HomeMy WebLinkAbout620 E 9th St - Technical TECHNICAL
Permit 12q
Address -PiD E C t�` S�
Project description Oaray,/5hoP
Date the permit was finaled 's•
Number of technical pages Yl'
GARAGE /SHOP
STRUCTURAL DESIGN
for
SAM ARLENE WOOD
620 E. NINTH ST
PORT ANGELES, WA 98362
TP# 063000 028620
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4 SEASONS ENGINEERING, INC.
619 SOUTH CHASE STREET
PORT ANGELES, WA 98362
SEASONS
ENGINEERING, /NC 619 S. Chase Street Port Angeles, WA 98362
December 15, 2010
Clallam County Building Division
223 East Fourth St.
Port Angeles, WA 98362
Subject: Scope of Engineering for:
STRUCTURAL DESIGN
SAM ARLENE WOOD
620 E. NINTH ST
PORT ANGELES, WA 98362
Enclosed is the structural design of the GARAGE /SHOP for SAM ARLENE WOOD.
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
SAM ARLENE WOOD
620 E. NINTH ST
PORT ANGELES, WA 98362
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 D 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
3
General Notes
1. Ground snow Toad 25 PSF, roof snow load 25 PSF
2. Maximum soil bearing capacity 1500 PSF
3. Seismic Zone 01.
4. Wind, VFM 85 MPH, 3 second gust, V38 100 MPH, Exposure "C
5. Notations on drawing relating to framing clips, joist hangers and other connecting devices refer to catalog numbers of connectors
manufactured by the Simpson Strong -Tie Company, San Leandro, CA. Equivalent devices by other manufacturers may be
substituted, provided they have ICBO approval for equal load capacities.
6. Roof Trusses: Trusses shall be designed by the manufacturer and design calculations shall be submitted for approval prior to
fabrication. Each wood truss shall carry a grading stamp. Top chord members shall be sized to accommodate roof snow load
and appropriate snow drifts as noted in the IBC. No field modification of trusses will be allowed without the engineer's approval.
Live load truss deflection shall be limited to L/360. Total load deflection will be limited to L/240.
7. Girder trusses shall be attached to wall framing with Simpson LGT2, minimum 2000 pounds uplift, or equal.
8. Contractor shall provide temporary bracing and shoring for the structure and structural components until all final connections
have been completed in accordance with the plans.
9. Contractor shall be responsible for all the required safety precautions and methods, techniques, sequences or procedures
required to perform his work.
10. Contractor initiated changes shall be submitted in writing to the structural engineer for approval prior to fabrication or
construction.
11. Drawings indicate general and typical details of construction, where conditions are not specifically indicated but are of similar
character to details shown, similar details of construction shall be used.
General Concrete Notes
(The Following apply unless shown on the plans)
1. All materials and workmanship shall conform to the requirements of the drawings, specifications, and the 2009 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 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
'Bottom plate nailing Anchor Bolts Maxiumum Notes
Mork Sheeting Fastener spacing Intermediate Framing doubled stud splicing allowble
0 all edges framing nail backing shear
(Blocked) spacing size Sheeted Sheeted Sheeted Sheeted
one side both sides one side both sides
O 7/16" OSB 8 0 6" OC 8 0 6 Fuming ®24" 2x 240 PLF 2, 3, 6
8d O 12' OC 2 -16d O 2 -16d O 1/2' X10" 5/8" X10" 480 PLF
15 GA 04' OC for stud framin O 16" 12 "OC 8 "OC 0 48" O.C. 0 30" O.C.
7/16" OSB 8d 0 4" OC 8d 0 6" OC 2x 350 PLF 2, 3, 5, 6
OR for stud framing 24' X 10 2 -16d 2 -16d 0 5/8" 5 8 X10" 700 PLF
O 15 GA 0 3" OC 8d 012" OC
for stud fuming 0 i6" 0 10 "OC 5 "OC 40" O.C. 20' O.C.
