HomeMy WebLinkAbout410 E Front St Technical - BuildingTECHNICAL
Permit# 387
Address 4 Frov\i` Sf
Project description RedS\Aen--\ PAd`L
Date the permit was finaled I C-c9
Number of technical pages 37/
Residence Remodel Addition
Structural Design
for
Gary Larsen
410 E Front Street
Port Angeles, WA 98362
1 EXPIRES O q
4 SEASONS ENGINEERING, INC
619 SOUTH CHASE STREET
PORT ANGELES, WA 98362
Jim Lierly
City of Port Angeles Building Official
PO Box 1150
Port Angeles, WA 98362
Subject: Scope of Engineering for
Structural Design
Gary Larsen
410 E. Front Street
Port Angeles, WA 98362
April 9, 2007
Enclosed is the structural design of the Residence Remodel Addition for Gary
Larsen
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
Donna J. Petersen P.E.
Structural Design
Gary Larsen
410 E. Front Street
Port Angeles, WA 98362
DESIGN CRITERIA
ELEVATION LESS THAN 625 FT
SNOW LOAD GROUND= 25 PSF
LIVE LOAD 40 PSF (FLOOR)
DEAD LOAD =10 PSF (FLOOR)
DEAD LOAD =15 PSF (ROOF)
DEAD LOAD 7 PSF (CEILING)
WIND SPEED, V, 80 MPH
3 SEC GUST, Vas 100 MPH
EXPOSURE C
SEISMIC ZONE D
SOIL BEARING 1500 PSF
REFERENCES
(1)
(3)
(4)
(5)
(6)
DESIGN STRESSES
DOUGLAS FIR/LARCH #2- 2 4 x
Fb 900 PSI
F 95 PSI
E= 1.6 (10) PSI
DOUGLAS FIR/LARCH #1- 2 4 x
Fb= 1200 PSI
F 95 PSI
E= 1.8 (10) PSI
HEM FIR #2 -2&4x
Fb 850 PSI
F 75 PSI
E= 1.3 (10) PSI
GLU -LAM BEAMS 24F -V4
Fb= 2400 PSI (T) BOTTOM
Fb= 1850 PSI (T) TOP
F„= 165 PSI
E= 1.8 (10) PSI
INTERNATIONAL BUILDING CODE 2003
INTERNATIONAL RESIDENTIAL CODE 2003
TIMBER CONSTRUCTION MANUAL 3RD ED by AITC
CONNECTORS FOR WOOD CONSTRUCTION by SIMPSON STRONG -TIE
WESTERN WOODS USE BOOK by WESTERN WOOD PRODUCTS ASSOCIATION MAY 1996
NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION 2001
ROSBORO -APA WOODCAD, VERSION 1 1 by ROSBORO GLULAM RESOURCES 2000
RISA -2D RAPID INTERACTIVE STRUCTURAL ANALYSIS 2- DIMENSIONAL VERSION 6.5
1 Ground snow load 25 PSF
General Notes
2. Maximum soil bearing capacity 1500 PSF
3. Seismic Zone D1
4. Wind, VFM 80 MPH, 3 second gust, V3S 100 MPH, Exposure
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 snow load in note 1
and appropriate snow drifts as noted in the URC. No field modification of trusses will be allowed without the engineer's approval.
Live load truss deflection shall be limited to L/360. Total load deflection will be limited to L/240.
7 Girder trusses shall be attached to wall framing with Simpson LGT2, minimum 2000 pounds uplift, or equal.
8. Contractor shall provide temporary bracing and shoring for the structure and structural components until all final connections have
been completed in accordance with the plans.
9. Contractor shall be responsible for all the required safety precautions and methods, techniques, sequences or procedures required
to perform his work.
10. Contractor initiated changes shall be submitted in writing to the structural engineer for approval prior to fabrication or
construction.
11 Drawings Indicate general and typical details of construction, where conditions are not specifically Indicated but are of similar
character to details shown, similar details of construction shall be used.
General Concrete Notes
(The Following apply unless shown on the plans)
1 All materials and workmanship shall conform to the requirements of the drawings, specifications, and the 2003 International
Building Code.
2. Concrete shall attain a 28 day strength of F'C= 2500 psi, 51/2 sacks of cement per cubic yard of concrete.
3. Reinforcing steel shall conform to ASTM A615 -76A, Grade 40, fy= 40,000 psi.
4. Reinforcing steel shall be detailed (including hooks and bends) in accordance with 30 bar diameters or 2' -0' minimum. Provide
comer bars in all wall intersections. Lap comer bars 30 bar diameters or 2'4' 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:
8. 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'
9. Footings shall bear on solid unyielding natural earth free of organic material
Single story structures
Two story structures
Three story structures
12' below original grade
18' below original grade
24' below original grade
10. 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' crushed rock, over compacted subgrade.
11 Other concrete slabs shall be 4 inches thick minimum, with 6x6, 10 ga W.W.M. over 4' crushed rock, over compacted subgrade.
3
1
Wood Framing Notes
(The Following apply unless shown on the plans)
All wood framing details not shown otherwise shall be constructed equal to or better than the minimum standards of the 2003
I.B.C.
2. Minimum nailing requirements: Unless otherwise noted, minimum nailing shall be in accordance with Table 2304.9.1 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 kiln dried.
6. All structural headers to be 4x Douglas Fir No. 2 kiln dried.
7 All Giu -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_Wppd 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.
Finish
Galvanized, 0.60
Post Hot -Dip Galvanized, ZMAX galvanized,
1.85 oz/ft or SST300- Stainless Steel
SST300- Stainless Steel
11 When using Stainless Steel or hot -dip galvanized connectors, the connectors and fasteners should be made of the same
material. Stainless Steel fasteners shall not be use in applications where contact with Galvanized and Post Hot -Dip Galvanized
metals will occur
12. Individual members of built -up posts and beams shall each be attached with 16d spikes at 12' o.c. staggered.
13. All columns in framed walls to be well nailed Into adjacent framing in order to resist lateral movement.
14. Provide solid blocking for wood columns and multiple studs through floors to supports below.
15. Provide 4x10 headers, or double 2x10 headers over and 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. 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. Attach all beams at the roof exceeding 8'0' in length
with Simpson ST 292 strap each end.
