HomeMy WebLinkAbout1312 Campbell Ave Technical - Building
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TECHNICAL
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Apartment Complex
Structural Design
for
Gary Caswell
Campbell Avenue
Port Angeles, WA
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4 SEASONS ENGINEERING, INC.
619 SOUTH CHASE STREET
PORT ANGELES, WA 98362
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February 14, 2005
City of Port Angeles Building Department
321 E. 5th Street
Port Angeles, WA 98362
Subject:
Scope of Engineering for:
Structural Design
Gary Caswell
Campbell Avenue
Port Angeles, WA
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Enclosed is the structural design of the Apartment Complex for Gary Caswell.
At this time, portions of this structure that have been reviewed by the enQineer
include:
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1. Lateral Forces
2. Beams and Headers
3. Foundation
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Please give me a call if you need any additional information.
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Sincerely
S)~9~9[-
Donna J. Petersen P .E.
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Structural Design
Gary Caswell
Campbell Avenue
Port Angeles, WA
DESIGN CRITERIA
DESIGN STRESSES
ELEVATION LESS THAN 625 FT
. DOUGLAS FIR/LARCH #2- 2 & 4 X
Fb = 900 PSI
Fv= 95 PSI
E= 1.6 (10)6 PSI
SNOW LOAD GROUND= 25 PSF
LIVE LOAD = 40 PSF (FLOOR)
DEAD LOAD = 10 PSF (FLOOR)
DEAD LOAD = 10 PSF (ROOF)
DEAD LOAD = 7 PSF (CEILING)
DOUGLAS FIR/LARCH #1- 2 & 4 X
Fb= 1200 PSI
Fv= 95 PSI
E= 1.8 (10)6 PSI
EXPOSURE C
HEM FIR #2- 2 & 4 X
Fb = 850 PSI
Fv= 75 PSI
E= 1.3 (10)6 PSI
GLU-LAM BEAMS 24F-V4
Fb= 2400 PSI (T) BOTTOM
Fb= 1850 PSI (T) TOP
Fv= 165 PSI
E= 1.8 (10)6 PSI
WIND SPEED, V FM = 80 MPH
3 SEC GUST, V3S = 100 MPH
SEISMIC ZONE O2
SOIL BEARING = 1500 PSF
REFERENCES
(1) INTERNATIONAL BUILDING CODE 2003
(2) INTERNATIONAL RESIDENTIAL CODE 2003
(3) TIMBER CONSTRUCTION MANUAL 3RD ED by AITC
(4) CONNECTORS FOR WOOD CONSTRUCTION by SIMPSON STRONG-TIE
(5) WESTERN WOODS USE BOOK by WESTERN WOOD PRODUCTS
ASSOCIATION MAY 1996
(6) NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION 1997
(7) ROSBORO-APA WOODCAD, VERSION 1.1 by ROSBORO GLULAM
RESOURCES 2000
(8) RISA-2D RAPID INTERACTIVE STRUCTURAL ANALYSIS - 2-DIMENSIONAL
VERSION 5.5 2001
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General Notes
1. Ground snow load = 25 PSF
2. Maximum soil bearing capacity = 1500 PSF
3. Seismic Zone 02
4. Wind, VFM = 80 MPH, 3 second gust, V3S = 100 MPH, Exposure "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 25 psf snow load and appropriate snow drifts as noted in the UBC. No field modification of trusses
will be allowed without the engineer's approval. Live load truss deflection shall be limited to U360. Total load
deflection will be limited to U240.
7. Girder trusses shall be attached to wall framing with Simpson LGT2, minimum 2000 pounds uplift, or equal.
8. Contractor shall provide temporary bracing and shoring for the structure and structural components until all final
connections have been completed In accordance with the plans.
9. Contractor shall be responsible for all the required safety precautions and methods, techniques, sequences or
procedures required to perform his work.
10. Contractor initiated Changes shall be submitted in writing to the structural engineer for approval prior to
fabrication or construction.
11. Drawings indicate general and typical details of construction, where conditions are not specifically indicated but
are of similar character to details shown, similar details of construction shall be used.
General Concrete Notes
(The Following apply unless shown on the plans)
1. All materials and workmanship shall conform to the requirements of the drawings, specifications, and the 2003
International Building 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
12" below original grade
1S" below original grade
24" below original grade
9. Slabs shall be placed upon compacted granular fill, 2" minimum thickness.
Wood Framing Notes
(The Following apply unless shown on the plans)
1. All wood framing details not shown otherwise shall be constructed equal to or better than the minimum standards
of the 2003 I.B.C.
2. Minimum nailing requirements: Unless otherwise noted, minimum nailing shall be In accordance with Table
R602.3(1) of the 2003 I.B.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-Iam beams to consist of Douglas Fir kiln dried 24F-V4 standard grade unless noted otherwise on plans.
S. 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, nalls, bolts, and other fasteners In contact with pressure treated wood shall have the
follOWing finishes:
Wood Treatment Finish
CCA-C and DOT Sodium Borate (SBX) Galvanized, 0.60 ozlff'
ACQ-C, ACQ-D, CBA-A, CA-B, Other Borate Post Hot-Dip Galvanized, ZMAX galvanized,
(Non-DOT) 1.S5 ozltr. , or SST300-Stalnless Steel
Steel Ammoniacal Copper Zinc Arsenate (ACZE) SST300-Stalnless Steel
and other pressure treated woods.
11. When using Stainless Steel or hot-dlp galvanized connectors, the connectors and fasteners should be made of the
same material. Stainless Steel fasteners shall not be use In applications where contact with Galvanized and Post
Hot-Dip Galvanized metals will occur.
12. Individual members of built-up posts and beams shall each be attached with 16d spikes at 12" o.c. staggered.
13. All columns In framed walls to be well nailed into adjacent framing in order to resist lateral movement.
14. Provide solid blocking for wood columns and multiple studs through floors to supports below.
15. Provide 4x10 headers, or double 2x10 headers over and double studs each side of all openings In stud bearing
walls not detailed otherwise.
16. Provide 4xS headers, or double 2xS 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. Provide double joists under all load bearing partitions.
Provide double joists each side of openings unless detailed otherwise.
1S. Provide double joist headers and double joists each side of all openings In floors and roofs unless detailed
,5'
otherwise
19. Toenail Joists to supports with 2-16d nalls, 2-10d box nails for T JI Joists. Attach all beams at the roof exceeding
S'O" in length with Simpson ST 292 strap each end.
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 Sd 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 wallis blocked per shear
wall note.
24. Plywood wall sheathing for noted shear walls shall have solid blocking at all sheathing panel edges. See shear
wall schedule for further notes.
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4SEASONS
ENGINEERING, INC (360) 452-3023
619 S. Chase St., Port Angeles, WA 98362
DATE: 2--
SCALE:
DRAWN BY:
CHECKED:
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2003 IBC WIND ANALYSIS WIDTH LENGTH LEAST DIM 2003 IBC SEISMIC ANALYSIS - SIMPLIFIED BASE SHEAR
BUILDING DESCRIPTION ,;, 46 '100 46 S1 0.50
FIRST FLOOR = 9 Ss 1.25
SECOND FLOOR = ({r'.' . 9... SITE CLASS 0
w
% ROOF HEIGHT = 4.6 Fv 1.50
AVERAGE HEIGHT OF BUILDING 22.6 Fa 1.00
2A= 9.2 Sm1 0.75
WIND EXPOSURE C Sms 1.25
WIND SPEED 80MPH Sd1 0.50
ROOF PITCH 5 12 22.62 Sds 0.83
p. = AlwPs30 SEISMIC USE GROUP 1
SEISMIC DESIGN CATEGORY 0
p. = AlwP.30 A= I = LC1, Ps30 = LC1,P. = LC2,p.30 = LC2,P. = RESPONSE MODIFICATION FACTOR 61/2
w
AREA A, Ps30 = 1.32 1 19.9 26.29 19.9 26.29 SEISMIC BASE SHEAR COEFFICIENT= 0.154
AREA B, ps30 = 1.32 1 3.2 4.23 3.2 4.23 CONNECTION OF SMALL ELEMENTS
AREA C, ps30 = 1.32 1 14.4 19.03 14.4 19.03 SHEAR COEFFICIENT= 0.111
AREA 0, ps30 = 1.32 1 3.3 4.36 3.3 4.36 HORIZONTAL DIAPHRAGMS
AREA E, ps30 = 1.32 1 -8.8 -11.63 -3.4 -4.49 SHEAR COEFFICIENT= 0.1667
AREA F, ps30 = 1.32 1 -12 -15.85 -6.6 -8.72 BEARING AND SHEAR WALL
AREA G, ps30 = 1.32 1 -6.4 -8.46 -0.9 -1.19 OUT OF PLANE WALL FORCES
AREA H, ps30 = 1.32 1 -9.7 -12.82 -4.2 -5.55 SHEAR COEFFICIENT= 0.3333
E oh 1.32 1 -16.5 -21.80 -16.5 -21.80 MASONRY AND CONCRETE OUT OF PLANE
Goh 1.32 1 -14 -18.50 -14 -18.50 SHEAR COEFFICIENT= 0.6667
Caswell. LA TERAL.IBC2003.xls
8
MAIN LATERAL FORCE RESISTING SYSTEM - WIND LOADS SEISMIC LOADS
(AREA PRESSUREl/LENGTH . SHEAR
UPPER TRIB WIDTH HEIGHT PS FORCE LENGTH SHEAR TRIB WIDTH DL SHEAR SHEAR SHEAR
LEVEL AREA FT. FT. PSF LBS FT PLF AREA FT. PSF COEFF. LBS PLF
1 A 9.2. 9.0 26.29 ROOF 27.0..... 17\;l
B 4.23 FLOOR ,. 0.0 10
C 15.8 9.0 19.03 WALL .8.0 5 X.