1/2" CDX 8d 0 3" OC 8d 0 6" OC 3x 490 PLF 2, 3, 4, 5, 6
O plywood OR for ®12 "from ing 0 24" or 2 —i6d 2 -16d 0 5/8' X10" 5/8" X10" 980 PLF
15 GA 2 -1/2' OC for stud framing i6" DBL.2x 0 7 "OC 3- 1 /2 "OC 0 28" 0.C. 0 14" 0.C.
1/2" CDX 1Od 0 3" OC 10d 0 6" OC 3x 600 PLF 2, 3, 4, 5, 6
O plywood for stud framing 0 24" or 2 -16d 2 -16d 0 5/8" X10" 5/8" X10" 1200 PLF
for stud framing 0 16 10d 0 12" OC DBL.2x o 6'OC 3 "OC ®2 4' O.C. 0 12" O.C.
1/2" CDX 10d 0 2" OC 10d 0 6" OC 3x 770 PLF Z 3, 5, 6
plywood for stu 2frOC ng O 24" or 3 -16d
10d 0 OBL.2x 0 6 "OC 3 -16d 0 5/8" X10" 5/8" X10" 1540 PLF
30C 0 18" O.C. 0 9" 0.C.
for stud framing 0 16"
O 1/2" GWB 5d COOLER 0 4" OC 5d cooler 0 4" OC 2x
both sides OR OR 2 -16d 0 5/8" X10" 300 PLF 3, 6
5d GWB 4 OC 5d GWB 0 4" OC 12 "OC 0 48" 0.C.
O7 2x
5/8" GWB 6d COOLER 0 4" OC 6d cooler 0 4" OC 375 PLF 3, 6
both sides 2 -16d 0 5/8" X10"
6d GWB 0 4" OC 6d GWB 0 4" OC 10 "OC 0 36" O.C.
Notes:
1. ALL NAILS SHALL BE GALVANIZED BOX NAILS OR COMMON NAILS, FASTERNERS SHALI„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.
lOd common =0.148 "d!a X 3'min. 5d GM =0.086 "dia X 1 -5/8" min.
8d box =0.113 "dio X 2 -1/2 "min. 6d cooler =0.092 "dia X 1 -7/8" min.
6d GM =0.092 "dia X 1 -7/8" min.
10 box =0.128 "dia X 3 "min. 16d common 0.162 "dia X 3 -1/2" min.
15 GA. staple 0.072 "dia 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: DEC 2010
SCALE: NONE
WOOD 4SEASONS DRAWN BY: DJP
SHEAR WALL ENGINEERING, INC. (360) 452 -3023 CHECKED:
NOTES 619 S. Chase St. Port Angeles, WA 98362 SHEET: Lv
SAM ARLENE WOOD
620 E. NINTH ST
PORT ANGELES, WA 98362
2009 IBC ASCE7-05 LATERAL LOADS
ASCE7-05 METHOD 1 WIND ANALYSIS WIDTH LENGTH LEAST DIM ASCE7-05 SEISMIC ANALYSIS SIMPLIFIED CRITERIA
BUILDING DESCRIPTION l'•::..:2:.'.i ,04'.1 301 Si .,''','1'::I,:)::'-.:::0240
FIRST FLOOR
Ss ''';'::'-::::.-',:.:,:.;?:ok..,.',•••
SECOND FLOOR E. SITE CLASS '?!'.."1':!':.;:.':•',.:.,..)0,•,.:'..,:.::::
BASEMENT
'A ROOF HEIGHT 5 Fv :::1":y:3':..:•,1:50
MEAN ROOF HEIGHT 13 Fa
A 3 3 3 2A=I 6.0 I Sm1 0.60
WIND EXPOSURE :I -!:0Vf:..,:-::,';) Sms 1.00
WIND SPEED MPH Sd1 0.40
ROOF PITCH 12 33.691 Sds 0.67
P, XI,..,,p,30 IMPORTANCE FACTOR ":i-3;1'.:"j1.•&:-1.....'..;
SEISMIC DESIGN CATEGORY t.:::.•'...";:"..:::::. !:t5---j•
P, A.I X I. LC1, Poo LC1,1 LC2. PS30 LC2,P. RESPONSE MODIFICATION FACTOR
AREA A. Poo 1.21 1 .,;::i;:s :3 ,"!.:..1 17.80 21.54 17.80 21.54 OF STORIES 1
AREA B, ps30 1.21 1 12.20 14.76 12.20 14.76 F 1.0
AREA C, ps30 1.21 1 14.20 17.18 14.20 17.18 SEISMIC BASE SHEAR COEFFICIENT= 0.103
