HomeMy WebLinkAbout1501 E 2nd St Technical - BuildingTECHNICAL
Permit 01- 57
Address 5o I E
Project description Res■aerrH a 'Pei tieA
GcAiv o s 9
Date the permit was finaled -12 -07
Number of technical pages
DESIGN OF SHOP
POST FRAME BUILDING
RON GARDNER
1501E 2ND ST
PORT ANGELES, WA 98362
JANUARY 2007
BALKAN BUILDERS
EXPIRES
it-0
ReS1 Cteirri44,1
1 100 SF Detzic.i*
le GatzJe
by 4 SEASONS ENGINEERING, INC 22_0
619 SOUTH CHASE STREET
PORT ANGELES, WA 98362
RON GARDNER
1501 E 2ND ST
PORT ANGELES, WA 98362
DESIGN CRITERIA DESIGN STRESSES
SITE ELEVATION 625 FT DOUGLAS -FIR #2 2X 4X
FB 900 PSI
SNOW LOAD 25 PSF F 1350 PSI
F 575 PSI
WIND SPEED 80 MPH F 95 PSI
E 1.6 (10) PSI
3 SEC GUST, V3S 100 MPH
HEM -FIR POSTS P T STR SEL
EXPOSURE C FB 1200 PSI
F 975 PSI
SEISMIC ZONE D2 F 140 PSI
E 1.3 (10) PSI
SOIL BEARING 1500 PSF
HEM -FIR POSTS P T
FB 675 PSI
F 500 PSI
F 70 PSI
E 1 1 (10) PSI
REFERENCES
1 INTERNATIONAL BUILDING CODE 2003
2. INTERNATIONAL RESIDENTIAL CODE 2003
3. TIMBER CONSTRUCTION MANUAL 3RD ED by AITC
4 CONNECTORS FOR WOOD CONSTRUCTION by SIMPSON STRONG -TIE
5 NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION 1997
EDITION
6. RISA -2D RAPID INTERACTIVE STRUCTURAL ANALYSIS 2- DIMENSIONAL
VERSION 5.5 2001
General Notes
1 Engineering for this structure conforms to the minimum standards of the International Building Code 2003, or better
2. Roof snow load 25 PSF
3. Maximum soil bearing capacity 1500 PSF
4 Seismic Zone D2.
5. Wind, VFM 80 MPH, 3 second gust, Vas 100 MPH Exposure 'C'
6. 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.
7 Contractor shall be responsible for all the required safety precautions and methods, techniques, sequences or procedures required to perform
his work.
8. Contractor initiated changes shall be submitted in writing to the structural engineer for approval prior to fabrication or construction.
9 Written dimensions shall take precedence over scaled dimensions on the drawing.
10 Contractor shall verify all notes, dimensions and conditions prior to start of construction and be responsible for the same.
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.
Wood Framing Notes
1 Minimum nailing requirements: Unless otherwise noted, minimum nailing shall be in accordance with Table 2304.9.1 of the International
Building Code 2003.
2. 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.
3. All wood framing details not shown otherwise shall be constructed within or better than the standards of the I.B.C. 2003.
4 All structural framing lumber to be Douglas Fir No. 2 Grade kiln dried, or Hem Fir No. 2. Do not Substitute Hem Fir for Douglas Fir if specified
on drawing.
5. 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.
6. All 4x and 6x structural lumber exposed to weather and /or in ground contact shall be Hem -Fir pressure treated in accordance with the
American Wood Preservers Association standard for ground contact use.
7 Framing connectors, nails, bolts, and other fasteners in contact, with pressure treated wood shall have the following finishes:
Wood 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/ft2
Post Hot -Dip Galvanized, ZMAX galvanized,
1.85 oz/ft2 or SST300- Stainless Steel
SST300- Stainless Steel
8. 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
9. Individual members of built -up posts and beams shall each be attached with 16d spikes at 12' o.c. staggered.
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 International Building Code, 2003.
