20150238 15-B-14531_Calcs_11-13-15 RevisedBuilding
I i
Garco, Systems
Division of Robeitson•Ceco II Corporation
2714 S. Garfield Road
Airway Heights, WA 99001 -9595
November 09, 2015
HCI STEEL BUI LDI NGS LLC
17833 59TH AVE NE
ARLI NGTCN, VIA 98223-6450
15- B- 14531
YELM CCMVUNI TY SCHCCLS
YEL M VIA
42' 0" x 83' 6" x 17' 10"
To Whom I t May Concern:
HLL Rr LJJL
AC472
Office: (800) 941 -2291
(509) 244 -5611
Fax: (509) 244 -2850
http: / /www.garcobuildings.com
Thi s i s t o cer t i f y t hat rrat er i al s f or t he subj ect st r uct ur e have been desi gned i n
accordance W t h t he order docurrent s, speci f i cal I y as shown per t he at t ached
Engi neer i ng Des gn Cr i ter i a Sheet .
Aspect s of code conpl i ance as r el at ed t o use or occupancy, such as spr i nkl er
r equi r errent s, ar e not addressed by t hese docurrent s.
These rrat er i al s, when pr oper I y er ect ed on an adequat e f oundat i on i n accor dance W t h
t he erect i on dr aW ngs as suppl i ed and us ng t he component s as f ur ni shed, W I I rreet
t he at t ached I oadi ng r equi r emEnt s.
Thi s cer t i f i cat i on does not cover f i el d rrodi f i cat i ons or t he desi gn of mat er i al s not
f ur ni shed by Gar co Bui I di ng Syst ems.
The attached design cr i t er i a i of or mat i on is to r emai n with and form part of t hi s
Letter of Cer t i f i cation.
The cal cul at i ons and t he rret al bui I di ng t hey r epr esent ar e t he pr oduct of Gar co
Bui I di ng Syst errs or a di vi si on of i t s of f i I i at a NCI Bui I di ng Syst errs. The engineer
whose seal appears hereon i s enpl oyed by ei t her Gar co Bui I di ng Syst errs or a division
of i t s a f f i l i a t e NCI Bui I di ng Syst errs and is not the engineer of record for t hi s
pr of ect .
Cor di al I y,
Gar co Bui I di ng Syst errs
Mgt er i al s f or Mst al Bui I di ngs
An NCI Co mp a n y
Jeffrey M Conrad, P. E.
Seni or Desi gn Engi neer
15 -B -14531
Mailing Address:
Garco® Building Systems
2714 S. Garfield Road
Airway Heights, WA 99001
rYWS,
a of ti�tic0'
11 gd Dposbe
OpW24!3126!22;5: !BN
Page 1 of 3
Office: (800) 941 -2291
(509) 244 -5611
Fax: (509) 244 -2850
Building
I i
Garco, Systems
Division of Robeitson•Ceco II Corporation
2714 S. Garfield Road
Airway Heights, WA 99001 -9595
Bui I di ng Code ..................... 2012
Bui I di ng R sk Cat egor y ............ Hi gh
Roof Dead Load
Superimposed ................. 2.99
Col I at er al ................... 3.00
( 0. 00 psf Cei I i ng 3. 00 psf Ot her)
Roof Live Load .................... 25.0
Snow
VW nd
ACLKtUl ItU
AC472
Office: (800) 941 -2291
(509) 244 -5611
Fax: (509) 244 -2850
http: / /www.garcobuildings.com
I BC
(Risk Category I I
psf
psf
3 psf no reduction
Ground Snow Load (Pg) ........ 25.00 psf
Snow Load I mpor t ance Factor ( 1) 1.10
FI at Roof Snow Load ( Pf ) ..... 22. 00 psf ( per code)
M ni mum Roof Snow Load ( Pf ) .. 25. 00 psf ( used i n desi gn)
Snow Exposure Factor (Ce) .... 0.90
Ther mat Fact or ( Ct ) .......... 1.20
UI t i mat a V`i/ nd Speed ( Vul t ) ... 115. 00 rrph
Norri nal VW nd Speed (Vasd) .... 89 rrph ( I BC sect i on 1609.
VW nd Exposure Category ....... B
I nt er nal Pressure Coef (GCpi) 0. 00/0. 00
\/V nd Flow .................... Clear
Loads f or component s not pr ovi ded by bui I di ng nanuf act ur er
Ct her Areas 16. 00 psf pressure - 16. 00 psf suct i on
These val ues ar e t he maxi mum val ues r equi r ed based on a 1 C
Component s W t h I ar ger areas may have I oveer W nd I oads.