0 4.36 4882.5 . 100 48.8 ETC. i.O.O o ',' 0.154 7676.9 76.8
2 A 9.2 . 9.0 26.29 ROOF 23.0 17
B 4.23 FLOOR 0.0 10 ..
C 11.8 9.0 19.03 WALL 8.0 5
0 4.36 4197.6 100 42.0 ETC. O.OJ '.. ,. oy 0.154 6630.8 66.3
3 A 9.2 4.0 26.29 ROOF '52.0; 17
B 9.2 9.0 4.23 FLOOR 0.0 10
C 3.3 4.0 19.03 WALL ".38.0 '5
0 3.3 9.0 4.36 1698.3 42 40.4 ETC. 0.0' 0 0.154 6875.1 163.7
4 A 26.29 ROOF 0.0 ,. 17
B 4.23 FLOOR 0.0: ,10
C 25.0 4.0 19.03 WALL 0.0' 5 "
0 I' 25.0 9.0 4.36 3250.0 38, 85.5 ETC. >:....0.0,> oW; 0.154 0.0 0.0
5 A 26.29 ROOF 0.0 17f
B 4.23 FLOOR 0.0" .10 .
C 25.0 4.0 19.03 WALL 0.0 5;!
0 25.0. 9.0 4.36 3250.0 42 77.4 ETC. '0.0 0 0.154 0.0 0.0
6 A 26.29 ROOF '1,'0.0'\' 17';
B 4.23 FLOOR 0.0, 10';;
C 25.0 4.0 19.03 WALL 0.0 5
0 25.0. ; 9.0 4.36 3250.0 38 85.5 ETC. ",0.0'.. "; >01;' 0.154 0.0 0.0
7 A 9.2 4.0 26.29 ROOF . 52.0 17 "
B 9.2 9.0 4.23 FLOOR '0.0, 10 ,f.
C 3.3 4.0 19.03 WALL 36.0' 5 '"
0 3.3 9.0 4.36 1698.3 42 40.4 ETC. 0.0 o ! 0.154 6875.1 163.7
LOWER TRIB WIDTH HEIGHT PS FORCE LENGTH SHEAR TRIB WIDTH DL SHEAR SHEAR SHEAR
LEVEL AREA FT. FT. PSF LBS FT PLF AREA FT. PSF COEFF. LBS PLF
1 A 9.2 18.0 26.29 ROOF '''27.0 17"
B 4.23 FLOOR '0 25.0 " .10"
C 15.8' 18.0 19.03 WALL 16.0 5
0 .,. 4.36 9765.0 100 97.7 ETC. 0.0 oW 0.154 12138.5 121.4
2 A 9.2 . 18.0 26.29 ROOF 23.0] 17"
B 4.23 FLOOR 21.0 10;-
C 11.8 18.0 19.03 WALL 16.0 [ 51:
0 4.36 8395.2 100 84.0 ETC. 0.0 0:' 0.154 10476.9 104.8
3 A 9.2'! 13.0 26.29 ROOF 52.0/' 17
B 9.2 9.0 4.23 FLOOR 50.0 10
C 3.3 13.0 19.03 WALL 72.0 5
0 3.3 9.0 4.36 4440.4 42 ., 105.7 ETC. . 0.0 O'iil' 0.154 11268.9 268.3
4 A 26.29 ROOF 0.0 17
B 4.23 FLOOR I> 0.0' 10~
C 25.0 , 13.0 19.03 WALL 0.0 5
0 25.0' 9.0 4.36 7184.4 38 188.5 ETC. .... 0.0 O~ 0.154 0.0 0.0
5 A 26.29 ROOF 0.0 171
B 4.23 FLOOR 0.0 10
C 25.0 13.0 19.03 WALL 0.0' o. 6
0 .25.0' c' ! 9.0 4.36 7164.4 42 170.6 ETC. 0.0 0,:, 0.154 0.0 0.0
6 A 26.29 ROOF 0.0 1H
B 4.23 FLOOR 0.0 .10'~
C 25.0 13.0 19.03 WALL 0.0 5
0 25.0 9.0 4.36 7164.4 38 188.5 ETC. 0.0 "oT 0.154 0.0 0.0
7 A 9.2 13.0 26.29 ROOF 52.0 17,.
B 9.2 9.0 4.23 FLOOR 50.0 10
C 3.3 13.0 19.03 WALL 72.0. 5,0
0 3.3, 9.0 4.36 4440.4 AD 1 -.; 0" 0.154 11268.9 268.3
Cj
SHEAR WALL SCHEDULE " 7
Mark Sheeting Fastener spacing Intermediate Framing Battom plate na",ng 4l Anchor Baits Maxlumum Notes
doubled stud snllclna allowb/e
o all edges framing nail backing Sheeted Sheeted Sheeted Sheeted shear
(Blacked) spacing size one side both sides one side bath sides L
(
7/16- 058 8d 0 6- OC 8d 06- DC 2x 2.w PLF 2,3,6 (
(
0 OR for stud framing 024- 2-16d 0 2-16d 0 5/S- X1O- 5/S" X10" 480 PLF
8d 0 12" OC L
15 GA 04" OC for stud framln 016" 12"OC S"OC o 48" O.C. 030" O.C. .
)
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.
7/16- 058 Bd 04" OC Bd 06" OC 2x 350 PLF 2.3.5,6 f
OR for stud framing 024" 2-16d 2-16d 0 5/B" X10" 5/B" X10" 700 PLF
(3) 8d 0 12- OC
15 GA 03" OC for stud famlng 016" o 10"OC 5"OC O.w" O.C. 020" O.C.
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1/2" COX Bd 0 3- OC Bd 0 6" OC 3x 490 PLF 2,3,4,5,6 .
(
(j) plywood OR for stud framing 024- or 2-16d 2-16d 0 5/B- X10" 5/8" X10- 9BO PLF c-
Bd 0 12" OC
15 GA 02-1/2" OC for stud framing 016" DBL2x o 7"OC 3-1/2"OC o 2B" O.C. o 14" O.C.
1/2" COX 10d 03" OC 10d 0 6" OC Jx 600 PLF 2, 3, 4, 5, 6
0 plywood for stud framing 024" or 2-16d 2-16d 0 5/B" X10" 5/B" X10" 1200 PLF
10d 0 12" OC
for stud framing 0 16" DBL2x o 6"OC J"OC 024- O.C. o 12- O.C.
1/2" CDX 10d 02" OC 10d 06" OC Jx 770 PLF 2, J,5, 6
0 plywood for stud !ramlng 024- or J-16d J-16d 0 5/8" X10" 5/B- X10- 1540 PLF
10d 0 12 OC DBL2x o 6"OC J"OC o 1B- O.C. o 9- O.C.
for stud framing 0 16"
@ 1/2" G~ 5d COOLER 0 4" OC 5d caaler 0 4" OC 2x 2-16d 0 5/B" X10- JOO PLF J,6
both sides OR OR
5d G~ 0 4 " OC 5d G~ 04" OC 12"OC 048" O.C.
0 ~{.B G~ 6d COOLER 0 4 OC 6d caaler 0 4" OC 2x 2-16d 0 5/B" X10" J75 PLF J,6
both sides OR OR
6d G~ 0 4" OC 6d G~ 04" OC 10"OC OJ6" O.C.
Notes: I
1. ALL NAILS SHALL BE GALVANIZED BOX NAILS OR COMMON NAILS, F1fc.TERNERS a~MEE)l TH!hQ;LLOl'rfNG CRITERIA:
8d =01J1-d' X 2 1/2" I d caaler -. dla 1- B min.
comman . .:a. -_ m n. 5d G~ -0.OB6"dla X 1-S/B" min.
10d common =.0.148 dla X ~ min. 6d coaler -0.092"dla X 1-7/B" min. i'"
8d box =0.11 J "dla X 2-1/2 min. 6d G~ -0.092" dla X 1-7/B- min.
10 box -0.12S dia X 3"mln. 16d common -0.162"dia X 3-1/2" min.
15 GA. staple -0.072"dia X 1-1/2" min.
2. PROVIDE APA RA TED SHEA THING PLYWOOD OR 058 APA RA TED SIDING 303 OF INNER SEAL OSB RA TED PANEL SIDING ON ALL
EXTERIOR WALLS AND NAIL PER NOTE 1.
3. SPECIFIED SHEA THING AND SIDING PANEL EDGES SHALL BE BACKED l'rfTH 2" OR 3" FRAMING (PER THE TABLE) INCLUDING
FOUNDA TlON SILL PLATES, VERTICAL FRAMING, AND BLOCKING. PANELS MA Y BE INSTALLED EITHER HORIZON TALL Y OR
VERTlCALL Y (SEE NOTE 4 FOR EXCEPTION). NIIILS SHALL BE STAGGERED FOR J" FRAMING.
4. 7/16" 058 MA Y BE SUBSTITUTED FOR 1/2- COX PL YWOOD IF FRAMING IS SPACED AT 16" ON CENTER, OR PANELS ARE APPUED
WITH LONG DIMENSION ACROSS STUDS FOR FRAMING SPACED AT 24" (BLOCKED).
S. 'M-IERE PANELS ARE APPUED ON BOTH FACES OF II WIILL AND NAIL SPliCING IS LESS THAN 6 INCHES ON CENTER ON EITHER
SIDE, PIINEL JOINTS SHALL BE OFFSET TO FALL ON DIFFERENT FRIIMING MEMBERS OR FRAMING SHALL BE J-INCH NOMINAL AND
NAILS ON EACH SIDE SHALL BE STAGGERED.
