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CIRCLE B LAND LAYDOWN YARD -SITE PLAN
SE114SW%4 SECTION SOUTH,�ST, 6TH P.M.
COUNy�ARF LD, ATE OFCOLpADp
APPROVED
SUBJECT TO NOTED
EXCEPTIONS & INSPECTIONS
GARFIELD COUNTY
BUILDJNQ DEP WENT
DATE 4 I6 BY .
FIELD COPY
NO INSPECTION WITHOUT
THESE PLANS ON SITE
Page Of
_ SMITH
CIRCLE B LAND �—
11 I
� I
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w P.O.B.
e^ d / / / TIE TO SOUTHWEST
RIM CORNER SECTION 23:
/ N 88'46'31" W, 1995.93'
1973 BRASS CAP
.44 I /
El III
------------ -- SECTION 23
.. __.. ,. ... �., QPCTION 9.9 I I
II
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I I GRAVEL ROAD
II
II
PARENT PARCEL LEGAL DESCRIPTION-'
THE SE%4SW/4, SECTION 23, TOWNSHIP 6 SOUTH, RANGE 92 WEST OF THE 6TH
P.M., GARFIELD COUNTY, COLORADO
SITE LEGAL DESCRIPTION:
A LAYDOWN YARD SITE SITUATED IN THE SEl/4SW%4, SECTION 23, TOWNSHIP 6
SOUTH, RANGE 92 WEST OF THE 6TH P.M., GARFIELD COUNTY, COLORADO, BEING
MORE PARTICULARLY DESCRIBED AS FOLLOWS:
BEGINNING AT THE SOUTHWEST CORNER OF SAID LAYDOWN YARD SITE, WHENCE
THE SOUTHWEST CORNER OF SAID SECTION 23 BEARS N 8846'31 " WA
DISTANCE OF 1995.93 FEET, THENCE FOLLOWING THE PERIMETER OF SAID
STORAGE YARD SITE N 06°21'08" WA DISTANCE OF 478.37 FEET, THENCE
N 35003'48" WA DISTANCE OF 263.09 FEET THENCE N 0501742" WA DISTANCE
OF 64.53 FEET THENCE N 31'4826" E A DISTANCE OF 209.42 FEET; THENCE
N 7801110" E A DISTANCE OF 186.65 FEET; THENCE S 06°21'08" E A DISTANCE OF
895.57 FEET, • THENCE S 41 001'25" E A DISTANCE OF 114.85 FEET THENCE
N 88-46'31 " WA DISTANCE OF 257.58 FEET TO THE POINT OF BEGINNING.
PROPOSED SITE CONTAINS 5.00 ACRES±
BEARINGS BASED ON NAD83, COLORADO STATE PLANE, CENTRAL ZONE
NOTES
1.) DATE OF SURVEY: JUNE, 2013.
2.) THIS MAP WAS PREPARED WITHOUT THE BENEFIT OF A CURRENT TITLE
COMMITMENT AND DOES NOT REPRESENT A TITLE SEARCH BY THIS SURVEYOR OR
ECLIPSE SURVEYING, INC. OF THE PROPERTY SHOWN TO DETERMINE OWNERSHIP,
COMPATIBILITY WITH ADJOINING PARCELS, OR EASEMENT OR ENCUMBRANCES OF
RECORDS AFFECTING THIS PARCEL.
3.) THE EXISTING GRAVELED AREA IS NOT LOCATED WITHIN A 30% SLOPE AREA.
4.) THE SHADED (SOLID) AREAS ILLUSTRATED HEREIN REPRESENT THE COMPUTER
GENERATED ANALYSIS FOR SLOPES OF 20% AND GREATER.
5.) THIS SITE PLAN DOES NOT REPRESENT A BOUNDARY, IMPROVEMENT OR w •
IMPROVEMENT LOCATION CERTIFICATE SURVEY BY ECLIPSE SURVEYING, INC. J
6.) APPROXIMATE ELEVATION OF THE SITE IS 5920', BASED ON WGS 84 DATUM
GPS OBSERVATION.
7.) CONTOUR INTERVAL IS 2 FEET.
8.) SITE IS LOCATED IN THE GARFIELD COUNTY RURAL ZONE DISTRICT
9.) ALL IMPROVEMENTS SHOWN ARE EXISTING ,V\
10.) EXISTING BARN IS NOT TO BE USED FOR STORAGE
SURVEYOR'S STATEMENT
1, JAMES A. KALMON, A REGISTERED LAND SURVEYOR, LICENSED
UNDER THE LAWS OF THE STATE OF COLORADO DO HEREBY
CERTIFY THAT THE SURVEY SHOWN HEREON WAS PREPARED ON
THIS DATE: JUNE 17, 2013 BY ME OR UNDER MY DIRECT
SUPERVISION AND CHECKING AND THAT THIS MAP IS A TRUE ��..
REPRESENTATION THEREOF.
JAMES A KALMON, COLORADO REGISTRATION NO. 38050
FOR AND ON BEHALF OF ECLIPSE SURVEYING, INC.
GRAPHIC SCALE
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Existing bam to be demolished
Demo permit # DEMO -06-17-4796
208'
III
New building to be place where
existing bam is located.
CIRCLE B LAYDOWN YARD
39.507322 N
LAT:
LONG: 107.636664 W
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RIM CORNER SECTION 23:
/ N 88'46'31" W, 1995.93'
1973 BRASS CAP
.44 I /
El III
------------ -- SECTION 23
.. __.. ,. ... �., QPCTION 9.9 I I
II
I I
I
I I GRAVEL ROAD
II
II
PARENT PARCEL LEGAL DESCRIPTION-'
THE SE%4SW/4, SECTION 23, TOWNSHIP 6 SOUTH, RANGE 92 WEST OF THE 6TH
P.M., GARFIELD COUNTY, COLORADO
SITE LEGAL DESCRIPTION:
A LAYDOWN YARD SITE SITUATED IN THE SEl/4SW%4, SECTION 23, TOWNSHIP 6
SOUTH, RANGE 92 WEST OF THE 6TH P.M., GARFIELD COUNTY, COLORADO, BEING
MORE PARTICULARLY DESCRIBED AS FOLLOWS:
BEGINNING AT THE SOUTHWEST CORNER OF SAID LAYDOWN YARD SITE, WHENCE
THE SOUTHWEST CORNER OF SAID SECTION 23 BEARS N 8846'31 " WA
DISTANCE OF 1995.93 FEET, THENCE FOLLOWING THE PERIMETER OF SAID
STORAGE YARD SITE N 06°21'08" WA DISTANCE OF 478.37 FEET, THENCE
N 35003'48" WA DISTANCE OF 263.09 FEET THENCE N 0501742" WA DISTANCE
OF 64.53 FEET THENCE N 31'4826" E A DISTANCE OF 209.42 FEET; THENCE
N 7801110" E A DISTANCE OF 186.65 FEET; THENCE S 06°21'08" E A DISTANCE OF
895.57 FEET, • THENCE S 41 001'25" E A DISTANCE OF 114.85 FEET THENCE
N 88-46'31 " WA DISTANCE OF 257.58 FEET TO THE POINT OF BEGINNING.
PROPOSED SITE CONTAINS 5.00 ACRES±
BEARINGS BASED ON NAD83, COLORADO STATE PLANE, CENTRAL ZONE
NOTES
1.) DATE OF SURVEY: JUNE, 2013.
2.) THIS MAP WAS PREPARED WITHOUT THE BENEFIT OF A CURRENT TITLE
COMMITMENT AND DOES NOT REPRESENT A TITLE SEARCH BY THIS SURVEYOR OR
ECLIPSE SURVEYING, INC. OF THE PROPERTY SHOWN TO DETERMINE OWNERSHIP,
COMPATIBILITY WITH ADJOINING PARCELS, OR EASEMENT OR ENCUMBRANCES OF
RECORDS AFFECTING THIS PARCEL.
3.) THE EXISTING GRAVELED AREA IS NOT LOCATED WITHIN A 30% SLOPE AREA.
4.) THE SHADED (SOLID) AREAS ILLUSTRATED HEREIN REPRESENT THE COMPUTER
GENERATED ANALYSIS FOR SLOPES OF 20% AND GREATER.
5.) THIS SITE PLAN DOES NOT REPRESENT A BOUNDARY, IMPROVEMENT OR w •
IMPROVEMENT LOCATION CERTIFICATE SURVEY BY ECLIPSE SURVEYING, INC. J
6.) APPROXIMATE ELEVATION OF THE SITE IS 5920', BASED ON WGS 84 DATUM
GPS OBSERVATION.
7.) CONTOUR INTERVAL IS 2 FEET.
