HomeMy WebLinkAbout510 S K St - Technical TECHNICAL
Permit
Address J10 S
Project description 9._ 'ry a,dd hm�
Date the permit was finaled 5 11
Number of technical pages o
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ADDITION
STRUCTURAL DESIGN
for
JOY BARNES
5 ID 5.ErrS. K STREET
PORT ANGELES, WA 98363
TP# 063000 014206
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o NP J. PETE-
O F WAS,,, `e"
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04N 41 30765
ASS %0 NAL E I4G`
4 SEASONS ENGINEERING, INC.
619 SOUTH CHASE STREET
PORT ANGELES, WA 98362
4SEASONS
ENGINEERING, INC (360)
619 S. Chase Street Port Angeles, WA 98362
January 19, 2011
Jim Lierly
City of Port Angeles Building Official
PO Box 1150
Port Angeles, WA 98362
Subject: Scope of Engineering for:
STRUCTURAL DESIGN
JOY BARNES
501 S. K STREET
PORT ANGELES, WA 98363
Enclosed is the structural design of the ADDITION for JOY BARNES.
At this time, portions of this structure that have been reviewed by the engineer
include:
1. Lateral Forces
2. Beams and Headers
3. Foundation
4. Energy Code Review, See page 4 of plans.
Please give me a call if you need any additional information.
Sincerely
Donna J. Peters P.E.
STRUCTURAL DESIGN
JOY BARNES
501 S. K STREET
PORT ANGELES, WA 98363
DESIGN CRITERIA DESIGN STRESSES
ELEVATION LESS THAN 625 FT DOUGLAS FIR/LARCH #2- 2 4 x
Fb 900 PSI
SNOW LOAD GROUND= 25 PSF F 575 PSI
F 180 PSI
SNOW ROOF 25 PSF E= 1.6 (10) PSI
LIVE LOAD 40 PSF (FLOOR) DOUGLAS FIR/LARCH #1 &BETTER
Fb 1200 PSI
DEAD LOAD 10 PSF (FLOOR) F 800 PSI
F 180 PSI
DEAD LOAD 10 PSF (ROOF) E= 1.8 (10) PSI
DEAD LOAD 7 PSF (CEILING) HEM FIR #2- 2 4 x
Fb 850 PSI
WIND SPEED, VFM 85 MPH F 525 PSI
F 150 PSI
3 SEC GUST, Vas 100 MPH E= 1.3 (10) PSI
EXPOSURE C GLU -LAM BEAMS 24F -V4
Fb= 2400 PSI (T) BOTTOM
SEISMIC ZONE D1 Fb= 1850 PSI (T) TOP
F 265 PSI
SOIL BEARING 1500 PSF E= 1.8 (10) PSI
REFERENCES
(1) INTERNATIONAL BUILDING CODE 2009
(2) INTERNATIONAL RESIDENTIAL CODE 2009
(3) MINIMUM DESIGN LOADS FOR BUILDING AND OTHER STRUCTURES ASCE7 -05
(4) NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION 2005 (NDS -05)
(5) BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE 2005 (ACI 318 -05)
(6) BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES 2005 (ACI 530 -05)
(7) SPECIFICATIONS FOR STRUCTURAL STEEL BUILDINGS 2005 (ASCE 360)
(8) CONNECTORS FOR WOOD CONSTRUCTION by SIMPSON STRONG -TIE
(9) ROSBORO -APA WOODCAD, VERSION 1.1 by ROSBORO GLULAM RESOURCES 2000
(10) RISA -2D RAPID INTERACTIVE STRUCTURAL ANALYSIS 2- DIMENSIONAL VERSION 6.5
General Notes
1. Ground snow Toad 25 PSF, roof snow load 25 PSF
2. Maximum soil bearing capacity 1500 PSF
3. Seismic Zone D1.
4. Wind, VFM 85 MPH, 3 second gust, Va 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 1660 approval for equal load capacities.
6. Roof Trusses: Trusses shall be designed by the manufacturer and design calculations shall be submitted for approval prior to
fabrication. Each wood truss shall carry a grading stamp. Top chord members shall be sized to accommodate roof snow load
and appropriate snow drifts as noted In the IBC. No field modification of trusses will be allowed without the engineer's approval.
Live load truss deflection shall be limited to L/360. Total load deflection will be limited to L/240.
7. Girder trusses shall be attached to wall framing with Simpson LGT2, minimum 2000 pounds uplift, or equal.
8. Contractor shall provide temporary bracing and shoring for the structure and structural components until all final connections
have been completed in accordance with the plans.