2. Concrete shall attain a 28 day strength of Fe= 2500 psi.
3. Reinforcing steel shall conform to ASTM A615 -76A, Grade 40, fy= 40,000 psi.
4. Footings shall bear on solid unyielding earth.
RON GARDNER
1501 E 2ND ST
PORT ANGELES, WA 98362
BUILDING DESCRIPTION
TOTAL WIDTH LENGTH
AVERAGE HEIGHT OF BUILDING
1/2 ROOF HEIGHT
Z FEET
Kz ASCE7, PG75
Kzt (1 +K1 +K2 +K3)2
Kd ASCE7, PG76
V
qz 00256KzKztKdV2I
c
Pz WINDWARD WALL
Pz WINDWARD ROOF
Pz LEEWARD ROOF
Pz LEEWARD WALL
WIND PRESSURE, P�gCeQsiw
WNDWARD WALL
WNDWARD ROOF
LEEWARD ROOF
LEEWARD WALL
SNOW LOAD
DEAD LOAD
WIND CALCULATIONS EXPOSURE C, PER ASCE 7 METHOD 2
Gf ASCE7, PG30
Cp W NDWARD WALL ASCE7, PG51
Cp WINDWARD ROOF
Cp LEEWARD ROOF
Cp LEEWARD WALL
ROOF CLADDING UPLIFT PER ASCE7 PG59
EFFECTIVE AREA 1 1651 Pup 1
ZONE 1 GCp I -0.81 14.797
ZONE 2 GCp 1 -1.21 22.195
ZONE 3 GCp I -21- 36.992
TRUSS UP I -29301
HEIGHT BAY WIDTH LENGTH ROOF KNEE
FT FT FT FT SLOPE
9 111 301 401. 4 12 0
30 40,
11.5
2.5
WALL AVE
<15 9 11.51
0.85 0.85 0.851 ZONE A CALCULATION
1 1 1I
0.85 0.85 0.851 3.00
100 100 1001 3.00
1 1 11A= I 3.00
18.50 18.50 18.50
0.85 0.85 0.85
0.80 0.80 0.80
0 0 0 1 h/L 1 0.31
0.60 :0.60 0.60
0.50 0.50 0.50 1 UB 1 1.31
0 0 0
12.58 12.58
PSF
12.58
0.00
9.43
7.86
25.00
10.00
0.00
9.43
7.86
PRESSURE
PER BAY PSF
138.35
0.00
103.76
86.47
260.89
110.00
4
RON GARDNER
1501 E 2ND ST
PORT ANGELES, WA 98362
Vertical stud design with T1 -11 siding
2x6 studs 16" oc
Truss Connection
P 2930#
MGT -TO -MGT 5 /8 "DIA THREADED ROD
9
4 Seasons Engineering Inc.
Project: VARIES
Job. BALKAN BUILDERS
Client: BALKAN BUILDERS
Input Data
volool.„9-404
Left Cantilever None
Check for repetitive use? Yes
Dead Load: 10 psf
Allow LL Deflection: U240
Eb. 1600000 psi
Design Checks
A0440111
Max. Value 385
Allowable 1406.34
of Allow 27 to
Location 0'
Reactions and Bearing
PURLINS 24" OC-Roof Beam
:0401 'k 101?13.40144 '4f-44.1
0 1.5 385
11 1.5 385
Self-weight of member is not included.
Member has an actual/allowable ratio in span 1 of 68
Design is governed by bending fb/Fb.
Governing load combination is Dead+Snow Condition 1 w/Pattern Loads.
Maximum hanger forces: 385 lb (Left) and 385 lb (Right).
Program Version 8.2 12/17/2004
LL)' 2- c's
„..::..4.414r0/
Main Span: 11
Tributary Width: 2'
Live Load: 0 psf
Allow, TL Deflection: L/180
F 180 psi
'00101147A
1?0,1"
966.849
1428.3
68?
5'6'
psi
47.813
207
23
104-3/4'
Page 1
14 43 56 01/03/07
Designed by Donna Petersen P E.
Checked by
Right Cantilever' None
Slope: 0:12
Snow Load: 25 psf
DOL. 1 150
Fb. 900 psi
DOft.
1n $itt
-0.2161 -0.3026
0.55 0.7333
39? 41 if
56 56
Y
4 Seasons Engineering Inc.
Donna J Petersen
GARDNER -07
Pole Bdg 30W 9H 11S EXPC
Jan 3 2007 at 4 PM
POLEBDG 30W 9H 11S EXPC NO
n
Company 4 Seasons Engineering Inc.
Designer Donna J. Petersen
Job Number GARDNER -07 Pole Bdg 30W, 9H, 11S, EXPC
Member Primary Data
Label I Joint J Joint Rotate(d...
1 M1 I N1 N5
2 1 M2 I ,.'N2. N11
3 M5 I N5 N11
:.4' I M6 N5 NIB'
5 M7 N16 N11
6'. M8..... N6. N12
7 M9 N12 N7
8 `I: M10 'N7 N14
9 I M11 N14 N8
10 I...... A412 N8 N:1'6:
11 M13 N15 N8
12 M14 N9. 'N
13 M15 N13 N9
.14..L M16 'N10 N13.