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 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 Q 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
q
2003 IBC WIND ANALYSIS WIDTH
BUILDING DESCRIPTION 43
FIRST FLOOR 9
SECOND FLOOR 11.5
THIRD FLOOR '8
ROOF HEIGHT 1
AVERAGE HEIGHT OF BUILDING 30
A 1 4.3 1 3 4.3
WIND EXPOSURE IC
WIND SPEED 1 100 MPH
ROOF PITCH
Ps �IWPsso
Ps ;•Iwps30
AREA A, Ps30
AREA B, ps30
AREA C, ps30
AREA D, ps30
AREA E, ps30
AREA F ps30
AREA G, ps30
AREA H, ps30
E oh
G oh
COMPONENTS
ZONE 1, 50sgft
ZONE 2, 50 sqft
ZONE 3, 50sgft
EAVES Z2
AREA
1 40
1 40
1 40
1 40
1 40
1 40
1 40
1 40
1 40
1 40
1 40
1 40
1 40
1 40
Iw
12
1
1
1
1
1
1
1
1
1
1
74
1
1
1
1
LENGTH LEAST DIM
1 731 431
LARSEN.LATERAL.xls
2A =1i 8.6
18.431
LC1 Pao LC1,P z LC2,p83o
22 30.74 22
-5.8 -8.10 -5.8
14.6 20.40 14.6
-3.2 -4 47 -3.2
19.1 -26.69 19.1
13.3 18.58 13.3
13.3 18.58 13.3
10.1 14 11 10.1
-26.7 -37.30 -26.7
-20.9 -29.20 20.9
15'.4 -21.52 11.52
-23.3 32.55 -22.55
-36 -50.30 -40.30
-33,5 -46.80 -36.80
2003 IBC SEISMIC ANALYSIS SIMPLIFIED BASE SHEAR
S1 0.50
Ss 1.25
SITE CLASS 1 D
Fv 1 1.50
Fa 1 1.00
Sm1 1 0.75
Sms 1 1.25
Sd1 1 0.50
Sds 1 0.83
SEISMIC USE GROUP 1 1
SEISMIC DESIGN CATEGORY 1 D1
LC2,P RESPONSE MODIFICATION FACTOR 1 6 1/2
30.74 SEISMIC BASE SHEAR COEFFICIENT 0.154
-8.10 CONNECTION OF SMALL ELEMENTS
20.40 SHEAR COEFFICIENT= 1 0.111
-4.47 HORIZONTAL DIAPHRAGMS
-26.69 SHEAR COEFFICIENT= 1 0.1667
18.58 BEARING AND SHEAR WALL
18.58 OUT OF PLANE WALL FORCES
14.11 SHEAR COEFFICIENT= 1 0.3333
37.30 MASONRY AND CONCRETE OUT OF PLANE
-29.20 SHEAR COEFFICIENT= 1 0.6667
181.953ILONGEST TRUSS 2 FT OC
387.9191 EAVES
ROOF DEAD LOAD
147.217ITRUSS UPLIFT
HURRICANE CLIP
ao
0
C-
0
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CON6RET 5°78
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J.
PRESCRIPTIVE PATH BRACED WALL LINES CONTINUOUSLY SHEATHED EXTERIOR WALLS
LATERAL IAW IRC 602 1 IROOF8. CEILING DL= 1 151PSF 1 1 I
WALL (LEVEL (METHOD 1 HEIGHT ILENGTH I INTERIORICONT (MAX I %WALL (TABLE 'TABLE
LINE I 13 OR 5 1 FT 1 FT I WALL? WIDTH (OPENING REQ'D IR602.10.5 1R602.10.11
I I I I I I (HEIGHT I I
Loft Level
11 11 31 BI
4A 4:5 0.21 0.81
0.81 1
21, 141., N� 11 3I; 81. 121 4:5 0.21 1
71 1 31 81 121.1 NI 141,- 4.5 021 0.81 1
81 1 31 81, .121 ,N1 14 43 0.2 0.81 1
2nd floor
11 21 31 8I'. 321 _Y1
141 8 0.45 11 0.6
2A1. 1 31 81 111 NI 23 1= 4 0.2 0.81 1
2131 -2 51 :81...... 291'
231 0: 0.6 11 0.92
31 11: 51:_', 81- 331 Y1 231 8 0.3 11 0.92
4 1 1 3 1:,,.. 81= 331 NI 761 4 02 0.81 1
51' 1I- 31 81 391. Nt 141' 5 02 0.81 1
61, 11 51:. :81 391; Y1: 191 8 0.3 11 0.76
71 2 1 51.. _.10:51=-_ 121 ¥1 '121, 11 0.6
8A1 121 NI_ 121, 6.7 0.45 0.81 1
8B1 11 81 341 N1 191:. '3 0.2 0.81 11
let floor
11 •31 41 81 321 Y1 14 8 0.6 11 0.61
51 2 31 10:51`. 391 Ni 12 1 X6:7 0.45 0.81 11
61 3 51*.. 16:61:: 461 Y1, 191; 6.7 0.85 11 0.761
861 3 1 31 81' 11
21. 31 10.51. 341 NI. 1 s 1 3 0.45 0.81 11
81 31 31 '10.51 461. 'NI. 19J 10.5 0.6 11 11
s1 2 1 31 81 121 NI 81 4 0.45 0.81 11
LARSEN. LATERAL.xjs
TABLE
R301.2.2.4
MINIMUM 1
BRACE ILENGTH
PANEL (REQUIRED
WIDTH 1
2.0
2.0
2.0
2.0
4.0
2.0
4.0
4.0
2.0
2.0
4.0
4.0
2.6
2.0
4.0
2.6
4.0
4.0
2.6
5.3
2.0
2
2
2
2
9
2
16
9
5
6
9
4
4
5
12
14
30
7
12
28
4
(TOTAL
IBRACING
!PROVIDED
6
6
6
6
10
4
16
16
16
12
12
4
4
12
12
16
30
8
12
28
8
1
Mark Sheeting Fastener spacing
0 all edges
(Blocked)
7/16' OSB 8d06`OC
O OR
15 GA 04" OC
0
7/16" OSB 8d 0 4" OC
OR
15 GA 03"OC
plX
10d 0 3" OC
1/2" CDX 10d 0 2" OC
arm
1/2" X
b o ot th sids
5/8" GOB
both sides
Notes:
2
3.
4.
5.
6.
7
LARSEN ADDITION
FRONT STREET
PORT ANGELES, WA
8d 0 3' OC
OR
15 OA 0 2 -1/2" OC
5d COOLER 0 4" OC
OR
5d GOB 0 4 OC
6d COOLER 0 4" OC
OR
6d0O8
SHEAR WALL SCHEDULE
Intermediate
framing nail
spacing
8d O6 "OC
for stud framing 0 24"
8d 0 12` OC
for stud framin 0 16"
8d 0 6'00
for stud framing 0 24"
8d 0 12" OC
for stud famb►g 0 16"
8d06 "OC
for stud framing 0 24'
8d 0 12" OC
for stud flaming 0 16"
10d06 "OC
for stud Ramming 0 24"
10d 0 12 OC
for stud framing 0 16'
10d 0 6" OC
for stud taming 0 24"
10d 012 00
for stud framing 0 16"
55d cooler 0 4` OC
5d0*8 "OC
6d cooler 0 4" OC 2x
6d GOB 0 4" OC
Framing
backing
2x
3x
or
DBL.2x
3x
or
DBL2x
4SEA SONS
1,7
Bottom plate nailing
doubled at
Sheeted I hheeted Sheeted Ihheeted
one side both skies one ekfe both skies
Anchor Bolts
2 -16d 0 2 -16d 0 5 240 PLF 480 PIF
12 roc 0 O.C. 030 0 C
2x 350 PLF 2, 3, 5, 6
2 -16d 2 -16d 5/8' X10" 5/8' X10' 700 PLF
010OC 50C 0 40'0.0 0 20'00
490 PLF
2 -16d 2 -16d 0 5/8' X10" 5/8" X10" 980 PLF
0 7"00 3 -1/20C 0 28" 0.0 0 14" 0.C.
4 0 5/8" X10 5 1200 PLF
2 3, 4, 5, 6
2 -16d 2-16c1 /8' X10' 1200 PLF
0 6`00 3 "0C 024 "0.C. 012'0.C.
