HomeMy WebLinkAbout50908-Z r TOWN OF SOUTHOLD
BUILDING DEPARTMENT
i TOWN CLERK'S OFFICE
4+0 °" SOUTHOLD, NY
BUILDING PERMIT
(THIS PERMIT MUST BE KEPT ON THE PREMISES
WITH ONE SET OF APPROVED PLANS AND SPECIFICATIONS
UNTIL FULL COMPLETION OF THE WORK AUTHORIZED)
Permit#: 50908 Date: 7/9/2024
Permission is hereby granted to:
Anastasiou Stavros
31-16 38th St
Long Island Ci , NY 11103
To: construct accessory garage with half bathroom as applied for per SCHD approval.
At premises located at:
1000 Rocky Point Rd, East Marion
SCTM # 473889
Sec/Block/Lot# 31.-2-19
Pursuant to application dated 3/5/2024 and approved by the Building Inspector.
To expire on 1/8/2026.
Fees:
ACCESSORY $725.00
CO-ACCESSORY BUILDING $100.00
Total: $825.00
F
Buil ing Inspector
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L1f $r'
TOWN OF SOUTHOLD—BUILDING DEPARTMENT
Town Hall Annex 54375 Main Road P. O. Box 1179 Southold,NY 11971-0959
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Telephone 631 765-1802 Fax 631 765-9502 htt : lww . cutloldtc � c
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Date Received
APPLICATION FOR BUILDING PERMIT
F r Office Use Only � E � W E
PERMIT N0. 0 Building inspector MAR 5 2
Appl,ications"and forms.crust be,"filled,out in their entirety.lncomplet
apphcatians will not he accepted. Where theApplicant isnot the owner,an
Owner's Authonzatiap form(Page 2)shall be`completed: i
Date:March 5, 2024
0WN0 (S),QF,,DROP RTY:;
77
Name:Dara Friedman & Mark Handforth SCTIVI#1000- J
Project Address:1000 Rocky Point Road, East Marion, NY 11939
Phone#:(305) 283-6003/(305) 302-4493 Email:markhandforth 9 hotmail.com
Mailing Address:1930 Tigertail Avenue, Miami, FL 33133
CONTACT PERSON:
Name:Dara Friedman
Mailing Address:1930 Tigertail Avenue, Miami, FL 33133
Phone#:(305) 283-6003 ::]:EEmail:da�rafriedman@hotmail.com
DESIGN Pfi OFESSIONAl.iNFORNIIATION:
Name:Nicholas Mazzaferro
Mailing Address:P.O. Box 57 Greenport, NY 11944
Phone#:(516) 457-5596 Email:nickmazzaferro@verizon.net
CONTRACTOR INFORMATION;`
Name:..
Mailing Address:
Phone#: Email:
DESCRIPTION OF PROPOSED CONSTRUCTION
®New Structure ❑Addition ❑Alteration ❑Repair ❑Demolition Estimated Cost of Project:
❑Other $800,000
Will the lot be re-graded? ❑Yes ®No Will excess fill be removed from premises? ❑Yes iiiiNo
1
PROPERTY INFORMATION"
Existing use of property:vacant land Intended use of property:single family residence
Zone or use district in which premises is situated: Are there any covenants and restrictions with respect to
R40 this property? ❑Yes *No IF YES, PROVIDE A COPY.
Check BOX After Reading: The owner/contractor/design professional is responsible for all drainage and storm water issues as provided by
Chapter 236 of the Town Code.APPUCAT16N IS HEREBY MADE to the l uilding Department for'tfie-issuance of a Building Permit pursuant to the Bolding Zone
ordinance of the Town of Southold,Suffolk County,New York and other applicableLaws Ordinances or Regulations,for the"construction ofbuildings,,"
additions after bons or for"removal or demoLLon;as hereGn defcnbed The applicant agrees fo comply witF(all appbcable taws,ordinances,budding cads, "
h���STngcode a�s��re�trl��ons aad'ta adrtuteathort#�c�inspec�ars on pYemfsas„��id1n�uddln��slfor neressary fnspe'ctfdna:False s#a#em�rfts mad�'tfdrea�"are
punishable ast-Class A misdemeanor'pGrsuanLto Section 210.45=of the New York State Penal law:
Dora Friedman
Application Submitted By(print name); ❑Authorized Agent ROwner
Signature of Applicant: - Date:
n
STATE OF
SS:
COUNTY OF
•i_a"-, :' being duly sworn, deposes and says that (s)he is the applicant
(Name of individual signing contract) above named,
(S)he is the
(Contractor,Agent, Corporate Officer, etc.)
of said owner or owners, and is duly authorized to perform 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/her knowledge and belief; and
that the work will be performed in the manner set forth in the application file therewith.
Sworn before me this
y in ,20 L day of r�^ f ��
Notary Public state of Florida
Jeffrey Catanach
Ilf My Commission HH 449675
PROPERTY OWNER A UTHORIZA►TIOI� l Expires 1/21/2028
(Where the applicant is not the owner)
residing at
do hereby authorize to apply on
my behalf to the Town of Southold Building Department for approval as described herein.
Owner's Signature Date
Print Owner's Name
2
m
Cc,
Scott A. Russell �, S�F ,,r s�C'O]KMWA' I ]E,
SUPERVISOR MA NA.G lEMTENT
SOUTHOLD TOWN HALL-P.O.Box 1179 ]
53095 Main Road-SOUTHOLD,NEW YORK 11971 Town of Southold
CHAPTER 236 - STORMWATER MANAGEMENT REFERRAL FORM
(APPLICANT INFORMATION TO BE COMPLETED BY THE APPLICANT
ONLY FOR PROPERTIES ONE ACRE IN AREA OR LARGER. )
- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -
APPLICANT: (Property Owner, Design Professional, Agent, Contractor, Other)
A Y
NAME: F�I FO /A(I �/ Date:
r,> � (�3 `� ����' 2 �
ia�ae;erAira _.. J
Contact Information: d f^' t
(E-Mail&'Telephone Number)
v 9�„
Property Address / Location of Construction Site:
0 0 0 n b C ► /v i ,2 S.C.T.M, D000
istrict
Section Block Lot
TO BE COMPLETED BY SOUTHOLD TOWN ENGINEERING DEPARTMENT
- - - — — — - - - - - - - - - - - - - - - - - - — - — - - - - - — — -
❑ - Area of Disturbance is less than I Acre. No S.P.D.E.S. Permit is Rt:-qmired l
Project does Not Discharge to Waters of the State. Na S.P D.E.S. Pew'nigt is [fie tared
Area of Disturban
ce is Greater than I Adre & Storm-water Runoff Discharges Directly
to Waters of the State of New York. THE APPLICANT MUST OBTAIN a S.P.D.E.S. Permit
DIRECTLY From N.Y.S. D.E.C.Prior to Issuance of a Buildin Permit.
- Area of Disturbance is Greater than 1 Acre & Storm-water Runoff Flows Through Southold p
Town's MS4 Systems to Waters of the State of New York. THE APPLICANT MUST OBTAIN
a S P.D.E.S. Permit throe h the Southold Town En ineering DeiDartment
Prior to issuance of a Buliding Permit,
,Reviewed By: Date: AU17
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CONTACT: 516.457.5596
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CATEGORY DESIGN TEMP UNDERPLAYMENT I HAZARDS FREEZING ANNUAL
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fT. su Wy OF: DESCR4(3E"U PROPERTY
CERTIFIED TO: DARA FRIEDMAN;
MAF OF: k}..
ISECTION ;: ..w ,
IN FOOTING
S TUATED A.r:EAST MARION
l mri*I SOUTH OLD
"...`;:'''`:- PROJECT:
SUFFOLK COUNTY, NEW YORK r;.
_e Pr relf4onal Land Surveying and Design
P.O. Box 153 Aquehogue, New York 11931 FRIEDMAN-HANDFORTH
I ME 223-40 5Cu�:1*-40' G'aTf:APPIL A23 nc Y usw h a� m1 a 11681"-r"s FAX (031) :re-large RESIDENCE
1000 ROCKY POINT ROAD
EAST MARION, NY 11939
CRAWL SPACE FOUNDATION
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! PROJECT INFO �Q
LOCATION: 1000 ROCKY POINT ROAD, EAST MARION, NY 11939
FOUNDATION DRAWING I SCOPE OF WORK: i
_ REFERENCE
FOR REFER NC 1 CRAWL SPACE COUNTY TAX MAP: / 1000 A�d�FSSIoN�`�'�
I ACCESSED FROM ' I { SECTION: / 31
FLOOR PANELzo
BLOCK: / 2
T LOT: / 19 ACCESSORY
!; ZONING: I / R-40 BUILDING -
CODE: i 2020 NYS RESIDENTIAL CODE FLOOR PLAN
__.v.. - - - - __ - - - - M 1/4 - 1 0 '
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_... . - - - - - - - - - - - - - —
i L J U L 2 2024 1 DATE: 05/25/2024
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PROJECT No: Project Number
10'-6 1/2" V!j;T !,1g Der nrtmerlt DRAWING BY: Author
To vin of Srrq""hold CHK BY: Checker
DWG No:
2(__ ACCESSORY BUILDING - FOUNDATION PLAN
A 104.00-011
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NICK MAZZAFERRO, PE
CONTACT: 516.457.5596
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NO. Revision Date
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NO SKY PLANE ISSUE 1/4" = 1 '-0"
DATE: 05/25/2024
PROJECT No: Project Number
DRAWING BY: Author
CHK BY: Checker
2 SOUTH ELEVATION 4 EAST ELEVATION DWG No:
�50 1/411 = 1'-011 A-205.00 1/T11 = 1'-0"
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CONSTRUCTION DETAILS & WND LOAD PATH CONNECTION DETAILS
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PROVIDE 1J2'SPACING UPPER SHEARWALL
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AND THE 2 OTHER STUDS CORNER BRACKET
NICK MAZZAFERRO, PE
FOR ALLOWING ANCHOR
RAFTER NOTCHED RAFTER 14OLDDOWN INSTALLATION co��R SHEAR SM
RIDGE FASTEN WITH(2)i6d
CONTACT: 516.457.5596
RIDGE COMMON NAILS @ 6"O.C.
( SIDEWALL —ENDWALL , II
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' TYPICAL RIDGE RAFTER STRAPPING CAS RT(7P 9T0 RAFTER STRAPPING
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2ND.FLOOR WALL STUD �LLW�lJ 2'x6'KING STUDS _ I TDP PLATE AT
(rvP TO BOTH SIDES) ——: SECGIID ftOOP.OR
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2ND.FLOOR PLATE NOT TO SCALE I
SUBFLOOR 1 1J4724"20 GAGE
WOOD JOIST W000 JOIST RIM BOARD •-a DBL 2XG TOP PLATE I) II I I II HEADER STRAPS TIP.
TYP. II II II II II AT 2ND F R.EXT.
BLOCKING JOIST HANGER
` 1ST.FLOOR TOP PLATES U5E 8d COMMON NAIL5 @ G' II II II��01"°° 'II II WAN"
GIRDERMEAOER y 2-XG'1VALL FRAME @ 16"O.C.