8.) SITE IS LOCATED IN THE GARFIELD COUNTY RURAL ZONE DISTRICT
9.) ALL IMPROVEMENTS SHOWN ARE EXISTING ,V\
10.) EXISTING BARN IS NOT TO BE USED FOR STORAGE
SURVEYOR'S STATEMENT
1, JAMES A. KALMON, A REGISTERED LAND SURVEYOR, LICENSED
UNDER THE LAWS OF THE STATE OF COLORADO DO HEREBY
CERTIFY THAT THE SURVEY SHOWN HEREON WAS PREPARED ON
THIS DATE: JUNE 17, 2013 BY ME OR UNDER MY DIRECT
SUPERVISION AND CHECKING AND THAT THIS MAP IS A TRUE ��..
REPRESENTATION THEREOF.
JAMES A KALMON, COLORADO REGISTRATION NO. 38050
FOR AND ON BEHALF OF ECLIPSE SURVEYING, INC.
GRAPHIC SCALE
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ACCOROANCEW/TH THE LA7EST EDITION OF THEA Cl COVEAND APPL ICABL E
ASTM STANDARDS PLAICEMENTOFCONCREFE/N COL D WEA THER SHAL L MEET
THERECOMMENDATIONOFAC/306. ANDAC1305FORHOT KVTHER
CONCRETEPLACEMENT
2 ALL REINFORCING BARS BEING PLACED BY THE CONTRACTOR, #40R
LARGER SHALL BENEWGRADE60 DEFORMED BARS A`3 SHALL BEGRADE40
DEFORMEDBARS WH/CHCONFORMTOASTMA615
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AT 3"o/c MANNER WH/CH WOULD BEIN✓URIOUS TO THESTEEL. BARS WITHK/NKSOR
COLUMN PIER SEE SENDSNOT SHOWNON THEBAR BENDING DIAGRAMS SHALL NOTBEPLACED
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BEPERM/TTED UNLESS SPECIF/CALL YAPPROIiEDBYTHEENG/NEER
03 TIES VERTS REINFORCING BARS SHALL SEPROPERLYSUPPORTED, TIED, ANDIOR
AT 11"o% ANCHORED TO PREVENT DISPLACEMENT MIN/MUM LAP SPLICES SHALL BE (32)
BAR DIAMETERS UN 0. ANYEMBEDDED ITEMSNOTSHOWNONTHESE PLA NS
�- SHALL NO TBE PLA CED IN CONCRETE WAL C S, BEAMS OR0THERSTRUCTURAL
MEMBERSWITHOUTPRIORAPPROVAL.
4 CONCRETEFOR THEPROJECT SHALL BEASFOLLOWS
REINF ASTMC-150 TYPE V SULFATERES/STANT OREO. PORTLAND CEMENT WLTHA
WATER/CEMENT RATIO (WIC)NOT TO EXCEED 050 ANDA MIN/MUMCOMPRESSIV
LxW STRENGTHASFOLLOWS
FOUNDAT/ON ELEMENTS = 3, 000 PS/
TYPICAL EXTERIOR COL WN FOOTING DETAIL FLOOR SLAB ELEMENTS= 4, 000 PSI
ALL CONCRETE SHALL CONTAIN 6.0%(t 15%)ENTRA/NEDA/RAT THE
POINT OF PLACEMENT AIR ENTR41NINGAGENT SHALL BESHOWN/N
THEDES/GNM/X CONCRETESHALL BEM/XED/NAPPROVEDTRANSIT
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0 3"PROD 3"PRO✓ WORKSHALLNOTEXCEED90MINUTES ON( YTHOSE ADM/XTURES
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PLACEMENT NOM MAX &LIMPSHALL NOTEXCEED4"
6" L4" L 5 ENGINEERSPRIORAPPROVAL MUSTBESECUREDFORALL SUBSTITUTIONS
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8" SLOPE/FREOD 100'0 8 BEFOREANYCONCRETFISPLACED, APPLICABLEDRAW/NGSSHALL BE
A`5�a 18"a/c
CO T.O.0 EL. 100'0 CHECKED TO DETERMINE THA TANCHOR SOL IS, EMBEDDED STEEL, PIPING,
CONDUITS, GROUNDINGWLRES, OPEN/NGS ETC. AREPROPERLYPLACED.
1/Z„EYP 24”
P. LATERAL SUPPORTSHALL SEPROVIDEDFORALL WALLSDUR/NG
BACKF/LLINGANDCONSTRUCTION OPERATIONS
JT TYP
24' 10 FOR CATHODICPROTECTION ALL UNDERGROUND CONCRETE WITH
EMBEDDEDPIPING OR INSERTS WHICHAREA PART OF THEPIPING SHALL
(2)45-J1P" HAVEA M/N/MUMOF I-1/2"CLEARANCESETWEENREBARSAND SUCHINSERTS
A'5@18"VERT CONT ANCHOR BOL TS SHALL BESET WITH TEMPLATES
ALTLEGEW A'5@18" 8"
EL. 97'0 11 ANCHOR BOL T MATERIAL SHALL CONFORM TO 7HEREQU/REMEN7S OF
o/c EL. 97'0 ASTRA307ORASTMA36 MATER/AL FORANCHOR SOL TS SHALL SEAS
INDICA TED DNA PARTICULAR DRAWNG /FNO MATERIAL IS SPECIFIEDASTM
y` A-307 SHALL BE USED. ANCHOR SOLTSAND OTHER PROJECTING EMSEDMENTS
(2)45CONT (ZJ A5CONT. SHALL BESET WITHTEMPLATES OROTHERAPPROVEDMETHODS TO PREVENT
DRAIN/F o DRA/N/F o D/SPLACEMENTDUR/NG CONCRETEPLACEMEN7
READ 16„ REOD 12 WELD/NGOFRE/NFORC/NG PIPESLEEVES, ETC TOANCHOR SOL TS WILL
p NOTBEPERM/TTED UNLESS OUTLINED ELSEWHERE/NTHESENOTES
SECTION A SECTION B 13 ALL EXPOSED UNFORMED CONCRETESURFACES SHALL BE OF UNIFORM
F/N/SHANO COLOR. ALL FORMED SURFACES SHALL HAVEDEFECTSAND
THIS SHEET THIS SHEET BLEM/SHESPATCHEDANDREP4/REOINAWt7RKMANL/KEMANNER
14. WELDEDPLAIN W/REFABR/C FOR CONCRETERE/NFORCEMENTSHALL
Z CONFORM70ASTMA185
24"M/N
a 15 WHEREALLOWEDONTHEPLANSSLABS ONGRADE(SOGJMAYBE
W REINFORCED W7THSYNTHETICF/BERADDITIVECONTA/N/NGA M/N/MUMOF 15
178"x3/4"DEEP LBS OF COLLATED FIBRIL LA TED POLYPROPYLENE FIBERS PER CUBIC YARD OF
SAW-CUTFILLED CONCRETE, AND THOROUGHL YMIXED INACCORDANCE WiTH THE
w/EPDXYJT FILLER MANUFACTURERSDIRECTIONS
16 SPLICES/NRE/NFORCINGSTEEL SHALL BE/NACCORDANCEWITHDETAILS
TYPICAL CONTROL JOINT MATCHHOR/Z SHOWN ON THE DRAWINGSORINA CCORDANCEIMTHTHEA C/DETAIL ING
SLABONGRADE REINF S/ZEAND MANUAL (LATEST ED) LOCA TION OF SPL ICES NOTSHOWNONTHE DRAWING
NTS
NUMBER TYP SHALL BESUB✓ECTTOTHEAPPROVALOFTHEENG/NEERM/N/MUM LAP
SPLICELENGTHSFORREINFORC/NG BARS SHALL BE/NACCORDANCEWITH
AC/SP-66AC/DETA/LING MANUAL LATESTED/T/ON UNLESS OTHERWISE
SHOWN ON THE DES/GN DRAWINGS
TYPICAL CORNER RENF. DETAIL 17 WHEN CALLED FOR ON THEPLANSBASEPLATES ORSTEEL BEAMS
TYP ATALL WALL & FTG. CORNERS&INTERSECT/ONS REST/NG ON CONCRETE ORMASONRYFOUNDATIONS SHALL RECEIVEAMIN
N TS OF I "STRUCTURAL NON-SNR/NKGROUT UNLESS OTHERW/SENOTED ON THE
DES/GNORAW/NGS STRUCTURAL GROUT SHALL HAVEA MINIMUM
1/18x 18"SMOOTH TOOLEDJOINTw/ COMPRESSIVE STRENGTH OF5000PS/AT28DAYS ALL GROUTSHALL BE
RODw/SLEEVEAT M/N/MUMRADIUS MASTER SUILDERSCO.ORAPPROVEDEQUAL.