Se i s rri c
Sei srri c I mpor t ance Fact or ( I e) 1. 25
Sei srri c Desi gn Cat egory ...... D
Soil Site Gass .............. DStiff Soil
3. 1)
sq f t area.
Ss ........................... 1.250 g Sds ..... 0.833 g
S1 ........................... 0.500 g Sd1 ..... 0.500 g
Anal ysi s Pr ocedur a ........... Equi val ent Lat er al For ce
Col urm Li ne AI I
Bas c Force Resi st i ng Syst em C4
Response IVbdi f i cat i on Coef f i ci ent ( R) 3. 50
Sei srri c Response Coef f i ci ent ( Cs) 0. 298
Basi c St r uct ur al Syst em ( f r om ASCE 7- 10 Tabl e 12. 2- 1)
C4 - Or di nary Steel IVbrrent Fr arre
15 -B -14531 Page 2 of 3
Mailing Address: Office: (800) 941 -2291
Garco® Building Systems (509) 244 -5611
2714 S. Garfield Road Fax: (509) 244 -2850
Airway Heights, WA 99001
gGar3co.Systems
J
Division of Robe rtson -Ceco II Corporation
2714 S. Garfield Road
Airway Heights, WA 99001 -9595
nom.
.M-k- rVlIry
AC472
Office: (800) 941 -2291
(509) 244 -5611
Fax: (509) 244 -2850
http: / /www.garcobuildings.com
The rrat er i al suppl i ed by t he rranuf act ur er has been desi gned wi t h
the f of I owi ng rri ni rrum def I ect i on criteria. The act ual def I ect i on
Tray be I ess dependi ng on act ual I oad and act ual rrerrber I engt h.
Roof Li ni i s
Raf t er s
Pur I i ns
Panel s
Li ve L/
240
240
60
Snow L/
240
240
60
Ser vi ceabi I i t y
VW nd L/
240
240
60
Tot al G' avi t y
L/
240
240
60
Total Uplift L/
240
240
60
Fr arre Li rri t s
Si desway
Por t al
Fr arre Si desway
Live W
200
Snow W
200
Ser vi ceabi I i t y
VW nd W
200
Sei srri c Drift
W
50
50
Crane W
100
Ser vi ceabi I i t y
VW nd W
N/ A
200
Total G' avi t y
W
200
Ser vi ce Sei srri
c W
200
200
VII I Li ni t s Li ni t
Total VW nd Panel s L/ 60
Total VW nd G r t s L/ 90
Tot al VW nd EW Col urms L/ 120
The Ser vi ce Sei srri c I i rri t as shown here i s at ser vi ce I evel I oads.
15 -B -14531 Page 3 of 3
Mailing Address: Office: (800) 941 -2291
Garco® Building Systems (509) 244 -5611
2714 S. Garfield Road Fax: (509) 244 -2850
Airway Heights, WA 99001
BUILDER:
CUSTOMER:
Aare
Buifdim Systems
DESIGN PACKAGE
HCI STEEL BUILDINGS LLC
YELM COMMUNITY SCHOOLS
JOB NUMBER: 15 -B -14531
TABLE OF CONTENTS
Original Design Completed thru Change Order # 0
Revision History
Rev #
Page
Design Criteria
1
Notes on Drawings
2 -3
Deflection Criteria
4
Building A
5 -15
Special Details
16
Original Design Completed thru Change Order # 0
Revision History
Rev #
Update
Reactions
�
Reason for Revision
Pages Revised
Date
Revised
Eng.
Project Engineer: Kyle P. Ryan (Spokane)
Checking Engineer: Jeffrey M. Conrad, P.E.
Signing Engineer: Jeffrey M. Conrad, P.E.
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11/09/2015
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Portal Frames - In
Girt Line - Flush Girts
Page 10-15-14
Top Attachment 4 Bolt Clip - Bottom Attachment Floor
Nov '14
Re03
Usual
User Input
1' -2 at 8'
1' -4 at 10"
Eave Height
(Portal Frame Girt Distance).
1' -6 at 12" Usual
Purlin�Steel Line
44" Usual Location.
Purlin Depth
Minimum is Half Frame
Column Base Plate Width plus
2 3
7 +�
fl a o
M °
Frame Column
U) o
—
O L
a-
�d LO
-- -
III
`V "0 A325
IIF=
- Bolts
ICI
LUJ P
Portal
Default
Clip Values
b
Frame
II
Column
II
ii
4 Bolt Clip PC28_
II
Frame
4 Bolt Clip PC28_ II
II
Column
Portal
Frame
J Frame User
Column
Column
- Input '
O
°'
(Setback from Wall)
4 Bolt Clip PC28_
42" Usual Location.
Minimum is Half Frame Column
Base Plate Width plus i ".
