HomeMy WebLinkAbout03/04/2024 - Site Plan Review Memorandum & Exhibits - - U"'NSON
Mark B.Johnson MA,NH,DC
YIN Donald F.Borenstein(MA,ME,NH)
DU.KENkIeSNTEIN, LLC
ATTORNEYS .AW Keri M.Armstrong(MA,NH)
John M. Donnelly,Jr. (MA)
12 Chestnut Street Gordon T. Glass(ME,MA)
Andover,MA 01810-3706 Andrew T.Lechner(VT,MA,NH)
Tel: 978-475-4488
Fax: 978-475-6703 Of Counsel
www.jbllclaw.com Robert W. Lavoie(MA,NH)
andrewgjbllclaw.com
Paralegals
Karen L. Bussell
Lianne Patenaude
Ellen M.Melvin
Tina M.Wilson
March 4, 2024
Jean Enright
Director of Planning
Town of North Andover
120 Main Street,
North Andover, MA 01845
Re: Tango Hangar Project— Site Plan Review Memorandum
Dear Ms. Enright:
On behalf of the Applicant, Tango Hotel, LLC ("Tango"), and in conformance with the Town of
North Andover ("Town") Site Plan Review filing requirements, below is a summary of Tango's
proposed hangar project at the Lawrence Municipal Airport ("Airport").
Proi ect Description
Tango is under agreement with the City of Lawrence Airport Commission to lease certain land
on the South Ramp of the Airport("Lease Area"), located at 492 Sutton Street,North Andover,
MA.1 The Lease Area is approximately 62,790 square feet and its present condition is completely
impervious, paved surface. The Lease Area is currently used for outdoor storage of small single
and multi-engine planes. The purpose of the Project is to provide (1) more protective storage of
airplanes that are currently stored in the open and subject to the elements; and(2) indoor airplane
maintenance space. The proposed hangars will include four prefabricated buildings for a total of
24,690 square feet. Two of the proposed hangars will be T-hangars, encompassing 13,730 square
feet and providing storage for ten airplanes, and the other two proposed hangars will provide
10,960 square feet of indoor maintenance space.2
The Lease Area is internally located within the Airport property and is approximately 500 feet
from Sutton Street, the nearest public road. Between the Lease Area and Sutton Street are
'See Exhibit A,Lease Commitment.
2 See Exhibit B,Model Building Plans.
various existing airplane hangars. The Lease Area is completely shielded from Sutton Street due
to the existing hangars and vegetation along Sutton Street. Tango is not proposing any new
access as the Lease Area is accessible via Terminal Road. The hangars will be served by existing
utilities presently located within the Airport property.
The Project is the most appropriate use of the land encompassing the Lease Area because this
land already serves the Airport for outdoor storage and maintenance of airplanes. The Project
will not overcrowd the land nor will it negatively impact the value of the land and existing
buildings, both within and adjacent to the Airport. There will be no traffic impacts and no impact
to population density. The Project will provide for adequate light and air within the Airport and
surrounding properties. Fire suppression associated with the Project will conform with the
current fire code as adopted by the Commonwealth. The Project will not negatively impact
public access to transportation, water, sewerage, schools, parks and other public facilities. The
Project will have no effect on the use of nearby bodies of water, including watercourses. The
Project will have no risk of loss due to flooding. Lastly, the Project will neither reserve nor
increase amenities of the Town.
Zonin
The Lease Area, along with almost the entire Airport property, is located in the Town's
Industrial 2 District. A small eastern portion of the Airport property, along Osgood Street and
Old Clark Road, is in the Watershed Protection Overlay District. The Lease Area is solely within
the Industrial 2 District and is over 500 feet from the Watershed Protection Overlay District.
There are no mapped wetlands within 100 feet of the lease Area and the lease Area is well
outside the surface water protection zone for Lake Cochichewick. The proposed hangars will be
well-within the Industrial 2 District's maximum building height of 55 feet. The Airport property
conforms to all other dimensional requirements under the Bylaw.
Fiscal Impact
Tango does not expect the Project to have any appreciable fiscal impact, except for anticipated
tax revenues for the Town. The Project will also result in infrastructure improvements for the
Airport which will benefit the Airport's operation—a key component of economic activity in the
Merrimack Valley region. The Project will have no negative impacts on adjacent property values
because the Lease Area is internally located within the Airport property, is shielded from
abutters, and currently supports the Airport's existing uses.
