HomeMy WebLinkAbout33942-ZFORM NO. 4
TOWN OF SOUTHOLD
BUILDING DEP~=RTMENT
office of the Building Inspector
Town Hall
Southold, N.Y.
CERTIFICATE OF OCCUPANCY
NO: Z-33545 Date: 02/13/09
THIS CERTIFIES that the building FARM STORAGE BUILDING
Location of Property: 25 SOUND AVE MATTITUCK
(HOUSE NO.) (STREET) (HAMLET)
Co%unty Tax Map No. 473889 Section 120 Block 1 Lot 1.3
Subdivision Filed Map NO. __ Lot No. --
conforms substantially to the Application for Building Permit heretofore
filed in this office dated MAY 19, 2008 pursuant to which
Building Permit No. 33942-Z dated MAY 30, 2008
was issued, and conforms to all of the requirements of the applicable
provisions of the law. The occupancy for which this certificate is issued
is 60' X 195' F~=RM STORAGE BUILDING.
The certificate is issued to HARBES FARM RHD EAST LLC
(OWNER)
of the aforesaid building.
SUFFOLK COUNTY DEP~/~TMENT OF HEALTH APPRO~-AL
EI~C~fRICAL u~KTIFICATE NO.
N/A
N/A
N/A
Rev. 1/81
, Form No 6
, . · TOWN OF SOUTHOLD
Bum m m:v mmENT_
Ttus a hcat~on must be APPLI~.ATION FOR CERTIFICATE OF OCCUP~Cy
' pp ' ' filled in by ~pewriter or i~ and submitted to the Building Depamnent with the following:
A. For new bmlding or new use: 1. Final su~ey of property with accurate location of all bnildings propemy lines, streets, and unusual natural
topographic features.
2. Final Approval frmn Health Dept. of water supply and sewerage-disposal (S~9 fbnn)
3, Approval of electrical installation from Board of Fire Unde~fiters
4. Sworn statement fi'om plumber ceaifying that the solder used in system contains less than 2/10 of 1% lead
5. Coimnercial building, industrial building, multiple residences and similar buildings and installations, a cel~Jficate
of Code Compliance fi'om architect or engineer responsible for the building.
6. Submit Planmng Board Approval of completed site plan ~equirements
B. For existing buildings (prior to April 9, 1957) non-couforming nses, or buildings and "l)re-existing" land uses:
I Accurate suiwey of piopc~)' showing ali propelty lines, stieets, build ~g and uimsual natural o~ topographic
featm es.
2 A pioperly completed applic~li(m and consent lu in:si)cci sigamd b3 the applicant
den/ed, thc Building h~specto~ shall state the ~aasons Ihe~efcn in writing to d~e applicant
C. Fees
Ccrtificale of C)ccui)anc~ Ncu' du elliuf, $?5G ~, 'xdditions k~ clwelling $2500, Xl/clalioll:; 1() chvdhng $25 00,
2 Ce:ificateofOccul:mC,~.onlqe existmglBnilding $10000
3 Copy of Certificate ot Occul)anc}- $25
4 LlpclatedOe~lilicatcofOccul)anc5, $5000
5 Teml)o~ary Cmtificate: ,ff()ccup racy - l<esidentiM $1 $ ()0 Corm ]ec I S15.( (
New (~onstm~t~on: ~ Old o~ Pm exisdng Building: (chFck one)
[louse No Street ~ Hamlet
.
Owner or Ow ~e's flhol)erlV ~ .~ ~ ' ~ (
Subdix
Filed Map.
Heald~ I )ept App~ oval ~ ~ [ h~de~,,n~el s Appmx al
Final Ccrlificate:
(check t ~e)
Applicant Sigmature
FORM NO. 3
TOWN OF SOUTHOLD
BUILDING DEPARTMENT
Town Hall
Southold, N.Y.
(THIS
BUILDING PERMIT
PERMIT MUST BE KEPT ON THE PREMISES UNTIL FULL
COMPLETION OF THE WORK AUTHORIZED)
PERMIT NO. 33942 Z Date MAY 30, 2008
Permission is hereby granted to:
HARBES FARM RVHD. E. LLC
25 SOUND AVE
MATTITUCK,NY 11952
for :
CONSTRUCTION OF A 60'X 195' FD~RM STORAGE BUILDING PER PLANNING
BOARD APPROVALS AS APPLIED FOR
at premises located at 25 SOUND AVE MATTITUCK
County Tax Map No. 473889 Section 120 Block 0001 Lot No. 001.003
pursuant to application dated MAY 19, 2008 and approved by the
Building Inspector to expire on NOVEMBER 30, 2009.
Fee $ 150.00
/ Authorized Signature
ORIGINAL
Rev. 5/8/02
TOWN OF SOUTHOLD
BUILDING DEPARTMENT
TOWN HALL
SOUTHOLD, NY 11971
TEL: (631) 765-1802
FAX: (631) 765-9502
SoutholdTown. NorthFork.net
PERMIT NO. ~.~ q~- -t~
Examined ~'/,.Z
!~L~ Contact:
Approved ,20 ~ ~ Mail to:
Disapproved a/c
Phone:
Expiration
/
BUILDING PERMIT APPLICATION CHECKLIST
Do you have or need the following, before applying'?
Board of Health
4 sets of Building Plans
Planning Board approval
Survey_
Check
Septic Form
N.Y.S.D.EC.
Trustees
Flood Permit
Storm-Water Assessment Form
APPLICATION FOR BUILDING PERMIT
Date ~/// ,20 aK
INSTRUCTIONS
a. This apphcat~on MUST be comp!~tely filled ~n by typewriter or in ink and submitted to the Building Inspector with 4
sets of plans, ac&rate plot plan to scale. Fed accor&ng to schedule.
b. Plot plan showing location'of !ot and of buildings on premises, relationship to adjoining premises or public streets or
areas, and waterways.
c. The work covered by this application may not be commenced before issuance of Building Permit.
d. Upon approval of this application, the Building Inspector will issue a Building Permit to the applicant. Such a permit
shall be kept on the premises available for inspection throughout the work.
e. No building shall be occupied or used in whole or in part for any purpose what so ever until the Building Inspector
issues a Certificate of Occupancy.
f. Every building permit shall expire if the work authorized has not commenced within 12 months after the date of
issuance or has not been completed within 18 months from such date. If no zoning amendments or other regulations affecting the
property have been enacted in the interim, the Building Inspector may authorize, in writing, the extension of the permit for an
addition six months. Thereafter, a new permit shall be required.
APPLICATION IS HEREBY MADE to the Building Department for the issuance of a Building Permit pursuant to the
Building Zone Ordinance of the Town of Southold, Suffolk County, New York, and other applicable Laws, Ordinances or
Regulations, for the construction of buildings, additions, or alterations or for removal or demolition as herein described. The
applicant agrees to comply with all applicable laws, ordinances, building code, housing code, and regulations, and to admit
authorized inspectors on premises and in building for necessary inspections.
(Signature of applicant or name, ifa corporation)
/,o ,y,¢ /r 2. 7 //?//g£ Z
(Mailing address of' applicant)
State whether applicant is owner, lessee, agent, architect, engineer, general contractor, electrician, plumber or builder
Name of owner of premises ,X/'~4.~/_,_ ~ A~/~/t~,d ~/ Z~'Z'
(As on the tax roll or latest deed)
If applicant is a corporatiog~,signgtmre of duly authorized officer
(Name and titl~ ~f co~orafe officer) ~ / .....
Builders License No.
Plumbers License No.
Electricians License No.
Other Trade's License No.
1. Location of land on which.proposed work will be done:.'.,
House Number Street Hamlet
County Tax Map No. 1000 Section /Z ~ Block ~,'
Subdivision Filed Map No.
Lot /. ~-~
Lot
2. State existing use and occupancy of premises and intended use and occupancy of proposed construction:
a. Existing use and occupancy
b. Intended use and occupancy
3. Nature of work (check which applicable): New Building_
Repair Removal
4. Estimated Cost /,~d~ d'Jg? Fee
If dwelling, number of dwelling units
If garage, number of cars
5. J
Addition Alteration
Demolition Other Work
(Description)
(To be paid on filing this application)
Number of dwelling units on each floor ~
8. Dimensions of entire new construction: Front
Height ~q '
If business, commercial or mixed occupancy, specify nature and extent of each type of use. ~
Dimensions of existing structures, if any: Front ~- Rear ~ Depth
Height /'~ Number of Stories
Dimensions of same structure with alterations or additions: Front Rear
Depth / Height J Number of Stories ~-~
o/~ ' Rear ~'~ .Depth
Number of Stories /
9. Size of lot: Front 35>? ' Rear ~'2 '
10. Date of Purchase 2z~52,~ Name of Former Owner
11. Zone or use district in which premises are situated ~z~/'d,~o~4~
12. Does proposed construction violate any zoning law, ordinance or regulation? YES __
Depth 2 q q 7
NO
13. Will lot be re-graded? YES__ NO t/Will excess fill be removed from premises? YES NO /
14. Names of Owner ofpremises_~_~e,~aa~_a-~&a- Address ~a.~~Phone No.
Name of Architect Address Phone No
Name of Contractor/".~)("/(S~./M,~ - ,,~//~-~/a-~./5'/t~. Address Phone No.
15 a. Is this property within 100 feet of a tidal wetland or a freshwater wetland? *YES__NO __
* IF YES, SOUTHOLD TOWN TRUSTEES & D.E.C. PERMITS MAY BE REQUIRED.
b. Is this property within 300 feet of a tidal wetland? * YES NO /
* IF YES, D.E.C. PERMITS MAY BE REQUIRED.
16. Provide survey, to scale, with accurate foundation plan and distances to property lines.
17. If elevation at any point on property is at 10 feet or below, must provide topographical data on survey.
18. Are there any covenants and restrictions with respect to this property? * YES
· IF YES, PROVIDE A COPY.
NO
STATE OF NEW YORK)
(~ SS:
COUNTY o'l~l_
('z~/~/-~4'~ being duly sworn, deposes and says that (s)he is the applicant
(Name of individual signing contract) above named,
iTCont~ctor, Agent, Corporate Officer, etc.)
of said owner or owners, and is duly authorized to perfom~ or have performed the said work and to make and file this application;
that all statements contained in this application are true to the best of his knowledge and belief; and that the work will be
performed in the manner set forth in the application filed therewith.
Sworn t~before me this~-.
Nota~ e~bl~ - ' NOTAR~'b~'~i~ State el New
N0. 01D04634870
0ualified in Suffolk Coun~
~o~ission ~iros September
Signature of Applicant
YOUNG & YOUNG
400 Ostrander Avenue
Riverhead, New York 11901
Telephone 631-727-2303
Facsimile 631-727-0144
admin@youngengineering, corn
HOWARD W. YOUNG, Land Surveyor
THOMAS C. WOLPERT, Professional Engineer
ROBERT C. TAST, Architect
DOUGLAS E. ADAMS, Professional Engineer
Mr. Edward Harbes
Harbes Family Farm ]amesport
P.O. Box 1524
Mattituck, New York 11952
February 4, 2
~.~[" FEB !~ ?nOg
)09 BLDG. DEPT.
tow~ OF SOUmOLO
RE:
New Barn
Lot 10 "Holly Farms" (Miscellaneous Map)
at ]amesport, T/O Riverhead, New York
(08-0396)
S.C. Tax Lots 1000-120-01-1.3 & 600-003-0l-2.14
Dear Mr. Harbes:
We have determined by actual measurement and do hereby certify
that the barn recently erected on Lot 10, "Holly Farms" S.C. Tax Lots 1000-
120-01-1.3 & 600-003-01-2.14 is approximately 100 feet from the southerly
and westerly property lines and approximately 253 feet from the easterly
property line and said barn does comply with the minimum front, side and
rear setback lines of the Agriculture Conservation (AC) Zoning Use District in
which the premise is located.
HWY/mal
Encl.
Very
truly yours,
Howard W.~fi~n~ng
Planning Engineering Land Surveying Architecture
TOWN OF SOUTHOLD BUILDING DEPT.
765-1802
INSPECTION
[ ] FIREPLACE & CHIMNEY [ ] FIRE SAFETY INSPECTION
[ ] FIRE RESISTANT CONSTRUCTION [ ] FIRE RESISTANT PENETRATION
REMARKS:
DATE
TOWN OF SOUTHOLD BUILDING DEPT.
765-1802
INSPECTION
[ ] FOUNDATION 1ST
[ ] FOUNDATION 2ND
[ ] FIREPLACE & CHIMNEY
] FIRE RESISTANT CONSTRUCTION
[ ] ROUGH PLBG.
[ ]INSULATION
[ ] FINAL
[ ] FIRE SAFETY INSPECTION
[ ] FIRE RESISTANT PENETRATION
REMARKS:
DATE
INSPECTOR
TOWN OF SOUTHOLD BUILDING DEPT.
765-1802
INSPECTION
[/~ FOUNDATION 1ST [
FOUNDATION 2ND [
] ROUGH PLBG.
] INSULATION
DATE 7~ / ~ ~ O ~ INSPECTOR
[ ]FRAMING / STRAPPING [ ] FINAL
[ ]FIREPLACE & CHIMNEY [ ] FIRE SAFETY INSPECTION
[ ]FIRE RESISTANT CONSTRUC~I~ ON [], FIRE~RESISTANT PENETRATION
RE~_
PLANNING BOARD MEMBERS
JERILYN lq. WOODHOUSE
Chair
KENNETH L. EDWARDS
MARTIN H. SIDOR
GEORGE D. SOLOMON
JOSEPH L. TOWNSEND
November 3, 2008
Harbes Riverhead East LLC
Att: Edward Harbes
715 Hallock Lane
Mattituck, NY 11952
PLANNING BOARD OFFICE
TOWN OF SOUTHOLD
MAILING ADDRESS:
P.O. Box 1179
Southold, NY 11971
OFFICE LOCATION:
Town Hall Annex
54375 State Route 25
(cor. Main Rd. & Youngs Ave. )
Southold, NY
Telephone: 631 765-1938
Fax: 631 765-3136
Re: Site plan for Agricultural Storage Building
Dear Mr. Harbes:
The Planning Board is in receipt of your request for final inspection dated
November 3, 2008 for the above referenced application.