l8"o% ATCNTR. SLAB 18. FOUNDAT/ON/NSULATION DRALNSYSTEM, AND VENTILATIONSHALL SEAS
DES/GNEDBYOTHERS
Q 19 FOUNDATION WALLS SHALL SEADEOUATELYBRACEOLATERALLYPRIORTO
a AND DURINGSACKF/LL AGA/NSTFOUNDATION WALLS
c h 20 WOOD PLA TES SHALL BEANCHORED TO THEFOUNDATION W/TH 1/2'gx8'
EMBEDMENTANCHORBOLTSw/NUT& STEEL WASHER SPACED NOTMORE
THAN48"ONRUNS, AND NOTMORETHAN6''12"FROM CORNERS, ANDAT
ALL PLATEENOS/NCLUDINGSUTTSPLICES
12"TYP 2f ALL EARTHWORK GRADING, COMPACT/ON, DRA/NAGE, FOUNDATIONDRAIN, AND
BACKFILL SHALL REDONE /NACCORDANCEWITHTHECTL THOMPSON,, INC REPORT
DATED 18 SEPTEMBER 2017, JOB NO. GS06169000-125 FOOT/NGS HA VE BEEN SIZED
TYPICAL CONSTROCTIONJOINT FOR ANASSUMEDM/N/MUMALLOWABLEBEARING PRESSURE OF2,,000PSFRESTING
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NTS PROTECTION COVER FORALL EXTERIOR FOOT/NGS /S 36 INCHES
22 EPDXYFOROOWELSANDANCHORSOLTSINTOEX/ST/NGFOUNDATION
#6 HAIRPIN SUPPORTED SHALL BESIKADUR31-H/MOD GEL ORANAPPROVEDEOUAL /NSTALLEDPER
INSTALL HAIRPIN ONSUITABLECHAIRS MANUFACTURERS INS TRUCTIONS
AROUND BOL IS HA/RPINAT CENTER OF
SLA8ONSUITABLE CHAIRS NOTE
UPON RECEIPT OF THIS DRAWINGS THE CONTRACTOR/BUILDER SHALL MAKEA
THOROUGHANDDETAILED REV/EWOFALL ELEMENTSOFTHIS DRAW/NG AND NOTEANY
DISCREPANCIES, CONFLICTS, ERRORS, OMISSIONS, OR OTHERIRREGULARITIES AND
/ \ PROMPTLYREPORTANYSUCHF/ND/NGSTOTHEOWNERANDTHEENGINEERPRIORTO
/ \ ANYPROCUREMENT, FABRICATION, OR CONSTRUCTION
60° \
&x20'CONT
HAIR P/N TYP.
HAIR PIN DETAIL
8' 12' 16 cc wcaArn� A"r"onyx.. \ RE
�� ¢ Z o �s%, DRAWING ISSUE STATUS VANGUARD OPERATING LLC DRAWN ACAD2018 081/
�� A.K„•,T �� as + CHECKED.' SAK
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`c4:� APPRSCASCALL 1/a° = 1'-0°
w Z 22262 CONSTRUCTION FOUNDATION PLAN CAD FILENAME
DO NOT SCALE DRAWING FOR COMMERCIAL OR CONST PURPOSES w Z o �Q/ PROJECT NUMBER:
Centimeters Inches Tenths ar ^^ > CCK S)7WJCTUR4L EAkWVEEFii5' PLAN AND DETAILS
0 19 SEPT 2017 ISSUED FOR CONSTRUCTION � •� �\�����\ R/FIE, COLORADO NSPE
cc DRAWING NUMBER DRAWING NUMBER DRAWING NUMBER NUMBER DATE REVISION DESCRIPTION Er�p}f 'k 970-625-2774 CcEc DATE: 19 SEPEMBER 2017 SILT, COLORADO S1.1 0
SPLICE PLATE & BOLT TABLE
Qty
Mark Top Bot Int Type Dia Length Width Thick Length
SID ''1 4 4 0 A325 3/4" 2" 6" 1/2" 1'-9 7/8"
STIFFENER
TABLE
Web date
Thick
Lenqt
RF1-1
9.0 16.0
Stiff
128.7
Plate Size
16.0/16.0
Mark
Mark
Width
Thick
Length
RF1-1
St- 1
2 1/2
1/4;;
16"
RF1-3
St- 1
2 112
1/4"
16
BASE PLATE TABLE
Col Plate Size
Mark Width Thick Length
BP -1 6" 3/8" 9 1/2"
FLANGE BRACES: BOTH SIDES(UNLESS NOTED)
FBxxA(1): xx=length(in)
A - L2X2X14G
12
3"
Gd\ lua nne
26 Gauge PBR,
8 1/
17'-334" X40
18'-0 3 4„
4Q 4'-2316"
F52–B
-4�4 4lr-a-
1 _4„
Mark
Web De th
Start End
Web date
Thick
Lenqt
RF1-1
9.0 16.0
0.156
128.7
DESCRIPTION
16.0/16.0
0.185
18.4
RF1-2
15.0/15.0
0.156
191.9
RF1-3
16.0/16.0
0.185
18.4
7/13/17 1
16.0/ 9.0
0.156
128.7
17'-3 3/4"
18'-0 3/4„
4— @ 4-22 3/16"
Fg�A�1)
FB32.8A 1— o� F832.8A 1)
FB32.8A 1) o� FB32 RA(i)
— —
outside riange
I x Thk x Len th
5 x 1 4 x 145.8
5 x 1/4" x 24.6
5 x 1/4" x 190.6
5 x 1/4" x 24.6
5 x 1 /4" x 145.8
Inside Flange
W x Thk x Length
5 x 1/4" x 128.9
5 x 1/4 11 x 190.6
5 x 1/4" x 128.9
3"
-16-1 f -a-
FRAME
CROSS
SECTION: FRAME
LINE 2 3
DESCRIPTION
BY
CK'D
DSN
ISSUE
DATE I
A
7/13/17 1
FOR CONSTRUCTION PERMIT
PNR
PNR
AJL
GENERAL NOTES:
1. ALL BOLTED JOINTS WITH A325M-09 TYPE 1 BOLTS ARE SPECIFIED AS SNUG TIGHTED
JOINTS IN ACCORDANCE WITH THE "SPECIFICATION FOR STRUCTURAL JOINTS USING
ASTM A325 OR A490 BOLTS, JUNE 30, 2004". PRETENSIONING METHODS, INCLUDING
TURN -OF -NUT, CALIBRATED WRENCH, TWIST OFF TYPE TENSION BOLTS OR DIRECT
TENSION INDICATOR ARE NOT REQUIRED. INSTALLATION INSPECTION REQUIREMENTS
FOR SNUG TIGHT BOLTS (SPECIFICATION FOR STRUCTURAL JOINTS SECTION 9.1)
IS SUGGESTED.
2. ALL FIELD WELDED CONNECTIONS OF SECONDARY FRAMING SHALL BE BOLTED WITH A325
MACHINE BOLTS
3. INSTALL ALL FLANGE BRACES ON COLUMN AND RAFTER AS SHOWN
GENERAL STEEL CORPORATION
10639 W. BRADFORD RD PHONE : 800-406-5126
LITTLETON, CO 80127-4208 FAX 303-979-0084
PROJECT: M21350 - CHASE PEARL
CUSTOMER: VANGUARD OPERATING LLC OWNER: VANGUARD OPERATING LLC
LOCATION: NEW CASTLE, CO 81647
1/4 1)
CAD DATE SCALE PHASE BUILDING ID JOB NUMBER SHEET- NUMBER ISSUE
7/13/17 N.T.S. 1 A 15-13-88709 E7 A
12
-r�
BUILDER/CONTRACTOR RESPONSIBILITIES
Drawing Validity — These drawings, supporting structural calculations and design certification are based on the
Shop Primed Steel — All structural members of the Metal Building System not fabricated of corrosion resistant
order documents as of the date of these drawings. These documents describe the material supplied by the
material or protected by a corrosion resistant coating are painted with one coat of shop primer meeting the
manufacturer as of the date of these drawings. Any changes to the order documents after the date on these
performance requirements of SSPC Paint Specification No. 15. All surfaces to receive shop primer are cleaned of
drawings may void these drawings, supporting structural calculations and design certification. The
loose rust, loose mill scale and other foreign matter by using, as a minimum, the hand tool cleaning method
Builder/Contractor is responsible for notifying the building authority of all changes to the order documents which
SSPC—SP2 (Steel Structures Painting Council) prior to painting. The coat of shop primer is intended to protect the
result in changes to the drawings, supporting structural calculations and design certification.
steel framing for only a short period of exposure to ordinary atmospheric conditions. Shop Primed steel stored in
THE BUILDER IS THESE LOADS COMPLY
WITH THE REQUIREMENTS OF THE LOCAL BUILDING DEPARTMENT.
