10 headers over and two trimmers and one king stud each side of all openings greater than
5 feet in width in stud bearing walls not detailed otherwise.
17 Provide 4x8 headers, or double 2x8 headers over and double studs each side of all openings in non structural stud walls not
detailed otherwise.
18. 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.
19. Provide double Joist headers and double Joists each side of all openings in floors and roofs unless detailed otherwise.
20. Toenail joists to supports with 2 -16d nails, 2 -10d box nails for TJI joists.
21 Attach Joists to flush headers and beams with Simpson 'U' series metal joist hangers to suit the joist size.
22. 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.
23. 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 61 o.c. to framed panel edges and over stud walls shown on the plans 12' o.c. to intermediate
supports. Provide approvedlplywood 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.
24. Provide continuous solid blocking at mid height of all stud walls over 10' in height unless wall Is blocked per shear wall note.
25. 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 8d06 "OC
OR
15 GA 04" OC
A:T
7/16" OSB 8d 0 4" OC
OR
15 GA 0 3" OC
1/2" CDX
plywood
plywood
CDX
ywood
1/2" CDX
plywood
1/2" GWB
both sides
5 GWB
both sides
Notes:
2.
3.
5.
6.
8d 0 3" OC
OR
15 GA 02 -1/2" OC
10d 0 3" OC
10d 0 2" OC
FRADK /N
SHEARWALL
NOTES
5d COOLER O4 "OC
OR
5d GWB 0 4 00
6d COOLER O 4" OC
OR
6d GWB 04 "OC
SHEAR WALL SCHEDULE 1, 7
Intermediate'
framing nail
spacing
��ud framing 024' 2x
8d 012" OC
for stud frarnln 016"
8d06 "OC
for stud framing 0 24"
8d 0 12' OC I
for stud faming 016"
8d 0 6" OC
for stud framing 0 24"
8d 012" OC
for stud framing 0 16"
10d06 "OC
for stud flaming 0 24'
10d 012 O0
for stud framing 0 16"
10d 0 6" OC
for stud flaming 0 24"
10d 012 OC;
for stud framing 0 16"
5 cooler 0 4" OC
5d GWB 0 4 I OC
6d cooler 0 4," OC
6d GWB 0 4" OC
2x
3x
or
DBL.2x
3x
Or
DBL2x
2x
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 "dla X 3 "min.
8d box 0.113 "dia X 2 -1/2 "min.
10 box =0.128 "dia X 3 "min.
15 GA. staple =0.072"dia X 1-, min.
3x
or 2 -16d
DBL2x 0 7 "OC
Anchor Bolts 1 Maxiumum Notes
aliowble
Sheeted I Sheeted I shear
one side both sides
240 PLF 2, 3, 6
2 -16d 0 2 -16d 0 1/2 "X10" 5/8" X10" 480 PLF
12 "0C 8 "OC 0 48" O.C. 0 30' O.C.
uottom plate nailing ec
Framing i doubled Mud solicina
backing
size I Sheeted I Sheeted
one side both sides
350 PLF
2 -16d 2 -16d 0 '578"'"'X76" 5/8 ",X10' 700 PLF
010 "OC 5 "OC '"TOID" 0:8: 0 20" 0.C.
490 PLF 2, 3, 4, 5, 6
2 -16d 0 5/8 "X10" 5/8" X10" 980 PLF
3- 1 /2 "OC 0 28" O.0 014" 0.C.
600 PLF 2, 3, 4. 5, 6
2 -16d 2 -16d 0 5/8" X10" 5/8" X10" 1200 PLF
0 6 "OC 3'OC 0 24" 0.C. 012" 0.C.
3 -16d 3 -16d 0 5/8" X10" 5/8" X10" 15 F Z 3, 5, 6
0 6 "OC 3 "OC 0 18" O.C. 9" O.C.
2 -16d 0 5/8" X10"
12"OC 0 48" O.C.
2 -16d 0 5/8" X10"
10 "OC 036 "O.C.
NAILS, FASTERNERS SHALL "MEET THE FALLOWING CRITERIA:
5d cooler -0.086 dia 1-5/8 min.
5d GWB =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.
300 PLF
375 PLF
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 PAI JEL 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 I1 /2" CDX PLYWOOD IF FRAMING IS SPACED AT 16" ON CENTER, OR PANELS ARE APPLIED
WiTH LONG DIMENSION ACROSS STUDSI FOR FRAMING SPACED AT 24" (BLOCKED).
3, 6
3, 6
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 •I11-1 SHEATHING DO NOT OVER DRIVE NAILS.
7 ALL SHEAR PANELS SHALL BE BLOCKED.
p v "G+ CV, P(-)4..
it nth
5 /6 q ANLA- i't 4Q, L,) 5
G V:3 x. I 'm 1 Cry c.. r Va k cx0 6 �c
DATE. JUNE 2008
SCALE. NONE
DRAWN BY DJP
ENGINEERING, INC (360) 452 -3023 CHECKED:
619 S. !Chase St. Port Angeles, WA 98362 SHEET: C.'
SEASONS
2,3,5,6
Steve Fradkin Kim Sayger
511 East 11th St.
Port Angeles, WA 98362
ASCE7 -05 METHOD 1 WIND ANALYSIS
BUILDING DESCRIPTION
FIRST FLOOR
SECOND FLOOR
BASEMENT
1/2 ROOF HEIGHT
MEAN ROOF HEIGHT
A 1 3 1 3
WIND EXPOSURE F C
WIND SPEED 1 ,100' MPH
ROOF PITCH I 4 1
P a IwPe3o
P JIWPa3o
AREA A, ps3o
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 AND CLADDING
ROOF AREA
ZONE 1 50sgft
ZONE 2, 50 sqft
ZONE 3, 50sgft
EAVES Z2
WALL AREA
ZONE 4, 50sgft I 1 37
ZONE 5, 50 sqft I 1.37
TRUSS UPLIFT CALCULATION
LONGEST TRUSS 2 FT OC
EAVES
ROOF DEAD LOAD
TRUSS UPLIFT
HURRICANE CLIP
2006 IBC ASCE7 -05 LATERAL LOADS
WIDTH I LENGTH LEAST DIM ASCE7 -05 SEISMIC ANALYSIS
301 30+ S1
Ss
SITE CLASS
38.3 1
8.875 1
8.09
7,83
3
27 I
3 11
121 18.43
2A =1 6.0
I,„= ILC1 P.3o= LC1,P LC2,p.30=
137 1 21.34 29.34 21.34
1.37 1 -6.05 -8.32 -6.05
1.37 1 14 19 19.51 14.19
1.37 1 -3.39 -4.66 -3.39
1.37 1 19.10 -26.25 19.10
1.37 1 13.02 17.89 13.02
1.37 1 13.30 18.28 13.30
1.37 1 -9.91 13.62 -9.91
1.37 1 -26.70 -36.70 -26.70
1.37 1 -20.90 28.73 -20.90
WL +DL
1.371 11 15.4 -21 17 11 17
1.371 11 23.3 -32.03 22.03
1.371 11 -36 -49.48 -39.48
1 371 11 -33.5 -46.05 -36.05
11 17.6 I -24.19
11 -20.3 f -27 90
Fv
Fa
Sm1
Sms
Sd1
Sds
IMPORTANCE FACTOR
SEISMIC DESIGN CATEGORY
LC2,P (RESPONSE MODIFICATION FACTOR
29.341# OF STORIES
8.321F
19.511SEISMIC BASE SHEAR COEFFICIENT=
-4.66
-26.25
17.89
18.28
13.62
-36.70
-28.73
`AREA
201.006
264.304
144 18
30
2;
10
1 609
1 H10
SIMPLIFIED CRITERIA
0.40
1.00
D..
1.50
1.00
0.60
1.00
0.40
0.67
1
D1
61/2.
11
0.113
Steve Fradkin Kim Sayger
511 East 11th St.
Port Angeles, WA 98362
LATERAL LOADING ON BRACED WALL LINES
SECOND LATERAL FORCE RESISTING SYSTEM WIND LOADS 1 SEISMIC LOADS
(AREA)(PRESSURE) /LENGTH SHEAR I I
WALL TRIB WIDTH I HEIGHT PS FORCE LENGTH SHEAR TRIB WIDTH DL SHEAR
AREA FT I FT PSF LBS FT PLF AREA FT PSF COEFF
A A 7,0 'I „4:0 29.34 I ROOF 10.2. '1 17.
B 8.0 I,. 2 :5 -8.32 I FLOOR I'
C 19.51 I WALL 8.0 I:
D 1:0 2:5 -4.66 643.4 r 0 214 ETC. 0.113
B A 1.0. '4.0 29.34 I ROOF 15.6
B -8.32 I FLOOR I
C 12.8 4.0 19.51 I WALL 8 :0 I
D 13 :8 2.5.1 -4.66 952.2 '30 317 ETC.
C A 2.4 4.0 29.34 I ROOF
B 0.4 2.5 -8.32 FLOOR
C 10.0'. 4.0 19.51 WALL
D 110 2 :5 -4.66 914.5 30 30.5 IETC.
D A 5,6" 4.0 29.34 f IROOF 9.6 I: 17
B .7 :6- .2.5: -8.32 I IFLOOR 'I
C 19.51 WALL 8.0 I. 8
D -4.66 499.1 15.5 32.2 ETC.
E A 8 :0 4:0 r 29,34 I ROOF 18,9 I ,,.1:7"
B 8.0" 2.5 -8.32 I FLOOR I
C 7.0, 4.0 .J 19.51 I IWALL 8.0 I': 8
D :0 2:5 I -4.66 1213.9 38 31.9 IETC. I. 0.113
F A 8 :0 4,0, 'I 29.34 I IROOF '19,3 I: 17
B 8.0 2.5;, I -8.32 I [FLOOR
C 7:0 1 4:0 1 19.51 I IWALL 8.0
D 9.0. ;I, 2.5 I -4.66 1213.9 29.7 1 40.9 %ETC I 0.113
I SEISMIC LOADS
WALL
A
B
C
D
E
F
MAIN LATERAL FORCE RESISTING SYSTEM WIND LOADS
(AREA)(PRESSURE) /LENGTH SHEAR
WIDTH I HEIGHT I PS FORCE (LENGTH
FT I FT I PSF LBS I FT
7.0'. 13.0
8 :0 I 2.5
TRIB
AREA
A
B
C
D
A
B
C
D
A
B
C
D
A
B
C
D
A
B
C
D
A
B
C
D
29.34
-8.32
19.51
1:0 'I Z5' -4.66
1.0 I 13.0 29.34
-8.32
12.8'. I "13 :0 19.51
13:8 I '215 -4.66
2.4 F 13.0 29.34
0:4, .'I 2:5;. -8.32
10.0 I. 1.3:0 19.51
12.0 '.I_ 2,5 -4.66
13.0.,.: 29.34
7:6' 'I :2;5 -8.32
19.51
;...,,I -4,66
8.0 I 13.0 I 29.34
8.0 2.5 .I -8.32
7.0 13 :0. I 19.51
2 :5 4.66
13.0 29.34
8:0 I 2 :5 =I -8.32
I 7:0 I 13.0 I 19.51
I; 9,0 I '2 :5" I -4.66
2491.5 I
3454.8
3303.9
1977.6
4555.0
4555.0
30
30
.30
1
15.5
38
20: 7
2006IRC LATERAL.08.xls
SHEAR TRIB
PLF AREA
ROOF
FLOOR
WALL
83.1 ETC.
ROOF
FLOOR
WALL
115.2 ETC.
ROOF
FLOOR
WALL
110.1 ETC.
ROOF
FLOOR
WALL
127.6 ETC.
ROOF
FLOOR
WALL
119.9 IETC.
IROOF
(FLOOR
WALL
153.4 ETC.
13.4 17
8 :0
WIDTH
FT
10.2
7.0
8.0-
8.0
15:6
13.8... 17:.
8:0, 8:.....
8:0 8
13.4 17
12:4 17
8.0 8
'8.0 8
9.6 17
5:6, 17
8.0. 8
8.0 8
18.9 17.