As you requested, the Planning Board has inspected the site and has found that the work
done to date is in accordance with the approved site plan.
Any future requested change to the site plan should include a copy of the approved
stamped site plan noting the location of the requested change. If you have any questions
regarding the above, contact me anytime. Thank you.
Sincerely,
Kristy Winser
Senior Planner
CC:
Planning Board
Jamie Richter, Town Engineer
Mike Verity, Chief Building Inspector
FIELD INSI~ECTION REPORT I DATE
.....................................
STATE ENERGY CODE
~DI~ON~ COUNTS
-
STATE OF NEW' YORK
WORKERS' COk~ENSATION BOARD
CERTIFICATE OF NYS WORKERS' COMPENSATION INSURANCE COVERAGE
TO: Edward Harbes
PO Box 1524
Mattituck, NY 11952
FORM NO. 3
NOTICE OF DISAPPROVAL
DATE: March 5, 2008
Please take notice that your ap~ date. ed.~d~F~ebm~_ary 11, 2008
For permit to construct of a gr&~da~rs~e and4~arh a~
Location of property: 25 Sound Avenue, Mattituck, NY
County Tax Map No. 1000 - Section 120 Blockl Lot 1.3
Is returned herewith and disapproved on the following grounds:
The proposed f~onstruction requires site plan approval from the Southold Town Planning Board.
~u~or~~~~re
Note to Applicant: Any change or deviation to the above referenced application, may require
further review by the Southold Town Building Department.
CC: file, Planning Board
PLANNING BOARD MEMBERS
JERILYN B. WOODHOUSE
Chair
KENNETH L. EDWARDS
MARTIN H. SIDOR
GEORGE D. SOLOMON
JOSEPH L. TOWNSEND
May 13, 2008
Mr. Edwah:LHarDes
P.O. Box 1524
Mattituck, N.Y. 11952
PI~A~INING BOARD OFFICE
TOWN OF SOUTHOLD
MAILING ADDRESS:
P.O. Box 1179
Southold, NY 11971
OFFICE LOCATION:
Town Hall Annex
54375 State Route 25
(cor. Main Rd. & Youngs Ave.)
Southold, NY
Telephone: 631 765-1938
Fax: 631 765-3136
Re:
Site Plan Approval for Harbes Equipment Barn & Greenhouses
Located at 25 Sound Avenue, approximately 1,519 feet west of Aldrich Lane on the north side of
Sound Avenue, 11165 County Road 48, Mattituck
SCTM#1000-120-1-1.3 Zoning District: A-C
Dear Mr. Harbes:
The Southold Town Planning Board, at a meeting held on Monday, May 12, 2008, adopted the
following resolutions:
WHEREAS, the applicant, Edward Harbes, submitted a formal site plan application on March
10, 2008 for the construction of a new 60' x 195', 11,700 sq. ft. farm equipment storage building,
and three hoop house greenhouses, 30'x 196', 5,880 sq. ft. each, on a 24.2 acre parcel in the
A-C Zone located approximately 1,519 feet west of Aldrich Lane, on the north side of Sound
Avenue, in Mattituck; and
WHEREAS, on March 10, 2008, the Planning Board accepted this application; and
WHEREAS, on March 17, 2008, the Planning Board, pursuant to Southold Town Code §280-
131 C., distributed the application to agencies having jurisdiction for their comments, and the
following agencies responded: Town Engineer, Architectural Review Committee, Suffolk County
Planning Commission, and the Mattituck Fire District; and
WHEREAS, the comments from those agencies referenced above were received and accepted
by the Planning Board, discussed with the applicant, and incorporated into the site plan to the
satisfaction of the Planning Board; and
WHEREAS, on March 28, 2008, the Southold Town Building Inspector reviewed the plan and
certified that the proposed agricultural storage building and greenhouse is a permitted use in
this A-C District; and
WHEREAS, there is an easement restricting the use of the property to agriculture, held by the
New York State Office of Parks, Recreation and Historic Preservation and the Suffolk County
Agricultural and Farmland Protection Board, acting on behalf of the State, recommended
approval of the proposed barn and greenhouses; and
Harbes, Edward
Pa,qe Two
May 13, 2008
WHEREAS, the Southold Town Planning Board, pursuant to Southold Town Code §280-131
B.(5), has the discretion to vary or waive parking requirements. The Planning Board has found
that waiving the parking requirements on this application will not have a detrimental effect on the
public health, safety, or general welfare, and will not have the effect of nullifying the intent and
provision of the site plan requirements chapter in the Town Code for the following reasons: the
property is large relative to the size of the structures, few vehicles will access the site, and the
site is not open to the public; and
WHEREAS, the Southold Town Planning Board, pursuant to Southold Town Code §280-131 H.,
has the discretion to waive the public hearing requirement for those applications involving uses
strictly related to agriculture. The Planning Board has found that the public hearing for this
application may be waived for the following reasons: the application is for an agricultural use,
the parcel is large in size relative to the proposed structures which will cover 2.8% of the
property, and the structures will be situated in such a way as to be unobtrusive to the public
view - located 100 feet from the nearest property line, and about 500 feet from Sound Avenue;
and
WHEREAS, the Southold Town Planning Board, pursuant to §280-133 C. of Southold Town
Code, has the discretion to waive any or all of the requirements in §280-133 for those
applications involving uses strictly related to agriculture. The Planning Board has found that
requiring the entire set of site plan application requirements for this site is not necessary to
further the objectives set forth in Town Code §280-129 and maintain public health, safety, and
welfare for the following reasons: the application is for an agricultural use, and the parcel is
large in size relative to the proposed structures; therefore, be it
RESOLVED, that on May 12, 2008, the Southold Town Planning Board, pursuant to State
Environmental Quality Review (SEQR) (6 NYCRR, Part 617.5 (c) (3), has determined that the
proposed action is a Type II Action, and not subject to review under SEQR; and be it further
RESOLVED, that the Southold Town Planning Board has reviewed the proposed action under
the policies of the Town of Southold Local Waterfront Revitalization Program and determined
that the action is consistent as outlined in the March 31, 2008 memo prepared by the LWRP
Coordinator; and be it further
RESOLVED, that the Planning Board hereby waives the parking requirements, public hearing
requirement, and site plan application requirements, except for the following items:
§280-133 A. (1), (2), (4), and (5), B. (1) (a)-(0, (h)-(j), (k-partial), B. (3) (a)-(b), B.(4)
(a),(d), (f-partial) and (i- partial), and be it further
RESOLVED, that the Southold Town Planning Board grants approval with a condition, listed
below, and authorizes the Chairperson to endorse the site plan entitled "Map for Edward W.
Harbes Ill", prepared by Young and Young, Land Surveyors, dated January 10, 2007,
containing hand-drawn additions by the applicant, and a second drawing illustrating drainage.
Harbes, Edward
Pa,qe Three
May 13, 2008
Condition:
1. All storm water run-off from grading, driveways and gravel areas must be contained on
site.
Please also note the following required by Town Code:
1. Any outdoor lighting shall be shielded so the light source is not visible from adjacent
properties and roadways. Lighting fixtures shall focus and direct the light in such a
manner as to contain the light and glare within property boundaries.
2. Approved site plans are valid for three years from the date of approval, within which time
all proposed work must be completed, unless an extension is granted by the Planning
Board.
3. Any changes from the approved site plan shall require Planning Board approval.
4. Prior to the issuance of a Certificate of Occupancy, the Planning Board must inspect the
site to ensure it is in conformity with the approved site plan, and issue a final site
inspection approval letter. Should the site be found not in conformance with the
approved site plan, no Certificate of Occupancy may be issued unless the Planning
Board approves the changes to the plan.
Copies of the approved site plan are enclosed for your records. One copy will also be sent to
the Building Department and the Town Engineer/Highway Department.
If you have any questions regarding the above, please contact this office.
Very truly yours,
dhouse
Chairperson
encl.
CC:
Southold Town Building Department w/map
Southold Town Engineer w/map
By signing this letter, the applicant acknowledges that there is a mandatory condition, listed
above, in addition to the above listed Town Code requirements that must be satisfied prior to the
issuance of a Certificate of Occupancy.
Edward Harbesl Applicant
N
ACREAGE
TYPE OF BUILDING
fJ ,
RES.
LAND
Ti Lle~Je 1
Tillable 2
Tillable 3
Woodland
Swampland
Brushland
House Plot
SEAS.
IMP.
O~ ~NORMAL
K-~ ~Acre
TOTAL
FARM :,
DATE
CONDI
B ELO~W
COMM.
IND.
REMARKS
,"~, z. ..T. L /9,L~,,,,,f
Total
M. Bldg.
Extension
Extension
Extension
Foundation
Basement
Fire Place
Driveway
Breezeway P'
Garage
~C). B: ·
Porch
Porciq
Bath
Floors
interior Finish
Heat
\ttic
Rooms 1st Floor
Rooms 2nd Floor
O~VNER
~-.,'/~ ~/,~~~ e~,
FORMER 0~VNER /
N/~/__?~,
FARM
.~ SUB. LOT
TYPE OF BUILD'lNG
CB. Mkt. Value
DATE
REMARKS.
~ Zlzco ~
Total
Woodland I ~'~ ' "12;;.~ FRONTAGE ON ROAD
Meadowbnd [ DEPTH
House Plat i BULKHEAD
Tillable
Value Per Value
Acre
FRONTAGE ON WATER
DOCK
AGE BUILDING CONDITION
NEW NORMAL BELOW ABOVE
FARM Acre
COLOR TRIM
M. Bldg.
Extension
Extension
Extension
Bo,th
i Dinette
Garage Type Robf Rooms 1st Floor BR.
Patio Recreation Room Rooms2nd Floor FIN. B
O.B. Dormer Driveway I
Total ."
Porch Basement Floors
Porch Ext. Wolls Interior Finish
Breezeway Fire Ptoce Heot i DR.
~-WNER - ~T--R~ ET VILLAGE DIST SUB LOT
ACR REMARKS
TYPE OF BLD.
PROP. CLASS ~ ~ ' ' I ~ J
~ I O J
LAND J I~. I /TOTAL DATE
FRONTAGE ON wATE~ TILLABLE
FRONTAGE ON ROAD wOODLAND
DEPTH MEADOwLAND
BULKHEAD HOUSE/LOT
TOTAL
TRIM
1 st 2nd
PC
M. Bldg Foundation CB Fin. B. Bath Dinette
FULL COMBO
Extension Basement CRAWL PARTIAL Floors Kit.
SLAB
Extension Ext Walls Interior Finish LR.
Extension Fire Place Heat ¢ D.R.
Patio Woodstove BR
Porch Dormer Baths
Deck Dock Faro. Rm,
Garage
OB.
Pool
Page 1 of 10
FOR: Harbes Agricultural Enterprises
JOB # 128-0813
BUILDING USE: Agricultural Building
BUILDING DESCRIPTION:
WIDTH ..................................... BW:= 6(~fl
LENGTH ................................... BL:= 195. f~
OVERHANG WIDTH .................. OW:~
EAVE HEIGHT .......................... EH::
ROOF SLOPE .......................... RS := 4/12
BAY SPACING ......................... BS:: ?.5. fl
BUILDING CLASSIFICATION ...... BC:= '1'
IMPORTANCE FACTOR ............ I:: 0.??
DESIGN LOADS:
REFERENCED STANDARDS:
ROOF LIVE LOAD ....................... LL:= 15. psf
DEAD LOAD ............................... DL: 4. psf
CEILING LOAD ........................... CL:= 0. psf
WIND SPEED ............................. V~s := 120 mph
EXPOSURE CATEGORY ............. EC:= "C'
ENCLOSURE CLASSIFICATION... EnC:= "ENCLOSED"
ASCE7-05
NYSBC2007
COLUMN CALCULATION:
WI ~ EH= 15.5fl.
W4
BW = 60fi ~
WIND DESIGN COEFFICIENTS:
WIND DIRECTIONALITY FACTOR .................................................. 1~ := 0.85
3-SECOND GUST SPEED POWER LAW EXPONENT ..................... c~ = 9.5
NOMINAL HEIGHT OF THE ATMOSPHERIC BOUNDARY LAYER .... zo - 900
MEAN ROOF HEIGHT ................................................................... H: 20.5
HEIGHT ABOVE GROUND LEVEL (ASCE minimum) ....................... z = 20.5
VELOCI~ PRESSURE EXPOSURE COEFFICIENT ........................ K~ = 0 91~.
~.
VELOCI~ PRESSURE._ q: = 0.00256. Kz. ~. V3S2. I. psf q = 21.874psf
END ZONE WIDTH ...... EZW = 12fl
05,
Page 2 of 10
INTERNAL PRESSURE COEFFICIENTS:
GCpi iN = -0.18
GCpi OUT = 0. l 8
EXTERNAL PRESSURE COEFFICIENTS - CASE A - TRANSVERSE LOADING:
END ZONES
GCpfA. iE = 0.78
GCpf.A 2E = -1.07
GCp/A 3E = -0.673
GCp£ A.4E = -0.618
INTERIOR ZONES
GCpf.A I = 0.516
GCpfA 2 = -0.69
GCpf.A 3 - -0.469
GCpfA 4 = 0.415
DESIGN PRESSURES - CASE A - TRANSVERSE LOADING:
END ZQNES
PA. IE l :- q'(GCpf.A IE - GCpi.IN)
PA2EI:= q'(GCpfA 2E GCpi IN)
PA3EI := q'(GCpt'A 3E - GCpilN)
PA 4E I := q'(GCpf A 41 GCpi IN)
PA1EI - 21.003psf
PA2E I - -19.468 psf
PA3E I -10.79psf
PA4E 1 = 9.583psf
PALE2:= q'(GCpf.A IE - GCpiOUT)
PA2E2: q'(GCpfA2E-GCpioU'I)
PA 3E2 := q'(GCp£A 3E GCpi OUT)
PA.4E.2 := q'(GCpf. A.qE - GCpiOUT)
INTERIOR ZONES
PAl I := q'(GCpfA I - OCpilN)
PA 21: = q'(GCp£A 2 - GCpi IN)
PA3.1 := q'(GCpf.A 3 - GCpi IN)
PA41 := q'(GCp£A 4 - GCpi IN)
PA.1.2 := q'(GCpf. A I - GCpi OUT)
PA22 := q'(GCpfA2 - GCpioUT)
PA 32 TM q' (GCpfA 3 - GCpi OUT)
PA42 := q'(GCp£A.4 - GCpiOUT)
PA IE.2 = 13.128psf
PA2E 2 = -27.342 psf
PA3E2 = -I 8.665 psf
PA4E2 = - 17.457 psf
PAll = 15.234psf
PA21 = -I 1.156psf
PA 31 = -6.3l I psf
PA 4 1 = -5.149 psf
PA.12 = 7.359psf
PA22 - - 19.03 psf
PA32 - -14.186 psf
PA42 = -13.023 psf
Page 3 of 10
COLUMN DESIGN CRITERIA:
P = 3545.625 lb
Columns in End Zone: EZW = 12t~
P
Note: Moments at points Ma and Mb and
uplift are taken from the attached
listing of computer program for
building frame analysis.
