HomeMy WebLinkAbout1102 A St Technical - BuildingTECHNICAL
Permit#
Address 11b2-- A S-4-
Project description iRehid Dc1
Coj Do rt
Date the permit was finaled 03-31 --0 Co
Number of technical pages 13
Carport
Structural Design
for
Zena Montoya
1102 S A Street
Port Angeles, WA 98363
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4 SEASONS ENGINEERING, INC o�'
619 SOUTH CHASE STREET
PORT ANGELES, WA 98362 \b V
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EXPIRES
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4SEASONS
ENGINEERING, INC
City of Port Angeles Building Official
321 East Fifth St.
Port Angeles, WA 98362
Subject: Scope of Engineering for
Enclosed is the structural design of the Carport for Zena Montoya.
At this time, portions of this structure that have been reviewed by the engineer
include
1 Lateral Forces
2. Beams and Headers
3. Foundation
Structural Design
Zena Montoya
1102 S A Street
Port Angeles, WA 98363
Please give me a call if you need any additional information.
Sincerely
_Dejx.h
Donna J. P tersen P.E.
(360) 452-3023 Fax (360) 452-3047
619 S. Chase Street Port Angeles, WA 98362
March 13, 2006
2-
Structural Design
Zena Montoya
1102 S. A Street
Port Angeles, WA 98363
DESIGN CRITERIA
ELEVATION LESS THAN 625 FT
SNOW LOAD GROUND= 25 PSF
SNOW ROOF 25 PSF
LIVE LOAD 40 PSF (FLOOR)
DEAD LOAD =10 PSF (FLOOR)
DEAD LOAD =10 PSF (ROOF)
DEAD LOAD 7 PSF (CEILING)
3 SEC GUST, Vas 100 MPH
EXPOSURE C
SEISMIC SPECTRAL ACCELERATION
Ss =1.50, S1= 60
SEISMIC SITE CLASS D
SEISMIC USE GROUP I
SOIL BEARING 2000 PSF
REFERENCES
(1)
(3)
(4)
(5)
DESIGN STRESSES
DOUGLAS FIR/LARCH #2- 2 4 x
Fb 900 PSI
Fv= 95 PSI
E= 1.6 (10) PSI
DOUGLAS FIR/LARCH #1- 2 4 x
Fb 1200 PSI
Fv 95 PSI
E= 1.8 (10) PSI
HEM FIR #2 -2 &4x
Fb 850 PSI
Fv= 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 1997
ROSBORO -APA WOODCAD, VERSION 1 1 by ROSBORO GLULAM RESOURCES 2000
RISA -2D RAPID INTERACTIVE STRUCTURAL ANALYSIS 2- DIMENSIONAL VERSION 5.5
2001
General Notes
1 Ground snow load 25 PSF roof snow load 25 PSF
2. Maximum soil bearing capacity 2000 PSF
3. Seismic Zone D2.
4. Wind, VFM 80 MPH, 3 second gust, Vas 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.
Footings and other unformed surfaces:
earth face 3'
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 Residential 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:
Formed surfaces exposed to earth, walls below ground, or weather
#6 bars or larger 2'
#6 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
18' 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.R.C.
2. Minimum nailing requirements: Unless otherwise noted, minimum nailing shall be in accordance with Table
R602.3(1) of the 2003 I.R.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 -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:
Wpod 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 oz/ft`
Post Hot -Dip Galvanized, ZMAX galvanized,
1.85 oz/ft or SST300- Stainless Steel
SST300Stainless 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 double studs each side of all openings in stud bearing
walls not detailed otherwise.
16. Provide 4x8 headers, or double 2x8 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 and at intermediate bearing locations. Provide double joists
under all load bearing partitions. Provide double joists each side of openings unless detailed otherwise.
18. Provide double joist headers and double joists each side of all openings in floors and roofs unless detailed
otherwise
19. Toenail joists to supports with 2 16d nails, 2 -10d box nails for TJ1 joists.
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 shearwali 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 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 c 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 wall is 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.