6. NAILS TO BE DRIVEN FLUSH WITH SHEA THING. DO NOT OVER DRIVE NAILS.
7. ALL SHEAR PANELS SHALL BE BLOCKED.
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DATE, '2 .lln /0 c;;-
CA5WS-L-L-
;tV) '~
4SEASONS
ENGINEERING, INC (360) 452-3023
619 S. Chase St., Port Angeles, WA 98362
SCAlf:
DRAWN BY, J ~p
CHECKED:
SHEET /5
0'
RB#1-Roof Beam
Eagle Point
Project: GARY CASWELL
Job: CASWELL APARTMENTS
Page 1
10:49:3602/14/05
Designed by: Donna J. Petersen
P.E.
Client: CASWELL APARTMENTS
Checked by:
Input Data
Chackof 4x10 No. 2-DouglaaFI....Larch-Dlman.lonal ~
Left Cantilever: None Main Span: 9'6"
Check for repetitive use? No Tributary Width: 5'
Dead Load: 17 psf Live Load: 20 psf
Allow. LL Deflection: U240 Allow. TL Deflection: U180
Eb: 1600000 psi Fy: 180 psi
Right Cantilever: None
Slope: 0:12
Snow Load: 25 psf
DOL: 1.150
Fb: 900 psi
Design Checks
Reaction Bending - X Sh..r LL DefI. TL Deft.
Ib' .,.1 pili In In
Max. Value 997.5 569.584 39.338 -0.062 -0.1042
Allowable 3281.47 1242 207 0.475 0.6333
% of Allow. 30~ 46~ 19 ~ 13 ~ 16 ~
Location 0' 4'9" 8'8-3/4" 4'9" 4'9"
Reactions and Bearing
Support Location
ft
Min. Bearing
In
Reaction
Ib
0'
9'6"
1.5
1.5
997.5
997.5
Self-weight of member is not included.
Member has an actuaVallowable ratio in span 1 of 46 ~ %.
Design is governed by bending fb/Fb.
Goveming load combination is Dead+Snow Condition 1 w/Pattern Loads.
Maximum hanger forces: 997.5 Ib (Left) and 997.5 Ib (Right).
Program Version 8.2 - 912012002
I~
HEADER#1-Roof Beam
Eagle Point
Project: GARY CASWELL
Job: CASWELL APARTMENTS
Client: CASWELL APARTMENTS
Page 1
10:50:2502/14/05
Designed by: Donna J. Petersen
P.E.
Checked by:
Input Data
Check .of 4x12 No.2-Douglas f;lr-Larch-Dlmenslonal rI
Left Cantilever: None Main Span: 6'
Check for repetitive use? No Tributary Width: 19'
Dead Load: 17 psf Live Load: 20 psf
Allow. LL Deflection: U240 Allow. TL Deflection: U180
Eb: 1600000 psi Fy: 180 psi
Right Cantilever: None
Slope: 0:12
Snow Load: 25 psf
DOL: 1.150
Fb: 900 psi
Design Checks
Reaction
Ib
Bending. X
psi
583.68
1138.5
51 rI
3'
Shear
psi
65.484
207
32 rI
11-114"
Max. Value
Allowable
% of Allow.
Location
2394
3281.47
73 rI
0'
LL Deft.
In
-0.0208
0.3
6r1
3'
TL Deft.
In
-0.035
0.4
8r1
3'
Reactions and Bearing
Support Location
ft
Min. Bearing
In
Reaction
Ib
O'
6'
1.5
1.5
2394
2394
Self-weight of member is not included.
Member has an actuaVallowable ratio in span 1 of 51 rI %.
Design is governed by bending fblFb.
Governing load combination is Dead+Snow Condition 1 w/Pattem Loads.
Maximum hanger forces: 2394 Ib (Left) and 2394 Ib (Right).
Program Version 8.2 - 912012002
Ib
HEADER#2-Roof Beam
Eagle Point
Project: GARY CASWELL
Job: CASWELL APARTMENTS
Page 1
10:50:4602/14/05
Designed by: Donna J. Petersen
P.E.
Client: CASWELL APARTMENTS
Checked by:
Input Data
Check.of 3 118"x9" 24F-V4-Un-Balanced Layup-Glulam - Western tI
Left Cantilever: None Main Span: 7' Right Cantilever: None
Check for repetitive use? No Tributary Width: 23' Slope: 0:12
Dead Load: 17 psf Live Load: 20 psf Snow Load: 25 psf
Allow. LL Deflection: LJ240 Allow. TL Deflection: U180 DOL: 1.150
Eb: 1800000 psi Fy: 240 psi Fb: 2400 psi
Design Checks
Reaction Bending. X Shear LL Defl. TL Deft.
Ib ~I pSI In In
Max. Value 3381 1682.99 145.079 -0.0909 -0.1527
Allowable 3415.35 2760 276 0.35 0.4667
% of Allow. 99 tI 61 tI 53 tI 25 tI 32 tI
Location 0' 3'6" 9" 3'6" 3'6"
Reactions and Bearing
Support Location
It
Min. Bearing
In
Reaction
Ib
0'
7'
1.681
1.681
3381
3381
Self-weight of member is not included.
Member has an actuaVallowable ratio in span 1 of 61 tI %.
Design is govemed by bending fblFb.
Governing load combination is Dead+Snow Condition 1 w/Pattern Loads.
Maximum hanger forces: 3381 Ib (Left) and 3381 Ib (Right).
Program Version 8.2 - 912012002
1'1.
HEADER#3-Roof Beam
Eagle Point
Project: GARY CASWELL
Job: CASWELL APARTMENTS
Page 1
10:51:0702/14/05
Designed by: Donna J. Petersen
P.E.
Client: CASWELL APARTMENTS
Checked by:
Input Data
Check of 4x10No. 2.DouglaaFlr-l.arch.Dlmenalonal tI
Left Cantilever: None Main Span: 5'
Check for repetitive use? No Tributary Width: 17'6"
Dead Load: 17 psf Live Load: 20 psf
Allow. LL Deflection: L/240 Allow. TL Deflection: U180
Eb: 1600000 psi Fy: 180 psi
Right Cantilever: None
Slope: 0:12
Snow Load: 25 psf
DOL: 1.150
Fb: 900 psi
Design Checks
R..ctJon Bending. X Shear LL Oefl. TL Deft.
Ib~~ psi psi In In
Max. Value 1837.5 552.228 61.438 -0.0167 -0.028
Allowable 3281.47 1242 207 0.25 0.3333
% of Allow. 56 tI 44t1 30 tI 6t1 8t1
Location 0' 2'6" 9-114" 2'6" 2'6"
Reactions and Bearing
Support Location
It
!( Min. Be.rlng
In
Reaction
Ib
0'
5'
1.5
1.5
1837.5
1837.5
Self-weight of member is not included.
Member has an actuaVallowable ratio in span 1 of 44 tI %.
Design is governed by bending fblFb.
Governing load combination is Dead+Snow Condition 1 w/Pattern Loads.
Maximum hanger forces: 1837.51b (Left) and 1837.5 Ib (Right).
Program Version 8.2 - 9/20/2002
]9--
-
BOISE-
BC CALC@ 9 DESIGN REPORT - US
Monday, February 14, 2005 10:34
'Single 11 7/8" Bel@ 500-2.0 OF
Job Name:
Address:
City, State, Zip: ,
Customer:
Code reports: ICC ESR (Pending)
File Name: BC.bcc: upper floor joists
Description:
Specifier:
Designer:
Company:
Misc:
BO, 1-3/4"
LL 400 Ibs
DL 170 Ibs
General Data
Version:
US Imperial
Member Type:
Number of Spans:
Left Cantilever:
Right Cantilever:
Joist
1
No
No
Slope:
OC Spacing: 16"
Repetitive: Yes
Construction Type: Glued
Disclosure .
The completeness and accuracy of
the input must be verified by anyone
who would rely on the output as
evidence of suitability for a
particular application. The output
above is based upon building
code-accepted design properties
and analysis methods. Installation
of BOISE engineered wood
products must be in accordance
with the current Installation Guide
and the applicable building codes.
To obtain an Installation Guide or if
you have any questions, please call
(800)232-0788 before beginning
product installation.
BC CALC<Il>, BC FRAMER<Il>, BCI<Il>,
BC RIM BOARDTM, BC OSB RIM
BOARDTM, BOISE GLULAMTM,
VERSA-LAM<Il>, VERSA-RIM<Il>,
VERSA-RIM PLUS<Il>.
VERSA-STRANDTM,
VERSA-STUOO, ALLJOIST<Il> and
AJSTM are trademarks of
Boise Cascade Corporation.
Page 1 of 1
Total of Horizontal Design Spans = 15-00-00
Load Summary
ID Description Load Type Ref.
1 Standard Load Unf. Area Left
Start End Type
00-00-00 16-00-00 Live
Dead
Value
40 psf
17 psf
Controls Summary
Control Type Value
Pos. Moment 2137 ft-Ibs
End Reaction 564 Ibs
Total Load Defl. LJ741 (0.243")
Live Load Defl. U1056 (0.17")
Max Defl. 0.243"
Span / Depth 15.2
% Allowable
45.0%
55.1%
32.4%
45.4%
24,3%
n/a
Duration
100%
100%
Load Case
1
1
1
1
1
B1,1-314"
LL 400 Ibs
DL 170 Ibs
OCS
16"
16"
Our.
100%
90%
Span Location
1 - Internal
1 - Right
1
1
1
1
Notes
Design meets Code minimum (U240) Total load deflection criteria.
Design meets User specified (U480) Live load deflection criteria.
Design meets arbitrary (1") Maximum load deflection criteria.
Minimum bearing length for BO is 1-3/4",
Minimum bearing length for B1 is 1-314".