Community Impact
Tango does not expect the Project to have any appreciable community impact. The Pro ect will
not have a negative impact on the surrounding neighborhood. The proposed prefabricated
hangars are architecturally consistent with existing hangars located at the South Ramp of the
Airport near the Lease Area. The Project will be shielded from the nearest public way, Sutton
Street, due to the existing hangars located south of the Lease Area and the existing vegetation
along Sutton Street. The Project will not impact pedestrian movement or nearby historic
structures.
The Project is consistent and compatible with existing local and regional plans.
Drainage/Stormwater
As previously stated, the Lease Area in its present condition is completely impervious, paved
surface. Stormwater runoff from the Lease Area is currently captured by catch basins and
discharged into a piped closed drainage system that outlets to an isolated wetland adjacent to the
runway, approximately 3 5 0' to the west of the Lease Area. The Project will require one catch
basin to be relocated as shown on the proposed Site Plan, which will connect to the existing
closed drainage system. The Project will not result in an increase to the rate or volume of
stormwater runoff. Additionally, by replacing existing paved surfaces with hangar roofs, there
will be an improvement in the water quality of stormwater runoff within the Lease Area.
Emergency Access
Emergency access to the Lease Area will be the same as it is currently via Terminal Road off
of Sutton Street. The proposed hangars are appropriately spaced and situated so that all hangar
doors will be easily accessible. The Project will not impede emergency access to any other area
of the Airport.
Parkin
The Project will not create any additional need for parking. As is typical with T-hangars, tenants
of the proposed T-hangars will likely park their vehicles in their respective hangar bay while
their plane is in use. Otherwise, the primary Airport parking lot is located at the end of Terminal
Road and is adequate to fit the Proj ect's need. Tango does not propose any additional parking
than what is currently available at the Airport.
Waiver Requests
1. Plan Scale. Tango's Site Plan, as submitted, is at a scale of 1"=30' because a scale of
1"=40' would be very difficult to read. Therefore, Tango requests a waiver from the
required Site Plan scale of 1"=40'.
2. Landscaping Plan. Due to the existing conditions of the Lease Area and the surrounding
land serving the Airport, Tango does not propose any landscaping as part of the Project.
Therefore, Tango requests a waiver from the Landscaping Plan requirement.
3. Traffic Impact Study. The Project will provide enclosed storage for small airplanes that
currently are stored out in the open, in the same location where the proposed hangars will
be located, as well as additional, indoor maintenance space to serve the Airport's existing
users. The Project will not provide any additional amenities that may cause an increase in
traffic to the Airport. Therefore, Tango requests a waiver from the Traffic Impact Study
requirement.
4. Stormwater Management Plan. As stated previously, the Lease Area is currently
completely impervious, paved surface, and there is existing stormwater management
infrastructure within and surrounding the Lease Area. The existing stormwater
infrastructure adequately addresses the present condition of the Lease Area and the
surrounding Airport property. The Project will not create new impervious surfaces.
Therefore, Tango requests a waiver from the Stormwater Management Plan requirement.
Very truly yours,
JOHNSON & BORENSTEIN, LLC
Andrew T. Lechner
EXHIBI T L
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6 6 NOTES:
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FRAME LINES: 1 2 3 4 5
RIGID FRAME: BASIC COLUMN REACTIONS(k)
Frame Column -----Dead---- --Collateral- -----Live---- -----Snow---- --Wind_Left1- -Wind_Right1-
D A Line Line Horz Vert Horz Vert Horz Vert Horz Vert Horz Vert Horz Vert
f� COLUMN LINE
1* D 9.6 17.6 1.2 2.2 4.8 8.9 8.4 15.6 -8.1 -12.4 -2.3 -8.0
1* A -9.6 17.6 -1.2 2.2 -4.8 8.9 -8.4 15.6 2.3 -8.0 8.1 -12.4 Z a
Frame Column --Wind Left2- -Wind_Right2- --Wind --Wind -Seismic-Left Seismic_Right Q Q
Line Line Horz Vert Horz Vert Horz Vert Horz Vert Horz Vert Horz Vert
1* D -7.1 -8.6 -1.3 -4.2 -2.1 -8.3 -2.4 -6.8 -1.4 -0.7 1.4 0.7
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1* A -4.8 8.9 -6.9 8.8 -6.9 15.6 x
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2* D 2.7 5.2 2.6 4.1 10.3 16.4 18.0 28.7 -11.9 -16.5 -3.9 -11.2 x
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Line Line Horz Vert Horz Vert Horz Vert Horz Vert Horz Vert Horz Vert W
2* D -9.7 -9.5 -1.6 -4.2 -5.0 -24.4 -5.5 -21.6 -1.4 -0.7 1.4 0.7
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RIGID FRAME: ANCHOR BOLTS&BASE PLATES Line Line Horz Vert Horz Vert Horz Vert Horz Vert F.O.3 9 04 5-1-1
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2* A 0.0 -6.7 -10.3 16.4 -14.9 16.3 -14.9 28.6
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Line Line Qty Dia Width Length Thick (in) 1* Frame lines: 1 5 p
2* Frame lines: 2 3 4
1* D 4 0.750 12.00 12.00 0.500 0.0
1* A 4 0.750 12.00 12.00 0.500 0.0 }.