3x
or
DBL2x 0 6 .3"0C 018" 0.C. 0 9' 0.0
2x
770 PLF 2, 3. 5. 6
3-16d 3 -16d 0 5/8" X10' 5/8" X10" 1540 PLF
2 -16d 0
12'OC
5/8" X10"
048'0.0
2 -16d 0 5/8' X10"
10 "OC 0 36" 0.C.
ORING CRITERIA:
min.
5d OW awe dia X 1 -5/8 min.
6d coder 0.092 "did X 1 -7 min.
6d G*B !0.092 "dia X 1 -7/8" min.
16d common 0.162 "dla X 3-1/2" min.
71oxlumum motes
sh ea ar r e
300 PLF 3, 6
375 PLF 3, 6
1. ALL NAILS SHALL BE GALVANIZED BOX NAILS OR COMMON NAILS, FA$ ALLMEETTHE
8d common 0.131 dia X 2 -1/2 min. oa coder 088 _dlo X 5
10d common ■0.148 did X 3"min.
8d box ."0.113 "dla X 2- 1/2"min.
10 box 0.128'dia X 3 "min.
15 GA. staple 0•0 072`d1a X 1 -1/2" min.
PROVIDE APA RATED SHEATHING PLYWOOD OR OSB APA RATED SIDING 303 OF INNER SEAL OSB RATED PANEL SIDING ON AU.
EXTERIOR WALLS AND NAIL PER NOTE 1.
SPECIFIED SHEATHING AND SIDING PANEL EDGES SMALL BE BACKED MTH 2' OR 3' FRAMING (PER THE TABLE) INCLUDING
FOUNDATION SILL PLATES, VERTICAL FRAMING, AND BLOCKING PANELS MAYBE INSTALLED EITHER HORIZONTALLY OR
VERTICALLY (SEE NOTE 4 FOR EXCEP110N). NAILS SHALL BE STAGGERED FOR 3" FRAMING
7/16" OSB MAY BE SUBSTITUTED FOR 1/2' COX PLYWOOD IF FRAMING IS SPACED AT 16" ON CENTER, OR PANELS ARE APPLIED
W7H LONG DIMENSION ACROSS STUDS FOR FRAMING SPACED AT 24" (BLOCKED).
*HERE PANELS ARE APPL ED 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 0R FRAMING SHALL BE 3—INCH NOMINAL AND
NAILS ON EACH SIDE SHALL BE STAGGERED.
NAILS 7O BE DRIVEN FLUSH WITH SHEATHING DO NOT OVER DRIVE NAILS.
ALL SHEAR PANELS SHALL BE BLOCKED.
sari
AP 1L 2007
SCALE:
DRAWN BY JEP
ENGINEERING, INC (360) 452 -3023 CHECKED:
619 S. Chase St. Port Angeles, WA 98362 SHEET: U
2,3,6
2,3,4,5,6
LARSEN.LATERAL.x$s
Engineered Shear Forces
MAIN LATERAL FORCE RESISTING SYSTEM WIND LOADS
(AREA)(PRESSUREWLENGTH SHEAR
2ND TRIB 1 WIDTH 1 HEIGHT PS FORCE 'LENGTH SHEAR TRIB 1 WIDTH 1 DL
FLOOR AREA 1 FT 1 FT PSF LBS 1 FT 1PLF AREA 1 FT 1 PSF
1 !ROOF 110 17
C 7 1 4. 20.40 FLOOR ;6.0' _1 17
C „fi ,1. _15:0 20.40 WALL 16:0 I° 10
D 13, 1;.. 5 -4.47 2116.4 32 66.1 ETC. 1:.
9 A 3:5 :,1 s1:0 30.74 !ROOF 5:5 1 17
B 3.5 1 2 -8.10 !FLOOR 1'
C 1 20.40 !WALL ...I
D
4.47 105.0 8.8 ETC.
1ST TRIB WIDTH HEIGHT PS FORCE LENGTH SHEAR TRIB WIDTH 1 DL
FLOOR AREA FT 1 FT PSF LBS FT PLF !AREA FT 1 PSF
2 ROOF 23.0: 1 17
C „S 24` 20.40 FLOOR 29.0 1 1.7
C 17 14:5 20.40 !WALL 18:0' 10
D 17 1 1. 7 -4.47 7433.5 41. 181.3 !ETC.
4 A 9 1 14.5 30.74 1 ROOF 19:0 1'. 17
B 9: 7 -8.10 1 FLOOR 19:0 F 17
C 10 1 14.5' 20.40 1 WALL 1 18 :0 1 10;
D 10 '7 -4.47 1 6145.5 32.5 189.1 !ETC. 1 1 0.
2
WALL
PANEL
A
B
C
A
B
C
WIND
SHEAR
PLF
181.3
239.8
239.8
239.8
189.1
819.4
819.4
819.4
PERFORATED SHEAR WALL DESIGN
SEISMIC 1 OVERALL MINIMUM PIER
SHEAR 1 HEIGHT' WIDTH 1 HEIGHT WIDTH
PLF FT 1 FT 1 FT FT
163.7 1 411
216.5 10.5 I 101
216.5 8 1 171
216.5 8 4
127 1 1 32.51
550.7 7 50 1 2.25 7.5
550.7 7.50 1_ 3 `7.5.
550.7 7.50 1 2.251 7.5
17.
4
1
2.251
31
2x25
MAX OPENING
HEIGHT (FT.)
V vvol ?z_9
a
V att 7 (S 0
SEISMIC LOADS
1
1
OF WALL 1 OF FULL
HEIGHT 'HEIGHT SHTHG.
0 1.00
0 I ,1.00 0 1:00
0
0 1 1:00
0 1 1.00
SHEAR
COEFF
0.154
0.154
SHEAR
COEFF
0.154
0.154
SHEAR
LBS
2377.8
172.6
SHEAR
LBS
6711 4
4130.0
SHEAR
PLF
74.3
14.4
SHEAR
PLF
163.7
127 1
RESISTANCE DESIGN SHEAR
ADJUSTMENT SHEAR WALL
FACTOR PLF TYPE
1.00 216.5 1
1.00 216.5 1
1.00 216.5 1
1.00 917.8 3 EA. SIDE
1.00 688.3 3 EA. SIDE
1.00 917.8 3 EA. SIDE
WALL DL
10
TRIB
ROOF
FT
TRIB
FLOOR
FT
ROOF DLI FLOOR DL
15 15
UPLIFT HOLDDOWN
LBS. REQ'D
1887.8 PHD2
1280.8 PHD2
1696.3 PHD2
1
6024.01 HDQ8
5983.51 HDQ8
6024.01 HDQ8
2-v
,6-Ndar "Fce:4,L, i3P-A-c., tki
1 ic--7 i
A.111,01
v Pisi
e? 7:re
7 -4 P
EI)c4k-
Ote4.4
21
D K.
LT
PArkif,"
?NJ 4SEASONS
ENGINEERING, INC (360) 452 3023
619 5 Chase St Port Angeles, WA 98362
SCALE:
DRAWN BY•
CHECKED:
SHEET 1 3
OF
3C,
F teln.) iN t,
Ft-cnvg---
14
zo-
V:- vit ss
L L4
asrizok-:
4r L6TA t T?)