15.0 17
8.0 ;8
:8.0 8
19.3.. 17
15:0 17
:8.0 8
8.0 8
DL
PSF
17
17
SHEAR
COEFF
0.113
0.113
0.113
0.113
0.113
0.113
SHEAR
LBS
803.5
0.113 1111.9
0.113 987 1
I I
0.113 I 396.1
1654.0
1313.8 44.2
SHEAR SHEAR
LBS PLF
1422.9
2122.6
1914.3
674.5
3021.6
2382.7
SHEAR
PLF
26.8
37 1
32.9
25.6
43.5
47 4
70.8
63.8
43.5
79.5
80.2
8
BASEMENT LATERAL FORCE RESISTING SYSTEM WIND LOADS I
(AREA)(PRESSURE) /LENGTH SHEAR
1 WIDTH I HEIGHT PS I FORCE LENGTH SHEAR ITRIB
FT I FT PSF I LBS FT PLF IAREA
'7,Q' I
WALL ITRIB
IAREA
A IA
IB
0
B A
B
C
D
C A
B
C
0
D A
B
C
D
E A
B
C
D
F A
B
C
D
II ,1 ff
k,„ c, `�'1 r. r `)e
7,
21.3
'B.0 I 2 :5
1.0, I 2.5
to I ,21,3
12.8 'I 21.3
13 :8 I 2.5
2.4 1 21.3
0.4 2.5
10.0 '1 :21.3
12.0 I 2.5
5.6 I 21,3
7.6 I 2.5
I
8.0' I. 21:3:
I
9.0 '..1 2.5
8.0'
5 :13.. I 2 :5
7.0 1 21.3
9.0 1 2:5
1
4 ,t, k b��4iY fuw A«eM 5 1 2.v 6,)
29.34
-8.32
19.51
-4.66
29.34
-8.32
19.51
-4.66
29.34
-8.32
19.51
-4.66
29.34
-8.32
19.51
-4.66
29.34
-8.32
19.51
-4.66
29.34
-8.32
19.51
-4.66
A./0 c.,,
4195.9
5762.7
5507 4
3341 1
7636.3
7636.3
I
30"
30
30
15.5
38;
29 :7
2006IRC LATERAL.08.xls
IROOF
FLOOR
WALL
139.9 IETC
ROOF
(FLOOR
WALL
192.1 ETC.
IROOF
IFLOOR
IWALL
183.6 (ETC.
IROOF
IFLOOR
(WALL
215.6 IETC
IROOF
IFLOOR
IWALL
201.0 (ETC.
IROOF
(FLOOR
WALL
2571 ETC.
WIDTH
FT
'10.2
14.0
7.0
16.0
15',6.
27.5
7;0
16.D
13:4
24.7
7,0
16:.0
9,6'
5:6
SEISMIC LOADS
DL
PSF
17
17
8
8
17
17
8
8
17
17
8
17
17
16.0';
18.9 I M 1.7-
30.0 1 -17'
7.0
16.0
19.3,1..
30.0 I 1/
7.0 'I 8.,
16 8
orr
SHEAR
COEFF
0.113
0.113
0.113
0.113
0.113
0.113
SHEAR
LBS
2015.2
3100.4
2814.4
772.4
4355.0
3424.8
547 c) C o n C' t
L000d 60)A
r 1 e Jrd C -45 cC
tt
SHEAR
PLF
67.2
103.3
93.8
49.8
114.6
115.3
Steve Fradkin Kim Sayger
511 East 11th St.
Port Angeles, WA 98362
SECOND I WALL
LEVEL 'PANEL
A
MAIN WALL
LEVEL PANEL
A
A
B
A
B
C
A
0
A
E
A
F
A
B
BASEMEII WALL
LEVEL PANEL
A
A
B
A
B
C
A
B
0
A
B
E
A
F 1
A
B
A
1 A
1
PERFORATED SHEAR WALL DESIGN
WIND SEISMIC OVERALL I MINIMUM PIER I I
SHEAR SHEAR HEIGHTI WIDTH I HEIGHT WIDTH (MAX OPENING( OF WALL
PLF PLF FT I FT I FT. FT. I HEIGHT (FT.) I HEIGHT
21.4 26.8 I 30 I I
21.4 26.8 8 1 301 4 ",:2I; •.''6.7 1 84
31.7 37.1 I 301 I I
119.0 139.0 „8' 1. 4 I 0 1 0
119.0 139.0 -8:' 1 4' I _0 I 0
30.5 32.9 1 30 I 1
121.9 131.6 t. "8-'..I::_ 4 1 0 I 0
121.9 131.6 I, 8 1, 3.5 0 I 0
32.2 25.6 1 15.5 I I
712 562 .7., 8 1 3.5 2 1 a 1 0
31.9 56.6 .5 8 I• 0
I 0:...
31.9 43.5 8 1 ,.,38 .I' •_3.5` ;1 44
40.9 44.2 I 29.7 I I 1
512 55.5 8 ,I' .23.67 I 1 3,i,,,., I 38
PERFORATED SHEAR WALL DESIGN
I I I I
1 I I I
WIND SEISMIC OVERALL MINIMUM PIER 1 I
SHEAR SHEAR HEIGHT! WIDTH HEIGHT! WIDTH I MAX OPENING! WALL
PLF PLF FT I FT. FT. I FT. I HEIGHT (FT.) I HEIGHT
83,1 47.4 I 30 1 I 1
811 474 ''8 I: 5 „Si 2f -5 I 63
115.2 70.8 1 30 I 1 1
265.8 163.3 I.. _.10.5., f• 0 0
265.8 163.3 8; I '.2;5 F. I 0 I 0
110.1 63.8 1 30 1 1 1
347.8 2012 T'8'. .J,.. 5 ,1., 1 .0(. 1 0
3472 201.5 8 1: 4.5 1,. I '0 `0 .I 0
127.6 43.5 I 15.5 I I 1
1272 415 8 1' 1:..' ...I..... 4.57 I 56
119.9 79.5 I 38 I I I
119.9 79.5 8 1 3E9 I ..I. 4.5 i 56
153.4 80.2 I 29.71 1 I I
129.6 67.8 8
1 221 ..I` 3 .I 38
170.3 811 8 I 1017 I 1-." '0 I 0
PERFORATED SHEAR WALL DESIGN
I I I 1 I
I I I I I
WIND SEISMIC OVERALL I MINIMUM PIER I I
SHEAR SHEAR HEIGHTI WIDTH I HEIGHTI WIDTHlMAXOPENING' OF WALL
PLF PLF FT I FT. 1 FT. I FT. I HEIGHT (FT.) I HEIGHT
139.9 67.2 1 301 I 1
139.9 67.2 7 I 301. 1 1.. 6.7
192.1 103.3 1 301 I I I
576.3 310.0 7 1. 51 ..1 '1 0, I 0
576.3 310.0 7 'I_ 51 I I 0 7.1 I 0
1
OF FULL
HEIGHT SHTHG.
