HomeMy WebLinkAbout333 Eclipse Ind Pkwy - Technical TECHNICAL
Permit# -1 02
Address 22 F.5 ti Y v-vvy
Project description mow 0k01d k hon-
Date the permit was finaled 4 ID' 19~
Number of technical pages
PHILLIP B. MCCULLOCH, P.E.
Structural Engineering Services Tele: (541)- 778 -8070
1655 Scofield Street
Central Point, Oregon 97502
STRUCTURAL CALCULATIONS
Proposed Steel Building Foundation Plan
Fite:
New Lean -To Building
PORT ANGELES HARDWOOD
Port Angeles, Washington
•JB Steel, Contractor
September 12, 2011
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Metallic Building Systems FRAME ID #02 USER NAME:mfpablo DATE: 9/ 2/11 PAGE: 2 -3
ss 50./21.667/13.833 20./10 JOB NAME:1124053SMPMT-LE:m2_d -1.fra
MAX. SUPPORT REACTIONS FOR LOAD COMBINATIONS
*LOCATION: Gridlines: 1 4_
i.
NOTES:(1) All reactions are are kips and kip -ft. TIME:14:43:43
(2) These reactions are from loads determined from the applicable code for ASD design'. Seismic loads are limit
state and include magnification factors when so required by the seismic provisions of the•applicable code
for ASD design. It is the responsibility of the foundation designer to apply the load factors and load
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REACTION NOTATIONS
HL- O HR
VL VR
I A B 1
LOAD COMBINATION MAXIMUM REACTION TABLE
COLUMN -A -B
BASE PLATE 8.0X13.0X0.375 10.0X13.OX0.375
ANC. RODS (4) -3/4 (4) -3/4
LOAD COMB HL VL LNL HR VR LNR
GRAVITY LOAD COMBINATION
1 3.1 11.8 0.0 -3.0� 11.9 0.0
2 2.9 11.6 0.0 -3.1 12.1 0.0
WIND LOAD COMBINATION
101 5.5` 7.61 0.0 2.5 1.51 0,0
59 -4.9 -5.4 .0.0 -1.2 -0.8 0.0
103 5.2 9.5 0.0 2.9 3.3 0.0
57 -4.4 =8.O 0.0 -1.7 -3.2 0.0
71 3.6 0.9 0.0 6.7 -7.1 .0.0
90 -1.1 2.6 0.0 -3.6 6.4 0.0
92 -1.5 4.5 0.0 -3.3 8,3 0.0
69 4.1 1.6) 0.0 6.2 -9LSL 0.0
TRANSVERSE EARTHQUAKE LOAD COMBINATION
11 1.6 4.11 0.0 -0.1 3.01 0.0
14 -0.6 0.1 0.0 -0.8 2.0 0.0
15 1.2 1.8 0.0 0.5 0.4 0.0
10 -0.3 2.4 0.0 -1.4 4.71 0.0
BASS -ONLY' EARTHQUAKE LOAD COMBINATION
31 3.7 6.4 0.0 0.9 2.3 0.0
26 l -2.4 -0,9 0.0 -2.1 4.2 0.0
27 3.0 3.7 0.0 1.5 -0.5 0.0
30 -1.9 1.6 0.0 -2.7I 7.1 0.0
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Metallic Building Systems FRAME ID #02 USER NAME:mfpablc DATE: 9/ 2/11 PAGE: 2 -4
ss 50./21.607/13.813 20.110 J09 NAME:11240530MP9ILE:m2 d -1.fra
MAX. SUPPORT REACTIONS FOR LOAD COMBINATIONS
*LOCATION, Gridlines: 1
NOTES:(1) All reactions are in kips and kip -ft. TIME:14:43:43
(2) These reactions are from loads determined from the applicable code for ASD design. Seismic loads are limit
state and include magnification factors when so required by the seismic provisions of the applicable code
for ASD design. It is the responsibility of the foundation designer to apply the load factors and load
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REACTION NOTATIONS
TOAD COMBINATION DESCRIPTION
1 DL +COLL +SNOW
2 DL +COLL +SNOW
10 1.10990L +1.1099CQLL +0.91EQ
11 1.1099DL +1.1099COLL 0.91EQ
14 0.4901DL +0.91EQ
15 0.4901DL 0.91EQ
26 0.743DL +2.5EQ
27' 0.743DL -2.5EQ
30 1.357DL +1.357C0LL +2.5EQ
31 1.3570L +1.357COLL -2.5EQ
57 0.6DL' +WL1
59 0.6DL +WL2
69 0.6DL +WL3
71 0.6DL +WL4
90 DL +COLL +0.75SNOW +0.75WL1
92 DL +COLL +0.75SNOW +0.75WL2
101 DL +COLL +0.75SNOW +0.75WL3
103 DL +COLL +0.75SNOW +0.75WL4
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Metallic Building Systems FRAME ID #01 USER NAME:mfpablo DATE: 9/ 2/11 PAGE: 1 -3
ss 50./21.667/25.157 20./10 JOB NAME:11240538MPEILE:m1_d -l.fra
MAX. SUPPORT REACTIONS FOR LOAD COMBINATIONS
*LOCATION: Gridlines: 2. 3
-r-
NOTES: (1) All reactions are in kips and kip -ft. TIME :14:38:39
(2) These reactions are from loads determined from the applicable code fcr.ASO design. Seismic loads are limit
state and include magnification factors when so required by the seismic provisions of the applicable code
for ASD design. It is the responsibility of the foundation designer to apply the load factors and load
combinations appropriate for the concrete foundation design.