Ma:= 93907. inlb .75
Mb:= 62539. inlb .75
uplift:= 3918-1b .75
END ZONE COLUMNS
PN:= P uplift
Column Size = "3 - 2x8 Laminated Column"
A 32.62sqin Fc 1650psi
S -- 39.42cuin Fb = 1730psi
Id = 23.17
INTERACTION VALUE:=
M. I ,,I x = L5ft
INTERACTION VALUE = 0.66
SPLICE CHECK (Mb)
As = 32.62 sqin
Ss = 26.28 cuin
Fcs = 1650psi
Fb.s = 1500psi
INTERACTION VALUE = 0.759
Page 4 of 10
TRUSS TO COLUMN CONNECTION:
ROOF LOAD
Truss is saddled between outside members of column and bearing on center member with
(2) 1/2" Diameter through Machine Bolts and (12) 20d RS Nails
Connector Load = 4038.8 lb
P = 4417.5 lb
Center Member_Is = "2x8" Areacentermember = 10.875 sqin
UPLIFT
Bearing_Stress :=
(P - Connector_Load)
Areacentermember
Connector_Load = 5619.2 lb
BDL = 620 lb
NETUPLIFT:-- UPLIFT- BDL
NET UPLIFT - 3298 lb
Bearing_Stress = 34.823 psi
UPLIFT:= uplifi~
UPLIFT = 3918 lb
FOOTING:
Allowable Soil Bearing_Pressure:= 2000. psf
Pfooting = 4417.5 lb
Footin~Diameter = 24 in
Footing Thickness- 10in
· . 2
Footing D~ameter -x
Areaact: =
4
Pfooting
Areareqd:= Allowable_Soil_Bearing Pressure
Areaact = 3.142
Areareqd = 2.209 iff2
Page 5 of 10
EMBEDMENT:
Design Criteria: Restrained at ground with Base Anchor Straps in concrete floor
To find required embedment depth, solve simultaneous equations below
Initial try:
,~:= 4-~
hP:= Ma
Given
d2- 4.25. hP
S3. B
S3:= 160~psf
B = 0.711 ft
S3 = 150.2. 1.33. d. (clubfi ~
Find(d, S3)
COLUMN EMBEDMENT DEPTH: d = 4.894fi
$3 = 1952.8]3psf Soil Classification #4
BASE ANCHOR STRAP CHECK ~300
Horizontal Shear at Grade:
3/1
6"X3/4"X30" ~
SHEAR:= 1843-1b H.R. Flat Steel
SHEAR= 18431b
Allowable Shear resisted by two Base Anchor Straps:
Consider 22,000 psi steel ~/ x 2.25"
'~ Stainless Steel
Steel Area = 0,105 in2 ~ Anchor Nails
Therefore Allowable Shear = 4620 lb ~ 3 Member Column
Allowable Shear resisted by 8 - Stainless Steel Nails:
= 8(216)(1.6) = 2764 lb
Allowable Withdrawal of Strap in Concrete:
= (1.0 in)(0.75 in)(2)(2000 psi) = 3000 lb
Page 6 of 10
WIND LOAD UPLIFT:
UPLIFT = 39101b
P
,,,d,~:= 4. fl
R1 = 12in
R2:= d. tan(.5236) + R~
R2 = 3.309fl
R3 = 2.309~
~\, 3 0°
\
\
\
\
14 ga. Metal Stilts
Fastened w/(4)
0.148"(~ x 2" Stainless
Steel Ring Shank Nails
Each Corner
~ = 24in
d=4fl
R3 := R2 - Ri
Soil Volume Above Footinq
V,V,V~= -qr.d. Ri2+R22+R1.R27
V = 63.928 ft3
Total Soil Weiqht
Allowable Soil Weight:= 100. pcf
TSW :- V. Allowable_Soil Weight
TSW = 6392.758 lb
Building_Dead Load
BWh 2h
D~.~: = [DL. BS. [('~- ) + OV¢]]. (.-j)
BDL = 620 lb
Total Wei,qht on FootJnq
TWF:= TSW + BDL
TWF - 7012.758 lb
Metal Stilts w/(16) .148" x 2"
Stainless Steel Nails
COLUMN TO FOOTING CONNECTION:
~apa,~,~= UPLIFT- BDL
NET UPLIFT = 32901b
No. of Nails Required to Resist Uplift = NAILS = 17
Page 7 of 10
Sliding Door Header (Section D-D):
5-1/4" x 19-1/2" Glu-Lam Beam, Fb = 2400 psi
Sact = 332.72 in3 Mmax -- 41,414 ftlb Sreq = 180.06 in3
TRUSS TO HANGER CONNECTION:
(14) 1-1/2" R.S. Nails & (1) 1/2" x 2 1/2" M Bolt & 7.5 sqin bearing
Allowable Loads = 7,007 lb (Gravity) and 3,854 rb (Uplift)
HANGER TO HEADER CONNECTION:
(8) 20d R.S. Nails (0.177" dia) & 21.0 sqin Bearing
Allowable Loads = 13,250 lb (Gravity) and 3,913 lb (Uplift)
HEADER TO HANGER CONNECTION:
(3) Base Anchor Nails (0.177" dia) & 21.0 sqin Bearing
Allowable Loads = 12,610 lb (Gravity)
HANGER/HEADER TO COLUMN CONNECTION:
(3) Base Anchor Nails (0.177" dia), 15.75 sqin Bearing, and (14) 20d R.S. Nails
Allowable Loads = 28,310 lb (Gravity) and 5544 lb (Uplift)
JAMB FOOTING: ~ 30-in
wa' 'n '= 2000. psf
JF := 6627. lb (worst case)
· 2
Footlng__Diameter
Areaact = 4.909 ~2
4
JF
~:= Allowable Soil Bearing Pressure Areareqd = 3'313ft2
Page 8 of 10
2x4 PURLINS:
Roof load
2 x 4 purlins, No.2 SPF
Purlin spacing .............
Roof sheeting load .......
Purlin dead load ..........
,,~= 1509.4. psi
PS: = 24- in
SL: = 0.9- psf
PL:= l.l.psf
TOTAL_LOAD:= 20. psf + SL + PL
TOTAL_LOAD = 22 psf
PS
Mmax:= .1071'TOTAL LOAD ~BS2
~in~
Mrna~
Sreqd: =
Fb- 1.15
Mmax = 265.072 lb fi
Sreqd = 1.832cuin
Uplift
2"x4" Purlin to Truss Connection:
Required Purlin Spacing:
627, lb
= 25.618 in
Net suction. BS
Page 9 of 10
SIDEWALL NAILERS:
SP = 7.125R
2 x 4 nailers, 2100f MSR SPF
,,,~= 2100. psi
NAILER SPACING ....................... NS:= 20, in
NAILER TRIBUTARY AREA .......... NTA = 12.5 sqfi
NAILER WIND LOAD ................... ~q~= 34.60. psf
NS
suction (in-~-~ (BS .375. fi)2
=
Fb. 1.10. 1.6
Mmax = 365.936 lb- fl:
Sreqd = 1.I 88 cuin
Suction on Nailers (Fasteners):
Maximum nailer spacing:
3nai .1.62 n. 46,b
in
= 20.421 in
suction. BS
Actual Nailer Spacing NS = 20 in
SEISMIC DESIGN
Seismic_Use_Group := 'T'
Site_Class:= "D"
Spectral response acceleration @ short periods (Ss):
Spectral response acceleration @ 1-second periods (S1):
Site coefficient (fa):
Site coefficient (fy):
Sins:= F~Ss Sins = 0.32
Sm1:= Fv.S1 Sml = 0.144
SDS:= (~)Sms SDS=0.213
SDI := (~)Sml SDI= 0-096
Seismic_Design_Category_Ss = "B"
Seismic_Design_Category Si = "B"
Note: Most severe category governs; therefore
Seismic_Design_Category = "B"
,,~: = .20
S1 := .06
Fa = 1.6
Fy = 2.4
Page 10 of 10
SIMPLIFIED ANALYSIS PROCEDURE (SAP) FOR SEISMIC DESIGN OF BUILDINGS
Building Weight: N~= 71000lb
Response modification factor (R): R:= 7.0
1.2'SDs
V:= -W
,wv R
V = 2596.571 lb
aSSUHPTII3NS aN]3 NFITESI
1, The columns ~re Fixed o~c ~che b~se,
a, The Cruss ¢o column connec¢ion is hinged,
3, CircLed numbers ~re poin~c numbers,
4, Uncirc~ed numbers c~re Member numbers,
5, The wind [cod is opp/ied ~co ~che s~puc~u~es by
NY~C (aO07) ~ ASCE 7-05 wind lo.din9 ~ecommendo~ions,
6, The Forces ~e computed by Purdue's Pl~e S~puc~upes
anoiyzep (U,S,D,A, Fopes~ Senvice Popep FPL ~68.
