HomeMy WebLinkAboutGUA2016-0406DATE OF ISSUANCE:
PERMIT #:
t 40
BUILDING PERMIT APPLICATION
PLEASE PRINT
/190
SUITE #
LOT: SG"' j BLOCK: �? _ SUBDIVISION:
BUILDING CONTRACTOR (company name):
CURRENT MAILING ADDRESS:
CITY/STATE/ZIP:
PROPERTY OWNER: d
CURRENT MAILING ADDRESS:
CITY/STATE/ZIP:
PROJECT VALUE: $2 ll
DESCRIPTION OF WORK TO BE DO]
USE OF BUILDING OR STRUCTURE:
NAME OF BUSINESS:
It f „—
PH: # 1 '1- 'fq `' Fax # -A� "6e
PHONE NUMBER:
FIRE SPRINKLER D? YES NO
**Total Square Footage under roof: 1 Square Footage of alteration/addition:
❑ I hereby certify that plans have been reviewed and the building will be inspected by a certified energy code inspector in accordance with
State Law. Plan review and inspection documentation shall be made available to the Building Department (required for new buildings,
alterations and additions)
LlI hereby certify that plans have been submitted to the Texas Department of Licensing and Regulation for Accessibility Review.
Control Number: (Not required for I & 2 family dwellings)
❑ I hereby certify that an asbestos survey has been conducted for this structure in accordance with the regulatory requirements of the Texas
Department of Health.
(REQUIRED FOR DEMOLITIONS, ADDITIONS AND OR ALTERATION TO COMMERCIAL AND PUBLIC BUILDINGS)
I hereby certify that the foregoing is correct to the best of my knowledge and all work will be performed according to the documents approved by
the Building Department and in compliance with the City Of Grapevine Ordinance regulating construction. It is understood that the issuance of
this permit does not grant or authorize any violation of any code or ordinance of the City Of Grapevine. I FURTHERMORE UNDERSTAND
THAT PLANS AND SPECIFICATIONS ARE NOT REVIEWED FOR HANDICAPPED ACCESSIBILITY BY THE CITY, AND THAT THE
DESIGN PROFESSIONAL/OW'NER IS RESPONSIBLE FOR OBTAINING SUCH APPROVAL FROM THE APPROPRIATE STATE AND
OR FEDERAL AGENCY
PRINT NAME 1(J�
/�Gt s SIGNATU
PH #& `'")"/vl' FAX # / �'�/ k��� !�' EMAIL: —
CHECK BOX IF PREFERRED TO BE CONTACTED BY E-MAIL
�..� �..�.�_.
i nt, rvi. L"WENU iJ t v nE CO rLErED BY
Construction Ty e: Permit Valuation: $ 12 3Zo
THE BUILDING INSPECTION DEPARTMENT
Setbacks A roval to Issue
Occupancy Group: .--
Fire Sprinkler: YES
NO ront: ric
Division:
Zoning: C' CG
Building Depth:
Building Width:
Left: Pl bing
Rear: Mechanical
Occupancy Load:
Right:
Plan Review Approval:
Date:
Building Per Fee: n
Site Plan Approval:
Date:
Plan Review Fee: /
ire Department:
Date:
Lot Drainage Fee:
Public Works Department:
Date:
Sewer Availability Rate:
Health Department:
Date:
Water Availability Rate:
Approved for Permit:
Lot Drainage Submitted:
Date:
Approved:
Total Fees:
Total Amount Due:
P.O. BOX 95104, GRAPEVINE, TX 76099 (817) 410-3165
O:FORMSVDSPERMITAPPIICATIONS 1/028 ..11/04,5/06,2/07,11/09,4/11
City of Grapevine
P.O. Box 95104
Grapevine, TX 76099
(817) 410-3165 Voice
(817)410-3012 Fax
BUILDING --- GOVT-GCISD ALTERATION
Issue Date: February 10, 2016
PROJECT DESCRIPTION: Shuttle Shelter with Concrete Footing "City of Grapevine"
LOCATION
102 E State 114 Hwy
Suite # 100
Grapevine, TX 76051
CONTRACTOR
L. J. Design & Construction LLC
9176 Hyde Rd.
Fort Worth, TX 76179
(817)999-6025 Phone
(817) 999-6085 Mobile
OWNER
Boat Club Plaza Llcetal
1510 West Loop S
Houston, TX 77027-9505
AVAILABLE INSPECTIONS
t MISC. Building Inspection (required)
► Building Foundation/Footing (required)
w Final Fire Dept Inspection (required)
w Final Public Works Inspection (required)
► Building Final (required)
TENANT LEGAL
Shuttle Shelter Metroplace Addition 2nd Instl
Bilk 3 Lot 6r1a
INFORMATION
* CONDITIONAL USE REQUIRED?
NO
CONSTRUCTION TYPE
VB
* ZONING DISTRICT
CC
"* NAME OF BUSINESS
City of Grapevine
—APPLICANT NAME
Lisa Woolsey
*APPLICANT PHONE NUMBER
817-999-6085
1) Certified Energy Code Inspected
N/A
2) Accessibility Review
N/A
3) Control Number
4) Asbestos Survey
N/A
Acreage
APPROVED TO ISSUE ELECTRIC
NO
APPROVED TO ISSUE MECHANICAL
NO
APPROVED TO ISSUE PLUMBING
NO
County
Tarrant
Fire Sprinkler System?
NO
Square Footage
VALUATION
12500
What is use of Building/Structure?
Bus Stop Shelter
Zoning
CC - Community Commercial
NOTICES
1) ALL work must be done in compliance with the 2006 INTERNATIONAL
BUILDING CODE.
2) A copy of the signed permit and approved plans must be on site at all times.
3) The project address must be clearly posted at the job site.
READ AND SIGN
I hereby certify that the foregoing is correct to the best of my knowledge and all
work will be performed according to the documents approved by the Building
Department and in compliance with the City of Grapevine Ordinance regulating
construction. It is understood that the issuance of this permit does not grant or
MYGOV.US City of Grapevine I BUILDING --- GOVT-GCISD ALTERATION I GUA-16-0406 1 Printed 02/10/16 at 2:24 p.m. Page 1 of 3
authorize any violation of any code or ordinance of the City of Grapevine. I
FURTHERMORE UNDERSTAND THAT PLANS AND SPECIFICATIONS ARE
NOT REVIEWED FOR HANDICAPPED ACCESSIBILITY BY THE CITY, AND
THAT THE DESIGN PROFESSIONAL / OWNER IS RESPONSIBLE FOR
OBTAINING SUCH APPROVAL FROM THE APPROPRIATE STATE AND OR
FEDERAL GENCY(S).
Signature Date
MYGOV.US City of Grapevine i BUILDING --- GOVT-GCISD ALTERATION i GUA-16-0406 i Printed 02/10/16 at 2:24 p.m. Page 2 of 3
ti��
AND UTILITY EASEMENT Nh
I
NUMBER DtR£CTiON DISTANCE YWw AIW�MIN ACCESS, FIRE LANE,
Lt N 0015'48" W 46.58' ggno AND UTILITY EASMENT DEDICATED BY
L2 N 00.12'46" W 22.12' 3 7^
l3 N 09'30'58" E 12.36' o« THIS PIAT (SHADED}
L4 NODOt'a3" E 174.82' ' o« S � EXISTINC 25' COMMON ACCESS, FIRE '
L5 N 85'24'51" E 119.26' Ivo LANE, AND UTILITY EASEMENT TO BE I j
L6 N 09'53'44" W 29.32'5 ( ABANDONED BY THIS PLAT (SHOWN
L7 N 78'29'59" E 4.64' a HATCHED.)
L6 5 09'53'44" E 32.77'
L9 S 00'1548" E 30.85' i� ( EXISTING LOT 6R
L10 589'47'14" W 10.07' i , ( BLOCK 3
L71 S 85'24'51" W 119.25' ur j
U2 50001'43" w 144.7s' v I m I J, METROPLACE ADDI110N
t CAB. A SLIDE 3521
Lia S 05'34'43" W 33.21'
L14 S 00.12'46" E 32.29' Z t a
L15 S 0095'48 E 96.58' o i
L16 N 76'48'55" E 7.75' 3 ' SAND U�UTY EASEMMON SENNTFDEDICATED
CAB. A SLIDE 3521
LOT 5. BLOCK 6 J' SOT — —
METROPLACE 2nd INSTALLMENT i BLOCK 3
o
ff
0 a> 2,61343 ACRES ;
Z 1
yr I J �r S 89'47'14" W 247.88'
- ---' 894 --------------247.88' -'
J-4
7'14" E � 5
1 8 '45. �yYi �.-- — — _ _. — — _ — — _/L F
! AND COMMON
ACCESS,
FIRE LANE
UTILITYEA DEDICATED
O� 84> _ CAB. A SLIDE 3521
VA
Q _
4040 100' �OW 1 I I EXIST TING LOCK O3 5R
25' COMMON ACCESS,
METROPLACE ADDITION
AND U-11 .� VEDI CAB. A SLIDE 3521
�PLRY EASEMENT DETED
BY THIS PLAT (SHADED) I I NO, AVIATION RELATED USES PERMITTED
WITHIN 400 FEET OF THE CENTERLINE OF
3 MAIN STREET BY AGREEMENT BETWEEN CtTY
EXISTING 25' COMMON ACCESS, FIRE LANE, 3 OF GRAPEVINE AND D.F.W. AIRPORT
UTILITY EASEMENT TOB ABANDONED RECORDED IN VOLUME 7043, PAGE 1098
PLAT (SHOWN HATCHED) D.R.T.C.T.
' rn 16' UTILITY EASEMENT n
l� W.q CAB. A SLIDE 2529
�1 CAB. A SLIDE 2537
L 1R. BLOCK 6 SET J•� 4— W— — — -•�.$� <
01
+ o
LQT 4
11
8l&K 3
,J 1 TRQf`- LACEE ADDITION .
{
CW. � SLIDE '1529 & CAB. A SLIBe 2537 �W
i CT1 ASEEMENT 4 DEDICATED I�
rCA�' 1 E 529 12.5' o
537
i k, § W4T14 W .• � � 247 86." ,
j N�8974.714"tE ti �. „247.68'
77
17.5'
LOT 3
II ' BLOCK 3
METROPLACE ADDITION
o ` I CAB, A SLIDE 2529 & CAB. A SLIDE 2537
r
PEDESTRIAN ACCESS & SUPPORTING
SHUTTLE STOP FACILITIES EASEMENT
STATE OF TEXAS
KNOW ALL MEN BY THESE PRESENTS
COUNTY OF TARRANT §
THAT WE, BOAT CLUB PLAZA LLC ETAL, for and in consideration of the sum of ten
Dollar ($10.00) cash to us in hand paid by the City of Grapevine, Texas, a municipal
corporation of the County of Tarrant, State of Texas, the receipt of which is hereby
acknowledged, and other good and valuable consideration including the benefits that will
accrue to our property, do hereby GIVE, GRANT, and EXTEND to the said City of
Grapevine, Texas, its successors and assigns, the right to construct, reconstruct and
perpetually maintain a PEDESTRIAN ACCESS AND SUPPORTING SHUTTLE STOP
FACILITY or FACILITIES upon and across land described as follows:
See Exhibit "A"
The easement described on the attached Exhibit "A" is a part of a certain tract of land
recorded by plat as shown in Cabinet A, Slide 6126., Plat Record's of Tarrant County,
State of Texas. Said easement across this property, as herein designated and described,
being a permanent easement 'variable in width, for the construction, reconstruction and
perpetual maintenance of the said PEDESTRIAN ACCESS AND SUPPORTING
SHUTTLE STOP FACILITIES,
The City of Grapevine, Texas shall have the right and privilege to remove and dispose of
to an off-site location, any, trees, brush, debris, excess excavated material, and other
material in the said easement that would interfere with access to the construction site, and
that would interfere with construction, reconstruction and perpetual maintenance of the
said facilities.
TO HAVE AND TO HOLD, all singular, the privileges aforesaid to it, the Said City Of
Grapevine, Texas, its successors and assigns forever, together with the right and
privilege, at any and all times to enter said premises or any part thereof, for the purpose
of constructing, reconstructing and perpetually maintaining said PEDESTRIAN ACCESS
AND SUPPORTING SHUTTLE STOP FACILITIES together with necessary
appurtenances inside said permanent easement and for making connections therewith,
EXECUTED THIS day of 120
GRANTOR:
The State of _V'P'_yn n §
County of 1 r-rrvr\ -k §
Before me r on this day personally appeared
known to me (or' proved to me on the oath of
or through Mb
(description of identity card W -other document) to be the person whose name is
subscribed to the foregoing instrument a * nd acknowledged to me that he executed the
same for the purposes and consideration therein expressed.
Given under my hand and seal of office this ___q_ day of
A.D.
SHAWNA BARNES
Noioty Public. State of Texas
My Commission Expires
April 13, 2019
GRAN
CITY OF GRAPEVINE
By:
Bruno Rumbelow, City Manager
GRAPt
By:
Brooks,'City Secreta IIT
T
STATE OF TEXAS §
COUNTY OF TARRANT §
BEFORE ME, the undersigned, a Notary Public in and for said state, on this day
personally appeared Bruno Rumbelow and Tara Brooks, know to me to be the persons
whose names are subscribed to the foregoing document and, being by me first duly
sworn, declared that the statements therein contained are true and correct.
GIVEN UNDER MY HAND AND SEAL OF OFFICE this __U_ day ofnmj, , 20 A5,
11... ' i_ l<sz—a—A +WO
`""YEA"4 SHAWNA BARNES
,l' :� Nolory Public, Stole of Texos
;N: '�' My Commission Expires
April 13, 2019
Zooin R� C
Notary Public Printed Nam-e--
My Commission Expires: �U'2-,'.-20n
0:\F0RMS1Saltgrass SHUTTLE_ STOP EASEMENT 2015.DOC
EXHIBIT 'A'
Proposed 12'X 12'
Pedestrian Access & Supporting
Shuttle Stop Facilities Easement
Commencing at `X' in sidewalk being the Southwest Corner of Lot 6-R-1, Block 3 of the
Metroplace Addt,ion 2nd Installment, an Addition of the City of Grapevine, Texas as
recorded in Cabinet A, Slide 6126 Plat Records of Tarrant County, Texas.