the field pending erection should be kept free of the ground and so positioned as to minimize water—holding
Builder Acceptance of Drawings — Approval of the manufacturer's drawings and design data affirms that the
pockets, dust, mud and other contamination of the primer film. Repairs of damage to primed surfaces and/or
manufacturer has correctly interpreted and applied the requirements of the order documents and constitutes
removal of foreign material due to improper field storage or site conditions are not the responsibility of the
Builder/Contractor acceptance of the manufacturer's interpretations of the order documents and standard product
manufacturer. The Manufacturer is not responsible for deterioration of the shop coat of primer or corrosion that
specifications, including its design, fabrication and quality criteria standards and tolerances. (AISC code of
may result from exposure to atmospheric and environmental conditions, nor the compatibility of the primer to any
standard practice Sept 86 Section 4.2.1) (Mar 05 Section 4.4.1)
field applied coating. Minor abrasions to the shop coat (including galvanizing) caused by handling, loading, shipping
COLLATERAL (LIGHTS) 0.5 PSF
unloading and erection after painting or galvanizing are unavoidable. Touch—up of these minor abrasions is the
Code Official Approval — It is the responsibility of the Builder/Contractor to ensure that all project plans and
responsibility of the End Customer (MBMA 06 IV 4.2.4)
specifications comply with the applicable requirements of any governing building authority. The Builder/Contractor
ROOF LIVE LOAD 20.00 PSF (NON REDUCIBLE)
is responsible for securing all required approvals and permits from the appropriate agency as required.
PROJECT NOTES
ROOF SHEETING PLAN
Material properties of steel bar, plate, and sheet used in the fabrication of built—up structural framing members
Builder is responsible for State Federal and OSHA safety compliance — The Builder/Contractor is responsible for
conform to ASTM A529, ASTM A572, ASTM A1011 SS, or ASTM A1011 HSLAS with a minimum yield point of 50
applying and observing all pertinent safety rules and regulations and OSHA standards as applicable.
ksi. Material properties of hot rolled structural shapes conform to ASTM A992, ASTM A529, or ASTM A572 with
SNOW LOAD
a minimum specified yield point of 50 ksi. Hot rolled angles, or other than flange braces, conform to ASTM 36
Building Erection — The Builder/Contractor is responsible for all erection of the steel and associated work in
minimum. Hollow structural shaped conform to ASTM A500 grade b, minimum yield point is 42 ksi for round
compliance with the Metal Building Manufacturers drawings. Temporary supports, such as temporary guys,
HSS and 46 ksi for rectangular HSS. Material properties of cold form light gage steel members conform to the
braces, false work or other elements required for erection will be determined, furnished and installed by the
requirements of ASTM A1011 SS Grade 55 or ASTM A1011 HSLAS Class 1 Grade 55, with a minimum yield point
erector. (AISC Code of Standard Practice Sept 86 Section 7.9.1) (Mar 05 Section 7.10.3)
of 55 ksi.
Discrepancies — Where discrepancies exist between the Metal Building plans and plans for other trades, the Metal
All bolt joints with A325 Type 1 bolts are specified as snug—tightened joints, unless noted otherwise, in
Buiiding pians will govern. (AISC Code of Standard Practice Sept 86 Section 3.3) (Mar 05 Section 3.3)
accordance with the "Specification for Structural Joints using ASTM A325 or A490 bolts, June 30, 2004".
A
Pretensioning methods, including turn—of—nut and calibrated wrench are not required unless noted otherwise.
Materials by Others — All interface and compatibility of any materials not furnished by the manufacturer are the
SNOW EXPOSURE FACTOR (Ce) 1.0
V411 K4.Gl/
responsibility of and to be coordinated by the Builder/Contractor or A/E firm. Unless specific design criteria
The manufacturer does not assume any responsibility for the erection nor field supervision of the structure and
concerning any interface between materials if furnished as a part of the order documents, the manufacturers
or any special inspections (including inspection of the high strength bolts or field welds) as required during
assumptions will govern.
erection. The coordination and the costs associated for setting up and Special Inspections are the responsibility
PARKWAY W., HOUSTON, TX 77064. THE PROFESSIONAL
ENGINEER WHOSE SEAL APPEARS HEREON IS EMPLOYED
of the Erector, Owner, Architect, or Engineer of Record.
Correction of Errors — Normal erection operations include the correction of minor misfits by moderate amounts
BASIC FORCE RESISTING SYSTEM*
of reaming, chipping, welding or cutting and the drawing of elements into line through the use of drift pins.
Design is based upon the more severe loading of either the roof snow load or the roof live load.
Errors which cannot be corrected by the foregoing means or which require major changes in the member
d p,,
configuration should be reported immediately to the owner and fabricator by the erector, to enable whoever is
Loads, as noted, are given within order documents and are applied in general accordance with the applicable
responsible either to correct the error or to approve the most efficient and economical method of correction to
provisions of the model code and/or specification indicated. Neither the manufacture nor the certifying engineer
be -used by others. (AISC Code of Standard Practice Sept 86 Section 7.12)(Mar 05 Section 7.14)
declares or attests that the loads as designated are proper for the local provisions that may apply or for site
specific parameters. The manufacturer's Engineer's certification is limited to design loads supplied by an
Modification of the Metal Building from Plans — The Metal Building supplied by the manufacturer has
Architect and/or engineer of record for the overall construction project.
been designed according to the Building Code and specifications and the loads shown on this drawing.
Modification of the building configuration, such as removing wall panels or braces, from that shown on these
This project is designed using manufacture's standard serviceability standards. Generally this means that all
plans could affect the structural integrity of the building. The Metal Building Manufacturer or a Licensed
stresses and deflections are within typical performance limits for normal occupancy and standard metal building
Structural Engineer should be consulted prior to making any changes to the building configuration shown on
products. If special requirements for deflections and vibrations must be adhered to, then they must be clearly
these drawings. The Metal Building Manufacturer will assume no responsibility for any loads applied to the
stated in the contract documents.
building not indicated on these drawings.
Safety Commitment — The Metal Building Manufacturer has a commitment to manufacture quality building
X—bracing (if applicable) is to be installed to a taut condition with all slack removed. Do not tighten beyond
components that can be safely erected. However, the safety commitment and job site practices of the erector
this state.
are beyond the control of the building manufacturer. It is strongly recommended that safe working conditions
The design collateral load has been uniformly applied to the design of the building. Hanging loads are to be
and accident prevention is the top priority of any job site. Local, State and Federal safety and health
attached to the purlin web. This .may not be appropriate for heavily concentrated loads. Any attached load in
standards, whether standard statutory or customary, should always be followed to help ensure worker safety.
excess of 150 pounds shall be accounted for by special design performed by a licensed engineer using
Make certain all employees know the safest and most productive way to erect a building. Emergency procedures
concentrated loads and may require separate support members within the roof system.
should be known to all employees. Daily meetings highlighting safety procedures are also recommended. The use
of hard hats, rubber sole shoes for roof work, proper equipment for handling material, and safety nets where
This metal building system is designed as enclosed. All exterior components (i.e. doors, windows, vents, etc.)
applicable, are recommended. For purposes of determining lift requirements, no bundles supplied by the
must be designed to withstand the specified wind loading for the design of components and cladding in
manufacturer will exceed 4000 lbs. For further information also reference the bill of materials for individual
accordance with the specified building code. Doors are to be closed when a maximum of 50% of design wind
member weights of other structural members. If additional information is required contact the customer service
department.
velocity is reached.
DESIGN LOADING
The metal building manufacturer has not designed the structure for snow accumulation loads at the
DRAWING
INDEX
THIS STRUCTURE IS DESIGNED UTILIZING THE LOADS
ISSUE
PAGE
DESCRIPTION
INDICATED AND APP AS REED
n^
BC 12 ?OIC
A
C1
COVER SHEET
THE BUILDER IS THESE LOADS COMPLY
WITH THE REQUIREMENTS OF THE LOCAL BUILDING DEPARTMENT.