AREA D, ps30 1.21 1 9.80 11.86 9.80 11.86
AREA E, ps30 1.21 1 1.40 1.69 1.40 1.69
AREA F, ps30 1.21 1 -10.80 -13.07 -10.80 -13.07
AREA G, ps30 1.21 1 0.50 0.61 0.50 0.61
AREA H, ps30 1.21 1 -9.30 -11.25 -9.30 -11.25
E oh 1.21 1 -6.30 -7.62 -6.30 -7.62
G oh 1.21 1_ -7.20_ -8.71 -7.20_ -8.71
COMPONENTS AND CLADDING
ROOF AREA WL+DL *AREA
ZONE 1, 50sqft 1.21 1 -15.9 -19.24 -9.24 -166.302
ZONE 2, 50 sqft 1.21 1 -18.9 -22.87 -12.87 -154.428
ZONE 3, 50sqft 1.21 1 -18.9 -22.87 -12.87
EAVES Z2 1.21 1 -28.4 -34.36 -24.36 -97.456
WALL AREA
ZONE 4, 50sqft 1.21 1 -17.6 -21.30
ZONE 5, 50 sqft 1.21 1 -20.3 -24.56_
TRUSS UPLIFT CALCULATION
LONGEST TRUSS 2 FT OC TC43*.;
EAVES Y..E.::.27.M2A
ROOF DEAD LOAD ;:'.1;;'"?10:fi'
TRUSS UPLIFT 418
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18' OVERHEAD DOOR -Roof Beam
4 Seasons Engineering Inc. Page 1
Project: 620 E. NINTH ST, PORT ANGELES 14:35:52 12/16/10
Job: SAM ARLENE WOOD Designed by: Donna Petersen P.E.
Client: SAM ARLENE WOOD Checked by:
Input Data
Design of 3.. "x19112' 24F V4 U Balance L Yu p..,G ula n, W este n
Left Cantilever: None Main Span: 18'6” Right Cantilever: None
Check for repetitive use? Yes Tributary Width: 17' Slope: 0:12
Dead Load: 17 psf Live Load: 0 psf Snow Load: 25 psf
Allow. LL Deflection: L/240 Allow. TL Deflection: L/180 DOL: 1.150
Eb: 1800000 psi F,,: 240 psi Fb: 2400 psi
User Defined Loads
iLoad Case L x' toF Load°
x, Load�at Load at
T ype Stara Start` i End t
Dead Uniform 0' 8'6' 105
Floor Live Uniform 0' 18'6" 200
Design Checks
Re action a Bendi X t Shear „3 r LL Defi TL Defi I
,1.41tr� Ca Ib2r `t"' pSi, r a psi t .o�i►�.�, .—.A.,110,, tnI}s
Max. Value 9425.75 2641.44 193.662 0.4739 0.7727
Allowable 9521.16 2760 276 0.925 1.2333
of Allow. gg V 96 V' 70 V 51 V 62 V
Location 0' 9'3" 16'10 -1/2" 9'3" 9'3"
Reactions and Bearing
Mi
Support Location Y f n°Bring�'� Reac r
3.4 It b1 V 4 P 5` fi
ft i y� a i z• ea in t
.+a. �.1...1.k... gv4...us. R,u` a,«4 .:Ib I.f��ti._s -«S
0' 4.687 9425.75
18'6" 4.687 9425.75
Self- weight of member is not included.
Member has an actual/allowable ratio in span 1 of 96
Design is governed by bending fb /Fb.
Governing load combination is Dead +Floor Live +Snow Condition 1 w /Pattern Loads.
Maximum hanger forces: 9425.75 Ib (Left) and 9425.75 Ib (Right).
Program Version 8.2 12/17/2004
Iu
4
6' OVE RHEAD DOOR -Roof Beam
4 Seasons Engineering In Page 1
Project: 620 E. NINTH ST, PO RT ANGELES 14 :37:12 12/16/10
Job: SAM &ARLENE WOOD Designed by: Donna Petersen P.E.