Section /Shape
6X8FS
'6X8FS
2 2X8
2-2X8
2 2X8
2 2X6
2 2X6
2- 2X6
2 -2X6
22X6
2 -2X6
22X6
2 2X6
I..;. 2.2X6'
Design List
Rectangular
Rectangular
Rectangular
Rectangular
Rectangular
Rectangular
Rectangular
'Rectangular
Rectangular
Rectanaular
Rectangular
Rectangular
Rectanaular
Rectangular.......,:
Jan 3, 2007
4 PM
Checked By
Type Material Design Rul...
I Beam I PT HF #1 I Tvpica
I Beam h :PT. HF: #1. I Tvpica
Beam I PT HF STRSEL I Tvpica
I Beam DF #2 Tvpica
Beam DF #2 Tvpica
Beaty) I DF #2. L Typica
Beam I DF #2 I Tvpica
;Beam I IN I. Tvpica
Beam I DF #2 Tvpica
Beam I .:DP #2 Tvbica
Beam I DF #2 Tvpica
Beam: DF #2 Tvbica
Beam DF #2 Tvpica
Beam I DF #2 Typical:
RISA -2D Version 6 5 [C' \RISA PROJECTS \POLEBDG 30W 9H 11S EXPC NO KNEE.r2d] Page 1
a
Company 4 Seasons Engineering Inc.
Designer Donna J. Petersen
Job Number GARDNER -07 Pole Bdg 30W, 9H, 11S, EXPC
Envelope Member Section Forces
Member
1 1 M1
2
3
.4
5
7
8
9
10 :1
11 M2
12
13 1
1 4
15
16
17
18
19
20
21 M5
.22
23
24
25
26.
27
28
29
30
31 M6
'32
33
,34.
35
136
37
1..38
39
40'•
41 M7
42
43
44.
45
47
1 48
49
50
51 M8
52
53
54::
55
56
2
3
4
1 5
I
1
1 2
3
5
I 1
Sec Axiallibl Ic Shearflbl Ic Momentilb -ftl Ic
1 I max 6204.374 1 1415.936 12 1 7140.253 1 2
min 1647.064
2 53.673 11 I 481057 .1
2 max 6178.124 1 1104.649 12 4304.594 1 2
Mitt 1620.81.4 '2 53.673 1 362.293 I 1
3 max 6151.874 1 793.361 2 2169.333 2
1
min ,...1594.564..... 2 51673 1 241.528 1.
4 max 6125.624 1 482.074 2 743.94 1 4
Min 53.673 1 120.764 1
min '1568:3.14 2 1
5 max 6099.374 1 268.765 4 0 1 1
1 0 I 1
min 1542.064 2 53.673
1 max 6204.374 1 1145.146 2 .6804.278 2
Amin. .:955.217 .2 53.673 1 483:057 1:
2 max 6178.124 1 950.588 2 4446.577 1 2
Min 928 :967 2 53 :673 1 362.293 1
3 max 6151.874 1 756.031 2 2526.63 2
min 902 :717 '2 53.673 1 241.528. 1
4 max 6125.624 1 561.473 2 1044.438 12
Min 876.467. 2
53.673 1 120:764...: I 1
5 max 6099.374 1 366.916 2 0 1
min 850 :217 2 53.673 1 0. 1
1 max 3465.069 2 357.777 1 0 11
min 13693289 1. 95:536 2 1
2 max 3604.688 2 86.267 2 70.295 2
min 14367 :907 1 -31 1.442 1 331:15 I 1
3 max 2883.028 2 34.9 4 21.078 1 2
min 12287.193
...1 -63:89 1 .654'. 1 ..1.