0.33
1:00
1.00
1.00
1-00
1.00
100
0.76:
OF FULL
HEIGHT SHTHG.
033
1.00
1.00
1.00
LOO
0.48`
1.00
FULL
HEIGHT SHTHG.
0.71f:
L00
,1'.00
Fradkin. LATERAL.08.xls
RESISTANCE EFFECTIVE DESIGN SHEAR
ADJUSTMENT WIDTH SHEAR WALL
FACTOR FEET PLF TYPE
0.50 5.02 1611
1.00 4.00 139.0 1
1.00 4.00 139.0 1
1.00 4.00 131.6 1
1.00 3.50 131.6 1
1.00 3,50 56.6 1
1.00 3.50 56.6 1
0.94 27.01 61.2 1
0.98 19.27 68.2 1
RESISTANCE I EFFECTIVE DESIGN SHEAR
ADJUSTMENT WIDTH SHEAR WALL
FACTOR FEET PLF TYPE
0.65 6.45 276.1 2
1.00 10.50 189.8 1
1.00 2.50 189.8 1
1.00 5.00 248.4 2
1.00 4.50 248.4 2
0.74 5.54 255.2 2
0.85 23.87 136.3 1
0.98 16.75 121.6 1
1.00 10.00 121.6 1
RESISTANCE EFFECTIVE DESIGN SHEAR
ADJUSTMENT WIDTH SHEAR WALL
FACTOR FEET PLF TYPE
0.66 13.99 214.3 1
1.00 5.00 411.6 3
1.00 5.00 411.6 3
WALL DL
TRIB
ROOF
FT
ROOF DU FLOOR DL
15I' 15I
TRIB I
FLOOR I
FT.
0.0
875.4
875.4
898.7
908.3
503.2
503.2
0.0
0.0
WALL DL I ROOF DU FLOOR DL
81 .15 45
TRIB I TRIB
ROOF I FLOOR
FT I FT
UPLIFT IHOLDDOWNI
LBS. I REQ'D I
UPLIFT
LBS.
411.5
1338.5
1999.3
2686.2
I 2695.8
2024.6
1 365.1
NONE
NONE
NONE
NONE
NONE
NONE!
NONEI
NONEI
NONE I
HOLDDOWNI
REQ'D I
NONE
HDU4
HDU4
HDU4
HDU4
HDU4
NONE
I,_ I 807.5 NONE
9.5 Ir, I 697.8 NONE
WALL DL I ROOF DLI FLOOR DL
81', .151 '15
TRIO I TRIO
ROOF I FLOOR I UPLIFT
FT I FT LBS.
1
1 27,66
;1323`:
0.0
3327.5
3638.7
HOLDDOWII STRAP
REQ'D REQ'D
NONE
HDU4
HDU4
STRAP
REQ'D
NONE
MSTC28
MSTC28
MSTC28
MSTC28
MSTC28
MSTC28
NONE
NONE
STRAP
REQ'D
NONE
MSTC28
MSTC40
MSTC40
MSTC40
MSTC40
NONE
MSTC28
MSTC28
NONE
MSTC40
MSTC52
01 HEADER FOR 8' WINDOW -Roof Beam
4 Seasons Engineering Inc.i
Project: 511 EAST 11TH ST PORT ANGELES, WA
Job STEVE FRADKIN KIM SAYGER
Client: STEVE FRADKIN KIM SAYGER
Input Data
Left Cantilever None
Check for repetitive use? Yes
Dead Load: 17 psf
Allow LL Deflection: L/240
Eb. 1600000 psi
User Defined Loads
Load >'Gaee Lit#
Dead
Design Checks
Max. Value
Allowable
of Allow
Location
Reactions and Bearing
11,:) 3eri%i npt ,X- 40e f1z
503.932 39.971 0.03
1242 207 0.4
32M 41 V 19? 9V
0' 4' 7'2 -3/4' 4'
1048
3281 47
90p144 •Nlt
:p .1
0'
8'
Program Version 8.2 12/17/2004
Uniform
rairch: -per Ki nisIoa
Main Span: 8'
Tributary Width: 6'
Live Load: 0 psf
Allow TL Deflection: L/180
F 180 psi
(s) =to.; Load
Len
0'
=Reaction
ib
1.5 1048
1.5 1048
Self- weight of member is not included.
Member has an actual/allowable ratio in span 1 of 41
Design is governed by bending fb /Fb.
Governing load combination is Dead +Snow Condition 1 w /Pattern Loads.
Maximum hanger forces: 1048 lb (Left) and 1048 lb (Right).
Page 1
14 12:43 06/09/08
Designed by Donna Petersen P E.
Checked by
Right Cantilever None
Slope: 0:12
Snow Load: 25 psf
DOL. 1 150
Fb. 900 psi
8' 10
0.0654
0.5333
12 V
4'
02 HEADER F,OR 8' WINDOW MAIN FLOOR -Beam
Page 1
14:25:26 06/09/08
Designed by Donna Petersen P E.
Checked by
4 Seasons Engineering Inca
Project: 511 EAST 11TH ST PORT ANGELES WA
Job STEVE FRADKIN KIM SAYGER
Client: STEVE FRADKIN KIM SAYGER
Input Data
Left Cantilever None
Check for repetitive use? Yes
Dead Load: 17 psf
Allow LL Deflection: U360
Eb. 1700000 psi
User Defined Loads
1 440 ase Idol
Dead
Max. Value
Allowable
of Allow
Location
Design Checks
Reactions and Bearing
0' 1.5
8' 1.5
Program Version 8.2 12/17/2004
:00,100. tOini
Main Span: 8'
Tributary Width. 6'6'
Live Load: 40 psf
Allow TL Deflection: U240
(3 in Maximum)
F 180 psi
Uniform
ti'fr psf
1922 1078.23
2812.69 1100
68 It 98 if
0' 4
0'
;Suppp t.t ocatlon: I iri:,,. `Reacfa fq on-
1922
1922
Self- weight of member is not included.