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WOOD GIRDER WOOD JOIST 1ST FLOOR WALL STUD EDGES-REFER TO PLANS
FOR DESIGNATED AREA5 { �� 11J4'Y.24'20 GAGE
2XG BLOCKING TYP. II II V II JACK5TUD 5TRAP5 TYP.
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1ST.FLOOR WALL STUD PLrWOODSNEATHING HEADER 5TRAPSTYP.
— AT EACH 5TUD
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\ WAl11HEADER A5 REQUIRED TO AP''LY 5TRAP5
I WALL STUD WALL STUD RIM BOARD
' BOTTOM PLATE BOTTOM PLATE NOT TO 5CALE
BATHTUB SUB FLOOR DOUBLE SILL PLATE
DOUBLE JOIST DOUBLE JOIST NAILINGTO 5 DETAIL(ELEVATION)
FOUNDATION WALL NOT io`v!:ALC !~ L
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1000 ROCKY POINT ROAD
_ EAST MARION, NY 11939
EJECTOR PUMP SEAL& NATUR
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�00. 1/4" = 1'-0" RISER DIAGRAM
1/411 = 11.0"
DATE: 05/25/2024
PROJECT No: Project Number
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DRAWING BY: Author
CHK BY: Checker
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DWG No:
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to
BUILDER CONTRACTOR RESPONSIBILITIES
bQlLDJNG N RMA : DESIGN LOADS:
, . Mt 1 . IT IS THE RESPONSIBILITY OF T1E BUILDER/CONTRACTOR TO INSURE THAT ALL PROJECT PLANS AND SPECIFI
BUILDING SPAN; DESIGN CODE, ED.: IBC 21 COMPLY WITH THE APPLICABLE REQUIREMENTS OF ANY GOVERNING CATIONS
• ,rV BUILDING AUTHORITIES. THE SUPPLYING OF SEALED
BUILDING LENGTH: O LIVE LOAD (ROOF) P.S.F. 4„ ENGINEERING DATA AND DRAWINGS FOR THE METAL BUILDING SYSTEM DO
ES NOT IMPLY OR CONSTITUTE AN AGREEMENT
THAT MBMI METAL BUILDINGS OR ITS DESIGN ENGINEER IS ACTING AS THE ENGINEER
EAVE HEIGHT: . `± OF RECORD
OR DESIGN
DEAD LOAD(ROOF) P.S.F. - PROFESS 'PROFESSIONAL FOR A CONSTRUCTION PROJECT.
ROOF PITCH: 2.5385: 1 Z 2 THE CONTRACTOR MUST SECURE AL
SNOW LOAD(ROOF)ROOF P S F
• I L REQUIRED APPROVALS AND PERMITS FROM THE APPROPRIATE AGENCY AS
� REQUIRED.
BUDDING COLOF� WIND LOAD M .P.H. V
B3. APPROVAL OF MBMI METAL BUILDINGS DRAWINGS AND CALCULATIONS INDICATE THAT MBMI METAL BUILDINGS
GABLE EAVE: N EXPOSURE: ULDN G s CORRECTLY INTERPRETED AND APPLIED THE REQUIREMENTS OF THE CON
TRACT DRAWINGS AND SPECIFICATIONS.
JAMB: N SEISMIC ZONE: (AISC CODE OF STANDARD PRACTICES, 15TH ED.)
SEISMIC COEF.: DRAWING
COVER
SHEET
4. WHERE DISCREPANCIES EXIST BETWEEN MBMI METAL BUILDINGS STRUCTURAL STEEL PLANS AND THE PLANS
BASE' FOR * FOR OTHER TRADES, THE STRUCTU STEEL PLANS SHALL GOVERN. AISC CODE OF STANDARD P
( RACTICE 15TH ED.)
CORNER: COLLATERAL LOAD P.S.F. 5. DESIGN CONSIDERATIONS OF ANY MATERIALS IN THE STRUCTURE WHICH ARE NOT FURNISHED BY
GUTTER: IMPORTANCE FACTORS: • DA RA FRIEDMAN O� MARKHANDFORTH
MBMI METAL BUILDINGS ARE THE RESPONSIBILITY OF THE CONTRACTORS AND ENGINEERS OTHER THAN
WIND: Iw= CUSTOMER . MBMI METAL BUILDINGS ENGINEERS UNLESS SPECIFICALLY INDICATED.
DOWNSPOUT. A s. THE CONTRACTOR IS RESPONSIBLE FOR ALL ERECTION OF STEEL AND ASSOCIATED WORK IN COMPLIANCE WITH
PRIMARY FRAMING: Grey SEISMIC: le= ADDRESS : 1930 TI G ERTAI L AVE MBMI METAL BUILDINGS "FOR CONSTRUCTION" DRAWINGS.
SECONDARY FRAMING: Red Oxide SNOW: Is=
7. ALL BRACING AS SHOWN AND PROVIDED BY MBMI METAL BUILDINGS FOR THIS BUILDING IS REQUIRED AND SHALL BE I
MlAM,l ,.._--,-FL 33133 INSTALLED BY THE ERECTOR AS A PERMANENT PART OF THE STRUCTURE.
S E
8. TEMPORARY SUPPORTS, SUCH AS TEMPORARY GUYS, BRACES, FALSE WORK, CRIBBING OR OTHER ELEMENTS REQUIRED
JI I
N N FOR THE ERECTION OPERATION
P H � N E. � FAX : ON WILL BE DETERMINED AND FURNISHED AND INSTALLED BY THE ERECTOR. THESE
ROOF COVER: COLOR: I'll GA: ATEMPORARY SUPPORTS WILL SECURE THE STEEL FRAMING, OR ANY PARTLY ASSEMBLED STEEL FRAMING, AGAINST
WALL COVER: COLOR: GAb PROJECT: aARA FR I ED MAN 8c MARK HA N D FO RTH LOADS COMPARABLE IN INTENSITY TO THOSE FOR WHICH THE STRUCTURE WAS DESIGNED, RESULTING FROM WIND,
LINER PANEL: COLOR: GA; SEISMIC FORCES AND ERECTION OPERATIONS, BUT NOT THE LOADS RESULTING FROM THE PERFORMANCE OF WORK BY
�, LO CATI N . EAST MARION N Y �I OR THE ACTS of OTHERS, NOR SUCH UNPREDICTABLE LOADS AS THOSE DUE TO TORNADO, EXPLOSION OR COLLISION.
GABLE SOFFIT: _ COLOR: GA: • (AISC CODE OF STANDARD PRACTICE, 15TH ED.
EAVE SOFFIT: COLOR: GA: 9. MBMI METAL BUILDING STANDARD SPECIFICATIONS APPLY UNLESS STIPULATED OTHERWISE IN THE CONTR
ACT
DOCUMENTS. MBMI DESIGN, FABRICATION, QUALITY CRITERIA, STANDARDS, PRACTICE, METHODS, AND TOLERANCES
GENERAL NOTES BOTH LL PARTIES
THE WORK ANY OTHER INTERPRETATIONS TO THE CONTRARY NOTWITHSTANDING. IT IS UNDERSTOOD BY
THAT THE CUSTOMER IS RESPONSIBLE FOR CLARIFICATIONS OF INCLUSIONS OR EXCLUSIONS FROM
APPROVAL NOTES 1 . MATERIALS: MINIMUM YIELD: THE ARCHITECTURAL PLANS.
HOT ROLLED BAR Fy 50 ksi MIN 10. ANCHOR' BOLTS .AND FOUNDATION BOLTS ARE DESIGNED,
FURNISHED AND SET BY ,THE CUSTOMER 1N ACCORDANCE
THE FOLLOWING CONDITIONS APPLY IN THE EVENT THAT THESE DRAWINGS ARE USED AS APPROVAL DRAWINGS: STRUCTURAL STEEL SHEET F = 50 ksi MIN. WITH AN APPROVED DRAW"If�G. DII`.1ENSIOfi�AI ACCURACY SHALL SATISFY TIME REQUIREMENTS OF SECTION 7.5.1 OF
IS IMPERATIVE THAT ANY CHANGES TO THESE DRAWINGS. STRUCTURAL STEEL PLATE F = 50 ksi "CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES" IN THE AISC VA.L.
A. BE MADE IN CONTRASTING INK. y sI MIN.B. HAVE ALL INSTANCES OF CHANGE S;I F� INDICATED. COLD FORMED SHAPES Fy = 55 ksi MIN. 11 , MBMI DOES NOT INVESTIGATE THE INFLUENCE OF THE METAL BUILDING SYSTEM ON EXISTING BUILDINGS OR
STRUCTURES. THE END CUSTOMER ASSURES THAT SUCH BUILDINGS AND STRUCTURES ARE ADEQUATE 0
C. BE LEGIBLE AND UNAMBIGUOUS. ROOF AND WALL SHEETING F Q T RESIST
y = 60 ksi MIN. 26GA. SNOW DRIFTS, WIND LOADS, OR OTHER CONDITIONS AS RESULT OF THE PRESENCE OF THE METAL BUILDING SYSTEM,
2. DATED SIGNATURE IS REQUIRED ON ALL PAGES, ROOF AND WALL SHEETING Fy = 50 ksi MIN. 24GA. 12, NORMAL ERECTION OPERATIONS IF�CLUDE THE CORRECTION OF MINOR MISFIT
BOLTS A307 AND A325 S BY MODERATE AMOUNTS OF REAMING,
3. MANUFACTURER RESERVES THE RIGHT TO RE-SUBMIT DRAWINGS WITH EXTENSIVE OR COMPLEX CHANGES CHIPPING, OR CUTTING ARID THEL DRAWING OF ELEMENTS INTO LINE THROUGH THE USE OF DRIFT PINS. ERRORS
MBMI METAL BUILDINGS RESERVES THE RIGHT TO SUBSTITUTE THE 'WHICH REQUIRE MAJOR CHANGES IN THE MEMBER CONFIGURATION ARE TO BE REPORTED IMMEDIATELY TO MBMI
REQUIRED TO AVOID MISFABRICATION, THIS MAY IMPACT THE DELIVERY SCHEDULE. ABOVE MATERIALS WITH EQUAL OR BETTER MATERIAL. BY� THE CUSTOMER TO ENABLE WHOEVER IS RESPONSIBLE TO EITHER COR
RECT THE ERROR OR APPROVE THE MOST
4. APPROVAL OF THESE DRAWINGS INDICATES CONCLUSIVELY THAT MBMI METAL BUILDINGS HAS CORRECTLY 2. A325 BOLT TIGHTENING REQUIREMENTS EFFICIENT AND ECONOMIC METHOD OF CORRECTION TO BE USED ("CODE OF STANDARD PRACTICE FOR STEEL
INTERPRETED THE CONTRACT REQUIREMENTS, AND FURTHER CONSTITUTES AGREEMENT THAT THE BUILDING AS ALL HIGH STRENGTH BOLTS ARE A325 UNLESS NOTED OTHERWISE. HIGH STRENGTH BUILDINGS AND BRIDGES" IN i ilr-, AISC MANUAL; SECTION 7,12).
DRAWN, OR AS DRAWN WITH INDICATED CHANGES REPRESENTS THE TOTAL OF THE MATERIALS TO BE SUPPLIED BOLTS SHALL BE TIGHTENED BY THE "TURN ' of THE NUT" METHOD IN ACCORDANCE 13. ALL DOCUMENTATION AND RECORDS SHALL BE THE RESPONSIBILITY OF THE CUSTOMER.
