HomeMy WebLinkAboutPermit Building 2019-11-07LSPRINNGIELD
.OREGON
Web Address: www.springfield-or.gov
Building Permit
Commercial Structural
Permit Number: 811-19-002291-STR
IVR Number: 811005256652
Permit Issued: November 07, 2019
TYPE OF WORK
Category of Construction: Commercial
Submitted Job Value: $27,000.00
Type of Work: New
City of Springfield
Development and Public Works
225 Fifth Street
Springfield, OR 97477
541-726-3753
Email Address: permitcenter@springfield-or.gov
Description of Work: Open roof structure for mechanical cooler
]OB SITE INFORMATION
Worksite Address Parcel Owner: STATE OF OREGON
3100 PIERCE PKWY
Springfield OR 97477
1702300001000
MILITARY DEPARTMENT
Address: PO BOX 14350
SALEM, OR 97309
LICENSED PROFESSIONAL INFORMATION
Business Name License License Number Phone
DORMAN CONSTRUCTION INC - CCB 68801 541-984-0012
Primary
Inspection
1999 Final Building
1260 Framing
1020 Zoning/Setbacks
PENDING INSPECTIONS
Inspection Group
Struct Com
Struct Com
Struct Com
Inspection Status
Pending
Pending
Pending
1110 Footing Struct Com Pending
SCHEDULING INSPECTIONS
Various inspections are minimally required on each project and often dependent on the scope of work. Contact
the issuing jurisdiction indicated on the permit to determine required inspections for this project.
Schedule or track inspections at www.buildingpermits.oregon.gov
Call or text the word "schedule" to 1-888-299-2821 use IVR number: 811005256652
Schedule using the Oregon ePermitting Inspection App, search "epermitting" in the app store
Permits expire if work is not started within 180 Days of issuance or if work is suspended for 180 Days or longer depending on
the issuing agency's policy.
All provisions of laws and ordinances governing this type of work will be complied with whether specified herein or not.
Granting of a permit does not presume to give authority to violate or cancel the provisions of any other state or local law
regulating construction or the performance of construction.
ATTENTION, Oregon law requires you to follow rules adopted by the Oregon Utility Notification Center. Those rules are set
forth in OAR 952-001-0010 through OAR 952-001-0090. You may obtain copies of the rules by calling the Center at (503)
232-1987.
All persons or entities performing work under this permit are required to be licensed unless exempted by ORS 701.010
(Structural/ Mechanical), ORS 479.540 (Electrical), and ORS 693.010-020 (Plumbing).
Printed on: 11/7/19 Page 1 of 2 C:%myReports/reports//production/01 STANDARD
Permit Number: 811-19-002291-STR
PERMIT FEES
Fee Description
Technology Fee
Structural building permit fee
Structural plan review fee
State of Oregon Surcharge - Bldg (12% of applicable fees)
Page 2 of 2
Quantity Fee Amount
$34.89
$422.94
$274.91
$50.75
Total Fees: $783.49
Printed on: 11/7/19 Page 2 of 2 C:\myReports/reports//production/01 STANDARD
Structural Permit Application splu"ef a= DEPARTMENT USE ONLY
Permit no.:
�
o���Gj
�S Fifth Street � SptingiieW, OR 97177 � PH15d I t72fr3753 � FAX(541)726.3689 OREGON (/ � / �/� 2—?
Date: /D
This permit is issued under OAR 913.410.0030. Permits expire If work is not started within L80 days of issuance or if work Is
suspended for 180 days.
LOCAL. GOVERNMENT APPROVAL
This pmjat has Mal land -use Eppmval.
SI um. Date:
Tbi s project has DEQ approval,
Si nmtar: Date.
Zoning approval verified: ❑ Yes ❑ No
Property is within flood plain: ❑ Yes ❑ No
CATEGORY OF CONSTRUCTION
[] Residential 10 Government 10 Conamereial
JOB SITE INFORMATION AND LOCATION
Job site Wren: 3100 Pierce Parkway
city, Springfield State:Or ZIP. 974
Subdivision: I Lot no.:
Reference: Taxlot: l 23000 t uoc
PROPERTY OWNER
Now: Stats of - 02M2 Mary t
Address:1176MIllaft SE
Chr. Salam Slue: Or ZIP: 973
Photic:503-5843491 Fax:
E-tmail:timolh .I. filbert , ail.ml6
Bu(tding Owns or a's Pff this application:
Sigm here:
0 This ' tan is " on resltleraial ac farm pmpaty ownW
by an or a member of nW immediate &a*. and is exempt from
ltccusiap requirements aider ORS 701.010.
CONTRACTOR INSTALLATION
Business mate" Darman Construction
Addrass:303 Sth Silt St Suite 135
Ci : Springfield Stale Or Z1P.974
Pbome• 50-964-0012 A Fax: 84 -0
E -mail: Bradffimmancaftwoodloncom-
CC13 Ilaansa no.: 88801
Print name: Brad Audelsm
Signature:
SUB40NMACM INFORIIIATION
$
!''tame
CC§ Lkenrtr A
Phone
Hlectria►1
3. Pian revlew fees
Plumbing
s /71
$
(e) Subtotal of fees above (3a and 30):
rolecbantcat
4. Miscellaneous fees
Last edited 5.3-2019 Blanes
PEE SCHEDULE
1. Valuatlen Information
(a) lob description, �a-7,.-/ 2cae�� Slr;em:�J2eoe— i
Occupancy " ommertra — U i 'l .
Consnvcdon type: S
l
Square fat: so ILP 9 C?Zf
Cost per square foot! s32.00
Other inrmmatioa: Ott o Li—CoaleA-
T)pzameav %
Enerp Path: N/ A
new ❑atteration ❑ addillon
(b) Foundation -only permit? F( Yes Iff No
Total valualies:
s 7 000
2. Balklta8 fees
(a) Permit fee (use valuation refire):
(b) Investigative fee (equal to (P.aj):
S
(e) Reinspection (S per hour):
(number of hours x fee per hour)
$
(d) Enter 12% surcharge 02 x f Z&Qbf24 k Is
(e) Subtotal of fees above (2o 11trough 2d): Is
3. Pian revlew fees
(a) Plan review (65% x permit fee (tan:
(b) Fire and life sarcty (054%x pwWt Am20).