Member has an actual/allowable ratio in span 1 of 98 if
Design is governed by bending fb /Fb.
Governing load combination is Dead +Floor Live w /Pattern Loads.
Maximum hanger forces: 1922 lb (left) and 1922 lb (Right).
85.433
180
47
72 3/4'
Right Cantilever None
Slope: 0
Snow Load: 0
DOL. 1.000
Fb. 1000 psi
;q1t
8' 110
0.0712
0.2667
26 if
4'
-0 1317
0.4
32
4'
t
03 HEADER FOR 6
4 Seasons Engineering Inc.
Project: 511 EAST 11TH ST PORT ANGELES
Job: STEVE FRADKIN KIM SAYGER
Client: STEVE FRADKIN KIM SAYGER
Input Data
th#0104017: '.44004.:1040t1r4140. e 4ltit148.49r4140 1 1 0 400fillkil i At i
Right Cantilever None
Slope: 0
Snow Load: 0
DOL. 1.000
Left Cantilever None Main Span: 6'6'
Check for repetitive use? Yes
Dead Load: 17 psf
Allow LL Deflection: L/360
Eb. 1900000 psi
User Defined Loads
Dead
Max. Value
Allowable
of Allow
Location
Design Checks
6'6'
SOPOrtik-04tiPn
ft,
4kOttqtton.
2491.58
2812.69
89?
0'
Reactions and Bearing
0'
Program Version 8.2 12/17/2004
Uniform
Tributary Width: 116-1/4'
Live Load: 40 psf
Allow TL Deflection: 1/240
(3 in Maximum)
F 180 psi
1 1 35.68
Self-weight of member is not includ3d.
Member has an actual/allowable rail() in span 1 of 69 W
Design is governed by bending fb/Fb.
Governing load combination is Dead+Floor Live w/Pattern Loads.
Maximum hanger forces: 2491.58 lb (Left) and 2491.58 lb (Right).
Beagt1.00'
lb
1.5 2491..58
1.5 2491.58
french door-Beam
WA
Step
105.647 -0.0492
1650 180 0.2167
69 le 59 le 22 le
3'3' 9-1/4' 3'3'
Page 1
14 41 14 06/09/08
Designed by Donna Petersen P E.
Checked by
Fb. 1500 psi
-0.0819
0.325
25?
3'3'
4 Seasons Engineering Inc.
Project: 511 EAST 11TH ST PORT ANGELES WA
Job STEVE FRADKIN KIM SAYGER
Client: STEVE FRADKIN KIM SAYGER
Input Data
0000040 40% ORPOWIttgre"; 4 le
Left Cantilever None Main Span: 5'6' 'Right Cantilever None
Check for repetitive use? Yes
Dead Load: 17 psf
Allow LL Deflection: U360
Eb. 1900000 psi
User Defined Loads
Dead
Snow Condition 1
Design Checks
Reactions and Bearing
4 MPP9rte0 1 0 n
0'
5'6'
Program Version 8.2 12/17/2004
04 HEADER FOR entry door-Beam
Tributary Width: 57 3/16'
Live Load: 40 psf
Allow TL Deflection: L/240
(3 in Maximum)
F 180 psi
pittita *to,
Uniform
Uniform
0' 8'
0' 8'
Aoptioti;
Th
1.5 2148.3
1.5 2148.3
Self-weight of member is not included.
Member has an actual/allowable ratio in span 1 of 90 V%.
Design is governed by bending fb/Fb.
Governing load combination is Dead+Floor Live+Snow Condition 1 w/Pattern Loads.
Maximum hanger forces: 2148.3 lb (Left) and 2148.3 lb (Right).
Page 1
15 01 06/09/08
Designed by Donna Petersen P E.
Checked by
Slope: 0
Snow Load: 0
DOL. 1 150
Fb. 1500 psi
Ptt
312
150
Sti44i'7' UtA4ffi 'MOW
i '00 V
Max. Value 2148.3 psi 140.619 -0.0835 -0.1744
Allowable 3281 47 2242.5 207 0.1833 0.275
of Allow 65 11 90 V 68 ti 45 V 63 le
Location 0' 29' 5-1/2' 29' 2'9'
H-
FRADKIN
2004.2 Albwabe 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.
6. 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
1 2
1 2787 2787
2 959 959
I MIN BEARING SIZES (IN -SX) I
3 -0 3 -0
MAXIMUM DEFLECTIONS
CALCULATED ALLOWABLE
LIVE LOAD 0 18 0 21
*DEAD LOAD 0 19
TOTAL LOAD 0 27 0 41
Handing Erection
T.., 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 AITC.
Dead load deflection includes adjustment factor for creep.
Total load deflection is instantaneous.
Fle: C:1Wood -E Design 2004.21woode.spx
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 TYPE TOP /SIDE LOAD FROM
FT IN -SX
UNIFORM FLOOR LIVE TOP 280 PLF 00 -00 -00
UNIFORM ROOF LIVE TOP 150 PLF 00 -00 -00
UNIFORM FLOOR DEAD TOP 119 PLF 00 -00 -00
UNIFORM ROOF DEAD TOP 102 PLF 00 -00 -00
UNIFORM BEAM WEIGHT 5 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.
9 500
750
CROSS SECTION
Miscellaneous Information
The use of this component shall be specified by the designer of the
complete stnuture. 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 rear do not use this design When this drawing is signed
and sealed, the structural design is approved as shown in this drawing
h based on data provided by the customer. Gang -Lam LVL and CTR. LPI
oists are made without Camber and will dotted under load. Wood direct
contact with concrete most be protected as required by code. Continuou
lateral support is assumed (watt goo beam, etc.). LP does not provide
on-site Inspection. This drawing must ha an Architect's or Engineer's seal
afixed to be considered Engineering document.