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2* A 4 1.000 8.000 11.75 0.500 0.0
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ENDWALL COLUMN: BASIC COLUMN REACTIONS(k) ENDWALL COLUMN: ANCHOR BOLTS&BASE PLATES
Wind Wind Sens Frm Col Anc._Bolt Base-Plate in AFF/BFF
Frm Col ---Dead--- Press Suct Long ( )
Line Line Horz Vert Horz Horz Vert Line Line Qty Dia Width Length Thick (in)
1 C -1.4 3.1 -8.6 9.5 0.0 0 6
1 B -1.4 3.1 -8.6 9.5 0.0 1 C 4 0.750 12.00 11.38 0.375 0.0 a
5 B -1.4 3.1 -8.6 9.5 0.0 1 B 4 0.750 12.00 11.38 0.375 0.0 z a
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5 C -1.4 3.1 -8.6 9.5 0.0 5 B 4 0.750 12.00 11.38 0.375 0.0 Q
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DESIGN INFORMATION
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ANCHOR BOLT SUMMARY C)1.All loading conditions are examined and only the maximum/minimum H or V and the corresponding
H or V are reported. Dia CY)
Qty Locate (in) Type N z
2.Positive reactions are shown in the sketch.Foundation loads are in opposite directions. X
ff) 16 Endwall 3/4" 0 - 0
3.Bracing reactions are in the plane of the brace with the H pointing away from the braced bay. (D 16 Frame 3/4" 00 9 N
The vertical reaction is downward. 0 24 Frame 1" X d'
4.Building reactions are based on the following building data: 000 CO
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DESIGN CRITERIA SEISMIC CRITERIA DEFLECTION LIMITS BUILDING BRACING REACTIONS X
---------------------------- ---------------------------- --------------- �,�„�
Reactions in plane of wall C�
Width(ft) =80 + Reactions(k) Panel-Shear C
Length(ft) =80 Seismic Importance =1.00 ENDWALL COLUMN Wall Col Wind -Seismic- (Ib/ft) _ b Q w
Eave Height(ft) =23 Risk Category =II-Normal L / 120 Loc Line Line Horz Vert Horz Vert Wind Seis Note
Roof Slope(rise/12) =1.0:12 ENDWALL RAFTER(Live)
Building Code =IBC 15 L / 180 L EW 1 (h) F.O.3 9 0 4 5-1-1
Local Code(State/Prov) =IBC 15 Mapped Spectral Response Accelerations ENDWALL RAFTER(Wind) FSW A 2,3 8.9 6.5
Dead Load(psf) =3.250 Ss =0.2500 L / 180 R_EW 5 (h) w
Collateral Load(psf) =5.00 Si =0.0750 WALL GIRTS BSW D 3,2 8.9 6.5
Roof Live Load(psf) =20.00 L / 90 - p
Frame Live Load(psf) =20.00 ---Spectral Response Coefficients--- PURLIN(LIVE) (h)Rigid frame at endwall
Sds =0.2667 L / 180
Snow: Sd1 =0.1200 PURLIN(WIND)
Ground Snow Load(psf) =50.00 L / 180 "See RF reactions table for vertical and >-
Snow Importance =1.00 Site Class =D WALL PANEL horizontal reactions in plane of the rigid frame.