This is ~ computerized s~uc~u~o[ ~no(ysis p~og~m,
60 Ft. frame Case A
NLTMBER OF POINTS = 28
NUMBER OF MEMBERS = 47
NI3MBER OF ROLLER SUPPORTS = 0
NUMBER OF PINNED OR FIRL SUPPORTS =
NUMBER OF FIXED SUPPORTS = 2
ALLOWABLE MEMBER STRESSES IN PSI, NORMAL LOAD DURATION
MEM, USE ALLOWABLE
GROUP TYPE BEND COMP TENS WIDTH DEPTH
MODULUS OF
ELASTICITY
1 CS 1700. 0.
2 CS 1700. 0.
3 CS 1600. 0.
4 CU 1950. 0
5 WI3 1850. 0
6 WU 1600. 0
7 WU 1850. 0
8 CS 1700. 0
9 CS 1700. 0
0. 4.500 7.250 .150E+07
0. 3.000 7.250 .150E+07
0. 1.500 11.250 .150E+07
0. 1~500 11.250 .150E+07
0. 1.500 3.500 .150E+07
0. 1.500 5.500 .150E+07
0. 1.500 3.500 .150E+02
0. 4.500 7.250 .150E+07
0. 3.000 7.250 .150E+07
THE LOAD DURATION FACTOR IS 1.60
POINT COORDINATES
POINT X-COORD Y-COORD
NO. (IN) (IN)
1 .000 132.000
2 .000 .000
3 85.380 103.540
4 -85.380 103.540
5 50.870 .000
6 -50.870 .000
7 168.870 75.710
8 -168.870 75.710
9 143.630 .000
10 -143.630 .000
11 254.250 47.250
12 -254.250 47.250
13 238.500 .000
14 -238.500 .000
15 320.000 25.330
16 -320.000 25.330
17 320~000 .000
18 -320.000 .000
19 360.000 12.000
20 -360.000 12.000
21 360.000 .000
22 -360.000 .000
23 360.000 -138.000
24 -360,000 -138.000
25 360.000 -156.000
26 -360.000 -156.000
27 360.000 -174.000
28 -360.000 -174.000
MEMBER LAYOUT
MEMBER
NUMBER
NEGATIVE END
POINT CONDITION
POSITIVE END
POINT CONDITION
MEMBER
GROUP
1 28 RIGID 26 RIGID 1
2 26 RIGID 24 RIGID 2
3 24 RIGID 22 RIGID 1
4 22 RIGID 20 RIGID 1
5 20 pIhrNED 16 RIGID 3
6 16 RIGID 12 RIGID 3
7 12 RIGID 8 RIGID 3
8 8 RIGID 4 RIGID 3
9 4 RIGID 1 RIGID 3
10 1 RIGID 3 RIGID 3
11 3 RIGID 7 RIGID 3
12 7 RIGID 11 RIGID 3
13 11 RIGID 15 RIGID 3
14 15 RIGID 19 PINNED 3
15 19 RIGID 21 RIGID 8
16 21 RIGID 23 RIGID 8
17 23 RIGID 25 RIGID 9
18 25 RIGID 27 RIGID 8
19 22 PINNED 18 RIGID 4
20 18 RIGID 14 RIGID 4
21 14 RIGID 10 RIGID 4
22 10 RIGID 6 RIGID 4
23 6 RIGID 2 RIGID 4
24 2 RIGID 5 RIGID 4
25 5 RIGID 9 RIGID 4
26 9 RIGID 13 RIGID 4
27 13 RIGID 17 RIGID 4
28 17 RIGID 21 PINNED 4
29 12 PINNED 14 PINNED 5
30 8 PINNED 10 PINNED 5
31 4 PINNED 6 PINNED 6
32 1 PINNED 2 PINNED 7
33 5 PINNED 3 PINNED 6
34 9 PINNED 7 PINNED 5
35 13 PINNED 11 PINNED 5
36 14 PINNED 8 PINNED 5
37 10 PINNED 4 PINNED 5
38 6 PINNED 1 PINNED 6
39 1 PINNED 5 PINNED 6
40 3 PINNED 9 PINNED 5
41 7 PINNED 13 PINNED 5
42 22 PINNED 16 PINNED 3
43 20 PINNED 18 PINNED 3
44 16 PINNED 18 PINNED 3
45 17 PINNED 19 PINNED 3
46 15 PINNED 21 PINNED 3
47 15 PINNED 17 PINNED 3
REACTION CONDITIONS
POINT REACTION HORIZ VERT
NUMBER TYPE DISPL DISPL
27 FIX .00 .00
28 FIX .00 .00
MEMBER PROPERTIES
MEMBER
NUMBER
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
21
22
LENGTH
(IN)
18.000
18.000
138.000
12.000
42.163
69.308
89.998
88.006
89.998
89.998
88.006
89.998
69.308
42.163
12.000
138.000
18.000
18.000
40.000
81.500
94.870
92.760
WIDTH
(IN)
4.500
3.000
4.500
4.500
1.500
1.500
1.500
1.500
1.500
1.500
1.500
1.500
1,500
1.500
4.500
4.500
3.000
4.500
1.500
1.500
1.500
1.500
DEPTH
(IN)
7.250
7.250
7.250
7.250
11.250
11.250
11.250
11.250
11.250
11.250
11.250
11.250
11.250
11.250
7.250
7.250
7.250
7.250
11.250
11.250
11.250
11.250
MODULUS OF
EIJtSTICITY
.150E+07
150E+07
150E+07
150E+07
150E+07
150E+07
150E+07
150E+07
150E+07
150E+07
150E+07
150E+07
150E+07
.150E+07
~150E+07
.150E+07
.150E+07
.150E+07
,150E+07
.150E+07
~150E+07
.150E+07
23
24
25
26
27
28
29
30
31
32
33
34
35
36
37
38
39
4O
41
42
43
44
45
46
47
50.870
50.870
92.760
94.870
81.500
40.000
49.806
79.806
109.140
132.000
109.140
79.806
49.806
102.861
118.801
141.463
141.463
118.801
102.861
47.346
41.761
25.330
41.761
47.346
25.330
1.500
1.500
1.500
1.500
1.500
1.500
1,500
1.500
1.500
1.500
1.500
1,500
1.500
1.500
1.500
1.500
1.500
1.500
1.500
1.500
1.500
1.500
1.500
1.500
1.SO0
11.250
11.250
11.250
11.250
11.250
11.250
3.500
3.500
5.500
3.500
5.500
3.500
3.500
3.500
3.500
5.500
5.500
3.500
3.500
11.250
11.250
11.250
11.250
11.250
11.250
.150E+07
.150E+07
.150E+07
.150E+07
.150E+07
.150E+07
.150E+07
.150E+07
.150E+07
.150E+02
.150E+07
.150E+07
.150E+07
.150E+07
.150E+07
.150E+07
.150E+07
.150E+07
.150E+07
.150E+07
.150E+07
.150E+07
.150E+07
.150E+07
.150E+07
THE STRUCTURE HAS
UNIFORM LOADS AS FOLLOWS
MEMBER HORIZ VERT
NUMBER COMP COMP
(PLI) (PLI)
1 13.130 .000
2 13.130 .000
3 13.130 .000
4 13.130 .000
5 -12.200 12.200
6 -12.200 12.200
7 -12.200 12.200
8 -12.200 12.200
9 -12.200 12.200
10 6.740 6.740
11 6.740 6.740
12 6.740 6.740
13 6.740 6.740
14 6.740 6.740
15 5.990 .000
16 5.990 .000
17 5.990 .000
18 5.990 .000
*** REACTIONS ***
REACTION HOR. COMP. VERT. COMP. MOMENT
POINT (LBS) (LBS) (IN-LBS
27 -1040.270 -2900.710 63347.552
28 -1860.850 -3917.690 93906.522
*** STRENGTH ANALYSIS ***
MEMBER
NUMBER
1
2
3
4
5
6
7
8
9
10
11
12
MEMBER END ACTIONS
LOCATION AXIAL SHEAR MOMENT
(LBS) (LBS) (IN-LBS)
NEG END -3917.690 1860.850 93906.522
POS END 3917.690 -1624.510 -62538.279
NEG END -3917.690 1624.510 62538.279
POS END 3917.690 -1388.170 -35424.156
NEG END -3917.690 1388.170 35424.156
POS END 3917.690 423.770 31119.468
NEG END -1861.692 -2514.509 -31119.468
POS END 1861.692 2672.069 .000
NEG END -2206.952 311.288 .000
POS END 2206.952 -825.672 23968.625
NEG END -6904.432 -910.778 -23968.625
POS END 6904.432 65.225 -9853.622
NEG END -6904.429 -361.593 9853.622
POS END 6904.429 -736.388 7011.883
NEG END -7184.634 -554.373 -701t.883
POS END 7184.634 -519.302 5468.672
NEG END -6165.923 -501.120 -5468.672
POS END 6165.923 -596.861 9776.973
NEG END -5897.034 -392.449 -9776.973
POS END 5897.034 -214.140 1753.207
NEG END -6513.480 -279.420 -1753.207
POS END 6513.480 -313.741 3263.444
NEG END -6514.166 -400.270 -3263.444
13
14
15
16
17
18
19
20
21
22
23
24
25
26
27
28
29
3O
31
POS END 6514.166 -206.319 -5464.181
NEG END -6514.164 -31.653 5464.181
POS END 6514.164 -435.480 8529.958
NEG END -4313.352 -344.399 -8529.958
POS END 4313.352 60.223 .000
NEG END -1854.554 -2284.505 .000
POS END 1854.554 2212.625 -26982.778
NEG END -2900.710 -1.990 26982.778
POS END 2900.710 -824.630 29779.358
NEG END -2900.710 824.630 -29779.358
POS END 2900.710 -932.450 45593.075
NEG END -2900.710 932.450 -45593.075
POS END 2900.710 -1040.270 63347.552
NEG END 1816.436 418.221 .000
POS END -1816.436 -418.221 16728.837
NEG END 6680.671 -381.990 -16728.837
POS END -6680.671 381.990 -14403.383
NEG END 6803.875 134.626 14403.383
POS END -6803.875 -134.626 -1631.432
NEG END 5770.370 13.370 1631.432
POS END -5770.370 -13.370 -391.220
NEG END 4441.524 5.043 391.220
POS END -4441.524 -5.043 -134.696
NEG END 4441.524 5.033 134.696
POS END -4441.524 -5.033 121.341
NEG END 5168.689 -19.575 -121.341
POS END -5168.689 19.575 -1694.474
NEG END 5802.672 -67.183 1694.474
POS END -5802.672 67.183 -8068.117
NEG END 5878.341 157.742 8068.117
POS END -5878.341 -157.742 4787.885
NEG END 4051.699 -119.697 -4787.885
POS END -4051.699 119.697 .000
NEG END -296.052 .000 .000
POS END 296.052 .000 .000
NEG END -1135.669 .000 .000
POS END 1135.669 .000 .000
NEG END -1944.301 .000 .000
32
33
34
35
36
37
38
39
40
41
42
43
44
45
46
47
POS END 1944.301
NEG END .010
POS END -.010
NEG END -1052.617
POS END 1052.617
NEG END -714.376
POS END 714.376
NEG END -237.676
POS END 237.676
NEG END -320,302
POS END 320.302
NEG END 1375.296
POS END -1375.296
NEG END 1985.701
POS END -1985.701
NEG END 1096.572
POS END -1096.572
NEG END 832,218
POS END -832.218
NEG END .752
POS END -.752
NEG END -4624.692
POS END 4624.692
NEG END 5078.411
POS END -5078.411
NEG END -659.059
POS END 659.059
NEG END 1907.070
POS END -1907.070
NEG END -2179.159
POS END 2179.159
NEG END -270.553
POS END 270.553
· 000
.000
.000
.000
,000
.000
.000
.000
.000
.000
.000
· 000
.000
.000
000
000
00O
O00
000
.000
.000
.000
.000
· 000
.000
.000
.000
,000
.000
,000
.000
.000
.000
.000
000
000
000
000
000
.000
.000
.000
.000
· 000
.000
.000
.000
· 000
.000
· 000
.000
.000
000
000
000
000
.000
.000
,000
· 000
.000
.000
.000
.000
.000
.000
POINT
POINT DISPLACEMENTS
DISPL., HORIZ. OR DISPLACEMENT,
IN DIR. OF ROLLER VERTICAL
DISPLACEMENT,
ROTATIONAL
NUMBER
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
26
27
28
(IN)
.164Ee01
.163E+01
.166E+01
.161E+01
.162E+01
.164E+01
.167E+01
,159E+01
.160E+01
.166E+01
,166E+01
,160E+01
158E+01
168E+01
161E+01
168E+01
156E+01
170E+01
158E+01
.170E+01
.155E+01
.171E+01
.188E+00
.270E+00
.505E-01
.756E-01
,000E+00
.000E+00
(IN)
.474E+00
.490E+00
.473E+00
.508E+00
.478E+00
.500E+00
.434E+00
.492E+00
.451E+00
.504E+00
.319E+00
.371E+00
.345E+00
.397E+00
.107E+00
,758E-01
.107E+00
.751E-01
.l13E-01
.151E-01
.108E-01
.147E-01
.267E-02
.360E-02
.107E-02
.144E-02
.000E+00
.000E+00
P~AD IANS )
-.431E-03
-.218E-03
-.207E-04
-.224E-03
-.219E-03
-.168E-03
-.628E-03
.314E-03
-.493E-03
.183E-03
-.253E-02
.357E-02
-.223E-02
.303E-02
-.283E-02
.301E-02
-.273E-02
.268E-02
-.331E-02
,245E-03
-.407E-02
-.635E-03
-.929E-02
-.127E-01
-.456E-02
-,654E-02
.000E+00
.000E+00
60 Pt. frame Case B
NUMBER OF POINTS = 28
NUMBER OF MEMBERS = 47
NI3MBER OF ROLLER SUPPORTS = 0
NUMBER OF PINNED OR FIRL SUPPORTS =
NUMBER OF FIXED SUPPORTS = 2
ALLOWABLE MEMBER STRESSES IN PSI, NORMAL LOAD DUP~ATION
MEM. USE ALLOWABLE
GROUP TYPE BEND COMP TENS WIDTH
DEPTH
MODULUS OF
ELASTICITY
1 CS 1700. 0. 0. 4.500 7.250
2 CS 1700. 0. 0. 3,000 7.250
3 CS 1600. 0. 0. 1.500 11.250
4 CU 1950. 0. 0. 1.500 11.250
5 WU 1850. 0. 0. 1.500 3,500
6 WU 1600. 0. 0. 1.500 5.500
7 WU 1850. O, 0. 1.500 3.500
8 CS 1700. 0. 0. 4.500 7.250
9 CS 1700. 0. 0. 3.000 7.250
.150E+07
.150E+07
.150E~07
.150E+07
.150E+07
.150E+07
.150E+02
.150E+07
.150E+07
THE LOAD DUR3tTION FACTOR IS 1.60
POINT COORDINATES
POINT X-COORD Y-COORD
NO. (IN) (IN)
1 .000 132.000
2 ,000 .000
3 85.380 103.540
4 -85,380 103.540
5 50,870 .000
6 -50.870 .000
7 168.870 75.710
8 -168.870 75.710
9 143.630 .000
10 -143.630 .000
11 254.250 47.250
12 -254.250 47.2S0
13 238.500 .000
14 -238,500 .000
15 320,000 25,330
16 -320.000 25.330
17 320.000 .000
18 -320.000 .000
19 360.000 12.000
20 -360.000 12.000
21 360,000 .000
22 -360.000 .000
23 360,000 -138.000
24 -360.000 -138.000
25 360,000 -156.000
26 -360.000 -156.000
27 360.000 -174.000
28 -360.000 -174.000