BY MANUFACTURER. WITH THE LATEST EDITION AISC "SPECIFICATION FOR STRUCTURAL JOINTS USING 14. ANY CLAIMS OR SHORTAGES BY THE BUYER MUST BE MADE TO MBMI WITHIN SEVEN 7 WORKING DAYS S AFTER
5, ANY CHANGES NO1fED ON THE DRAWINGS NOT IN CONFORMANCE WITH THE TERMS AND REQUIREMENTS OF THE ASTM DELIVERY, OR SUCH CLAIMS WILL, BE CONSIDERED TO HAVE BEEN WAIVE A325 OR A490 BOLTS". A325 BOLTS SHALL BE INSTALLED WITHOUT WASHERS D BY THE CUSTOMER AND DISALLOWED,
CONTRACT BETWEEN MANUFACTURER AND ITS CUSTOMER ARE NOT BINDING ON MANUFACTURER UNLESS WHEN TIGHTENED BY THE ."TURN OF THE NUT" METHOD. ALL BOLTED CONNECTIONS, 15. CLAIMS FOR CORRECTION OF ALLEGED MISFITS WILL BE DISALLOWED UNLESS MBMI SHALL HAVE RECEIVED PRIOR
SUBSEQUENTLY SPECIFICALLY ACKNOWLEDGED AND AGREED TO IN WRITING BY CHANGE ORDER OR SEPARATE FOR SHEAR / BEARING CONNECTION TYPE WITH BOLT THREADS EXCLUDED FROM NOTICE THEREOF AND ALLOWED REASONABLE INSPECTION OF SUCH MISFITS. ORDINARY INACCURACIES OF SHOP
DOCUMENTATION. MANUFACTURER RECOGNIZES THAT RUBBER STAMPS ARE ROUTINELY USED FOR INDICATING THE SHEAR PLANE SHALL BE SNUG TIGHT ONLY. WORK SHALL NOT BE CONSTRUED AS MISFITS. NO PART OF THE BUILDING MAY BE RETURNED OR CHARGES
APPROVAL, DISAPPROVAL, REJECTION, OR MERE REVIEW OF THE DRAWINGS SUBMITTED. HOWEVER, MANUFACTURER ASSESSED FOR ALLEGED MISFITES WITHOUT PRIOR ,APPROVAL. FROM MBMI.
DOES NOT ACCEPT CHANGES OR ADDITIONS TO CONTRACTUAL TERMS AND CONDITIONS THAT MAY APPEAR WITH 3. ALL STRUCTURAL STEEL TO RECEIVE A RUST INHIBITIVE PRIMER. THIS PAINT 15 NOT 15. NEITHER MBMI NOR THE CUSTOMER WILL CUT, DRILL, OR OTHERWISE ALTER THEIR WORK OR WORK
INTENDED FOR LONG TERM EXPOSURE TO THE ELEMENTS OF OTHER
USE OF A STAMP OR SIMILAR INDICATION OF APPROVAL, DISAPPROVAL, ETC. SUCH LANGUAGE APPLIED TO TRADES TO ACCOMMODATE OTHER TRADES UNLESS SUCH WORK IS CLEARLY SPECIFIED IN THE CONTRACT DOCUMENTS,
MANUFACTURER'S DRAWINGS BY THE CUSTOMER, ARCHITECT, ENGINEER, OR ANY OTHER PARTY WILL BE 4, PRE-FORMED CLOSURE STRIPS ARE PROVIDED AT THE EAVE BENEATH THE ROOF WHENEVER SUCH WORK IS SPECIFIED THE CUSTOMER IS RESPONSIBLE FOR FURNISHING COMPLETE INFORMATION
CONSIDERED AS UNACCEPTABLE ALTERATIONS TO THESE DRAWING NOTES, AND WILL NOT ALTER THE SHEETS AND AT THE ENDWALLS BETWEEN THE RAKE TRIM AND THE ENDWALL AS TO MATERIALS, SIZE, LOCATION AND NUMBER OF ALTERATIONS PRIOR TO THE PREPARATION OF SHOP DRAWINGS.
CONTRACTUAL RIGHTS AND OBLIGATIONS EXISTING BETWEEN MANUFACTURER AND ITS CUSTOMER. SHEETS.
6. IT IS THE RESPONSIBILITY OF THE CUSTOMER TO FIELD VERIFY ALL EXISTING CONDITIONS PRIOR TO FABRICATION. 5. BUILDING DESIGN AS PER METAL BUILDING SYSTEMS MANUAL 2018.
7. FAILURE TO RESPOND TO CLOUDED AREAS AND AREAS TO VERIFY MAY RESULT IN ADDITIONAL COST AND/OR 6. WALL AND LINER PANELS ARE AN INTEGRAL PART OF THE STRUCTURAL SYSTEM. NAEEM AKHTER, P.E.
UNAUTHORIZED REMOVAL OF PANELS OR CUTTING PANELS FOR FRAMED OPENINGS CONSULTING STRUCTURAL ENGINEER
SCHEDULE DELAYS, FOR WHICH MBMI 'WILL. NOT BE RESPONSIBLE. NOT SHOWN IS PROHIBITED.
8. ANY CHANGES MACE AFTER THE MBMI CUSTOMER HAS SIGNED AND RETURNED THE APPROVAL DRAWINGS AND 7. OIL-CANNING, A PERCEIVED W'A\ANESS INHERENT TO LIGHT GAUGE METAL, MAY EXIST. 10404 W 154th STREET
E PROJECT IS RELEASED FOR FABRICATION SHALL BE BILLED TO THE CUSTOMER INCLUDING MATERIAL, THIS CONDITION DOES NOT AFFECT THE t�VERLANDPARK.KS 66221 STRUCTURAL INTEGRITY OR THE FINISH, AND ENGINEERING, AND OTHER COST. THEREFORE IS NOT A CAUSE FOR REJECTION TEL.: 913--685--2015
8. ANY TYPE OF SUSPENDED OR LOAD INDUCING M(S) 1S PROHIBITED IF ZERO
COLLATERAL LOAD IS DESIGNATED OIL E CONTRACT. THIS WOU
LD INCLUDE LIGHTS,
DUCT WORK, PIPING, AND INSULATION TYPES OTHER THAN 3" STANDARD DUTY ERECTOR NOTE T e ��
�
FIBERGLASS BLANKET INSULATION, ECT.
ONLY USE DRAWINGS ISSUED
9. LIGHT TRANSMITTING PANELS ARE NOT DESIGNED OR INTENDED TO BEAR THE WEIGHT
OF ANY PERSON WALKING. STEPPING, STANDING OR RESTING ON THEM. FOR CONSTRUCTION
TO ERECT BUILDING
10. ANCHOR BOLTS - PER h4BMA GUIDLINES, MBMI DESIGNS THE DIAMETER, PLACEMENT
WARNING: IN NO CASE SHOULD GALVALUME STEEL PANELS BE USED IN CONJUNCTION WITH LEAD OR COPPER. BOTH LEAD AND PATTERN AND PROJECTION OF THE ANCHOR BOLTS ONLY. FOUNDATION DESIGN COPPER HAVE HARMFUL CORROSION EFFECTS ON THE ALUMINUM ZINC ALLOY COATING WHEN THEY ARE USED IN CONSIDERATIONS, INCLUDING BOLT LIEN r .a
CONTACT WITH OL EMBEDMENT LENGTH AND MINIMUM EDG�
GALVALUME STEEL PANELS. EVEN RUN-OFF FROM COPPER FLASHING, WIRING, OR TUBING ONTO GALVALUME SHOULD BE AVOIDED. DISTANCE► ARE DETERMINED BY AND ARE THE RESPONSIBILITY OF THE FOUNDATION
ENGINEER OR OTHERS, NOT MBMI
11. ERECTION DRAWINGS ARE NOT TO SCALE UNLESS NOTED.
ACCESSORIES
4
DESCRIPTION DESCRIPTION
2 - 10'-0" x 12'-0" FRAMED OPENINGS
DRAWING STATUS REVISIONS
❑ _FORA PJ� NO, DATE DESCRIPTION CET CHK
3 - 3070 FRAMED/ OPENINGS AFIELD LOCATED) FlNAt. AND ARE FOR COI'�CEPTVAL RTFRESAT10 ARE �tu'ON�Y./ NOT q 12/16J23 FOR APPROVAL CLlwt CER ,°° _ •
t The cholee II''1 pre engineered
PURPOSE IS TO CONFIRM PROPER �� T "i" yo
aocuMavrs. ONLY aw►vnNcs ISSUE[ I �� B 1/ 2/24 REVISED; FOR APPROVAL CER CER
COMMIM BUILDINGS
n i n S
E� m � 0 1/ 2/24 FOR PERMIT CER METAL
T iT E s .A K . r, D o
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kr R'cm L+%ms®[0�.,7"4,wTF�,7T7 Orr �,,.r'H'7 l� ; JOB 7 • V
COMM
F N0. 9 � Y ,4723 W ATLANTIC AVE, STE A20 (800) 293-2097
0510 �
FKAL o �FESS101P D E LRAM BEACH FL 29068
, 3445 www. mblrrll.blz
Div= 1 /2 to
0t-0" OUT—TO—OUT OF STEEL. Law Eave n
� Dia= 5/8
2 Z
6r—on t n 3 , t} r 4
to Dia= 3 }r
1 �- -0 14 _�} � _0 /
w e
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i r Q n � n � tr r tr
4 6 1 3 -V tr 1 AJ'-31} � � -6 w !
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00
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rr
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r p to r. 131h# ` 1 3, f} N t6tt ! MOH + 4 aa � Tie At
00
@Ir
ANCHOR BOLT _ ! ! ,► r F , rr
DIMENSIONS a . -
! xff t .tt x x1 ! tt } M *wf...+s• ' +'k
14 --D 14 °�-0 ► �-
FRAME L.IN 5
..wa°
4 ; , e
DIMENSIONS High,� Eave ANCHOR BOLT PLAN
NOTE: All Base Plates CAD 100'-0" (U.N.)
DRAWING S`TATI,.lS REVISION'S
• NO. DATE aE�CRIPTIOIV D�� � ,° DARA FRIED MAN MARK HAN D FO RTH
[j
-
twtWS, 13CM FOR #1,, =; �, A 12/18/23 FOR APPROVAL DER ER ' ..
NAEEM AKHTER R.E. ;y �. DARA FR I ED INIAN Bc MARK HAN D FO RTH
31nrO STRUCTVRAL Oit M a B 1/ 2/24 REVISED FOR APPROVAL CER CERIETA BUILDINGS 1000 ROCKY POINT
RD
F`OF _ , _R �; 0 1/ 2/24 FOR PERMIT KR CER
0404 w S tr► STREET -----------
QTHM %*, M tt
y
� C� �/ 4723 W ATLANTIC AVE. AST MARION , NY 11939
OVERLANDPARK,KS 66221 IN VAIr, AS VINIUM MGM t � E.