T E'1-4 -E t
1.-4447-SFN) 4SEASONS
ENGINEERING, INC (360) 452-3023
619 S Chase St Port Angeles, WA 98362
DATE:
SCALE:
DRAWN IW•
CHECKED:
SHEET
OF 3(a
Eagle Point
Project: PORT ANGELES WA
Job: LARSEN ADDITION
Client: LARSEN ADDITION
Input Data
Member 1
Reactions
Support
Overall Length
1
2
Span
Dead
psf
17
Horizontal
Span
Length
ft
Span 1 33'
33'
Notes.
Lengths are to center line of bearing.
Slope is 0 in 12.
Eave Height is 0'
Spacing or tributary width is 4'
Construction
psf
0
G1 -Roof Beam
Actual
Length
ft
33'
33'
Area Loads
Floor Live Roof Live
psf psf
0 20
Notes.
Positive loads act down.
Distances are measured along horizontal axis.
Live loads are patterned to 100
Weight of members is not included in the calculations.
Load
Comb.
Dead +Snow Condition 1 w/Pattem Loads
Dead +Snow Condition 1 w/Pattern Loads
Program Version 8.2 12/29/2005
Left
Support
Width
in
Page 1
14:27 39 04/05/07
Designed by John Partch
Checked by
Wind
psf
0
Right
Support
Width
in
Snow
psf
25
Horizontal Vertical Moment
lb lb ft -lb
0 00 2772.00 0.00
0.00 2772.00 0.00
Eagle Point
Project: PORT ANGELES, WA
Job: LARSEN ADDITION
Client: LARSEN ADDITION
Input Data
Span Horizontal Actual Left Right
Span Length Support Support
Length Width Width
ft ft in in
Member 1
Span l 8' 8'
Overall Length 8' 8'
Notes.
Lengths are to center line of bearing.
Slope is 0 in 12.
Eave Height is 0'
Spacing or tributary width is 4'6'
Area Loads
Dead Construction Floor Live Roof Live Wind Snow
psf psf psf psf psf psf
17 I 0 I 0 I 20 1 0 1 25
User Defined Loads
Load Case Load Distance(s) to Load Load at Load at Offset
Type Start Length Start End
ft ft plf pif ft
Description: ROOF LOAD
Snow Condition 1 Uniform 5' 3' 273 0'
Notes.
Positive loads act down.
Distances are measured along horizontal axis.
Live loads are patterned to 100
Weight of members is not included in the calculations.
Reactions
Support Load Horizontal Vertical Moment
Comb. lb lb .ft-lb
1 Dead +Snow Condition 1 w/Pattern Loads 0.00 909.56 0.00
2 Dead +Snow Condition 1 w/Pattern Loads 0.00 1421 44 0.00
Program Version 8.2 12/29/2005
G2 -Roof Beam
Page 1
14 30 04/05/07
Designed by John Partch
Checked by-
Eagle Point
Project: PORT ANGELES, WA
Job: LARSEN ADDITION
Client: LARSEN ADDITION
Input Data
Member 1
Span
Overall Length
Notes.
Lengths are to center line of bearing.
Slope is 0 in 12.
Eave Height is 0'
Spacing or tributary width is 0'
1
2
Dead
psf
17
User Defined Loads
Support
Load Case
Description:
Snow Condition 1
Description:
Snow Condition 1
Reactions
Span 1 33'
33
Construction
psf
0
Program Version 8.2 12/29/2005
Horizontal
Span
Length
ft
Load
Type
ROOF LOAD
Uniform
ROOF LOAD
Concentrated
Notes.
Positive loads act down.
Distances are measured along horizontal axis.
Live loads are patterned to 100
Weight of members is not included in the calculations.
Load
Comb.
Dead +Snow Condition 1
Dead +Snow Condition 1
G3 -Roof Beam
Actual
Length
f
33'
33'
Area Loads
Floor Live Roof Live
psf psf
0 1 20
Distance(s) to
Start
ft
Left
Support
Width
in
Wind
psf
1 0
Page 1
14 31 53 04/05/07
Designed by John Partch
Checked by
Load Load at
Length Start
ft lb
pf
0' 10' 168
10' 1421
Right
Support
Width
in
Snow
psf
25
Load at
End
lb
plf
Horizontal Vertical Moment
lb lb ft -lb
0.00 2415.85 0.00
0.00 68515 0.00
Offset
ft
0'
0'
17
Eagle Point
Project: PORT ANGELES, WA
Job. LARSEN ADDITION
Client: LARSEN ADDITION
Input Data
Member 1
Span
Span 1
Overall Length
Notes.
Lengths are to center line of bearing.
Slope is 0 in 12.
Eave Height is 0'
Spacing or tributary width is 2'
Area Loads
Dead Construction Floor Live Roof Live Wind Snow
psf psf psf psf psf psf
17 I 0 I 0 I 20 I 0 I 25
Notes.
Positive loads act down.
Distances are measured along horizontal axis.
Live loads are patterned to 100
Weight of members is not included in the calculations.
Reactions
Support Load Horizontal Vertical Moment
Comb. lb lb ft -lb
1 Dead +Snow Condition 1 w/Pattern Loads 0.00 336.00 0.00
2 Dead +Snow Condition 1 w/Pattern Loads 0.00 336.00 0.00
Program Version 8.2 12/29/2005
G4 -Roof Beam
8' 8'
8' 8'
Page 1
14 3313 04/05/07
Designed by John Partch
Checked by
Horizontal Actual Left Right
Span Length Support Support
Length Width Width
ft ft in in
Eagle Point
Project: PORT ANGELES, WA
Job: LARSEN ADDITION
Client: LARSEN ADDITION
Input Data
Span Horizontal Actual Left Right
Span Length Support Support
Length Width Width
ft ft in in
Member 1
Span 1 12' 12'
Overall Length 12' 12'
Notes.
Lengths are to center line of bearing.
Slope is 0 in 12.
Eave Height is 0'
Spacing or tributary width is 2'
Area Loads
Dead Construction Floor Live Roof Live Wind Snow
psf psf psf psf psf psf
17 1 0 1 0 1 20 1 0 1 25
Notes.
Positive loads act down.
Distances are measured along horizontal axis.
Live loads are patterned to 100
Weight of members is not included in the calculations.
Reactions
Support Load Horizontal Vertical Moment
Comb. lb lb fl -lb
1 Dead +Snow Condition 1 w/Pattern Loads 0.00 504.00 0.00
2 Dead +Snow Condition 1 w/Pattern Loads 0.00 504.00 0 00
Program Version 8.2 12/29/2005
G5 -Roof Beam
Page 1
14 3407 04/05/07
Designed by John Partch
Checked by
Eagle Point
Project: PORT ANGELES WA
Job: LARSEN ADDITION
Client: LARSEN ADDITION
Input Data
Check of 4x8 No. 2- Douglas
Left Cantilever None
Check for repetitive use? No
Dead Load: 17 psf
Allow LL Deflection: L/240
Eb. 1600000 psi
Design Checks
Max. Value
Allowable
of Allow
Location
Reaction
lb
693
3281 47
21 V
0'
Reactions and Bearing
Support Location
ft
0'
5'6'
Program Version 8.2 12/29/2005
Mln. Bearing
In
1.5
1.5
RB1 -Roof Beam
Fir- Larch Dimensional
Main Span: 5'6'
Tributary Width: 6'
Live Load: 20 psf
Allow TL Deflection: U180
F. 180 psi
Bending X
psi
372.927
1345.5
28 II
2'9'
Reaction
Ib
Shear LL Defl. 7L Defl.