User Input
0
(Portal Frame
Note: Check for clearance
Girt Distance) '
when Wall Liner is required
Portal
Frame User Input
OColumn
(Setback
from Wall)
Frame
O O
Column O O
Girt /Steel Line
O
a�
U
Portal
n
Usual Location is � Girt Depth.
Frame
Except 5" Min. at 1" Inset with 8" Girts.
Column
°
Minimum is Half Portal Frame
Column or Rafter Widest Plate.
0
Low Eave Shown
Suggested
Location
High Eave Similar
Page 16
11/09/2015
§arcs
Building Systems
REACTIONS
BUILDER: HCI STEEL BUILDINGS LLC
CUSTOMER: YELM COMMUNITY SCHOOLS
JOB NUMBER: 15 -B -14531
Notes
1) The reactions provided are based on the Order Documents at the time of mailing. Any changes to building
loads or dimensions may change the reactions. The reactions will be superseded and voided by any future
mailing.
2) The reactions provided have been created with the following layout (unless noted otherwise).
a) A reaction table is provided with the reactions for each load group.
b) Rigid Frames
(1) Gabled Buildings
(a) Left and Right columns are determined as if viewing the left side of the building, as shown on
the anchor rod drawing, from the outside of the building.
(b) Interior columns are spaced from left side to right side.
(2) Single Slope Buildings
(a) Left column is the low side column.
(b) Right column is the high side column.
(c) Interior columns are spaced from low side to high side.
c) Endwalls
(1) Left and Right columns are determined as if viewing the wall from the outside.
(2) Interior columns are spaced from left to right.
d) Anchor rod size is determined by shear and tension at the bottom of the base plate. The length of the
anchor rod and method of load transfer to the foundation are to be determined by the foundation engineer.
e) Anchor rods are ASTM F 1554 Gr. 36 material unless noted otherwise on the anchor rod layout drawing.
i) X- Bracing
(1) Rod Bracing reactions have been included in values shown in the reaction tables.
(2) For IBC and UBC based building codes, when x- bracing is present in the sidewall, individual
longitudinal seismic loads (RBUPEQ and RBDWEQ) do not include the amplification factor, S20.
(3) For IBC and UBC based building codes, when x- bracing is present in the endwall, individual
transverse seismic loads (EQ) do not include the amplification factor, Q0.
3) Reactions are provided as un- factored for each load group applied to the column. The foundation engineer will
apply the appropriate load factors and combine the reactions in accordance with the building code and design
specifications to determine bearing pressures and concrete design. The factors applied to load groups for the
steel column design may be different than the factors used in the foundation design.
a) For projects using ultimate design wind speeds such as 2012 IBC or 2010 Florida building code, the wind
load reactions are at a strength value with a load factor of 1.0.
The manufacturer does not provide "maximum" load combination reactions. However, the individual load
reactions provided may be used by the foundation engineer to determine the applicable load combinations for
his/her design procedures and allow for an economical foundation design.
Rev G 7/01/13
FRAME ID #1 USER NAMES KPRyan DATES 11/ 8/15 PAGES 1 -3