TEL.: 913-685--2015 MWNCS Mum " rm comstr="rm "` SU ITE A20 DWG NO
COMMFp O. 057 . C'
O pROF P� DELRAY BEACH , FL 33445 1 2 24 1 OF 9
ESSION
� WNM TEL. : 800- 293- 2097 ANCHOR BOLT PLAN JOB NO 2906
- Dia 5/ � Dia- /4" RIGID FRAME REACTIO
NS (k } RIGID FRAME REACTIONS (k } RIGID FRAME REACTIONS k
@ 3 @ 2 4 @ 1 5
6 1/,.8�
1
0
Max Horizontal Max Horizontal Max Horizontal
cn L 4f
10 3/4„
N SW 3.3 3.1 2.6 2.3 1 .2
8 b- 1 10.8 3.1 10.7 2.4
p� (2) (7 10.6 11 .2
r
4 (2) (7) (2) (7)
CN Max +Vertical Max +Vertical Max +Vertical
DETAIL A 0 ETAI L E
Dia 3/', „
_30
1 .1 1 .1 0.7 to" 0.7 0.4 0.4
00 7.5 17.9 15.6 16.0 13.2 13.5
�� GENERA NOTES -Vertical _ .
3 L OT Max Vertical Max Vertical Max -Vertical
1 . Foundol"lon design and construction
ore not the responsibility of
M A
8 1 /4"
2. The building reaction data reports
the loads which this building
SW places on the foundation.
3. Archon bolts shall be accurately 2•4 2.4 1 .5 � 1 .7 0.8 0.9
set to a tolleronce of +/- 1/8" go.` 10 --. -4-
1 -� in bath elevation and location.
Anchor bolts are to be type A36. '1 4•6 3.1 3.4 11 .4 1 ,5
DETAIL B/� 4. Column base plates care designed �ad+Collateral+t.iue 1 �?ead++OoII+Oteral+Lire ,.
• f N�
Dia= 3 4 not to exceed a bearing pressure 1 0`y
1 Dead++�ollateral�-�.�ve
8' of 1125 pounds pdr square inch. Z 09cd+0.6Wind R*t9ht1 2 tread++0®6Wind_Right1 2 Dead+0.6Wind_Right1
• 0.6 Dead+0.6'4"rtind_L ft 1 4 0.6Dead+0.6Wrnd_Left 1 4 0.6Deod+0,6Wind,Left 1
5. Reactions are based on ASD design 5 0.60ead+0.6Win d_Right1 5 0.6Dead+0.6V1f nd_R ht 1 W
procedure. 9 7 0.6Dead+0.6 ind_R"i�ght2 7 0.6Dead+0, 4', nd.�Ri ht2 7 0.6D*od+0.6 ind_Right2
g
BUILDING BRACING REACTIONS NOTES FOR REACTIONS
ENDWALL COLUMN REACTIONS(k }
co f. Reactions(k• } panel Shear 1 , All loading conditions are examined and onlymaximum minimum H or V and the Frame Col
Wall Col Wind -Seismic Ib ft / Load
'n 3 Loc Line Line Horn Vert Horz V Wind{ � corresponding. H or V are reported, Line Line Id
Vert n S �is Note 2, Positive reactions are as shown in the sketch. Foundation loads are in 1 B Max Horn = 2.7 Vert = 0.1 8)
...... � � opposite directions. 1 B Max +Vert = 0. 1 Horz = 2.7 0 0 Harz = 0 a 10)
3'� L,�EW 1 h 5 B Max --Vert � 0. .
3. Bracing reactions are in the plane of the brace with the H pointingaway
)
F_SW C 2�3 a e ver
from the braced bay. Thtical reaction is downward. y
R_EW 5 h a Load combinations do not produce a max for this direction
B_SW A 2,3 101 4. Building reactions are based on the following building data: 8 4,6Deod+O.+>Wind-Ri�ght2+0.6lYind_Suction
Width (ft == 26.0 1 b)(Dead+0.6Wind,_Right2+0.6%nd_Suction
' 2„ 8 1 /4 �o�Wilnd bent inbay Length t 40.0
hRigid frame at endwall Dave H t ft = 16.0 21 .
Roof Slope rise 12 2.5 ANCHOR BOLT SUMMARY SW �`
Dead Load psf) 2.0
Reactions for seismic represent shear force, Eh Colloterol Load ( sf) 10.0 Dia Pro
Live Load (psf .= 20.0 j
See y Locate (in) Type (in)
Plan WIND BENT REACTIONS Snow Load (sly) =� 20.0 at ,,. �
Wind Speed (mph) = 140,0
8 Jamb 1/2" A307 2.00
DETAIL C Wind Code IBC 18 8 Endwall 5/8�; A307 3.00
Exposuresure' -= C 40 Frame 3/4 A307 3.+00
Dia= 1 }' ICmo once Wind Enclosed
16 WindCol 3/4" A307 3.00
P 1 .00 r .
Importance Seismic -� 1 .00 ( ;� ';
n Seismic zone B '
2 7 8 H H Seismic Coeff (Fa*Ss) = 0.29
V VMS
r
.._.. f Reactions
Wall. Col Wind(k ) Seismic(k } Bolt(in) . Base-Plate(in)
Loc Line Line Horz Vert Horz Vert 4t Dia Width Length Thick s g®
sd a
aa.s-w.r .��r a�rrrum � wrrwwwww� r�.r�w.. ��ew+
F SW C 2 1 .9 6.0
� ,� 0.4 1 .4 4 0.750 $.000 8.000 0,375
F-SW C 1 .9 6.0
00 2 1 /2 0.4 1 .4 4 0.750 8.00D 8.000 0.375 _•„
,
B_SW A 3 1 .7 3.9 0.4 1 .0 4 0.750 8000 8.000 000 0.375
B_SW A 2 1 .7 3.9 0.4 1.0 4 0.750 8.000 8.000 0.375x -a• ' ff.. ,= ~ " n
2 3/4" . . :
., 4
DRAWING S�'�AT�.J S t
REVISIONS
� `
SW 10R. . NOA DAIII DESCRIPTION OEM �HK DARA FRIEDMAN � MARK �F FORTH
w NOT A 12/18 23 FOR APPROVAL CCI ' � : ��
NAEEM AKHTER P.E. w �� z:
n CONSULTING STRUCTURAL ENGINEER DOC TQ Y ORK �A ' W,� ,. 1 1 2 4 R SED: FOR APB i= ��
DARA FRIED MAN & MARK HAN D FO RTH
1 1/2 ' . Y �r U APPROVAL E METAL I LC I GS 1000 ROCKY POINT
10404 W 154th STREET
0 1/ 2/24- FOR PERMIT KR CER R D
P(M rto '� EAST MARION , NY 1 939
See Plan OVERLANDPARK,KS 66221 M Tyr• A VINIU , I�� , ;� S q� �{ 0 (o � OY QAA-r 'VLA - �l 4723 W ATLANTIC AVE.
TEL.: 913-685-2015mw� msum A r SUITE A20 D NO
COMPLEM WE
DETAIL D DIM
R�FESSIONP� DELRAY BEACH , FL 33445 Z 2 24 2 OF 9
TEL. : 300-293 -2097 A. BOLT DETAILS & REACTIONS JOB No 290V�
MEMBER TABLE
ROOF PLAN
1 Low Eave MPAR
40 O OUTTO--OUT OF STEEL SIZE
8X25 1
P-2 8X25z 16
2 0_
— 14 —0 1 �- 4 E- 1 8E14
r rR E-2 8E14
1
E-3 8E14-2�. E--4 8E14
CB-1 0.25_C8 L
CD—n el
4 0.25 CBL
RF1 -1 E-3 RF2- 1 E-4 RF3- 1 E--4 RF2- 1 E-3 RF1 -1
P-- 1 T ~` P-2 T '°' P-2 T P- 1 T
c2 J "`
0 / ~ 0
H
. IQ \ /
0 N CV / [V 0
I
� � \ / � I
Ll� �
04
/
/ \
\
/ \ Nay! • : ROOF PANEL L TRIMM
Y ■-,&i•- T S
' NE
4.1
RF2-3 i f 'MF ! —3 ♦ "'' y r; ✓-„, !s
R 1;1 -3 E- 1 R1�2 E—2 R 3—3 �,--, ,r,
l
PURLINS 1'-1 3/4� 1'-1 3/4" 1'-t 3/4; High Eave $# +4 +� ` ;"- 3 E t ►
1'-1 3/4" i1'-1 3/4" 1 -1 3/4"
pp W4
ROOF FRAMING PLAN u° uu �� � �
rya
�bA.rw"w«p„e.sri
DRAWING STATUS REVISIONS
qy p, { p r y gp �p Qom DATE [)ESCRIP�ION pE '" CI� DARA FRIEDMAN 8c MARK HANDFORTH
H ! +9 tY M°�s�W F'3�''. ��i c 7'F l�TGd� � ;���`Y � �.�s� , .t<A � Y� ".��,.
NAEEM AKHTER P.E. � � EJ 2/1 a/23 FOR APPROVAL oER cER `t p w DARA FRIED AN� + *; , "=v , �, M 8c MARK HAN D FQ RTH
CONSULTINO STRUCTURAL ENGINEER , y W'"O s � ,, 8 1/ 2/24 REVISED; FOR APPROVAL CER CER METAL
1000 ROCKY POINT RD
' 1 Q 1/ 2/24 FOR PERMIT K ER EAST M AR I O N Y
10404 w 154th STREET TRM R V�r IMM t', T rt w l ti F� � ��. r 4723 1N ATLANTIC AVE. . N 11939
OVERLANDPARK,KS 66221 IN ems, AS A VNVI�W. I . d SUITE A2 J
TEL.: 913-685-2015 �� �` { `; DWG I~ O
wmp ` �o fv o o�� �_� DELRAY BEACH , FL 33445 2 24 3 OF
�P�m�W pR�FESSIO�P~
TEL. : 300 -- 293 - 2097 ROOF FRAMING JOB No 29068
BOLT TABLE
L.INFGA
+MCA 10N BA RE DIA. I_ENGTI-I
WF-1 — F-2 8 A325 5 8 1 3 4
WF-1 — RF2-3 8 A325 5/8„ 1 1 /2 of
WF-1 — RF3-3 8 A325 58 1 1 2 it
WF-3 - ,o WF-4 8 A325 5 8,E 1 3 4►t
of
WF-3 RF3- 1 8 A325 58 1 12 it
W — — RF2- 1 8 A325 5/8 po 1 1 2"
MEMBER TABLE
DINE C A
MAR SIZE
WF-1 W8641
WF-2 W12541
WF-3 W8541
WF-4 W8541
DJ- 1 8X25C 16
DH— 1 8X25C 16
G-6 8X25Z 16
G-7 8X25Z16
G-8 8X25Z 16
G-9 8X25Z16
40'-0 OUT—TO—OUT OF STEED
TG-1 D 8X25Z 16
2 3
6t-0of 14 .01f 141.0►f 61_0011
CLIP TABL.E.