MEMBER LAYOUT
MEMBER
NI3MBER
NEGATIVE END
POINT CONDITION
POSITIVE END
POINT CONDITION
MEMBER
GROUP
1 28 RIGID 26 RIGID 1
2 26 RIGID 24 RIGID 2
3 24 RIGID 22 RIGID 1
4 22 RIGID 20 RIGID 1
5 20 PINNED 16 RIGID 3
6 16 RIGID 12 RIGID 3
7 12 RIGID 8 RIGID 3
8 8 RIGID 4 RIGID 3
9 4 RIGID 1 RIGID 3
10 1 RIGID 3 RIGID 3
11 3 RIGID 7 RIGID 3
12 7 RIGID 11 RIGID 3
13 11 RIGID 15 RIGID 3
14 15 RIGID 19 PINNED 3
15 19 RIGID 21 RIGID 8
16 21 RIGID 23 RIGID 8
17 23 RIGID 25 RIGID 9
18 25 RIGID 27 RIGID 8
19 22 PINNED 18 RIGID 4
20 18 RIGID 14 RIGID 4
21 14 RIGID 10 RIGID 4
22 10 RIGID 6 RIGID 4
23 6 RIGID 2 RIGID 4
24 2 RIGID 5 RIGID 4
25 5 RIGID 9 RIGID 4
26 9 RIGID 13 RIGID 4
27 13 RIGID 17 RIGID 4
28 17 RIGID 21 PINNED 4
29 12 PINNED 14 PINNED 5
30 8 PINNED 10 PINNED 5
31 4 PINNED 6 PINNED 6
32 1 PINNED 2 PINNED 7
33 5 PINNED 3 PINNED 6
34 9 PINNED 7 PINNED 5
35 13 PINNED 11 PINNED 5
36 14 PINNED 8 PINNED 5
37 10 PINNED 4 PINNED 5
38 6 PINNED 1 PINNED 6
39 1 PINNED 5 PINNED 6
40 3 PINNED 9 PINNED 5
41 7 PINNED 13 PINNED 5
42 22 PINNED 16 PINNED 3
43 20 PINNED 18 PINNED 3
44 16 PINNED 18 PINNED 3
45 17 PINNED 19 PINNED 3
46 15 PINNED 21 PINNED 3
47 15 PINNED 17 PINNED 3
REACTION CONDITIONS
POINT REACTION HORIZ
NUMBER TYPE DISPL
27 FIX .00
28 FIX .00
VERT
DISPL
.00
.00
MEMBER PROPERTIES
MEMBER
NUMBER
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
2O
21
22
LENGTH
(IN)
18.000
18.000
138.000
12.000
42,163
69.308
89.998
88.006
89.998
89.998
88.006
89.998
69.308
42.163
12.000
138.000
18.000
18.000
40.000
81.500
94.870
92.760
WIDTH
{IN)
4.500
3.000
4.500
4.500
1.500
1.500
1.500
1.500
1.500
1.500
1.500
1.500
1.500
1.500
4.500
4.500
3.000
4.500
1.500
1.500
1.500
1.500
DEPTH
(IN)
7.250
7.250
7.250
7.250
11.250
11.250
11.250
11.250
11.250
11.250
11.250
11.250
11.250
11.250
7.250
7.250
7.250
7.250
11.250
11.250
11.250
11.250
MODULUS OF
EL~ASTICITY
.150E+07
.150E+07
.150E+07
.150E+07
.150E+07
.150E+07
.150E+07
.150E+07
.150E+07
.150E+07
.150E+07
.150E+07
.150E+07
.150E+07
.150E+07
.150E+07
.150E+07
.150E+07
.150E+07
.150E~07
.150E+07
.150E+07
23 50.870 1.500 11,250
24 50.870 1.500 11.250
25 92.760 1~500 11.250
26 94.870 1.500 11,250
27 81.500 1.500 11.250
28 40,000 1.500 11.250
29 49.806 1.500 3.500
30 79,806 1.500 3.500
31 109.140 1.500 5.500
32 132.000 1,500 3.500
33 109.140 1.500 5.500
34 79.806 1.500 3.500
35 49.806 1.500 3.500
36 102.861 1,500 3.500
37 118.801 1.500 3,500
38 141.463 1,500 5.500
39 141,463 1.500 5,500
40 118,801 1,500 3.500
41 102~861 1.500 3.500
42 47.346 1.500 11.250
43 41.761 1.500 11,250
44 25.330 1.500 11.250
45 41.761 1,500 11.250
46 47.346 1,500 11.250
47 25.330 1.500 11.250
.150E+07
.150E+07
.150E+07
.150E+07
.150E+07
.150E+07
.150E+07
.150E+07
.150E+07
.150E+02
.150E+07
150E+07
150E+07
150E+07
150E+07
150E+07
150E+07
150E+07
150E+07
150E+07
.150E+07
.150E+07
.150E+07
.150E+07
.150E+07
THE STRUCTURE HAS
UNIFORM LOADS AS FOLLOWS
MEMBER HORIZ VERT
NUMBER COMP COMP
(PLI) {PLI}
1 8.210 .000
2 8.210 .000
3 8.210 .000
4 8.210 .000
5 -17.100 17.100
6 -17.100 17.100
7 -17.100 17.100
8 -17.100 17.100
9 -17.100 17.100
10 11.700 11.700
11 11.700 11.700
12 11.700 11.700
13 11.700 11.700
14 11.700 11.700
15 10.900 .000
16 10.900 .000
17 10.900 .000
18 10.900 .000
******************************* RESULTS *******************************
*** REACTIONS ***
REACTION HOR. COMP. VERT. COMP. MOMENT
POINT (LBS) (LBS) (IN-LBS)
27 -1465.661 -4679.469 75150.554
28 -1440.799 -5688.531 82664.106
*** STRENGTH ANALYSIS ***
MEMBER
NUMBER
1
2
3
4
5
6
7
8
9
10
11
12
LOCATION
NEG END
POS END
NEG END
POS END
NEG END
POS END
NEG END
POS END
NEG END
POS END
NEG END
POS END
NEG END
POS END
NEG END
POS END
NEG END
POS END
NEG END
POS END
NEG END
POS END
NEG END
MEMBER END ACTIONS
AXIAL SHEAR MOMENT
(LBS) (LBS) (IN-LBS)
-5688.531 1440.799 82664.106
5688.531 -1293.019 -58059.738
-5688.531 1293.019 58059.738
5688.531 -1145.239 -36115.410
-5688.531 1145.239 36115.410
5688.531 -12.259 43752.000
-2630.803 -3596.740 -43752.000
2630.803 3695.260 .000
-3198.237 467.495 .000
3198.237 -1188.476 34910.067
-10143.228 -1306.505 -34910.067
10143.228 121.344 -14570.364
-10143.223 -497.086 14570.364
10143.223 -1041.887 9945.247
-10614.496 -781.664 -9945.247
10614.496 -723.242 7374.474
-9205.302 -686.126 -7374.474
9205.302 -852.847 14876.746
-8940.966 -650.622 -14876.746
8940.966 -402.360 3705.151
-9956.159 -486.283 -3705.151
9956.159 -543.390 6218.052
-9776.814 -708.026 6218.052
POS END
13 NEG END
POS END
14 NEG END
POS END
15 NEG END
POS END
16 NEG END
POS END
17 NEG END
POS END
18 NEG END
POS END
19 NEG END
POS END
20 NEG END
POS END
21 NEG END
POS END
22 NEG END
POS END
23 NEG END
POS END
24 NEG END
POS END
25 NEG END
POS END
26 NEG END
POS END
27 NEG END
POS END
28 NEG END
POS END
29 NEG END
POS END
30 NEG END
POS END
31 NEG END
9776.814
-9776.815
9776.815
-5338.902
5338.902
-2634.585
2634.585
-4679.469
4679.469
-4679.469
4679.469
-4679.469
4679.469
2190.422
-2190.422
9067.673
-9067.673
9313.662
-9313.662
7886.621
-7886,621
6048.629
-6048,629
6048.629
-6048.629
7294.260
-7294.260
8330,642
-8330.642
8294.498
-8294,498
4466.830
-4466.830
-375.279
375.279
-1562.710
1562,710
-2687.380
-344.955
19.912
-830.812
-705.850
212.547
-1304.583
1173.783
-430.939
-1073.261
1073.261
-1269.461
1269.461
-1465.661
614.756
-614.756
-557.081
557,081
195,445
-195.445
19.863
-19.863
5.022
-5.022
5.007
-5.007
-26.183
26.183
-127.669
127.669
331,180
-331,180
-313.330
313.330
,000
.000
.000
.000
.000
-10119.838
10119.838
19361.011
-19361.011
.000
.000
-14870.199
14870.199
29449.971
-29449.971
50534.462
-50534,462
75150.554
,000
24590.240
-24590.240
-20811.830
20811.830
-2269.963
2269.963
-427.492
427.492
-172.023
172.023
82,704
-82.704
-2346,028
2346.028
-14457.995
14457.995
12533.196
-12533.196
.000
.000
.000
.000
.000
.000
POS END
32 NEG END
POS END
33 NEG END
POS END
34 NEG END
POS END
35 NEG END
POS END
36 NEG END
POS END
37 NEG END
POS END
38 NEG END
POS END
39 NEG END
POS END
40 NEG END
POS END
41 NEG END
POS END
42 NEG END
POS END
43 NEG END
POS END
44 NEG END
POS END
45 NEG END
POS END
46 NEG END
POS END
47 NEG END
POS END
2687.380
.015
-.015
-1809.328
1809.328
-1152.140
1152.140
-324.597
324.597
-538.698
538.698
1902.462
-1902.462
2748.172
-2748.172
1872.975
-1872.975
1370.542
-1370.542
-205.028
205.028
-6864.431
6864.431
7180.061
-7180.061
-891.339
891.339
3996.203
-3996.203
-4407.861
4407.861
-503.790
503.790
000
000
000
· 000
.000
.000
· 000
.000
.000
.000
.000
.000
.000
.000
.000
.000
.000
.000
.000
.000
.000
.000
000
000
000
.000
.000
.000
.000
.000
000
000
.000
.000
.000
.000
.000
.000
.000
.000
.000
.000
.000
.000
.000
.000
.000
.000
000
000
000
.000
.000
· 000
.000
.000
.000
.000
000
000
000
000
.000
.000
.000
· 000
DISPL.,
POINT IN DIR.
POINT DISPLACEMENTS
HORIZ. OR DISPLACEMENT,
OF ROLLER VERTICAL
DISPLACEMENT,
ROTATIONAL
NUMBER
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
2O
21
22
23
24
25
26
27
28
(IN)
.165E+01
.164E+01
.169E+01
.160E+01
.163E+01
.165E+01
.171E+01
.157E+01
.160E+01
.168E+01
.169E+01
.159E+01
.157E+01
.171E+01
.160E+01
.171E+01
.154E+01
.174E+01
.157E+01
,173E+01
.153E+01
.175E+01
,217E+00
,243E+00
.604E-01
.662E-01
.000E+00
.000E+00
(IN)
.696E+00
.720E+00
,704E+00
.739E+00
.708E+00
.730E+00
.654E+00
,711E+00
.678E+00
.729E+00
.483E+00
.535E+00
.521E+00
.572E+00
.139E+00
.107E+00
.138E+00
.106E+00
.181E-01
.219E-01
.175E-01
.213E-01
,430E-02
.523E-02
.172E-02
.209E-02
.000E+00
.000E+00
(R~DIANS)
-.426E-03
-.216E-03
,441E-04
-.285E-03
-.224E-03
-.158E-03
-.810E-03
.498E-03
-.617E-03
.310E-03
-.413E-02
.517E-02
-.360E-02
,441E-02
-.415E-02
.431E-02
-.390E-02
.383E-02
-.339E-02
.283E-03
-.381E-02
-.947E-03
-.103E-01
.l18E~01
-.525E-02
-.589E-02
.000E+00
.000E+00
O~
APPROVEI~ BY
PLANNING BOARD
'tOWN OF SOUTHOLD
UNDERWRITERS CERTIFICATE:
AP/PR0/VED AS NOTED
DAT~ B.p. # :.~,'~/:~.~:-
765 802 8AM TO 4PM FOR TRE
1. FOUNDATION - TWO REQUIRED
FOR POURED CONCRETE
2. ROUGH - FRAMrNG & PLUMBING
3. INSULATION
4. FINAL - CON3TPUCTION MUST
BE COMPLETE ;OR C O.
ALL CONSTRDC¢IL,N SRALL MEET THE
REQUIREMENTS OF THE CODES OF NEW
YORK SLATE. NOT RESPONSIBLE FOR
DESIGN OR CONSTRUCTION ERRORS,
COMPLY WITH ALL CODES OF
NEW YORK STATE & TOWN CODES
,~ J,'4S OF
AS REQUIRED ANDCO. ,--r.~
~'/ SOUTHJ., ,r, ,.~
SOUT JL' ,', ~,'A';NGGOARD
N.YS DEC
CEflTIFICATI(
NAtLIN~ &~
REQUIRE
........ \LL cONST
ME :"T THE REC
oDES OF
C CCUPAI
~ SE IS U!
I ....... ---I VITHOU;
--- ' ,F OCCL
~ETAIN STOfl
...... :URSUANT T
- ',OM PLY W
:LOO~ DAM
- ;OUTHOLD
..... PI UMBER CE
. ' ON '.FAD CON:
...... CEF 'IFICA TE o,
S, ~LDER USE,
SL ?PLYSYST
E,~ ;EED 2/10
PANCY
I/l WATER RUNOFF
~ CHAPTER 238
CODE.
PREVENTION
~ON
:OCCUPANCY
]INWATER
Z-kd)A/
PLUMBING
ALL PLUMBING WASTE
& WATER LINES NEED
TESTING BEFORE COV,ERING
z z R
;j~pKOVED BY BOARD
~ite dcvelopmcra plan shall be v~id for
a period of ~ (3) ye~ ~om me u=~ ~
code s~tlon
E
,/
,.GIT~ DATA
TOTAL. ~ · 24,2
GONCEPTUAL 5ITE PLAN ]
N
Young & Young
400 Os~ra~der Avenue, l~iverhea& liew York 11901
631-?£?-2303
~1'I~ DATA
TOTAL AF~.A - 24.~
NAP FOR
EDI/',IAf:RD H. HARBE5 III
~ubdivi~lon: Hell~ ~rms
A~ J~meepor~
Tonn o~ Rlverhe=d $Tonn o~ ~outhol~
&OO O~ OI 2.14
CONCEPTUAL 61'1~ PLAN
MORTON BUILDINGS GENERAL SPECIFICATIONS
LAMINATED COLUMNS - NO. I OR BETTER SOUTHERN YELLOW PINE NAIL LAMINATED 3 MEMBER S4S
COLUMNS USED IN MORTON BUILDINGS ARE PRESSURE TREATED BELOW GRADE TO A RETENTION OF .B
POUNDS PER CUBIC FOOT WITH CHROMATED COPPER ARSENATE TYPE IlL OXIDE IN CONFORMANCE
WITH USEPA GUIDELINES AND AWPA STANDARD C28. THE TREATED PORTION OF THE COLUMN
EMBEDDED IN GROUND SHALL BE LAMINATED WiTH STAINLESS STEEL NAILS,
FOOTINGS AND ANCHORAGE - COLUMN HOLES ARE DUG A MINIMUM DEPTH OF 4'~8'' BELOW GRADE
(SEE plANS FOR DIAMETER AND DEPTH). COLUMNS WITH GALVANIZED SUPPORT STILTS ARE PLACED IN
THE HOLE. CONCRETE (MINIMUM COMPRESSIVE STRENGTH 2500 PSi) IS POURED IN PLACE TO THE
SPECIFIED THICKNESS (SEE pLANS FOR REQUIRED THICKNESS ABOVE AND BELOW THE COLUMN). THE
COLUMN IS THEN BACKFILLED WITH SOIL AND COMPACTED AT B" INTERVALS OR BACKFILLED WITH
CONCRETE (SEE PLANSJ.