TO
FT IN -SX
08 -06 -00
08 -06 -00
08 -06 -00
08 -06 -00
08 -06 -00
1 BEAM 1.75 X 9.500 GL2950Fb 2.0E
LOAD LDF
1 00
1 15
0 90
0 90
0 90
8- 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 glu lines shall be spaced minimum of 4' for 10d
and 3' for ed.
Do not Cut, notch, drill or atter Gang -Lam LVL and CTR, LPI Joists except as shown
published material from LP any 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 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 a registered trademark of Louisiana Pacific Corporation.
DWG
SHEET
weia
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
FLR RIGHT SPAN CARR.
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
06/09/08 SBCCI
MS/ 0.73
VSI: 0.59
90 PSF
17 PSF
57 PSF
0 00 FT
0 00 FT
L 980
L 290
0
1
-I-
4
ckA
F
T
FRADKIN
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.
6. 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 1656 1656
2 509 509
MIN BEARING SIZES (IN -SX)
3- 0 3- 0
MAXIMUM DEFLECTIONS
CALCULATED ALLOWABLE
LIVE LOAD 0 11 0 21
*DEAD LOAD 0 07
TOTAL LOAD 0 16 0 41
Handling Erection
Temporary and pennanen 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
cc 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.
UNI FORM
UNIFORM
UNIFORM
Total load deflection is instantaneous. afrxed to be considered Engineering document
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 TYPE TOP /SIDE LOAD
FLOOR
FLOOR
BEAM
LIVE TOP
DEAD TOP
WEIGHT
270
115
5
PLF
PLF
PLF
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.
9 500
1 750
CROSS SECTION
Miscellaneous Information
The use of this component snail be specified by the designer of the
complete structure. Obtal all the necessary code compliance approval and
instructions from the designers of the complete structure before using this
component If the design criteria 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 customer. Gang -Lam LVL and CTR, LPI
'Joists are made without camber and will deflect under load. Wood in 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
laboi
FROM TO LOAD LDF
FT IN -SX FT IN -SX
00 -00 -00 08 -06 -00
00 -00 -DO 08 -06 -00
00 -00 -00 08 -06 -00
I 1 BEAM 1.75 X 9.500 GL2950Fb 2.0E
1 00
0 90
0 90
8 6- 0
THIS DRAWING IS NOT TO SCALE
IGang-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 a mi :mum of 4' fo 10d
and 3• for ed.
Do not at, 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 including the implied warranties of merchantability
and fitness fora particular use.
ra
DWG
A COPY OF THIS DRAWING IS TO BE GIVEN TO THE INSTALLING CONTRACTOR
LP is a registered trademark of Louisiana Pacific corporation. SHEET
File: C:1Documents and SettingslDonna Petersen\My Dacuments1A PROJECT FILES12008 ARCHIVE'FRADKIN-081woode.SPX
LIVE LOAD
DEAD LOAD
TOTAL LOAD
I 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
FLR LEFT SPAN CARR
FLR RIGHT SPAN CARR
DEFLECTION CRITERIA
LIVE LOAD DEFL
TOTAL LOAD DEFL
CODE COMPLIANCES
REPORT it
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
Oft/09/08 SBCCI
MSI: 0.50
VSI: 0.40
40 PSF
17 PSF
57 PSF
0 00 FT
0 00 FT
L 480
L 240
FRADKIN
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.
6. THIS GANG-LAM IS TO BE USED AS A
FLOOR BEAM 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 THE TWO PLIES WITH 2 ROWS OF 16d
(3-1/2") NAILS AT 12" OC. STAGGER ROWS.
NAILS CAN BE DRIVEN FROM ONE FACE OR HALF
FROM EACH FACE. NAILS MAY BE COMMON OR
BOX NAILS WITH A MINIMUM SHANK DIAMETER
OF 0.131' 16d SINKERS (3 -1/4 MAY BE
USED, BUT HALF MUST BE DRIVEN FROM
FAr.H FACE
SUPPORT REACTIONS (LBS)
CASE B E A R I N G N U M B E R
1 2
1 3184 3189
2 979 979
1 MIN BEARING SIZES (IN -SX)
3- 0 3 0
MAXIMUM DEFLECTIONS
CALCULATED ALLOWABLE
LIVE LOAD 0 13 0 22
*DEAD LOAD 0 09"
TOTAL LOAD 0 19" 0 44
Handling Erection
Temporary and ....—..d bracing for holding component
plumb and for resisting lateral forces shaft 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 tha design loads
be applied to the component.
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 TYPE TOP /SIDE LOAD
UNIFORM FLOOR LIVE TOP
UNIFORM FLOOR DEAD TOP
UNIFORM BEAM WEIGHT
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.
CROSS SECTION
990 PLF
208 PLF
10 PLF
an
Design Criteria
The design and material specified are in substantial
conformity with the latest revisions of NOS and AITC.
Dead load deflect ndudes adjustment factor for creep
Total load deflection is instantaneous.
File: C:'rDocuments and SettingslDonna PetersenWMy DocumentstA PROJECT FILES l2008 ARCHIVEIFRADKIN- 081woode.SPX
FROM TO LOAD
FT IN -SX FT IN -SX
00 -00 -00 09 -00 -00
00 -00 -00 09 -00 -00
00 -00 -00 09 -00 -00
2 BEAMS 1.75 X 9,500 GL295OFb 2.0E
DESIGN CONSISTS OF 2 PLIES FASTENED
TOGETHER (REFER TO NOTES)
LDF
1 00
0 90
0 90
9- 0- 0
THIS DRAWING IS NOT TO SCALE
!Miscellaneous Information Gang -Lam LVL and CTR, LPI Joist Specifications
The use of this component shall be specified by the designer of the Supports and connection for Gang-Lam LVL and CTR, LPI Joists to be
complete structure. Obtain atilt* necessary code compliance approval and specific applications.
ins ructions from the designers of the complete structure before using this Common nails driven parallel to glue lines shall be spaced a minimum of 4' for nod
_.....ri. If the design criteria listed above does not meet local building and 3' to 8d.
code regt.,. do not use this design When this drawing is signed Do not cut, notch, drill or after Gang -Lam LVL and CTR, LPI Joists except as shown
and sealed, the structural design is approved as shown in this drawing in published material from LP any use of Gang -Lam LVL and CTR, LPI Joists contrary
based on data provided by the c stomer. Gang•Lam LVL and CTR, LPI to the limits set forth hereor,negates rip express warranty of the product and LP
!joists are made without camber and will deflect under load. Wood direct disclaims all implied warranties including the implied warranties of merchantability
contact with concrete must be protected as required by code. Continuous and fitness for a particular use.