s /71
$
(e) Subtotal of fees above (3a and 30):
S
4. Miscellaneous fees
(a) Seismic fee. 1%(.01 x permit fee (3al);
s
(b) Tech rm 50. (.05 x permit reep3aj+PR fee 13c))
s
TOTAL fees ami surcharges (7.e+3r+-4a+b):
520 q 9
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WASNINeTON
UNITEE) STATES DEPARTMENT OF THE INTERIOR
BUREAU C]F LANID MANAGEMENT
NORTHWEST OREGON DISTRICT
LANE COUNTY
NATE MAP
i
SIO COOLER INSTALLATION
d r�
LOCATION MAP
DRAWING INDEX
SHEET 1 TITLE SHEET & LOCATION MAP
SHEET 2 EXISTING SITE CONDITIONS
SHEET 3 PROPOSED SITE
SHEET 4 STRUCTURE DETAILS
SHEET 5 COOLER DETAILS
SHEET 6 SLAB AND CURB DETAILS ' • • •
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SAFETY
I REV. NO. I DESCRIPTION I DATE I
UNITED STATES DEPARTMENT OF THE INTERIOR
BUREAU OF LAND MANAGEMENT
NORTHWEST OREGON DISTRICT SPRINGFIELD, OREGON
SIO COOLER INSTALLATION
TITLE SHEET & LOCATION MAP
ENGINEERING APPROVAL
SUBMITTED
APPROVED A� /
DRAWN: SCALE: NTS
DATE: /2019 I SHEET 1 OF 6
DRAWING NO. LLORNWD-SOC-2019-1
0 20 40
t" PVC ELECTRIC CONDUIT
PVC ELECTRIC CONDUIT
STUB -UP FOR
PATPW DA429KI
LEGEND
CONCRETE SLAB
W/ RADIO TOWER
CONCRETE SLAB
W/ PORTABLE --"
RADIO BUILDING
GRAVEL
EXISTING ASPHALT
EXISTING TREES
BOLLARDS
UTILITY POLE
FENCE
CURB
EXISTING BURRIED
ELECTRIC LINE
DATA UNE
EXISTING BURRIED
STORM DRAIN
DATA (3 COUNT)
EMPTY CONDUIT
FOR ELECTRIC
RAIL ROAD
m. N0. W 1E APP90YiD
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DATE RECEIVED '1 JOB NO.
ZONE OCCUPANCY GROUP
UNIT OCCUPANCY LOAD
STORIES TYPE CONSTRUCTION
LEGAL DESCRIPTION �% () 10 00
EADDRESS y,
THE CONTENTS HERE ON HAVE BEEN REVIEWED, WITH
ALTERATIONS NOTED ON THE PLANS OR BY ATTACHMENT.I
CHANGES OR ALTERATIONS MADE TO THE APPROVED
DRAWINGS OR PROJECT AFTER THE DATE BELOW SHALL
BE APPROVED BY THE BUILDING OFFICIAL.
CITY OF SPRINGFIELD, OREGON
STORM DRAIN
0 20 40
Feet
�O\NG
gU�
SIO COOLER INSTALLATION
PROPOSED SITE
OESI�IE6 �y
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LEGEND
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RT CONCRETE SLAB
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EXISTING CURB
CONCRETE SLAB ®
PROPOSED CURB
RB W/ PORTABLE
RADIO BUILDING —_—
EXISTING BURRIED
PROPOSED ASPHALT
ELECTRIC LINE
PROPOSED UTILITY LINE
EXISTING TREES
PROPOSED BURRIED
STORM DRAIN
W
• BOLLARDS
EXISTING BURRIED
cC UTILITY POLE
STORM DRAIN
Q
RAIL ROAD
DATA (3 COUNT)
-------
EMPTY CONDUIT
FOR ELECTRIC
COMPRESSOR (3'x3.5') ;-----OPTIONAL ITEM OF WORK ON APPROVAL
OF THE GOVERNMENT:
+ - EXCAVATION - CONCRETE CURB CONSTRUCTION
+
I - DEMOLITION OF CURB w ASPHALT PAVEMENT CONSTRUCTION
- ROCK PLACEMENT - CRACK SEAL/JOINT SEAL ON SEAAUS00:0
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SHEET METAL
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1 STRUCTURE BOTTOM VIEW
Not to Scale
CL COLUMN
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MANUFACTURER'S
RECOMMENDATION
rlf'%l 1 I\IAI
X 1'-0"
TER
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ALTERNATIVE COLUMN ANCHOR
3 COLUMN ANCHOR DETAIL � DETAIL SIDE VIEW
Not to Scale Not to Scale
CORRUGATED
METAL ROOF
c
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BRACING
lo
/
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22'
1
/
2 STRUCTURE TOP VIEW
Not to Scale
EMBEDMENT
X 5/8" X 1'-0"
,OLUMN
SINGLE—V
GROOVE WELD
ALTERNATIVE COLUMN ANCHOR
DETAIL TOP VIEW
Not to Scale
7.67'
I BEAM
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Lu
1 STRUCTURE BOTTOM VIEW
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MANUFACTURER'S
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rlf'%l 1 I\IAI
X 1'-0"
TER
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lo
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22'
1
/
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Not to Scale
EMBEDMENT
X 5/8" X 1'-0"
,OLUMN
SINGLE—V
GROOVE WELD
ALTERNATIVE COLUMN ANCHOR
DETAIL TOP VIEW
Not to Scale
7.67'
UNITED STATES DEPARTMENT OF THE INTERIOR I
BUREAU OF LAND MANAGEMENT
NW OREGON DISTRICT OREGON STATE OFFICE
SIO COOLER INSTALLATION
STRUCTURE DETAILS
DESIGNED SARA BEAUUEU
REVIEWED THOMAS JONES
APPROVED JAMES ELVIN
DRAWN:SJB SCALE:AS SHOWN
DATE: 07/2019 SHEET 4 OF B
DRAWING NO. LLORNWO-SIOC-2019-4
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UNITED STATES DEPARTMENT OF THE INTERIOR I
BUREAU OF LAND MANAGEMENT
NW OREGON DISTRICT OREGON STATE OFFICE
SIO COOLER INSTALLATION
STRUCTURE DETAILS
DESIGNED SARA BEAUUEU
REVIEWED THOMAS JONES
APPROVED JAMES ELVIN
DRAWN:SJB SCALE:AS SHOWN
DATE: 07/2019 SHEET 4 OF B
DRAWING NO. LLORNWO-SIOC-2019-4
19'3" 1
q COOLER WA Scale LAYOUT
I Not to
NOTES:
OVERALL COOLER SIZE: 24'-1/2" X 19'-3" X 12'-6 1/4"
2 COOLER `TOS LAYOUT
Not to Scale
WALL PANEL
ANGLE SCREED
6" X 1 1/2" TIE DOWN W/ 3/8"
RADIUS W/ #8 x 1/2" MTHSMS
® 12" O/C INTO WALL PANEL
W/ 3/8'x3" TITEN ® 36" O/C
INTO FLOOR (2 1/2" EACH)
CONCRETE FLOOR (NIC)
3 COVE BASE TIE DO�PN DETAIL
Not to Seale
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® 12" O/C INTO WALL PANEL
W/ 3/8'x3" TITEN ® 36" O/C
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UTILIZE 1 REI
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3" MIN
NOTE: MUST HAVE 3" MIN CLEARANCE IN ALL DIMENSIONS
1 SLAB REBAR DETAIL
Not to Scale
— 3" MIN
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NOTE: MATCH WITH EXISTING CURB
4 CONCRETE CURB DETAIL
Not to Scale
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4 (1/2") REBAR
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,
4"
L---------------------------------------------------
ASPHALT PATCH TO MATCH EXISTING
ASPHALT WITH SLAB SURFACE
(:2 SLAB PROFILE DETAIL
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12"
UTILITY STUB -UP 36" SWEEP (1 1/4" +
6" 4" ABOVE SLAB GRADE
APPROXIMATE COLUMN
I LOCATION ,
APPROXIMATE /
COMPRESSOR LOCATION
4"
1 ")
SAMPLE PORT
SUPPORT PAN
FILTER ELEMENT
RIGID STRAINER
NOTE: DIMENSIONS CHANGE DEPENDING ON
THE SIZE OF THE CATCH BASIN .