TREATED LUMB[~ - PRESSURE pRESERVATIVE TREATED LUMBER OTHER THAN LAMINATED COLUMNS ARE
NO. 1 OR BEITER SOUTHERN YELLOW PiNE AND CENTER MATCHED OR NOTCHED AND GROOVED,
PRESSURE TREATED TO A NET RETENTION OF ,4 POUNDS PER CUBIC FOOT WITH A CODE AND INDUSTRY
APPROVED PRESERVATIVE TREATMENT IN ACCORDANCE WITH AWPA USE CATEGORY UC4A.
FRAMING LUMBER - SIDING NAILERS ARE 2x4 S4~ QR 2x6 SPF NO. 2 OR BE~FER SPACED APPROXIMATELY
36" O.C. WITH ALL JOINTS STAGGERED AT ATTACHMENT TO COLUMNS. ROOF PURLINS ARE 2x4 S4S NO.
2 OR BEITER ON EDGE SPACED APPROXIMATELY 24" O,C, ALL OTHER FRAMING LUMBER IS NO, 2 OR
BRIER.
ROOF TRUSSES - FACTORY ASSEMBLED WITH lB OR 20 GAUGE GALVANIZED STEEL TRUSS PLATES AS
REQUIRED AND KILN DRIED LUMBER AS SPECIFIED, IN-PLANT QUALITY CONTROL iNSPECTION IS
CONDUCTED UNDER THE AUSPICES OF THE TPI INSPECTION BUREAU, TRUSSES ARE DESIGNED IN
ACCORDANCE WITH CURRENT STANDARDS AND SPECIFICATIONS FOR THE STATED LOADING.
SIDING PANELS (KYNAR B00 / HYLAR 50OD) - 0.019" MIN,, G90 GALVANIZED OR AZ55 GALVALUME, WITH
AN ADDITIONAL BAKED-ON KYNAR 500 / HYLAR 5000 FINISH WITH A NOMINAL 1 MIL. PAINT THICKNESS
ON EXTERIOR.
ROOFING PANELS JFLUOROFLEX 2000 TM) . 0,019" MIN. AZ55 GALVALUME WiTH AN ADDITIONAL
BAKED-ON THICKNESS POLYURETHANE PRIMER AND KYNAR 500 / HYLAR 5000 TOPCOAT WITH A TOTAL
MINIMUM PAINT THICKNESS OF 2 MILS ON EXTERIOR.
TRIM - DIE-FORMED TRIM OF 0,019" MIN., G90 GALVANIZED OR AZ55 GALVALUME STEEL ON GABLES,
RIDGES, CORNERS, BASE WINDOWS, AND DOORS WITH SAME FINISH AS ROOFING OR SIDING PANELS.
GU1TERS - 5" K-STYLE, .030 HIGH TENSILE ALUMINUM GUT[ER, KYNAR 500 / HYLAR 5000 FINISH TO MATCH
TRIM, ON BOTH SIDES OF THE BUILDING.
ADDITIONAL NOTES
I,) ALL PLOT PLANS AND RELATED DETAILS SHALL BE PROVIDED BY OWNER UNLESS INCORPORATED
AS PART OF THESE DRAWINGS.
2.) ALL INTERIOR PARTITIONS AND ROOM FINISHES IF NOT INCLUDED WITH THESE DRAWINGS SHALL BE
PROVIDED BY OWNER, STANDARD FINISHES SHALL HAVE LESS THAN 200 FLAME SPREAD RATING AS
REQUIRED BY ASTM E84 FOR ORDINARY CONDITIONS AND 28 OR LESS FOR EXITS* PASSAGEWAYS,
AND CORRIDORS,
B,) FLOOR COVERINGS JUDGED TO REPRESENT AN UNUSUAL HAZARD BHALL MEET THE SAME TESTING
PROCEDURES AS REQUIRED FOR WALL AND CEILING FINISHES.
4.) MORTON BUILDINGS GENERAL SPECIFICATIONS APPLY UNLESS INDICATED DIFFERENTLY ON
SPECIFIC JOB DRAWINGS OR SUPPLEMENTAL INFORMATION.
5.)KYNAR 500 IS A REGISTERED TRADEMARK OF ATOFINA CHEMICAL, INC., HYLAR SgOO IS A
TRADEMARK OF SOLVAY SOLL:XJS.
~x4FK 11/05
SHEET INDEX
SHEET# DESCRIPTION
G1 OF 81 SPECIFICATIONS & SHEET INDEX
Sl OF S7 COLUMN PLAN __
S2 OF S7 TRUSS PLAN & DETAILS
S3 OF 57 TRUSS DRAWING & PURLIN LAYOUT __
S4 OF S7 ELEVATIONS
S5 OF S7 FASTENING SCHEDULE & DETAILS
S6 OF S7 SECTIONS & D~AILS
S7 OF S7 DETAILS
EARTHQUAKE DESIGN DATA TABLE
0.2 SEC SPECTRAL RESPONSE 0.200
ACCELERATION (Ss)
.0 SEC SPECTRAL RESPONSE 0.OBg
ACCELERATION (Si)
TYPICAL LUMBER SPECIFICATIONS - 2001 NDS
SrZE DESCRIPTION BENDING VALUE Fb
2)(4 NO. 1 &2$PF 1313 PSI
2x4 210Of MSR SPF 2100 PSI
2x6 NO. ] &2SPF 113B PSI
2x6 NO, 1 SYP 1650 PSI
2~8 NO, 1 SYP 1 BOO PSi
2xl 0 NO, 1 SYP 1300 PSi
2x12 NO. 1 SYP 1250 PSI
NOTE: HIGHER GRADE MATEI:IAL REQUIRED AS NOTED ON pLANS.
BUILDING DESIGN CRITERIA
BUILDING CODE
USE GROUP
CONSTRUCTION TYPE
t( /
FLOOR AREA 11,700 SQFT
MEAN ROOF HEIGHT
BUILDING CATEGORY
MINIMUM LIVE ROOF LOAD DESIGN SEE BELOW
·'OOF SNOW LOAD* 13 PSF
~AX. D~SlGN ELEVATION 1000
r~OUND SNOW LOAD 20 PSF
SPEED (Vas)
IMPORTANCE FACTOR
EXPL ,~RE CATEGORY
INTEF" AL PRESSURE COEFFICIENT
BUIIJ ~G DESIGN CONDITION
PEA: ~EIGHT
BUlLL 'G VOLUME
WINI' C)AD DESIGN
MAIN ~NDFORCE RESISTING SYSTEM
120 MPH
0.77
C
ENCLOSED
25.5 FT
239,850CU FT
ASCE 7 METHOD 2
ZONE IE 21.02 PSF
ZONE 2E -27.37 PSF
ZONE 3E -18.68 PSF
-17.47 PSF
ZONE 4
ZONE 4E
ZONE 5E 21.02 P;SF
ZONE 6E -17.47 PSI:
ZONE 1 15.25 PISF
ZONE 2 -19.05 PSF
ZONE 3 -14,20 PSF
ZONE 5
ZONE6
ZONE 1
15.25 PS~
;OMPON~ Ir & CLADDING WIND LOADS
-13.04 PS~
14.89, -23.6:
PSF
ZONE 2 14.89,~41,16 P
ZONE 3 14.89,-B0,B7 P~
ZONE 4 25.84,-2B.03
ZONE5
25.84,-34.60 P
MINIMUM LIVE ROOF LOAD DESIGNS FOR CONSTRUCTION, MAINT[NANf
REPAIR, AND OTHER TEMPORARY LOADS PER SECTION 1607.107.1~,~1. /
1. ROOF PURLINS AND OTHER SECONDARY STRUCTURAL(,/
MEMBERS = 20 PSF
2, ROOF TRUSSES, HEADERS, COLUMNS AND OTHER PRIMARY
STRUCTURAL MEMBERS = 15 PSi:
B. FOOTINGS: J3 PSF (DESIGNED FOR ROOF SNOW LOAD AND OTHER
NON'TEMPORARY LOADS WITH APPROVAL FROM BUILDING
OFFICIAL)
ROOF SNOW LOAD CALCULATIONS
Ps = O,TxCexlxPgxCfxCs
Ce = SNOW EXPOSURE FACTOR = 1.0
I = IMPORTANCE FACTOR = 0.B
Pg = GROUND SNOW LOAD = 20 PSF
Ct - THERMAL FACTOR = 1,2
Cs = ROOF SLOPE FACTOR = 0,94
Ps : 0.Txl.0xO.Gx20xl,2xO,94=12,6PSF
WITHr':' , lr CAT
APPROVED AS NOTED
ALL CONST t CTION SHALL
MEETTHE REOL ,i: ,,,SOFTHE
CODES OF NEW YOBK STATE,
"JJ I ERWR R$ CERTI
REQUIflED
RETA1N ORNI w TER RUNOFf:
PURSUANT TO CHAPTER 236
OF THE TOWN COOE,
I HEREBY CERTIFY THAT THE STRUCTURAL DESIGN FOR
THIS BUILDING WAS PREPARED BY ME OR UNDER MY
DIRECT SUPERVISION AND THAT I AM A DULY
DATE:
WARNING:
IT IS A VIOLATION OF NEW YORK STATE LAW FOR ANY
PERSON UNLESS ACTING UNDER THE DIRECTION OF THE
LICENSED ARCHITECT OR LICENSED ENGINEER TO
ALTER ANY ARCHITECTURAL OR ENGINEERING ITEM.
CUTCHOGUE, N~Y .
n
0
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7
~DRA WN BY: KLEIN
DA TE: 03/27/08
CHECKED BY,' BOG
gA TE: 05/12/08
~EVISED DATE: --
~EVISED DATE: --
eEVISED DARE; --
REVISED DATE,' --
· SCALE: AS NOTED ~'~
SHEET NO,
· Glo G1
$9'-9'
52'-4 1/2"
44'-10 1/2".
41'-7 1/9"
18'-1
14'-10 1/2" '
7'-4 1/2"
_,- ? 'T ~' 'T
7'-6" '- 7'-6" 7'-6" 7'-6" 7'-6"
24"B
16"B \ /
b
7'-6" 7'-6"
7'-6" 7'-6"
24"B 24"B 24"B 24"B
¥ ¥ Y
24"B
COLUMN PLAN LEGEND
a . 3-2x6 LAMINATED COLUMN LOCATION
[] - 8-2x6 LAMINATED COLUMN W/2x6xT' STIFFENER
fl - 3-2x8 LAMINATED COLUMN LOCATION
m - HEADEREDTRUSS LOCATION
[] - (8) 8068 9*LITE TEMPERED GLASS IN LEAF WITH EMBOSSED OROSSBUCK
EJBERSTEEL WALKDOOR(S) WJCLOSRR, DRADBOLT, & LOOKSET
Q 22'-6" x 13'-7 1J2" DOUBLE SLIDING ALUMASTEEL SIDE DOOR(S) W/WEATHERSEAL
~) (2) 24'-0" X 14' DOUBLE SLIDINg ALUMASTEEL END DOOR(S) W/WEATHERSEAL
ALL STEEL FASTENED W/S.S. SCREWS
(13) 3065 SKYLITEJS) (VERIFY LOCATION)
(3) 3'-6"x3'-6" CUPOLA WITH M 30 WEATHERVANENON-FUNCTIONAL
~ 81M BASE ANCHORS
(6"B- 6" DIAMETER FOOTING WITH B"THICK MINIMUM READY-MIX
CONCRETE BELOW BOTTOM OF LOWER COLUMN W TH ADD TIONAL
READY-MIX BACKFILLED TO 4" BELOW GRADE, PLACE CONCRETE
BELOW AND ABOVE BOTTOM OF LOWER COLUMN IN ONE OPERATION.
24'B- 24" DIAMETER FOOTING WITH J0Ir THICK MINIMUM READY-MIX
CONCRETE BELOW BOTTOM OF LOWER COLUMN WITH ADDITIONAL
READY-MIX BACKFILLED TO 4" BELOW GRADE, PLACE CONCRETE
BELOW AND ABOVE BOTTOM OF LOWER COLUMN IN ONE OPERATION.
30"B- 13" THICK MINIMUM READI-MIX CONCRETE BELOW
BOTI'OM OF LOWER COLUMN WITH ADDITIONAL
READEMIX BACKFILLED TO 4" BELOW GRADE,
PLAOE CONORETE BELOW AND ABOVE BOTTOM
OF LOWER COLUMN IN ONE OPERATION.
ROUGH OPENING SCHEDULE
UNIT SYMBOL WIDTH HEIGHT
FROM LEGEND
[] 38 1/4" 8]"
3'-11 1/4"
30"B
22'-1 1/2"
3'-I1 1
24"B 24"B
24"B 24"B 24~'B 24"B 24"B
¥ Y ¥ Y Y
7'-6'' 7'-6"
24"B
Y
7'-6" '1' 7'-6"
24"B 24"B
7'-6" 7'-6"
24"B 24"B
¥ ¥
24'B
24"B 24"B 24"B
¥
7~.6,, 7L6.
COLUMN PLAN
24'B
16'
24"B
SCALE:
1'-0" VENTED SIDEWALL OVERHANGS
16"B
16"~
24"B
7'-4 1/2"
Z
,59'-9"
52~-4 1/2"
44'-10 1/2"
· 41'-7
18'-1 1/2"
14'-10 1/2"
7'-4 1/2"
CALLED
dDWALL OVERHANGS
CUTCHOGUE, NY
n
0
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DA TE: 03/27/08
CHECKED B~' SOG
DA TR: 05/12/08
REVISED DA PE., ..-
REVISED DATE: -_
o5,
~- SCALE; AS NOTED
SHEET NO.
· SloES7
7'-4 1/2"
~"- 7'-6" L~ 7'-6" ¢~ ?'-6" 7'-6"
7~-6'' ~ 7'-6" ~o 7'-6" -o
7'-6" 7'-6" 7'-6"
- 7'-6" 7'-6"
TRUSS/BRACING PLAN LEGEND
(~) ~ 60' 2090 S,C. TRUSSES @ 7
- 60' END RAFTER ASSEMBLY
- 2x4TRUSS TIES @ 3-9 O, .
- 2X6 DIAGONAL END BRACES @ 7~-6" O,C.