1 t-211 10_2 L C A
DID MARK
� 2 A15Q8
40'_0" OUT—TO—OUT OF STEEL y 2 �►
Fi CI4 3
F-2 ID 5'-0�} 14t-0" 14I-0f' 6`-00
Oft
u 1 '-2" 1 1_27i
z
J2
G-7 Ls G-8 G_g G-7 1 -0�� „
G-7 G— — �
ID
G-6 G- 10 G-7 I G_6 WF 410 G-7
DH— 1 DH-1
G
o
cA
G—f G- 10 G-7 —
G-6 G- 10 G 7
G-6@— I G- 10 G-7
G_6 I � G- 10 G-7
re
G-6 G- 10 G-7 G— G- 10 G-7
o
� E5 T1
RA1003 RA1503 E5 RA1003 RA150 L ., .. .. . . . . _I L 3
I IH 3 C HI , .J I I I I C 1H 141I
RF1 -3 RF2-3 RF3-3 RF2-3 RF1 -3 RF1 -1 RF2- 1 _ —
RF3- 1 RF2 1 RF1 1
O O
I �
c`I 10'-0 ' N N 10, 0.. N
GIRT
GIRT � LAPS
LAPS 1 —1 3/49' 1 —1 3/4" 1'—1 3/4 1'-1 3/4" 1'1 1' 3/4"'4 3/ " 1 L -
FRONT SIDEWALL FRAMING : LINE C BACK SIDEWALL FRAMING :
LINE A
NOTE: WALL PANEL T Ih Y 9THER5 �� .,�. d� N
'
✓ t c ,a.. 3 5 g.�pn�r.
� w i
J X
V.
DRAWING STATUS R EVI S 10 N S
Nv. uATE DESCRIPTION DETCHK ' :" DARA FRIEDMAN �3c MARK HANDFGRTH
FIWL AND � A 12/18/23 FOR APPROVAL EIMUZ MAWMS BM0 FOR Appvin.' T CER CER ,
NAEEM AKHTER, AIRA FRIED MAN c�C MARK . HAN D FO RTH
P.E.P E. .��.,
CONSULTINO STRUCTURAL ENOWEER DOCU E M ►� "
pp� , ,�P.��.Y �� ,� � 1 f 2/24 REVISED. FOR APPROVA OER OER k
cm, ivoolm m coumm '�� , N 0 1/ 2/24 FOR PERMIT ER METAL BUILDINGS 1 000 ROCKY POINT RD
10404 YV 154th STREET -E EAST MAR I O N , NY 11939
OVERLANDPARK�KS 66221 w T. AS A W* � - Hof Cvv�S �U� ti� 4723 W ATLANTIC AVE.
TEL.: 913-685-2015 '" . a " SUITE A20 DWG NO
COMMRR QPESSIOW�, DELRAY BEACH , FL 33445 1 Z 2 24 4 OF 9
TEL. : 800 -293--2097 SIDEWALL ELEVATION JOB NO 29068
BOLT TABLE
LINE 1 & 5
GCATI GN QUAN LYPE IA LENGTH
Columns Rof 8 A325 1 2 1 1
MEMBER TABLE
LINE 1 & 5
MARK SIZE
EC- 1 8X 5GD 14
G- 1 8X25Z1 6
G-2 8X25Z 16
G-3 8X25Z16
G-5 8X2'5Z16
CLIP TABLE
LINE 1 5
DID MARK
1 N1
2 D1
'A 3 3t1
26"-0"r OUT-TO-OUT OUT F STEEL C 26'--D" T-T -OUT OF STEEL A
0P—Orr 18'— n 161-011 � nr—nrr
,�1"2 9/16" V i1
2 9/1 s"lam,
12 12
� ate-
I 8
G2 G-2 G- 1
0 I 0
I
I I I 1 to
1 G- --2 G- 1 MT
I
.. I
0
• (t7 B I 0rl}m0
I rp" II +� I to I �+4j+— I
G— 6 G-2 G-2 G--1
to
G- 1 I I o I
I � T1
RA1503 R 15G3 to
EC- 1 EC- 1
ENDWALL FRAMING : LINE 1 ENDWALL FRAMING : LINE 5
I TE: WALL PANEL & TRIM BY OTHERS Y a ., ~•
Y. R
h a ✓`e ,Y A.V1 w, N
"a`a 7— J
DRAWING STATUS REVISIONS DARA FRIEDMARI �c MARK H
�°g fie, 6�e , ,:f,�A l�, ,�*y yp�v g� ipyr WO. OATE DEscRIPenor� o AN D FO RTH
9 k� IiAl W,i S, �i°.f R`SSi9 II^It"j'���"�s firP l
A 2/18/23 FOR APPROVAL 0ER CE
NAEEM AKHTER P.E. pMALvRP ` ° �' � � Fy PRcm DARA FRIED MAN & MARK HAN D FQ RTH
CON5UL71Na STRUCTURAL. rvO1NETR WL"M L D«M "' B 1/ 2/24 REVISED; FOR APPROVALOEI�t 0ER ETA BUILDINGS1000 ROCKY POINT RD
� C / '� F� Q 1/ 2 24 FOR PERMIT KR �
10404 W 154th STREET -, EAST MAR I O N , NY 11939
THUE A WP l (� 2g 2 -b„� 47 2 3 W ATLANTIC AVE.OVERLANDPARK,KS 66221 IN ,T, A,,, ,� �rt �ad �� "�� �vG
TEL.: 913-685-2015 vm" a SUITE A2 Q DWG NO
COWPLMa ° 057 DELRAY BEACH , FL 33445 1 2 Z 24 5 OF 9
- � FESSIOPv TEL. : — ENDWALL ELEVATION
BQQ-- 293 2Q97 JOB No 29068
SPLICE PLATE & BOLT TABLE MEMBER TABLE
Qty
Mark Web Depth web Plate Outside Flange Inside Flange
Mark To Bot Int T pe Div Len th Width Thick Length RF1 - 1 �. n hi Len h N x Thk x Len th W x Thk _x, Length
12.5 0. 135 187.4 5x3 1t) x 84.7 5x316x 171 .4
Sp-1 4 4 O A325 0.625 1 .75 6" 3 8" 1 '-�--7 1 2" 6 x 3 1 fi x 21 .4
RF1 -2 12.0 12.0 0. 135 240.0 /
/ 5 x /16 x 274.5 5 x 3 f 16 x 274.5
FLANGE BRACES:: (1 ) One Si 12.0/12.0 0, 135 37. 1de� (2� Two Sides RF1 -3 12.5 9. 1 0. 135 211 ,2 ��
/ 6x3/16 x21 .4 5x316 x228.4
FBxx,A1 xx�lrrgth(in
9.1 8 5 0. 135 36.0 5 x 3 16 x 247.2 f
A L2 214
03
30
ell I O f E
4::�T2 9/16 CL
C�
0
I
Ito 0to
. r
to 0
AtFj
,,...
Cq
77
Nt
_j
I
I �
I
4. '
$ 1 /4" 10 7 "` 22'-5 3 4"' n Mt
1 —0 7 8 8 1 /4 i
Clearance ►
x
26 —O OUT TO--CUT OF STEEL
A
C .r►e'"r".. "
RIGID FRAME ELEVATION : FRAM E LINE 1 5
GENERAL NOTES: DRAINING STATUS I REV SIQN
-� �V • No. ®ATE DESCRIPTION Dom- cox �.' _ �� " x }x, ; f � , DARA FRIEDMAGI & MARK HAMDFORTH
i A 12/18/23 FOR AP '
,� R APPROVAL CER CER . $.
NAEEM AKHTER, P.E. t�. DARA FRIED MAN r3c MARK HAN D FO RTH
CONSTRUCTION NOTES FOR THE RIGID FRAMES o SUITING STRUCTURAL ENGINEER x � B 1/ 2/24 REVISED, FOR APPROVA GER CER
1 . ALL FIELD CONNECTIONS OF PRIMARY FRAMING MEMBERS SHALL BE BOLTED. o �/ 2/24 FOR PERMIT KR OER METALBUILDINGS 1 C3QC� ROCKY POINT RD
WITH A325 H. S. BOLTS AND INSTALLED BY THE TURN OF THE NUT METHOD. O VERL W 154-th STREET Dfm m s, NG �� • � EAST MAR I Q N , NY 1 1939
2. ALL FIELD CONNECTIONS OF SECONDARY FRAMING SHALL BE BOLTED WITH QVERLANDPARK.KS ss22� 414 �,T. AS A N „U. tIE� � � �, � ?,� For Cw�s uc���,, � 4723 W ATLANTIC AVE.
A347 MACHINE: BOLTS. TEL.: 91 —s85-2a15 •� FMimxmo o U ITE A20 �wG NO
3. WELDING PROCESSES USED BY MANUFACTURER ARE IN ACCORDANCE WITH SEC. PE SI NPR' DELRAY BEACH , FI_ 33445 1 2 24- 6 OF 9
1 .3 OF A` S D 1 . 1 . TEL. : 800 --293 --- 2097 RIGID FRAME ELEVATION JOB NO 2906
SPLJCE PLATE & BOLT TABLE
MEMBER TABLE
Qty We e th Web Plate Outside Fon e
Mark 9 nsle 11on► e
Mark Top Bot Int T pe Dia Len th W,dth Thick Len th tad nd -hock Len th Thk xLe-not h x Thy x Ler� th
SP- 1 4 4 0 A325 0.625 1 .75 fi 3 8 1 —9 1Z2,7
RF2- 1 8., 15.0 0. 1 5 188 O S x 3116 x 184.7 5 x 3 18 x 170.0
6x3/ 6„ x23.9
RF2-2 14.0/14.0 0. 135 236.4 5 x 3, 6 x 269.4 5 x 3 16"
FLAJ'�GE BRACES: ( 1 ) One Side; (2) Two Sides 14.�0,/14.0 0. 1
35 36.0 / x 2fi9.4
FBxxA 1 : xx=ien th(in) RF2-3 15.0,E 9.5 0. 135 211 .2 6 x 3/16 x 23.9 5 x 3/16" x 225.9
A — L2X2X 14 19.5 8.5 0. 135 36.0 5 x 3 16 x 247.2
410)
I
2 16 I
12
CL
FIB 00)
I
I
Q
1
mLL—
I
I
Cq
I C
I
0
I �
P
I
«rtd fir' 'L '�i`t^' °�
8 1 /4 1 —3 3Z87.. 22*- O 3 4 g 1 -3 3 8�f . 7.
8 }► $ .F k R
Clearance 1/4q �� ; r
e
26 — 0�n OUT -TO--O T 01� STEEL : ;�g _ ` �'�':_., V
RIGID FRAME ELEVATION . FRAME LINE 2 4
GENERAL NOTES: DRAWING STATUS REVISIONS
1 _Q3.4 C'1T[ "S * NO. h. �n., k^wex�nYaem...f0.yyr�rv�c � .$ ..
DATE DESCRIPTION DE`c OHK DARA FRIED MAN Bc MARK HAN D FO RTH
of 0 V"M WHO FOR A 9. T "�
NAEEM AKHTER P.E. A 12f 1g/23 FOR APPROVAL CERCER
CONSTRUCTION NOTES FOR THE RIGID FRAMES. CONSULTINQ STRUCTURAL ENOIN " . IS TO CONMRM I r . DAR
yr �11!�S , �. B 1/ 2/24 REVISED; FOR APPROVA OER GER A FRIED MAN & MARK HAN D F"O RTH
1 . ALL FIELD CONNECTIONS OF PRIMARY FRAMING MEMBERS SHALL BE BOLTED. �' _ * o 2 24 FOR P M ETA L BUILDINGS 1 0 D 0 ROCKY C KY POINT I N
WITH A325 H. S. BOLTS AND INSTALLED BY THE TURN OF THE NUT METHOD. 0404 W 154th STREET z o / / PERMIT a T R D
S A U UU n Z� Y Foe � � IM 4723 W ATLANTIC AVE. EAST JVIAR!0N NY 1 1 939
2. ALL FIELD CONNECTIONS OF SECONDARY FRAMING SHALL BE BOLTED WITH QVERLANDPARK,KS 66221 I THAT. ,� W �� �,
TEL.: 913--585-2015 [W—Al" MSUED " . r ' �`
A307 MACHINE BOLTS. a , SUITE A20 75ATE DwG N0
3. WELDING PROCESSES USED BY MANUFACTURER ARE IN ACCORDANCE WITH SEC. . R�FE�S�� AV DELRAY BEACH , FL 33445 1 ?/24
7 OF 9
1 .3 OF AWS D 1 .1 . U ram " " .