Entered/Displayed Horizontal Span Length(s) = Clear Span + 1/2 min. end bearing + 1/2 intermediate bearing
10\
1:_ n_
~ ~1f!!L...~
T J-Beamlll 6.15 Serial Number: 7003007044
User: 1 2/1410510:40:03 AM
Pagel Engine Version: 1.15.33
upper floor joists
11 7/8" TJI@210 @ 16" ole
THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN
CONTROLS FOR THE APPLICATION AND LOADS LISTED
J
HJ~
L
~~
I
<'
15'
I
<'
Product Diagram is Conceptual.
LOADS:
Analysis is for a Joist Member.
Primary Load Group - Residential- Living Areas (pst): 40.0 Live at 100 % duration, 17.0 Dead
SUPPORTS:
Input
Width
1 Stud wall 3.50"
2 Stud wall 3.50"
Bearing
Length
2.25"
2.25"
Vertical Reactions (Ibs)
Live/Dead/UpIiWTotal
400/170/0/570
400 /170 / 0 / 570
Detail Other
A3: Rim Board 1 Ply 1 1/4" x 11 7/8" 0.8E T J-Strand Rim Board~
A3: Rim Board 1 Ply 1 1/4" x 11 7/8" 0.8E T J-Strand Rim Boa~
-See T J SPECIFIER'S / BUILDERS GUIDE for detail(s): A3: Rim Board
Shear (Ibs)
Vertical Reaction (Ibs)
Moment (Ft-Lbs)
Live Load Defl (in)
Total Load Defl (in)
T JPro
Design
-548
554
2020
0.179
0.255 .
53
Control
1655
1110
3620
0.365
0.729
30
Control
Passed (33%)
Passed (50%)
Passed (56%)
Passed (Ll977)
Passed (Ll685)
Passed
Location
Rt. end Span 1 under Floor loading
Bearing 2 under Floor loading
MID Span 1 under Floor loading
MID Span 1 under Floor loading
MID Span 1 under Floor loading
Span 1
-Deflection Criteria: STANDARD(LL:Ll480,TL:Ll240).
-Deflection analysis is based on composite action with single layer of 23/32" Panels (24" Span Rating) GLUED & NAILED wood decking.
-Bracing(Lu): All compression edges (top and bottom) must be braced at 4' 3" o/c unless detailed otherwise. Proper attachment and positioning of
lateral bracing is required to achieve member stability.
TJ-Pro RATING SYSTEM
-The T J-Pro Rating System value provides additional floor performance information and is based on a GLUED & NAILED 23/32" Panels (24" Span
Rating) decking. The controlling span is supported by walls. Additional considerations for this rating include: Ceiling - 5/8" Direct Applied Gypsum
Ceiling. A structural analysis of the deck has not been performed by the program. Comparison Value: 1.49
ADDITIONAL NOTES:
-IMPORTANT! The analysis presented is output from software developed by Trus Joist (T J). T J warrants the sizing of its products by this software will
be accomplished in accordance with T J product design criteria and code accepted design values. The specific product application, input design loads,
and stated dimensions have been provided by the software user. This output has not been reviewed by a T J Associate.
-Not all products are readily available. Check with your supplier or T J technical representative for product availability.
-THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONL YI PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS.
-Allowable Stress Design methodology was used for Building Code IBC analyzing the T J Distribution product listed above.
PROJECT INFORMATION:
Caswell Apt's
OPERATOR INFORMATION:
4 Seasons Engineering, Inc.
619 S. Chase St.
Port Angeles, WA 98362
Phone: (360) 452-3023
Copyright ~ 2004 by Trus Joist, a Weyerhaeuser Business
TJI@ and TJ-Beam@ are registered trademarks of Trus Joist.
e-I Joist-,Pro. and TJ-Pro. are trademarks of Trus Joist.
"'\~h' nr.,..Il'"An...Q\llo,....."'...."",.....~'rll.~WIi'T,T.'...-\;.;,..;Qt- amc:-
'20
I
t:l~1!!L__
T J-BeamQ!> 6.15 Serial Number: 7003007044
, User: 1 2/14105 10:40:04 AM
Page 2 Engine Version: 1.15.33
upper floor joists
11 7/8" TJI@210 @ 16" ole
THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN
CONTROLS FOR THE APPLICATION AND LOADS LISTED
Load Group: Primary Load Group
14 I 7.00"
Max. Vertical Reaction Total (lbs) 570
Max. Vertical Reaction Live (lbs) 400
Selected Bearing Length (in) 2.25(W)
Max. Unbraced Length (in) 51
570
400
2.25(W)
Loading on all spans, LDF
Design Shear (lbs)
Max Shear (lbs)
Member Reaction (lbs)
Support Reaction (lbs)
Moment (Ft-Lbs)
0.90 1.0
163
165
165
170
Dead
-163
-165
165
170
603
Loading on all spans,
Design Shear (lbs)
Max Shear (lbs)
Member Reaction (lbs)
Support Reaction (lbs)
Moment (Ft-Lbs)
Live Deflection (in)
Total Deflection (in)
LDF = 1.00 ,
1. 0 Dead +
548
554
554
570
1.0 Floor
-548
-554
554
570
2020
0.179
0.255
PROJECT INFORMATION:
Caswell Apt's
OPERATOR INFORMATION:
4 Seasons Engineering, Inc.
619 S. Chase St.
Port Angeles, WA 98362
Phone : (360) 452-3023
Copyright ~ 2004 by Trus Joist, a Weyerhaeuser Business
TJI@ and TJ-Beam@ are registered trademarks of Trus Joist.
e-I Joist-,Pro. and TJ-Pro. are trademarks of TrUB Joist.
r. \Ml1 nn...."mont-q\ lliP"\r.....-\p...t-q\rr.~wJ;'r.T.\ t--\ i -\"i at- C"\llCf
2-(
Page 1
lpjoist.dsn
LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2003.1 02/14/05 10:44:41
WARNING
***
THIS DESIGN IS VALID FOR THE PROJECT NAMED BELOW (JOB 10) ONLY
*** WOOD-E DESIGN 2003.1 EXPIRES ON 12/31/2004. LP WILL MAKE
AVAILABLE TO ALL REGISTERED USERS AN UPDATED VERSION OF THE WOOD-E DESIGN
SOFTWARE IN THE CONTINUING EFFORT TO MAINTAIN COMPLIANCE WITH CHANGING
BUILDING CODES, INDUSTRY PRACTICES, CODE EVALUATION REPORTS AND/OR
METHODS OF ANALYSIS.
COMPANY: 4 Seasons Engineering, Inc.
JOB 10: Caswell Apartments
STATE: WA CODE: ICBO
PRODUCT: I-PLY 11.875" LPI 20
DESIGN CRITERIA FOR FLOOR JOIST (UNFACTORED LOADS)
-------------------------------
LIVE DEAD SAFE LOAD ALLOWABLE ALLOWABLE
(PSF) (PSF) LOAD SPACING SHARING SHEATHING LL DEFLECT TL DEFLECT
------- ------- ------------- ---------- ----------
40 17 NO 16.0 0% GLUED&NAILED L/480 L/360
ALLOWABLE / WORKING STRESS DESIGN DATA DEFLECTION
----------- REACTION MOMENT SHEAR LIVE LOAD TOTAL LOAD
ACTUAL
ALLOWABLE
STRESS INDICES
LOAD CASE
570
1025
0.556
1
2102
3406
0.617
1
565
1350
0.419
1
0.190
0.372
L/937
1
0.271
0.496
L/658
1
**** THE REACTION, MOMENT AND SHEAR DATA ABOVE ARE BASED ON THE MAXIMUM
STRESS INDICES AND MAY NOT REFLECT THE ABSOLUTE MAXIMUM ACTUALS.
**** FOR DEFLECTION, L IS DEFINED AS THE DESIGN SPAN LENGTH OR
TWICE THE LENGTH FOR CANTILEVERS.
NOTES
***
DEFLECTION ASSUMES COMPOSITE ACTION WITH GLUED AND NAILED 19/32" APA
RATED SHEATHING (32/16 SPAN RATING) .
COMPRESSION EDGE BRACING REQUIRED AT 35" O.C. OR LESS.
STRUCTURAL GEOMETRY
***
SPAN 1
15.000'
TOTAL SPAN: 15.00 FT
LOAD PATTERNS (UNFACTORED LOADS)
CASE SPAN SHAPE TYPE SOURCE
W1
W2
Xl (FT) X2 (FT)
+ALL 1
UNIF DEAD
FLOOR
22 . 7 PLF
0.000
15.000
+2 1
UNIF LIVE
FLOOR
0.0 PLF
0.000
15.000
+1 1 UNIF LIVE FLOOR 53.3 PLF 0.000 15.000
+ INDICATES LOAD IS BASED ON SPACING AND INPUT LIVE OR DEAD LOAD PSF.
MAXIMUM SECTION FORCES: MOMENT = 2102 FT-LBS SHEAR = 565 LBS
77_
1--------
Page 2
Ipjoist.dsn
MAXIMUM UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS
BRG#l: 570
BRG#2: 570
MAXIMUM UNFACTORED SUPPORT REACTIONS (PLF) USE THESE VALUES WHEN TRANSFERRING LOADS
BRG#!: 428
BRG#2: 428
REQUIRED BEARING SIZES (IN)
BRG#l: 1.50 BRG#2: 1.50
LIVE LOAD DEFLC. TOTAL LOAD DEFLC.
SPAN ACTUAL ALLOW. L/? ACTUAL ALLOW. L/?
1
0.190
0.372 937
0.271
0.496 658
**** FOR DEFLECTION L IS DEFINED AS DESIGN SPAN LENGTH OR
TWICE THE LENGTH FOR CANTILEVERS.