Thence N 00 degrees 12 minutes 46 seconds W, a distance of 39.5 feet along the West
Line of said Lot 6-R-1 to the Point of Beginning;
Thence continuing N 00 degrees 12 minutes 46 seconds W, along the west line of said
lot, a distance of 12 feet to a point for comer;
Thence S 89 degrees 47 minutes 14 seconds E, a distance of 12 feet to a point for
corner:
Thence S 00 degrees 12 minutes 46 seconds E, parallel to the west line of said lot, a
distance of 12 feet to a point for corner; and
Thence N 89 degrees 47 minutes 14 seconds W, a distance of 12 feet to the POINT OF
BEGINNING and containing 144 square feet or 0.00331 acres of land.
0:keasernentlshuttle and Ped esmt Saltgrass.doc
By:
MARY LOUISE GARCIA
COUNTY CLERK
100 West Weatherford Fort Worth, TX 76196-0401
PHONE (817) 884-1195
CITY OF GRAPEVINE
Submitter: CITY OF GRAPEVINE/PUBLIC
WORKS
DONOTDESTROY
WARNINQ - THIS IS PART OF
Filed For Registration
Instrument #
D215255060
11/11/2015 3:06 PM
D215255060
E 5 PGS $28.00
ANY PROVISION WHICH RESTRICTS THE SALE, RENTAL OR USE OF THE DESCRIBED REAL PROPERTY
BECAUSE OF COLOR OR RACE IS INVALID AND UNENFORCEABLE UNDER FEDERAL LAW.
0 20 40 80
120 160
DIRECTION
0 = 0831'42"
CWH1C SCALE
R = 1462.40'
96.58'
L R 217.67'
N 0012'46" W
T = 109.04'
L3
LC 217.47'
12.36
CD = N 82"30'54" E
N 00'01 43" E
D - DOD32'37"
L5
R - 1462.40'
119.26'
L - 13.88'
N 09'53'44" W
T = 6.94' 10' SIDEWALK ESMT
LC - 13.86' CAB. A SIDE
1983 NAD GRID COORDINATE
E-2,404,748.14
f2297,021,254.75
CD - N 87104'43" E CAB. A SUDS 37
1-8
5 09'53'44' E
N 89'154+(6" E•� �1/Y LR.SET
POINT OF BEGINNlN� Fi
)
1/2' LR.SET
UNE DATA
COMMON ACCESS, FIRELANE,
AND UTILITY EASEMENT
NUMBER
DIRECTION
DISTANCE
Li
N 001548" W
96.58'
L2
N 0012'46" W
22.12'
L3
N 09'30'58" E
12.36
L4
N 00'01 43" E
174.82"
L5
N 85'24'51" E
119.26'
L6
N 09'53'44" W
29.32'
L7
N 78'29'59" E
4,64'
1-8
5 09'53'44' E
32.77'
L9
S 0071548 E
30.85'
L10
S 89'4714" W
10.07'
U i
S 85.24'51" W
119.25'
L12
S 00'01 43" W
144.76'
L13
S 05'34'43" W
33.21'
L14
S 00'72'46" E
32.29'
L15
S 0015'48" E
96.58' _
Lib
N 78'48'55" E
7.75'
Lto
LOT 6, BLOCK 6 ,
METROPLACE 2nd INSTALLMENT � p� r
O N (? $
V� tz
�P
P�
h-
J�
�4
4�
Q� 100' A0W
0�
25' COMMON ACCESS, FIRE L
AND UTILITY EASEMENT VM
BY-MISPLA! (SNAKED)
EXISTING 25' COMMON ACCES.4, FIRE LANE,
AND UTILITY EASEMENT TO BE ABANDONED
BY THIS PLAT (SHOWN HATCHED)
IWO
0
tA
CONC. FWND-
25' COMMON ACCESS, FiRE LANE, -
AND UTIUTY EASMENT DEDICATED BY
THIS PLAT (SHADED)
0
z
X
EXISTING LOT
- BLOCK -3-,
METROPLACE,AAL
CAB. A SLIDE 3!
',MAIN ynKL L i UT Ala %=Mtn i i=i r r
OF • GRAPEViN AND' D F W AIRPORT
FRE�ORDED IN VOLUME 7043; PACE 1898
'DIZTCT
` � � CAB, A SLIDE 2537 �
4 25' i y bpi` LOT 4
I BLOCK 3
METROPLACE ADDITION
1 ( CAB. A SLIDE 2529 & GAB. A SLIDE 2537
30' COMMON ACCESS. FIRE LANE
1 AND UTILITY EASEMENT DEDiCAft
CAB. A SLIDE 2529 121
CAB. A SLiDE 2537
5 89 47'14" W 247.88.
' ' N 89 47'14' E 247.88'
_ L -
I
e D
� 1.R• FaiN
3/$ L1t F�yN N 78 _.
N% �8 33 0;?'E �• 221- 4l
L FIRE
EXISTINGS
DELTA
LANE, AND UTILITY EASEMENT TOBE
I LENGTH
ABANDONED BY THIS PLAT (SHOWN
la I I
HATCHED. 1
ro
EXISTING LOT 6R
�)
BLOCK 3
�)
METROPLACE ADDITION
m la
N
CAB. A SURE 3521
4' 1
COMMON
D
EASEMENT DEDICATRE ED
ULI AM (
1"1--irCAB,
A SLIDE 3521
9 F<<
LOT 6-R-1
n'
BLOCK 3
1 "
113,878 S.F.
�1
2.6143 ACRES
N 42'00'15" E
S::69-47'14* W-241.88
-
e,
33.27
21.94
COMMON: ASW ITRPLANE
S 3745'34" W
AND UTILITY EASEMENt DEDICA
CAB AftLIDE 3521.
4
1462.40
0
z
X
EXISTING LOT
- BLOCK -3-,
METROPLACE,AAL
CAB. A SLIDE 3!
',MAIN ynKL L i UT Ala %=Mtn i i=i r r
OF • GRAPEViN AND' D F W AIRPORT
FRE�ORDED IN VOLUME 7043; PACE 1898
'DIZTCT
` � � CAB, A SLIDE 2537 �
4 25' i y bpi` LOT 4
I BLOCK 3
METROPLACE ADDITION
1 ( CAB. A SLIDE 2529 & GAB. A SLIDE 2537
30' COMMON ACCESS. FIRE LANE
1 AND UTILITY EASEMENT DEDiCAft
CAB. A SLIDE 2529 121
CAB. A SLiDE 2537
5 89 47'14" W 247.88.
' ' N 89 47'14' E 247.88'
_ L -
I
e D
� 1.R• FaiN
3/$ L1t F�yN N 78 _.
N% �8 33 0;?'E �• 221- 4l
i
NUMBER
DELTA
RADIUS
I LENGTH
LOT 7
CHORD
BLOCK 3
ro
f
CAB. A SLIDE 2529 & CAB. A SUDE 2537
z
4-7.5'
7.45
w
(---7.5'
o YM
n:
z N o
0�:393
15' UTiUTY EASEMENT
R E
9 F<<
CAB. A SLiDE 2529
CAB. A SLIDE 2537
n'
------
43.00
65.16
K U U
i
NUMBER
DELTA
RADIUS
I LENGTH
LOT 7
CHORD
BLOCK 3
Cl
METROPLACE ADDITION
CAB. A SLIDE 2529 & CAB. A SUDE 2537
1 7.49
15' UTIUTY EASEMENT
7.45
CAB. A SUDE 2529
in
27'2719"
CAB. A SLIDE 2537
16.85
68 I.R.
N 4714" E 189.43'
1
N 10'59'27 , W
F&
------
25' COMMON ACCESS, FIRE LANE
I tICAB,AND UTILJTY A SUDE 2529
EMENT DEDICATEOI
1 I 1 CAB. A SLIDE 2537 i
I
{ l5 4
CM8U A TIUS EAS
253jNT
fT I I LOT 2
BLOCK 3
I i METROPLACE ADDITION I
I C1, A SLIDE 2529 & CAB. A SLIDE 237
I i I 1
I I I (
II f I (
Y
3
N I I
I
OWNER'S CERTIFI CATE WITNESS, My hand
STATE OF TEXAS 114 & MAIN PART)
COUNTY OF TARRANT By. G & B Doth
WHEREAS, 114 & MAIN PARTNERS EAST L.P. is the sole owner of a 26143 acre
tract of land In the City of Grapevine, Tarrant County, Texas, out of the WILLIAM
BRADFORD SURVEY, ABSTRACT N0. 131, sold tract being a portion of that 11.10 BY
acre tract of land eonveysd to 114 & MAIN PARTNERS EAST LP. by deed retarded J
In Volume 11128, Page 1309 Tarrant County Deed Records, sold treat being also
all of Lots SR and 6R, Block 3, Metroplace Addition, on addition to the City of STATE Of' A
Grapevine, Texas according to the plat thereof recorded in Cabinet A. Slide 3521,
Tarrant County, Texas and being further described as follows: COUNTY OF DALL/
BEGINNING at a 1/2 Inch Iron set for the southwest end of the caner dip at the BEFORE under
Intersection of the south right -of --way line of State Highway No. 114 (vortable day persoonn ally e
width right-of-way) with the west right-of-way line of Main Street (100 feet name a subeeribe
Oxet4ked iheAom
wide); GI UNDER MY
THENCE North 43 degrees 40 minutes 05 seconds East, with said corner clip, a
distance of 28.85 feet to a i/2 inch iron rod set for the most northerly uxt
northwest comer of sold Lot 8R, sold point being an sold south right-of-way line "K
of State Highway No. 114, sold point being also on a curve to the left having a MY�
radius of 1482.40 feet;
THENCE northeasterly, with said south right-of-way fine and sold curve to the 1 I, Wayne C. Terry, Land Sur
through a central angle of 08 degrees 31 minutes 42 seconds, an arc distance o ve of
217.68 feet nord bears North 82 degrees 30 minutes 63 seeonde East 217. from an octad err
feet) to a 'X out in concrete found for the and of acid curve; shown thereop,we
with rthtbTHENCE North 78 degrees 33 minutes 01 seconds East, with sold south Cr right-of-way line of State Highway No. 114, a distance of 12.39 feet to a 1 j2 inch Iran rod set for the northeast comer of sold Lot 6R, saki point being the northwest comer of Lot 7, Block 3 of acid Metroploce Addition; j,rM<AE C
THENCE South 00 degrees 12 minutes 46 seconds East, with the wast line of said `"0.9 418
Lot 7, at a distonoe of 308.44 feet pass a 5/8 Inch Iron rod found for the �fi G�¢S
southwest comer of sold Lot 7, said point being also the northwest corner of Lot �� g�jl
2, Block 3 of said Metroploce Addition; continuing, with the west line of said Lot THE STATE
2, In all, a distance of 479.17 feet to a 1/2 Iron rod set for the southeast comer COUNTY OF TARRI
of sold Lot 5R, sold point being also the northeast corner of Lot 4, Mock 3 of
said Metroplace Addition;
WHEREAS, 114 & .
THENCE South 89 degrees 47 minutes 14 seconds West, with the north line of sold owners of that cc
Lot 4, a distance of 247.88 feet to 0 1/2 Inch Mon rod set for the southwest County, Texas, be
corner of sold Lot 5R and the northwest corner of sold Lot 4 on said east NOW ,THEREFORE,
right-of-way line of Main Street
and other good a
THENCE North 00 degrees 12 minutes 46 seconds West, with sold east hereby fully ackno
right-of-way line of Main Street, a distance of 428.43 feet to the POINT OF and quitclaim to
BEGINNING; Worth intemationa
Texas, their succi
CONTAINING 113,878 square feet or 2.6143 acres of land, more or less. benefit of the pul
to persons or pro
NOW THEREFORE, KNOW ALL MEN BY THESE PRESENTS, THAT, 114 & MAiN of all aircraft In I
PARTNERS AST L.P. does hereby adopt this plot of Lot 6-R-1, Block 3, as presently estal
Metroplace Addition, an addition to the City of Grapevine, Tarrant County, Texas, as the Airport Zo
and does hereby dedicate to the public use forever the right-of-way and an infinite height
easements shown hereon. The casements shown hereon are hereby reserved for vibration, fumes,
the purposes indicated. The utility easements shall be open for all City or be caused by the
franchised public utilities for each particular use. The maintenance of paving on at or on the Dail,
the easements am the responsiblilty of the property owner. No buildings or
auxiliary structures shall be constructed, reconstructed or placed upon, over, or This Instrument d
across the easements as shown. Sold easements being hereby reserved for the for damage to pe
mutual use and accommodation of all public utilities using, or desiring to useobjects from olrei
soma Any City or franchised utility shall have the full right to remove and keep fuel, and lubriaard
removed all or ports of any fences, trees, shrubs, or other Improvements or
growths which In any way may endanger or Interfere with the constructlot, It is agreed that
malntanonce, or efficiency of its respective system on the easements and all City assigns, and succ
or franchised utilities moll at ail times have the full right of Ingress and egress to this Instrument sl
and from end upon sold easements for the purpose of constructing, the Deed Records
reconstructing, Inspecting, patrolling, maintaining, and adding to or removing all or 1.19
parts of its respective system without the necessity at any time or procuring the EXECUTED at Doll,
permission of anyone.