TEL.. : 800- 293 -- 2097 RIGID FRAME ELEVATION JOB NO 29068
SSPPUCE PLATE & BOILT TABLE MEMBER TABLE
Qty Mark Web De th Web Plate Outside Flange Inside Flange
Mark To Bat Int T e Dia Len th width Thick Len th RF3— Start . nd Thick L r, th I Thk x Len th x Thk x Le ICI
SP- 1 4 4 0 A325 0.625 1 .75 6" 3 $" 1 '! 11 1 2"
1 $.5 16.0 0. 135 1 B$. ' 5 x 3 16,E x $ 5 x 3 16 x 68.2
6 x 3�'16�� x 24.9
RF3-2 16.0/16.0 0. 135 234.8 5 x 3, 16 x 267.4 5 x 3/16" x 267.4
"\-7FtANG BRACES: ;11 One Side; (2) Two Sides 16.0/16.0 0. 135 36.0
FBxxA( 1 ): xx=Icn fh(In) RF3-3 16.0/ 9.7 0.135 211 .2 6 x 3/1604 x 24.9 5 x 3/16" x 223.7
A � L22 '1 fi
9#7 .. 0. 135 36.0 5 x 3 16 x 2 4-7.2
f
� f
f f
2 9 16" K7
0
�'--
12 CAI
...�..
L W,
0
-- - - -
I
I
Q
rn
t0171
0
�( 0I
V
00
} U c
w
4
rrrT
Fj
..� NE,Ile
8 1 /4 1 —4 3 $ 21 10 3/4 to
4 1 '— 3 $ ' $ 1 /4 ry :=
W
Clearance '
° y{ j
26► 0" OUT--TO—OUT OF STEEL �f �� �.� � w. �, �.,
RIGID FRAME ELEVATION : FRAME LINE 3
GENERAL NOTES : DRAINING STATUS REVISIONS
NO. GATE DESCRIPTION DU OHS DARA FR I ED MAN 8c MAR
�� v , FOR � . I NOT f� I+C HA N D FO RTH
1t . A-140 ttt& �+vf A 1 /18/ 3 FOR APPROVAL ER OER s
"$
NAEEM AKHTER, P.E. ;. . w :n. DARA F'RIEDMAI`I 8c MARK HANDF
CONSTRUCTION NOTES FOR THE RIGID FRAMES. CONSULTING STRUCTURAL ENGINEER , , �,� �� ., � B 1/ 2/24 REVISED; FOR APPROVAL CER ER ORTH
1 . ALL FIELD CONNECTIONS OF PRIMARY FRAMING MEMBERS SHALL BE BOLTED. D CO M ETAL BUILDINGS L1 000 ROCKY POINT RD
WITH A325 H. S. BOLTS AND INSTALLED BY THE 'TURN OF THE NUT' METHOD. 10404 W 154th STREET .E * D �/ 2/24 FOR PERMIT KR CEAR
2. ALL FIELD CONNECTIONSOVERL4NDPARK,KS 66221 IN �T A 1isW U •i� � �,� tiv �,►,�},�v� �/ EAST MAR I C� N , NY 11939
. of SECONDARY FRAMING SHALL BE BOLTED WITH TEL.: 913—sas-2o� s " . " ' '�'� � ' ��• � �� l � 4723 W ATLANTIC AVE.
A307 MACHINE BOLTS. covpim pA 05109 ��� SUITE A2 0 DWG NO
3. WELDING PROCESSES USED BY MANUFACTURER ARE IN ACCORDANCE WITH SEC. Ro D ELRAY BEACH, FL 33 44-5 1 2 �- 8 O F 9
Fdd . 4h FESSIONP
1 .3 OF AWS D 1 .1 .
TEL. : 800 - 293 --2097 RIGID FRAME ELEVATION JOB NO
29068
S
1/2- x 1 1/4 IDEWALL" GIRT
END OF BUILDING A307 BOLTS
• 1 r2" x 1 1/4"
--� 1 4 TEK2 SCREW PURLIN RIGID FRAME WELDED A307 BOLTS
RIGID FRAME RAFTER I CONNECTION
—/
PLATE RIGID FRAME ENDWALL
o RAFTER CONNECTION CTION ENDWALL COLUMN COLUMN
COLUMN
1/2 x 1 1/4 'W' OR 'R' WELDED 0 ° I
2f
RAKE ANGLE A307 BOLT COLUMN PLATE 1/2" x 1 1/4' I
A307 BOLTS SEE ENDWALL DRAWINGS O
— _ ,�,,, — � — — � �. � � ... o 0 I FOR CONNECTION PLATE
LOCATIONS AND CALLOUTS
Q I
I I I
PLAN VIEW 'S Q� I
� 1I �
LIZ
I
III BASE PLATE
FLANGE BRACE 0 I 0
PLAN ELEVATION
ENDWALL GIRTS a
ENDWALL
° 1/2" x 1 1/40 COLUMN CONNECTION ,ENDWALL
A307 BOLT T
ALO!I wmi PLATE GIRT
NOTE: RAKE ANGLE ON BOTTOM OF PURLIN ELEVATION TEX2 SCRDYS
AT OPEN WALL OR OVERHANG. BASE PLATE TO ENDWALL
O PURLIN TO ENDWALL RIGID FRAME
�33 ENDWALL RAFTER TO COLUMN rJ ENDWALL COLUMN TO WALL GIRT D16CORNER COLUMN TO WALL GIRT COLUMN OR DOOR JAMB
PURLIN
EAVE STRUT
'z:f- SAVE STRUT
FLANGE BRACE EAVE STRUT
Q 0 0 Q (BOTH SIDES UN. NTD.) Q
SEE CROSS SECTION — —
COLUMN
Q Q ° Q SEE SIDEWALL DRAWING ' ----- AA301 PLATE I I
FOR BOLT DIA AND TYPE IF REQ D. I Q I IF3REQ'D�� I I
raw�
RAFTER Q Q Q Q Q
WIND BENT
Q o Q AK508 CLIP COLUMN FRAME FRAME
— — — — — — — — — -- — — ZBUILDING COLUMN CowwN COLUMN
0 1 r2" x . 1 1/4`
GE BRACE A307 BOLTS 1/'2- x 1 1/4- GIRT 1 2" x 1 1 4" 1/Y x 1 1/4'
A307 BOLTS / / A325 BOLTS
(BOTH SIDES UN. NM-) A325 BOLTS
SEE CROSS SECTION SECTION ELEVATION SECTION ELEVATION
Ad
PURLIN TO INTERIOR FRAME RAFTER U2 GIRT TO COLUMN ul
WIND BENT TO COLUMN QJ2 EAVE STRUT TO RIGID FRAME Q8) EAVE STRUT TO RIGID FRAME
SEE ENDWALL/SIDEWALL
DRAWINGS FOR CONNECTION
PLATE LOCATIONS AND NOTE: E1111) SLOT GIRTS PURUNS 0 ALL S'E QNS
CALLOUTS GIRT FOR FLUSH �;t �T �fRLiP C{}��DMONS,
DOOR JAMB 1/2" x 1 1/4" 1 2" BOLTS DOOR
A307 BOLTS DOOR JAMB BRACE GRIP COLUMN OR
WELDED 0 ° RAFTER WEB BASE ANGLE
ANGLE CLIP �. ._. . _ HILLSIDE
" 'R CABLE WASHER CONNECTION BY OTHERS,
WALL PANE. MUST BE ADEQUATE TO
FLAT
WASHER (BY OTHERS) SAFELY RESIST THE LOADS
I
EYEBOLT IN THE REACTION REPORT
[ DOOR
JAMB " . CONCRETE
DOOR HEADER SLOT IN WEB TO INSERT NUT ,• . : �.� FOUNDATION
HILLSIDE WASHER <
SECTION AND EYEBOLT
ELEVATION Bo�.SE TRIM
GIRT
~ 1 r4-
#Y OTHERS
SECTION A307 BOLT ELEVATION
U,,� DOOR JAMB TO GIRT M 2 DOOR HEADER TO DOOR JAMB 2 DIAGONAL CABLE, EYEBOLT END WALL PANEL BASE DETAIL
GIRT TO DOOR JAMB �• - _k,_
Ile
d
ENDWALL RAFTER
1 / /'
FIELD DRILL ��
ell �s a•pP
1/2" x 1 1/4"
A307 BOLTS �Vi
'"ow
� ENDWALL GIRT
d d
! J
""P� DRAWING A I N G STATUS E,� S R Il � 4
.� DARA FR I ED MAN �c MARK HAN D FO RTH
�. NO, DATE. DESCRIPTION D CHI .��,
BOLTED CLIP E f:M A FOR APPROVAL ` ` DARA FR I ED MAN c3c MARK HAN D FC7 RTH
NAEEM AKHTER, P.E. ik 4 P . _u
SEE ENDWALL DRAWINGS CONSULTING STRUCTURAL ENGINEER p� , 4Y MW � , • � 1 / 2 24 REMISED, FOR Al�"F�RO'v''A CER CER - METALBUILDINGS 1 000 ROCKY POINT RD
FOR CONNECTION PLATE S AS C WMC
' � F � D 1/ 2/24 OR PERMIT I�R CEO
LOCATIONS AND CALLOUTS 10404 W 154th STREET ❑X VkI rmr. r� cm s �, u6b� , 4723 W ATLANTIC AVE. EAST MAR I CJ N , NY11939
OVERLANDPARK,KS 66221 IN MAT, A 1Ili! . �iw �> Ev. NO
TEL.: 913-685-2015 VED " c nm + ` u� c ?" QUITE A2C� ,� 2 4 I '4`�G�
Q!)8ENDWALL GIRT TO RAFTER DELRAY BEACH , FL 33445
059 ���
CIF . vmtm � OF 9
oFEss►oNP
TEL. : 800- 293 - 2097 DETAIL DRAWINGS JOB No 29068
BUILDING CODE FOUNDATION GENERAL NOTES:
1 . BUILDING CODE: IBC 2021 1. THE ALLOWABLE SOIL BEARING CAPACITY IS ASSUMED TO BE A MINIMUM OF 2000 PSF. THE CONTRACTOR AND/OR OWNER SHALL
EMPLOY A GEOTECHNICAL ENGINEER TO INVESTIGATE THE SITE AND PROVIDE A WRITTEN REPORT OF SOIL CHARACTERISTICS.