(3) The seismic overstrength factor (Omega) is not included in the ^LEQ" Load Group reactions.
REACPIONQ®�3'A'rIa55E -ONLY" combination reactions include an overstrength factor of: 2.000
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HL f HR
1 VR
*�A1 I B 1
LOAD COMBINATION MAXIMUM REDACTION TABLE
COLUMN -A -B
BASE PLATE 8.0X13.0X0.375 10.0X14.OX0.375
ANC. RODS (4) -3/4 (4) -3/4
LOAD COMB HL VL LNL HR VR LNR
GRAVITY LOAD COMBINATION
1 5.4 20.8 0.0 -5.2 20.6 0.0
14 0.3 -1.4 -3.2 -0.3 -2.2 -3.2
13 0.3 -1.4 -3.2 -0.3 -2.2 -3.2
2 5.1 20.5 0.0 5.4 20.8 0.0
WOND LOAD cOMBINATTON
81 8.3 13.8 0.0 1.7 6.21 0.0
55 5.9 -5.4 0.0 -1.5 0.0 0.0
83 7.7 17.3 0.0 2.4 9.4 0.0
57 .1.9 15,0 5.2 -0.6 -16.4 5.9
67 4.4 2.1 0.0 8.1 -7.5' 0.0
78 0.1 7.8 0.0 -5.9 12.1( 0.0
114 5.3 14.0 0.0 -5.7 17.3 0.0
59 1.8 -13.4 -5.2 -0.5 18.1. -5.9
TRANSVERSE EARTH¢ITAKB LOAD COMBINATION
11 2.8 6.6I 0.0 -0.2 4.4 0.0
16 1.3 0.0 0.0 -1.3 3.0 0.0
17 1.8. 2.71 0.0 0.7 0.3 0.0
10 -0.4 3.91 0.0 -2.3 7.2 0.0
'BASE-ONLY' EARTHQUAKE LOAD COMBINATION
35 6.0 10.2 0.0 1.51 3.3 0.0
30 3.9 1.6 0.0 -3.31 6.2 0.0
31 4.8 5.7 0.0 2.4 1.2 0.0
34 -2.9 2.6.1 0.0 4,5 10.9 0.0
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Metallic Building Systems FRAME ID #01 USER NAME:mfpablo DATE: 9/ 2/11 PAGE: 1
ss 50./21.667/25.267 20./10 JOB NAYE:11240538MPRILE:m1 d -1.fra
MAX. SUPPORT REACTIONS FOR LOAD COMBINATIONS
*LOCATION: Gridlines: 2
NOTES :(1) All reactions e in kips and kip -ft. TIME:14:38:39
(2) These reactions are from loads determined from the applicable code for ASD design. Seismic loads are limit
state and include magnification factors when so required by the seismic provisions of the applicable code
for ASD design. It is the responsibility of the foundation designer to apply the load factors and load
combinations appropriate for the concrete foundation design.
(3) The seismic overstrength factor (Omega) is not included in the "LEQ' Load Group reactions.
gprIoNSpcIMSE- ONLY" combination reactions include an overstrength factor of': 2.000 j.
LOAD COMBINATION DF„SCRIPTION
1 DL +COLL +SNOW
2 DL +COLL +SNOW
10 1.1099DI; +1.1094COLL +0.91EQ
11 1.1099DL +1.1099COLL 0.91EQ
13 0.4901DL +0.91RBUPEQ
14 0.4901DL +0.91RBUPEQ
16 Q.4901DL +0.91EQ
17 0.4901DL 0.91EQ
30 0.743DL +2.5EQ
31 0.743DL -2.5EQ
34 1.357DL +1.357COLL +2.5EQ
35 1.357DL +1.357CCLL -2.5EQ
55 0.6DL +WL2
57 0.6DL +LWL1 +RBUPLW
59 0.6DL +LWL2 +RBUPLW
67 0.6DL +WL4
78 DL +COLL +0.75SNOW +0.75WL1
81 DL +COLL +0.75SNOW +0.75WL3
83 DL +COLL +0.75SNOW +0.75WL4
114 DL +COLL +0.75SNOW +0.75LWL3 +0.75RBDWLW