0
F1
ANCHOR BOLT PLAN
0
F2
ANCHOR BOLT REACTIONS
ROOF DEAD LOAD
SUPERIMPOSED 2.170 PSF
0
F3
ANCHOR BOLT DETAILS
COLLATERAL (LIGHTS) 0.5 PSF
A
E1
ROOF FRAMING PLAN
THIS CERTIFICATION COVERS PARTS MANUFACTURED
ROOF LIVE LOAD 20.00 PSF (NON REDUCIBLE)
A
E2
ROOF SHEETING PLAN
AND DELIVERED BY THE MANUFACTURER ONLY,
RISK CATEGORY II — Normal
A
E3
FRONT SIDEWALL
SNOW LOAD
A
E4
BACK SIDEWALL
PSF
GROUND SNOW LOAD (Pg) 440P
A
E5
LEFT ENDWALL
SNOW LOAD IMPORTANCE FACTOR (Is) 1���
A
E6
RIGHT ENDWALL
FLAT ROOF SNOW LOAD (Pf) 2SF (AS PER CODE)
MIN ROOF SNOW LOAD (Pf) 40.00 PSF (USED IN DESIGN)
A
E7
FRAME CROSS SECTION
SNOW EXPOSURE FACTOR (Ce) 1.0
V411 K4.Gl/
A
DET1-10
STANDARD DETAILS
THERMAL FACTOR (Ct) 1.00 � lJl11/�ti�y
NO�C :
_
BASIC STRUCTURAL SYSTEM (FROM ASCE 7-10 TABLE 12.2-1)
PARKWAY W., HOUSTON, TX 77064. THE PROFESSIONAL
ENGINEER WHOSE SEAL APPEARS HEREON IS EMPLOYED
WIND LOAD
1
f �'Ovi�J.0 a+ 14tgt oH.0 () �oclk d oo�
BASIC FORCE RESISTING SYSTEM*
ULTIMATE WIND SPEED 115 MPH
roof, gutters, trim, etc. if left on building surfaces for a long enough time. The roof should be periodically
d p,,
H. STRUCTURAL STEEL SYSTEMS NOT
SPECIFICALLY
inspected for such conditions and if found, they should be removed.
NOMINAL WIND SPEED (vasd) 89 MPH (IBC SECTION 1609.3.1)
SERVICEABILITY WIND SPEED 76 MPH
WIND EXPOSURE CATEGORY C
DRAWING
STATUS
TOPOGRAPHICAL FACTOR 1.0 ❑ FOR APPROVAL
INTERNAL PRESSURE COEFFICIENT (GCpi) 0.18 /-0.18 THESE DRAWINGS, BEING FOR APPROVAL, ARE BY
DEFINITION NOT FINAL, AND ARE FOR CONCEPTUAL
ZONE 4, COMPONENT WIND LOAD < 10FT2 REPRESENTATION ONLY. THEIR PURPOSE IS TO
26.418 PSF PRESSURE -28,619 PSF SUCTION CONFIRM PROPER INTERPRETATION OF THE PROJECT
DOCUMENTS. ONLY DRAWINGS ISSUED
ZONE 5, COMPONENT WIND LOAD < 10FT2 "FOR ERECTOR INSTALLATION" CAN BE CONSIDERED
26.418 PSF PRESSURE -35.158 PSF SUCTION AS COMPLETE.
ZONES PER ASCE 7-10; FIG. 30.4-1
ZONES PRESSURES SHOWN ARE UN—FACTORED FOR CONSTRUCTION PERMIT
RAIN INTENSITY THESE DRAWINGS, BEING FOR PERMIT, ARE BY
5—MINUTE DURATION, 5—YEAR DEFINITION NOT FINAL. ONLY DRAWINGS ISSUED
RECURRENCE (11) 4.0000 IN/HOUR "FOR ERECTOR INSTALLATION" CAN BE CONSIDERED
AS COMPLETE.
SEISMIC LOAD
SEISMIC IMPORTANCE FACTOR (le) 1.00 ❑ FOR ERECTOR INSTALLATION
Ss 0.3154 SDs 0.3251 FINAL DRAWINGS FOR CONSTRUCTION.
S1 0.0808 SD1 0.1280
SITE CLASS D STIFF SOIL
SEISMIC DESIGN CATEGORY B
ANALYSIS PROCEDURE: EQUIVALENT LATERAL FORCE
Rev, 8/12/14
BUILDING SIZE: 36'-0" x 68'-0" x 13'-0" 1.0:12
ISSUE I DATE I DESCRIPTION BY CK'D DSN GENERAL STEEL CORPORATION
A 7/13/17 1 FOR CONSTRUCTION PERMIT PNR PNR AJL
10639 W. BRADFORD RD PHONE 800-406-5126
LITTLETON, CO 80127-4208 FAX 303-979-0084
PROJECT: M21350 — CHASE PEARL
CUSTOMER: VANGUARD OPERATING LLC OWNER: VANGUARD OPERATING LLC
LOCATION: NEW CASTLE, CO 81647
CAD DATE SCALE PHASE BUILDING ID
7/13/17 N.T.S. 1 A
JOB NUMBER
15-B-88709
SHEET NUMBER ISSUE
C1 A
Jul 19, 2017
The metal building manufacturer has not designed the structure for snow accumulation loads at the
COLUMN LINE TRANSVERSE
LONGITUDINAL
Foundation Design —The Metal Building Manufacturer is not responsible for the design, materials and
ground level which may impose snow loads on the wall framing provided e ma_n er.
FRONT BACK
workmanship of the foundation. Anchor rod plans prepared by the manufacturer are intended to show only
BASIC FORCE RESISTING SYSTEM* H
H H
ENGINEERING
location, diameter and projection of the anchor rods required to attach the Metal Building System to the
SEAL
foundation. It is the responsibility of the end customer to ensure that adequate provisions are made for
ALL HIGH STRENGTH BOLTING AND
RESPONSE MODIFICATION COEFFICIENT(R) 3
3 3
specifying rod embedment, bearing values, tie rods and or other associated items embedded in the concrete
FIELD WELDING REQUIRES SPECIAL
THIS CERTIFICATION COVERS PARTS MANUFACTURED
foundation, as well as foundation design for the loads imposed by the Metal Building System, other imposed
INSPECTOR. PROVIDE APPROVAL
SYSTEM OVER—STRENGTH FACTOR(QD) 2.5000
2.5000 2.5000
AND DELIVERED BY THE MANUFACTURER ONLY,
loads, and the bearingcapacity of the soil and other conditions of the building site. MBMA 06 Sections 3.2.2
P Y 9 (
REPORTATFRAMINGINSPECTION
SEISMIC RESPONSE COEFFICIENT(Cs) 0.108
0.108
AND EXCLUDES PARTS SUCH AS DOORS, WINDOWS,
and A3)
0.108
FOUNDATION DESIGN AND ERECTION OF THE BUILDING.
BLDG DESIGN BASE SHEAR (V) TRANSVERSE1.56 (k)
LONGITUDINAL1.54
(k) THESE DRAWINGS AND THE METAL BUILDING SYSTEM
Dissimilar Materials — Never allow your roof to come in contact with, or water runoff from, any dissimilar metal
THE TRANSVERSE DIRECTION IS PARALLEL TO THE
RIGID FRAMES
THEY REPRESENT ARE THE PRODUCT OF AN AFFILIATE
including but not limited to: Copper and Arsenic Salts used in treated lumber, Calcium used in concrete, mortar
THE LONGITUDINAL DIRECTION IS PERPENDICULAR
TO THE RIGID FRAMES
OF NCI GROUP, INC. — 10943 N. SAM HOUSTON
and grout.
NO�C :
_
BASIC STRUCTURAL SYSTEM (FROM ASCE 7-10 TABLE 12.2-1)
PARKWAY W., HOUSTON, TX 77064. THE PROFESSIONAL
ENGINEER WHOSE SEAL APPEARS HEREON IS EMPLOYED
Debris Removal — An foreign debris such as sawdust, dirt, animal dro in s, etc. will cause corrosion of the
Y 9 droppings,
1
f �'Ovi�J.0 a+ 14tgt oH.0 () �oclk d oo�
BASIC FORCE RESISTING SYSTEM*
BY AN AFFILIATE OF NCI GROUP, INC. AND IS NOT THE
ENGINEER—OF—RECORD FOR THE OVERALL PROJECT.
roof, gutters, trim, etc. if left on building surfaces for a long enough time. The roof should be periodically
d p,,
H. STRUCTURAL STEEL SYSTEMS NOT
SPECIFICALLY
inspected for such conditions and if found, they should be removed.
X �Ih g� `V V ��'GSS
DETAILED FOR SEISMIC RESISTANCE
Rev, 8/12/14
BUILDING SIZE: 36'-0" x 68'-0" x 13'-0" 1.0:12
ISSUE I DATE I DESCRIPTION BY CK'D DSN GENERAL STEEL CORPORATION
A 7/13/17 1 FOR CONSTRUCTION PERMIT PNR PNR AJL
10639 W. BRADFORD RD PHONE 800-406-5126
LITTLETON, CO 80127-4208 FAX 303-979-0084
PROJECT: M21350 — CHASE PEARL
CUSTOMER: VANGUARD OPERATING LLC OWNER: VANGUARD OPERATING LLC
LOCATION: NEW CASTLE, CO 81647
CAD DATE SCALE PHASE BUILDING ID
7/13/17 N.T.S. 1 A
JOB NUMBER
15-B-88709
SHEET NUMBER ISSUE
C1 A
Jul 19, 2017
GENERAL NOTES
ENDWALL
COLUMN:
1. THE REACTIONS PROVIDED ARE BASED ON THE ORDER DOCUMENTS
Frm
Col
Dead
Collat
AT THE TIME OF MAILING. ANY CHANGES TO BUILDING LOADS
Line
Line
Vert
Vert
OR DIMENSIONS MAY CHANGE THE REACTIONS. THE REACTIONS
1
D
0.2
0.0
WILL BE SUPERSEDED AND VOIDED BY ANY FUTURE MAILING.