CONCRETE NOTES: THE DESIGN ENGINEER SHALL BE NOTIFIED IMMEDIATELY IF ANY CODITIONS ARE FOUND DIFFERENT THAN THOSE REPRESENTED
1 . ALL CONCRETE WORK SHALL CONFORM TO THE REQUIREMENTS OF ACI 318,"BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE" AND ACI 301 ," SPECIFICATION FOR IN THIS REPORT. IT IS THE CONTRACTOR'S RESPONSIBILITY TO. VERIFY THE SOIL CONDITIOINS BEFORE CONSTRUCTION, AND IF
STRUCTURAL CONCRETE BUILDINGS" UNUSUAL CONDITIONS ARE ENCOUNTERED, TO NOTIFY THE ENGINEER BEFORE CONSTRUCTION BEGINS, THE CONTRACTOR SHALL
NOT PROCEED WITH THE WORK IF GROUNDWATER IS ENCOUNTERED DURING EXCAVATION, AND SHALL NOTIFY THE GEOTECHNICAL
2. CONCRETE MATERIAL SHALL COMPLY WITH: ENGINEER IMMEDIATELY.
A. CEMENT-ASTM C150 TYPE I, LOW ALKALI REQUIRED. SUBMIT MIX DESIGN WHICH CONTAINS ASR TEST RESULTS PER DAFB GUIDE, CERTIFYING ASR MITIGATION. 2. COMPACTED BACKFIL SHALL BE USED IN THE EXCAVATION AFTER THE CONCRETE IS SET.
B. AGGREGATE-ASTM C33 MAXIMUM AGGREGATE SIZE 3/4" 3. REFER METAL BUILDING MANUFATURER'S ANCHOR BOLT PLAN FOR ANCHOR BOLT PLACEMENT.
C. WATER- POTABLE 4. NO FLOOD ZONE AND STEEP SLOPE REQURRMENTS ARE INCLUDED IN THE DESIGN.
D. AIR ENTRAINING ADMIXTURE-ASTM C260
E. WATER-REDUCING ADMIXTURE-ASTM C494,INCLUDING SUPER PLASTICIZERS 5. MONOLATHIC POUR IS ACCEPTABLE.
F. FLY ASH-- ASTMC618, CLASS C
3. CONCRETE SHALL DEVELOP THE MAXIMUM 28 DAY COMPRESSIVE STRENGTH(fc),(EXCEPT AS NOTED ON DRAWINGS) LEGAL NOTES:
TYPE OF CONSTRUCTION COMPRESSIVE STRENGTH�fc�
A. FOOTINGS,FOUNDATIONS,WALLS 300OPSI 1 . USING THESE PLANS, DRAWINGS AND SPECIFICATIONS TO CONSTRUCT THE STRUCTURES OR FOUNDATIONS CONSTITUTE AGREEMENT
B. INTERIOR SLABS 4000PSI BY THE CLIENT TO THE FOLLOWING.
C. EXTERIOR SLABS,WALLS AND CURBS(AIR ENTRAINED CONCRETE) 400OPS1
CONCRETE PROPERTIES SHALL BE ESTABUSHS ON THE BASIS OF FIELD EXPERIENCE AND/OR TRIALMIXTURE IN ACCORDANCE WITH ACI-318-89 SECTIONS 5.2 AND 5.3 2. INDEMNIFICATION
WHEN FLY ASH UTILIZED IN THE MIX. MIX SHALL CONTAIN A WATER REDUCER. FLY ASH SHALL BE ADDED AT THE RATE OF NOT MORE THAN 100 POUNDS PER CUBIC A. THE CLIENT SHALL INDEMNIFY AND HOLD HARMLESS THE DESIGNER AND OFF OF ITS PERSONNEL & SUB CONTRACTORS
YARD AND CEMENT SHALL BE REDUCED BY NOT MORE THAN 15 PERCENT BY WEIGHT. FROM D AGAINST AND ALL CLAIMS. DAMAGES, LOSSES & EXPENSES (INCLUDING REASONABLE ATI`OR�NE'�"'S FEES)
(SING OUT OF OR RESULTING FROM THE PERFORMANCE OF THE SERVICES, PROMDED THAT ANY SUCH CLAIMS, DAMAGE,
LOSS OR EXPENSE IS CAUSED IN WHOLE OR IN PART BY THE NEGLIGENT ACT OR OMISSION ANO/OR STRICT LIABILITY
4. PRORPORTIOIN AND DESIGN MIXES TO RESULT IN CONCRETE SLUMP AT POINT OF PLACEMENT OF NOT MORE THAN 4 INCHES. WITH ADDITIONAL SLUMP ALLOWED VIA OF THE CLIENT, ANYONE DIRECTLY OF INDIRECTLY EMPLOYED BY THE CLIENT OR ANYONE FOR WHOSE ACTS ANY OF
ADMIXTURES SUCH AS MASTER BUILDERS POLYHEED AND DELVA. THEM MAY BE LIABLE. THIS INDEMNIFICATION SHALL INCLUDE ANY CLAIM, DAMAGE OF LOSSES DUE TO THE PRESENCE OF
HAZARDOUS MATERIALS.
5. USE OF AIR ENTRAINING ADMIXTURE IN EXTERIOR EXPOSED CONCRETE TO 3 PERCENT ENTRAINED AIR. 3. RISK ALLOCATION
a 6. READY MIX CONCRETE SHALL COMPLY WITH THE REQUIREMENTS OF ASTM C94 A. IN RECOGNITION OF THE RELATIVE RISKS, REWARDS & BENEFITS OF THE PROJECT TO BOTH THE CLIENT & THE DESIGNER
THE RISKS HAVE BEEN ALLOCATED SO THAT THE CLIENT AGREES THAT TO THE FULLEST EXTENT PERMITTED BY LAW. THE
7. NO ALUMINIUM ITEMS SHALL BE EMBEDED IN ANY CONCRETE CHLORIDES IN ANY FORM OR CONCENTRATION SHALL NOT BE ADDED TO ANY CONCRETE. DESIGNER'S TOTAL LIABILITY TO THE CLIENT, FOR ANY & ALL INJURIES, CLAIMS, LOSSES, EXPENSES, DAMAGES OR CLAIM
EXPENSES ARISING OUT OF THIS AGREEMENT, FROM ANY CAUSE OF CAUSES, SHALL NOT EXCEED THE TOTAL AMOUNT OF
S. REINFORCING STEEL: 50,000.00, THE AMOUNT OF THE DESIGNER'S FEE (WHICHEVER IS LESS) OR OTHER AMOUNT AGREED UPON WHEN ADDED
UNDER SPECIAL CONDITIONS. SUCH CAUSES INCLUDE, BUT ARE NOT LIMITED TO, THE DESIGNERS NEGLIGENCE, ERRORS,
A. REINFORCING BARS-ASTM A615 GRADE 60, EXCEPT TIES & STIRRUPS MAY BE GRADE 40 DEFORMED. OMMISIONS, STRICT LIABILITY, BREACH OF CONTRACT OR BREACH OF WARRANTY.
B. WELDED WIRE FABRIC--ASTM A 185
C. ACCESSORIES AND SUPPORTS FOR REINFORCEMENT- COMPLY WITH CRSI RECOMMENDATIONS. 4. OWNERSHIP DOCUMENTS
D. BARS MARKED CONTINOUS AND ALL VERTICAL STEEL SHALL BE LAPPED OR EMBEDDED TO DEVELOP THE FULL TENSILE CAPACITY OF THE BAR. LAPS SHALL BE CLASS"B" A. ALL DOCUMENTS PRODUCED BY THE DESIGNER UNDER THIS AGREEMENT REMAIN THE PROPERTY OF THE DESIGNER & MAY
UNLESS 113"HOWN OTHERWISE SPLICE TOP BARS NEAR MIDSPAN AND SPLICE BOTTOM BARS OVER SUPPORTS. NOT BE USED BY THE CLIENT FOR ANY OTHER ENDEAVOR WIT'rgOUT THE WRITTEN CONSENT OF THE DESIGNER.
#4 & #5, BAR LAPS TO BE 48 DIAMETERS. (2'-0" MIN.) 5. DISPUTE RESOLUTION
A. ANY CLAIM OR DISPUTE BETWEEN THE CLIENT AND THE DESIGNER SHALL BE SUBMITTED TO NON-BINDING MEDIATION SUBJECT , • +
9. CONCRETE WORK EXECUTION: TO THE PARTIES AGREEING TO A MEDIATOR(S). THIS AGREEMENT SHALL BE GOVERNED BY THE LAWS OF THE PRINCIPAL _"
A. CONSTRUCT FORM TO CORRECT SIZE,SHAPE, ALIGN MENT,ELEVATION AND POSITION, AND SUPPORT VERTICAL AND LATERAL LOADS. PLACE OF BUSINESS OF THE DESIGNER. "
UPPORT AND SECURE REINFORCEMENT AGAINST PLACEMNT 'S I = ' "
B. POSITION,S E
, rp ���. w�,�• �
MINIMUM c.,ONCRETE COVER FOR REINFORCEMENT SHALL BE UNLESS NOTED OTHERWISE ON THE DRAWINGS
CAST AGAINST & EXPOSED EARTH 3 INCHES
EXPOSED TO EARTH OR WATER 2 INCHES •��� . r� � " ��;
NOT EXPOSED TO WEATHER OR IN CONTACT WITH EARTH 1/2 INCHES ,
C. PLACE CONCRETE IN COMPLIANCE WITH ACI 304 RECOMMEND PRACTICE FOR M EASURI NG,M IXI N G,TRAN SPORTING AND PLACING CONCRETE
D. CONSOLIDATE PLACED CONCRETE USING MECHANICAL VIBRATING EQUIPMENT SO THAT CONCRETE IS WORKED AROUND REINFORCEMENTS EMBEDE ITEMS AND IN TO FORMS -
E. ALL CONCRETE IS REINFORCED UNLESS SPECIFICALLY NOTED AS UNREINFORCED. REINFORCED CONCRETE NOT OTHERWISE INDICATED WITH THE SAME REINFORCEMENT AS OTHER .: w
SIMILAR SECTIONS.
F. PROTECT CONCRETE WORK FROM PHYSICAL DAMAGE OR REDUCED STRENGTH DUE TO WEATHER EXTREMES, IN COLD WEATHER. COMPLY WITH ACI 306; IN HOT WEATHER COMPLY `�� � ''"x� " ':r . 4ki
WITH ACI 305. ell
ti w
G. IN CONCERNS OF GRADE BEAMS AND WALLS PROVIDE CORNER REINFORCEMENT (/ LAP TWO FEET EACH DIRECTION)) IN COURSE FACE MATCHING SIZE AND SPACING OF : • • • -• • • • •_ •-. •-; �'' � ' e0 pew R '
HORIZONTAL REINFORCEMENT. PROVIDE THREE # 4 SUPORT BARS WHERE REQUIRED FOR SUPPORT OR CORNER BARS. •' }" '• ; ° '• r s �•� ``*.• ANCHOR BOLT SUMMAR % .
s w:
qW • M�. • j/ � .. »i}q�' +! � �� •� � . �"^'^.."�'•"w..•w"en""mwwa. """'""„„,we^",.�".,r,�
H. AT OPENIIVGS IN WALLS ADD ONE #5 BAR(OPENING DIMENSION PLUS 60 BAR DIAMETERS) FOR EACH FACE AND EACH SIDE OF OPENING AND ONE #5 BAR BY 5'-0" _" ' '' - • °- M -
DIAGONALLY FOR EACH FACE AND EACH CORNER OF OPENING.