114 &MAIN PART
This Piot approved subject to all platting ordinoncesi rules, rogulatlon and
resolutions of the City of Grapevine, Texas. I have reviewed the Cit dings By. G & E Della
concerning dedications and I do ogres that the statements are true correct. j�RJR NOTE'S: BY
0R �F �7� 7TEp
1. SE �DPBOl7D ON 6 DS E LOCAL AP ROS STtI�IVP BY ,� THE
COUNTY�01 DALL
ORDINANCE AND STATE LAW. n w A l!u
2-X SOF BEgR�NGS SUg CT PLAT LATS 5R 8 BLOCKf BEFORE ME, the n
TROPLACE ADDITION AS R LORDED IN OAB. A SU E 3521. Grogon, Jr.. know)
3. ALL IRON RODS SET ARE 1/2" IRON RODS WITH YELLOW PLASTIforegoing Instrum�
C. PS purposes and con
STAMPED "JDJR". stated
Y
4. ALL PROPERTY SHOWN ON THIS PLAT IS ZONED CC.
CURVE DATA
COMMON ACCESS, FIRELANE, AND UTILITY EASEMENT
NUMBER
DELTA
RADIUS
I LENGTH
TANGENT
CHORD
CHORD DIRECTION
Cl
21'27'19"
20.00
1 7.49
3.79
7.45
N 10'59'27' W
C2
27'2719"
45.00
16.85
8.53
16.75
N 10'59'27 , W
C3
8649'13"
43.00
65.16
40.68
59.10
N 42'00'15" E
C4
95'18'35'
20.00
33.27
21.94
29.56
S 3745'34" W
C5
00'59'38"
1462.40
25.37
12.69
25.37
N 78'41 49" E
C6
29'38'27"
10.00
5.17
2.65
5.12
S 24'42'57' E
C7
40'02'58"
20.00
13.98
7.29
13.70
S 69'45'45" W
C8
35.4635"
45.00
28,02
14.48
27.57
S 67'34'33" W
Cil
8
18.00
26.82
76.61
24.47
S 42'43'17' W
C10
27'2719"
20.00
7.49
1 3.79 1
7 -
S 10'59:27:' E
CALCULATIONS FOR:
POLIGON SQR 7
MULTI RIB
2006 INTERNATIONAL BUILDING CODE
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-PREPARED THE CONTROL AND SUPER
9F THE DES IGN,PROFESSIONAL ABOVE
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RTS'
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4246 N_ 136th Avenue
Holland, .full 49424
616-399-1963`
wvvw.portercorp.com �" ✓
Design Criteria
Structural Engineering Notes
Load Combinations '
Mob:na|s
RISA Model Views
Foundation Design
Connection Design
RISA Analysis Report
Panel Data
GENERAL
Building Code: See Cover Sheet Roof Slope (°}: 26.57 6:12 Pitch
Design Code: ASCE 7-05
Occupancy Category: 11 Equivalent Roof Height: 15.00 fit
DEAD LOAD
Weight of Roofing System 2 psf
Frame Dead Load Frame Self -Weight (See RISA Analysis Report)
LIVE LOAD
Roof Live Load, L, 20 psf ASCE 7 Table 4-1
SNOW LOAD
Ground Snow Load, pQ
5.0 psf
Away From Roof
Importance Factor, / (Snow Loads)
1.0
-1.89
Slope Factor, CS
1,0
ASCE 7Table 7--4
Thermal Factor, Ct
1.2
ASCE 7 Figure 7-2
Exposure Factor, Ce
1,0
A SCE 7 Table 7-3
Flat Roof Snow Load, pf
5.0 psf
ASCE 7 Table 7-2
Leeward Unbalanced Snow Load
5.0 psf
ASCE 7 Section 7.3
ASCE 7 Section 7.6.1
•_s
Basic Wind Speed, V 90 mph ASCE 7 Section 6.5.4
Exposure Category C ASCE 7 Section 6.5.6
Importance Factor, i (Wind Loads) 1.00 ASCE 7 Table 6-1
Gust Effect Factor, G 0.85 ASCE 7 Section 6.5.8
Velocity Pressure Exposure Coefficient, KZ 0.85 ASCE 7 Table 6-3
Wind Directionality Factor, Kd 0.85 ASCE 7 Table 6-4
Topographic Factor, Kv 1.00 ASCE 7 Section 6.5.7
Velocity Pressure, qZ 14.98 psf ASCE 7 Section 6.5.10
Main end --Force Resisting System ASCE 7 Section 6 5 13
Open Building, Clear Wind Flow (Cn from ASCE 7 Fig. 6-16A - 6-180)
Roof
Load Case A B
=0
Cn: 1.21 -0.10
p (psf): 15.39 -1.27
y=180
Cn: 0.21 -0.85
p (psf}: 2.65 -10.88
= gn
Cn: 0.80 -0.80
p (psf): 10.19 -10.19
SEISMIC LOAD
Analysis Procedure
Seismic Site Class
Basic Seismic Force Resisting System
Short Spectral Response Parameter, Ss
1 -Sec Spectral Response Parameter, S1
Seismic Design Category
Importance Factor, i
Response Modification Coefficient, R
Redundancy Factor, p
Overstrength Factor, 0.
Design Short Spectral Response Parameter, SDS
1 -Sec Design Spectral Response Parameter, SD,
Seismic Response Coefficient, Cs
Effective Seismic Weight, W
Seismic Base Shear, V
Seismic Load, E
Seismic Load with Overstrength Factor, E.
Component and Cladding Elements ASCE 7 Section 6.5.13
Open Building, Clear Wind Flow (Cn from ASCE 7 Fig. 6-19A - 6-19D)
Wind Direction
Toward Roof
Away From Roof
Zone 3 Cn:
2.51
-1.89
p (psf):
31.94
-24.09
Zone 2 Cn:
1.93
-1.47
P (psf}:
24.59
-18.70
Zone 1 Cn:
1.25
-0.95
P (psf}:
15.97
-12.04
Equivalent Lateral Force Procedure
D
Steel Systems Not Specifically Detailed For Seismic Resistance
0.55
0.13
C
1.00
3.00
1.00
3.00
0.50
0.20
0.17
2.00 psf
0.33 psf
0.33 psf
1.00 psf
ASCE 7 Section 12.8
ASCE 7 Section 11.4.2
ASCE 7 Table 12.2-1
ASCE 7 Section 11.6
ASCE 7 Table 11.5-1
ASCE 7 Table 12.2-1
ASCE 7 Table 12.2-1
ASCE 7 Table 12.2-1
ASCE 7 Section 11.4.4
ASCE 7 Section 11.4.4
ASCE 7 Section 12. 8-1
ASCE 7 Section 12.7.2
ASCE 7 Section 12.8.1
ASCE 7 Section 12.4
ASCE 7 Section 12.4
STRUCTURAL ENGINEERING NOTES
GENERAL NOTES
All field connections must be made with A325 High Strength bolts using the "Turn -of -Nut Pretensioning" method of tightening as described in the
latest AISC Manual.
Loads applied to the structure may be greater than required for the project location.
Actual structure dimensions may be smaller than shown in this document.
STRUCTURAL ANALYSIS NOTES
RISA -31D structural analysis software was used to model the 3-D space frame.
To reduce the amount of computer printout, the analysis results only show each member's controlling load case.
Unless noted otherwise in the `RISA Analysis Report', the roof deck was not utilized in the structural analysis to provide lateral support to the
members.
From the analysis, all member deflections and structural drift are within allowable limits.
End plates were designed by applying beam end forced to the edges of the plate and calculating the resulting prying moment at the edge of the
bolt holes. In determining the prying moment it was assumed that the area of the plate between bolts was fixed.
Light gage members were designed in accordance with the latest edition of the AISC specifications and the AISI Cold -Formed Steel Design
Manual.
Bolt threads were assumed to not be excluded from the connections.
14 R, F-Aw
107
Key
108
, Service (Unfactored)
Abbreviation
Description
Number
Description
DL
Dead Load
1
SERVICE D
Lr
Roof Live Load
2
SERVICE Lr
S
Snow Load
3
SERVICE S
Su
Unbalanced Snow Load
4
SERVICE Su
Wx
Wind Load (X -Direction)
5
SERVICE Wx (Load Case A)
Wz
Wind Load (Z -Direction)
6
SERVICE Wx (Load Case B)
Wx (Minimum)
10 psf Minimum Wind Load (X -Direction)
7
SERVICE Wz (Load Case A)
Wz (Minimum)
10 psf Minimum Wind Load (Z -Direction)
8
SERVICE Wz (Load Case B)
Ex
Seismic Load (X -Direction)
9
SERVICE Ex
Ez
Seismic Load (Z -Direction)
10
SERVICE Ez
Emx
Seismic Load (X -Direction) with Overstrength Factor
Emz
Seismic Load (Z -Direction) with Overstrength Factor
Sds
Design Spectral Acceleration Parameter
Allowable Stress Design (Factored)
Strength Design (Factored)
Number
Description
Number
Description
14
D
54
IAD
15
D + Lr
55
1.21) + 0.51-r
16
D+S
56
1.21)+0.5S
17
D+Su
57
1.21)+0.5Su
18
D + Wx (Load Case A)
58
1.21) + 1,61-r + O.8Wx (Load Case A)
19
D + Wx (Load Case B)
59
1.2D + 1,6Lr+ O.BWx (Minimum)
20
D + Wx (Minimum)
60
1.21) + 1.6S + 0.8Wx (Load Case A)
21
D + 0.75Wx (Load Case A) + 0.751-r
61
1.213 + 1.65 + O.BWx (Minimum)
22
D + 0.75Wx (Minimum) + 0.751-r
62
1.21D + 1.6Wx (Load Case A) + 0.51-r
23
D + 0.75Wx (Load Case A) + 0.75S
63
1,2D + 1.6Wx (Load Case B) + 0.51-r
24
D + 0.75Wx (Minimum) + 0.75S
64
1.2D + 1.6Wx (Minimum) + 0,51-r
25
0.6D + Wx (Load Case A)
65
1.21) + 1.6Wx (Load Case A) + 0,5S
26
0.61) + Wx (Load Case B)
66
1,21D + 1.6Wx (Load Case B) + 0.5S
27
0.6D + Wx (Minimum)
67
1.21) + 1.6Wx (Minimum) + 0.5S
28
D + Wz (Load Case A)
68
0,91D + 1.6Wx (Load Case A)
29
D + Wz (Load Case B)
69
0.90 + 1,6Wx (Load Case B)
30
D + Wz (Minimum)
70
O.9D + 1.6Wx (Minimum)
31
D + 0.75Wz (Load Case A) + 0.751-r
71
1,21D + 1.61-r + 0.8Wz (Load Case A)
32
D + 0.75Wz (Minimum) + 0.751-r
72
121) + 1.61-r + 0.8Wz (Minimum)
33
D + 0.75Wz (Load Case A) + 0,75S
73
12D + 1.6S + O.BWz (Load Case A)
34
D + 0.75Wz (Minimum) + 075S
74
121) + 1,6S + O.BWz (Minimum)
35
0.6D + Wz (Load Case A)
75
121) + 1.6Wz (Load Case A) + 0.51-r
36
0.6D + Wz (Load Case B)
76
1,2D + 1.6Wz (Load Case B) + 0.51-r
37
0.6D + Wz (Minimum)
77
1,21D + 1.6Wz (Minimum) + 0.51-r
38
(1.0+0.14*Sds)D+ 0.7Ex
78
121D + 1.6Wz (Load Case A) + 0.5S
39
(1,0+0,105*Sds)D + 0.525Ex + 0.751-r
79
121) + I.6Wz (Load Case B) + 0.5S
40
(1.0+0.105*Sds)D + 0.525Ex + 0,75S
80
121) + 1.6Wz (Minimum) + 0.5S
41
(0.6-0.14*Sds)D + 0.7Ex
81
0.9D + 1.6Wz (Load Case A)
42
(1.0+0.14*Sds)D + 0.7Ez
82
0,9D + 1.6Wz (Load Case B)
43
(1.0+0.105*Sds)D + 0.525Ez+ 0.751-r
83
0,91D + 1.6Wz (Minimum)
44
(1,0+0.105*Sds)D + 0.525Ez + 0,753
84
(12+02*Sds)D+1,OEx+02S
45
(0.6-0.14*Sds)D + 0.7Ez
85
(0.9-02*Sds)D + 1.OEX
86
(12+02*Sds)D + 1.OEz + 02S
87
(0.9-02*Sds)D + 1.OEz
107
(1.0+0.14*Sds)D + 0.7Emx
108
(1.0+0.105*Sds)D + 0.525Emx + 0.751-r
109
(1,0+0.105*Sds)D + 0.525Emx + 0,75S
110
(0.6-0.14*Sds)D + 0.7Emx
111
(1.0+0.14*Sds)D + 0.7Emz
112
(1.0+0,105*Sds)D + 0.525Emz + 0.71-r
113
(1.0+0.105*Sds)D + 0.525Emz + 0.75S
114
(0.6-0.14*Sds)D + 0.7Emz
Notes:
1. Load combinations are effective, in all states that have adopted IBC as a base code.
2. See "RISA Analysis Report" for the load combinations that are not listed above.
Column
HS35x5x3/16
Truss
HSS6x4x@
Eo,e
HGS4x4x10
Column Stub
MGO5x5x1/2
HSS Sections:
ASTM AnooGr. B
Pipe Sections:
ASTM An3Gr. o
RMT Sections:
ASTM A519
Channel & Angle Sections:
ASTM A36
Connection Plates:
ASTM A36
Connections Bolts
ASTM A325
Welding Process:
Gas Metal Arc Welding
Welding Electrode:
E70xx
Joint Labels
Member Labels
Member Shapes
Member Lengths
Member Local Axis
t
z x
a
i
m
x
x
NSSW-4 � kSSsk¢x2
x
x
U)
S
2
HSS4X4 65bl*A*
m
�n
�n
c
= x
U)
Member Length (ft) Displayed
P61190tv FOUNDATION DESIGN
FOUNDATION DESIGN
SPREAD FOOTING
I t t
Spread Footing
Allowable
Actual
Load Combination / Member
1 Bearing Pressure
(Chapter 18 of the Building Code)
1500 psf
655 psf
43/M16
OK
2 Shear Check
(ACI Chapter 11)
N/A
N/A
Does Not Control / OK By Inspection
OK
3 Overturning Check
SF = 2.12
16 kip -in
8 kip -in
45 / M16
OK
4 Sliding Check
SF= 9.72
0.8 kip
0.1 kip
42 / M16
OK
5 Area of Reinforcement
(ACI Chapter 7)
2.65 int
2.65 int
Minimum Value Controls
OK
3 - #6 horizontal bars (equally spaced)
each way, top and bottom
--
---------------- - - - - -- T
1.5 ft
--------------------------
2.5 ft *)
The foundation design contained herein is not
site specific, but is based on the presumptive
allowable foundation pressures in Chapter 18 of
the Building Code (Class 5 soil). The building
official in the jurisdiction in which this structure is
located may require a site specific geotechnical
report or letter from a qualified local professional
engineer attesting to whether the actual site
conditions meet the assumptions identified
above.