1
C
0.6
0.1
2. REACTIONS ARE PROVIDED AS UN -FACTORED FOR EACH LOAD
1
B
0.6
0.1
GROUP APPLIED TO THE COLUMN. THE FOUNDATION ENGINEER
1
A
0.2
0.0
WILL APPLY THE APPROPRIATE LOAD FACTORS AND COMBINE THE
0.0
0.8
THE SOIL AND OTHER CONDITIONS OF THE BUILDING SITE,
-0.4 0.0 1.5 0.0
REACTIONS IN ACCORDANCE WITH THE BUILDING CODE AND
RIGID
FRAME:
BASIC
IT IS RECOMMENDED THAT THE ANCHORAGE AND FOUNDATION OF
DESIGN SPECIFICATIONS TO DETERMINE BEARING PRESSURES
Frm
Col
Wind
AND CONCRETE DESIGN. THE FACTORS APPLIED TO LOAD GROUPS
Line
Line
-Press
Harz
Vert
FOR THE STEEL COLUMN DESIGN MAY BE DIFFERENT THAN THE
1
D
-2.3
-1.1
FACTORS USED IN THE FOUNDATION DESIGN.
"MAXIMUM"
1
C
-1.7
0.0
3. THE MANUFACTURER DOES NOT PROVIDE LOAD
1
B
-1.7
0.0
COMBINATION REACTIONS. HOWEVER, THE INDIVIDUAL LOAD
1
A
-2.3
-1.1
REACTIONS PROVIDED MAY BE USED BY THE FOUNDATION ENGINEER
TO DETERMINE THE APPLICABLE LOAD COMBINATIONS FOR HIS/HER
C
1.8
0.0
-2.6
DESIGN PROCEDURES AND ALLOW FOR AN ECONOMICAL FOUNDATION
Frm
Col
-MIN
-SNOW --
DESIGN
Line
Line
Harz
Vert
4. THE METAL BUILDING MANUFACTURER IS RESPONSIBLE FOR THE
1
D
0.0
1.5
DESIGN OF THE ANCHOR BOLT DIAMETER ONLY TO PERMIT THE
1
C
0.0
6.8
TRANSFER OF FORCES BETWEEN THE BASE PLATE AND THE
1
B
0.0
6.8
ANCHOR BOLT IN SHEAR, BEARING AND TENSION, BUT IS NOT
1
A
0.0
1.5
RESPONSIBLE FOR THE ANCHOR BOLT EMBEDMENT FOR TRANSFER
Line
Line Horiz
Vert
Horiz Vert Horiz
OF FORCES TO THE FOUNDATION. THE METAL BUILDING
Horiz
Vert
Horiz Vert
Horiz Vert
BASIC
COLUMN REACTIONS
(k )
Vert
Live
Snow
Wind_Leftl
0.0
Vert
Vert
Harz
Vert
0.8
1.1
0.0
-1.0
3.4
4.7
0.0
-4.2
3.4
4.7
1.4
-4.8
0.8
1.1
0.0
1.4
Wind_Suct
Frm
Harz
Vert
0.0
1.1
1.8
0.0
1.8
0.0
0.0
1.1
E1UNB_SL_L-
4
Horz
Vert
0.0
1.3
0.0
5.6
0.0
2.0
0.0
0.2
MANUFACTURER DOES NOT DESIGN AND IS NOT RESPONSIBLE FOR
Frm
Col
Dead
Collat
Live
THE DESIGN, MATERIAL AND CONSTRUCTION OF THE FOUNDATION
Line
Line
Vert
Vert
Vert
EMBEDMENTS. THE END USE CUSTOMER SHOULD ASSURE HIMSELF
4
A
0.2
0.0
0.8
THAT ADEQUATE PROVISIONS ARE MADE IN THE FOUNDATION
4
B
0.6
0.1
3.4
DESIGN FOR LOADS IMPOSED BY COLUMN REACTIONS OF THE
4
C
0.6
0.1
3.4
BUILDING, OTHER IMPOSED LOADS, AND BEARING CAPACITY OF
4
D
0.2
0.0
0.8
THE SOIL AND OTHER CONDITIONS OF THE BUILDING SITE,
-0.4 0.0 1.5 0.0
0.2
RIGID
FRAME:
BASIC
IT IS RECOMMENDED THAT THE ANCHORAGE AND FOUNDATION OF
Wind
THE BUILDING BE DESIGNED BY A REGISTERED PROFESSIONAL
Frm
Col
Suct
Wind_Longt
- - - -
ENGINEER EXPERIENCED IN THE DESIGN OF SUCH STRUCTURES,
Line
Line
Harz
Harz
Vert
(SECTION A3 MBMA 2006 METAL BUILDING SYSTEMS MANUAL)
4
A
0.8
0.0
-1.1
5. BOTTOM OF ALL BASE PLATES ARE AT THE SAME ELEVATION.
4
B
1.8
0.0
-4.2
(UNLESS NOTED)
4
C
1.8
0.0
-2.6
6. ANCHOR RODS ARE ASTM F1554 GRADE 36 MATERIAL UNLESS
NOTED OTHERWISE.
4
D
0.0
0.2
-0.8
Frm Col E2UNB_SL_R-
Line Line Harz Vert
4 A 0.0 0.2
4 B 0.0 2.1
4 C 0.0 5.6
4 D 0.0 1.2
Wind_Longl
FRAME:
Harz
Vert
0.0
-1.1
0.0
-4.2
0.0
-2.6
0.2
-0.8
E1UNB_SL_R-
Thick (in)
Horz
Vert
0.0
0.2
0.0
2.1
0.0
5.6
0.0
1.2
Wind_Rightl
Harz Vert
0.0 -0.7
0.0 -2.8
0.0 -2.3
1.4 -2.9
Wind_Long2
Harz Vert
0.0 -0.5
0.0 -2.9
0.2 -4.4
0.0 -0.8
Wind_Left2
Horz Vert
0.0 -1.0
0.0 -4.2
1.4 -4.8
0.0 1.4
Seis-Left
Harz Vert
0.0 0.0
0.0 0.0
0.3 -0.4
0.0 0.4
Wind_Right2
Horz Vert
0.0 -0.7
0.0 -2.8
0.0 -2.3
1.4 -2.9
Seis_Right
Harz Vert
0.0 0.0
0.0 0.0
0.0 0.4
0.3 -0.4
Seis_Long
Harz Vert
-0.8 -0.4
0.0 0.0
0.0 0.0
-0.8 -0.4
Snow Wind_Leftl Wind_Rightl Wind_Left2 Wind_Right2
Vert Harz Vert Harz Vert Horz Vert Harz Vert
1.1 0.0 -1.0 0.0 -0.7 0.0 -1.0 0.0 -0.7
4.7 0.0 -4.2 0.0 -2.8 0.0 -4.2 0.0 -2.8
4.7 1.4 -4.8 0.0 -2.3 1.4 -4.8 0.0 -2.3
1.1 0.0 1.4 1.4 -2.9 0.0 1.4 1.4 -2.9
Wind_Long2
Horz Vert
0.0 -0.5
0.0 -2.9
0.2 -4.4
0.0 -0.8
Seis-Left
Harz Vert
0.0 0.0
0.0 0.0
0.3 -0.4
0.0 0.4
Seis_Right-MIN_SNOW-- E2UNB_SL_L-
Horz Vert Harz Vert Horz Vert
Wind
Press
Harz
-0.7
-1.7
-1.7
0.0
FRAME LINES:
H
23
RIGID
FRAME:
ANCHOR BOLTS & BASE
PLATES
Frm
Col Anc._Bolt
Base
-Plate (in)
Grout
Line
Line Qty
Dia Width
Length
Thick (in)
2*
D 4
0.750 6.000
9.500
0.375 0.0
2*
A 4
0.750 6.000
9.500
0.375 0.0
IV
0.0
0.0 0.0 1.5 0.0
1.3
2*
Frame lines:
2
3
0.0
0.0 0.0 6.8 0.0
5.6
0.0
0.4 0.0 6.8 0.0
2.0
0.3
-0.4 0.0 1.5 0.0
0.2
RIGID
FRAME:
BASIC
COLUMN REACTIONS (k )
Frame
Column -----Dead-----Collateral-
- - - -
- Live - - -
- - - - - -