Thermal Coefficient =1.00 Seismic Design Category =B L / 90 Snow Exposure Factor =1.0000 ROOF PANEL(Live) Reactions for seismic represent shear force,Eh O 0
Slippery Roof =N ------Base Shear------ L / 180 Ill-
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Roof Snow Load,Pf(psf) =35 Expanded Formula =0.667*le*Fa*Ss'W/R ROOF PANEL(Wind)
Min Roof Snow Load,Pmin(psf) =20.0000 Longitudinal Base Shear (k)=13.05 L / 120 =
Transverse Base Shear (k)=13.90 Main Frame(Horiz) a
Wind: H / 60 z U
Ultimate Wind Speed(mph) =125 mph Main Frame(Vert) Q u)
Risk Category =II-Normal --Seismic Response Coefficients-- L / 180 0
Importance-Wind =1.00 Frame =0.089 WIND BRACING Cn
Wind Exposure =B FSW =0.089 H / 60
Enclosure Classification=C-Enclosed BSW =0.089 Main Frame(Crane) LU
H / 100 IX
--Internal Pressure Coefficients-- Main Frame(Seismic)
Pressure =0.18 --Response Modification Factors-- H / 60
Suction =-0.18 Frame =3 SEISMIC BRACING
FSW =3 H / 60
----Components&Cladding---- BSW =3 PARTITION COLUMN w
Design Pressure: L / 120 0:
Pressure(psf) =25.70 PARTITION GIRT Z LU
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BOLT TABLE
FRAME LINE 1
LOCATION QUAN TYPE DIA LENGTH
D 80'-0" OUT-TO-OUT OF STEEL A EC-1/FRAME 2 A325 3/4" 1 3/4" 0 6
EC-2/FRAME 2 A325 3/4" 1 3/4" Z a
C B EC-3/FRAME 2 A325 3/4" 1 3/4" O a
6'-0" 6'-0" 6'-0" 6'-0" 6'-0" 6-0" 6'-0" 6'-0" 6-0" 6'-0" EC-4/FRAME 2 A325 3/4" 1 3/4" Q
EC-5/FRAME 2 A325 3/4" 1 3/4"
12 io io io W 1 2 EC-6/FRAME 2 A325 3/4" 1 3/4" _
ANG64 B34 ANG64 M M EC-7/FRAME 8 A325 3/4" 1 3/4" O
r r
co A,o Q31m —® — m co EC-8/FRAME 2 A325 3/4" 1 3/4"
LO
—_ — —— ——f =❑ — ——Z❑_�__ —— — —— B35 4 Back Braces 1 A325 1/2" 1 1/4" N ws Z—G-2——�G-3 G-3 G-❑ G-3 12 G-3- G-3— G-3 G-3 G-3 G-3 -G=4— MEMBER TABLE 0 X 0
z _ -- --�-- 2❑ M13 FRAME LINE 1 00 N
N� _ ——HB=t— HB-2 HB-3 HB-2 HB-3 HB-2 —H13=4———_ X
QUAN MARK PART LENGTH
G-1 5 1 HB-1 W8X10 10'-11 7/16" 00 CO
—————————— —— -
_ � � � � 3 HB-2 W8X10 11'-11 1/2" � X
2 HB-3 W8X10 5'-11 1/2" c W
r
1 HB-4 W8X10 10'-11 7/16" C 9 ~
G-1 G 5 2 BB-1 P35X9 19'-4 3/4"
2 00 0 W
o �� I I 1 EC-1 W10X112 22'-0 1/2"
N N = 2 EC-2 W8X10 1'-5 15/16" F.O.39045-1-1
o, ,5 o w 4 2 EC-3 W8X10 1'-11 15/16"
N 2 EC-4 W8X10 2'-5 15/16" LU
Q I W co Q 2 EC-5 W8X10 2'-11 15/16"
U 2 EC-6 W8X10 3'-5 15/16"
I I 1 EC-7 W8X10 3'-11 15/16"
1 EC-8 W 10X 1 12 22'-0 1/2"
ASC8 L — 3 G-1 08X25Z16 4'-1 1/16"
0
I I I I I I I I I I I I I 1 G-2 W8X10 5'-2 15/16" I-
EC-1 EC-2 EC-3 EC-4 EC-5 EC-6 EC-7 EC-6 EC-5 EC-4 EC-3 EC-2 EC-8 10 G-3 W8X10 5'-7 1/2" U)z