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24'
APPROXIMATE COOLER
LOCATION
-----------------------------
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FRONT (EAST)
32'
NOTE: - 8 -INCH THICK FLAT CONCRETE
SLAB CONTAINS 2500 PSI CONCRETE
WITH A 3-4" SLUMP
- SLOPE FOR FIRST 24' WILL BE 1/16" PER FOOT
- SLOPE FOR LAST 3' WILL BE 1 1/3" PER FOOT
CONCRETE SLAB DETAIL
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UNITED STATES DEPARTMENT OF THE INTERIOR
BUREAU OF LAND MANAGEMENT
NW OREGON DISTRICT OREGON STATE OFFICE
SIO COOLER INSTALLATION
SLAB AND CURB DETAILS
DESIGNED SARA BEAULIEU
REVIEWED THOMAS JONES
APPROVED JAMES ELVIN
DRAWN:SJB SCALE:NTS
DATE: 07/2019 _ SHEET 6 OF 6
DRAWING NO. LLORNWO-SIOC-2019-6
\ +2
NOTE: - LOCATION IS IN FLOOD ZONE X: OUTSIDE OF
THE 500 YEAR FLOOD PLAIN
- CURB ALSO ACTS AS A RETAINING WALL
- NO ENDANGERED OR THREATENED SPECIES
WITHIN THE HABITAT INSIDE OF THE CONSTRUCTION
ZONE
\ \ ` 707•\ `
RT
LEGEND
CONCRETE SLAB ��-�-
W/ RADIO TOWER
CONCRETE SLAB
W/ PORTABLE ---
RADIO BUILDING
EXISTING FENCE
AND PROPERTY LINE
CURB/RETAINING WALL
EXISTING BURRIED
ELECTRIC LINE
DATA LINE
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STORM DRAIN
EXISTING ASPHALT
DATA (3 COUNT)
EXISTING TREES
------- EMPTY CONDUIT
•
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FOR ELECTRIC
UTILITY POLE
RAIL ROAD
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NW OREGON DISTRICT 01
SIO COOLER INS]
1
�v1�D
\VA1
SUPPLEMENTARY PAGE
SARA BEAULIEU
DESIGNED
'
REVIEWED THOMAS JONES
1
1
'
0 20
APPROVED JAMES ELVIN
40
1
1
'
Feet DRAWN: SJB SCALE
DATE: 06/2019 I SHEET
1
,
DRAWING NO. LLORNWO-SIOC-2019•
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LEGEND
CONCRETE SLAB FENCE / PROPERTY LINE
RT W/ RADIO TOWER EXISTING CURB/RETAINING WALL
\
CONCRETE SLAB PROPOSED CURB
RB
\ W/ PORTABLE
RADIO BUILDING ___ EXISTING BURRIED
\ syr <
� \ �
ELECTRIC LINE
PROPOSED ASPHALT
PROPOSED UTILITY LINE
\�
EXISTING TREES PROPOSED BURRIED
\
107'-
01 STORM DRAIN
\ \ \ BOLLARDS EXISTING BURRIED
\ \ UTILITY POLE STORM
DATA (3 COUNT)
' � RAIL ROAD
10.4 EMPTY CONDUIT
1 . 10.2' EXISTING FOR ELECTRIC
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CATCH BASIN
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1 1 \ I _ FENCE REV, NO. DESCRIPTION DATE APPROVED
UNITED STATES DEPARTMENT OF THE INTERIOR
BUREAU OF LAND MANAGEMENT
NW OREGON DISTRICT OREGON STATE OFFICE
1NG SIO COOLER INSTALLATION
1 1 Qv1�Q SUPPLEMENTARY PAGE:
PROPOSED PLOT PLAN
\ �X�
DESIGNED SARA BEAULIEU
1 1
REVIEWED THOMAS JONES
1 1 11 0 20 40APPROVED
JAMES ELVIN
1 1 Feet DRAWN:SJB I SCALE: 1' = 20'
\1 1 DATE: 06/2019 SHEET 2 OF 2
DRAWING NO.LLORNWO-SIOC-2019-52
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RUILDiNS SYSTEMS
A DMSION OF NUCOR CORPORATION
Notes and Specifications
Building Erection Notes
1) The general contractor a Wl- erector 1. nespanetble to aafey and properly
wreck the metal building syatam in conformance with tees drawings, OSHA
requhmnwds and metal building system In conformance with Nees drawkgs,
OSHA requirements and ether MBIA or CSA SIB standards pertaining to proper
erection. This Includes, but Is not limited to, the correct use of temporary
guy. and bracing when needed for aqumbig. plumbing, and seurlrg the
structural and secondary framing. Secondary wall framing recur. glrte or
bar Jobst.) are not designed to function as a work platform or provide
safety tie—off attachment in aceardarnn with OSTM �qulren anew
Secondary of framing members (pvlins or bar )mets) aro not designed
to prwids safety tie—off attachment in accordance with OSHA nq.—nds.