MAXIMUM STRESS INDICES: MSI = 0.617 VSI = 0.419
VERIFY YOUR INPUT TO AVOID DESIGN AND FABRICATION MISTAKES. YOU ARE SOLELY
RESPONSIBLE FOR ERRORS RESULTING FROM INCORRECT INPUT. THIS PROGRAM IS A DESIGN
TOOL AND SHOULD BE USED WITH EXTREME CARE THAT INPUT UNIFORM AND CONCENTRATED
LOADS ARE ACCURATE IN MAGNITUDE AND LOCATION. IF YOU HAVE ANY QUESTIONS OR
UNCERTAINTIES, PLEASE CONTACT LP.
THIS COMPONENT DESIGN IS SPECIFICALLY FOR LP ENGINEERED WOOD PRODUCTS.
USE OF THIS PROGRAM TO DESIGN ANYTHING OTHER THAN GANG-LAM LVL, OR LPI-JOISTS
IS STRICTLY PROHIBITED. LP IS A TRADEMARK OF LOUISIANA-PACIFIC CORPORATION
-;~ :2.,
-
BOISEN
BC CALC@ 9 DESIGN REPORT - US
Monday, February 14, 2005 10:34
-Double 1 3/4" x 11 7/8" VERSA-LAM@ 2.02800
Job Name:
Address:
City, State, Zip: ,
Customer:
Code reports: ESR-1040
File Name: BC.bcc: FB#1
Description:
Specifier:
Designer:
Company:
Mise:
BO
LL 2040 Ibs
DL 931 Ibs
General Data
Version:
US Imperial
Member Type:
Number of Spans:
Left Cantilever:
Right Cantilever:
Floor Beam
1
No
No
Slope:
Disclosure
The completeness and accuracy of
the input must be verified by anyone
who would rely on the output as
evidence of suitability for a
particular application. The output
above is based upon building
code-accepted design properties
and analysis methods. Installation
of BOISE engineered wood
products must be in accordance
with the current Installation Guide
and the applicable building codes.
To obtain an Installation Guide or if
you have any questions, please call
(800)232-0788 before beginning
product installation.
BC CALC@, BC FRAMER@, BCI@,
BC RIM BOARDTM, BC OSB RIM
BOARDTM, BOISE GLULAMTM,
VERSA-LAMilll, VERSA-RIM@,
VERSA-RIM PLUS@,
VERSA-STRANDTM ,
VERSA-STUDilll, ALLJOIST@ and
AJS ™ are trademarks of
Boise Cascade Corporation.
Page 1 of 1
Total of Horizontal Design Spans = 12-00-00
Load Summary
ID Description Load Type Ref.
1 Standard Load Unf. Area Left
Start End
00-00-00 12-00-00
Type
Live
Dead
Value
40 psf
17 psf
Controls Summary
Control Type Value
Pos. Moment 8913 ft-Ibs
Neg. Moment -0 ft-Ibs
End Shear 2445 Ibs
Total Load Detl. U609 (0.237")
Live Load Defl. U887 (0.162")
Max Defl. 0.237"
Span / Depth 12.1
% Allowable
46.4%
n/a
31.0%
39.4%
40.6%
23.7%
n/a
Duration
100%
100%
100%
Load Case
1
1
1
1
1
1
B1
LL 2040 Ibs
DL 9311bs
Trib. Our.
08-06-00 100%
08-06-00 90%
Span Location
1 - Internal
1 - Right
1 - Left
1
1
1
1
Notes
Design meets Code minimum (U240) Total load deflection criteria.
Design meets Code minimum (U360) Live load deflection criteria.
Design meets arbitrary (1") Maximum load deflection criteria.
Minimum bearing length for BO is 1-1/2".
Minimum bearing length for 81 is 1-1/2".
Entered/Displayed Horizontal Span Length(s) = Clear Span + 1/2 min. end bearing + 1/2 intermediate bearing
Connection Diagram
Consult project design professional of record or BOISE technical representative for connection design
Connectors are: 16d Sinker Nails
a minimum = 2"
b minimum = 3"
c = 7-7/8"
d = 12"
Db
a
.
r.
c
.J_
.
~
.
24.
FB#2-Floor Beam
Eagle Point
Project: GARY CASWELL
Job: CASWELL APARTMENTS
Page 1
10:51 :45 02/14/05
Designed by: Donna J. Petersen
P.E.
Client: CASWELL APARTMENTS
Checked by:
Input Data
Check of 4x10 No. 2-Douglaa Fir-Larch-Dimenslonal "
Left Cantilever: None Main Span: 9'6"
Check for repetitive use? No Tributary Width: 2'6"
Dead Load: 17 psf Live Load: 100 psf
Allow. LL Deflection: U360 Allow. TL Deflection: U240
(3 in Maximum)
Eb: 1600000 psi Fy: 180 psi
Right Cantilever: None
Slope: 0
Snow Load: 0
DOL: 1.000
Fb: 900 psi
Design Checks
Reaction Bending. X Shear LL Oefl. TL Deft.
Ib ptl pal In In
Max. Value 1389.38 793.349 55.169 -0.124 -0.1451
Allowable 3281.47 1080 180 0.3167 0.475
% of Allow. 42 " 73 tI 31 tI 39 tI 30 "
Location 0' 4'9" 9-1/4" 4'9" 4'9"
Reactions and Bearing
Support Location
ft
MIn. BearIng
In
Reaction
Ib
0'
9'6"
1.5
1.5
1389.38
1389.38
Self-weight of member is not included.
Member has an actuaVallowable ratio in span 1 of 73 " %.
Design is governed by bending fbIFb.
Governing load combination is Dead+Floor Live w/Patlern Loads.
Maximum hanger forces: 1389.38 Ib (Left) and 1389.38 Ib (Right).
Program Version 8.2 - 912012002
2.<
BALCONY JOIST-Floor Beam
Eagle Point
Project: GARY CASWELL
Job: CASWELL APARTMENTS
Page 1
10:52:0402/14/05
Designed by: Donna J. Petersen
P.E.
Client: CASWELL APARTMENTS
Checked by:
Input Data
Design of 2x8 No.2-Douglas Fir-Larch-Dlmensional tI
Left Cantilever: None Main Span: 5'
Check for repetitive use? Yes Tributary Width: 1'4"
Dead Load: 17 psf Live Load: 100 psf
Allow. LL Deflection: U360 Allow. TL Deflection: U240
(3 in Maximum)
Eb: 1600000 psi Fv: 180 psi
Right Cantilever: None
Slope: 0
Snow Load: 0
DOL: 1.000
Fb: 900 psi
Design Checks
Reaction Bending - X Shear LL Deft. TL Defl.
Ib psi pal In In
Max. Value 390 445.184 42.486 -0.0246 -0.0288
Allowable 1406.34 1242 180 0.1667 0.25
% of Allow. 28 tI 36 tI 24 tI 14 tI 11t1
Location 0' 2'6" 7-1/4" 2'6" 2'6"
Reactions and Bearing
Support Location
It
Min. Bearing
In
Reaction
Ib
0'
5'
1.5
1.5
390
390
Self-weight of member is not included.
Member has an actuaVallowable ratio in span 1 of 36 tI %.
Design is governed by bending fb/Fb.
Governing load combination is Dead+Floor Live w/Pattern Loads.
Maximum hanger forces: 390 Ib (Left) and 390 Ib (Right).
Program Version 8.2 - 912012002
2(."
~- ----
I BOisEN
BC CALC@ 9 DESIGN REPORT - US
Monday, February 14, 2005 10:34
Single 11 7/8" Bel@ 500-2.0 OF
Job Name:
Address:
City, State, Zip: ,
Customer:
Code reports: ICC ESR (Pending)
File Name: BC.bcc: cantilever floor joists
Description:
Specifier:
Designer:
Company:
Misc:
80,1-314"
LL 240 Ibs
DL 79 Ibs
General Data
Version:
US Imperial
Member Type:
Number of Spans:
Left Cantilever:
Right Cantilever:
Joist
2
No
Ves
Slope:
OC Spacing: 12"
Repetitive: Ves
Construction Type: Glued
Disclosure
The completeness and accuracy of
the input must be verified by anyone
who would rely on the output as
evidence of suitability for a
particular application. The output
above is based upon building
code-accepted design properties
and analysis methods. Installation
of BOISE engineered wood
products must be in accordance
with the current Installation Guide
and the applicable building codes.
To obtain an Installation Guide or if
you have any questions, please call
(800)232-0788 before beginning
product installation.
BC CALC@, BC FRAMER@, BCI@,
BC RIM BOARDTM, BC OSB RIM
BOARDTM, BOISE GLULAMTM,
VERSA-LAM@, VERSA-RIM4ll,
VERSA-RIM PLUS@,
VERSA-STRANDTM,
VERSA-STUD@, ALLJOIST@ and
AJSTM are trademarks of
Boise Cascade Corporation.
Page 1 ot 1
81,3-112"
LL 893 Ibs
DL 2611bs
Total of Horizontal Design Spans = 16-00-00
Load Summary
10 Description Load Type Ref. Start End
1 Standard Load Unf. Area Left 00-00-00 16-00-00
Type
Live
Dead
Live
Dead
Value
40 pst
17 psf
100 psf
17 psf
2 BALCONY LOAUnf. Area
Left
12-00-00 16-00-00
Controls Summary
Control Type Value
Pos. Moment 895 ft-Ibs
Neg. Moment -1392 ft-Ibs
End Reaction 3151bs
Int. Reaction 1120 Ibs
Cont. Shear 671 Ibs
Uplift 141bs
Total Load Defl. 2xU800 (0.12")
Live Load Defl. 2xU847 (0.113")
Total Neg. Defl. -0.047"
Max Defl. 0.12"
Span / Depth 12.1
% Allowable
18.8%
29.3%
30.7%
48.2%
41.3%
nla
22.5%
56.7%
9.4%
12.0%
n/a
Duration
100%
100%
100%
100%
100%
Load Case
13
15
13
1
1
15
15
15
13
15
Cautions
Design assumes Top and Bottom flanges to be restrained at cantilever.