1 G-4 W8X10 5'-2 15/16" =
70'-0" a
(CLEAR WIDTH) 3 G-5 08X25Z 16 4'-1 1/16" ZO
CONNECTION PLATES Cn o
FRAME LINE 1 5;
ENDWALL FRAMING: FRAME LINE 1 ❑ID QUAN MARK/PART W
2 2 d1
4 1 n1
LU
z in
LU
12 12 IEF5B ��->.a
SS-RI SS-R1 0 ,�zz11)
Ss-RC _ SS-RC >>W w~
ElCV N N N CV LV- y N CV CV CV N N- -OI CV CV CV CV N ❑ fn 0 O
r r r
O O M Cfl O O co CO O r O O M O O O co O O - D:O (9
DLJ8C16,DLJ8C18 r r r m Md � co(� p�m w
IEF5B W oN W w
W
r Q �ZN�
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0 z(a agga
IOBT Ww0z
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r - IEF5B ¢ LL
N N LL ��-Z�
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0 0 w L9 w =00~Q
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0 0 IOBT
IOBT DOOR SHEETING
PANELS:26 Ga.R DRAWING IS NOT TO SCALE
ENDWALL SHEETING&TRIM: FRAME LINE 1 TBD
PANELS:26 Ga.R-TBD TRIM COLORS
EAVE TRIM =TBD CORNER TRIM =TBD
BASE TRIM =TBD GUTTER =
GENERAL NOTES: DOOR TRIM =TBD DOWNSPOUTS =
RAKE TRIM =TBD
1.Use TEK5WW screws in place of SD150 panel screws at all 10 gage members. *LINER TRIM =Liner panel color
2.See detail C7A for field coping of coldform endwall column flange braces. *SOFFIT TRIM =Soffit panel color
3.All connections to door or window jambs where the clip Is not designated `ONLY APPLICABLE IF LINER TRIM OR SOFFIT PANEL IS INDICATED
in the clip table/drawing are made with JC#clips (#=Girt Depth). ON BUILDING ORDER. PAGE OF
BOLT TABLE
FRAME LINE 5
A 80'-0" OUT-TO-OUT OF STEEL D LOCATION QUAN TYPE DIA LENGTH
EC-1/FRAME 2 A325 3/4" 1 3/4" 06
tEC-2/FRAME 2 A325 3/4" 1 3/4" Za5 3/16" 6'-0" 6'-0" 6'-0" 6'-0" 6'-0" 6'-0" 6'-0" 6'-0" 6'-0" 6'-0" 5'-5 3/16" E C-3/FRAME 2 A325 3/4" 1 3/4" O Q
EC-4/FRAME 2 A325 3/4" 1 3/4"
12 fo to 1 12 EC-5/FRAME 2 A325 3/4" 1 3/4"
M A10
B34 ANG64 M EC-6/FRAME 2 A325 3/4" 1 3/4"
ANG64 a31- ® EC-7/FRAME 8 A325 3/4" 1 3/4" O
cD
wa —— —— m❑f �_m —— _—__ E35'v EC-8/FRAME 2 A325 3/4" 1 3/4" 1
❑ — —— ❑ —— ——❑—— — Back Braces 1 A325 1/2" 1 1/4" M z
-- z G�— G-3 G-3— G-3 —G_3 — -3 G-3 —G_3_ G-3 —G-3 G-3 —G 4 ❑ M 3 — O X Q
MEMBER TABLE d'
N� — +B=I— HB-2 HB-3 HB-2 HB-3 HB-2 —1413-4 —__ FRAME LINE 5 00 0
N G-1� 5 QUAN MARK PART LENGTH 0 O
�- 1 HB-1 W8X10 10'-11 7/1611 00 00
❑ ❑ 3 HB-2 W8X10 11'-11 1/2" L- X r
2 HB-3 W8X10 5'-11 1/2" 0)� o
- W
f I 1 HB-4 W8X10 10'-11 7/16" �
- _ - 2 BB-1 P35X9 19'-4 3/4" _ 00 0 W
c �� I= v C9 1 EC-1 W10X112 22'-0 1/2"
N i _ ; -= i 2 EC-2 W8X10 1'-5 15/16" F.O.39045-1-1
q= o 4 2 EC-3 W8X10 1'-11 15/16"
zG