Spread Footing Option
Spread Footing Width (ft): 2.5
Spread Footing Thickness (ft):1.5
f`c (psi): 3000
Concrete Unit Weight ft/ft): 145
FOUNDATION DESIGN - SF?EAD FOOTING OK
Design Forces / Moments
Check
Load Combination
Member Fx (A)dal) Fy Fz
[k] [k] [k]
Mx
[k -in]
My
[k -in]
Mz
[k -in]
1
43
M16 1.49 0.06 0.00
0.00
0.00
5.89
x
x
x x x x
x
x
x
3
45
M16 0.38 0.08 0.00
0.00
0.00
7.77
4
42
M16 0.76 0.08 0.00
0.00
0.00
7.80
X
x
x x x x
x
x
x
3 - #6 horizontal bars (equally spaced)
each way, top and bottom
--
---------------- - - - - -- T
1.5 ft
--------------------------
2.5 ft *)
The foundation design contained herein is not
site specific, but is based on the presumptive
allowable foundation pressures in Chapter 18 of
the Building Code (Class 5 soil). The building
official in the jurisdiction in which this structure is
located may require a site specific geotechnical
report or letter from a qualified local professional
engineer attesting to whether the actual site
conditions meet the assumptions identified
above.
Spread Footing Option
Spread Footing Width (ft): 2.5
Spread Footing Thickness (ft):1.5
f`c (psi): 3000
Concrete Unit Weight ft/ft): 145
FOUNDATION DESIGN - SF?EAD FOOTING OK
p 1!90ft
SERVICE LOAD FOUNDATION REACTION SUMMARY
Refer to RISA model views for column local axis
Service Loads (Unfactored)
i LC Member Label
Sec
Axial k]
y Shear [k]
z Shear [k]
TorqueLk-in]
-y Moment k in] z z Moment [k in]
LC Description
1 M16
1
0.713
0,000
0,000
0.000
0.000 0.000
SERVICE D
2 M16
1
0.980
0.000
0.000
0.000
0.000 0.000
SERVICE Lr
3 M16
1
0.245
0.000
0.000
0.000
0.000 0.000
SERVICE S
4 M16
1
0.122
0.000
0.000
0.000
-1.710 -1.741
SERVICE Su
5 M16
1
0.471
0.000
0.078
-0.045
-4.212 0.050
SERVICE Wx Load Case -A)
6 M16
1
-0.398
0.000
0.059
0.015
-3.160 -0.033
SERVICE Wx (Load Case B
7 M16
1
0.471
0.078
0.000
-0.025
0.035 4.267
SERVICE Wz Load Case A)
8 M16
1
-0.398
0.059
0.000
0.017
0.026 3.106
SERVICE Wz (Load Case B
9 M16
1
0.000
0.000
0.119
0.000
-11.061 0.000
SERVICE Ex
10 M16
1
0.000
0.119
0.000
O 000
0.000 11.061
SERVICE Ez
A
CONNECTION DESIGN
www.hiitims
Company:
Specifier:
Address:
Phone I Fax:
E -Mail:
Specifier's comments:
1 Input data
Anchor type and diameter:
Effective embedment depth:
Material:
Proof:
Stand-off installation:
Anchor plate:
Profile:
Base material:
Reinforcement:
Seismic loads (cat. C, D, E, or F)
Geometry [in.] & Loading [kip, in.kip]
�IUII
Profis Anchor 2.6.0
Page: 1
Project:
Sub -Project I Pos. No.:
Date: 9/9/2015
AM
Heavy Hex Head ASTM F 1554 GR. 55 3/4 d
hef = 11.000 in.
ASTM F 1554
Design method ACI 318-08 / CIP
eb = 0.000 in. (no stand -oft); t = 0.750 in.
IX x ly x t = 23.000 in. x 11.000 in. x 0.750 in.; (Recommended plate thickness: not calculated
Rectangular HSS (RISC); (L x W x T) = 17.000 in. x 5.000 in. x 0.188 in.
cracked concrete, 3000, f�= 3000 psi; h = 18.000 in.
tension: condition B, shear: condition B;
edge reinforcement: none or < No. 4 bar
yes (D.3.3.6)
Input data and results must the c"icked for agreemc , u3ii the existing conditions and for plausbuty!
PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL -9,;94 Schaan Hild is a registered Trademark of Wr Ata, Schwan
www.hilti.us Profis Anchor 2.6.0
Company: Page: 2
Specifier: Project:
Address: Sub -Project I Pos. No.:
Phone I Fax: Date: 919/2015
E -Mail:
2 Proof 1 Utilization (Governing Cases)
Design values [kip] Utilization
Loading Proof Load Capacity j3N! [iv [%] Status
Tension Concrete Breakout Strength 1.331 6.246 22 i - OK
Shear Concrete edge failure in direction y- 0.100 2.772 -/4 OK
Loading PN Ov Utilization pN,v [%] Status
Combined tension and shear loads 0.213 0.036 5/3 8 OK
3 Warnings
• Please consider all details and hints/warnings given in the detailed report!
4 Remarks; Your Cooperation Duties
• Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas
and security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be
strictly complied with by the user. All figures contained therein are average figures, and therefore use -specific tests are to be conducted
prior to using. the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the
data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be
put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly
with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an
aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or
suitability for a specific application.
• You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for
the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do
not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software
in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or
damaged data or programs, arising from a culpable breach of duty by you.
Ir out data and results must be checked for agreement vrth the existing condiions and for plausibility!
PROFIS Anchor ( c ) 2003-2009 hPift; AG, FL-94�4 Schein Hilti is � registered Trademark of Hilt; AG, Schaan
www.hilti.us
ELIV
Profis Anchor 2.6.0
company:
Page: 1
Specifier:
Project:
Address:
Sub -Project I Pos. No.:
Phone I Fax:
Date: 9/10/2015
E -Mail:
Specifier's comments: Please Note: Post Installed Anchors are Optional
1 Input data
Anchor type and diameter:
Effective embedment depth:
Material:
Evaluation Service Report:
Issued I Valid:
Proof:
Stand-off installation:
Anchor plate:
Profile:
Base material:
Installation:
Reinforcement:
Seismic loads (cat. C, D, E, or F)
Geometry [in.] & Loading [kip, in.kip]
er
HIT-HY 200 t HAS B7 3/4
hef,act = 11.000 in. (hef,limit = - in.)
ASTM A 193 Grade B7
ESR -3187
1/1/2015 3/1/2016
Design method ACI 318-08 / Chem
eb = 0.000 in. (no stand-off); t = 0.750 in.
IX x ly x t = 23.000 in. x 11.000 in. x 0.750 in.; (Recommended plate thickness: not calculated
Rectangular HSS (AISC); (L x W x T) = 17.000 in. x 5.000 in. x 0.188 in.
cracked concrete, 3000, f�= 3000 psi; h = 18.000 in., Temp. short/long: 32/32 °F
hammer drilled hole, Installation condition: Dry
tension: condition B, shear., condition B; no supplemental splitting reinforcement present
edge reinforcement: none or < No. 4 bar
yes (D.3.3.6)
Z.
t
input aata and results must be chec4ed for agreement with the existing conditions and for plausibility!
P,ROFIS Anchnr (c) 2003-2009 Hilt; n\G, FL -94 4 Schaan Hili is a re a ,te cd Trademark a fi Hi G, Schnan
A
I
www.hilti.us Profis Anchor 2.6.0
Company: Page: 2
Specifier: Project: t
Address: Sub -Project I Pos. No.:
Phone I Fax: Date: 9110/2015
E -Mail:
2 Proof I Utilization (Governing Cases)
Design values [kip] Utilization
Loading Proof Load Capacity ON / (3v [%] Status
Tension ConcreteBreakout Strength 1,331 4.108 33/- OK
Shear Concrete edge failure in direction y- 0.100 2.772 -/4 OK
Loading LN (3v Utilization RN,v (%] Status
Combined tension and shear loads 0.324 0.036 5/3 16 OK
3 Warnings
• Please consider all details and hints/warnings given in the detailed report!
4 Remarks; Your Cooperation Duties
Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas
and security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be
strictly complied with by the user. All figures contained therein are average figures, and therefore use -specific tests are to be conducted
prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the
data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be
put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly
with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an
aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or
suitability for a specific application.
• You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for
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Input dcta and resuds must be crtecked for agreement v th the existing conditic is and for pI usibultyl
PRG FIS ,Anchor ( c ) 2003-2009 Hilt, AG, FL -9494 Sch an Hilti is a registered Trademark of h i AG, Schaan
m1goff STRENGTH DESIGN FOUNDATION REACTIONS
Strength Design Reactions (Factored) Controlling Column- M16
strong axis
Axial y Shear z Shear Torque -y Moment z -z Moment
LC Load COmbmatlOn Descnpti- [k] [k] [k] [in -kip] [m -kip] [in -kip] Controlling Combination
54 1AD 1.0 0.0 00 nn . nn nn
Uo
56
r v.oLr
1.2D + 0.5S
1.3
1.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
57
1.21D + 0.5Su
0.9
0.0
0.0
0.0
-0.9
-0.9
58
1.21D + 1.6Lr + 0.8Wx (Load Case A)
2.8
0.0
0.1
0.0
-3.4
0.0
59
1.21D + 1.6Lr + 0.8Wx (Minimum)
2.4
0.0
0.0
0.0
5.4
0.0
60
1.21) + 1.6S + 0.8Wx (Load Case A)
1.6
0.0
0.1
0.0
-3.4
0.0
61
1.21D + 1.6S + 0.8Wx (Minimum)
1.2
0.0
0.0
0.0
5.4
0.0
62
1.2U + 1.6Wx (Load Case A) + 0.5Lr
2.1
0.0
0.1
-0.1
-6.8
0.1
63
1.2D + 1.6Wx (Load Case B) + 0.5Lr
0.7
0.0
0.1
0.0
-5.1
-0.1
64
1.2D + 1.6Wx (Minimum) + 0.5Lr
1.3
0.0
-0.1
0.0
10.8
0.0
65
1.2D + 1.6Wx (Load Case A) + 0.5S
1.7
0.0
0.1
-0.1
-6.8
0.1
66
1.21) + 1.6Wx (Load Case B) + 0.5S
0.3
0.0
0.1
0.0
-5.1
-0.1
67
1.2D + 1.6Wx (Minimum) + 0.5S
1.0
0.0
-0.1
0.0
10.8
0 0
68
0.9D + 1.6Wx (Load Case A)
1.4
0.0
0.1
-0.1
-6.8
0.1
69
0.9D + 1.6Wx (Load Case B)
0.0
0.0
0.1
0.0
-5.1
-0.1
70
0.91) + 1.6Wx (Minimum)
0.6
0.0
-0.1
0.0
10.8
0.0
71
1.2D + 1.6Lr+ 0.8Wz (Load Case A)
2.8
0.1
0.0
0.0
0.0
3.5
72
1.2D + 1.6Lr + 0.8Wz (Minimum)
2.4
0.0
0.0
0.0
0.0
-5.5
73
1.21) + 1.6S + 0.8Wz (Load Case A)
1.6
0.1
0.0
0.0
0.0
3.4
74
1.213 + 1.6S + 0.8Wz (Minimum)
1.2
0.0
0.0
0.0
0.0
-5.5
75
1.21) + 1.6Wz (Load Case A) + 0.5Lr
2.1
0.1
0.0
0.0
0.1
6.9
76
1.21) + 1.6Wz (Load Case B) + 0.5Lr
0.7
0.1
0.0
0.0
0.0
5.0
77
1.2D + 1.6Wz (Minimum) + 0.5Lr
1.3
-0.1
0.0
0.0
0.0
-10.9
78
1.2D + 1.6Wz (Load Case A) + 0.5S
1.7
0.1
0.0
0.0
0.1
6.9
79
1.213 + 1.6Wz (Load Case B) + 0.5S
0.3
0.1
0.0
0.0
0.0
5.0
80
1.21) + 1.6Wz (Minimum) + 0.5S
1.0
-0.1
0.0
0.0
0.0
-10.9
81
0.9D + 1.6Wz (Load Case A)
1.4
0.1
0.0
0.0
0.1
6.9
82
0.9D + 1.6Wz (Load Case B)
0.0
0.1
0.0
0.0
0.0
5.0
83
0.91) + 1.6Wz (Minimum)
0.6
-0.1
0.0
0.0
0.0
-10.9
84
0.2+0.2 Sds)D + 1.OEx + 0.2S
1.0
0.0
0.1
0.0
-11.1
0.0
85
(0.9-0.2*Sds)D + 1.OEx
0.6
0.0
0.1
0.0
-11.1
0.0
86
(1.2+0.2*Sds)D + 1.OEz + 0.2S
1.0
0.1
0.0
0.0
0.0
11.2
87
(0.9-0.2*Sds)D + 1 OEz
0,6
0.1
0,0
0.0
0,0
11.1 x
HILT] PROFIS INPUT
Tensile Force
Bending moment (y-axis) 111 in -kip
-0.6
kip - uplift is positive
Shear (x)
0.1
kip
Shear (y)
0.0
kip
Torsional Moment (z-axis)
0.0
in -kip
Bending moment (x-axis)
0.0
in -kip
z
ER
23"
Plain Base Plate Connection
Base Plate Thickness :.75 in
In
Base Plate Calculations
1 Bearing Pressure
Maximum Bearing .069 ksi
Max/Allowable Ratio .034 ASCE 8
(ABIF = 1.000)
Base Plate Fy
36. ksi
Bearing Surface Fp
2.04 ksi
Anchor Bolt Diameter
.75 in
Anchor Bolt Material
F1554-55
Anchor Bolt Fu
75. ksi
Column Shape
HSS16x4x3
Steel Code
AISC 13th:ASD
Concrete Code
ACI 318-05
069
(ksi)
Base Plate Stress
Maximum Stress 1.752 ksi
Max/Allowable Ratio .054 ASCE 5 (b)
(ASIF = 1.000)
7µ111111111111
L off
OOM
Anchor Bolts
M—Iu V ft—N 7 /I-\ 7--- ILA \/- IIeN XI, (L -N Pnt (keit ft (L-Qil Fnv (k -,i) fu (ksh t Jnitv Combination
1.
fl
Anchor Bolts
M—Iu V ft—N 7 /I-\ 7--- ILA \/- IIeN XI, (L -N Pnt (keit ft (L-Qil Fnv (k -,i) fu (ksh t Jnitv Combination
Note: Fnt and Fnv shown above include phi factors.