Psi in in
32.762 0.0174 -0.0292
207 0.275 0.3667
16t 6 I 7?
7 1/4' 2'9' 2'9'
693
693
Self- weight of member is not included.
Member has an actuallallowable ratio in span 1 of 28
Design is governed by bending fb /Fb.
Goveming load combination is Dead +Snow Condition 1 w /Pattem Loads.
Maximum hanger forces: 693 Ib (Left) and 693 Ib (Right).
Page 1
14 40 :46 04/05/07
Designed by John Partch
Checked by
Right Cantilever None
Slope: 0:12
Snow Load: 25 psf
DOL. 1 150
Fb. 900 psi
Eagle Point
Project: PORT ANGELES, WA
Job: LARSEN ADDITION
Client: LARSEN ADDITION
Design Checks
Max. Value
Allowable
of Allow.
Location
Reaction
Ib
1512
5156.59
29 1'
0'
Reactions and Bearing
Support Location
ft
0'
12'
Program Version 8.2 12/29/2005
Min. Bearing
in
1.5
1.5
RB2 -Roof Beam
Input Data
Design of No. 2- Beams Douglas Fir- Larch -Heavy Timber b
Left Cantilever None Main Span: 12' Right Cantilever None
Check for repetitive use? No Tributary Width: 6' Slope: 0:12
Dead Load: 17 psf Live Load: 20 psf Snow Load: 25 psf
Allow. LL Deflection: L/240 Allow TL Deflection: L/180 DOL. 1 150
Eb. 1300000 psi F. 170 psi Fb. 875 psi
Bending .X
psi:
657.954
1006.25
65?
6'
Reaction
Ib
1512
1512
Shear
psi
38.136
195.5
20
9 -1/2'
Self- weight of member is not included.
Member has an actuaVailowable ratio in span 1 of 65 Id
Design is govemed by bending fb /Fb.
Governing load combination is Dead +Snow Condition 1 w /Pattern Loads.
Maximum hanger forces: 1512 Ib (Left) and 1512 Ib (Right).
LL pefl.
in
Page 1
14 46 55 04/05/07
Designed by John Partch
Checked by
-0.137
0.6
22
6'
TL Deft.
In
0.2302
0.8
28 I/
6'
it
Eagle Point
Project: PORT ANGELES, WA
Job: LARSEN ADDITION
Client: LARSEN ADDITION
Input Data
Check for repetitive use? No
Dead Load: 17 psf
Allow. LL Deflection: 1/240
Eb. 1300000 psi
Design Checks
Max. Value
Allowable
of Allow.
Location
Reaction
lb
1008
5156.59
20 of
0'
Reactions and Bearing
Support Location Min. Bearing
ft in
0
8'
Program Version 8.2 12/29/2005
RB3 -Roof Beam
:Design of6x10.No. 2- Beams Douglas Fir- Larch -Heavy Timber
Left Cantilever None Main Span: 8' Right Cantilever None
Tributary Width: 6'
Live Load: 20 psf
Allow. TL Deflection: 0180
F 170 psi
Bending; X
psl
292.424
1006.25
29 1.
4'
Reaction
Ib
1.5 1008
1.5 1008
Self- weight of member is not included.
Member has an actual/allowable ratio in span 1 of 29 le%.
Design is govemed by bending fb/Fb.
Goveming load combination is Dead +Snow Condition 1 w/Pattem Loads.
Maximum hanger forces: 1008 Ib (Left) and 1008 Ib (Right).
Page 1
14 47:25 04/05/07
Designed by John Partch
Checked by
Slope: 0:12
Snow Load: 25 psf
DOL. 1 150
Fb. 875 psi
Shear LL Deft. TL Deft:
psi In in
23.705 -0.0271 0.0455
195.5 0.4 0.5333
12b 6 I 8 l
7'2 -1/2' 4' 4'
a
Eagle Point
Project: PORT ANGELES, WA
Job: LARSEN ADDITION
Client: LARSEN ADDITION
Input Data
Designof.4x10.No. 2- Douglas Flt- Larch Dimensional
Left Cantilever None Main Span: 10'
Check for repetitive use? No Tributary Width: 7'
Dead Load: 17 psf Live Load: 20 psf
Allow. LL Deflection: L/240 Allow TL Deflection: U180
Eb. 1600000 psi F 180 psi
Design Checks
Max. Value
Allowable
of Allow.
Location
Reaction
Ib
1470
3281 47
45V
0'
Reactions and Bearing
Support Location.
ft
0'
10'
Program Version 8.2 12/29/2005
Min. Bearing
In
1.5
1.5
RB4 -Roof Beam
Bending .X
Psi
883.565
1242
71 le
5'
Reaction
Ib
1470
1470
Shear
Psi
58.47
207
28 1'
9'2 -3/4'
Self- weight of member is not included.
Member has an actual/allowable ratio in span 1 of 71 1
Design is govemed by bending fb /Fb.
Governing Toad combination is Dead +Snow Condition 1 w /Pattern Loads.
Maximum hanger forces: 1470 Ib (Left) and 1470 Ib (Right).
Page 1
14:27 39 04/09/07
Designed by John Partch
Checked by
Right Cantilever None
Slope: 0:12
Snow Load: 25 psf
DOL. 1 150
Fb. 900 psi
LL Deft. TL Deft.
In In
-0.1066 -0.1791
0.5 0.6667
21 6 26 It
5' 5'
Eagle Point
Project: PORT ANGELES, WA
Job: LARSEN ADDITION
Client: LARSEN ADDITION
Input Data
Check of 6x8 No. 2- Beams Douglas Fir Larch -Heavy Timber
Left Cantilever None Main Span: 8'
Check for repetitive use? No Tributary Width: 8'
Dead Load: 17 psf Live Load: 20 psf
Allow. LL Deflection: U240 Allow. TL Deflection: U180
Eb. 1300000 psi F 170 psi
User Defined Loads
Load Case
Snow Condition 1
Snow Condition 1
Design Checks
Max. Value
Allowable
of Allow
Location
Reactions and Bearing
0'
8'
Program Version 8.2 12/29/2005
Load
Type
Concentrated
Concentrated
Reaction
Ib
1900.78
5156.59
37V
0'
Support Location Min. Bearing
ft In
HDR1 -Roof Beam
Distance(s) to
Start
ft
1
7'
Bending X
psi
735.418
1006.25
73
4'
Reaction
Ib
1.5 1900.78
1.5 1900.78
Load
Length
ft
Self- weight of member is not included.
Member has an actual/allowable ratio in span 1 of 73 I%.
Design is govemed by bending tb /Fb.
Governing load combination is Dead +Snow Condition 1 w /Pattem Loads.
Maximum hanger forces: 1900.78 Ib (Left) and 1900.78 Ib (Right).