2) A325 & A400 Hot tlghhNng nqukemwls
it is the responsibility of the erector to ensure proper bot tghtmes In
aAxamlance cath appfieable regulations. Sea the RCSC SgwiFication is
Struetuml Jolola U.Ina A325 or A49(1 Bo ; far more lnfonmatim
The fellashvil erltsria may be used to determine the bolt tighteee
e
pew.. •areg—tight• or fully—pretemioned7, unless required otherwise by
local juria•cUm or contract requlrameda
J/� NI A4B0 trots shall be 7uly—fully
B) All A325 hafts In primary framing (rigid frames and bracing)
may De 'wug- i; moapt as faioesc
fly-mmtenetan w��s bate rr:
a) Building support a crane system with a capacity greater
Nan 5 tone.
b) BAAlding supports mochinary that creates vibration. Impact
or stress—reversals on the connections. The Engineerof—
Record for the project ehauld be consulted to avoluate
for this condition
o) The project alta in located In a high ael mlo area. For
IBC—based codes, 'High Seismic Area' is defined as
•Setemlo Design Category bE'
of ', ', or 'F' . Sae N
w
'Bulldkg made• section of this page for Ne defiled
eebsmk design category far this project
d) Arty connection deelgrNried In Nese drawings as A325—SC'.
'S1Ip—CrlHcci (SC)• cannectiona must be free of Paid. ON,
or other materials that reduce friction at contact surfaces.
Gahanlzed or lightly meted surfaces aro acceptable.
C) In Canada. all A325 and A490 bolte shall be YWIy pro—teroloned% except for
secondary members (pur9ns, 9kh, apenlmy =ng, etc.) and flange braces.
D) Secondary member porins. 11Ws. opening framing, etc-) and floge brace
connections may always be •snug—tight•, unless Indicated otherwim In Nem
drawings.
3) The metal building supplier shall be notified prior to any field modifications.
ModificoUone shall be approved by the metal building supplier before work is
undertaken.
4) Common Abb Wall—
TYP UNO — Typkal tinier. Noted ONenrise SLI — Similar
b
SL
V —Short Leg Vertical NIC Not In CoMracl
c LLV —Long Leg vertical h SL —Steel Une
d NS & FS — Near Side and Far Side N/A — Not Applicable
e OAL — Overnll Length MBS — Metal Building Supplier
5) Construction loads shag not be placed an any structural elect framework unless
such framework bs safety hoted. welded, ar otherwise adequately secured.
6) Purim and girt. shall not be used as an anchorage paint for a fan ra
ars[ system
unless written approval I.obtained from the metal build rig supplier.
7) Purim may any be used os o walldrg/working surface when installing safety
systems, after aD permanent bridging has been Installed and fall proheUon
is provided.
8) Cans onaB Toads may be placed only within a zone that is within 8 feet of the
center line of tha primary support member. CFR bundles should be placed directly
over the rigid framaia.
9) NI lifting dwAcm must meet OSHA or MSHA standards and in no case le It
acceptable to use d p—
dr members supplied by the MBS as a spder bar
ar INIng dovke.
PROJECT NUMBER: U 19H0798A _
PROJECT NAME: B LM Final
PROJECT LOCATION: Springfield- Q
CUSTOMER: _ Metallion Industries
PRIMARY AND SECONDARY STEEL PRIMER COLOR: RED
ROOF SHEETING, TYPE: CR 26 GAGE, FINISH: Brick Red SP
ROOF PANEL CUP TYPE: N/A
THERMAL BLOCKS: No EPS FOAM SPACER: No
SEAMING METHOD FOR CFR ONLY): ❑'ROLL LOCK"TM
=010 TI@ DETAL PMtS POR LI -ASE LOCK" L � ❑"VISE LOCK 360'
COMPOSITE CFR DECK. TYPE: N/A GAGE, FINISH:
ROOF UNE TRIM, PAINTED: Brick Red SP
EXTERIOR WALL SHEETING. TYPE: none _ GAGE, FINISH:
EXTERIOR WALL CORNER TRIM FINISH: none
EXTERIOR BASE TRIM, PAINTED: none
FRAMED OPENING TRIM, PAINTED: none
WALL FRAMED OPENING, SIZES: FSW none
BSW none
LEW none
REW none
INTERIOR WALL SHEETING, TYPE: none _ GAGE, FINISH:
INTERIOR CEILING LINER, TYPE: none _ GAGE, FINISH:
INTERIOR WALL TRIM, PAINTED: none
YESI NO
X ❑ DOWNSPOUTS PAINTED: Brick Red SP GUTTERS PAINTED; Brick Red SP
❑ X WALKDOORS, QUANTITY- PAINTED:
❑ X WINDOWS: _ PAINTED:
❑ X INSULATION (NOT BY MBS), ROOF: INCH WALLS: INCH
❑ X CRANES (SEE CRANE PLAN FOR ADDITIONAL CRANE INFORMATION)
❑ X MEZZANINE (SEE MEZZANINE PLAN FOR ADDITIONAL MEZZANINE INFO)
❑ X WALL TRANSLUCENT PANELS:
❑ X ROOF TRANSLUCENT PANELS:
INSULATED PANELS YES ❑ NO ❑
❑ X PIPE JACKS, SIZE: _ QUANTITY-
oto
l All structural stead sections and welded plate member are designed In ❑ 1RY ROOF FRAMED OPENINGS, SEE ROOF FRAMING PLAN FOR SIZES
accordance with ANSI/AISC 360 •SpecTfkatlana for Structural Steil Buildings•
or the CAN/CSA S16 time States Dmign of steel SwEl atuaa'... required by 7s�
l RIDGE VENTS, 10'-0" LONG X 9" THROAT. QUANTITY.
the apeoUbsd bulking code.
2) All welding of structural steel is based on either AVIS D1.1 'Structural Welding
Cade — Steel' or GIN/CSA W59 'W kid Seet Construction (Metol Are
Welling)', as required by the specified building code.
3) All oald formedmbeer are designed In accordance wBh ANSI/NSI Sit or
GIH/CSA 5736 "specifications for the Design .f Cold Formed Steel Structural
Members'. m required by It. specified building coda
4) NI welding of cold formed steel Is famed on AWS D7.3 'Structural Welding
Code — Sheet Staid' or CAN/CSA W59 'Welded Steel Construction pdetal Aro
Welding)', as required by the specified building code.
5) This Metal Building Supplier facility Is AAs AC -472 Accredited and
AMID MD and W47.1 Certified (H applicable) for the dmign and
manufacturing of Natal Building Systems.
6) If joists aro included with this project, they aro supplied as a part of the
systems engineered meld building and aro fabricated in accordance with
the roquirenante of Section 1826.758of the OSHA safely standards for
steel erection, doted January 18. 2001.