cs 42. /17. 833/16. 25 25./115 JOB NAMES 14531A FILES frames -1 -4, fra
SUPPORT REACTIONS FOR EACH LOAD GROUP
sLOCATIONs Gridliness 1 4
NOTE, A l l react i ons are i n k s ps and k i p -ft. TIMES 23, 11, 06
R�0CTTf1N Nf1T0TTf1NC
HL
I VL
Fl--LB-1
�VR
Fl--LA-1
LOAD GROUP REACTION TABLE * = 1 4
COLUMN
x -B
x -A
LOAD GROUP
HL
VL
LNL
HR
VR
LNR
DL
0.4
1.9
0. 0
-0.4
1.9
0.0
C ❑LL
0.8
2.0
0. 0
-0.8
2.0
0.0
SNOW
2.6
9.3
0. 0
-2.6
9.3
0.0
LL
2.6
9.3
0. 0
-2.6
9.3
0.0
EQ
-1.2
-1.0
0. 0
-1.2
1.0
0.0
WL 1
-0. 8
3. 4
0. 0
-2. 0
0. 8
0. 0
WL2
-2.0
-2.4
0. 0
-0.4
-4.4
0.0
LWL1
1.5
5. 1
0. 0
-1.5
5. 1
0.0
LWL2
-1. 2
-5. 1
0. 0
1, 2
-5. 1
0. 0
WL3
2.0
0.8
0. 0
0.8
3.4
0.0
WL4
0.4
-4.4
0. 0
2.0
-2.4
0.0
RS
1, 8
4. 2
0. 0
-1. 8
7. 1
0. 0
LS
1, 81
7. 51
0. 0
-1. 8
4. 7
0. 0
P2K1
1 0. 51
1, 01
0. 0
-0. 51
1, 01
0. 0
LOAD GROUP
DESCRIPTION
Roof Dead Load
DL
C ❑LL
Roof Collateral Load
SNOW
Roof Snow Load
LL
Roof Live Load
EQ
Lateral Seismic Load
[parallel to plane of frame]
WL1
Lateral Primary Wind
Load
WL2
Lateral Primary Wind
Load
LWL1
Longitudinal Primary
Wind Load
LWL2
Longitudinal Primary
Wind Load
WL3
Lateral Primary Wind
Load
WL4
Lateral Primary Wind
Load
RS
Unbalanced Right Roof Snow Load
LS
Unbalanced Left Roof
Snow Load
P2K1
2000# Point Load
FRAME ID #2 USER NAMES KPRyan DATES 11/ 8/15 PAGES 2 -3
cs 42. /17. 833/26. 5 25./115. JOB NAMES 14531A FILES frames -2 -3, fra
SUPPORT REACTIONS FOR EACH LOAD GROUP
sLOCATIONs Gridliness 2 3
NOTE, A l l react i ons are i n k s ps and k i p -ft. TIMES 23, 11, 44
R�0CTTf1N Nf1T0TTf1NC
HL
I VL
Fl--LB-1
IVR
Fl--LA-1
LOAD GROUP REACTION TABLE * = 2 3
COLUMN
x -B
x -A
LOAD GROUP
HL
VL
LNL
HR
VR
LNR
DL
0.6
2.8
0. 0
-0.6
2.8
0.0
C ❑LL
0.8
2.2
0. 0
-0.8
2.2
0.0
SNOW
4.2
15.2
0. 0
-4.2
15.2
0.0
LL
4.2
15.2
0. 0
-4.2
15.2
0.0
EQ
-1.5
-1.3
0. 0
-1.5
1.3
0.0
WL1
-1. 1
5.7
0. 0
-3. 1
1.2
0.0
WL2
-3. 1
-3.8
0. 0
-0.4
-7.3
0.0
LWL1
1.7
5.8
0. 0
-1.7
5.8
0.0
LWL2
-1. 6
-6. 4
0. 0
1, 6
-6. 4
0. 0
WL3
3. 1
1. 2
0. 0
1. 1
5. 7
0. 0
WL4
0.4
-7.3
0. 0
3. 1
-3.8
0.0
RS
2. 9
6. 8
0. 0
-2. 9
11, 6
0. 0
LS
2. 91
12. 31
0. 0
-2.9
7.6
0.0
P2K1
1 0. 51
1, 01
0. 0
-0. 51
1, 01
0. 0
LOAD GROUP
DESCRIPTION
Roof Dead Load
DL
C ❑LL
Roof Collateral Load
SNOW
Roof Snow Load
LL
Roof Live Load
EQ
Lateral Seismic Load
[parallel to plane of frame]
WL1
Lateral Primary Wind
Load
WL2
Lateral Primary Wind
Load
LWL1
Longitudinal Primary
Wind Load
LWL2
Longitudinal Primary
Wind Load
WL3
Lateral Primary Wind
Load
WL4
Lateral Primary Wind
Load
RS
Unbalanced Right Roof Snow Load
LS
Unbalanced Left Roof
Snow Load
P2K1
2000# Point Load
FRAME ID #3 USER NAMES KPRyan DATES 11/ 8/15 PAGES 3 -2
pf 26, 5/17, 833 main bu t ld i ng JOB NAMES 14531A FILES portal, fra
SUPPORT REACTIONS FOR EACH LOAD GROUP
LOCATION bays 2- CGridline A> 2- CGridline B>
NOTE, A l l reactions are in kips and kip-ft. TIMES 23, 11, 59
R�OCTTf1N AIf1TATTf1NC
HL
IVL
LOAD GROUP REACTION TABLE
IVR
COLUMN
LEFT COLUMN
RIGHT COLUMN
LOAD GROUP
HL
VL
LNL
HR
VR
LNR
DL
0. 1
0. 8
0.0
-0. 1
0. 8
0.0
EQ
-3.3
-4. 6
0.0
-3.5
4. 6
0.0
WL 1
-3. 9
-5. 4
0. 0
-4. 2
5. 4
0, 0
WL2
4. 2
5. 4
0. 0
3. 9
-5. 4
0. 0
LOAD GROUP DESCRIPTION
DL Roof Dead Load
EQ Lateral Seismic Load [parallel to plane of frame]
WL1 Lateral Primary Wind Load
WL2 Lateral Primary Wind Load