9. Contractor shall be responsible for all the required safety precautions and methods, techniques, sequences or procedures
required to perform his work.
10. Contractor initiated changes shall be submitted in writing to the structural engineer for approval prior to fabrication or
construction.
11. Drawings indicate general and typical details of construction, where conditions are not specifically indicated but are of similar
character to details shown, similar details of construction shall be used.
General Concrete Notes
(The Following apply unless shown on the plans)
1. All materials and workmanship shall conform to the requirements of the drawings, specifications, and the 2009 International
Building Code.
2. Concrete shall attain a 28 day strength of F' 2500 psi, 5 1/2 sacks of cement per cubic yard of concrete.
3. Reinforcing steel shall conform to ASTM A615 -76A, Grade 40, fy= 40,000 psi.
4. Reinforcing steel shall be detailed (including hooks and bends) in accordance with 30 bar diameters or 2' -0" minimum.
Provide corner bars in all wall intersections. Lap corner bars 30 bar diameters or 2' -0" minimum.
5. Lap adjacent mats of welded wire mesh one full mesh at sides and ends.
6. No bars partially embedded In hardened concrete shall be field bent unless specifically so detailed or approved by the
structural engineer.
7. Concrete protection (cover) for reinforcing steel shall be as follows:
Footings and other unformed surfaces:
earth face 3"
Formed surfaces exposed to earth, walls below ground, or weather:
#6 bars or larger 2"
#5 bars or smaller 1 -1/2"
Walls interior face 3/4"
8. Footings shall bear on solid unyielding natural earth free of organic materiall2" below original grade.
9. Concrete slabs in living spaces shall be 4 inches thick minimum, with 6x6, 10 ga W.W.M. over 2" clean damp sand, over 6 mil
vapor barrier, over 4" crushed rock, over compacted subgrade.
10. Other concrete slabs shall be 4 inches thick minimum, with 6x6, 10 ga W.W.M. over 4" crushed rock, over compacted
subgrade.
4
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 2009
IBC.
2. Minimum nailing requirements: Unless otherwise noted, minimum nailing shall be in accordance with Table 2304.9.1 of the
2009 IBC
3. All structural framing lumber such as 2x_ joists, and rafters to be Douglas Fir No. 2, Spruce /Pine /Fir No. 2, or Hem /Fir No. 2 kiln
dried.
4. All 2x_ studs and blocking to be Douglas Fir construction, Spruce /Pine /Fir construction, or Hem /Fir construction grade.
5. All structural posts to be Douglas Fir No. 2.
6. All structural headers to be 4x Douglas Fir No. 2.
7. All Glu -lam beams to consist of Douglas Fir kiln dried 24F -V4 standard grade unless noted otherwise on plans.
8. All 2x framing lumber exposed to weather, and /or moisture shall be Hem -Fir No.2, pressure treated in accordance with the
American Wood Preservers Association standard for above ground use.
9. All 4x and 6x structural lumber exposed to weather, and /or in ground contact shall be Hem -Fir No.2, pressure treated in
accordance with the American Wood Preservers Association standard for ground contact use.
10. Framing connectors, nails, bolts, and other fasteners In contact with pressure treated wood shall have the following finishes:
Wood Treatment Finish
CCA -C and DOT Sodium Borate (SBX) Galvanized, 0.60 oz/ft
ACQ -C, ACQ -D, CBA -A, CA -B, Other Borate (Non- Post Hot -Dip Galvanized, ZMAX galvanized, 1.85
DOT) oz/ft or SST300- Stainless Steel
Steel Ammoniacal Copper Zinc Arsenate (ACZE) SST300- Stainless Steel
and other pressure treated woods.
11. When using Stainless Steel or hot -dip galvanized connectors, the connectors and fasteners should be made of the same
material. Stainless Steel fasteners shall not be use in applications where contact with Galvanized and Post Hot -Dip Galvanized
metals will occur.
12. Individual members of built -up posts and beams shall each be attached with 16d spikes at 12" o.c. staggered.
13. All columns In framed walls to be well nailed into adjacent framing in order to resist lateral movement.
14. Provide solid blocking for wood columns and multiple studs through floors to supports below.
15. Provide 4x10 headers, or double 2x10 headers over and one trimmer and one king stud each side of all openings 5 feet or less
in width in stud bearing walls not detailed otherwise.
16. Provide 4x10 headers, or double 2x10 headers over and two trimmers and one king stud each side of all openings greater than
5 feet in width in stud bearing walls not detailed otherwise.