Material Soecificatione
Plate and Flonge Material:
12' WM4 te 1 1/4' Th. A529 Grade 55
Otte -- A572 Grade 50
Built—Up Structural Web -- A1011 SS * HSIAS Class 1) Brad. 55
Hot—Rolled Structural A36 or A572 Grade 50 or A992 Grade 50
Structural Tube A500 Grade B (48 KSI)
Structrrral Pipe A500 Grade B 42 KSI)
Cold—Fornsd Structural A1011 ar At 039 SS (or HSLAS Class 1) or A653 Grad. 55
Thm—Fostered Roof Paml A792 CYode OD
Standing Swm Roof Poral A702 Clads S0. Class 1
NI Wall Parol Profiles A953 Grade ED, Clam 1 or A792 Grade 80, Clam 1
Rod Bracing — A520 Code 50
Welds AWS D1.1/D7.3 or CSA W59 per Budding Code
tagfl—Strength Belts A325 Type 1 or MBO 7A. 1 Heavy Hex
Machine Bolt A307 Grad. A Her
1RAOEMARK 1998, NUCOR BUILDING SMEMS
FOR OCCUPANCY (RISK) CATEGORY I OR II, IBC PROVISIONS
INDICATE THAT SINGLE -STORY BUILDINGS SHALL HAVE "NO
DRIFT UMrr PROVIDED THAT INTERIOR WALLS, PARTITIONS,
CEILINGS, AND EXTERIOR WALL SYSTEMS HAVE BEEN
DESIGNED TO ACCOMMODATE THE SEISMIC STORY DRIFTS.
INTERIOR WALLS. PARTITIONS. CEIUNGS, OR EXTERIOR WALL
SYSTEMS NOT PROVIDED BY THE METAL BUILDING
MANUFACTURER SHALL BE DESIGNED AND DETAILED BY
OTHERS TO ACCOMMODATE THE SEISMIC STORY DRIFTS.
SEISMIC DRIFT VALUES MAY BE OBTAINED FROM THE METAL
BUILDING MANUFACTURER.
THIS BUILDING SYSTEM IS BASED ON UNIFORMLY APPLYING
THE CONTRACT -SPECIFIED LIVE LOAD AND ROOF SNOW LOAD.
IN ADDITION, THE DESIGN IS BASED ON APPLYING A
CODE -DEFINED LIVE LOAD (INCLUDING APPLICABLE
REDUCTIONS) AND A CODE -DEFINED SNOW LOAD (BASED ON
CONTRACT -SPECIFIED GROUND SNOW) FOR ALL PARTIAL
LOADING AND UNBALANCED SNOW LOAD CONDITIONS.
YES NO
❑ X FASCIA, PROJECTION: TOP OF FASCIA HEIGHT. _
FACE PANEL, TYPE: _ GAGE, FINISH:
BACK PANEL, TYPE: —GAGE. FINISH:
CAP TRIM PAINTED: BASE TRIM PAINTED: _
❑ CLOSED SYSTEM, CLEAR UNDER SOFFIT TRIM:_
SOFFIT PANEL, TYPE:_ _ _GAGE, FINISH:
SOFFIT TRIM AT BUILDING UNE PAINTED:
❑ OPEN SYSTEM, (NO SOFFIT PANEL PROVIDED)
CLEAR UNDER FASCIA:
❑ X PARAPET SYSTEM
❑ STRUCTURAL PARAPET ❑ NON-STRUCTURAL PARAPET
❑ X WAINSCOT
WALL PANEL, TYPE: GAGE, FINISH:
BASE TRIM PAINTED: JAMB TRIM PAINTED:
TRANSITION TRIM PAINTED:
MBMFI =
CERTIFIED
M E M B E R
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DESIGN CODE: OSSC H 4 Cy
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ROOF LIVE LOAD: 20.00 PSF MBMA OCC. CLASS: 11
LIVE LOAD REDUCIBLE Yes a
GROUND SNOW LOAD: 25.0 PSF SNOW EXP. FACTOR, Ce: 1_0000 m
SNOW IMPORTANCE FACTOR, Is: 1.00
WIND: 120 / 93 MPH
(Vat) / (Vom)
C & C PRESSURES (PSF): 24/ -34
EXPOSURE: C
UL 90 NO
Cloeek Roof—Corot. No. 101 ;Clamb Roof w/ Translucent Panel—Const. No. 107
CFR Roof—Conal NoM2 ; CFR Roof w/ Translucent Panel—Comm. 1,10.59D ;
Composite CFR Roof--ra..L No.552A ; VRIO I Roof—Const No.332 .
SEISMIC INFORMATION 58:0.845 S1.0.308
Design Sds/Shc: 0.552 / WWII Site Class: D
Seismic Imp. Factor. 1.00 Seismic Design Category: D
Analysis Procedure: Equivalent Lateral Force Method
Basic SFRS: OrATKI0 96ee1_Moomitt Frames
NOTES
1 TEAAL DEAD LOADS. UNLESS OTHERWISE NOTED, ARE ASSUMED To BE
UNIFORMLY DISTRIBUTED. WHEN SUSPENDED SPRINKLER SYSTEMS, LIGHTING, HVAC
EQUIPMENT. CEILINGS, ETC.. ARE SUSPENDED FROM ROOF MEMBERS. CONSULT THE IA.BS.
IF THESE CONCENTRATED LOADS DMEED 500 POUNDS (USING THE WEB MOUNT DETAIL)
OR 200 POUNDS (USING THE FLANGE MOUNT DETAIL), OR IF INDIVIDUAL MEMS ARE
LOADED SIGNIFICANTLY MORE THAN OTHERS.
2) THE DESIGN OF STRUCTURAL MEMBERS SUPPORTING GRAVITY LOADS IS CONTROLLED
BY THE MORE CRITICAL EFFECT OF ROOF LIVE LOAD OR ROOF SNOW LOAD, AS
DETERMINED BY THE APPLICABLE CODE.