Page 1
14 4313 04/05/07
Designed by John Partch
Checked by
1,
Right Cantilever None
Slope: 0:12
Snow Load: 24.5 psf
DOL. 1 150
Fb. 875 psi
Load at
Start
pif
504
504
Load at
End
pif
Shear LL Defl. TL Defl.
psi in in
59.093 0.1117 0.1615
195.5 0.4 0.5333
30 27 30 I/
7'4 -1/2' 4' 4'
214
Eagle Point
Project PORT ANGELES WA
Job LARSEN ADDITION
Client: LARSEN ADDITION
Input Data
Check of 6x12 No. 2- Beams Douglas Fir -Larch -Heavy Timber d
left Cantilever None Main Span: 7'
Check for repetitive use? Yes Tributary Width: 8'
Dead Load: 17 psf
Allow LL Deflection: L/360
Eb. 1300000 psi
User Defined Loads
Load Case Load
Type
Snow Condition 1
Design Checks
Max. Value
Allowable
of Allow
Location
Reactions and Bearing
Support Location
ft
0'
7'
Reaction
Ib
1015
5156.59
20 le
0'
Program Version 8.2 12/29/2005
Uniform
Min. Bearing
In
1.5
1.5
HDR2 -Floor Beam
Live Load: 40 psf
Allow. TL Deflection: U240
(3 in Maximum)
F, 170 psi
Distance(s) to
Start
ft
0'
Bending X
psi
175.824
1006.25
17 V
3'6'
Reaction
Ib
Shear
psi
17.576
195.5
9b
11 1/2'
1015
1015
Load
Length
ft
7'
Self- weight of member is not included.
Member has an actual/allowable ratio in span 1 of 17
Design is govemed by bending fb /Fb.
Goveming load combination is Dead +Floor Live +Snow Condition 1 w /Pattem Loads.
Maximum hanger forces: 1015 Ib (Left) and 1015 Ib (Right).
Fb. 875 psi
Page 1
15 12:05 04/05/07
Designed by John Partch
Checked by
Right Cantilever None
Slope: 0
Snow Load: 0
DOL. 1 150
Load at
Start
pif
252
LL Defl.
In
-0.0166
0.2333
7f
3'6'
Load at
End
pif
TL Defl.
in
-0.0173
0.35
4 4
3'6'
Eagle Point
Project: PORT ANGELES, WA
Job: LARSEN ADDITION
Client: LARSEN ADDITION
Input Data
Design of 5 1/8"x12' 24F- V4- Un- Balanced Layup- Glulam Western V
Left Cantilever None Main Span: 17' Right Cantilever None
Check for repetitive use? No Tributary Width: 8'
Dead Load: 17 psf Live Load: 40 psf
Allow LL Deflection: 11360 Allow. TL Deflection: U240
(3 in Maximum)
Eb. 1800000 psi F, 240 psi Fb. 2400 psi
User Defined Loads
Load Case Load Distances) to
Type Start
ft
Snow Condition 1 Uniform 0'
Design Checks
Max. Value
Allowable
of Allow.
Location
Reaction
Ib
2465
4997.21
49 V'
0'
Reactions and Bearing
Support Location Min. Bearing
ft in
0'
17'
Program Version 8.2 12/29/2005
HDR3 -Floor Beam
Bending X
psi
1022.07
2760
37 le
8'6'
Reaction
Ib
1.5 2465
1.5 2465
Load
Length
ft
17'
Shear
psf
53.134
276
19b
16'
Self- weight of member is not included.
Member has an actuaVallowable ratio in span 1 of 69 I/%.
Design is governed by live load deflection.
Governing Toad combination is Dead +Floor Live +Snow Condition 1 w /Pattern Loads.
Maximum hanger forces: 2465 Ib (Left) and 2465 Ib (Right).
Slope: 0
Snow Load: 0
DOL. 1 150
Page 1
15 1301 04/05/07
Designed by John Partch
Checked by
Load at
Start
pif
252
Load at
End
plf
LL Defl. TL Defl.
in in
0.3942 0.4102
0.5667 0.85
69 V' 48 t/
8 '6'
Eagle Point
Project: PORT ANGELES, WA
Job: LARSEN ADDITION
Client: LARSEN ADDITION
Input Data
Check of 2x12 No. 2- Douglas
Left Cantilever None
Check for repetitive use? Yes
Dead Load: 17 psf
Allow LL Deflection: U360
Eb. 1600000 psi
User Defined Loads
Load Case Load
Type
Snow Condition 1 Concentrated
Design Checks
Max. Value
Allowable
of Allow.
Location
Reactions and Bearing
Support Location Min. Bearing
ft In
0
12'
Reaction
Ib
914.667
1406.34
65 f>?
12'
Program Version 8.2 12/29/2005
FJ1 -Floor Beam
Fir Larch Dimensional
Main Span: 12'
Tributary Width: 1'4'
Live Load: 40 psf
Allow. TL Deflection: L/240
(3 in Maximum)
F, 180 psi
Distance(s) to
start
ft
14'
Bending X
Psi
248.794
504.685
49
12'
Reaction
Ib
1.5 452.222
1.5 914.667
Load
Length
ft
Shear
psi
35.514
180
20 1
11'3/4'
Self- weight of member is not included.
Member has an actual/allowable ratio in span 1 of 49 M
Design is govemed by bending fb /Fb.
Governing Toad combination is Dead +Floor Live +Snow Condition 1 w /Pattern Loads.
Maximum hanger forces: 452.222 Ib (Left) and -252 Ib (Right).
Fb. 900 psi
Page 1
14 52:46 04/05/07
Designed by John Partch
Checked by
Right Cantilever 2'
Slope: 0
Snow Load: 0
DOL. 1 150
Load at
Start
pif
252
LL Defl.
in
0.0466
0.1333
34
14'
Load at
End
plf
TL Defl.
in
0.0639
0.2
31
14'
a7
Eagle Point
Project: PORT ANGELES WA
Job. LARSEN ADDITION
Client: LARSEN ADDITION
Input Data
Check of 2x12 No. 2- Douglas
Left Cantilever None
Check for repetitive use? Yes
Dead Load: 17 psf
Allow. LL Deflection: U360
Eb. 1600000 psi
Design Checks
Max. Value
Allowable
of Allow.
Location
Reaction
Ib
399
1406,34
28?
0
Reactions and Bearing
Support Location Min. Bearing
ft In
0' 1.5
10'6' 1.5
Program Version 8.2 12/29/2005
FJ2 -Floor Beam
Fir Larch Dlmensional
Main Span: 10'6'
Tributary Width: 14'
Live Load: 40 psf
Allow. TL Deflection: U240
(3 in Maximum)
F. 180 psi
Bending X
Psi
397.227
1035
38 1.
5'3'
Reaction
Ib
Self- weight of member is not included.
Member has an actual/allowable ratio in span 1 of 38 61"
Design is governed by bending fb/Fb.
Governing load combination is Dead +Floor Live w /Pattern Loads.
Maximum hanger forces: 399 Ib (Left) and 399 Ib (Right).
Shear LL Defl.
Psi in
29.764 0.0512
180 0.35
17? 14V
11 1/4' 5'3'
399
399
Fb. 900 psi
Page 1
14 58:56 04/05/07
Designed by' John Partch
Checked by
Right Cantilever None
Slope: 0
Snow Load: 0
DOL. 1.000
TL Defl.
in
-0.073
0.525
13
5'3'
�Qi$E
BC CALL® 9.3 Design Report US
Build 057
Job Name:
Address:
City State, Zip*
Customer*
Code reports: ESR 1336
1
r k
BO, 2 1/2'
LL 560 Ibs
DL 238 Ibs
Load Summary
Tag Description
1 Standard Load
Controls Summary
Pos. Moment
End Reaction
Total Load Defl.