'�#, � ,�� •; � •°••'., • 'Y•` � ��" •�`���' .•�� `: _-.•.Ma.r.rr M+F.RM.wi.... ».................. ___-_ --..--,-. .�.,--. .,,,. .
I PROVIDE ONE #5 BAR DIAGONALLY AT EACH FACE OF ALL STEPS IN GRADE BEAMS AND FOUNDATION WALLS ' '' ' ''' '�'• `M• " � �� A � : • '` •<` j
• ,� s � • • ., . � < »•. ° ��•°; , . �,� •� "' ' Qnt Lac Dia Len th Embed Pro
J. LAP REINFORCEMENTS AS FOLLOWS, EXCEPT AS NOTED OTHERWISE ON THE DRAWING: #4 BARS-12",#5 BARS-15",#6 BARS-19",#6 BARS-260. � � ;.:i•"•�:•»:�' '•+�"' . : #�«��` ,�: :,�,• (in) (in (in) (in)
K. PROVIDE CONSTRUCTION JOINTS IN FOOTINGS GRADE BEAMS AND WALLS AT NOT GREATER THAN 80 FEET IN ANY DIRECTION KEY OR DOWEL CONSTRUCTION JOINTS . • .• " :a . --�'- -----
* } ' " • .• ' � ` ; " '' 8 Jamb 1/2" 15.00 12.00 3.00
M. STEEL TROWEL FINISH ALL INTERIOR CONCRETE SLABS, BROOM FINISH ALL EXTERIOR CONCRETE SLABS. a . . 8 Endwail 5/8" 15.00 12.00 3.00
0. REMOVE FINS AND PROJECTIONS, REPAIR AND PATCH DEFECTIVE AREAS WITH CEMENT GROUT IMMEDIATELY AFTER REMOVAL. 40 Frame 3/4" 18.00 15.00 3.00
16 WindCol 3/4" 18.00 15.00 3.00
ANCHOR BOLT DETAIL
N.T.S.
DRAWING STATUS REVIS ❑ NS DARA FRIEDMAN & MARK HANDF❑RTH
FOR APPR❑VAL_e JA
DATE DESCRIPTION DET CHK E]
THESE DRAWINGS. SONG FOR APPROVAL. ARE BY DEFINITION N01i/ 7/24 FOR CONSTRUCTION CER NA �
r.
FINAL, AND ARE FOR CQMGEP'TUAL REPRE'5EMATION ONLY. THEIR = �•. . .
DARA FRIEDMAN 8t MARK HANDF ❑ RTH
NAEEM AKHTER, RE,
ME AL-
PURPOSE IS 'TO CONFIRM PROPER INTERPRE7AT1pN OF THE PROJECT `BUILDINGS,< :. O O C ROCKY POINT CONSULTING STRUCTURAL I�IGIraT: OOaJ�lENT5, ONLY D��� sum •'F'QR �'M(�Q{r" CAN BE1 0 R ❑ R D
CONSID= AS COUPLE.
10404 W 154th STREET FOR PERMITS EAST M A R I❑N NY 11939
DV ERLANDPARK KS > THEE S` NO r I ` ' R APE BY�y Nrr NOT 1' 4723 W ATLANTIC A V E.
J IN T. As A IiHimumrt PIECE mRE s A 4 nEO. C%"k J./W L7 I�IIJ
TELo 913--685-2015 MM MWW "' " N c SUITE A 2 0 1 / 7 / 2 4 1 ❑E
, F� CONSTRUCTI❑Ni DELRAY BEACH ., 33445 3
FINAL DRAWINGS. TEL . : 8 Q Q - 2 9 3 _ 2 0 9 7 FOUNDATION NOTES JOB NO
290C 8
1 0'-0" OUT—TO—OUT OF CONCRETE 5 Low Eave
12" 12" 1&&bb
C
N N
I �
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6 R A A
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1
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#6 GRADE fiO BAR I
.l I I HAIRPIN (TYP)
I
0 ! !
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TYP . HAIRPINI I
DETAIL
N .T.S . LAI
I
�,�, gyp . • � ! I
6" THICK SLAB ( • . a. • ' • ' I
O IF2 I q 0 F21
.. 6" CONCRETE SLAB—ON—GRADE W/#4 @ 16"
!3I ! �•� O.C. EACH WAY OVER 6 MIL VAPOUR BARRIER
I
„ ,+ OVER 2" COMPACTED SAND OVER 4" COMPACTED
1 /$ K2 DEEP SAWCUT FOR 4 SLAB y GRAVEL
FWET CUT NOT LATER THAN 2. HRS A ! 4 '� ' • .°' .� v
! I
AFTER FINAL TROWEL EL FINISH V. A
4 I I I I
s �A• r
s . to
�L�. s ww.,.. nr...n .> e.ns r.•..w,.. r......+N rww.•... a....e... +r..nww I w.., ... ..n....r ...o..n.. .rvw..r +....e. ...wr a. w .rw r +....w•wr � ,..rre .wi. .w.r
CONTROL JOINT tTYPTY . CONTROL JOINT AI I m .
= .
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4 DOWEL 24" G
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C
C�12 O.C.
N a► a
I N
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w
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TYP. CORNER DETAIL
1 2 High Eave
Scale: N.T.S. i
ANCHOR BOLT PLAN
NOTE: All Base Plates 0 100'-0" (U.N.)
SCALE: N.T.S.
DRAWING ST`AT'US REVISIONS � - -.g�:-' DARA FRIEDMAlti1 8c MARK HANDFORTH
FORrya. oA DESCRIPTION IOU OHSEl -7H=
`����• �f A 1/ 7/24 FOR CONSTRUC71ON CEF� NA l
NAEEM AKHTER P.E. PUM "`"� ,� � ,' "� R DARA FRIEDMAN 8c MARK HANDF4RTH
coNsuLnuo srRucrurw. ciNme , , , r METAL BUILDINGS 1000 ROCKY POINT R D
10404 w 1 s4th STREET . f. , 4723 W ATLANTIC AVE. EAST MARI ON , NY 1 1939
OVERLANDPARK,KS 66221 � , ,,, � x ,� ON X
TEL.: 913-685-2015 � '� '" � SUITE A2 C DWG NO
oOIRoY DELRAY BEACH , FL 33445 1Z 7 24- 2 OF 3
u �. TEL. : S OO-- 2 9 3 —2 C 9 7 FOUNDATION PLAN ,SOB No 29068
(4) #6 VERTICALS 0 0
#3 TIES O.C.
..
0 0 O 0 � GRADE BEAM TOP VIEW
0 0 `%' `~ COORDINATE WITH
BUILDING DRAWINGS
HAIRPIN (SEE PLANS)
OPTIONAL:
COLD JOINT
2 4 2 _ COMPACTED BACK FILL— CONC. SLAB (SEE PLAN)
0 6" MAX.
Fl i ur VIEW F2 I %.jr I
,
IEW
, r 0, , 1 2 FF COMPACTED SAND
o 4" COMPACTED GRAVEL
I
Ld' 6 MIL VAPOR BARRIER
FIRM SOIL OR COMPACTED GRAVEL
COORDINATE WITH
BUILDING DRAWINGS HAIRPIN (SEE PLANS) o (4) #6 VERTICAL DOWELS
OPTIONAL:
#3 TIES 0 6" O.C.
COLD JOINT
COMPACTED BACK DILL CONC. SLAB (SEE PLAN)
2" r (6) #5 HORZ. CONT.
s .
� MAX
1 -0
�.°P� ,
CQJ3PACTED SAND
0 4" COMPACTED GRAVEL I 1ps zjtCTION
FOOTIING
L0
5 MIL VAPOR BARRIER N.T.S.
FIRM SOIL OR COMPACTED GRAVEL 36"
STEEL LINE
1 B" #4 DOWEL 0 24" O.C.
(4) #6 VERTICAL DOWELS
#3 TIES ® 6" O.C. COLD JOINT
COMPACTED BACK FILL
CONC, SLAB SEE PLAN
2„ (6) #5 HORZ. CONT.
2/,4" 6" MAX,.
Id
..
z ^ ' ' 2 COMPACTED SAND
AL
CD
0 0 4" 5 MIL VAPOR BARRIER COMPACTED GRAVEL
108" N H["IftU COO'` Lfi
■ aF 0 0 T IFl Rd
.� ' .w� .•_ ,
N.T.S. �- � _ .;.. ..T� • . ...
FIRM SOIL OR COMPACTED GRAVEL
6—#5 CONT. TOP AND BOT.
CONTINUE THROUGH COLUMN
FOOTINGS ' W
FOOTING SCHEDULE _
n- 9.
MK SIZE REINFORCEMENT 3 #3 STIRRUP ` ,.
1 !1 w ' + ^
r " r " r rl '0 0 48 O.C.
F1 , F2 2 —4 X2 —4 X4 —0 MIN. 8 # 5 VERTICALa,. • •
04,
F3 GRADE BEAM 6 # 5SECT101'N" A
, y
y �
N .T.S.
DRAWING STATUS REVISIONS
�10, DATE DESCRIP110N Dlw»T dMF : ,. F. _ a; DARA FRIED MAN & MARK HAN D FO RTH
8Y DEF1+lKT10N NOT p 1 7 24 FOR
NAEEM AKHTER P.E. �'° "` " - �LY. +� / / CONSTRUCTION Na & MARK HAN
r , M cr DARA FRIEDMAN DFORTH
CONsuvnNG SMLCMRAL &GINEW WM10M. ONLY I "FOR C&4 IRE METAL
E �} � "
*�,► BUILDINGS 1000 ROCKY POINT RD
10404 W 154th STREET l[]EPB—EMVJL+VM4�, . BY 00HR oN NOT �. EAST MAR I O N , NY 11939
OVERLANDPARK,KS 66221 94 "W, AS A W .;UM" PI r .Y 4723 W ATLANTIC AVE.
TEL.: 913-685--2015 v vm !� S lJ !TE A2 O DEG "w
cmnm DELRAY BEACH , FL 33445 1Z 7 24 3 OF 3
TEL. : 800 - 293- 2097 FOOTING DEMLS JOB No 29068
N. J. MAZZAFERRO, P.E. JUL - "Dj 2024
PO Box 57, Greenport,N.Y. 11944
Phone- 516-457-5596
BUELDDIG DEPT
niclanazzaferro@verizon.net Consulting Engbwa -iFSOUTL01-7
Design, Construction, Inspection
-------------------
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dim to face of framing
TOP OF ROOF
12
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3W CEDAR SHAKES,STAINED
(5-EXPOSURE)
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COX PLYWOOD ON 2X6 OF
STUDS @ 18r 00
R-21 KRAFT FACED BATT
INSULATION
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W O.C.
70 FOUNDATION.
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R-IGRIOGIDINSU -PON IA
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B.O.FOOTING EMBEDMENT W/31W
WASHER,TYP.
TYP._FOUNDATION WALL
Ir POURED CONCRETE
400OPSAW44 BARS @
2e O.C.BOTH
DIRECTIONS
POURED CONCRETE
4M PS]W1 Z.40
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