OCS
12"
12"
12"
12"
Our.
100%
90%
100%
90%
Span Location
1 - Internal
1 - Right
1 - Left
2 - Left
2 - Left
1 - Left
2 - Cantilever
2 - Cantilever
2 - Cantilever
2 - Cantilever
1
Notes
Design meets Code minimum (2xU180) Total load deflection criteria.
Design meets Code minimum (2xU240) Live load deflection criteria.
Design meets arbitrary (1") Maximum load deflection criteria.
Minimum bearing length for BO is 1-3/4".
Minimum bearing length for B1 is 3-1/2".
Entered/Displayed Horizontal Span Length(s) = Clear Span + 1/2 min. end bearing + 1/2 intermediate bearing
2":/
~~l~...=
T J-Beam4!l6.15 Serial Number. 7003007044
User: 1 2/14/0510:42:44 AM
Page 1 Engine Version: 1.15.33
cantilever floor joists
11 7/8" TJI@ 210 @ 16" olc
THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN
CONTROLS FOR THE APPLICATION AND LOADS LISTED
Overall Dimension: 16'
L
~
~g]
J
I
<>
12'
I
~
I
I
4' ----6
Product Diagram is Conceptual.
LOADS:
Analysis is for a Joist Member.
Primary Load Group - Residential- Living Areas (pst): 40.0 Live at 100 % duration, 17.0 Dead
Vertical Loads:
Type Class Live Dead Location Application Comment
Uniform(pst) Floor(1.00) 100.0 17.0 12' To 16' Replaces
SUPPORTS:
Input
Width
1 Stud wall 3.50"
2 Stud wall 3.50"
Bearing
Length
2.25"
3.50"
Vertical Reactions (Ibs)
Live/Dead/UpliWTotal
322 1120 I 0 I 442
950 I 243 I 0 11193
Detail
Other
A3: Rim Board
E1: Blocking
1 Ply 1 1/4" x 11 7/8" 0.8E T J-Strand Rim Board~
1 Ply117/8"TJI~210
-See T J SPECIFIER'S I BUILDERS GUIDE for detail(s): A3: Rim Board,E1: Blocking
DESIGN CONTROLS:
Shear (Ibs)
Vertical Reaction (Ibs)
Moment (Ft-Lbs)
Live Load Detl (in)
Total Load Defl (in)
T JPro
Maximum
624
1193
-1340
Design
624
1193
-1340
0.114
0.103
61
Control
1821
2145
2715
0.207
0.415
30
Control
Passed (34%)
Passed (56%)
Passed (49%)
Passed (2U871)
Passed (2U962)
Passed
Location
Right OH under Floor loading
Bearing 2 under Floor loading
Bearing 2 under Floor loading
Right OH under Floor ALTERNATE span loading
Right OH under Floor ALTERNATE span loading
Span 1
.Deflection Criteria: STANDARD(LL:U480,TL:L1240).
-Permanent bracing at third points in the back span or a direct applied ceiling over the entire back span length is required for right cantilever. See
literature detail (PB1) for clarification.
-Deflection analysis is based on composite action with single layer of 23/32" Panels (24" Span Rating) GLUED & NAILED wood decking.
-Bracing(Lu): All compression edges (top and bottom) must be braced at 5' 2" olc unless detailed otherwise. Proper atta.chment and positioning of
lateral bracing is required to achieve member stability.
-The load conditions considered in this design analysis include alternate member pattern loading.
TJ-Pro RATING SYSTEM
.The T J.Pro Rating System value provides additional floor performance information and is based on a GLUED & NAILED 23/32" Panels (24" Span
Rating) decking. The controlling span is supported by walls. Additional considerations for this rating include: Ceiling - 5/8" Direct Applied Gypsum
Ceiling. A structural analysis of the deck has not been performed by the program. Comparison Value: 1.49
PROJECT INFORMATION:
Caswell Apt's
OPERATOR INFORMATION:
4 Seasons Engineering, Inc.
619 S. Chase St.
Port Angeles, WA 98362
Phone: (360) 452-3023
Copyright €:I 2004 by Trus Joist, a Weyerhaeuser Business
TJI@ and TJ-Beam@ are registered trademarks of Trus Joist.
e-I Joist., Pro. and TJ-Pro. are trademarks of Trus Joist.
r.\),I" """f'""MP"'..Cl\Zl.nrn"iQ,....c::\rac::W1:"T.T.\,."'......;lPHor h,.l,......"H 0:."'0
2Q.
~ ~l!!!l..-
T J.Bea~ 6.15 Serial Number: 7003007044
Usar. 1 2/1410510:42:46 AM
Page 3 Engine Version: 1.15.33
cantilever floor joists
11 7/8" TJI@ 210 @ 16" ole
THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN
CONTROLS FOR THE APPLICATION AND LOADS LISTED
Load Group: Primary Load Group
II' 7.75"
4' 1. 75"
Max. Vertical Reaction Total (lbs) 442
Max. Vertical Reaction Live (lbs) 322
Selected Bearing Length (in) 2.25(W)
Max. Unbraced Length (in) 66
Loading on all spans,
Design Shear (lbs)
Max Shear (lbs)
Member Reaction (lbs)
Support Reaction (lbs)
Moment (Ft-Lbs)
Loading on all spans, LDF
Design Shear (lbs)
Max Shear (lbs)
Member Reaction (lbs)
Support Reaction (lbs)
Moment (Ft-Lbs)
Live Deflection (in)
Total Deflection (in)
ALTERNATE span loading
Design Shear (lbs)
Max Shear (lbs)
Member Reaction (lbs)
Support Reaction (lbs)
Moment (Ft-Lbs)
Live Deflection (in)
Total Deflection (in)
on odd II
ALTERNATE span loading
Design Shear (lbs)
Max Shear (lbs)
Member Reaction (lbs)
Support Reaction (lbs)
Moment (Ft-Lbs)
Live Deflection (in)
Total Deflection (in)
1193
950
3.50 (W)
62 62
LDF = 0.90 , 1. 0 Dead
113 -129 91
115 -149 91
115 243
120 243
293 -195 0
1.00 , 1.0 Dead + 1.0 Floor'
321 -485 624
327 -558 624
327 1193
343 1193
706 -1340
0.025
0.048
spans, LDF
419
426
426
442
on even II spans, LDF
15
17
PROJECT INFORMATION:
Caswell Apt's
17
22
Copyright \Q 2004 by Trus Joist, a Weyerhaeuser Business
TJI@ and TJ-Bea~ are registered trademarks of Trus Joist.
e-I JOi9t~,Pro- and TJ-Pro. are trademarks of Trus Joist.
"'\UH rv......"""Gn..Q\ll,......,....i""'....t-ct\rac::W1i'T,T.\r:on..i l....n..... h::01,......",, CI"''''
N/A
0.043
0.032
1. 00 1. 0
-398 91
-459 91
553
553
-195
Dead + 1.0 Floor
1193
0.079
0.102
o
-0.071
-0.082
1.00 1.0 Dead + 1.0 Floor
-216 624
-247 624
882
882
-1340
6
-0.061
-0.041
N/A
0.114
0.103
OPERATOR INFORMATION:
4 Seasons Engineering, Inc.
619 S. Chase St.
Port Angeles, WA 98362
Phone: (360) 452-3023
'2<='\
,~-
~ q;;".,1!!!L..-
T J-Be~ 6.15 Seriel Number: 7003007044
.
User: 1 2/14/05 10:42:45 AM
Page 2 Engine Version: 1.15.33
cantilever floor joists
11 7/8" TJI@210 @ 16" ole
THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN
CONTROLS FOR THE APPLICATION AND LOADS LISTED
ADDITIONAL NOTES:
-IMPORTANT! The analysis presented is output from software developed by Trus Joist (T J). T J warrants the sizing of its prOducts by this software will
be accomplished in accordance with T J product design criteria and code accepted design values. The specific product application, input design loads,
and stated dimensions have been provided by the software user. This output has not been reviewed by a T J Associate.
-Not all products are readily available. Check with your supplier or T J technical representative for product availability.
-THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONL YI PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS.
-Allowable Stress Design methodology was used for Building Code IBC analyzing the T J Distribution product listed above.
-Permanent bracing at third points in the back span or a direct applied ceiling over the entire back span length is required for right cantilever. See
literature detail (PB1) for clarification.
PROJECT INFORMATION:
Caswell Apt's
OPERATOR INFORMATION:
4 Seasons Engineering, Inc.
619 S. Chase SI.
Port Angeles, WA 98362
Phone: (360) 452-3023
Copyright ~ 2004 by Teus Joist, a Weyerhaeuser Business
TJI~ and TJ-Beam@ are registered trademarks of Trus Joist.
e-I Joist-,Pro. and TJ-Pro. are trademarks of Trus Joist.
r. \ u" nr.,..","cnt-c:r\ Ilonrn-i crot- c:r\ rIloO:::W,",T,T.\ ,...:lint- i 1 CIo'":.''' "':0 1 ,..nn" <lft'lc:
2/'1
Page 1
lp cantilever joist.dsn
-LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2003.1 02/14/05 10:48:22
WARNING
*** THIS DESIGN IS VALID FOR THE PROJECT NAMED BELOW (JOB ID) ONLY
*** WOOD-E DESIGN 2003.1 EXPIRES ON 12/31/2004. LP WILL MAKE
AVAILABLE TO ALL REGISTERED USERS AN UPDATED VERSION OF THE WOOD-E DESIGN
SOFTWARE IN THE CONTINUING EFFORT TO MAINTAIN COMPLIANCE WITH CHANGING
BUILDING CODES, INDUSTRY PRACTICES, CODE EVALUATION REPORTS AND/OR
METHODS OF ANALYSIS.