•www
3) Pm IS BIASED ON THE MINIMUM ROOF SNOW LOAD CALCULATED PER BURVING CODEwOR
THE CONTRACT SPECIFIED SNOW LOAD, WHOEVER IS GREATER. THIS VALUE PAL IS QNLY
APPLIED IN COMBINATION WITH THE DEAD AND COLLATERAL LOADS. ROOF SNOW IN OTHER
LOADING CONDITIONS IS DETERMINED PER THE SPECIFIED BUILDING CODE. 0000
BUILDING
ERECTION MANUALS REQUIRED
(ERECTION MANUALS ARE SHIPPED WITH THE
BUILDING IN A WAREHOUSE PACKING CRATE)
❑ CFR ROOF ❑ H9700 OR ❑ H8260 ILI SINGLE CURB (H9850)
N CLASSIC ROOF 0H9420 OR ❑ H8201 10 DOUBLE CURB (H9800)
® WALL SHEETING A H9430 OR ❑ H83OO OVR16 II H9925
DRAWING INDEX
COVERSHEET C1. C2. C3
ANCHOR BOLT DRAWINGS F1. F2
COLUMN BASE REACTIONS 1`2
STRUCTURAL/SHEETING DRAWINGS - -
DETAILS - -
A
TOP OF PARAPET HEIGHT,
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BACKER PANEL, TYPE-
—GAGE. FINISH:
❑
X
CANOPY, PROJECTION:
AT EAVE LINE ❑
BELOW EAVE ❑
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•
ROOF PANEL, TYPE:
—GAGE. FINISH:
SOFFIT PANEL, TYPE:
_ GAGE, FINISH:
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SOFFIT TRIM AT BUILDING UNE PAINTED:
•••
• >
CLEAR UNDER CANOPY BEAM:
W •
IK
❑
EAVE EXTENSION, PROJECTION:
5-0"
•caw
SOFFIT PANEL. TYPE: NONE
0 GAGE, FINISH; —
QC
SOFFIT TRIM AT BUILDING LINE PAINTED: --
X
❑
RAKE EXTENSION, PROJECTION:
3'-0e
SOFFIT PANEL, TYPE: NONE
0 GAGE, FINISH: --
SOFFIT TRIM AT BUILDING LINE PAINTED: -- _-
❑
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PARTITION WALL SHEETING
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PANEL TYPE:
—GAGE, FINISH:
Q
PARTITION WALL TRIM COLOR:
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❑ X WAINSCOT
WALL PANEL, TYPE: GAGE, FINISH:
BASE TRIM PAINTED: JAMB TRIM PAINTED:
TRANSITION TRIM PAINTED:
MBMFI =
CERTIFIED
M E M B E R
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DESIGN CODE: OSSC H 4 Cy
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ROOF LIVE LOAD: 20.00 PSF MBMA OCC. CLASS: 11
LIVE LOAD REDUCIBLE Yes a
GROUND SNOW LOAD: 25.0 PSF SNOW EXP. FACTOR, Ce: 1_0000 m
SNOW IMPORTANCE FACTOR, Is: 1.00
WIND: 120 / 93 MPH
(Vat) / (Vom)
C & C PRESSURES (PSF): 24/ -34
EXPOSURE: C
UL 90 NO
Cloeek Roof—Corot. No. 101 ;Clamb Roof w/ Translucent Panel—Const. No. 107
CFR Roof—Conal NoM2 ; CFR Roof w/ Translucent Panel—Comm. 1,10.59D ;
Composite CFR Roof--ra..L No.552A ; VRIO I Roof—Const No.332 .
SEISMIC INFORMATION 58:0.845 S1.0.308
Design Sds/Shc: 0.552 / WWII Site Class: D
Seismic Imp. Factor. 1.00 Seismic Design Category: D
Analysis Procedure: Equivalent Lateral Force Method
Basic SFRS: OrATKI0 96ee1_Moomitt Frames
NOTES
1 TEAAL DEAD LOADS. UNLESS OTHERWISE NOTED, ARE ASSUMED To BE
UNIFORMLY DISTRIBUTED. WHEN SUSPENDED SPRINKLER SYSTEMS, LIGHTING, HVAC
EQUIPMENT. CEILINGS, ETC.. ARE SUSPENDED FROM ROOF MEMBERS. CONSULT THE IA.BS.
IF THESE CONCENTRATED LOADS DMEED 500 POUNDS (USING THE WEB MOUNT DETAIL)
OR 200 POUNDS (USING THE FLANGE MOUNT DETAIL), OR IF INDIVIDUAL MEMS ARE
LOADED SIGNIFICANTLY MORE THAN OTHERS.
2) THE DESIGN OF STRUCTURAL MEMBERS SUPPORTING GRAVITY LOADS IS CONTROLLED
BY THE MORE CRITICAL EFFECT OF ROOF LIVE LOAD OR ROOF SNOW LOAD, AS
DETERMINED BY THE APPLICABLE CODE.
•www
3) Pm IS BIASED ON THE MINIMUM ROOF SNOW LOAD CALCULATED PER BURVING CODEwOR
THE CONTRACT SPECIFIED SNOW LOAD, WHOEVER IS GREATER. THIS VALUE PAL IS QNLY
APPLIED IN COMBINATION WITH THE DEAD AND COLLATERAL LOADS. ROOF SNOW IN OTHER
LOADING CONDITIONS IS DETERMINED PER THE SPECIFIED BUILDING CODE. 0000
BUILDING
ERECTION MANUALS REQUIRED
(ERECTION MANUALS ARE SHIPPED WITH THE
BUILDING IN A WAREHOUSE PACKING CRATE)
❑ CFR ROOF ❑ H9700 OR ❑ H8260 ILI SINGLE CURB (H9850)
N CLASSIC ROOF 0H9420 OR ❑ H8201 10 DOUBLE CURB (H9800)
® WALL SHEETING A H9430 OR ❑ H83OO OVR16 II H9925
DRAWING INDEX
COVERSHEET C1. C2. C3
ANCHOR BOLT DRAWINGS F1. F2
COLUMN BASE REACTIONS 1`2
STRUCTURAL/SHEETING DRAWINGS - -
DETAILS - -
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RUI LO►NC SYSTEMS
A DIVISION OF NUCOR CORPORATION
PROJECT NAME: BLM Final
PROJECT LOCATION: Springfield, 0 . ........ ..... ..... ......... ......... ... ................. ............ .......
CUSTOMER: Metallion Industries ..............
MBMR-
M E M B E R
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STRUCTURAL TESTS AND INSPECTION.
1) THE SPECIAL INSPECTOR'S DUTIES ARE AS DESCRIBED IN SPECIAL INSPECTION. THE SPECIAL INSPECTOR'S DUTIES ARE AS DESCRIBED IN IBC 1704.3 AND IBC 1705
2) ALL TESTS AND INSPECTIONS SHALL BE PERFORMED BY AN INDEPENDENT TESTING AND INSPECTION AGENCY EMPLOYED BY THE OWNER OR ARCHITECT.
3) THE CONTRACTOR SHALL BE RESPONSIBLE FOR PROVIDING THE TEST AND INSPECTION FIRM WITH A SCHEDULE TO FACILITATE THE PROPER COORDINATION OF WORK. g
4) PORTIONS OF WORK REQUIRING SPECIAL INSPECTION: HUE a E 113
AGENCY RESPONSIBLE FOR INSPECTION AND TESTING TO BE NAMED BY OWNER LATER.