Snow-----Wind-Leftl
-
-Wind_Rightt-
Line
Line Horiz
Vert
Horiz Vert Horiz
Vert
Horiz
Vert
Horiz Vert
Horiz Vert
2*
D 0.4
1.3
0.1 0.2 3.1
8.2
4.3
11.4
-4.7 -8.8
0.3 -5.3
2*
A -0.4
1.3
-0.1 0.2 -3.1
8.2
-4.3
11.4
-0.3 -5.3
4.7 -8.8
Frame
Column--Wind_Left2-
-Wind_Right2---Wind_Long1-
--Wind_Long2-
-Seismic-Left
Seismic -Right
Line
Line Horiz
Vert
Horiz Vert Horiz
Vert
Horiz
Vert
Horiz Vert
Horiz Vert
2*
D -4.6
-5.2
0.4 -1.7 -0.5
-8.9
-0.8
-7.5
-0.2 -0.2
0.2 0.2
NOTES FOR REACTIONS
2*
A -0.4
-1.7
4.6 -5.2 0.8
-7.5
0.5
-8.9
-0.2 0.2
0.2 -0.2
BUILDING REACTIONS ARE BASED ON
THE FOLLOWING BUILDING DATA:
Frame
Column-Seismic-Long
-MIN_SNOW-- F1UNB_SL_L-
F1UNB_SLR-
WIDTH (FT)
= 36
Line
Line Horiz
Vert
Horiz Vert Horiz
Vert
Horiz
Vert
LENGTH (FT)
= 68
2*
D 0.0
-0.4
6.2 16.3 3.5
11.6
3.5
6.2
EAVE HEIGHT FT)
= 13 / 13
2*
A 0.0
-0.4
-6.2 16.3 -3.5
6.2
-3.5
11.6
ROOF SLOPE rise/12)
= 1.0:12 / 1.0:12
DEAD LOAD psf)
= 2.170
2* Frame lines:
2 3
COLLATERAL LOAD (psf)
ROOF LIVE LOAD (psf)
= 0.5
= 20.00 (NON REDUCIBLE)
ENDWALL COLUMN:
ANCHOR BOLTS &
BASE PLATES
FRAME LIVE LOAD ( sf)
ROOF SNOW LOAD psf)
= 20
= 28 (AS PER CODE)
Frm
Col Anc._Bolt
Base -Plate (in)
Grout
MIN ROOF SNOW LOAD (psf)
= 40.00 (AS PER DESIGN)
Line
Line Qty
Dia
Width Length
Thick
(in)
GROUND SNOW LOAD (psf)
= 40.0000
WIND SPEED (MPH)
= 115
1
D 4
0.625
6.000 8.000
0.375
0.0
NOMINAL WIND SPEED (vasd)
= 89 MPH (IBC SECTION 1609.3.1)
1
C 4
0.625
6.000 8.000
0.375
0.0
SERVICEABILITY WIND SPEED
= 76 MPH
1
B 4
0.625
6.000 8.000
0.375
0.0
WIND CODE
= IBC 12
C
1
A 4
0.625
6.000 8.000
0.375
0.0
EXPOSURE
CLOSED/OPEN
=
= Closed
4
A 4
0.625
6.000 8.000
0.375
0.0
IMPORTANCE - WIND
= 1.00
4
B 4
0.625
6.000 8.000
0.375
0.0
IMPORTANCE - SEISMIC
= 1.00
B
4
C 4
0.625
6.000 8.000
0.375
0.0
SEISMIC ZONE
=
4
D 4
0.625
6.000 8.000
0.375
0.0
BUILDING BRACING REACTIONS
Reactions in plane of wall
ANCHOR
BOLT SUMMARY
f Reactions(k
) Panel -Shear
-Wall - Col -Wind -
-Seismic - (Ib/ft)
Dia
Proj
Loc Line Line Harz Vert
Harz Vert Wind Seis
Qty
Locate
(in)
Type (in)
L_EW 1 B,A Bracing, see
EW reactions
*
O 12
O 32
Jamb
Endwall
5/8"
5/8"
F1554 2.00
F1554 2.00
F -SW A 1,2 2.3 *
R_EW 4 C,D Bracing, see
0.8
EW reactions
0 16
Frame
3/4"
F1554 2.50
B_SW D 2,1 2.3 *
0.8
*See RF reactions table for vertical and
horizontal reactions in plane of the rigid frame.
ISSUE DATE I DESCRIPTION BY CK'D DSN
0 7/13/17 1 FOR ERECTOR INSTALLATION PNR PNR AJL
GENERAL STEEL CORPORATION
10639 W. BRADFORD RD
LITTLETON, CO 80127-420
PROJECT: M21350 - CHASE PEARL
CUSTOMER: VANGUARD OPERATING LLC
LOCATION: NEW CASTLE, CO 81647
PHONE 800-406-5126
FAX 303-979-0084
OWNER: VANGUARD OPERATING LLC
CAD DATE SCALE PHASE BUILDING ID
7/13/17 N.T.S. 1 A
MN LINE
JOB NUMBER SHEET NUMBER ISSUE
15-13-88709 F2 D
Jul 19, 2017
lr�
I � I j u 1 j
EC -4 RF1-3 RF1-3 EC— 5
8'-0"
10'-0"
4'-811
61-4 1)
10'-0"
6'-4"
SIDEWALL FRAMING: FRAME LINE A
Q T p T
HW4062
GENERAL NOTES:
1. INSTALL ALL GIRTS AND FLANGE BRACES (FB) AS SHOWN.
2. WALL PANEL PROVIDES STRUCTURAL STABILITY TO THE BUILDING.
3. OTHER THAN FOR WALK DOORS AND WINDOWS SHOWN ON THE
CONTRACT, DO NOT ADD ADDITIONAL WALL OPENINGS WITHOUT
APPROVAL OF BUILDING MANUFACTURER OR PROFESSIONAL ENGINEER.
4. AFTER INSTALLATION, WIPE ALL PANELS CLEAN OF METAL
I I
F407
SIDEWALL SHEETING & TRIM: FRAME LINE A
PANELS: 26 Gauqe PBR — Polar White
MEMBER T
MARK I
PART
LENGTH
BY
DJ -1
DSN
81`35C 14
10'-0"
A
7/13/17
E-1
PNR
10ES1114
22'-7
1/2"
E-2
1IDES 1-14
22'-7
1/2"
E-3
10ES11-14
22'-7
1/2"
G-5
8X25Z12
22'-7
PROJECT: M21350 — CHASE PEARL
1/2"
G-6
8X25Z16
7'-8"
G-7
8X35C14
22'-7
1/2"
G-8
8X25Z16
4'-4"
G-9
8X25Z16
6'-0"
CAD
DATE
7/13/17
G-10
PHASE
1
8X35C14
22'-7
SHEET NUMBER
E3
1/2"
G-11
8X25Z16
6'-0"
CB
-7
1/2" DIA. ROD
25-6"
CB
-8
1/2" DIA. ROD
25'-5"
JB -1
8F35C14
1'-9
3/16"
CONNECTION PLA
FRAME LINE A
❑ ID MARK PA
2 1 SC584 L
FLANGE BRACE TABLE
FRAME LINE A
0 ID I PART I LENGTH
FB29.3 I L2X2X14G 1 2'-5 1/4"
ISSUE
DATE
DESCRIPTION
BY
CK'D
DSN
GENERAL STEEL CORPORATION
10639 W. BRADFORD RD PHONE 800-406-5126
LITTLETON, CO 80127-4208 FAX 303-979-0084
Jul 19, 2017
A
7/13/17
FOR CONSTRUCTION PERMIT
PNR
PNR
AJL
PROJECT: M21350 — CHASE PEARL
D0 L/CF
CUSTOMER: VANGUARD OPERATING LLC OWNER: VANGUARD OPERATING LLC
LOCATION: NEW CASTLE, CO 81647
¢ 42926 Ns
CAD
DATE
7/13/17
SCALE
N.T.S.