COMPANY: 4 Seasons Engineering, Inc.
JOB ID: Caswell Apartments
STATE: WA CODE: ICBO
PRODUCT: I-PLY 11.875" LPI 20
DESIGN CRITERIA FOR FLOOR JOIST (UNFACTORED LOADS)
LIVE DEAD SAFE LOAD
(PSF) (PSF) LOAD SPACING SHARING
SHEATHING
ALLOWABLE ALLOWABLE
LL DEFLECT TL DEFLECT
40
17
NO
16.0
0%
GLUED&NAILED L/480
L/360
ALLOWABLE / WORKING STRESS DESIGN DATA DEFLECTION
----------- REACTION MOMENT SHEAR LIVE LOAD TOTAL LOAD
ACTUAL
ALLOWABLE
STRESS INDICES
LOAD CASE
1184
2350
0.504
1
1247
3406
0.366
1
624
1350
0.462
1
0.103
0.200
L/935
4
0.107
0.393
L/1323
3
**** THE REACTION, MOMENT AND SHEAR DATA ABOVE ARE BASED ON THE MAXIMUM
STRESS INDICES AND MAY NOT REFLECT THE ABSOLUTE MAXIMUM ACTUALS.
**** FOR DEFLECTION, L IS DEFINED AS THE DESIGN SPAN LENGTH OR
TWICE THE LENGTH FOR CANTILEVERS.
NOTES
***
DEFLECTION ASSUMES COMPOSITE ACTION WITH GLUED AND NAILED 19/32" APA
RATED SHEATHING (32/16 SPAN RATING).
***
COMPRESSION EDGE BRACING REQUIRED AT 48" O.C. OR LESS.
STRUCTURAL GEOMETRY
SPAN 1 RIGHT CANT
12.000' 4.000'
TOTAL SPAN: 16.00 FT
LOAD PATTERNS (UNFACTORED LOADS)
-------------
CASE SPAN SHAPE TYPE SOURCE WI W2 Xl (FT) X2 (FT)
------ ------ ------------ ------------ ------- -------
+ALL 1 UNIF DEAD FLOOR 22.7 PLF 0.000 12.000
+2 1 UNIF LIVE FLOOR 0.0 PLF 0.000 12.000
+ALL R UNIF DEAD FLOOR 22.7 PLF 0.000 4.000
+2 R UNIF LIVE FLOOR 0.0 PLF 0.000 4.000
+1 1 UNIF LIVE FLOOR 53.3 PLF 0.000 12.000
'2
- .~) I
Page 2
lp cantilever joist.dsn
1
+1
R
R
UNIF LIVE
UNIF LIVE
FLOOR
FLOOR
80.0 PLF
53.3 PLF
0.000
0.000
4.000
4.000
+3
1
UNIF LIVE
FLOOR
53.3 PLF
0.000
12.000
4 R UNIF LIVE FLOOR 80.0 PLF 0.000 4.000
+4 R UNIF LIVE FLOOR 53.3 PLF 0.000 4.000
+ INDICATES LOAD IS BASED ON SPACING AND INPUT LIVE OR DEAD LOAD PSF.
MAXIMUM SECTION FORCES: MOMENT = 1247 FT-LBS SHEAR = 624 LBS
MAXIMUM UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS
BRG#l: 441
BRG#2: 1184
MAXIMUM UNFACTORED SUPPORT REACTIONS (PLF) USE THESE VALUES WHEN TRANSFERRING LOADS
BRG#l: 331
BRG#2: 888
REQUIRED BEARING SIZES (IN)
BRG#l: 1.50 BRG#2: 3.50
LIVE LOAD DEFLC. TOTAL LOAD DEFLC.
SPAN ACTUAL ALLOW. L/? ACTUAL ALLOW. L/?
1
R
0.082
0.103
0.295 1736 0.107
0.200 935 0.090
0.393 1323
0.267 1063
**** FOR DEFLECTION L IS DEFINED AS DESIGN SPAN LENGTH OR
TWICE THE LENGTH FOR CANTILEVERS.
MAXIMUM STRESS INDICES: MSI = 0.366 VSI = 0.462
VERIFY YOUR INPUT TO AVOID DESIGN AND FABRICATION MISTAKES. YOU ARE SOLELY
RESPONSIBLE FOR ERRORS RESULTING FROM INCORRECT INPUT. THIS PROGRAM IS A DESIGN
TOOL AND SHOULD BE USED WITH EXTREME CARE THAT INPUT UNIFORM AND CONCENTRATED
LOADS ARE ACCURATE IN MAGNITUDE AND LOCATION. IF YOU HAVE .ANY QUESTIONS OR
UNCERTAINTIES, PLEASE CONTACT LP.
THIS COMPONENT DESIGN IS SPECIFICALLY FOR LP ENGINEERED WOOD PRODUCTS.
USE OF THIS PROGRAM TO DESIGN ANYTHING OTHER THAN GANG-LAM LVL, OR LPI-JOISTS
IS STRICTLY PROHIBITED. LP IS A TRADEMARK OF LOUISIANA-PACIFIC CORPORATION
.:?:: 7_
---- -----,
HEADER#4-Floor Beam
Eagle Point
Project: GARY CASWELL
Job: CASWELL APARTMENTS
Page 1
10:54:3302/14/05
Designed by: Donna J. Petersen
P.E.
Client: CASWELL APARTMENTS
Checked by:
Input Data
Check of 4x10 No.2-Douglas Flr-Larch-Dlmenslonal tI
Left Cantilever: None Main Span: 6'
Check for repetitive use? No Tributary Width: 5'6"
Dead Load: 17 psf Live Load: 40 psf
Allow. LL Deflection: U360 Allow. TL Deflection: U240
(3 in Maximum)
Eb: 1600000 psi F.: 180 psi
Right Cantilever: None
Slope: 0
Snow Load: 0
DOL: 1.000
Fb: 900 psi
User Defined Loads
Load Ca.. Load Dlatance(a) to Load Load at Load at
Type Start Length Start End
ft ft pit plf
Dead Uniform 0' 6' 42.5
Floor Live Uniform 0' 6' 250
Design Checks
Reaction Bending - X Shear LL Defl. TL Defl.
Ib pal pel In In
Max. Value 1818 655.641 63.287 -0.0371 -0.0478
Allowable 3281.47 1080 180 0.2 0.3
% of Allow. 55 tI 61 tI 35 tI 18 tI 15 tI
Location 0' 3' 5'2-3/4" 3' 3'
Reactions and Bearing
Support Location
ft
Min. Bearing
In
Reaction
Ib
0'
6'
1.5
1.5
1818
1818
Self-weight of member is not included.
Member has an actuaVallowable ratio in span 1 of 61 tI %.
Design is governed by bending fblFb.
Governing load combination is Dead+Floor Live w/Pattern Loads.
Maximum hanger forces: 18181b (Left) and 18181b (Right).
Program Version 8.2 - 9120/2002
33
L-
..
HEADER#5-Quick Beam
"
Eagle Point
Project: GARY CASWELL
Job: CASWELL APARTMENTS
Page 1
10:55:0602/14/05
Designed by: Donna J. Petersen
P.E.
Client: CASWELL APARTMENTS
Checked by:
Input Data
Design of 4x10 No.2-Douglas Fir-larch-Dimensional tI
Left Cantilever: None Main Span: 5'
Check for repetitive use? No Tributary Width: 0'
Dead Load: 0 psf Live Load: 0 psf
Allow. LL Deflection: U360 Allow. TL Deflection: U240
(3 in Maximum)
Eb: 1600000 psi Fy: 180 psi
Right Cantilever: None
Slope: 0
Snow Load: 0
DOL: 1.000
Fb: 900 psi
User Defined Loads
Load ease Load Dlstance(s) to Load Load at Load at
Type Start Length Start End
ft ft plf plf
Dead Uniform 0' 5' 261
Floor Live Uniform 0' 5' 893
Design Checks
Reaction BendIng - X Shear LL Defl. TL Deft.
Ib psI psI In In
Max. Value 2885 867.035 92.454 -0.034 -0.0439
Allowable 3281.47 1080 180 0.1667 0.25
% of Allow. 88 tI 80 tI 51 tI 20 tI 17t1
Location 0' 2'6" 4'2-3/4" 2'6" 2'6"
Reactions and Bearing
Support location
ft
MIn. BearIng
In
Reaction
Ib
0'
5'
1.5
1.5
2885
2885
Self-weight of member is not included.
Member has an actuaVallowable ratio in span 1 of 80 tI %.
Design is governed by bending fblFb.
Governing load combination is Dead+Floor Live.
Maximum hanger forces: 2885 Ib (Left) and 2885 Ib (Right).
Program Version 8.2 - 9120/2002
.~4
-
"ISEN
BC CALC@ 9 DESIGN REPORT - US
Monday, February 14, 2005 10:34
Single 9 1/2" Bel@ 450-1.9 OF
Job Name:
Address:
City, State, Zip: ,
Customer:
Code reports: ICC ESR (Pending)
File Name: BC.bcc: lower level joists
Description:
Specifier:
Designer:
Company:
Misc:
~~-o
BO,1-3/4"
LL 320 Ibs
DL 1361bs
General Data
Version:
US Imperial
Member Type:
Number of Spans:
Left Cantilever:
Right Cantilever:
Joist
1
No
No
Slope:
OC Spacing: 16"
Repetitive: Yes
Construction Type: Glued
Disclosure
The completeness and accuracy of
the input must be verified by anyone
who would rely on the output as
evidence of suitability for a
particular application. The output
above is based upon building
code-accepted design properties
and analysis methods. Installation
of BOISE engineered wood
products must be in accordance
with the current Installation Guide
and the applicable building codes.