Loads
P Vx (k) Vz (k) Mx (k -in) Mz (k -in)
DL
LL
WL
EL
OLI
01-2
.7
1.
.5-44.2
,5
4E.3
EMM
11
Note: Fnt and Fnv shown above include phi factors.
Loads
P Vx (k) Vz (k) Mx (k -in) Mz (k -in)
DL
LL
WL
EL
OLI
01-2
.7
1.
.5-44.2
,5
4E.3
11
Weld Properties of Column Base
Width, b = 5.0 in Aw =
20.0 in 2*(b+d)
Sy =
33.3 inA2 (b*d)+(dA2/3)
Depth, d = 5.0 in VZ =
10.0 in 2*b
SZ =
33.3 inA2 (b*d)+(bA2/3)
Mx
[k-inj
Vy =
10.0 in 2*d
Iw =
166.7 inA3 [(b+d)A3]/6
M16 0.90 0.00 -0.08
Weld Check; w = 0.1875"
Allowable (k/in)
Actual (k/in)
Load Combination I Member
18
1 Tension (Fx/Aw + My/Sy + Mz/Sz)
2.78
0.35
35 / M16
OK
2 Shear Y (FyNy + (Mx*(b/2))/Iw)
2.78
0.01
181M16
OK
3 Shear Z (Fz/Vz + (Mx*(d/2))/Iw)
2.78
0.01
42 / M16
OK
4 Combined lTensio nd + Shear,.=+Sleears"
2.78
0.35
35 / M16
OK
Plate Width, W (in):
Plate Thickness, T (in):
Fx
MZ
IN
See Base Plate Calculations
See Base Plate Calculations
T
Column Size: HSS5x5x3/16
Weld Size, w (in): 3/16
CG'_UMN BASE WELD CHECK OK
e
Design Forces / Moments
Check
Load Combination
Member Fx (A)ial) Fy Fz
[k] [k] [k]
Mx
[k-inj
My
[k -in]
MZ
[k -in]
1
35
M16 0.90 0.00 -0.08
0.02
13.05
0.04
2
18
M16 1.19 0.08 0.00
0.04
-0.05
13.01
3
42
M16 0.76 0.00 0.08
0.00
-7.81
0.00
4
35
M16 0.90 0.00 -0.08
0.02
13.05
0.04
x
x
x x x x
x
x
x
Plate Width, W (in):
Plate Thickness, T (in):
Fx
MZ
IN
See Base Plate Calculations
See Base Plate Calculations
T
Column Size: HSS5x5x3/16
Weld Size, w (in): 3/16
CG'_UMN BASE WELD CHECK OK
e
wsrotvq 'SQZ'4—
CIDOAlINJ
t",
Aq-
"/, �, -, � " k
sig" ?LAls
45
'eN
g. o
Z --4 F, v * 'ps
OIMIM• :_s
:•
Bolt Check: (2) 0.75" Diameter, A325 Bolts
Allowable
Actual
toad Combination / Member
1 Shear
AISC (J3-1)
RN/n
10.6 kip
0.4 kip
31 / Truss4
OK
2 Tension
AISC (J3-1)
RN/0
19.9 kip
1.0 kip
211 Truss
OK
3 Bearing
AISC (J3 -6b)
RN/n
17.8 kip
0.4 kip
31 / Truss4
OK
End Plate Check: 0.375" Thick
0.0
Allowable
3.0
Actual
Load Combination / Member
Truss4 -0.8 -0.2 0.0
4 Shear Yielding
AISC (J4-3)
RN/n
34.4 kip
0.4 kip
31 / Truss4
OK
5 Shear Rupture
AISC (J4-4)
RN/n
30.9 kip
0.4 kip
311 Truss4
OK
6 Weld Check w = 0.925°
AISC (J2-3)
RN/n
1.9 kip/in
0.1 kipfin
21 / Trussl
OK
7 Plate Thickness (tp)
4MPL
22W
0.15 in
0.38 in
21 / Truss2
OK
12
4,241
HSS6X4X0.125
0 = 19.47°
Connection Elevation
x=2in
I xl
Lp= 6.36 in
Wp_4in 4
End Plate Elevation
1.5 in Ftp
3.18 in
Fx, pl
3.36 in aE-- MzDO
Fbb 3.18 in
1.5 in
End Plate Section
Member Height (in): 6 Number of Bolts: =0.750 Member Width (in): 4 Bolt Diameter (in):
Member Thickness (in): 0.125 End Plate Thickness (in): 0.375
End Plate Weld Size (in): 0.125 Flange Plate Thickness (in): NONE
TRUSS TO 3TUB CCL U!' i'' - 2 EOL TS 4- OK
Design Forces / Moments
Check
Load Combination
Member Fx (Axial) Fy Fz
[k] [k] [k]
Mx
[k -in]
My
[k-inj
MZ
[k -in]
1
31
Truss4 -0.8 -0.2 0.0
0.0
-0.1
3.0
2
21
Trussl -0.8 -0.2 0.0
0.0
-0.1
3.0
3
31
Truss4 -0.8 -0.2 0.0
0.0
-0.1
3.0
4
31
Truss4 -0.8 -0.2 0.0
0.0
-0.1
3.0
5
31
Truss4 -0.8 -0.2 0.0
0.0
-0.1
3.0
6
21
Truss1 -0.8 -0.2 0.0
0.0
-0.1
3.0
7
21
Truss2 -0.8 -0.2 0.0
1 0.0
0.1
3.0
12
4,241
HSS6X4X0.125
0 = 19.47°
Connection Elevation
x=2in
I xl
Lp= 6.36 in
Wp_4in 4
End Plate Elevation
1.5 in Ftp
3.18 in
Fx, pl
3.36 in aE-- MzDO
Fbb 3.18 in
1.5 in
End Plate Section
Member Height (in): 6 Number of Bolts: =0.750 Member Width (in): 4 Bolt Diameter (in):
Member Thickness (in): 0.125 End Plate Thickness (in): 0.375
End Plate Weld Size (in): 0.125 Flange Plate Thickness (in): NONE
TRUSS TO 3TUB CCL U!' i'' - 2 EOL TS 4- OK
SAVE BEAM TO TRUSS
2 BOLTS
M
Bolt Check: (2) 0.625" Diameter, A325 Bolts
Allowable
Actual
Load Combination / Member
1 Shear
AISC (J3-1)
RN/o
7.4 kip
0.3 kip
211 Eave2
0K-
2 Tension
AISC (J3-1)
R,K2
13.8 kip
0.0 kip
36 / Eave3
OK
3 Bearing
AISC (J3 -6b)
R,/o
13.3 kip
0.3 kip
21 / Eave2
OK
End Plate Check: 0.375" Thick
0.1
Allowable
Actual
Load Combination / Member
21
4 Shear Yielding
AISC (J4-3)
RN/Q
30.5 kip
0.4 kip
21 / Eave2
OK
5 Shear Rupture
RISC (J4-4)
RN/o
32.4 kip
0.4 kip
21 / Eave2
OK
6 Weld Check w=0.125°
AISC (J2-3)
R,K)
1.9 kip/in
0.0 kiplin
211 Eave2
OK
7 Plate Thickness (tp)
4MPL
22W,
0.03 in
0.38 in
361 Eave3
OK
Plan View
x=2.82 in
45° 1 1
1.25 in Ftb
2 in
Lp= 4 in 1.5 in
M,
DO
HSS4X4X0.125
2 in
qA
1.25 in
Connection Elevation
Wp = 5.65 in
End Plate Elevation
End Plate Section
Member Height (in): 4 Number of Bolts: 2
Member Width (in): 4 Bolt Diameter (in): 0.625
Member Thickness (in): 0.125 End Plate Thickness (in): 0.375
End Plate Weld Size (in): 0.125 Flange Plate Thickness (in): NONE
EAVE BEAIt9 7O TRUSS- 2 BOLTS 0
Design Forces I Moments
Check
Load Combination
Fx (Axial) Fy Fz
Member
[k] [k] [k]
Mx
[k -in]
My
[k-inj
MZ
[k -in]
1
21
Eave2 0.5 0.1 -0.1
0.1
0.0
0.0
2
36
Eave3 0.0 0.0 0.0
-0.1
0.0
0.0
3
21
Eave2 0.5 0.1 -0.1
0.1
0.0
0.0
4
21
Eave2 0.5 0.1 -0.1
0.1
0.0
0.0
5
21
Eave2 0.5 0.1 -0.1
0.1
0.0
0.0
6
21
Eave2 0.5 0.1 0.1
0.1
0.0
0.0
7
36
Eave3 0.0 0.0 0.0
0.1
0.0
0.0
x=2.82 in
45° 1 1
1.25 in Ftb
2 in
Lp= 4 in 1.5 in
M,
DO
HSS4X4X0.125
2 in
qA
1.25 in
Connection Elevation
Wp = 5.65 in
End Plate Elevation
End Plate Section
Member Height (in): 4 Number of Bolts: 2
Member Width (in): 4 Bolt Diameter (in): 0.625
Member Thickness (in): 0.125 End Plate Thickness (in): 0.375
End Plate Weld Size (in): 0.125 Flange Plate Thickness (in): NONE
EAVE BEAIt9 7O TRUSS- 2 BOLTS 0
P61,1901T RISA ANALYSIS REPORT
Company
Designer
Job Number Checked By:_
c uH o�o•a c.i - Model Name
Basic Laad Cases
7 Transient Area
8 Transient Area
12 Transient Area
13 Transient Area
14 Transient Area
Load Combinations
1771 SERVICE D
4 SERVICE Su
RISA -3D Version 12.0.2 [S:\...\_.\...\ ... \...\...\12806_SQR7MR_2_20_5_90_IBC06_C_A_CUSTOM.r3d] Page 1
M' Company -
Designer
' Job Number Checked By:
b
Model Name
Load Combinations (Continued?
r . Company
Designer
Job Number Checked By.
u n a [ Model Name
Load Combinations (Confinuedl
721--t
73
74
1 75
76
77
781_2D+1.6Wz(Load
--
2D+ 1,61-1+0.8Wz (Minimum)
i1D+1.6s+o.sWZ(Load Case A)
_ 1 2D + 1.6S + 0.SWz (Minimum)
�11 2D + t GWz (Load Case A) + 0.5Lr
11.2D 11.6Wz (Load Case B) + 0.5Lr
1 2D + 1 6Wz (Minimum) + 0.51-1
Case A)+0.55
-• -•_.. - --- _��.��..
L1 2 L2' 1.6 19
L1 12 Q 1.6 1-7
Li 1.2 1-3 1,6 19
L1 1.2 1-7 1.6 L2
L1 1.2
1-1 1.2 19 16 1-2
eau.. rac[..ew ract..SLG ract..BLC Fact..
8 -
.8
8
.5
.5
7y�
1,2D + t.ewz (Load Case B) + 0.5S
L1 1.2
None
$0
1319
82
631
1-1_2D+1.6Wt(Minimum)+0.5S
0 9D + 1.64Jz Load Case A
I_0.9D + 1.6Wz (Load Case B
0.JD+1.6Wz Minimum
L1 1.2'19 16'1-3
L1 .9 L7 1.6
L1 .9 L8 1-6
L1 19 16
.5
641-+0
:8.5
6
87!
J8
1.21.2.2'Sds D + 1.OEx + Q2S
1 __�.9-L0.9D + 1.0Ex
j 1.2+0.2'Sds D + 1.0Ez + 0.2S
0.9-0.2"Sds D + 1.0Ez
1-
.9
L1 1.3 L9 1 L3
L1 .8 L9 I
L1 1.3 L10 1 L3
L1 .8 L10 1
.2
2
_8_3__I
Truss i
Yes
None
90 1
Column2
Yes
None
91
Plate2
Yes
None
92 I
-93
+
Yes
None
)
Truss3
Yes
None
94 1
Truss4
Yes
None
5 i
Eave1 = BenPIN
BenPIN Yes
None
Company
" P Designer
- Job Number Checked By
TECH M n LOG IES Model Name
Load Combinations (Continued)
KOM
Joint Boundary Conditions
Joint Label X Win Y k!n Z ktin X Rot. k-fVrad Y Rot, k-ft/ratl Z ot. k-fl/rad ootin
I N12 Reaction Reaction Reaction Reaction Reaction Reaction
Hot Rolled Steel Section Sets
_ Member Primary Data
Member Advanced Data
RISA -3D Version 12.0.2 [S:\.,.\...\...\...\. A\12806_SQR7MR_2_20_5_90_IBC06_C_A CUSTOM.13d] Page 4
Label I Release
J Release I Offset in J Offset in T/C Onl Ph sical TOM
Inactive Seis is Desi n...