(TO EXlEND TO FIRST TRUSS IN FROM ENDWALL)
TRUSS/BRACING PLAN
SCALE:
(2) 20d R.S. NAILS IN OVERHANG FRAME
2x4 BEV, PURLIN
TOE NAIL OVJ
TO OVERHANG NAILER WITH
(1] 16d R.S, NAiL EACH SIDE
OVERHANG FRAME -
2x6 OVERHANG NAILER
I.
DETAIL 1
SCALE: 1 1/2": 1 '-0"
60' - ~Xl0 INC.1 SYP)
END RAFTER ASSEMBLY
(7) 20d R.S. NAILS
-- 3-2X6 CORNER COLUMN
60' 2x10 (NO.1 SYP) ~
END RAFTER ASSEMBLY~
_1o-2ooN
ADDITIONAL 2x6 NAILER ~
20d R,S. NAIL THR ~ // · j
2x4 TRUSS TIE ~ ~
2x4 TRUSS TIE TO ENDWALL DETAIL #3
2-2x6 END COLUMN EXTENSION OR
UPRIGHT ASSEMBLY NAILED TO END
RAFTER ASSEMBLY AS SHOWN AND TO
EACH INTERSECTING WEB. FASTEN TO
HEADER AND FRAMING MEMBER WITH (2)
16d R.S. NAILS iNTO EACH END COLUMN
EXTENSION MEMBER OR UPRIGHT.
DETAIL 2
SCALE: 1 1/2"=, 1'-0"
2x4 TRUSS TIE
60d R,S, NAIL
.OWER TRUSS CHORD
I1) #9xlr' TRU-GRIP sCREWS ON PEAK SIDE AND/'~''''/~'///~
(2) ON EAVE SIDE IN HOLES SHOWN.
(JOINT MUST BE TIGHT BEFORE FASTENING CLIPS)
2x4 TRUSS TIE DETAIL
CALLED
20 ga. GALVANIZED PURLIN CONNECTOR
CUTCHOGUE, NY
08 NO,12810813
II I
7
~DRAWN B~' KLEIN
DA TE: 03/27/08
CHECKED BY,' SOG
DA TE: OB/12/0B
REVISED DATE:
REVISED DATE:
REVISED DATE: --
~REVISED DAT£' --
· SCALE: AS NOTED
SHEET NO,
~, S2 oF S7
BC
EP
SL
HO 1-3-8
9- 2-13
9-2-13
6-10- 7
7-3-0
22-11-14
6-10-10
7-3-0
29-10- E
6-10-10
7-3-0
36-9-2
6-10-10
7-3-0
43- 7-12
6-10-10
7-3-0
50-6-3
6-10- 7
9-8-14
59-9-0
SL 16-6-5
HO1 3-8
11-3-0
4.034I-
WG1
8
#2.5x5
Wl
C
&18G-MN 18-7,5xl 6.25
& 18G-MN 1B-6.25x 12.5
B1 #5x&2B
0,1004
R
T2
W4
W~
D
#7.5xl 0
W5
3,963 [--
#18G-MN18~10xl6.25
E
WEB STIFFENERS
--] 3,963
F
W6
W8
W7
#7.5x10
T3
W9 Wl0
#8.75x8.~5 #8,75xl 1.25 N #8.75xl 1,25 #8175x8,75
18G-MTSH-Sx16 B2 O M 18G-MTSH~Sx16 K
p L
7. 7-8 E I 50508 40 00F40 00 50508
17- 9- 5 - 250408 291008 ~ 340408 391a00
7-7-8 ~'~
G
Wll
H
#2.5x5
WG2
T4
J 4.034
#5x6,25
J
B3 &18G-MN 18-6,25xl 2.5
&l 8G-MN18-11.25x17,5
59-9-0
TRUSS DESIGN LOAD = 270 PLF
REQUIRED TRUSS LOAD = 19
LiVE LOAD 18 ,PSF
DEAD LOAD 4 PSF
CEILING LOAD PSF
TOTAL LOAD 19 PSF
PSF AT 7'-6" D.C.= 143 PLF
59-%0
TRUSS DESIGN SPECIFICATION;
Truss has been designed by computer using Rebblns
Engineering Software and specifications of recognized
engineer]ng principles. Trusses are manufactured by Morton
Buildings, inc.
LUMBER SPECIFICATION {2001 NbS for Wood Construction):
Lower Chord -- No, 1 K.D, - 19 or 2400f - MSR 2,0E Southern Pine
Top Chord --~ No. 1 K.P. - I 9 or 2400f - MSR 2,OR Southern Pine
Web Members -- No, 1 K,D. - 19 Southern Pine
TRUSS PLATE SPECIFICATION {ICBO Evaluation repod NO. 2929):
ASTM A-653, Grade A 20 Ga. and 18 Ga, where noted,
galvanized steel Modon truss plates identified by a hexagon
stamped every 1 114" along the center of the plate.
60' S.C. 2090 TRUSS
SCALE; ~jl~I= 1'-0"
7-7-8
49-7-3
6' WIDE
(ZONE 2 & 3J
2x4 P
6' WIDE
(ZONE 2 & 3}
HEADLOK .19"x 6.0" FLATHEAD LAG SCREW
60' WIDE BUILDING PURLIN LAYOUT
SCALE: 1/2"= 1'-0"
NOTE:
HEADLOK .19" x 6.0" FLATH FAD LAG
SCREW TO BE USED ON ALL PURLINS,
2x4 PURLIN
HEADLOK .19'~(6,0" FLATHEAD LAG SCREW
(ICC-ES REPORT ESR-1078)
(1) #9x1" TRU-GRiP SCREW ON PEAK SiDE AND
(2) #9x1" TRU-GRIP SCREWS ON EAVE SIDE DP
PURLIN IN HOLES SHOWN (JOINT MUST BETIGHT
BEFORE FASTENING CLIPS
2x4 BUTTED PURLIN DETAIL
IPURLIN CONNECTED WITH
6" HEADLOK F~LATHEAD LAG SCREW)
SCALEE: 1 1/'Z'= 1'-9"
20 GA. GALVANIZED
PURLIN CONNECTOR
U
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U
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DA TE: 03/27/08
CHECKED BY: SaG
OA I"E; 05/12/08
~?EVISED DATE: ----
J~EVISED DATE., ---
FR:
o5,,°s
· SCALE.'AS NOTED
SHEEI' NO.
,. S3 o~ S7
(ZONE 3)
(ZONE 2)
(ZONE
ZONE B
(ZONE 3) ~
IZONE2)~
(ZONE3)~
34'-6" 65'-0" 65'~)"
6' WIDE (ZONE 2)
[ONE 2 & 3) (ZONE 1 )
34,.6,r
3'-6"x3'-6" CUPOLA
(NON-FUNCTIONAL)
6' WIDE.. 183' WIDE (ZONE 4) · !~
J '(ZONE 5) I
~7L6'' ~ 25"0" 72"6"
~ ~ =
~, ~ O
6,0' WIDE
(ZONE E)
6' WIDE
(ZONE 2 & 3) (ZONE 1)
WIDE
(ZONE2&3)
NORTH ELEVATION
6.0' WIDE ~ 6.0' WIDE
(ZONE 2 & 3} /'~' ~/~'~. (ZONE 2 & 3)
6,0' WIDE
(ZONE 2 & 3)
4E.0' WIDE (ZONE
6,0' wro~ ,~,o' w,DE ~ ~8.o' wiDE IZONE ~1
(ZONE E) (ZONE ,5)
6,0' WIDE
(ZONE 5)
30'-0" ], 30'~)"
b 0 -~
WEST ELEVATION
25'-0"
EAST ELEVATION
kEILE TRIM
:L SIDING
CORNER TRIM
DN TRIM
\INSCOT
6' WIDE
(ZONE 2 &
5" O,G, GUTTERS
HERIB STEEL SIDING
rRtM
STEEL WAINSCOT
BASE TRIM
HI-RIB STEEL SIDING
T#21 CORNER TRIM
T# 167 TRANSITION TRIM
HI-RIB STEEL WAINSCOT
T#)67 BASE TRIM
· CUTCHOGUE, NY
II l
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~D,~AWN B~' I(LEIN
DATE: 33/27/08
,~EVISED DATE., .--
~EVISED DARE;I
6' WIDE
fZONE $)
NOTE: DOOR AND WINDOW LOCATIONS ARE TAKEN FROM THE EXTERIOR FACE OF THE NAILERS AND
A~O THE CENTER OF THE DOOR AND WINDOW UNITS, VERIFY ALL LOCATIONS WITH THE OWNER.
183' WIDE (ZONE 4)
SOUIH ELEVATION
6' WIDE
(ZONE 5)
oS, IL,:,, o8
I3CALE: AS NOTED
SHEET NO.
S4 o~ S7
ROOF STRUCTURE FASTENING SCHEDULE
---"'--- ~ #9 x 8"
(]) ~RIDGE TO RIDGE BASE T~IM #9 X 2" STAINLESS STEEL RUBBER WASHER PANHEAD INTERNAL DRIVE SCREWS AT EVERY HI-RIB (1'-0" 0,¢,)
~ RIDGE BASE TRiM TO 2X4 PURLINS
~) HI-RIB STEEL TO 2x4 PURLINS #9 x 2" STAINLESS STEEL RUBBER WASHER PANHEAD INTERNAL DRIVE SCREWS AT EVERY HI-RIB (1 '-0" o,c.]
~) 20 ga. GALVANIZED PURLIN CONNECTORS #9 x 1" TRU-GRIP SCREWS
~) 2x4 PURLINS TO TRUSS HEADLOK ,19"' x 6,0" FLATHEAD LAG SCREW
(2) lJ2"x5 1/2" MACHINE BOLTS
(~) B0' STRAIGHT CHORD TRUSS TO COLUMN (12) 0.177"x 4" (20d) RING SHANK NAILS
WALL FRAMING FASTENING SCHEDULE
COLUMN STILT (14 GA.I TO COLUMN (16) 0,148"x 2" (Bd} STAINLESS STEEL RING SHANK NAILS
B1M BASE ANCHOR TO COLUMN 0.177" x 2-1/2" STAINLESS STEEL NAILS (4) PER ANCHOR
2x8 SPLASHBOARD TO COLUMN (4) 0.177" x 4" J20d} STAINLESS STEEL RING SHANK NAILS @ SpIJCE/ (si 0,177" x 4" (20d) RING SHANK NAILS @ STANDARD CONNECTION
2x6 NOTCHED NAILER TO COLUMN (4) 8,148" x 3-1/2" (16d) NAILS @ SPLICE/(3) 0.148" x 3-1/2" (16d) NAILS @ STANDARD CONNECTION
7Jl 6" OSB TO SPLASHBOARD & NOTCHED NAILER 0,099" x 1-1J4" ASBESTOS SIDING NAilS
2x4 NAILER TO COLUMN (4) 0.148"x 3-1/2" (16d) RING SHANK NAILS @ SPLICE/(3) 0,1148" x 3-112" (1Bd) RINg ,SHANK NAILS @ STANDARD CONNECTION
END RAFTER ASSEMBLY TO 2-2x6 END COLUMN EXTENSIONS (10) 0.177"x 4" (20d) RiNG SHANK NAILS
2x4 PURLIN TO END RAFTER ASSEMBLY HEADLOK ,]9"x 6,0" FLATHEAD LAG SCREW '" c
~ #9 x 2" STAINLESS STEEL RUBBER WASHER PANHEAD INTERNA~L DRIVE SCREWS AT EVERY HI-RIB (1 ~0 o..)
HI-RIB STEEL TO NAILERS
~~~(~ SOFFIT TO WALL INSERTED JN PRE-FORMED ,SLOT IN SOFFIT/HI-RIB CAP
SOFFIT TO FASCIA T-50 MONEL STAPLES (2) PER PIECE
CUPOLA CAP TO CUPOLA ROOF (4) 1/4" x 1" PLATED MACHINE BOLTS AND LOCK WASHERS
CUPOLA ROOF TO CUPOLA SIDES PRE-FORMED CRIMPED METAL CONNECTIONS AND (8) #9 ~ 1" STAINLESS STEEL RUBBER WASHER PANHEAD INTERNAL DRIVE SCREWS
~ ~ #9~ 1" STAINLESS STEEL RUBBER WASHER pANHEAD INTERNAkL DRIVE SCREWS J4)~ER SiDE (16) TOTAL
CUPOLA SID~ TO CUPOLA BASE FRAME
~ 1-7/B" GUN NAILS @ 6" o,c.
OSB CUPOLA SUPPORT TO TREATED BEVELED BLOCK 0.148" x 3-1J2" (J 6d) RING SHANK NAILS @ B" o,c. , ,,,
TREATED BEVELED BLOCK TO 2x4 CUPOLA BLOCKS l J4" × 4-1/2" LAG SCREW W/1/4" FLAT WASHEP~ AT EVERY HJI-RIB I1 I-O" C.C.) II I
2x4 CUPOLA BLocKS TO FRAMING CLIPS (2) 0.135" x 1-1/2' RING SHANK NAILS
(2) 0.135" x 1-1/2" RING SHANK NALS IN SIDE OF PURLIN AN~D (2] 0.135' x 1-1/2" RING SHANK NAILS IN TOP OF Eg~LIN
FRAMING CLIPS TO PURLINS
CUPOLA ROOF
"~'~'~UPOLA SIDE
FRAME
CUPOLA BASE TRIM --
FF2000 HI-RIB ,~
FIRST ROW
2X4 PURLINS~,
t ~ CENTERLINE OF CUPOLA
6" 6" ~, 1'-O" ~'
PF~,K PURLIN
BLOCKS /
'~ 'x~x Bg~ FR
CUPOLA FRAMING DETAIL
SCALE: 1" = 1'-~'
3'6 x 3'6 Cupola Non-Functional
(2x4 Purlins)
BASE FRAME
T#167
REATED BEV. BLOCK
BLOCKS
, FRAMING CLIP~
TRUSS
CUTCHOGUE, NY
II I
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DA TE." 03/27/08
DATE: 05/12/08
REVISED DATE; -..