4 max 1967.588 2 311.442 1 25.739 1 2
min 14367 :907 1 59.435: 2 331.15
5 max 1891.528 2 60.918 2 0 11
Min 13693.289 1 357:777. 1 Q I 1
max 14827.424 1 1092.663 1 0 1
min:. "3592.487 '2 .:326.025 2 0 1'
max 14357.204 1 94.393 4 434.272 I 2
min 3448.379 2 317" :998 1 1531.066 1
max 14244.514 1 116.592 1 81.251 2
Min 3308.335 '2 32.187 4 403.599 I 1
max 9878.18 1 570.457 1 148.419 12 I
Min_. 1856:88 2 173 :987 .:4 533.142. I ..1
max 9407.958 1 253.71 2 0 11
:min '1712.7.72 :.2 -840.208 1 0 .1' '1..I
max 9407.958 1 840.208 1 0 1
;min 1790.676...:. 2 1.9;.786" 2 '0- 1
max 9878.18 1 -2.391 2 34.381 2
min 1934384 2 570.457. 1 533.142. 1
max 14244.514 1 19.497 2 -97.22 2
minim" 2205.76 2 116492' 1 403.599 1
4 max 14357.204 1 317.998 1 101.945 2
min 22401-828 2 =14 :702 2 1531066 1
max 14827.424 1 36.879 2 0 1
min 2384.'936 2 41092:663: 1
...0 1:
max 955.567 1 4.01 1 0 1
..::rein 201.348 ..2 4 :01 1... 0 1
max 953.562 1 2.005 1 2.127 1
min. 1.99.343... '2 2.005 1 2.127 1
max 951.557 1 0 1 2.836 1
Min,. 197 :338 2 0 1. -2 :836 I' 1
Jan 3, 2007
406 PM
Checked By
RISA -2D Version 6 5 [C \RISA PROJECTS \POLEBDG 30W 9H 11S EXPC NO KNEE.r2d] Page 2
Company 4 Seasons Engineering Inc.
Designer Donna J. Petersen
Job Number GARDNER -07 Pole Bdg 30W, 9H, 11S, EXPC
Envelope Member Section Forces (Continued)
Member
57
58
159
1 '60
61 M9
62 I
63 I
64:
65
.66 :I
67
68 .'I•
69 I
70...
71 M10
72;
73
74
75
76.
77
178
79
80
81 M11
82.
83
'.84
85
86
87
89
90
91 M12
92
93
94..
95
`96:.:
97
98:
99
1 :00
101 M13
102
103 1
.1.04 I
105 1
1:06
107
108 :1
109
1.1'0
111
112 1
113 1
Sec
4
5
1
5
1
5
1
2
3
4
5
2
5
1
2
3
4
5
M14 1
2
Axialfibl
max 949.551
min '195':333
max 947.546
Min .:193:328
max 1558.933
min 472.488....
max 1560.938
min 474:493
max 1562.943
min 476.499
max 1564.949
Min 478.504
max 1566.954
min 480:509'
max 627.494
min. 1899.267
max 630.836
min .1902.609
max 634.178
min 1905:951
max 637.52
min 1909:293
max 640.862
min 1912.635
max 3775.479
min 1204.728.
max 3778.821
min.. 1208.07
max 3782.163
min 1121:1 :412
max 3785.505
Min 121 4/54
max 3788.847
in 1218.096
max 828.423
mine 4337.702
max 833.436
.'min 4342.71.5
max 838.45
min .-4347 :728
max 843.463
min .4352.741
max 848.476
Min 4357.754:.
max 3775.479
min 114 :57
max 3778.821
min 117 :912
max 3782.163
:min .121.254
max 3785.505
min .124.596
max 3788.847
min "127:938
max 49.237
min 1899.267
max 52.579
Ic
1 1
2 I.
1 I
2.'
4'
1
4.
1
4
4
1
4
4
1i.
4
1'..
4
1
4
1
4
4
4
1
4
1
4
1
4
2
1.
2
1
2
1
2
1
2
1:
1
2
1
2
2
1
2
'2
2
1
2
Jan 3, 2007
406 PM
Checked By
Shearflbl Ic Momentflb -ft1
2.005 1 2.127
2.005. '1 :.2:127
-4.01 1 0
-4.01 1 0:
3.008 2 0
3.008 3 0
1.504 2 1.41
1.504. 3 1.41
0 1 1.88
0 1 _1:88
-1.504 2 1.41
-1.504 3 -1 .41 .1
-3.008 2 0
3.008!.. 3 0
5.013 1 0
'5.013 3 0
2.507 1 3.916
2.507 .3... 3.916
0 1 5.222
0 1. 5.222
2.507 1 -3.916
-2.507 3 -3.916
5.013 1 0
5.013.. 3 0.'.
10.026 4 0
10.026 .3 0.
5.013 4 11.297
5.0,13 :3, 11.297
0 1 15.062
0... 1 1 15:062
5.013 4 11.297
-5.013 3 11.29.7
10.026 4 0
10.026.. '3 0
0 1 0
0 1 0
1 0
0: 1 0
Ic
11
I. 1
1
1
1
I 1
3
2
3
2..
3
2.