A. STRUCTURAL STEEL: YES �A ggg ki
1. MILL REPORTS AND IDENTIFICATION OF STEEL (AFFIDAVIT OF COMPLIANCE)................................................................................................................................ 3 ��
2. SAMPLING AND TESTING OF SPECIMENS........................................................................................................................................................................................ ❑ ■ ❑
B. WELDING:
1. ALL STRUCTURAL WELDING (INCLUDES DECKING AND WELDED STUDS), EXCEPT WELDING IN APPROVED SHOPS PER IBC 1704.2.2 ....................................... ■ 1 ❑ i g A -7
2. ULTRASONIC TESTING OF FULL PENETRATION WELD CONNECTIONS AT MOMENT FRAMES, BRACED FRAMES, BEAM SPLICES, AND FIELD WELDS . .................... El ElM W
3. STRUCTURAL LIGHT GAGE METAL FRAME WELDING......................................................................................................................................................................... El® ElC. BOLTING: f S
1 _ HIGH STRENGTH BOLT A325SC AND A490SC (PRETENSION VERIFICATION)......................................................................................................................................... ■ ❑ ❑ :1S W$
2. HIGH STRENGTH BOLT A325N AND A49OX (PER COVER SHEET NOTES)....................................................................................................................................... ■ El El 44110 1
3. EXPANSION/ADHESIVE ANCHORS IN CONCRETE OR MASONRY...................................................................................................................................................... ■ El 11
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STANDARD WELDS AND LEGEND
lDlAU FWS! - FILLET WELD. ONE SIDE ..{
5
1/2' FW -3 NEAR SIDE WELD: FAR SDE WILD:
F t5
5 3/4" FW -4 f 1/2' FFWW-3 ` FML
/ Ws�
v
ENLARGED DETAIL ' 3/4"� f 3/4" FMi_4
FILLET
FG- . FWS4 `FG -5
> 3/4" FW. 5 FG -5 29
i FW54 r'A
'.-.
G-5 J 1 FWD! - FILLET WELD, BOTH SIDES Fw0 OR FILLET 19
DETAIL "A' FG-5>-FW-S-4—,,FwD
pG-5 Fes- 3 FILLET
N�� 'F�-5 • FWS4 `:.FG -54+
��FFENER S11r' C�JPI*'� • ` FG -5 FWS4 FWR= Full length fillet on near side with
REFERENCE EASE � Notch PL •(Max. D/5 or 37 fillet return at both ends on • ,`o
STIFFENER DETAIL S "A" opposite side of plate.
FOR YIELDS •WPSg} CJ - DET T� �[Max.D/S or 3' D d
FG- ,�� FWD Tip Stiffener Detail Section A -A FG -5 FWD4 Fw54 G-5 /FSR OR
FG-$1-Fj -PA'rat?F:s Knee WPI$ - Full length fillet on near side of web with
3" of fillet past Inner most hole In from each flange o
TYP. FIXED TYP alonr, the opposite side of web. 3
FG- FG- BASE DETAIL Structural Column wP, OR � V sry s
1 <WPS9 See Weldd gIgnidard sheet for WPS o o 7 >0 - n
CJP1 descHptlon o o i s
,z�� min Baes Its extenelon and anchor �lSEgg S
boPt�oeatlons may vary. $
CJP1 - COMPLETE JOINT PENETRATION, SINGLE BEVEL WELD a
3" WPS FWS3' WPS4 NEAR SDE WELD: FAR SDE WILD. U-1
Wf: RANGES FROM FWE3 TO FWD5 PER ENG FG- . FG -5 C�2 -5°I"` 8 8
H�1 i'i. ABACK GOUGE � .IAgC GpuGE _e+b $• ..
WP WELD SIZE PEji ENG FULL LENGTH FILLET NEAR �W I - .-•. FWS4 FWS4 }-5• Q W v
sID1aF y�g vn 3 of Fl INNS M oLE o e _ FG -5 FWS4 BEVEL sD : $ Yn
IN FROM EACH FROM FLAIJGALONG THE OPP05TE SIDE OF WEB. • g o '
• THIS WELD TYPICAL FOR ALL FLANGE TO ENDPLATE WELDS SHOWN. FG -5 Pipe or _Tube Column_ � YAW a
� PURLIN / GIRT / CHANNEL EAVE STRUT
DETAIL "A" Tube Bracket QTY SHAPE QTY ��
SHAPE
SLOPE
Typical Column TYP. PINNED �2) o8coso 2 8E2o75
Perpendicular Knee „Column See Weld Standard sheet BASE DETAIL Structural Details THICKNESS THICKNESS
for WPS description Y •
See Weld Standard sheet See dWelAdPItMdard sheet for WPS See Weld Standard sheet SIZE X SIZE \ x ••• •• •••
for WPS description tt for WPS description 1000 1OP9, • • •
e..
ppd J[kU o X X X X X x X x X X X X X X x X X X X X X X X X X X X X X X X X X X '• •• •••
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O 5 1 /4" FWD X X XXXXX X X X x x x x x x x x x x x x x x x x x x x X x X X 0
<_ 3 4 FW -4 J J •
WPss a > 3/4" FW -5 Z X x X X x X X X x X x X X X X X X X X X X X X X X X X X x X X X X X •
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3 A" %�WDFG-5 U a� X X X X X X X X X X X X X X X X X X X XX X XX X X X X X X X :>z I Yo nX • Z ••�
3 FG- 1 4 4 - 12'
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DETAIL A
RIGID FRAME ANcnolt sous a sltsE nam
Frm Col Mc.-BoIt Base -Plate (in pay.
Lm Una Qty as Width Length ick (in)
IA 4 0.750 8.000 16.00 0.375 0.0
1 B 4 0.750 8.000 16.00 0.375 0.0
RIGID FRAME ANalat sous a s1BE warm
Frm Coll Ano._Bolt Basa.Plate (in)
Una Lim qty Dia Width Length lek PI n7'
2 A 4 0.750 8.000 18.00 0.375 0.0
2 B 4 0.750 8.000 18.00 0.375 0.0
1. ALL LOADING CONDITIONS ARE EXAMINED. THE MAXIMUM AND MINIMUM HORIZONTAL (H) AND VERTICAL (V)
REACTIONS AND THE CORRESPONDING VERTICAL (V) OR HORIZONTAL (H) REACTIONS ARE REPORTED.
2. REACTIONS ARE PROVIDED BY LOAD CASE IN ORDER TO AID THE FOUNDATION ENGINEER IN DETERMINING
THE APPROPRIATE LOAD FACTORS AND COMBINATION TO BE USED WITH EITHER WORKING STRESS OR
ULTIMATE STRENGTH DESIGN METHODS. WIND LOAD CASES ARE GIVEN FOR EACH PRIMARY WIND DIRECTION.