PHASE
1
BUILDING ID
A
JOB NUMBER
15—B-88709
SHEET NUMBER
E3
ISSUE.c�',:
A
�SS�ONA4�G�
FR' -n" ni IT-Tr)-ni IT OF QTFri
3 2
22'-8" 22,-8" 22'-8„
18 E-1
Jz E-4
E-5 IS
G-12 H2
G-13
FB29.3
G-14
10ES11-14
22'-7 1/2"
E-5
1OES1114
22'-7 1/2"
G-12
8X25Z16
25'-1 1/2"
G-13
8X25Z16
27'-7 1/2"
G-14
8X25Z16
25'-1 1/2"
CB -7
RA1-1
25'-6'
T1
112" DIA. ROD
— — — — — — — — — — — — -- — — — — —
H I
— — — — — — — — — —— — — — — —
T
— — — — — — — — — — — — — — — — — —
T
J
EC -6 RF1-1 RF1-1 EC -1
GIRT 2'-5 3/4 2'-5 3/4",
LAPS 2'-5 3/4" 2'' 5 3/4"
SIDEWALL FRAMING: FRAME EINE D
I
i
N
GENERAL NOTES:
1. INSTALL ALL GIRTS AND FLANGE BRACES (FB) AS SHOWN.
2. WALL PANEL PROVIDES STRUCTURAL STABILITY TO THE BUILDING.
3. OTHER THAN FOR WALK DOORS AND WINDOWS SHOWN ON THE
CONTRACT, DO NOT ADD ADDITIONAL WALL OPENINGS WITHOUT
APPROVAL OF BUILDING MANUFACTURER OR PROFESSIONAL ENGINEER.
4. AFTER INSTALLATION, WIPE ALL PANELS CLEAN OF METAL
SHAVINGS CAUSED BY DRILLING.
HW4062
F407
SIDEWAEE SHEETING & TRIM: FRAME LINE D
PANELS: 26 Gauge PBR - Polar White
ISSUE DATE DESCRIPTION BY I CK'D DSN GENERAL STEEL CORPORA TION
A 7/13/17 FOR CONSTRUCTION PERMIT PNR PNR AJL
10639 W. BRADFORD RD PHONE 800-406-5126
LITTLETON, CO 80127-4208 FAX 303-979-0084
MEMBER TABLE
FRAME LINE D
MARK
PART
LENGTH
E-1
1OES1L14
22'-7 1 2
E-4
10ES11-14
22'-7 1/2"
E-5
1OES1114
22'-7 1/2"
G-12
8X25Z16
25'-1 1/2"
G-13
8X25Z16
27'-7 1/2"
G-14
8X25Z16
25'-1 1/2"
CB -7
1/2" DIA. ROD
25'-6'
CB -8
112" DIA. ROD
25'-5"
FLANGE BRACE TABLE
FRAME LINE D
V ID I PART LENGTH
FB29.3 I L2X2X14G 2'-5 1 /4"
PROJECT: M21350 - CHASE PEARL
CUSTOMER: VANGUARD OPERATING LLC
--OWNER-VANGUARD
OPERATING LLC
LOCATION: NEW CASTLE, CO 81647
CAD
DATE
7/13/17
SCALE
N.T.S.
PHASE
1
BUILDING ID
A
JOB
15-B-88709
NUMBER
SHEET NUMBER
E4
ISSUE
A
8 1/4"
12
�1"
12
GENERAL NOTES:
1. INSTALL ALL GIRTS AND FLANGE BRACES (FB) AS SHOWN.
2. WALL PANEL PROVIDES STRUCTURAL STABILITY TO THE BUILDING.
3. OTHER THAN FOR WALK DOORS AND WINDOWS SHOWN ON THE
CONTRACT, DO NOT ADD ADDITIONAL WALL OPENINGS WITHOUT
APPROVAL OF BUILDING MANUFACTURER OR PROFESSIONAL ENGINEER.
4. AFTER INSTALLATION, WIPE ALL PANELS CLEAN OF METAL
SHAVINGS CAUSED BY DRILLING.
9'-3
RAI -1
36'-0" OUT—TO—OUT OF STEEL
n
I 1
EC -2 EC -3
ENDWALL FRAMING: FRAME LINE 1
� � o
ENDWALL SHEETING & TRIM: FRAME LINE 1
PANELS: 2.6 Gauge PBR — Polar White
9'-3 3 4"
RAI—i
1"1�_"
12
BEARING
FRAME ONLY!
LENGTH
A
BOLT TABLE
WASHER
TO BE USED AT ENDWALL COLUMN TO ENDWALL
2'-5 1/2"
NE
LOCATION
1
RAFTER
CONNECTION. USE ONE WASHER ON COLUMN SIDE.
ER-1/ER-2
WASHER
NOT NEEDED ON CLIP SIDE.
Cor -Column
Raf
W8X10
11'-7
Int -Column
Raf
W8X10
18'-1
MEMBI
W8X10
18'-1
FRAME
1
8X25216
MARK
5X8
EC -1
15'-4"
EC -2
1/2" DIA. ROD
11'-6"
EC -3
1/2" DIA. ROD
9'-9"
EC -4
1 /2" DIA. ROD
ER -1
ER -2
G-1
G-2
CB -1
CB -2
8 A325
4 A325
4 A325
LENGTH
7r__1_ _3/�4
/8" 1 1/2"
/2" 1 1 /4"
LINE
1
PART
LENGTH
LENGTH
W8X10
11'-7
2'-5 1/2"
1 8
L2X2X1/8
W8X10
12'-2
13/16"
W8X10
12'-2
13/16"
W8X10
11'-7
1 8"
W8X10
18'-1
1/8"
W8X10
18'-1
1
8X25216
8'-3
5X8
8X25Z16
15'-4"
1/2" DIA. ROD
11'-6"
1/2" DIA. ROD
9'-9"
1 /2" DIA. ROD
10'-0"
FLANGE BRACE TABLE
FRAME LINE 1
VID
PART
LENGTH
FB29.5
L2X2X14G
2'-5 1/2"
FB6-1
L2X2X1/8
2'-5 1/2"
�1„10»
12
GENERAL NOTES:
1. INSTALL ALL GIRTS AND FLANGE BRACES (FB) AS SHOWN.
2. WALL PANEL PROVIDES STRUCTURAL STABILITY TO THE BUILDING.
3. OTHER THAN FOR WALK DOORS AND WINDOWS SHOWN ON THE
CONTRACT, DO NOT ADD ADDITIONAL WALL OPENINGS WITHOUT
APPROVAL OF BUILDING MANUFACTURER OR PROFESSIONAL ENGINEER.
4. AFTER INSTALLATION, WIPE ALL PANELS CLEAN OF METAL
SHAVINGS CAUSED BY DRILLING.
C
E3
9'-2»
RAI -1
36'-0” OUT -TO -OUT OF STEEL
16'-0"
n
9'-2"
RAI - I
['n
I I I L -L of
EC -5 EC -2 EC -3 EC -6
2'-0" 12'-0°
ENDWALL FRAMING: FRAME LINE 4
Q Q Q Q
F1 672-B
CC
I
11
F2379 -R
F150�❑2 R
I
F407
ENDWALL SHEETING & TRIM: FRAME LINE 4
PANELS: 26 Gauge PBR - Polar White
ISSUE DATE DESCRIPTION
A 7/13/17 FOR CONSTRUCTION PERMIT
BEARING FRAME ONLY! BOLTTABLE
ABLE 4
WASHER TO BE USED AT ENDWALL COLUMN TO ENDWALL LOCATION
RAFTER CONNECTION. USE ONE WASHER ON COLUMN SIDE. ER -3 ER -4
WASHER NOT NEEDED ON CLIP SIDE. Columns/ Raf
12
MEMBER
8 A325 5/8" 1 3/4
4 A325 1/2" 1 1/4
2 A325 1 /2" 1 1/4'
EC -2
W8X10
12"-2 13/16;;
EC -3
W8X10
12-2 13 16
EC -5
W8X10
11'-5 5 8
EC -6
W8X10
11'-5 5/8"
ER -3
W8X10
18'-1 1/8"
ER -4
W8X10
18'-1 1/8"
DJ -2
8F35C14
12'-4 13/16"
DH
-1
8F25C16
12'-0"
G-3
8X25Z16
8'-6"
G-4
8X25Z16
1'-4 1/4"
CB
-4
1/2 DIA.
ROD
11'-11
CB
-5
1/2" DIA.
ROD
10'-2"
CB
-6
1 2" DIA.
ROD
10'-5"
FLANGE BRACE TABLE
FRAME
LINE 4
D ID
PART LENGTH
FB29.5
L2X2X14G 2'-5 1/2"
FB6-1
I L2X2X1/8" 1 2'-5 1/2"
CONNECTION PLATES
FRAME LINE 4
❑ ID MARK PART
1 SC -5
2 PC30-1
12
BY CK'D DSN GENERAL STEEL CORPORATION
PNR PNR AJL
10639 W. BRADFORD RD PHONE : 800-406-5126
LITTLETON, CO 80127-4208 FAX 303-979-0084
PROJECT: M21350 — CHASE PEARL
CUSTOMER: VANGUARD OPERATING LLC OWNER: VANGUARD OPERATING LLC
LOCATION: NEW CASTLE, CO 81647
CAD DATE SCALE PHASE BUILDING ID JOB NUMBER SHEET NUMBER ISSUE
7/13/17 N.T.S. 1 A 15-B-88709 E6 A
Jul 19, 2017
1M;