Live Load Defl.
Max Defl.
Span Depth
Bearing Supports
BO Wall /Plate
B1 WaII /Plate
Page 1 of 1
Value
4074 ft-Ibs
782 Ibs
L/397 (0.626
U565 (0 44
0.626'
178
Single 14" BCI® 6000 -1 7 DF Joist1J3
1 span I No cantilevers 1 0/12 slope Thursday April 05 2007 16:04
16' OCS 1 Non Repetitive I Glued nailed construction
File Name: LARSEN.BCC
Description: J3
Specifier
Designer
Company
Misc:
Load Type
Unf. Area (psf)
Allowable
93.7%
66.6%
60.5%
84.9%
62.6%
n/a
Dim. (L x WI Value
2 -1/2' x 2 -5/16' 798 lbs
2 -1/2' x 2 -5/16' 798 Ibs
Duration
100%
100%
21 00 00
Total Horizontal Product Length 21 -00 -00
Live
Ref. Start End 100%
Left 00 00 00 21 00 00 40
Load Case
1
1
1
1
1
Allow Allow
Support Member
n/a n/a
n/a n/a
Notes
Design meets Code minimum (L/240) Total load deflection criteria.
Design meets User specified (U480) Live load deflection criteria.
Design meets arbitrary (1') Maximum Toad deflection criteria.
Composite El value based on 23/32' thick sheathing glued and nailed to joist.
Span Location
1 Internal
1 Right
1
1
1
1
Material
Unspecified
Unspecified
B1 2 1/2'
LL 560 Ibs
DL 238 Ibs
Dead Snow Wind Roof Live
90% 115% 133% 125% OCS
17
16'
Disclosure
Completeness and accuracy of input must
be verified by anyone who would rely on
output as evidence of suitability for
particular application. Output here based
on building code- accepted design
properties and analysis methods.
Installation of BOISE engineered wood
products must be in accordance with
current Installation Guide and applicable
building codes. To obtain Installation Guide
or ask questions, please call
(800)232 -0788 before installation.
BC CALC BC FRAMER® AJSTM'
ALLJOIST® BC RIM BOARDTM' BCI®
BOISE GLULAMTM' SIMPLE FRAMING
SYSTEM® VERSA -LAM®, VERSA -RIM
PLUS® VERSA -RIM
VERSA STRAND® VERSA -STUD® are
trademarks of Boise Wood Products,
L.L.C.
ay
Eagle Point
Project: PORT ANGELES, WA
Job: LARSEN ADDITION
Client: LARSEN ADDITION
User Defined Loads
Load Case
Snow Condition 1
Snow Condition 1
Snow Condition 1
Snow Condition 1
Snow Condition 1
Design Checks
Max. Value
Allowable
of Allow.
Location
Support Location
ft
0
12'
Load
Type
Concentrated
Uniform
Uniform
Concentrated
Concentrated
Reaction
Ib
3410.17
3444.8
99 II
12'
Reactions and Bearing
Program Version 8.2 12/29/2005
Min. Bearing
In
1.5
1.837
FB1 -Floor Beam
Input Data
Design of (2)2x12 No. 2- Douglas Fir Larch Dimensional
Left Cantilever None Main Span: 12'
Check for repetitive use? Yes Tributary Width: 8'
Dead Load: 17 psf Live Load: 40 psf
Allow LL Deflection: U360 Allow TL Deflection: L/240
(3 in Maximum)
Eb. 1600000 psi F 180 psi
Distance(s) to
Start
ft
Bending X
psi
1118.7
1190.25
94f
3'1 15/32'
14'
0
11
3'
11
Reaction
Ib
2253.83
3410.17
Load Load at
Length Start
ft pif
252
3' 168
3' 168
1901
1901
Shear
psi
113.478
207
55 It
11'3/4'
Self- weight of member is not included.
Member has an actuaVallowable ratio in span 1 of 94 V
Design is governed by bending fb /Fb.
Governing Toad combination is Dead +Floor Live +Snow Condition 1 w /Pattern Loads.
Maximum hanger forces: 2253.83 Ib (Left) and -252 Ib (Right).
Right Cantilever 2'
Slope: 0
Snow Load: 0
DOL. 1 150
Fb. 900 psi
Page 1
14 55:04 04/05/07
Designed by John Partch
Checked by
LL Defl.
in
0.1264
0.1333
94 le
14'
Load at
End
pif
TL Defl.
in
0.1307
0.2
65 P
14'
3°
Eagle Point
Project: PORT ANGELES WA
Job: LARSEN ADDITION
Client: LARSEN ADDITION
Input Data
Design of 5118 "x12" 24F- V4 -Un- Balanced Layup- Glulam
Left Cantilever None Main Span: 12'
Check for repetitive use? No Tributary Width: 10'6'
Dead Load: 17 psf Live Load: 40 psf
Allow. LL Deflection: L/360 Allow TL Deflection: L/240
(3 in Maximum)
Eb. 1800000 psi F. 240 psi
User Defined Loads
Load Case
Floor Live
Snow Condition 1
Snow Condition 1
Design Checks
Max. Value
Allowable
of Allow.
Location
Reactions and Bearing
Support Location
ft
0
12'
Program Version 8.2 12/29/2005
Load
Type
Uniform
Uniform
Concentrated
Reaction
Ib
7713
7791.24
99b
0'
Min. Bearing
In
2.339
2.339
FB2 -Floor Beam
Distance(s) to
Start
ft
Bending X
Psi
2257 46
2760
82 64.
6'
0'
0'
0'
Reaction
Ib
Load Load at
Length Start
ft pif
12' 466
12' 221
3410
Shear LL Defl. TL Defl.
Psi in in
157 185 0.3888 0.4515
276 0.4 0.6
57b 97 ti 75V
1 6' 6'
7713
7713
Self- weight of member is not included.
Member has an actual/allowable ratio in span 1 of 97 t
Design is govemed by live Toad deflection.
Governing load combination is Dead +Floor Live +Snow Condition 1 w /Pattern Loads.
Maximum hanger forces: 7713 Ib (Left) and 7713 Ib (Right).
Western
Right Cantilever None
Slope: 0
Snow Load: 0
DOL. 1 150
Fb. 2400 psi
Page 1
15 04/05/07
Designed by John Partch
Checked by
Load at
End
plf
3,
Eagle Point
Project: PORT ANGELES, WA
Job. LARSEN ADDITION
Client: LARSEN ADDITION
Input Data
Design of 5 118"x12" 24F -V4-Un- Balanced Layup- Glulam Western 1
Left Cantilever 1 Main Span: 11
Check for repetitive use? No Tributary Width: 9'6'
Dead Load: 17 psf Live Load: 40 psf
Allow LL Deflection: L/360 Allow. TL Deflection: U240
(3 in Maximum)
Eb. 1800000 psi F. 240 psi
User Defined Loads
Load Case Load
Type
Floor Live Uniform
Snow Condition 1 Uniform
Snow Condition 1 Concentrated
Design Checks
Max. Value
Allowable
of Allow.