Client: SAM ARLENE WOOD Checked by:
Input Data
esign p =4x10 No 2-Douglas Fir Lech Dinnpnsion t'
Left Cantilever: None M ain Span Right C antilever. None
Check Load for repetitive psf use? Yes Tributary Width: 17' Slope: 17 Live Load: 0 psf Snow L oad: 0:12 25 psf
Allow. 00000 LL Deflec tion: L/240
Allow. Di L/180
i: DOL: 1 .150
E 16 p F: 180 TL ps Fb: 900 psi
Dead
User Defined Loads
Load�Case as L Distances) toa Load Load at Load a t
�TYpe Start n L en th "pndT
S p
1 a. �,W.s ry,..., tea if if ,_M E-
Dead Uniform 18'6° 105
Floor Live Uniform 0' 18'6" 200
Design Checks
Reaction Bendin X Shear LL Defl r TL Defl
Max. Value 3184.38 1196.26 113.47 0.0581 0.0947
Allowable 3281.47 1242 207 0.3125 0.4167
of Allow. 97 V 96 V 55 t1 18 22 t
Location 0' 3'1 -1/2" 9 -1/4" 3'1 -1/2"
31-1/2"
Reactions and Bearing
Support� Min 'Bearing Reac
K E -`j ibS f
1.5 3184.38
0'
6'3" 1.5 3184.38
Self- weight of member is not included.
Member has an actual /allowable ratio in span 1 of 96
Design is governed by bending fb /Fb.
Governing load combination is Dead +Floor Live +Snow Condition 1 w /Pattern Loads.
Maximum hanger forces: 3184.38 Ib (Left) and 3184.38 Ib (Right).
Program Version 8.2 12/17/2004
4' WINDOW HEADER -Roof Beam
4 Seasons Engineering Inc. Page 1
Project: 620 E. NINTH ST, PORT ANGELES 14:38:16 12/16/10
Job: SAM ARLENE WOOD Designed by: Donna Petersen P.E.
Client: •SAM ARLENE WOOD Checked by:
Input Data
a'Desi (2)2x8,No 2 'DouglasFir Larch „Di en 'ianai »..gft a
Left Cantilever: None Main Span: 4'3” Right Cantilever: None
Check for repetitive use? Yes Tributary Width: 17' Slope: 0:12
Dead Load: 17 psf Live Load: 0 psf Snow Load: 25 psf
Allow. LL Deflection: L/240 Allow. TL Deflection: L/180 DOL: 1.150
Eb: 1600000 psi F,,: 180 psi Fb: 900 psi
User Defined Loads
f F Load Case$ Load 5" Distanpe(s) to Load rA Load;at` Load at �'r i
t Type Start �4 u ELength- s s Start 1 End
F ter: `x mt i it pr �4 ft l a�s r i
i p If a t, z I f
3
Dead Uniform 0' 18'6" 105
Floor Live Uniform 0' 18'6" 200
Design Checks
4 s s Reaction Ben "ding X Shear LLEDefI
a�i z �b ��I F z �s� r TLDefI
w.0., xxE �n a m F psC a i <.w�. z p91,v Rp i n,.° �w Ins.. bk
Max. Value 2165.38 1050.5 109.701 0.0301 0.0491
Allowable 2812.69 1242 207 0.2125 0.2833
of Allow. 77 tt 85 pfd 53 tip 14 It 17 V
Location 0' 2'1 -1/2" 7 -1/4" 2'1 -1/2" 2'1 -1/2"
Reactions and Bearing
lSupporttLocation Min sBearing Reaction r r
0' 1.5 2165.38
4'3" 1.5 2165.38
Self- weight of member is not included.
Member has an actual /allowable ratio in span 1 of 85 0#
Design is governed by bending fb /Fb.
Governing load combination is Dead +Floor Live +Snow Condition 1 w /Pattern Loads.
Maximum hanger forces: 2165.38 Ib (Left) and 2165.38 Ib (Right).
Program Version 8.2 12/17/2004
12.,