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 A COPY OF THIS DRAWING IS TO BE GIVEN TO THE INSTALLING CONTRACTOR
afured to be considered an Engineering document.
LP is a registered trademark of Louisiana-Pacific Corporation.
.a
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
DEAD LOAD
TOTAL LOAD
FLR LEFT SPAN CARR
FLR RIGHT SPAN CARR.
DEFLECTION CRITERIA
LIVE LOAD DEFL
TOTAL LOAD DEFL
CODE COMPLIANCES
REPORT 9
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 1219D
08/09/08
SBCCI
MSI. 0.51
VSI: 0.39
90 PSF
17 PSF
57 PSF
0 00 FT
0 00 FT
L 980
L 290
MV
FRADKIN
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.
6. THIS GANG -LAM IS TO BE USED AS A
FLOOR BEAM 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 THE TWO PLIES WITH 2 ROWS OF 16d
(3 -12") NAILS AT 12" OC. STAGGER ROWS.
NAILS CAN BE DRIVEN FROM ONE FACE OR HALF
FROM EACH FACE. NAILS MAY BE COMMON OR
BOX NAILS WITH A MINIMUM SHANK DIAMETER
OF 0.131" 16d SINKERS (3 -1/4") MAY BE
USED, BUT HALF MUST BE DRIVEN FROM
FACH FACE
SUPPORT REACTIONS (LBS)
CASE B E A R I N G N U M B E R
1 2 3
1 2643 6774 394
2 817 2093 122
3 2665 5832 -1194
4 794 3035 679
MIN BEARING SIZES (IN -SX)
3 0 3 8 3 0
MAXIMUM DEFLECTIONS
CALCULATED ALLOWABLE
LIVE LOAD 0 13 0 26
*DEAD LOAD 0 08
TOTAL LOAD 0 18 0 52
Handling Erection
7....,_. and permanent bracing for holding
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 bank
be applied to the component.
Design Criteria
The design and material specified are substantial
conformity with the latest revisions of NDS and AITC.
Dead load deflection includes adjustment factor for creep.
Total load deflection is instantaneous.
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 TYPE TOP /SIDE LOAD
UNIFORM FLOOR LIVE TOP 930
UNIFORM FLOOR DEAD TOP 183
UNIFORM BEAM WEIGHT 10
WARNING NOTES.
PLF
PLF
PLF
FROM
FT IN -SX
00 -00 -00
00 -00 -00
00 -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 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.
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 FLOOR BEAM SECURELY TO BEARINGS OR HANGERS.
1 750
3 500
CROSS SECTION
'Miscellaneous Information
The use of this shall be specified by the designer of the
complete shucture. Obtain all the necessary code comp!' ice approval and
instructions from the designers of the complete structure before using this
component. If the design criteria listed abov does not meet local building
code do not use this design When this drawing is signed
and sealed, the structural design is approved as sham in this drawing
based on data provided by the customer. Gang -Lam LVL and CTR, LPI
joists are made without camber and wig deflect under load. Wood in 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
afued to be considered an Engineering document.
TO LOAD
FT IN -SX
14 -06 -00
14 -06 -00
14 -06 -00
2 BEAMS 1.75 X 9.500 GL295OFb 2.OE
DESIGN CONSISTS OF 2 PLIES FASTENED
TOGETHER (REFER TO NOTES)
10- 6- 0
LDF
1 00
0 90
0 90
14 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 dnven parallel to glue lines shall be spaced minimum of 4• fo 10d
and 3' for 8d.
Do not wt, notch, drill or alter Gang -Lam LVL and 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 hereon,negates any 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 a registered trademark of Louisiana -Pacific Corporation.
se: C %Documents and Settings\Donna Petersen1My DocumentslA- PROJECT FILES l2008 ARCHIVE IFRADKIN-08lwoode .SPX
halo
4 0- 0
LIVE LOAD
DEAD LOAD
TOTAL LOAD
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
FLR LEFT SPAN CARR
FLR RIGHT SPAN CARR
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
N Y CITY MEA 97 94 -E
HUD MR 1214D
.a
06/09/08 SBCCI
NISI: 048
VSI: 0.52
40 PSF
17 PSF
57 PSF
0 00 FT
0 00 FT
L 480
L 240
Input Data
Left Cantilever 4'
Check for repetitive use? Yes
Dead Load: 17 psf
Allow LL Deflection: L/360
Eb. 1300000 psi
Design Checks
Max. Value
Allowable
of Allow
Location
Reactions and Bearing
4'
12'
Program Version 8.2 12/17/2004
09 JOISTS 4'0" CANT -Beam
4 Seasons Engineering Inc.
Project: 511 EAST 11TH ST PORT ANGELES WA
Job STEVE FRADKIN K M SAYGER
Client: STEVE FRADKIN KIM SAYGER
924
933.394
99
4'
Main Span: 8'
Tributary Width: 1 4'
Live Load: 60 psf
Allow TL Deflection. L/240
(3 in Maximum)
F, 150 psi
S,ip0ortLQra#fiafii ,Re
1.536
1.5
750.04
869.315
86 i'
4'
Self- weight of member is not includ
Member has an actual/allowable ratio in span 1 of 98
Design is governed by live load deflection.
Governing load combination is De ?d +Floor Live w /Pattern Loads.
Maximum hanger forces: 0 lb (Left) and 388 lb (Right).
62.519
150
42
4'7 1/4'
924
388
Page 1
1642.32 06/09/08
Designed by Donna Petersen P E.