2003 IBC WIND ANALYSIS WIDTH LENGTH LEAST DIM 2003 IBC SEISMIC ANALYSIS SIMPLIFIED BASE SHEAR
BUILDING DESCRIPTION 15 :I 191 151 S1 I 0.50
FIRST FLOOR 8 Ss N 1.25
SECOND FLOOR SITE CLASS D
:ROOF HEIGHT 1 Fv 1.50
AVERAGE HEIGHT OF BUILDING 9 Fa N 1.00
2A =I 6 1 Sm1 0.75
WIND EXPOSURE I' C Sms 1.25
WIND SPEED Vast 100 MPH Sd1 I 0.50
ROOF PITCH 1 1;671 121 7.921 Sds 0.83
OPEN PORCH ROOF LATERAL ANALYSIS 'SEISMIC USE GROUP 1
WIND ANALYSIS ASCE 7 METHOD 2 SEISMIC DESIGN CATEGORY I D
Kd =10.85 I I =11.0 Kz= 10.850 RESPONSE MODIFICATION FACTOR I 2.50
Kzt =11;0' I G =0.85 I SEISMIC BASE SHEAR COEFFICIENT =I 0.400
I qz I Cf I G`Cp Wind Pressure
Wall area I 18.50 I. 2.00_ .I 1 70 I 31 4
Roof area I 18.50 I 0.81 I 14.9
LONGEST JOIST 2 FT OC 119
EAVES I
TRUSS UPLIFT I 284
HURRICANE CLIP I H5
CAR ITRIB
PORT IAREA
E -W (wall
Lines (roof
1
I
N -S wall
Lines roof
I
1
MAIN LATERAL FORCE RESISTING SYSTEM WIND LOADS
(AREA)(PRESSURE)/LENGTH SHEAR
WIDTH I HEIGHT PS FORCE LENGTH
FT I FT PSF LBS FT PLF
9.5 `I 1.0 31 44
14.94
1 298.7 15
7.5:. 1 1.0 31.44
7.5 I 1.5 14.94
403.8 19=
M O NTOYA. LATERAL. I B C2003.xis
SHEAR
19.9
21.3
�TRIB
AREA
"ROOF
"FLOOR
WALL
ETC.
ROOF
FLOOR
WALL
ETC.
WIDTH I DL
FT I PSF
..9:5' 8..
1
7.5
SEISMIC LOADS
SHEAR
COEFF
0.400
0.400
SHEAR
LBS
456.0
456.0
SHEAR
PLF
30.4
24.0
Eagle Point
Project: PORT ANGELES, WA
Job: MONTOYA CARPORT
Client: MONTOYA CARPORT
Input Data
Check of (2)2x12 No. 2- Douglas Fir Larch Dimensional
Left Cantilever None Main Span: 9'6'
Check for repetitive use? Yes Tributary Width. 9'6'
Dead Load: 8 psf Live Load: 20 psf
Allow LL Deflection: L/240 Allow TL Deflection: L/180
Eb. 1600000 psi F 180 psi
Design Checks
Max. Value
Allowable
of Allow
Location
Reaction
lb
2088.28
2812.69
74 tit
9'6'
Reactions and Bearing
Support Location Mln. Bearing
ft in
0'
9'6'
Program Version 8.2 12/29/2005
ROOF BEAM -Roof Beam
Bending X
psi
659.669
1035
64Se
4'8- 17/32'
Reaction
lb
1.5 1476.88
1.5 2088.28
Shear
psi
55.887
207
27
8'6 -3/4'
Self- weight of member is not included.
Member has an actual/allowable ratio in span 1 of 64 St%.
Design is governed by bending fb /Fb.
Governing load combination is Dead +Snow Condition 1 w /Pattern Loads.
Maximum hanger forces: 1476.88 lb (Left) and 0 lb (Right).
LL Defl.
in
Page 1
15.36:25 03/13/06
Designed by John Partch
Checked by
Right Cantilever 1'9'
Slope: 0:12
Snow Load: 25 psf
DOL. 1 150
Fb. 900 psi
0.045
0.175
25 ti
11'3'
Ti.; Deft
in
0.0572
0.2333
24 r
11'3'
Eagle Point
Project: PORT ANGELES WA
Job: MONTOYA CARPORT
Client: MONTOYA CARPORT
Input Data
Check of (2)2x12 No. 2- Douglas Fir Larch Dimensional f/
Left Cantilever None Main Span: 9'8'
Check for repetitive use? Yes Tributary Width: 0'
Dead Load: 10 psf Live Load: 20 psf
Allow LL Deflection: L/240 Allow TL Deflection: L/180
Eb. 1600000 psi F 180 psi
User Defined Loads
Load Case
Dead
Snow Condition 1
Design Checks
Max. Value
Allowable
of Allow
Location
Reactions and Bearing
Support Location Min. Bearing
ft In
0'
9'8'
Reaction
lb
947.591
2812.69
34 d
9'8'
Program Version 8.2 12/29/2005
ROOF BEAM 2 -Roof Beam
Load Distances) to
Type Start
ft
Uniform 611
Uniform 611
Bending X
psi
271 575
1190.25
23 V
67-23/32'
Reaction
lb
1.5 228.034
1.5 947.591
Self- weight of member is not included.