To obtain an Installation Guide or if
you have any questions, please call
(800)232-0788 before beginning
product installation.
BC CALClfj), BC FRAMERlfj), BCIlfj),
BC RIM BOARDTM, BC OSB RIM
BOARDTM, BOISE GLULAMTM,
VERSA-LAMlfj), VERSA-RIM@,
VERSA-RIM PLUS@,
VERSA-STRANDTM,
VERSA-STUOO, ALLJOIST@ and
AJSTM are trademarks of
Boise Cascade Corporation.
Page 1 of 1
Total of Horizontal Design Spans = 12-00-00
Load Summary
10 Description Load Type Ref.
1 Standard Load Unf. Area Left
Controls Summary
Control Type Value
Pos. Moment 1368 ft-Ibs
End Reaction 450 Ibs
Total Load Defl. L/750 (0.192")
Live Load Defl. U1068 (0.135")
Max Defl. 0.192"
Span I Depth 15.2
Start End Type
00-00-00 12-00-00 Live
Dead
Value
40 psf
17 psf
B1,1-3/4"
LL 320 Ibs
DL 136 Ibs
DCS
16"
16"
Our.
100%
90%
% Allowable
47.1%
43.9%
32.0%
44.9%
19.2%
nla
Duration
100%
100%
Load Case
1
1
1
1
1
Span Location
1 - Internal
1 - Left
1
1
1
1
Notes
Design meets Code minimum (U240) Total load deflection criteria.
Design meets User specified (U480) Live load deflection criteria.
Design meets arbitrary (1") Maximum load deflection criteria.
Minimum bearing length for BO is 1-3/4".
Minimum bearing length for B1 is 1-3/4".
EnteredlDisplayed Horizontal Span Length(s) = Clear Span + 1/2 min. end bearing + 1/2 intermediate bearing
~5
.:l ~lmt -, ""0' l"'ts
: ,_",.....~...... 91/2" TJI@110@ 16" ole
User: 1 2/1410510.43:55 AM
Page 1 Engine Version' 1.1533 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN
CONTROLS FOR THE APPLICATION AND LOADS LISTED
J
[!]~
L
~~
I
~
12'
I
"
Produd Diagram is Conceptual.
LOADS:
Analysis is for a Joist Member.
Primary Load Group - Residential- Living Areas (pst): 40.0 Live at 100 % duration, 10.0 Dead
SUPPORTS:
Input Bearing Vertical Reactions (Ibs) Detail Other
Width Length Live/Dead/UpliftIT otal
1 Stud wall 3.50" 2.25" 320/80/0/400 A3: Rim Board 1 Ply 1 1/4" x 91/2" 0.8E TJ-Strand Rim Boardlll>
2 Stud wall 3.50" 2.25" 320/80/0/400 A3: Rim Board 1 Ply 1 1/4" x 9 1/2" 0.8E T J-Strand Rim Boardlll>
-See T J SPECIFIER'S 1 BUILDERS GUIDE for detail(s): A3: Rim Board
DESIGN CONTROLS:
Shear (Ibs)
Vertical Reaction (Ibs)
Moment (Ft-Lbs)
Live Load Defl (in)
Total Load Defl (in)
TJPro
Maximum
386
386
1118
Design
-381
386
1118
0.139
0.174
46
Control
1220
1018
2380
0.290
0.579
30
Control
Passed (31%)
Passed (38%)
Passed (47%)
Passed (U999+)
Passed (U800)
Passed
Location
Rt. end Span 1 under Floor loading
Bearing 2 under Floor loading
MID Span 1 under Floor loading
MID Span 1 under Floor loading
MID Span 1 under Floor loading
Span 1
-Deflection Criteria: STANDARD(LL:U480,TL:U240).
-Deflection analysis is based on composite action with single layer of 19/32" Panels (20" Span Rating) GLUED & NAILED wood decking.
-Bracing(Lu): All compression edges (top and bottom) must be braced at 3' 10" o/c unless detailed otherwise. Proper attachment and positioning of
lateral bracing is required to achieve member stability.
TJ-Pro RATING SYSTEM
-The T J-Pro Rating System value provides additional floor performance information and is based on a GLUED & NAILED 19/32" Panels (20" Span
Rating) decking. The controlling span is supported by walls. Additional considerations for this rating include: Ceiling - None. A structural analysis of
the deck has not been performed by the program. Comparison Value: 1.22
ADDITIONAL NOTES:
-IMPORTANTI The analysis presented is output from software developed by Trus Joist (T J). T J warrants the sizing of its products by this software will
be accomplished in accordance with T J product design criteria and code accepted design values. The speCific product application, input design loads,
and stated dimensions have been provided by the software user. This output has not been reviewed by a T J Associate.
-Not all products are readily available. Check with your supplier or T J technical representative for product availability.
-THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONL YI PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS.
-Allowable Stress Design methodology was used for Building Code IBC analyzing the T J Distribution product listed above.
PROJECT INFORMATION:
Caswell Apt's
OPERATOR INFORMATION:
4 Seasons Engineering, Inc.
619 S. Chase St.
Port Angeles, WA 98362
Phone: (360) 452-3023
Copyright ~ 2004 by Trus Joist, a Weyerhaeuser Business
TJltEI and TJ-Bean0 are registered trademarks of Trua Joist.
e-I Joist-,Pro~ and TJ-Pro. are trademarks of Trus Joist.
r.\}.,(u nn...."m""".."'\Zl.nr'...ia.rot-Cl\rZl.<::WlO'Y.T.\T.f'lW...'A T...."...T. .TnT<::'T't:: Qm<:
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...~ ~'N;~~ lower level joists
" ~~~~rBUSjn= 91/2" TJIIS\ 110 @ 16" 1
! T J-Beemll!l6.15 Seriel Number: 7003007044 \01 0 C
User: 1 2/14/05 10 43:56 AM
Page2 EnglneVersion 1.15.33 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN
CONTROLS FOR THE APPLICATION AND LOADS LISTED
Load Group: Primary Load Group
II' 7.00"
Max. Vertical Reaction Total (lbs) 400
Max. Vertical Reaction Live (lbs) 320
Selected Bearing Length (in) 2.25(W)
Max. Unbraced Length (in) 46
400
320
2.25 (W)
Loading on all spans, LDF
Design Shear (lbs)
Max Shear (lbs)
Member Reaction (lbs)
Support Reaction (lbs)
Moment (Ft-Lbs)
0.90
1. 0 Dead
76 -76
77 -77
77
80
77
80
224
Loading on all spans,
Design Shear (lbs)
Max Shear (lbs)
Member Reaction (lbs)
Support Reaction (lbs)
Moment (Ft-Lbs)
Live Deflection (in)
Total Deflection (in)
LDF
1. 00 ,
1. 0 Dead +
381
386
386
400
1 . 0 Floor
-381
-386
386
400
1118
0.139
0.174
PROJECT INFORMATION:
Caswell Apt's
OPERATOR INFORMATION:
4 Seasons Engineering, Inc.
619 S. Chase St.
Port Angeles, WA 98362
Phone : (360) 452-3023
Copyright @ 2004 by Trus Joist, a Weyerhaeuser Business
TJI@ and TJ-Beam@ are registered trademarks of Trus Joist.
e-I Joist-,Pro- and TJ-Pro. are trademarks of Trus Joist.
ro. \U" T'IrI,...'H..,ant'"<=\ lh'.r'n-l o.........c::r \ ("''aC:::W1O''T.T.\ T.nW1O"l) 1...."1;'1, .TATC:::'Y'C::: ",me
~-=t-
r
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.t'
CRAWL SPACE BEAM-Quick Beam
t
Eagle Point
Project: GARY CASWELL
Job: CASWELL APARTMENTS
Page 1
10:55:2902/14/05
Designed by: Donna J. Petersen
P.E.
Client: CASWELL APARTMENTS
Checked by:
Input Data
Check of 4x8 No. 2-Douglas Flr-Larch-Dlmenslonal "
Left Cantilever: None Main Span: 6'
Check for repetitive use? No Tributary Width: 0'
Dead Load: 0 psf Live Load: 0 psf
Allow. LL Deflection: LJ360 Allow. TL Deflection: LJ240
(3 in Maximum)
Eb: 1600000 psi Fv: 180 psi
Right Cantilever: None
Slope: 0
Snow Load: 0
DOL: 1.000
Fb: 900 psi
User Defined Loads
Load Case Load Dlat8nce(s) to Load Load at Load at
Type Start Length Start End
ft ft plf plf
Dead Unifonn 0' 3' 100
Floor Live Unifonn 0' 3' 400
Dead Unifonn 3' 3' 75
Floor Live Unifonn 3' 3' 300
Design Checks
Reaction Bending. X Shear LL Dtfl. TL Defl.
Ib pal pal In In
Max. Value 1406.25 773.951 65.271 -0.0574 -0.0717
Allowable 3281.47 1170 180 0.2 0.3
% of Allow. 43 " 66 " 36 " 28 " 23 "
Location 0' 2'9-3/4" 7-1/4" 2'11-9/16" 2'11-9/16"
Reactions and Bearing
Support Location
ft
,Min. Bearing
In
Reaction
Ib
O'
6'
1.5
1.5
1406.25
1218.75
Self-weight of member is not included.
Member has an actuaVallowable ratio in span 1 of 66 "%.
Design is governed by bending fb/Fb. .
Governing load combination is Dead+Floor Live.
Maximum hanger forcas: 1406.25Ib (Left) and 1218.751b (Right).
Program Version 8.2 - 9/20/2002
~~