1
COLUMNI
Yes
None
2
Plate
Yes
None
3
STUB COLUMNt
Yes
None
4
Truss i
Yes
None
5
Column2
Yes
None
6
Plate2
Yes
None
7
Truss2
Yes
None
8
Truss3
Yes
None
9
Truss4
Yes
None
10
Eave1 = BenPIN
BenPIN Yes
None
11
Eave2 BenPIN
I BenPIN.J.. I I Yes I
None
RISA -3D Version 12.0.2 [S:\.,.\...\...\...\. A\12806_SQR7MR_2_20_5_90_IBC06_C_A CUSTOM.13d] Page 4
Company
(Number Number Checked By*._
Model Name
Member Advanced Data !d)
Hot Rolled Steel Properties
Envelope AtSG 93th(360 05)• ASD Steel Code Checks
Material Takeoff
Material Size Pieces Len &thfAI— Wei ghtLLBL—
General
kl:QIJD 5— 2.1 0
3 Total General 5 2.1 0
4
5 Hot Polled Steel_�J
RISA -3D Version 12.0.2 [SA ... \ ... \12806-SQR7aR-2-20-5-90_IBC06_C__A-CUSTOM.r3d] Page
Company
Designer
Job Number Checked By-._
Model Name
Material Takeoff (Continued)
RISA -3D Version 12.0.2 [SA \...\..A \12806-SQR7MR-2-20-5-90-IBC06_C__A_CUSTOM.r3dI Page 6
pollgoff PANEL DATA
McELROY METAL
CORPORATE OFFICE • P.O. BOX 1148 - SHREVEPOR T, LA 71163-1148 e (318) 747-8000 : FAX (318) 747-8.x29
T Eh'C�r'HNI I C6AIL
Issue Date : June 1, 2006 No. 07-232-06
Multi - Rib
13`
i6
I, 36` COVERAGE
1. Section properties are calculated in accordance with the 2001 AISI North 4. Ix is for deflection determination.
American Specification for the Design of Cold -Formed Steel Structural Members. S. Se is for bending.
2. Va is the allowable shear. 6. Me is the allowable bending moment
3. Pa is the allowable load forweb crippling on end & interior supports. 7. All values are for one foot of pane! width.
Allowable Uniform Loads (PSF)
Notes:
1, allowable uniform loads are based upon equal span lengths.
2. Positive Wind is wind pressure and is NOT increased by 33 1/3 %.
3. Negative Vvind is wind suction or uplift and is NOT increased by 33 1/3%.
4. Live is the allowable live or snow load
5. Deflection (U180) is the allowable load that limits the panel's deflection to 0180 while under positive or live load.
6. Deflection (U240) is the allowable load that limits the panel's deflection to U240 while under positive or live load_
7. The.,,,; eight of the panel has NOT been deducted from the allowable loads.
8. Positive Wind, Negati ve Wind, and Live Load values are 14011ed to combined shear & bending using Eq. C3.3.1-1 of the AISI Specific=,tion.
9. Positive Wind and Live Load values are limited by wab creppling using a bearing length of 2".
1D. Vdeb cnppl:ng values are determined using a ratio of the uniform load actually si pported by the tip fllnS,es of the section.
F r- V . T-.
Span
in Feet
Span Type
Load Type
1.50
2.00
2.50
3.00
3.50 1
4.00 1
4.50
5.00
1 5.50
6.00
6.50
7,00
7.50
8.00
8.50
9.00
Positive Wind
510
287
183
127
93
71
56
45
37
31
27
23
20
17
15
14
Negative Wind
481
271
173
120
88
67
53
43
35
30
25
22
19
16
15
13
Single
Live
510
287
183
127
93
71
56
45
37
31
27
23
20
17
15
14
Deflection (L1180)
1354
571
292
169
106
71
50
36
27
21
16
13
10
8
7
6
Deflection(U240)
1015
1 428
1 219
126
79
53
37
27
20
15
12
9
8
1 6
5
4
Positive Wind
431
253
166
116
86
66
52
42
35
29
25
22
19
16
14
13
Negative Wind
451
266
175
123
91
70
55
45
37
31
26
23
20
17
15
14
2 Span
Live
431
253
166
116
86
66
52
42
35
29
25
22
19
16
14
13
Deflection (1-1180)
2651
1118
572
331
208
139
98
71
53
41
32
26
21
17
14
12
Deflection (0240)
1988
838
429
248
156
104
73
53
40
31
24
19
15
13
10
9
Positive Wind
516
1 309
204
144
107
82
65
53
44
37
31
27
23
21
18
16
Negative Wind
538
324
214
152
113
87
69
56
46
39
33
29
25
22
19
17
3 Span
Lige
516
309
204
144
107
82
65
53
44
37
31
27
23
21
18
16
Deflection (L1180)
2077
875
448
259
1 163
109
76
56
42
32
25
20
16
13
11
9
Deflection (0240)
1557
657
336
194
122
82
57
42
31
24
19
15
12
10
a
7
Positive Wind
489
291
191
135
100
77
61 1
49
41
34
29
25
22
19
17
15
Negative\Nnd
510
305
201
142
105
81
64
52
43
36
31
27
23
20
18
16
4 Span
Live
1 489
1 291
191
135
100
77
61
491
41
1 34
29
25
22
19
17
15
Deflection (L11 SO)
2204
1 930
476
275
173
116
81
59
44
34
27
21
17
14
12
10
Deflection(U240)
1653
1 697
1 357
206
1 130
1 87
61
44
1 33
1 25
20
16
13
10
9
7
Notes:
1, allowable uniform loads are based upon equal span lengths.
2. Positive Wind is wind pressure and is NOT increased by 33 1/3 %.
3. Negative Vvind is wind suction or uplift and is NOT increased by 33 1/3%.
4. Live is the allowable live or snow load
5. Deflection (U180) is the allowable load that limits the panel's deflection to 0180 while under positive or live load.
6. Deflection (U240) is the allowable load that limits the panel's deflection to U240 while under positive or live load_
7. The.,,,; eight of the panel has NOT been deducted from the allowable loads.
8. Positive Wind, Negati ve Wind, and Live Load values are 14011ed to combined shear & bending using Eq. C3.3.1-1 of the AISI Specific=,tion.
9. Positive Wind and Live Load values are limited by wab creppling using a bearing length of 2".
1D. Vdeb cnppl:ng values are determined using a ratio of the uniform load actually si pported by the tip fllnS,es of the section.
F r- V . T-.
0 20 40 80 120 180
D = 08'31'42"
OW10C SCALE R= 1462.40'
L - 217.67'
T = 109.04'
LC m 217.47'
Z CD = N 82'30'54" E
O D - OOD32'37*
+� Of R = 1462,40'
Z L= 13.88'
T = 6.94' 10' SIDEWALK ESk1T
1983 NAD CRID fXfORDWATE LC = 13.88' GAB. A SLIDE 25297\
N-7.021.254.75 Em2.404,748.i4 GD = N 87 IS' E CAB. A SLIDE 2637 J 1
LINE DATA
COMMON ACCESS, FIRELANE.
AND UTILITY EASEMENT
LOT 5, BLOCK 6
METROPLACE 2nd INSTALLMENT
6� O.
�P
GJ~
PO
J�
�O
�O
P25, COMWN ACCESS,�
\P� AND UTILITY CASEMEN
BY TN IS PLA ! (5NA0
EXISTING 25' COMMON
AND UTILITY EASEMEN',
BY THIS PLAT (SHOWN
-.. 3i8" 1.R- FOyN Ni8'3
N �>333D1 E
Dowc. Wdocs�7.,e'3,S .yGi`�E
N 78
N 89454{8" E { ���3�
2' SET CKLINE•---25�NLGiNMSEYB�NNING ¢ - — _..-
llr LR.SEi rl-2251z—
Lil-
25' COMMON ACCESS, FlRE LAME,
AND UTILITY NADED)T DEDICATED BY
THIS PLAT (SHADED) 15' ' A SLI EASEMENT
CAB. A SLIDE 2520
of 4 I i I I EXISTING 25' COMMON ACCESS. FIRE CAB. A SLIDE 2537
o�
LANE, AND UTILITY EASEMENT TO BE
ABANDONED BY THIS PLAT (SHOWN �}
HATCHED.)
Ky I I I EXISTING LOT 6R
06I I �,) BLOCK 3
r METROPLACE ADDITION
5r I a Ip JI GAB. A SLIDE 3521
Is J
I I I I 25' COMMON ACCESS, FIRE LANE I LOT 7
$
ANO UTILITY EASEMENT DEDICATED BLOCK 3
I�CAB. A SLIDE 3521 METROPLACE ADD TION
F A N I (I I ¢ LOT 6 -R -i I I CAB, A SLIDE 2529 &CAB- A SLIDE 2537
BLOCK 3
q I I I ( 113.878 S.F.*f
-'m+� 2.6143 ACRES I $ 15' UTILITY EASEMENT
Z Iii CAB. A SLIDE 2529 ink
CAB. A BADE 2537
-' - -- ,- S 89'47'14' W 247.88' — _ — — — — — —
'N 89'4714' E 247.88' BNDLR. N 4714" E 189.43'
�'��N----------- �--_-_ -_-_
30 COMMON ACCESS FIRE LANE
AND URUT' E U E '3521
3
T DEDICATEd
II S 1DE 3521
CAB A
_ — — — — — _
. �OW ( I I I EXISTING LOT 5R 1
BLOCK 3 I ' ' 1 28' COMMON ACCESS. DE LANE,
METROPLACE ADDITION LL--��--AND U SLI CASEMENT DEDICATED
CAB. A SUDE 3521 CAB. A SLIDE 2529 I
L CAB. A SLIDE 2537
(( I NO RELATED
WITHIN AVIATION 400 FEET OFF THESECENTERUINE TTED OF I I
MAN STREET BY AGREEMENT BETWEEN CITY I I
ES FIRE LANE, 3 OF GRAPEVINE AND D.F.W. AIRPORT —� 5
B ABANDONED RECORDED IN VOLUME 7043, PACE 1098I"I(
rCH D) D.RLC.T. , , ". _ _I tel UTIU EASF4lLt9 T
I �wII /r J
15' U EASEMENT -
A SU
CAB. A SUDE 2528
CAB. A SURE 2537
1/2' I.R. — —
SET J S $8'474'-W-
IJ
VICINITY MAP
N.T.S.
q,
µ N�m f
FOONO
CAB. A S DE 7
I I ( I
LOT 4
BLOCK 3
I LOT 2
((
I
METROPLACE ADDITION
I,
sI
I METROPLACE ADDITION I
CAB. A SLIDE 2529 & CAB. A SLIDE 2537
I I
(
CAq. A SLIDE 2529 & CAB. A SLIDE 21537
I I
(
I
(
(
I
I I
L,t
3
I
I I
I I
I
I
I
30' COMMON AIXSS. FlRE LANE
AND URUTY EASEMENT DEDICATED
I
al
I
I CAB, A SLIDE 2529
SLIDE 2537—
12 5'
zl I
-1.
I _j
L CAB. A
S 89'4714" W 247.88'
��
N 89'4774'E 247.88'
-"-I
---
---- _. _—
.--p
'al iI
17.5
Nb
'I II
LOT 3
I
I
St DE 2537
L
BLOCK 3
p
t
METROPLACE ADDITION
2537
I
g1 (I
CAB. A SLIDE 2529 & CAB. A SLIDE
_{ III
_ L-!
L —
jI
— -S BC4T-14 wt- — -247.89= .._._ — —. — -i
'E
q,
µ N�m f
FOONO
CAB. A S DE 7
I I ( I
I
fT
I LOT 2
I
BLOCK 3
I
I METROPLACE ADDITION I
I I
(
CAq. A SLIDE 2529 & CAB. A SLIDE 21537
I I
(
I
(
(
I
I I
L,t
3
I
I I
I I
I
I
I
i
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\
\
A�WCIEYSSE, FlRE
25' tXNMMON MD A� TA
�JCCAABB.
DER2529 8
St DE 2537
L
_L$A
N III'24 _ _ _ y( R-iU--7y—EASE—tM�-
— _ — — — LOT 1 L 15' U A SHADE 2529NT
BLOCK 3 CCAABB. A SLIDE 2.937
iy1 (1 METROPLACE ADDITION
I I I CAB. A SLIDE 2528 & CAB. A SLIDE 2537
OWNER'S CERTIFICATE
STATE OF TEXAS
COUNTY OF TARRANT
WMEREAS, 114 & MAIN PARTNERS EAST L.P. Is the sate owner of . 2.6143 acre
tract of land h the City of Grapevine, Tarrant County, Tsxa4 out of the W1,
BRADFORD, SURVEY, ABSTRACT NO. 131, sold tract beln9 a portian of that 11.10
acre tract of ,and canvewd to 114 & MAN PARTNERS FAST L.P. by dead receded
In V. 11128. Paps 1 Torrent County Deed Records. said tract being dao
ail of Lots 5R and 8R, Block 3, Metroplace Addition, an addition to the City of
Grapnvina. Tema accorehgg to the Plat thereof recorded in Cabinet A Slide 3521,
Torrent County, Texas and being further described as follows
BEGINNING at a i/2 Inch iron act for the southwest and of the caner dip at the
Intersection of the south right-of-way line of State Highway Na 114 (wxtable
width right-of-way) with the west right -.f --way the of Main Street (100 feet
wide).