aN - 0 2 EC-4 W8X10 2'-5 15/16" Q
< Q 2 EC-5 W8X10 2'-11 15/16" °
U 2 EC-6 W8X10 3'-5 15/16"
l 1 EC-7 W8X10 3'-11 15/16"
1 EC-8 W 10X 1 12 22'-0 1/2"
ASC8 3 G-1 08X25Z16 4'-1 1/16" 0
1 G-2 W8X10 5'-2 15/16"I I I I I I I I I I I I (j)zO
EC-1 EC-2 EC-3 EC-4 EC-5 EC-6 EC-7 EC-6 EC-5 EC-4 EC-3 EC-2 EC-8 10 G-3 W8X10 5'-7 1/2"
1 G-4 W8X10 5'-2 15/16" =a
70'-0" 3 G-5 08X25Z16 4'-1 1/16" Z W
(CLEAR WIDTH) 0
CONNECTION PLATES C o
n
FRAME LINE 5 5;
ENDWALL FRAMING: FRAME LINE 5 ❑ID QUAN MARK/PART LU
2 2 d1
4 1 n1
❑ ❑ ❑ ❑ Lid
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12 12 IEF5B in
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SS-RC _ _ —— — SS-RC a-J°°W
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IOBT DOOR SHE
ING IS NOT TO SCALE
PANELS:26
ENDWALL SHEETING &TRIM: FRAME LINE 5 TRIM COLORS
PANELS:26 Ga.R-TBD EAVE TRIM =TBD CORNER TRIM =TBD
BASE TRIM =TBD GUTTER =
GENERAL NOTES: DOOR TRIM =TBD DOWNSPOUTS =
RAKE TRIM =TBD
1.Use TEK5WW screws in place of SD150 panel screws at all 10 gage members. *LINER TRIM =Liner panel color
2.See detail C7A for field coping of coldform endwall column flange braces. *SOFFIT TRIM =Soffit panel color
3.All connections to door or window jambs where the clip Is not designated `ONLY APPLICABLE IF LINER TRIM OR SOFFIT PANEL IS INDICATED
in the clip table/drawing are made with JC#clips (#=Girt Depth). ON BUILDING ORDER. PAGE OF
SPLICE BOLT TABLE MEMBER TABLE
Web Depth Web Plate Outside Flange Inside Flange
OtY Mark Start/End Thick Length W x Thk x Length W x Thk x Length
Mark Top Bot Int Type Dia Length RF1-1 11.0/36.0 0.219 267.9 12 x 3/8"x 265.1 12 x 5/8"x 231.8
SP-1 4 4 4 A325 1.000 2.75 12 x 3/8"x 33.3 Z a
RF 1-2 33.0/33.0 0.250 86.0 12 x 3/8"x 326.0 12 x 5/8"x 86.0 O Q
33.0/33.0 0.219 270.0 12 x 1/2"x 120.0 12 x 3/8"x 357.2
OFLANGE BRACES:Both Sides(U.N.) 33.0/33.0 0.219 90.0
FBxxB(1) RF1-3 33.0/33.0 0.219 90.0 12 x 1/2"x 120.0 12 x 3/8"x 357.2 _ W
B-L20X1/4 33.0/33.0 0.219 270.0 12 x 3/8"x 326.0 12 x 5/8"x 86.0 O 0�
A-L 15X 1/8 33.0/33.0 0.250 86.0
cM CN Z
x d,
0000 00
r
L x
W
C 9CU Q Z
2 ado 0 W
40'-3" 7 1117 7;2" 40'-3" F.O.3 9 0 4 5-1-1
�3314 3 3/4"�� w
o
24 Ga,L4,Galvalume 91, 91?
8
4'-11106" $ 41-111/16"
12 FB8A 1 FB$A 1): FB8A 1 1„
FB8A 1 12
FB6A 1 FBr 1 r a�—_ �/ o� 77 F86A 1 FB6A 1 I—
FB6A 1 FB6A 1 _ ___� f �___ __ � FB6A 11 FB6A 1 o
FB7B1) ---f �— � FB7B1 Za
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Clearance
80'-0"OUT-TO-OUT OF STEEL
D A
RIGID FRAME ELEVATION: FRAME LINE 1 5
GENERAL NOTES:
1. See Detail Sheets for Connection Information. DRAWING IS NOT TO SCALE PAGE OF
2. See Shipping List for Flange Brace Lengths.
SPLICE BOLT TABLE MEMBER TABLE
Web Depth Web Plate Outside Flange Inside Flange
OtY Mark Start/End Thick Length W x Thk x Length W x Thk x Length
Mark Top Bot Int Type Dia Length RF2-1 11.0/27.7 0.219 120.0 6 x 1/4"x 265.2 6 x 1/2"x 225.3 O
SP-1 4 4 4 A325 1.000 2.75 27.7/42.0 0.313 148.4 8 x 1/4"x 38.6 Z a
SP-2 4 4 2 A325 1.000 2.75 RF2-2 41.0/29.7 0.313 260.8 6 x 1/4"x 320.8 6 x 5/16"x 80.9 O Q
29.7/27.1 0.313 60.0 6 x 1/2"x 120.0 6 x 1/4"x 358.5
27.1/22.0 0.219 120.0
OFLANGE BRACES:Both Sides(U.N.) RF2-3 22.0/27.1 0.219 120.0 6 x 1/2"x 120.0 6 x 1/4"x 358.5 _ W
FBxxB(1) 27.1/29.7 0.313 60.0 6 x 1/4"x 320.8 6 x 5/16"x 80.9 O
B-L20X1/4 29.7/41.0 0.313 260.8
A-L15X1/8 N Z
X
O 0
000 O
000 00
r
L x
W
0 0CU Q Z
2 000 0 W
40'-3" 7 1117 7;2" 40'-3" F.O.3 9 0 4 5-1-1
�3314 3 3/4"�� w
o
24 Ga,L4,Galvalume 91, 91?
8
41-111116" 8 41-111/16"
12 FB2A 1 FB2A 1): 1„ 12 0FB4A a�— / o� FB4A I-
FB5A � -- f � FB5A U)o
FB105 FO_ --- ---f �— F� FB10B Za
0 — f f _ 77LU
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N U p
d
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RF2-2 RF2-3 W
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N C N V ~� N _ J❑
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3'-6 3/4" 72'-10 9/16" 3'-6 3/4" H a OV�LL
Clearance
80'-0"OUT-TO-OUT OF STEEL
D A
RIGID FRAME ELEVATION: FRAME LINE 2 3 4
GENERAL NOTES:
1. See Detail Sheets for Connection Information. DRAWING IS NOT TO SCALE PAGE OF
2. See Shipping List for Flange Brace Lengths.
MEMBER TABLE
ROOF PLAN
1 5 ao'o" OUT-TO-OUT OF STEEL QUAN MARK PART LENGTH16 P-1 10X25Z13 23'-1 1/2"
16 P-2 10X25Z14 25'-31/2"
2 3 4 16 P-3 10X25Z14 25'-31/2" z a
20'-0" 20'-0" 20'-0" 20'-0" 16 P-4 10X25Z13 23'-1 1/2" a
2 E-1 10X35E16 19'-11 1/2" O Q
1'-z" 1'-2" 2 E-2 10X35E14 19'-11 1/2"
2 E-3 10X35E16 19'-11 1/2" >
2 E-4 10X35E16 19'-11 1/2"< W
D E-4 E-2 E-3 E-1 4 CB-2 CABLE500 21'-10 9/16"
0�
4 CB-3 CABLE500 21'-10 3/8" Co Z
4 CB-4 CABLE500 19'-9 3/16" CN
SPECIAL BOLTS X It
P-1 T P2r P-3T P4 ROOF PLAN 00 0 N
O ID QUAN TYPE DIA LENGTH WASH X 1 d'
cz 1 4 A325 1/2" 1 1/4" 0 000 0
c M X
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F-CL° 1
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A E-1 E-2 E-3 E-4
PURLIN BAND,PA-2
3_13 2._13 3._,3
GENERAL NOTES:
LAP 3'-1 3/4" 2'-1 3/4" 3'-1 3/4"
1.Screw Down Roof:Use TEK5WW screws in place of SD150 panel screws at all
10 gage purlins,eave struts,or roof joists.