17. Provide 4x8 headers, or double 2x8 headers over and double studs each side of all openings in non structural stud walls not
detailed otherwise.
18. At joist areas: Provide solid blocking at bearing points and at intermediate bearing locations. Provide double joists under all
load bearing partitions. Provide double joists each side of openings unless detailed otherwise.
19. Provide double joist headers and double joists each side of all openings in floors and roofs unless detailed otherwise.
20. Toenail joists to supports with 2 -16d nails, 2 -10d box nails for TJI Joists.
21. Attach joists to flush headers and beams with Simpson "U" series metal joist hangers to suit the joist size.
22. All wood stud walls shall have lower wood plate attached to wood framing below with 16d nails at 12" o.c. staggered, unless
otherwise noted in the shearwall schedule.
23. Plywood roof and floor sheathing unless otherwise noted on plan shall be laid up with face grain perpendicular to supports
and nailed with 8d nails 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.
24. Provide continuous solid blocking at mid- height of all stud walls over 10' in height unless wall is blocked per shear wall note.
25. Plywood wall sheathing for noted shear walls shall have solid blocking at all sheathing panel edges. See shear wall schedule
for further notes.
5
SHEAR WALL SCHEDULE 1,7
Mark Sheeting Fastener spacing Intermediate ottom plate nailing Anchor Bolts Maxlumum Notes
O all edges framing nail backing doubled stud splicing aliowble
(Blocked) spacing size g Sheeted Sheeted Sheeted Sheeted shear
one side both sides one side both sides
7/16" OSB 8d 0 6" OC 8d 0 6" OC 2x 240 PLF
OR for stud froming ®24" 2, 3, 6
8d 0 12" OC 2 —i6d 2 —i6d O 1/2" X10" 5/8" X10" 480 PLF
15 GA 04" OC for stud framin 0 16" 12 "0C 8 "OC 0 48" 0.C. 0 30" 0.C.
7/16" OSB 8d 0 4" OC 8d 0 6" OC 2x 350 PLF 2, 3, 5, 6
OR for stud framing 24" 2 -16d 2 -16d O 5/8' X10" 5/8" X10" 700 PLF
O 15 GA 03 OC 8d 012" OC
for stud laming 0 16" 0 10 "OC 5 "0C 40" O.C. 20" O.C.
1/2" CDX 8d 3" OC 8d 0 6" OC 3x 490 PLF 2, 3, 4, 5, 6
O 3 plywood OR for ®12 "f00 ing 0 24" or 2 —i6d 2 -16d 5/8 X10" 5/8" X10" 980 PLF
15 GA ®2 -1/2" OC for stud framing 0 16" DBL.2x 0 7 "OC 3- 1 /2 "0C 0 28" 0.C. 0 14" 0.C.
1/2" CDX 10d 0 3" OC 10d 0 6" OC 3x 600 PLF 2, 3, 4, 5, 6
O plywood 10d stud frOCing ®24" or 2 -16d 2 -16d 0 5/8 "X10" 5/8" X10" 1200 PLF
for stud framing 0 16" DBL.2x ®6 "OC .3"0C ®24` O.C. ®12" O.C.
1/2" CDX 10d 0 2" OC 10d 0 6" OC 3x 770 PLF 2, 3, 5, 6
O plywood for stud framing 024" or 3 -16d 3 -16d 0 5/8" X10" 5/8 "X10" 1540 PLF
10d 12" OC OBL.2x 0 6'OC 3'0C 0 18" 0.C. 0 9" 0.C.
for stud framing 0 16"
O6 1/2" GWB 5d COOLER 0 4" OC 5d cooler 0 4" OC 2x 300 PLF 3, 6
both sides OR OR 2 -16d 0 5/8" X10"
5dGW8 0 4 "OC 5d GWB 0 4 "OC 12 "OC 048 "O.C.
O 5/8" GWB 6d COOLER ®4" OC 6d cooler ®4" OC 2x 375 PLF 3, 6
both sides OR OR 2 -16d 0 5/8" X10"
6dGWB04 "OC 6dGWB 0 4 "OC 10'OC 036 "O.C.
Notes:
1. ALL NAILS SHALL BE GALVANIZED BOX NAILS OR COMMON NAILS, FASTERNERS SHALL„MEET THE FQ LOWING CRITERIA:
8d common •=0.131 "dia X 2 -1/2 min. 5d cooler -0.086 dia X 1 -5/8 min.