Location
Reaction
Ib
9204
9297.3
99
1
Reactions and Bearing
Support Location Min. Bearing
ft in
1 2.791
12' 1 706
Program Version 8.2 12/29/2005
FB3 -Floor Beam
Distance(s) to
Start
ft
Bending X
psi
1499.14
27 54
6'6- 15/32'
0
0
0'
Reaction
Ib
9204
5627.59
Shear
Psi
119.71
276
43 fly
2'
Self- weight of member is not included.
Member has an actuaVallowable ratio in span 1 of 91 11
Design is governed by live load deflection,
Goveming Toad combination is Dead+Floor Live +Snow Condition 1 w /Pattern Loads.
Maximum hanger forces: -2254 Ib (Left) and 5627.59 Ib (Right).
Page 1
15 04/05/07
Designed by John Partch
Checked by
Right Cantilever None
Slope: 0
Snow Load: 0
DOL. 1 150
Fb. 2400 psi
Load Load at
Length Start
ft pif
12' 342
12' 147
2254
LL Deft.
in
0.0609
0.0667
91 I
0'
Load at
End
Pif
TL Defl.
in
0.0721
0.1
72
0'
BO, 2 1/2'
LL 240 Ibs
DL 102 Ibs
BASE
BC CALL® 9 3 Design Report US
Build 057
Job Name:
Address:
City State, Zip:
Customer
Code reports: ESR 1336
Load Summary
Tag Description
1 Standard Load
Controls Summary
Pos. Moment
End Reaction
Total Load Defl.
Live Load Defl.
Max Defl.
Span Depth
Bearing Supports Dim. (L x WI
BO Wall /Plate 2 1/2' x 4 -5/8'
B1 WaII /Plate 2 -1/2' x 4 -5/8'
Page 1 of 1
Value
294 ft -Ibs
306 Ibs
U10694 (0.004
L/15240 (0.003
0.004'
3.2
Double 14" BCI® 6000 -1 7 DF JoistFB4
1 span I No cantilevers 1 0/12 slope Thursday April 05 2007 16:06
36' OCS 1 Non- Repetitive 1 Glued nailed construction
File Name: LARSEN.BCC
Description: FB4
Specifier
Designer
Company
Misc:
Load Type
Unf Area (psf)
Allowable
3.4%
13.0%
2.2%
3.1%
0 4%
n/a
Value
342 Ibs
342 Ibs
Duration
100%
100%
Total Horizontal Product Length 04 -00 -00
Notes
Design meets Code minimum (L/240) Total load deflection criteria.
Design meets User specified (0480) Live load deflection criteria.
Design meets arbitrary (1') Maximum load deflection criteria.
Composite El value based on 23/32' thick sheathing glued and nailed to joist.
Live
100%
00 00 00 04 00 00 40
Ref. Start End
Left
Load Case
1
1
1
1
1
Allow Allow
Support Member
n/a n/a
n/a n/a
Span Location
1 Internal
1 Left
1
1
1
1
Material
Unspecified
Unspecified
B1 2 1/2'
LL 240 Ibs
DL 102 Ibs
Dead Snow Wind Roof Live
90% 115% 133% 125% OCS
17 36'
Disclosure
Completeness and accuracy of input must
be verified by anyone who would rely on
output as evidence of suitability for
particular application. Output here based
on building code- accepted design
properties and analysis methods.
Installation of BOISE engineered wood
products must be in accordance with
current Installation Guide and applicable
building codes. To obtain Installation Guide
or ask questions, please call
(800)232 -0788 before installation.
BC CALL®, BC FRAMER® AJST"",
ALLJOIST® BC RIM BOARDT"' BCI®
BOISE GLULAMT)", SIMPLE FRAMING
SYSTEM® VERSA -LAM VERSA -RIM
PLUS® VERSA -RIM
VERSA STRAND®, VERSA -STUD® are
trademarks of Boise Wood Products,
L.L.0
33
Eagle Point
Project: PORT ANGELES, WA
Job: LARSEN ADDITION
Client: LARSEN ADDITION
Input Data
Check of 31/8 "x8" 24F- V4- Un- Balanced Layup- Glulam
Left Cantilever' None Main Span: 9'
Check for repetitive use? No
Dead Load: 17 psf
Allow. LL Deflection: 11360
Eb. 1800000 psi
Design Checks
Max. Value
Allowable
of Allow.
Location
Reactions and Bearing
Support Location
ft
0'
9'
Reaction
Ib
1731.38
3047.08
57 Se
0'
Self weight of member is not included.
Member has an actual/allowable ratio in span 1 of 46 V
Design is govemed by bending fb /Fb.
Goveming load combination is Dead +Floor Live w /Pattern Loads.
Maximum hanger forces: 1731.38 Ib (Left) and 1731.38 Ib (Right).
Program Version 8.2 12/29/2005
Min. Bearing
in
1.5
1.5
FB5 -Floor Beam
Tributary Width: 6'9'
Live Load: 40 psf
Allow. TL Deflection: U240
(3 in Maximum)
F. 240 psi
Bending X
Psi
1108.08
2400
46
4'6'
Reaction
Ib
1731.38
1731.38
Western
Right Cantilever None
Slope: 0
Snow Load: 0
DOL. 1.000
Fb. 2400 psi
Page 1
15 1031 04/05/07
Designed by John Partch
Checked by
Shear LL Defl. TL Defl.
psi in In
78.461 0.1166 0.1662
240 0.3 0.45
33 38 I/ 36 V
9' 4'6' 4'6'
Eagle Point
Project: PORT ANGELES, WA
Job: LARSEN ADDITION
Client: LARSEN ADDITION
Input Data
Design of 5 118"x15" 24F -V8- Balanced Layup- Glulam Western le
Left Cantilever 2' Main Span: 10'
Check for repetitive use? No Tributary Width: 8'
Dead Load: 17 psf Live Load: 40 psf
Allow LL Deflection: L/360 Allow. TL Deflection: L/240
(3 in Maximum)
E. 1800000 psi F 240 psi
User Defined Loads
Load Case Load
Type
Snow Condition 1 Concentrated
Design Checks
Max. Value
Allowable
of Allow
Location
Reaction
Ib
16630.8
16799.1
99 d
2'
Reactions and Bearing
Support Location Min. Bearing
ft In
2'
12'
Program Version 8.2 12/29/2005
FB6 -Floor Beam
Dlstance(s) to
Start
ft
0
Bending X
psi
1445.96
2691.64
54 V
2'
Reaction
Ib
16630.8
1.5 2252.8
5.043
Load
Length
ft
Self- weight of member is not included.
Member has an actual/allowable ratio in span 1 of 91
Design is governed by live Toad deflection.
Goveming Toad combination is Dead +Floor Live +Snow Condition 1 w /Pattern Loads.
Maximum hanger forces: 11123 Ib (Left) and 2252.8 Ib (Right).
Right Cantilever None
Slope: 0
Snow Load: 0
DOL. 1 150
Fb. 2400 psi
Load at
Start
pff
11123
Shear LL Defl.
Psi In
223.707 -0.1218
276 0.1333
81 91 V
9' 0'
Page 1
15 1957 04/05/07
Designed by John Partch
Checked by
Load at
End
plf
TL Defl.
In
-0.1156
0.2
57 V
0'
�t t1 Frz_
Uzir 4Z.t'4