REVI,SED DATE; --
REVISED DATE: -..
,REVISED DA TE: -..
oS, olS
S5 CE S7
T#1
~) FF2000 HI-RIB STEEL
~® 2x4 PURLINS @ 24" O,C.
(NO. 2 SPF]
2x4 BEV. PURLIN
FILLER STRIP
2x6 BEV, FASCIA
5" O,O, GUTTERS
@~ SOFFIT
HI.RIB/SOFFIT CAP
2x6 OVERHANg NAILER
(2) I/2~($ lj2" M, BOLTS &
(12) 20d R.S. NAILS
NEADLOK .19" x B,0'j FLATHEAD LAG SCREW
60' 2090 S,C. TRUSS ~)
~KYHAR HI-RIB STEEL
14'-0"
gRADE TO HEEL
2'44 NAILERS @ 20" O.C, ~
2100 MSR SPF
18" LOWEST
FINISH
GRADE
3-2X8 LAMINATED COLUMN
2X2 VERTICAL BLOCKING
AT COLUMN LOCATION
T#167 TRANSITION TRIM
2x6 NOTCHED NAILER
KYNAR HI-RIB STEEL WAINSCOT
?'/1B" OSB PROTECTIVE LINER
B/4x6 BLOCK
T# 1~S7 BASE TRIM
ROW 2x8 TREATED SPLASHBOARD
81M BASE ANCHOR
," MINIMUM COMPACTED GRANULAR SASE
24"~
224M (14 GA,} COLUMN STILT ~
10" THICK MINIMUM READI-MIX CONCRETE BELOW
BOITOM OF LOWER COLUMN WITH ADDiTiONAL
READI-MIX BACKFILLED TO 4" BELOW GRADE.
PLACE CONCRETE BELOW AND ABOVE BOTFOM OF
LOWER COLUMN IN ONE OPERATION,
TRUSS IN COLUMN
SADDLB
LAMINATED COLUMN
GABLE PURLIN FLASHING
T# 1B GABLE TRIM
2x6 FASCIA
FF20O0 HI-RIB STEEL
PURLINS @24" O,C,
T# 194 TRIM
SOFFIT
HI-Rib/SOFFIT CAP TRIM
~ 60' - 2x10 (NO,1 SYP)
ADDL, 2x6 NAILER
3-2x~ LAMINATED COLUMN
2x4 TRUSS TIE
ENDWALL SECTION B
SCALE: 1 [2" = I
2x6 UPRIGHT
KYNAR HI-RIB STEEL
T#71 TRACK COVER
B1M TRACK
3x4 TRACK BLOCK
1 1/2'~(2'~ BLOCK BT#74
T#] 71 JAMB TRIM
2x10 TRACK GIRT
TO GRADE
2x3 JAMB (BEYOND;
BOTFOM 2' TREATED)
3-2x6 JAMB COLUMN(BEYOND)
W/2x6x7' TREATED SPLICE STIFFENER
SLIDING DOOR HEADER SECTION C
[4) 0,13B"x 2 1/4" R,W. NAILS OR lsd R,S, NAILS
(1) 20ct R,S, NAIL THROUGH STRAP
& INTO BRACE
2' END BRACE STRAP W/PRE-PUNCHED
HOLES (BEND TO FITI FASTENED W/
(3) 0,140 x 1 1/2" R.S. NAilS
-- 2x6 DIAGONAL BRACING FASTENED TO COLUMN W/(4J l~ct R,S, NAILS
60' 2090 S,C, TRUSS
(2) 60d R.S. NAILS IN
OVERHANG RAFTER
2x4 PURLIN CUT TO FIT
OVERHANG FRAMES
6"MESH
2X6 OVERHANG NAILER
KYNAR HI-RIB STEEL
2xl0 HEADER (NO, 1 SYP) 60' 2090 S.C. TRUSS
T#71 TRACK COVER
4 1/2" CUSTOM 346L TRUSS HANGER FASTEN TO TRUSS
W/(14) 1 1/2"R,S. NAILS
$1M TRACK &/1) I/2"7~ 1/2' M, BOLT FASTEN TO
3x4 TRACK BOARD HEADER W/(8) 20d R.S, NAILS IN FACE & (4) 20d
1 1/2"x2" BLOCK R.S. NAILS IN TOP
13'-7 1/2" T#74 TRACKBOARD TRIM
GRADE TO BOTTOM T# 172 JAMB TRiM
OF TRACK GIRT 5 1/4"x 19 1/2" GLU-LAM
D. X3 JAMB (BEYOND; HEADERS (2400lb)
· o~roM 2' TREATED)
J NOTE; DOOR HEIGHT = GRADE J 3-2x8 LAMINATED JAMB COLUMN
TO HEEL HEIGHT ~ 4 ]/2", J BEYOND W/AN ADDITIONAL 2x8
TREATED LAMINATE FOR HEADER
SUPPORT
SLIDING DOOR HEADER SECTION D
SCALE: l": IL0"
TOP OF BEAM HANGER
BITS DOWN ON SQUARE
CUT COLUMN
iAM HANGER TO COLUMN
FROM OUTSIDE WITH (3) S,S. COLUMN
ANCHOR NAILS
SADDLE BLOCK
NAIL HANGER TO BEAM
FROM iNSIDE WITH
S.S. COLUMN ANCHOR NAILS
3-2x8 LAMINATED COLUMN --
GLU-LAM BEAM
ADDITIONAL TREATED LAMINATE
INSIDE VIEW
BEAM HANGER
SIDEWALL SECTION A
SCALE: 1/2"= 1'43"
NOTE:
FOOTINGS ARE DESIGNED FOR A
2000 PSF SOIL BEARING CAPACITY,
LOCAL CONDITIONS MAY REQUIRE
MODIFICATIONS,
CONCRETE FLOOR NOTES
1. 3500 PSI, 5 1/2 BAG MIX CONCRETE
2, SLOPE GRADE AWAY FROM BUILDING @ 1" PER FOOT FOR A
MINIMUM DISTANCE OF I0' PLUS OVERHANG WIDTH
3. A VAPOR RETARDER IS NOT MANDATED PER IBC SECTION 1910
EXCEPTION 3, UNLESS THE FLOOR WILL BE COVERED BY
MOISTURE SENSITIVE FLOORING MATERIALS OR IMPERMEABLE
FLOOR COATINGS OR WHERE THE FLOOR WILL BE JN CONTACT
WITH ANY MOISTURE SENSITIVE EQUIPMENT OR PRODUCT
4. CONTRACTION JOINTS UNIFORMALLY SPACED 12' C.C. OR LESS
NOTE:
· IDENTIFIES ITEMS THAT ARE NOT PROVIDED
BY MORTON BUILDINGS, INC, OR MORTON
BUILDINGS' SUBCONTRACTORS AND ARE THE
OWNER'S RESPONSIBILIT'(,
NAIL 2x10 GIRT TO BEAM
WITH 20d GUN NAILS
@ 4" O,O, STAGGERED
2X3 JAMB
*NOTE: VIEWS ARE SHOWN WITHOUT OVERHANGS
5 1/4" GLU-LAM JAMB DETAILS
OUTSIDE VIEW
1/2" WOOD SCREWS @ 10" O,C, FASTENED THROUGH THE ALUMINUM DOOR SIDE JAMBS
INTO THE 2)(4 ROUGH FRAMING. PRE-DRILL HOLES IN ALUMINUM DOOR JAMB TO
ACCEPT WOOD SCREWS, SCREWS ARE NOT REQUIRED IN THE HEAD OR THE SILL,
HEAD FLASHING
1/2'x12'' LAGS
FASTEN 2x10 TO COLUMN
W/(14) 20d R.S. NAILS
#8 x 3 ~/2" WOOD SCREWS SPACED
AS SHOWN ABOVE TO AVOID DOOR
INSTALLATION SCREWS
STILT ISOMETRIC
LAMINATED COLUMN
FASTENED TO COLUMN AT EACH
CORNER WITH (4) .148"~x2"
STAINLESS NAILS. (1S TOTAL NAILS
PER COLUMN)
14 GA, CHANNEL WITH 1/4" PLATED
RIVET TO SUPPORT ANGLE
UNDISTURBED SOIL
STILT NOTES
1, INSTALL PRESSURETREATED
LOWER COLUMN WITH STILT IN
THE AUGURED HOLE,
2, POUR 9" MINIMUM THICKNESS OF READI-MIX CONCRETE INTO
THE HOLE AS SPECIFIED.
3, BACKFILLAND COMPACTTHE
ANNULAR SPACE AROUND THE
COLUMN TO GRADE WITH SOIL
AUGURED FROM THE SITE.
INTERIOR
EXTERIOR
NAIL KEY
0.148" x 4" (20d) NAILS
0.131" x 3 1/2" HOT DIPPED GALVANIZED (HOG) RING SHANIK NAILS
3-2x6 COLUMN SPLICE FASTENING IDETAIL
SCALE: 1/2'= 1'-0"
INTERIOR
EXTERIOR
NAIL KEY
0~148"x 4" (20d) NAILS --
I '10.131" x $1/2" HOT DIPPED GALVANIZED (HDC} RING SHANK NAILS
3-2x8 COLUMN SPLICE FASTENING DETAIL
SCALE: 1/2" = 1'-0"
DOOR JAMB
2'~4" ROUGH FRAMING
WALK DOOR JAMB DETAIL
OSB PANEL IS 1' WIDER THAN THE WIDTH OF TItE DOOR
FROM OUTSIDE OF TRIM TO OUTSIDE OF TRiM
NOTE:
DOOR FANEL AND WINDOW PROTECTION
DETAILS ARE FOR INSTALLATION
INSTRUCTIONS ONLY, AND ARE NOT
PROVIDED OR INBTALLED BY MORTON
BUILDINGS' INC. OR MORTON BUILDINGS'
SUBCONTRACTORS AND ARE THE OWNERS
RESPONSIBILITY.
HEAD FLASHING
7/1S" OSB PANEL
DOOR SLAB
WINDBOURNE DEBRIS PROTECTION - WALK DOOR
WALK DOOR SECTION
CUTCHOGUE, NY
JO8 NO.
128-0813
0
II I
II I
7
KLEIN ·
DA TE; 03/27/08
iDA TE: 05/12/08
REVI3ED DATE,' --.
REVISED DA TE: ---
'~TE.'---
S6 S7
3-2'~x6' LAMINATED
JAMB COLUMN
(BEYOND)
GRADE
VERTICAL "1" RAIL
(0.07" WEB,
0.09" FLANGE)
INTERMEDIATE
DOOR GUIDE
DOUBLE TOP "D" RAIL
(lB GUAGE)
HORIZONTAL /~
"t" S.S. RAIL
(0.06" WEB,
0.08" FLANGE)
13E LATCH ROD \
13E LATCH ROD ,~
VERTICAL "1" RAIL
(0.07" WEB,
0,09" FLANGE)
CENTER DOOR GUIDE --
24'47'
INTERMEDIATE
DOOR GUIDE
\ STRUT
HORIZONTAL 'T'
iNTERMEDIATE RAIL
(0,06" WEB,
0,0B" FLANGE)
HORIZONTAL "1"
iNTERMEDiATE RAIL
(0,06" WEB,
0.0B" FLANGE)
VERTICAL "1" RAIL
(0.07" WEB,
0.09" FLANGE)
LATCH HANDLE
DOUBLE BO]TOM
(16 GUAGE)
DOUBLE SLIDING DOOR FRAME
(TWIN PANEL)
CENTER DOOR GUIDE
14B AlS DOOR GUIDE HAS A BUILT-IN STOP
FOR ALUMASTEEL DOORS SO STUB COLUMN
MUST BE EXACTLY OENTERED IN DOOR OPENING
INTERMEDIATE DOOR GUIDE
DOOR GUIDE DETAILS
JAMB COILUMN
LATCH HANDLE
47E AlS LATCH STRIKE pLATE
1264 8" HOOK
HORIZONTAL INTERMEDIATE "1" E
INSTRUCTIONS
1. SCREW NUT ONTO HOOK,
2, SCREW HOOK INTO LATCH BODY.
JAMB DETAIL
1265 JAMB LATCH BODY
LATCH HANDLE
F
INTERMEDIATE RAIL
~iII
TRACK GIRT
TO GRADE
ku
RAIL THICKNESS CHART
HEAVY
STANDARD
VERTICALj J HORIZONTALj FLANGE
WEB J FLANGE WEB
HORIZONTAL -
WE~ FLANGE
VERTICAL
WEB
· 090" r FLANGE
DOUBLE TOP "D" RAIL --
[IJ (lB GUAGE) Illl
3-2"x8" LAMINATED ~ ~ 13'-7 /2"
JAMB COLUMN m TRACK JRT
(BEYOND) ii ~ TO G~
VERTICA' '1" RAIL ~ HORIZONTAL
(0 / WEB "lIIS.S. RAIL
j (0.06" WEB, (0.0~' WEB,
j O.0B" FLANGE) 0.09" FLANGE)
18E LATCH ROD ~
HORIZONTAL "1" ~
iNTERMEDIATE RAIL
13E LATCH ROD ~ I),08" FLANGE)
(0,07" WEB, HORIZONTAL "1"
0.09" FLANGE} INTERMEDIATE RAIL _
(0.06" WEB,
13E LATCH ROD ~ 0,0B" FLANGE) LATCH HANDLE ~
DOUBLE BOTTOM ~
INTERMEDIATE ~DOOR GUIDE CENTER DOOR GUIDE ~, INTERMEDIATE ~DOOR GUIDE (16 GUAGE,~
GRADE
5'-7 1/2" 5'-7 1/2" 5'-7 1/2" 5'-7 1/2"
CUTCHOGUE, NY -
U
II I
7
DATE., [33/27/08
DA TE: 35/12/08
REVISED DATE., --.
REVISED DA TE: --
~EVISED DATE: ,.--
13E LATCH
DOUBLE SLIDING DOOR FRAME
{TWIN PANEL)
I $CALE: AS NOTED
LATCH ROD DETAIL SHE~NO.
S7 o~ S7