THENCE North 43 Leges- 40 minutes 05 secg: East, with sold aanar dlP, a
distance of 28.85 fast to a i/2 In bon rod set ler the moat northerly
northwest comer of sold Lot ER,
suld point being an said
south
right -of -say
Ione
of State 1-114-y No,
114, sold Point
6dng dao an a curve to the left having a
radius of 1482.40 feet:
THENCE natheostarly, with said south right-of-way Hra and said curve to the left.
through a central angle of 08 degrws 31 minutes 42 secund4 an ac datance of
217.88 fact (Chord beora North 82 degrees 30 minutes 53 —de East 217.48
fest) to a 'X cut in concrete found for the and of sold curve
THENCE North 78 degrees 33 minutes 01 seconds East, with said south
tght-ot-way lane of State Highway No. 114, a distance of 12.39 fast to a 1/2
Inco Iron rad set to foe nattleast caner of said Lot 8R, sold print being the
northwest caner of Lot 7, Block 3 of said MetroPloce Addition;
THENCE South OO degrees 12 minutes 48 eaeonde Eoet with the want line of said
Lot 7. at a distance of 308.44 feet pave a 5/8 Inch Iron rod found for the
eauthw4st comer of said tat 7, sold Point being dao the northwest corner of Lot
2, Block 3 of sold Metraplaca Addition; coning, with the west Tins of said Lot
2, In dl, a dletanca of 479.17 feet to a 1/2 Iron rod set for the southeast coma
of sold Lot 5R, sold point being deo the northaest comer of Lot 4, frock 3 of
saId Metro—Addition;
THENCE South 89 degrees 47 .Tota 14 aa..d. West, with the north line of said
Lot 4. a distance of 247.88 feet to o 1/2 inch Iron rod set far the southwest
comer of sold Lot 5R and the northwest comor of mW Lot 4 an sold scat
right-of-way line of Main Street:
THENCE North 00 degrees 12 minutes 46 .stand. West, with soldeast
right-of-way I'ne of Main Street a dfetonce of 428.43 feet to the PONT OF
BEGINNING;
CONTAINING 113,878 square feet or 28143 was of land, more or toss.
NOW THEREFORE, KNOW ALL MEN BY THESE PRESENTS, THAT, 114 & MAN
PARTNERS EAST L.P. does hereby adopt this plat of Let 6-R-1, Biodc 3,
Metropl._ Addltk0, an addition to fine Clty o1 Grapevine, Tarrant County, Texas,
and does hardly dadiaote to the pubRe uaa forever the right-of-way and
case is shown he— The eaemnent. shown hereon are hereby nm -Hod for
the purposes Indicatad. The utility easements Mod) be open fa di City a
f—chleed pubik utilities fa each porLlwI. uce. The matntenawe of Paving on
the warn . ore the reepondblity of the Property own-. No buildings or
aux➢tory structures Malt be constructed. reconstructed or Placed ups" over, a
across the coamants ore shown. Sold eaaenrente bring lu ar3 raaervad far the
mutud uaa and accommodation of all public utAlties using. a d"king to use
e ave aid ka
soma My City or franchlad utility Mail how the full right to r m p
removed all -Darin of any fences, trees. Mrube, a other Improv -rents a
growths which in any way moY andanger a interfere with the construction,
mointanance, or eflklency of Its respective system on the eoamertb and erg City
or franchbad utalU.. &tall at dl tions have the full right of ingrea and agrees to
and frorn and upon sold easements for the purpose of constructbrg,
reconstructing, inapecthg, patrdling, maintaining, and adding to or removing all or
porta of Ke respective system without the neoseelty at any time a procuring the
Psrmisofan of anyone.
This plat approyed sub)ect to oil plattingadinancaa raise. reguWU n4 and
resolution. of the City of Grapevine, Texas. I have revkwed the Clty/s finding.
concerning dedications and I do agree that the stateriants are true and correct
NOTES: AAryryqq BBOqppRTTUUR1ryry CAIN' SU y1gpN
I'
RMEESl1 jDPO BYDTtrE8l10OUTCAL CITYM QUO M ACONIOLATION�O GITM 8Y
ORDINANCE AAANRI) STATE gLAgW. T pHA �p g R
2. METROPLACE ADDITION ASUR��RDED IN CAB A�BUDE83527LOCIC 3
a SALLL4ED IPRO RODS SET ARE 1/27 IRON RODS WITH YELLOW PLASTIC CAPS
4. ALL PROPERTY SHOWN ON THIS PLAT IS ZONED CG
PLANNING & ZONING COMMISSION:
Data Approved: TOE 20 1000
Chat nnan:
5/e' LR Secretory:
FOUND GRAPEVINE CITY COU1JCiLc
Data Approved: 70NE 20, 2000
Mayor. -
City SO.—Y:
ThIs plat filed In Cabinet ? Slide &176, Data 8/1K0 JOJR FILE N0, 225-6-00
WITNESS, My hand this the Zs '_ day of 141,0Y 2000.
114 & MAIN PARTNERS EAST LP. o Tema I'an-d� partnership
By. G & B Dallas bvasbnents, Inc., a Texas Corporation. Ban" Partner
By.
11. J{ ggan, Jr.. President
STATE OXk�
COUNTY OF DALLAS
BEFORE ME, ural-d9ned Notary Public In and for said counfy and state, .n this
day PmsandiY appeared R J. GYogan. Jr., known to me to ba the Person whose
none M subeabsd to the foregoing ,,;: -rt and aeknosiedgsd to mo that he
executed the sus— fa the p and coonelderatlan axpresamd.
q UNDER MYND AND SFJd. OF OFFICE this the day of
anti).inandfores MY ).orlon Expiras
1, Wayne C. Tartyy, of JDJR En Inaere and Consultants, Inc., a Regintered Prohalond
Land Surveyor of the State of Texas, do hammy declare that I prepared this plat
from an actual and accurate wneY an the land and that the cans monument.
shown thare-n,. ropsrlY Wacad under mY Doreand suPslvi.lon In accordance
with the �Ru d regula6ajn�ey/mot the State of Tarda and the City of
a
V--%.
E.... / r
'• wAvNE O. TERRY ,Ayyn C. Terry
y 41.4 Q; Reg ered Profeastond Land Surveyor No. 4184
AVIGATON RELEASE
tip
SUIaN
THE STATE
COUNTY OF TARRANT
WHEREAS, 114 &MAN PARTNERS EAST LP., har.I=t- called 'Owner, Is the
owner of that eertoin Dorcol of land dWated h the Ctty of Grapevin4 Tarrant
County, Texas, being more particularly desalbsd ore Mown an this Plat
NOW THEREFLMTE, h cansld-aUan of the sum of ONE AND 00/100 (51.00) DOLLAR
and other good and wTuable coneideratkn, the receipt anal eut'flci.ncy of which I.
hereby fully ockrQ0dad`ed and confeead. Own- does hereby wdve, r -I—, remise
and quitdalm to the City of Gaap.Vn , Tarrant County, Taxo4 and Dolloa-Fort
Worth International Airport Board, the Cities of Dallas. Texas ond Fort Worth,
Texas, their successors and malgne, h-Mrwft- called 'Citlea', for the use and
benefit of the pubo). and its agencls4 any and all dolens far damages of any kind
to persons or property that Owner may suffer by reason of the posaoge and flight
of all dreroR In the air .p -8111t. -
x abOwner'm property above the hdght restrlctkn
os proeenUy estab`=1,r by Ordlnonee No. 73-50 f- the Cityy of Gropevins, known
os the Airport Zoning Ordinance of the Dallas -Fort Worth Intematknd Airport, to
on kflnits height oboes aam0. whether ouch damage shall originate Tom ndse.
vibration, fumes, duet, foal and lubricant partkfe4 and all ofber effects that may
be taxed by the operation
of aircraft, landing at, ar taking oN from, or op-uting
at or an the Dallas -Fort Worth international Airport
This instrument does not release the owners or operators of alruaft from liability
W aR - failin h
�I
sed a fall). aircraft
a Yd
cau 9
for coinage to person ar properly Y g
obtecte from aircraft except oe stated heroin with respect to noise, umes, duel
fud, and lubricant p-tklee.
It is agreed that this Release shall be binding upon sold owner aid his heirs and
aealgn4 and successors In Interest to said property, and
It
M forthOr agreed that
this Instrument ahail be a covenant runntn9 with the land, and shall bo rscordad In
the Dead Records of the county or egmtbe h which W_situated.
EXECUTED at Dalian, Texo4 this day of -2`000
114 & MAIN PARTNERS EAST LP., a Texas limited partnership
t �
By. G & B Dallas Investment.. Inc., a Teens Corporation, General Parther - �-
1 A �m
By.
R
?Z—. -
THE S�-
COUN DALLAS
BffORE ME. the undersigned outhorlty, an this day P=,IIIY appeared R J.
Grogan, Jr., (mown to me to be the Doman whores vane Ie aubaa0od to the
for.WrIg 1-trument and acknowledged to me that he executed the same for the
purpoaa and conald-ations thereln and am—.d and In the capacity therein
elated
GUNDER Y NAND AND SEAL OF OFFICE. this the cloy of
2000.
ar ubi in and far the State of Tema
oaat.acrfa My mi.t Expires,
a-jNec�dimm
1weaNx
OW44ER; 114 & MAIN PARTNERS EAST L.P.,
C/O MR, JAY GROGAN
GROGAN & BRAWINER
2311 CEDAR SPRINGS, SUITE 150
DALLAS, TEXAS 75201
2126 456
R
N
0 o
0 0 0 0
A Division of PORTERCORP 4240 N. 136th AVE HOLLAND, MI 49424 (616) 399-1963
Designs and calculations of Poligon buildings are protected under copyright laws and patents
and may not be used in the construction or design of a building that is not supplied by Poligon.
Copyright laws protect the style and visual appearance of the structure while patents may protect other parts of the design.
PATENTED ANC/OR PATENTS PENDING COPYRIGHT 2014 PORTERCORP HOLLAND, MI 49424
PROJECT NAME: GRAPEVINE SHUTTLE SHELTER
PROJECT LOCATION: GRAPEVINE, TX
BUILDING TYPE: SQR 7
ROOF TYPE: MULTI -RIB
DRAWING LIST:
SHEET NUMBER
DRAWING DESCRIPTION
CS
COVER SHEET
1
ARCHITECTURAL ELEVATIONS
2-2.1
ANCHOR AND FOOTING LAYOUT / DETAILS
3
STRUCTURAL FRAMING PLAN
4-4.1
FRAME CONNECTION DETAILS
5-5.1
ROOF LAYOUT
6-6.1
ROOF CONNECTION DETAILS
MANUFACTURER NOTES:
MATERIALS:
DESCRIPTION
ASTM DESIGNATION
BUILDING NUMBER: 12806 TUBE STEEL
A500(GRADE B)
SCHEDULE PIPE
A53 (GRADE B)
RMT PIPE
A519
LIGHT GAGE COLD FORMED
ORDER NUMBER: 5'52277 STRUCTURAL STEEL PLATE
A1003 (GRADE 50)
A36
ROOF PANELS (STEEL)
A653
ANCHOR BOLTS
SEE SHEET 2.1
GENERAL NOTES:
UNLESS NOTED OTHERWISE, THIS STRUCTURE WAS DESIGNED TO ONLY SUPPORT WHAT
IS SHOWN ON THESE DRAWINGS. POLIGON MUST BE CONTACTED IF ANYTHING ELSE IS TO
BE ATTACHED TO THIS STRUCTURE (WALLS, COLUMN WRAPS, RAILINGS, ETC.) SO THE
DESIGN OF THIS STRUCTURE CAN BE REVIEWED AND POSSIBLY REVISED.
UNLESS NOTED OTHERWISE, THIS STRUCTURE WAS DESIGNED ASSUMING A 20'
SEPARATION BETWEEN ANY ADJACENT STRUCTURE WITH AN EAVE HEIGHT EQUAL TO OR
GREATER THAN THE EAVE HEIGHT OF THIS STRUCTURE. IF THAT SEPARATION DOES NOT
EXIST, POLIGON MUST BE CONTACTED SO THE DESIGN OF THIS STRUCTURE CAN BE
REVIEWED AND POSSIBLY REVISED.
STRUCTURAL STEEL SHALL BE DETAILED, FABRICATED, AND ERECTED IN ACCORDANCE
WITH THE LATEST EDITION OF THE AMERICAN INSTITUTE OF STEEL CONSTRUCTION (AISC)
SPECIFICATION MANUAL.
ALL WELDING IS PERFORMED BY AMERICAN WELDING SOCIETY CERTIFIED WELDERS AND
CONFORMS TO THE LATEST EDITION OF AWS D1.1 OR D1.3 AS REQUIRED.
PARTS SHOWN MAY BE UPGRADED DUE TO STANDARDIZED FABRICATION.
REFER TO THE SHIPPING BILL OF MATERIALS AND FINAL INSTALLATION INSTRUCTIONS
INCLUDED WITH THE STRUCTURE FOR POSSIBLE SUBSTITUTIONS AND IMPROVEMENTS.
FOR PROPER FIELD INSTALLATION OF THE BUILDING IT IS RECOMMENDED THAT THE
PRIMARY FRAME INSTALLER AND THE ROOF INSTALLER HAVE A MINIMUM FIVE (5) YEARS
DOCUMENTED EXPERIENCE INSTALLING THIS TYPE OF PRODUCT.
FOR PROPER FIELD INSTALLATION OF THE BUILDING IT IS RECOMMENDED THAT
ELECTRIC WIRING, IF REQUIRED, BE RUN THROUGH THE STRUCTURAL MEMBERS BEFORE
THE BUILDING IS ERECTED.