10d common 0.148 "d!a X 3 min. 5d GWB 0.086 "d!a X 1 -5/8" min.
8d box =0.113 "dla X 2 -1/2 "min. 6d cooler =0.092 "dfa X 1 -7/8" min.
10 box 0.128'd!a X 3 min. 6d GM =0.092 "d!a X 1 -7/8" min.
16d common 0.162 "dfa X 3 -1/2' min.
15 GA. staple =0.072 "dfa X 1 -1/2" min.
2 PROVIDE APA RATED SHEATHING PLYWOOD OR OSB APA RATED SIDING 303 OF INNER SEAL OSB RATED PANEL SIDING ON ALL
EXTERIOR WALLS AND NAIL PER NOTE 1.
3 SPECIFIED SHEATHING AND SIDING PANEL EDGES SHALL BE BACKED WITH 2" OR 3' FRAMING (PER THE TABLE) INCLUDING
FOUNDATION SILL PLATES, VERTICAL FRAMING, AND BLOCKING. PANELS MAY BE INSTALLED EITHER HORIZONTALLY OR
VERTICALLY (SEE NOTE 4 FOR EXCEPTION). NAILS SHALL BE STAGGERED FOR 3" FRAMING.
4 7/16" OSB MAY BE SUBSTITUTED FOR 1/2" CDX PLYWOOD IF FRAMING IS SPACED AT 16" ON CENTER, OR PANELS ARE APPLIED
WITH LONG DIMENSION ACROSS STUDS FOR FRAMING SPACED AT 24' (BLOCKED).
5 WHERE PANELS ARE APPLIED ON BOTH FACES OF A WALL AND NAIL SPACING IS LESS THAN 6 INCHES ON CENTER ON EITHER
SIDE, PANEL JOINTS SHALL BE OFFSET TO FALL ON DIFFERENT FRAMING MEMBERS OR FRAMING SHALL BE 3 —INCH NOMINAL AND
NAILS ON EACH SIDE SHALL BE STAGGERED.
6. NAILS TO BE DRIVEN FLUSH WiTH SHEATHING. DO NOT OVER DRIVE NAILS.
7 ALL SHEAR PANELS SHALL BE BLOCKED.
DATE: JAN 2011
BARNES 4SEASONS SCALE: NONE
DRAWN B
SHEAR WALL Y DJP
S 0 TES ENGINEERING, INC. (360) 452 -3023 CHECKED:
619 S. Chase St. Port Angeles, WA 98362 SHEET: p
JOY BARNES
501 S. K ST
PORT ANGELES, WA 98363
2009 IBC ASCE7 -05 LATERAL LOADS
ASCE7 -05 METHOD 1 WIND ANALYSIS WIDTH LENGTH LEAST DIM ASCE7 -05 SEISMIC ANALYSIS SIMPLIFIED CRITERIA
BUILDING DESCRIPTION 27 561 271 S1
FIRST FLOOR 8s, Ss
SECOND FLOOR 9; SITE CLASS p.
BASEMENT
ROOF HEIGHT 2 Fv
1.50
MEAN ROOF HEIGHT 19 Fa
A 2.7 3 3 2A =I 6.0 I Smt 0.60
WIND EXPOSURE C' Sms 1.00
WIND SPEED 100 MPH Sd1 0.40
ROOF PITCH 4 121 18.431 Sds 0.67
P XIwps30 IMPORTANCE FACTOR q;.