1
1
1
1
3
1'
.1
3
1
1
1
RISA -2D Version 6 5 [C \RISA PROJECTS \POLEBDG 30W 9H 11S EXPC NO KNEE.r2d] Page 3
o 1 0 11
o 1` .0- 1...
0 1 0 1
0 1 0 1
0 1 0 1
0 1 0 1
10.026 2 0 1
-10 :026 4 0_..... 1
5.013 2 11.297 4
5.013" 4 1' 1.297. '2`.
0 1 15.062 4
0 1 15.062. 2
5.013 2 11.297 4
5.013 4 11.297 2
10.026 2 0 I 1
10.026. 4 0 I 1
-5.013 1 0 1
-5.013 h 4 0 I 1'
2.507 1 1 3.916 I 4
Company 4 Seasons Engineering Inc.
Designer Donna J. Petersen
Job Number GARDNER -07 Pole Bdg 30W, 9H, 11S, EXPC
Envelope Member Section Forces (Continued)
Member
1 114 -1
11151
1 116 ;I....
1 117 1
11:8 :1
119 1
120:1
1 121 1 M15
1 1221.
123 I
.124::1..
125 I
126:
127
128.1.
1291
130.1
131 1 M16
132.1
133 I
•T34
135
1361
137 I
1381
139 I
140 1
Sec
3
4
5
1
5
1
2
3
4
5
min' I
max I
min I"
max
max
Min
max I
rrlin I"
max I
min
max I
min .I
max I
min 1
max
min
max
rrlin
max
Min
max
min
max
niin
max
Jan 3, 2007
406 PM
Checked By
Axial!It?1 Ic Shearflbl Ic Momentflb -ftl k_
-1902.609 1 2.50:7.: 4 3.916:
55.921 2 0 1 5.222
1905. 951.. 1 0 1 5.222
59.263 2 2.507 1 3.916
1909.293" 1 2 :507 4 3.916
62.605 2 5.013 1 0 1
19.12.635 1 5,013 4 0 1:.
1558.933 1 I -3.008 4 0 1
55.407 2 I' -3.008 1 .0 1
1560.938 1 I 1.504 4 1.41 1
51.402.. 2 1 -1 :504 1 1.41 4
1562.943 1 I 0 1 1.88 1
-51 :396 2 :1; 0. 1: 1.88 4
1564.949 1 I 1.504 4 1.41 1
49.391 2 UM 1 1.41 4
1566.954 1 3.008 4 0 1
-47 :386 .2 3 :008 1.. 0 1
955.567 1 -4.01 1 0 1
111.521 2 4.01. 1 0 I '.1
953.562 1 -2.005 1 2.127 I 1
109.516 .2 2.005. 1 2.127. I 1.
951.557 1 0 1 2.836 11
107. 511 2'.. 0 1 2.836 I...1
949.551 1 2.005 1 2.127 I 1
105. 506 2 2. 005 I '2.127 1 1
947.546 1 4.01 1 1 0 1
103.501..._.: 2 4.01 .:1�1 0 1
RISA -2D Version 6 5 [C'\. \RISA PROJECTS \POLEBDG 30W 911 11S EXPC NO KNEE.r2d] Page 4
1 I
VARIES"
I R"
DIAMETER IDEPTH 1MOMENT (BEARING
INCHES CINCHES lFT -LBS ALBS
241 481 120471 7540 OK
181 601 176471 4771 NG
6x8 post H.F P T
4" conc. slab
1
/III
Overturning of footing calculated by IBC2003 equation 18 -3
d 4.25 Ph/S3b or Ph d /4.25
Ph bending moment at column
S3 d(150)(2)1 1/3 1,600 for 4' -0" deep footing
P 6204#
M 7140 FT -LBS
Backfill with conc.
Native soil undisturbed
24 "DIA Conc punch pad
�2-
30x30x48 M =21296 P =15000
24x24x48 M =17037 P =9600
24x22x48 M =16342 P =8800
24x20x48 M =15681 P =8000
24x18x48 M =15058 P =7200
,a"�► 24x 16x48 M =14479 P =6400
40"
R"
I
/III
Overturning of footing calculated by IBC2003 equation 18 -3
d 4.25 Ph/S3b or Ph d /4.25
Ph bending moment at column
S3 d(150)(2)1 1/3 1,600 for 4' -0" deep footing
USE 24X16X48 FOOTING exterior frame locations
6x8 post H.F P T
4" conc slab
Backfill with conc
Native soil undisturbed
8" Conc punch pad