3. FOR ASCE7-10 AND LATER BASED SULDING CODES THE UNFACTORED LOAD CASE REACTIONS DUE TO WIND ARE
GENERATED USING ULTIMATE DESIGN WIND SPEEDS (Vu R).
4. POSITIVE (+) REACTIONS ARE AS SHOWN ABOVE. FOUNDATION LOADS ARE IN OPPOSITE DIRECTIONS.
5. BRACING REACTIONS ARE IN THE PLANE OF THE BRACE WITH THE HORIZONTAL REACTION (H) ACTING AWAY
FROM THE BRACED BAY AND THE VERTICAL REACTION (V) ACTING DOWNWARD.
• RIGID FRAME LOAD CASE ABBREVIATIONS rrrar
Win1_Ll/Wind_R1: LATERAL WIND FROM THE LEWRIGHT, CASE 1
Wmd_L2Wnd_R2: LATERAL WIND FROM THE LEFT/RIGHT, CASE 2
W7md_Ln1/Wind_Ln2: LONGITUDINAL WIND, CASE 1 2
LWINDA LE LWIND_R LATERAL
WIND EDGE ZpNESIGHi
F UNB- F��FFUN'B_S R: UNBALANCED ROOF SNOW WITH WIND FROM LEFT RIGHT
F PAT_LL9 F#PAT_SL PARTIAL LIVE/SNOW LOADING FOR CONTINUOUS BEAM SYSTEMS
arra ENDWALL COLUMN LOAD CASE ABBREVIATIONS: rrrarr
Collat: COLLATERAL LOAD
Rafter Wind -l -/Rafter Wind -R: LATERAL WIND FROM THE LEFT/RIGHT
Brace Wind_L/Brace Wmd_R: LATERAL WIND FROM THE LEFT/RIGHT
Wind-P/-Ar.nd_S: LONGITUDINAL WIND PRESSURE/SUCTION ON COLUMNS
Wind -Ln: LONGITUDINAL WIND SUCTION ON ROOF
Seis_L/Seie_R: LATERAL SBSMIC LOAD FROM LEFTFI/RIGHT /
EjPAT �Eii ANBSL #R•P UNBALANCED
ARTIAL UVE/SNOWFLOAD�GWITH R CIND FROM ONTINUOUSL LEFT/RIGHT
SYSTEMS
Z
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d
FINISH
FLOOR
u, ANCHOR BOLT
TYPICAL COLUMN BASE PLATE DETAIL
RIGID FRAME: laT,alG cam dais Q )
Frame Column -----Dead-----Collateral------I.tve______--SnOW_-_--Vind-Lett1- -Vfi d -R M1 -
Una Lim Fkvh Vert Houtz Vert "adz Vert Holz Vert Hartz Vart Fbriz Vert
IA 0.1 1.9 OA 0.3 0.4 5.2 0.4 5.8 -1.3 -9.9 -0.8 -4.4
1 8 -0.1 1.1 OA 0.2 -0.4 3.0 -0.4 3.1 -0.7 -2.3 -0.5 -2.3
Frame Column --Wind-LvV- -WindJig� HartzWmd-1 rn 1 Hartz n YerF2 - z� Vert laism�Vatt
Line Um Hartz Vert Hartz V
1 A -1.3 -8.4 0.3 0.0 -1.3 -5.8 0.5 2.4 -0.5 -0.8 0.5 0.8
1 8 -0.7 -4.0 -0.3 0.2 -0.2 -3.4 0.1 1.4 -0.7 0.8 0.7 -0.8
Frame Column -MIN-NOW-
Line Lila Hartz Vert
1 A 0.6 4.3
1 B -0.6 4.1
Frame Column -----Dead-----Collateral-
-----Uve--------Snow-----Wind-Left1-
-Wln�ftht1-
Line
Line
Horiz
Vert
Hartz
Vert
Hartz
Vert
Hartz Vert
Hartz
Vert
Hartz
Vert
2
A
0.1
2.2
0.0
0.3
0.5
6.3
0.5 7.0
-1.8
-12.0
-0.8
-5.3
2
B
-0.1
1.3
0.0
0.2
-0.5
3.7
-0.5 3.8
-0.9
-2.8
-0.6
-2.8
Frame Column--Wind_Le82-
-Wind-Mht2-
--WirxLLongl-
--WInrLLaa2-
-Satemio_L.eft
Seismic-Aght
Una
Line
Hartz
Vert
HartzVert
Q
Hortz
Vert
Hors Vert
Hartz
Vert
Hartz
Vat
2
A
-1.6
-10.2
0.4
0.0
-1.6
-7.0
0.7 2.9
-0.6
-1.0
0.6
1.0
2
8
-0.9
-4.8
-0.4
0.3
-0.3
-4.1
0.1 1.7
-0.9
1.0
0.9
-1.0
Frame Column -MIN-SNOW--
Una
Ane Hartz vart
5.2
2 B -0.8 4.9
BUILDING BRACING REACTIONS
t Reactiane(k ) Pane Shear
-Wan - Col -Wind - -5 imroc- (lb/ft)
Lac Lira Una FA= Vat Horz Vert Wind Sets Note
F_B
S1V 1,2 27 2.4 05 It, �
0.4
RB__SV A 1,2 3.0 3.4 0.6 0.7 b
�Jlliind bent in bay, base above tinlah floor
Rigid frame at andwall
A
n o 0 0
• CLR. OPENING ' VARIES:
236-31a
(USE (2OLTS PER COMN)
ION
GIRT DEPTH + 2'
SECTION
(RECOMMENDED)
TYPICAL OVERHEAD DOOR
FRAMED OPENING
FOUNDATION DESIGN NOTES:
1. THE ORIENTATION OF THE ANCHOR BOLT DETAILS SHOWN ON THIS PAGE MAY NOT
COINCIDE WITH THE ACTUAL COLUMN ORIENTATION SHOWN ON PAGE F1. PLEASE
REFERENCE THE SIDEWALL (SW) AND ENDWALL (EW) STEEL LINES SHOWN ON THE
ANCHOR BOLT DETAILS WITH THE ANCHOR BOLT PLAN ON PAGE F1 DURING LAYOUT
OF COLUMN AND ANCHOR BOLT LOCATIONS.
2. COLUMN BASE PLATES MAY HAVE MORE HOLES THAN ARE REQUIRED DUE TO
PRODUCTION LIMITATIONS. PLEASE FOLLOW ANCHOR BOLT DETAILS FOR QUANTITY
OF ANCHOR BOLTS REQUIRED. EXTRA BASE PLATE HOLES DO NOT NEED INFILLED
PER THE MBS DESIGN SPECIFICATIONS.
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