SEISMIC DESIGN CATEGORY D1
Ps XIwps30 I LC1, p s30 LC1,P, LC2,p LC2,P RESPONSE MODIFICATION FACTOR 6 1/2
AREA A, ps3o 1 28 1` 21.34 27.26 21.34 27.26 OF STORIES 2: i
AREA B, ps30 1.28 1 -6.05 -7.73 -6.05 -7.73 F 1.1
AREA C, ps30 1.28 1 14.19 18.13 14.19 18.13 SEISMIC BASE SHEAR COEFFICIENT= 0.113
AREA D, ps30 1.28 1 -3.39 -4.33 -3.39 -4.33
AREA E, ps30 1.28 1 -19.10 -24.39 -19.10 -24.39
AREA F, ps30 1.28 1 -13.02 -16.63 -13.02 -16.63
AREA G, ps30 1.28 1 -13.30 -16.98 -13.30 -16.98
AREA H, ps30 1.28 1 -9.91 -12.66 -9.91 -12.66
E oh 1.28 1 -26.70 -34.10 -26.70 -34.10
G oh 1.28 1 -20.90 -26.69 -20.90 -26.69
COMPONENTS AND CLADDING
ROOF AREA WL +DL *AREA
ZONE 1, 5osgft 1.28 1 -15.4 -19.67 -9.67 -145.001
ZONE 2, 50 sqft 1.28 1 -23.3 -29.76 -19.76 237.066
ZONE 3, 50sqft 1.28 1 t -36 -45.97 -35.97
EAVES Z2 1.28 1 -33.5 -42.78 -32.78 98.3445
WALL AREA
ZONE 4, 5osgft 1.28 1 -17.6 -22.48
ZONE 5, 50 sqft 1.28 1 -20.3 -25.92
TRUSS UPLIFT CALCULATION
LONGEST TRUSS 2 FT OC A 27
EAVES
ROOF DEAD LOAD
TRUSS UPLIFT 480
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ROOF BEAM-Roof Beam
4 Seasons Engineering Inc. Page 1
Project: 501 S. K Street, Port Angeles, WA 14:03:39 10/25/10
Job: JOY BARNES Designed by: Donna Petersen P.E.
Client: JOY BARNES Checked by:
Input Data
vckrewirigx1P-&--4,1 Tiitir4;4;rwignivqr. 4.5 x p mtqpv itv;. :imgvA4zIolxv;v;v,amtwilxmi ti mak4K45, ,..vm, ,:iwz,v,
b'IL.W.ASIBAsit §ztta4w.g, 4,„ ...0.7.xttystqktailom ....24Y.mikvaglignAilfatAALeft!L-1011:A41.V1/12*?
Left Cantilever: None Main Span: 22' Right Cantilever: None
Check for repetitive use? Yes Tributary Width: 10' Slope: 0:12
Dead Load: 17 psf Live Load: 0 psf Snow Load: 25 psf
Allow. LL Deflection: L/240 Allow. TL Deflection: U180 DOL: 1.150
Eb: 1800000 psi F„: 240 psi Fb: 2400 psi
User Defined Loads
,-.A790;;P AOffaMiRlOWIffnVAt#14(kil:WV:MW97#4,inaiF6A,T;'X,OiliON';'4..!„%V.,,,i10,0i40*1
iiip 1 ,.-die ri0:::: Start WATe ',:4 0, A iiio
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14 :4; :i> vgatit ::;Anztrif :21 agrati .-pk, ,Ifctsty: ,Nikkg,,ItIg:02 i:Aapit7q,ki,t2n,441 4 9t gfun t t
Dead Uniform 0' 22' 15
Design Checks
FPN Shear g
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qic'A
Au N., u,0,,, 404,,,,,.,,,„ I ,W0 ViWO Zib
11214 r ifiegitatlattkiWinriAlaWoba_ 1g, 3E4 .ApAlaltm z 4 mk:;k
Max. Value 4785 2028.69 93.916 -0.6967 -1.2122
Allowable 4997.21 2715.02 276 1.1 1.4667
of Allow. 96 V 75 V 34 V 63 V 82 V
Location 0' 11' 2010-1/2" 11' 11'
Reactions and Bearing
4
tc*itailleaitativ iii e
tAitkit*V-;Zgoi!):,&,itu
0' 1.5 4785
22' 1.5 4785
Self-weight of member is not included.
Member has an actual/allowable ratio in span 1 of 82 V%.
Design is governed by total deflection.
Governing load combination is Dead+Snow Condition 1 w/Pattern Loads.
Maximum hanger forces: 4785 Ib (Left) and 4785 Ib (Right).
Program Version 8.2 12/17/2004
NI 4
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ROOF BEAM #2 -Roof Beam
4 Seasons Engineering Inc. Page 1
Project: 501 S. K Street, Port Angeles, WA 15:25:30 01/06/11
Job: JOY BARNES Designed by: Donna Petersen P.E.