Member has an actualaliowable ratio in span 1 of 23 V
Design is governed by bending fb /Fb.
Governing load combination is Dead +Snow Condition 1
Maximum hanger forces: 228.034 lb (Left) and 947.591 lb (Right).
Load
Length
ft
3'9'
3'9'
Page 1
15.3701 03/13/06
Designed by John 'Partch
Checked by
Right Cantilever None
Slope: 0:12
Snow Load: 25 psf
DOL. 1 150
Fb. 900 psi
Load at
start
pit
76
237.5
Load at
End
pit
Shear LL Den. TL Deft.
psi in in
29.053 -0.027 0.0357
207 0.4833 0.6444
14 V 5 V 5It
8'8 -3/4' 5'4- 13/32' 5'4- 13/32'
r- tzt
z a Ir 1D t
TO USE:
1. Select the appropriate set of tables based on roof slope.
2. Select the section of that table that corresponds to the design
live load and load duration.
3. Find a span that meets or exceeds the design span for the
appropriate roof dead load (15 psf or 20 psf).
4. Read the corresponding joist, depth and spacing.
DESIGN ASSUMPTIONS:
1. The spans listed are the horizontal clear distance between supports.
Refer to the diagram below.
2. The spans are based on uniform gravity loads only and have not
been evaluated for wind.
3. These tables do not reflect any additional stiffness provided by
the roof sheathing.
4. Live load deflection has been limited to L/240.
5. Total load deflection has been limited to L/180.
6. A load sharing (repetitive member) increase has been applied.
This increase is based on the attachment of a proper deck
to three or more joists, spaced no more than 24' oc.
7 The spans are based on the minimum required bearings as listed
on page 14.
ADDITIONAL NOTES:
I. Web stiffeners are not required for any of the spans listed in these
tables. Web stiffeners are required when using the 'bird's mouth'
bearing detail. Web fillers are required for joists seated in hangers
that do not laterally support the top flange.
2. The design of continuous spans is based on the longest span.
The shortest span must not be less than 50% of the longest span.
3. 1/240 is the minimum deflection criteria allowed per code for roof
joists supporting non plaster ceilings. Verify deflection limits with
local code requirements.
4. Roof joists most have a minimum slope of 1/4' per toot (1/4:12)
for positive drainage.
5. For conditions not shown, use the Uniform Roof Load (PLF) Tables
or contact your LP Engineered Wood Products distributor for assistance.
6. Roof applications in high wind areas require special analysis which
may result in reduced spans and special connectors to resist uplift.
ROOF JOIST SPAN
a,
0 2005 LnusfanaPanec Cup*,
t 3►
Horizontal Span
12 �I
a
ACTUAL DEFLECTION
BASED ON SPAN AND LIMIT
Span (Cl I 1360 I L/240 0180
10 5/16" 1 /2" 11/16"
12 318" 5/8" 13/16"
14 7/16' 11/16' 15/16"
16 9/16' 13/16" 1 /16'
18 5/8" 7/8" 1 -3/16'
20 11/16" I" 1 -5/16"
22 3/4" I-1 /8" 1 -7/16"
24 13/16" I -3/16" 1 -5/8"
26 7/8' 1 -5/16" 1 -3/4'
28 15/16" 1 3/8" 1 7/8'