Checked by
Right Cantilever None
Slope: 0
Snow Load: 0
DOL. 1 000
Fb. 850 psi
0.2822
0.2619
0.2667 0.4
98 ti 70 te
0' 0'
1�
4 Seasons Engineering IncJ
Project: 511 EAST 11TH ST PORT ANGELES WA
Job: STEVE FRADKIN KIM SAYGER
Client: STEVE FRADKIN KIM SAYGER
Input Data
Left Cantilever None
Check for repetitive use? Yes
Dead Load: 17 psf
Allow LL Deflection: U360
Eb. 1600000 psi
User Defined Loads
Dead
Dead
Floor Live
Design Checks
Max. Value
Allowable
of Allow
Location
Reactions and Bearing
10 existing floor beam -Floor Beam
Concentrated
Uniform
Uniform
tIc i
4423.25
5156.59
86 le
20'1
IOgl 1 4 1 N01001 1 ,rt
Main Span: 58'
Main Span: 5'
Main Span: 3'10'
Main Span: 57'
Main Span: 4'6'
Main Span: 4'3'
Tributary Width: 10'3'
Live Load: 40 psf
Allow TL Deflection: U240
(3 in Maximum)
F 170 psi
1213.75
1345.51
so b
19'9 -3/16'
14'6'
14'6'
14'6'
OA
Self- weight of member is not included.
Member has an actual/allowable ratio in span 4 of 90
Design is governed by bending fb /Fb.
Governing load combination is Dead +Floor Live w /Pattern Loads.
Maximum hanger forces: 1400.01 lb (Left) and 1459.24 lb (Right).
15'6'
15'6'
Star
fig
91.382
170
54 l�
19'5 -1/2'
SypP# I 90001t 1 t ROO iorr:
0' 1.5 1400.01
5'8' 1.5 382716
10'8' 1.5 2804 12 01
14'6' 1.5 3229.27
20'1 1.5 4423.25
24'9' 15 4039.44
29' 1.5 1459.24
Page 1
08:38:26 06/10/08
Designed by Donna Petersen P E.
Checked by
Right Cantilever None
Slope: 0
Snow Load: 0
DOL. 1 000
Fb. 1350 psi
57.2
134.6
0.0556
0.1861
29 V
1T6-2/2'
0.0319
0.2792
111
17'6 -2/2'
11 floor beam under kitchen
4 Seasons Engineering Inc.
Project: 511 EAST 11TH ST PORT ANGELES WA
Job STEVE FRADKIN KIM SAYGER
Client: STEVE FRADKIN &IKIM SAYGER
Input Data
Left Cantilever None
Check for repetitive use? Yes
Dead Load: 17 psf
Allow LL Deflection. L/360
Eb. 1800000 psi
User Defined Loads
LoadCaat: tpatt=
`yPe'
Concentrated
Uniform
Uniform
Floor Live
Dead
Floor Live
Design Checks
Max. Value
Allowable
of Allow
Location
ISupport'1„ c catlion
ft
0'
7'6'
15'3'
ict1n11
9187 02
9280.15
99 1
7'6'
Reactions and Bearing
Program Version 8.2 12/17/2004
Mln..seatltag;
to
441140010001,4,144.Y11101,1
Main Span. 7'6'
Main Span: 7'9'
Tributary Width: 7'1 1/2'
Live Load: 40 psf
Allow TL Deflection. L/240
(3 in Maximum)
F 240 psi
%Dltance(s1 td;
S ta rt
112'
0'
0'
1.5
2.786
1.5
k6
1750.01
1839.21
Reaction
lb
2909,86
9187 02
2155
Self- weight of member is not included.
Member has an actual/allowable ratio in span 1 of 95 it
Design is governed by bending fb /Fb.
Governing load combination is Dead +Floor Live w /Pattern Loads.
Maximum hanger forces: 2909.86 lb' (Left) and 2155 lb (Right).
Load
Length"
ft
wall Floor Beam
Page 1
0936 05 06/10/08
Designed by Donna Petersen P E.
Checked by
112'
11'2'
Wostern
Right Cantilever None
Slope: 0
Snow Load: 0
DOL. 1 000
Fb. 2400 psi
ark:
P1t`
1656
231
285
Shear, Lt I,bep, fl: '�'f`L De
psi ltd:
164.939 0.1312 0.1455
240 0.2583 0.3875
95 69 le 50 V 37 t
7'6' 8'11/2' 11'6- 11/32' 11'6- 11/32'
4 Seasons Engineering Inc.
Project: 511 EAST 11TH ST PORT ANGELES WA
Job STEVE FRADKIN KIM SAYGER
Client: STEVE FRADKIN KIM SAYGER
Input Data
POltik0 .1).0fig,14(
Left Cantilever 1'6'
Check for repetitive use? Yes
Dead Load: 17 psf
Allow LL Deflection: L/360
Eb. 1600000 psi
User Defined Loads
t;‘ *04
Tog
Dead Uniform
Floor Live Uniform
Design Checks
Max. Value
Allowable
of Allow
Location
r2- lafloor beam in crawl-Floor Beam
R000
10.
1124 97
3281 47
34?
1'6'
Reactions and Bearing
1
Main Span: 4'9'
Tributary Width: 0'
Live Load: 40 psf
Allow TL Deflection: L/240
(3 in Maximum)
F 180 psi
4 1 4 1 00 IACO149 P4a,rin9 .a
ifl
1'6' 1.5
53' 1.5
Program Version 8.2 12/17/2004
;is(s)to.
Lengtt
44'
0' 156'
0' 156'
.1Apfldifig X
11#
497 109
1345.5
37?
3'10-13/16'
1124.97
944.044
Self-weight of member is not included.
Member has an actual/allowable rat in span 2 of 37
Design is governed by bending fb/Fb.
Governing load combination is Dead+Floor Live w/Pattern Loads.
Maximum hanger forces: 0 lb (Left) 0 lb (Right).
Page 1
11 3603 06/10/08
Designed by Donna Petersen P E.
Checked by
Right Cantilever 1
Slope: 0
Snow Load: 0
DOL. 1 000
Fb. 900 psi
IMO*
220
Sh.oar :4144
.00
45.896 0.0328
180 0.1
25 32
111 1/2' 0'
Aitt.
0.0251
0.1
25?
7'3'
22