Client: JOY BARNES Checked by:
Input Data
,l�
1 Q�a 2 D� a u gl �.��i,�� `a' rc h ,D� 4 n t
Left Cantilever: None Main Span: 9'6" Right Cantilever: None
Check for repetitive use? Yes Tributary Width: 13' Slope: 0:12
Dead Load: 17 psf Live Load: 0 psf Snow Load: 25 psf
Allow. LL Deflection: U240 Allow. TL Deflection: L/180 DOL: 1.150
Eb: 1600000 psi F,,: 180 psi Fb: 900 psi
User Defined Loads
Load Case L d tWa D tailcxe {s) o r' t,. ox t
r2' 4# a. 6 3 s a 1 3 i t s t..ovd at s s L,Oad at 1
r h 2 a '�aT x' f u j hnry av s��, .mx :h„� n d t
4 '?a S E3h�3 3 ��a� E r, 8 1J3 h"F�}- P.4 3 1 :f 3 0i f r�,
32.ai':1 xz,, 5w t� i. S au.�` 1140. taYii, -;=h� ,.z,.�,., «f.. �'ma ..'.S,&'..� v a t,etil p31. <rc`a�wi 1.2A��.. k4 z.. i g's ,...v;
Snow Condition 1 Uniform 7' 2'6" 42.5
Dead Uniform 7' 2'6" 62.5
Dead Uniform 0' 9'6" 76
Design Checks
Re ction� r
3 E t �3� entl �g e hear Ll� D��fl 1 �etl E
t �.0 S i p4�_._t c _._,�E,h.�:�, �ic z
Max. Value 3182.46 1726.73 124.638 0.1646 0.3169
Allowable 3281.47 1242 207 0.475 0.6333
of Allow. 97 tie 139 X 60 1/ 34 te 50 1,
Location 9'6" 4'9- 21/32" 8'8 -3/4" 4'9- 3/16" 4'9- 3/16"
Reactions and Bearing
SupporotLcatiorla o '=M Be i 'g R
i' if i ft3 k ds�, a t <y�t" U E e., l b R 1
0' 1.5 2989.04
9'6" 1.5 3182.46
Self- weight of member is not included.
Member has an actual /allowable ratio in span 1 of 139 X %b.
Design is governed by bending fb /Fb.
Governing load combination is Dead +Snow Condition 1 w /Pattern Loads.
Maximum hanger forces: 2989.04 Ib (Left) and 3182.46 Ib (Right).
Program Version 8.2 X 1 2 /17/2004
tt
ROOF BEAM #2 -Roof Beam
4 Seasons Engineering Inc. Page 1
Project: 501 S. K Street, Port Angeles, WA 15:27:32 01/06/11
Job: JOY BARNES Designed by: Donna Petersen P.E.
Client: JOY BARNES Checked by:
Input Data
r c t om' e is i' ui` q s ix 1' E e s-
i 3e 1/8 x9 "�24F -/4 B ala,rcp d, i up G lu, l a W este i k
Left Cantilever: None Main Span: 9'6" Right Cantilever: None
Check for repetitive use? Yes Tributary Width: 13' Slope: 0:12
Dead Load: 17 psf Live Load: 0 psf Snow Load: 25 psf
Allow. LL Deflection: L/240 Allow. TL Deflection: U180 DOL: 1.150
Eb: 1800000 psi F,,: 240 psi Fb: 2400 psi
User Defined Loads
Load r ase r l o z E D �s)0:9 Loa t a �v
i3O d at iwp ad�at
1 5� P. a II' Ty P 0 1=Star t 7 F� 9L t -ISM': t* 1 n �4
i t N i�.j Yk, 4 9a i >r v t'v i
u,.ai vat k N i OAP'
�,iW...�i. Uniform 7' 2'6" 42.5 ,u„.�g-,. >..Iw� �,.5� ":��za .�,'''�,mS �SSa' =3 ..t�na..,< �t „��L'�.�3n�.
Snow Condition 1 m J m
Dead Uniform 7' 2'6” 62.5
Dead Uniform 0' 9'6" 76
Design Checks
r ::g t.::;:t r Reaction x, 3 ndin X e� 1 e Shear L Defl 3
4 z ai .Ti. Defi t
Max. Value 3182.46 2042.87 4.1 iiiA in
69 0.1779 0.3425
Allowable 3214.81 2760 276 0.475 0.6333
of Allow. 99 Iff 74 le 52 be 37 ki 54 le
Location 9'6" 4'9- 21/32" 8'9" 4'9- 3/16" 4'9- 3/16"
Reactions and Bearing
k Sup ort Locati n 4 Min Been, `p i Reaction
igtt k g in t fib O a
t
ai
wav�.� :3yu yr
0' 1.5 2989.04
9'6" 1.583 3182.46
Self- weight of member is not included.
Member has an actuaUallowable ratio in span 1 of 74 11
Design is governed by bending fb /Fb.
Governing load combination is Dead +Snow Condition 1 w /Pattern Loads.
Maximum hanger forces: 2989.04 lb (Left) and 3182.46 lb (Right).
Program Version 8.2 12/17/2004
12_