30 I" 1 -1/2' 2"
Deflections rounded to the nearest 1/16'
Series Depth
Root Dead Load
9 -1 /2'
10120W 11 -7/8"
14'
9 -U2'
LPI 32W 11 -7/8"
14'
16'
9
10120W 11 -7/8"
14"
9 -1/2"
LPI 32W 11-7/8'
14'
16' 1
9 -1/2"
LPI 20W 11 -7/8"
14'
9 -1/2' i
11 7/8"
1.01 32W
14'
16'
9 -1/2"
101 20W 11 -7/8"
14'
9 -1/2'
11 -7/8'
14'
16"
9 -1/2'
LPI 20W 11.7/8"
14
9 -1/2"
117/8"
VI 32W 14
16'
9 -1/2"
101 20W 11 -7/8'
14'
9 -1/2'
LPI32W 11 -718"
14"
16"
l�µe°
101 32W
6
16" oc 19.2" o
15 psf I i 20 psi 15 psf 20 psf
20'_9" 19'_9' 19' -6' 18' -1'
24'-10" 23' -8" 23' -4' 22-3"
28' 3" 26' II" 26' -7" 25' 3"
22' -10' 21' -9" 21' 5" 20' 5"
27' -2" 25' -1l' 25' -6" 24' 3"
30' -10" I 29' -4' 1 28' -11" 27' -6"
34' -1' 32' 5' 31' -1l' 30' -5"
19' -10" 19' -0" 18' -8" I 12-10"
23 -9" 22_9° 22-2" 20' -10"
27' -0" 25' -4' 24'_8" 23' -2"
21 -10" 20' -11' 20' -6' 19' 7"
26' -0" 24'-11" 24' 5" 23' -4"
29' -6" 28' 3" 27' -7" 25' -11
32-7" 30' -10" I 29' -It" 28' -1"
19' 1' 18' -4' 17' -11" 17' 3"
22' 10" 21' -8" 20' -I1" 19' -9"
25' -6' 24' -1' 23' 3' 22-0"
21 20' -2" 19'_8" 18' -11"
25' -0" 24' -0" 23' 5" 22-2"
28' -4' 27' -0" 26' -1° 24' -1"
31 -0" 29' 3" 28' 3" 26 -9"
17' -10" 17' 3" 16' -7" 15' -9"
20' 10" 19' 10' 19' -0" 18' l'
23' -2" 22' -1' 21' -I° i 20' -2"
19' -7' 18' 11' IS' -4' 17' -6'
23' -4" 22' 3" 21' -4" 20' -4"
22-11' 24' -9" 23' -8" 22'
28' -I' 26' -10" 25' -8" 23' -8"
16' -9" 16' -I' 15' 3" 14' -8"
19 18' 5' i 17'_6" 16' -9"
21' -4' 20' -6' 19' 5" 18' -8"
18' -6" 17' -10" 36' -11" 16' 1'
21' -6' 20' -8" 19' -7' 18' 10'
23' -11' 22' 11" '21' -9" i 20' 3'
25' -I1' 24' -4' 21' -10" 20' 3"
15' -7" 15' -0" .14' -2" 13' -9"
17' -10" 17' 3" 16' -4' I5' -9"
19' -10' 19' -2" 18' -1" 17' -I'
17' -4' 16' -8" 15' -0" 14' -1"
20' -1" 19' -4' '17' -8" 'I 16' -7"
22' 3' 21' 3" 18' -t0" 17' -8"
22' -8" 21 3' 18' 10' j IT 8"
os
15 pst 1 20 psf
l7' -2"
21 7 i'-6
22
19' 10"
23' -7'
26' -9"
29' -6'
17' 3°
19' 10"
22-0"
18' 11"
22' 3'
24' -8"
26' -9"
16' -4'
18' -8"
20' -lo"
18' -I"
21' -0"
23' 3"
25' 3"
14' -9"
16' -1l"
18' -10"
16' -5"
19' -0"
20' 7'
20' -7'
13' 7'
15' -7"
16' -10"
13' -10"
I6' -4'
17' 5'
17' 5'
11' -11"
14' -t"
l4' -1"
11' -11"
14' I"
15' -0"
15' -0"
18' 10"
22' 5"
25' -5"
27' -9"
16' -3"
18' -7"
20' -8"
I0'-0"
20' -10"
23' -2"
25' -1"
15' 5'
17' -8"
l9' -8"
IT-I'
19' -10"
22-0"
22-8'
16' -2"
18' -0"
15' -0"
IT -8"
18' -10"
18' 10"
12' 10"
15' -0"
15' -7'
12-10"
15' -2"
16' -I°
16' I'
11' -2"
13' -2'
13' -8"
11' -2"
13' -2"
14' -1"
14' 1"
161 's
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DATE: S/4/60
4SEASONS
ENGINEERING, INC (360) 452 3023
619 S Chase St Port Angeles, WA 98362
e,
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SCALE:
DRAWN 111
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ENGINEERING, INC (360) 452-3023
619 S Chase St Port Angeles, WA 98362
DATE: bE/ 0 /00
SCALE:
DRAWN BY•
CHECKED:
SHEET
OF