FABRICATOR APPROVALS:
CITY OF PHOENIX, AZ APPROVED FABRICATOR #C08-2010
CITY OF LOS ANGELES, CA APPROVED FABRICATOR #1596
CITY OF RIVERSIDE, CA APPROVED FABRICATOR#SP06-0033
CITY OF HOUSTON, TX APPROVED FABRICATOR 4470
CLARK COUNTY, NV APPROVED FABRICATOR #264
STATE OF UTAH APPROVED FABRICATOR 02008-14
CERTIFICATES:
MIAMI -DADS COUNTY CERTIFICATE OF COMPETENCY NO. 13-0813.16
PCI (POWDER COATING INSTITUTE) =4000 CERTIFIED
DESIGN CRITERIA -
GENERAL:
2006 INTERNATIONAL BUILDING CODE
OCCUPANCY CATEGORY: II
DEAD LOAD:
ROOF DEAD LOAD: 2 PSF
FRAME DEAD LOAD: SELF WEIGHT
LIVE LOAD:
ROOF LIVE LOAD: 20 PSF
SNOW DESIGN DATA:
GROUND SNOW LOAD (Pg): 5 PSF
FLAT ROOF SNOW LOAD (Pf : 5 PSF
SNOW EXPOSURE FACTOR (Ce): 1.0
SNOW LOAD IMPORTANCE FACTOR (Is): 1.0
THERMAL FACTOR (Ct): 1.2
WIND DESIGN DATA:
BASIC WIND SPEED (V): 90 MPH
GUST EFFECT FACTOR (G): 0.85
WIND IMPORTANCE FACTOR (Iw): 1.0
INTERNAL PRESSURE COEFFICIENT (GCpi): 0
WIND EXPOSURE: C
SEISMIC DESIGN DATA:
STEEL SYSTEMS NOT SPECIFICALLY DETAILED
FOR SEISMIC RESISTANCE
SEISMIC IMPORTANCE FACTOR (le): 1.0
SEISMIC DESIGN CATEGORY: C
SEISMIC SITE CLASS: D
SEE CALCULATIONS FOR ADDITIONAL DATA
ADDITIONAL CRITERIA:
NONE
ARE SEALED, THE SEAL IPPL ES OGJ_Y TO
'ONE 0,ND F�UNDATON CE IGN iF `PPLICABLE)
DETAILED VVITHII. THEFE DRA.,_.
"I
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V
Cw
a�
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C:)
00
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0
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O00 w
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- DETAILED'VNTH'N THESE DRAXINGS.
FOUNDATION NOTES:
1, ALL MATERIALS AND WORKMANSHIP SHALL CONFORM TO THE REQUIREMENTS OF THE
BUILDING CODE, AMERICAN CONCRETE INSTITUTE, AND ALL APPLICABLE STATE AND
LOCAL ORDINANCES AND -REQUIREMENTS.
2. THE CONCRETE DESIGN IS BASED ON THE FOLLOWING PROPERTIES:
• 28 DAY STRENGTH OF 3000 PSI.
SLUMP OF 4" (+/-1").
3. THE FOOTING SHALL BEAR ON COMPETENT UNDISTURBED SOIL OR 95% COMPACTED FILL.
IF SIGNS OF ORGANIC MATERIAL, UNCONTROLLED FILL, CLAY OR SILT, HIGH WATER
TABLE OR OTHER POSSIBLE DETRIMENTAL CONDITIONS ARE FOUND, INSTALLATION OF
THE FOUNDATION MUST BE DISCONTINUED AND A SOILS ENGINEER CONTACTED.
4. THE REINFORCING STEEL SHALL CONFORM TO THE REQUIREMENTS OF ASTM A615,
GRADE 60.
5. IF FOOTING DEPTHS SHOWN DO NOT MEET LOCAL FROST REQUIREMENTS, USE THE
DRILLED PIER FOOTING OPTION AND EXTEND AS REQUIRED. EXTEND VERTICAL BARS AS
REQUIRED AND PROVIDE ADDITIONAL TIES TO MEET SPACING REQUIREMENTS AS
SHOWN. IF LOCAL FROST DEPTH REQUIREMENTS ARE NOT MET AND NO DRILLED PIER
FOOTING OPTION IS GIVEN, CONTACT POLIGON ENGINEERING. IT IS THE CONTRACTOR'S
RESPONSIBILITY TO VERIFY THE LOCAL FROST LINE DEPTH BELOW GRADE PRIOR TO
CONSTRUCTION.
3PECIFIC, BUT BASED ON THE PRESUMPTIVE ALLOWABLE FOUNDATION
'RESSURES IN CHAPTER 18 OF THE BUILDING CODE (CLASS 5 SOIL). THE
3UILDING OFFICIAL IN THE JURISDICTION IN WHICH THIS STRUCTURE IS
-OCATED MAY REQUIRE A SITE SPECIFIC GEOTECHNICAL REPORT OR
-ETTER FROM A QUALIFIED LOCAL PROFESSIONAL ENGINEER ATTESTING
TO WHETHER THE ACTUAL SITE CONDITIONS MEET THE ASSUMPTIONS
DENTIFIED ABOVE.
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FOOTING DESIGN BY POLIGON
FOOTING MATERIALS BY OTHERS.
3" CLR
1'-6' MIN.
I
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3,�
3" CLR
2'-0" MIN.
COLUMN LOCATED AT
CENTER OF FOUNDATION
FOOTING TYP. @
EACH COLUMN
ZI—345 HORIZONTAL BARS
(EQUALLY SPACED)
EACH WAY,
TOP & BOTTOM
(QUANTITY OF
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-HILTI HIT-HY 200 ADHESIVE W/ 03/4" HAS
B7 ROD WITH A MINIMUM 1 V EMBEDMENT.
CONTRACTOR SHALL FOLLOW ALL INSTALLATION
SPECIFICATIONS AND REQUIREMENTS OF ANCHOR
ANUFACTURER.
OPTIONAL CONCRETE SLAB
TO CONCEAL BOLTS V)
(DESIGN AND MATERIALS BY OTHERS) Q
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ANCHOR BOLT NOTES - FIXED BASE STRUCTURES (ANCHOR BOLTS LOCATED OUTSIDE COLUMN):0
1. ANCHOR BOLTS SHALL BE ASTM F1554 (GRADE 55) MATERIAL UNLESS OTHERWISE NOTED.
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3.
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4. ACCURATE
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THE DRAWINGS, SURVEY (OR MEASURE) THE LOCATION OF ALL ANCHOR BOLTS PRIOR TO POURING THE FOOTINGS. AN ADDITIONAL
SURVEY (OR MEASUREMENT) SHOULD BE MADE AFTER THE FOOTINGS ARE POURED TO CONFIRM THE ANCHOR BOLTS DID NOT
3
SHIFT DURING THE CONCRETE POUR.
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5. POLIGON STRONGLY RECOMMENDS USING ANCHOR BOLT TEMPLATES BECAUSE THEY SIGNIFICANTLY IMPROVE THE ACCURACY OF
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ANCHOR BOLT PLACEMENT.
6. IF OUTSIDE CONSULTING ENGINEERS ARE DESIGNING THE FOUNDATIONS FOR THIS STRUCTURE, THEY MUST REFER TO POLIGON
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7. ELECTRICAL ACCESS HOLE IS ALWAYS LOCATED IN THE COLUMN BASE PLATE AS SHOWN.
8. GROUT
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-HILTI HIT-HY 200 ADHESIVE W/ 03/4" HAS
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CONTRACTOR SHALL FOLLOW ALL INSTALLATION
SPECIFICATIONS AND REQUIREMENTS OF ANCHOR
ANUFACTURER.
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(DESIGN AND MATERIALS BY OTHERS) Q
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DESCRIPTION
MATERIAL
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(ASSUMED AT CONSTANT
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IF THESE DRAViNGS ARE ",E.-'ILED, THE SEAL APPLIES ONLY TO
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LET, ED 'ATHW THESE DRMIANG3.
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TRUSS
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COVER ACCESS HOLES WITH
GRACE ICE AND WATER
SHIELD (1M1024118
ATTACHING ROOF E
TRUE
SAVE BEAM
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BEAM
PLATE
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EX, 5/8-11x1-1/2
S EACH CONNECTION
YYl1J, IL_f\ FLATE
CONNECTION NOTES:
1. ALL HIGH STRENGTH BOLTS ARE A325 BOLTS AND TO BE INSTALLED BY THE
"TURN -OF-NUT' PRETENSIONING METHOD AS SPECIFIED IN THE 13TH
EDITION OF THE AISC "SPECIFICATION FOR STRUCTURAL JOINTS USING
ASTM A325 OR A490 BOLTS", SECTION 8 (SEE ILLUSTRATION). A325 BOLTS
MAY BE INSTALLED WITHOUT WASHERS WHEN TIGHTENED BY THE "TURN -OF -
NUT' PRETENSIONING METHOD. IT IS THE RESPONSIBILITY OF THE ERECTOR
TO INSURE PROPER TIGHTNESS. THIS METHOD IS ONLY REQUIRED ON 5/8"
DIAMETER AND LARGER BOLTS. ANCHOR BOLTS NEED NOT BE TIGHTENED
PAST SNUG TIGHT.
2. LOCAL JURISDICTIONS MAY REQUIRE AN INSPECTOR TO BE PRESENT TO
-WITNESS HARDWARE INSTALLATION AND INDEPENDENT TESTING.
INSPECTION REQUIREMENTS SHOULD BE VERIFIED PRIOR TO STEEL
ERECTION.
3. ERECTION OF THE FRAMING MEMBERS WILL REQUIRE THE MAIN COLUMNS
TO BE PLUMB SQUARE AND TIGHTENED TO THE TRUSSES AND TENSION
MEMBERS BEFORE INSTALLING THE PURLINS. PURLINS, IF REQUIRED, MUST BE
PARALLEL TO THE EAVE BEAMS AND TENSION MEMBERS.
4. TOUCH-UP PAINT MUST BE APPLIED TO ALL EXPOSED BOLTS & NUTS.
PERIODIC TOUCH-UP AT THESE BOLTED CONNECTIONS IS REQUIRED.
5. UNLESS THE BUILDING HAS A FACTORY APPLIED POWDERCOAT, E -COAT
OR GALVANIZING, THE FRAME WILL BE PRIME PAINTED AND WILL BE
REQUIRED TO BE FINISH PAINTED IN THE FIELD WITH ALL PAINT, MATERIALS
AND LABOR NOT BY POLIGON (PORTERCORP). REFER TO FINAL SALES
ORDER,
6. PRIOR TO THE ERECTION OF SHELTER COMPONENTS, IT IS RECOMMENDED
TO CHASE AND TAP STRUCTURAL HARDWARE. EVEN THOUGH POLIGON
MAKES EVERY EFFORT TO PROTECT THE HARDWARE DURING THE PROCESS
OF PRODUCTION, FINISH, AND SHIPPING, THE ON-SITE CHASING AND
TAPPING OF THREADS IS ALWAYS GOOD POLICY.
7. TO PREVENT RUST STAINING OF FINISH, ALL METAL SHAVINGS MUST SE
REMOVED AFTER INSTALLATION. ENSURE NO SHAVING ARE TRAPPED
BETWEEN MEMBER SURFACES.
TURN -OF -NUT PRETENSIONING METHOD:
THESE STEPS ILLUSTRATE THE
REQUIREMENTS OUTLINED IN THE AISC
SPECIFICATION. THE ROTATION
INDICATED IS ACCURATE FOR MOST
BOLT DIAMETERS AND LENGTHS BUT IT IS
THE RESPONSIBILITY OF THE INSTALLER
TO MEET AISC REQUIREMENTS.
STEP ONE:
AFTER SNUG TIGHT,
MATCH MARK PLATE
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STEP TWO:
THEN TURN BOLT/NUT PAST
SNUG TIGHT 1/3 TURN
120.00° 30°
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BULDING C01,1PON N (AND FOUNDATION DESIGN IF APPL.CAELE)
DETA,LED'.JTHIN THESE D: A,(ANCS.
3'-
6'-10 15/16"
MULTI -RIB NOTES:
THE DETAILS SHOWN ARE SUGGESTIONS OR GUIDELINES ON
HOW TO ERECT THE SYSTEMS. THE INFORMATION SHOWN IS
ACCURATE, BUT IT IS NOT INTENDED TO COVER ALL INSTANCES,
BUILDING REQUIREMENTS, DESIGNS OR CODES. THE DETAILS
MAY REQUIRE CHANGES OR REVISIONS DUE TO FIELD
CONDITIONS.
IT SHALL BE THE RESPONSIBILITY OF THE ERECTOR TO ENSURE
THAT THE DETAILS MEET PARTICULAR BUILDING REQUIREMENTS
AND TO ASSURE ADEQUATE WATER TIGHTNESS.
THE ERECTOR SHOULD THOROUGHLY FAMILIARIZE
HIMSELF/HERSELF WITH ALL ERECTION INSTRUCTIONS BEFORE
STARTING WORK.
THE PANELS SHOULD BE INSTALLED PLUMB, STRAIGHT, AND
ACCURATELY TO THE ADJACENT WORK.
FLASHING AND TRIM SHALL BE INSTALLED TRUE, AND IN PROPER
ALIGNMENT, WITH ANY EXPOSED FASTENERS EQUALLY SPACED
FOR THE BEST APPEARANCE.
SEALANT SHALL BE FIELD APPLIED ON DRY, CLEAN SURFACES.
SOME FIELD CUTTING AND FITTING OF PANELS AND FLASHING IS
TO BE EXPECTED BY THE ERECTOR AND MINOR FIELD
CORRECTIONS ARE A PART OF NORMAL ERECTION WORK.
WORKMANSHIP SHALL BE OF THE BEST INDUSTRY STANDARDS
AND INSTALLATION SHALL BE PERFORMED BY EXPERIENCED
METAL CRAFTSMEN.
METAL SHAVINGS FROM DRILLING OR INSTALLATION OF ROOF
FASTENERS MUST BE CAREFULLY REMOVED FROM THE ROOF BY
BRUSHING OR SWEEPING AT THE END OF EACH DAY DURING
INSTALLATION. SHAVINGS LEFT ON THE ROOF WILL QUICKLY
RUST AND STAIN THE ROOF FINISH.
L_n v L_ L)L_ntvt
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