2.Standing Seam Roof:Use FST#6 in place of FST#1 clip to purlin screws at ROOF FRAMING PLAN
all 10 gage purlins,eave struts,or at roof joists. DRAWING IS NOT TO SCALE PAGE OF
MEMBER TABLE
FRAME LINE D
QUAN MARK PART LENGTH
2 DJ-1 08X35C16 14'-8 3/4"
1 DH-1 08X35C16 3'-0" Z a
1 G-6 08X25Z16 18'-0 1/2" O a
1 G-7 08X25Z13 18'-0 1/2" Q
4 G-8 08X25Z13 19'-5 1/2"
2 G-12 08X25Z14 18'-0 1/2" _ W
2 CB-1 CABLE500 26'-4 5/8" O
CY)CN
z
x d,
0000 0 0
0000 00
r
L. x
cc W
5 80'-0" OUT-TO-OUT OF STEEL 1 C 9 �—
4 3 2 = 00 Q W
20'_0" 20'_0" 20'_0" 20'_0"V-2" V-2 F.0.3 9 0 4 5-1-1
"
W
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IOBT
DRAWING IS NOT TO SCALE
SIDEWALL SHEETING&TRIM: FRAME LINE D TRIM COLORS
PANELS:26 Ga.R-TBD EAVE TRIM =TBD CORNER TRIM =TBD
BASE TRIM =TBD GUTTER =
DOOR TRIM =TBD DOWNSPOUTS =
GENERAL NOTES: RAKE TRIM =TBD
*LINER TRIM =Liner panel color
1.Use TEK5WW screws in place of SD150 panel screws at all 10 gage members. *SOFFIT TRIM =Soffit panel color
2.All connections to door or window jambs where the clip IS not designated `ONLY APPLICABLE IF LINER TRIM OR SOFFIT PANEL IS INDICATED
in the clip table/drawing are made with JC#clips (#=Girt Depth). ON BUILDING ORDER. PAG E OF
MEMBER TABLE
FRAME LINE A
QUAN MARK PART LENGTH
4 DJ-1 08X35C16 14'-8 3/4" O
1 DH-1 08X35C16 3'-0" Z a
1 DH-2 08X35C16 12'-0" O a
1 G-6 08X25Z16 18'-0 1/2" Q
1 G-7 08X25Z13 18'-0 1/2"
2 G-8 08X25Z13 19'-5 1/2" _ W
1 G-9 08X25Z16 5" O
1 G-10 08X25Z12 19'-5 1/2"
1 G-11 08X25Z16 6'-5" N z
2 G-12 08X25Z14 18'-0 1/2" X
2 CB-1 CABLE500 26'-4 5/8" O ' N 0
2 JB-1 08X35C16 7'-3 3/4" AXO Oi
CONNECTION PLATES 00 00
FRAME LINE A L- X r
1 5 ❑ID QUAN MARK/PART 0 W
80'-0" OUT-TO-OUT OF STEEL 3 2 JC C
2 3 4 = OQ Q W
20'_0" 20'_0" 20'_0" 20'_0"V-2" V-2 F.0.3 9 0 4 5-1-1
"
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DRAWING IS NOT TO SCALE
SIDEWALL SHEETING &TRIM: FRAME LINE A TRIM COLORS
PANELS:26 Ga.R-TBD EAVE TRIM =TBD CORNER TRIM =TBD
BASE TRIM =TBD GUTTER =
DOOR TRIM =TBD DOWNSPOUTS =
GENERAL NOTES: RAKE TRIM =TBD
*LINER TRIM =Liner panel color
1.Use TEK5WW screws in place of SD150 panel screws at all 10 gage members. *SOFFIT TRIM =Soffit panel color
2.All connections to door or window jambs where the clip IS not designated `ONLY APPLICABLE IF LINER TRIM OR SOFFIT PANEL IS INDICATED
in the clip table/drawing are made with JC#clips (#=Girt Depth). ON BUILDING ORDER. PAGE 0 F
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DRAWING STATUS REVISION HISTORY •
m THESE DRAWINGS HAVE BEEN GENERATED FOR VISUALIZATION REV. DESCRIPTION DATE O
PURPOSES ONLY.THEY ARE PRELIMINARY AND SHOULD NOT B
CONSIDERED FINAL.FINAL DRAWINGS WILL BE ISSUED ONLY
AFTER AN ORDER HAS BEEN PLACED AND DESIGNATED"FOR
OFABRICATION". o Hangar 80x80
n
Cn 80'-0"x 80'-0"x 23'-0"
DATE: 1/24/24 REVISION:0
7 ENG: DWN: APPD: