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Home My WebLink About42990-Z �o�g11 PF 019, Town of Southold 9/4/2019 P.O.Box 1179 "' 53095 Main Rd �4Ay �a ` Southold,New York 11971 CERTIFICATE OF OCCUPANCY No: 40668 Date: 9/4/2019 THIS CERTIFIES that the building COMMERCIAL Location of Property: 55135 Route 25, Southold SCTM#: 473889 Sec/Block/Lot: 62.4-19.1 Subdivision: Filed Map No. Lot No. conforms substantially to the Application for Building Permit heretofore filed in this office dated 6/27/2018 pursuant to which Building Permit No. 42990 dated 9/4/2018 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: storage building as applied for per ZBA#7179, dated 6/21/2018. The certificate is issued to Southold Fire Distict of the aforesaid building. SUFFOLK COUNTY DEPARTMENT OF HEALTH APPROVAL ELECTRICAL CERTIFICATE NO. 42990 7/11/2019 PLUMBERS CERTIFICATION DATED Au ho e Signature �ao�S�FFatcy TOWN OF SOUTHOLD BUILDING DEPARTMENT y: a TOWN CLERK'S OFFICE 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#: 42990 Date: 9/4/2018 Permission is hereby granted to: Southold Fire Distict c/o Treasurer PO BOX 908 Southold, NY 11971 To: construct storage building as applied for per ZBA approval. At premises located at: 55135 Route 25, Southold SCTM # 473889 Sec/Block/Lot# 62.-1-19.1 Pursuant to application dated 6/27/2018 and approved by the Building Inspector. To expire on 3/5/2020. Fees: Total: $0.00 B nspector Form No.6 TOWN OF SOUTHOLD BUILDING DEPARTMENT TOWN HALL 765-1802 APPLICATION FOR CERTIFICATE OF OCCUPANCY This application must be filled in by typewriter or ink and submitted to the Building Department with the following: A. For new building or new use: 1. Final survey of property with accurate location of all buildings,property lines,streets,and unusual natural or topographic features. 2. Final Approval from Health Dept. of water supply and sewerage-disposal (S-9 form). 3. Approval of electrical installation from Board of Fire Underwriters. 4. Sworn statement from plumber certifying that the solder used in system contains less than 2/10 of I%lead. 5. Commercial building, industrial building,multiple residences and similar buildings and installations, a certificate of Code Compliance from architect or engineer responsible for the building. 6. Submit Planning Board Approval of completed site plan requirements. B. For existing buildings (prior to April 9, 1957)non-conforming uses,or buildings and "pre-existing" land uses: 1. Accurate survey of property showing all property lines, streets, building and unusual natural or topographic features. 2. A properly completed application and consent to inspect signed by the applicant.If a Certificate of Occupancy is denied,the Building Inspector shall state the reasons therefor in writing to the applicant. C. Fees 1. Certificate of Occupancy-New dwelling$50.00,Additions to dwelling$50.00,Alterations to dwelling$50.00, Swimming pool$50.00,Accessory building$50.00,Additions to accessory building$50.00,Businesses$50.00. 2. Certificate of Occupancy on Pre-existing Building- $100.00 3. Copy of Certificate of Occupancy-$.25 4. Updated Certificate of Occupancy- $50.00 5. Temporary Certificate of Occupancy-Residential$15.00, Commercial$15.00 Date. !'.Q /,-;� -7 New Construction: Old or Pre-existing Building: (check one) - tel�5 V�14«n RCQ �- '�I S & sse xt Location of Property: House No. r�1 ,,Street Hamlet Owner or Owners of Property: �L1/-`f'� (� - 5 lvi,t C_ Suffolk County Tax Map No 1000, Section �p 2- Block Lot Subdivision t{9 Filed Map. � Lot: c 1 Permit No. Date of Permit. Applicant: Jou Health Dept.Approval: � ' Underwriters Approval: Planning Board Approval: dl l A- Request for: Temporary Certificate Final Certificate:. (check one) � Q Fee Submitted: $ oc 7L ft_k$4 Gc Applicant Signature „ ®��OF SO(/j�®� Town Hall Annex ~ Telephone(631)765-1802 54375 Main Road Fax(631)765-9502 P.O.Box 1179 Southold,NY 11971-0959 �l • COQ roger.riche rt(a)-town.south old.ny.us yC4UNT`I,�� BUILDING DEPARTMENT TOWN OF SOUTHOLD CERTIFICATE OF ELECTRICIAL COMPLIANCE SITE LOCATION Issued To Southold Fire Department Address- 55135 Route 25 City: Southold St: New York Zip. Building Permit# 42990 Section 62 Block. 1 Lot: 19.1 WAS EXAMINED AND FOUND TO BE IN COMPLIANCE WITH THE NATIONAL ELECTRIC CODE Contractor: DBA: Relle Electric Corp License No: 48440-ME SITE DETAILS Office Use Only Residential Indoor X Basement Service Only Commerical X Outdoor X 1 st Floor X Pool New X Renovation 2nd Floor Hot Tub Addition Survey Attic Garage X INVENTORY Service 1 ph Heat Duplec Recpt Ceiling Fixtures 29 HID Fixtures Service 3 ph Hot Water GFCI Recpt 14 Wall Fixtures 6 Smoke Detectors Main Panel A/C Condenser Single Recpt Recessed Fixtures CO Detectors Sub Panel A/C Blower Range Recpt Fluorescent Fixture Pumps Transformer Appliances Dryer Recpt Emergency Fixtures Time Clocks Disconnect Switches 1 0 Twist Lock Exit Fixtures 2 TVSS Other Equipment "GARAGE-STORAGE" Notes, 4-garage door openers, 1-exhaust fan Inspector Signature: Date: July 11 2019 81-Cert Electrical Compliance Form As oF souryo h� # TOWN OF SOUTHOLD BUILDING DEPT. `yCou765-1802 INSPECTION [FOUNDATION 1ST [ ].,0,50UGH PLBG. [ ] FOUNDATION 2ND [ INSULATION [�RAMING /STRAPPING [ ] FINAL [ ] FIREPLACE & CHIMNEY [ ] FIRE SAFETY INSPECTION [ ] FIRE RESISTANT CONSTRUCTION [ ] FIRE RESISTANT PENETRATION [ ] ELECTRICAL (ROUGH) [ ] ELECTRICAL (FINAL) [ ] CODE VIOLATION [ ] CAULKING REMARKS: tS Aef yl1�p�C ' fAmot v aN it�, ,sfr'�Zo%v 9r r DATE INSPECTOR /7 P A4A OF SOUIy�� # # TOWN OF SOUTHOLD BUILDING DEPT. �yUOU765-1802 INSPECTION [ ] FOUNDATION 1ST [ ] ROUGH PLRG. [ ] FOUNDATION 2ND [ ] SOLATION [ ] FRAMING /STRAPPING [ FINAL ST A'6'6c, bOl`�D [ ] FIREPLACE & CHIMNEY [ _ ] FIRE SAFETY INSPECTION [ ] FIRE RESISTANT CONSTRUCTION [ ] FIRE RESISTANT PENETRATION [ ] ELECTRICAL (ROUGH) [ ] ELECTRICAL (FINAL) [ ] CODE VIOLATION [ " ] CAULKING REMARKS: W v� v < t &A fqA L S � DATE IJ INSPECTOR qso qb TOWN OF SOUTHOLD BUILDING DEPT: 765.9802 INSPECTION [ ] FOUNDATION 1ST [ ] ROUGH PLBG. [ ] FOUNDATION 2ND [ ] INSULATION [ ] FRAMING/STRAPPING [ ] FINAL [ ] FIREPLACE & CHIMNEY � FIRE SAFETY INSPECTION [ ] FIRE RESISTANT CONSTRUCTION [ ] FIRE RESISTANT PENETRATION [ ] ELECTRICAL (ROUGH) [ ] ELECTRICAL (FINAL) REMARKS: k d--.) tj DATE 9- �� INSP CTOR Sendlewski Architects PC Architecture & Planning IIIMartin F. Sendlewski,AIA Jeffrey M. Sendlewski, RA, LEED AP June 19, 2019 D MCC,ROVE JUN 2 0 2019 Town of Southold Building M. DR, DEFY'. 54375 Route 25 TOWN OF Sig ;;UD Southold,NY 11971 Attn: Mr. Michael Verity Re: Foundation and Structural Certification Southold Fire District 55135 Main Street, Southold, TM# 1000-62-01-44� Dear Mr. Verity, This correspondence shall serve as certification that as the architect of record and as part of our service to the Fire District, we observed and inspected the installation of all reinforcing and structural requirements for the new foundation and that all were completed in accordance with the app v d building permit design drawings. Very truly our NO Martin F. S lewski,AIA Cc: Southold Fire District 215 Roanoke Avenue, Riverhead, N.Y. 11901 (631) 727-5352 ► mfs@firehouseplanner.com 9 Selena Court, Walden, NY 12586 (845) 522-1243 1 jeffs@firehouseplanner.com Sendlewski. Architects PC Architecture & Planning Martin F. Sendlewski,AIA Jeffrey M. Sendlewski, RA, LEED AP August 12, 2019 AUG 1 4 2019 Town of Southold Building Department B7,J 7U DI NIk I E'1 -fo 54375 Route 25 Southold,NY 11971 Attn: Mr. Michael Verity Re: Framing Certification Southold Fire District 55135 Main Street, Southold, TM# 1000-62-01-11.1 Dear Mr. Verity, This correspondence shall serve as certification that as the architect of record and as part of our service to the Fire District, inspected the installation of all framing at the above noted site and that all were cAmpleted in accordance with the approved building permit design drawings. The manufactur s esign criteria is attached also. �� /fn °'G 3 Very truly yo s, �a�14%T. A4: VIW- Martin F. wski,Al Cc: Southold Fire Distric 215 Roanoke Avenue, Riverhead, N.Y. 11901 (631) 727-5352 ► mfs®firehouseplanner.com 9 Selena Court, Walden, NY 12586 (845) 522-1243 1 jeffs@firehouseplanner.com 4 i YM' -- R BUILDING SYSTEMSe AN NCI CONAPAN DESIGN PACKAGE BUILDER: STEEL SOLUTIONS INC CUSTOMER: SOUTHOLD FIRE DISTRICT JOB NUMBER: 16-B-17539 TABLE OF CONTENTS Page Design Criteria 1-2 Notes on Drawings 3-4 Deflection Criteria 5 Project Layout NA Building A 6-20 Special Details 21-36 Original Design Completed thru Change Order# 0 Revision History Rev# Update Reason for Revision Pages Revised Date Eng.Revised 1 N Change order 1 6,11-12,21 2-5-18 CLH Project Engineer: Chris Hickman (Oklahoma City) Checking Engineer: Sing San Yii Signing Engineer: Chris Hickman, P.E. A R B J I L D I N G SYS'f EMS February 05, 2018 STEEL SOLUTIONS INC 17 SCHUYLER AVE RAVENA, NY 12143-1308 16-B-17539 (REVISED) SOUTHOLD FIRE DISTRICT SOUTHOLD, NY 54 ,0" x 6010" x 1910" To Whom It May Concern: This is to certify that materials for the subject structure have been designed in accordance with the order documents, specifically as shown per the attached Engineering Design Criteria Sheet. Aspects of code compliance as related to use or occupancy, such as sprinkler requirements, are not addressed by these documents. These materials, when properly erected on an adequate foundation in accordance with the erection drawings as supplied and using the components as furnished, will meet the attached loading requirements. This certification does not cover field modifications or the design of materials not furnished by Star Building Systems. The attached design criteria and calculations are to remain with and form part of this Letter of Certification. This letter voids and supersedes the previous Letter of Certification, dated October 13, 2017. The calculations and the metal building they represent are the product of Star Building Systems or a division of its affiliate NCI Building Systems. The engineer whose seal appears hereon is employed by either Star Building Systems or a division of its affiliate NCI Building Systems and is not the engineer of record for this project. Subdivision 2 of Section 7209 of the Education Law of The State of New York states that it is a violation of this law for any person unless he is acting under the direction of a licensed Professional Engineer, to alter the contents of this document in any way. If an item bearing the seal of an engineer is altered, the altering engineer shall affix to the item his seal and the notation "altered by" followed by his signature and the date of such alteration, and specific description of the alteration. Cordially, 01F 4/' Star Building SystemsC h ris Materials for Metal Buildings ,t`t� , u 7Cy `Qr An NCI Company 9 Hickman Chris Lee Hickman, P.E. 2018-02-05, Regional Engineer 11.9 s9, 15:34:59 16-B-17539 8600 South 1-35 Service Road • Oklahoma City,OK 73149 • 405.636.2010 starbuildings.com Job- Number . . . . . . 16-B-17539 Builder . . . . . . . . . . . . . . . . . . . . . . . . . . . STEEL SOLUTIONS INC - Jobsite Location SOUTHOLD FIRE DISTRICT, SOUTHOLD,New York Building Code 2016 NEW YORK Building Risk Category Normal (Risk' Category 'II) Roof Dead Load Superimposed . . . . . . . . . . . . . . . . . 3. 12 psf Collateral . . . . . . . . . . . . . . . . . . . 5 . 00 psf (0. 00 psf Ceiling 5.00 psf Other) Roof Live Load . . . . . . . . . . . . . . . . . . . . 20. 00 psf no reduction Snow Ground Snow Load (Pg) . . . . . . . . 20. 00 psf Snow Load Importance Factor (I) 1. 00 Flat Roof Snow Load (Pf) 14 . 00 psf (per code-) Minimum Roof Snow Load (Pf) :. 30.00 psf, (used in design) Snow Exposure Factor (Ce) . . . . 1. 00 Thermal Factor (Ct) . . . . . . . . . . 1.00 Wind Ultimate Wind Speed (Vult) . . . 133..00 mph Nominal- Wind Speed (Vasd) . . . . , 103 mph (IBC section 1609.3. 1) Serviceability Wind Speed . . . . 79 mph Wind Exposure Category . . . . . . . C Internal Pressure Coef (GCpi) 0. 18/-0. 18 Loads for components not provided by building manufacturer Corner Areas (within 5.40 ' of corner) 42.37 psf pressure -56.74 psf suction Other Areas 42.37 psf pressure -45. 96 psf suction 'These' values are the maximum values required based on a 10 sq ft area. Components with larger -areas may have lower wind loads. Seismic Seismic Importance Factor' (Ie) 1. 00 Seismic Design Category . . . . . . B Soil Site Class . . . . . . . . . . . . . . D Stiff Soil Ss . . . . . . . . . . . . . . . . . . . . . . . . . . . 0. 156 g Sds . . . . . 0. 166 g S1 . . . . . . . . . . . . . . . . . . . . . . . . . . . 0.056 g Shc . . . . . 0.090 g Analysis Procedure Equivalent Lateral Force Column Line All Basic Force Resisting System H Response Modification Coefficient (R) 3. 00 Seismic Response Coefficient (Cs)' 0. 06 Design Base Shear in kips (V) 6.30 Basic Structural System (from ASCE 7-10 Table 12.2-1) H - Steel System not Specifically Detailed for Seismic Resistance FM Loss Prevention Data Sheet 1-28 Wind Loading Roof Assembly The building's Roof Assembly has been designed per recommended FM Approved Class 1-60 minimum Field Wind Ratings. All roof panels supplied by the metal building manufacture have met the requirements of Class 1 Panel Roof per FM. Approval Standard 4471 for fire, wind, foot traffic, hail damage resistance, and uplift pressure testing. All roof panels meet FM Approval hail resistance rating for Severe (S or SH) . The RoofNav Assembly No ` is 16871-0-0 for DLOK panel. This RoofNav Assembly provides, a maximum FM Field Wind Rating of '1-60.The- prescriptive method from 3.1.5.3.0 of FM Data Sheet 1-31 has been used to satisfy the increased wind rating 10/13/17 requirements of the perimeter and corner zones . FM Loss Prevention Data Sheet 1-54 Snow Loading The building design has incorporated the recommended minimum Roof Loads per FM Data Sheet 1-54 for New Construction. The flat roof sloped roof snow (Cs=1) used for design was 16. 94 psf. 2 10/13/17 1katerial properties of steel bar, plate, and sheet used in the fabrication of built-up structural framing members conform to ASTM A529, ASTM A572, ASTM A1011 SS, or ASTM A1011 HSLAS with a minimum yield point of 50 ksi. Material properties of hot rolled structural shapes conform to ASTM A992, ASTM A529, or ASTM A572 with a minimum specified yield point of 50 ksi. Hot rolled angles, other than flange braces, conform to ASTM 36 minimum. Hollow structural shapes conform to ASTM, A500 grade B, minimum yield point is 42 ksi for round HSS and 46 ksi for rectangular HSS., Material properties of cold-formed light gage steel members conform to the requirements of ASTM A1011 SS Grade 55, ASTM A1011 HSLAS Grade 55 Class 1, ASTM A653 SS Grade 55,, or ASTM A653 HSLAS Grade 55 Class 1 with a minimum yield point of 55 ksi . For Canada, material properties conform to CAN/CSA G40 .20/G40.21 or equivalent. All bolted joints with A325 Type 1 bolts are specified as snug-tightened joints in accordance with the Specification for Structural Joints Using ASTM A325 or A490 Bolts, December 31, 2009. Pre-tensioning methods, including turn-of-nut, calibrated wrench, twist-off-type tension-control bolts or direct-tension-indicator are NOT required. Installation inspection requirements for Snug Tight Bolts (Specification for- Structural Joints Section 9. 1) is suggested. Design criteria as noted is as given within order documents and is applied in general accordance with the applicable provisions of the model code and/or specification indicated.. Neither the metal building manufacturer nor the certifying engineer declares or attests that the loads as designated are proper for local provisions that may apply or for site specific parameters. The design criteria is supplied by the builder, project owner, or an Architect and/or 'Engineer of Record for the overall construction project. This metal building system is designed as enclosed. All exterior components (i.e. doors, windows, vents, etc. ) must be designed to withstand the specified wind loading for the design of components and cladding in accordance with the specified building code. Framed openings, walk doors, and open areas shall be located in the bay and elevation as shown in the erection drawings . The cutting or removal of girts shown on the erection drawings due to the addition of framed openings, walk doors, or open areas not shown may void the design certifications supplied by the metal building manufacturer. This jobsite is located in a hurricane prone region with wind speeds of 130 mph or greater. In order ,to maintain the enclosed classification and design for wind all doors, windows and wall mounted light transmitting panels (LTP)- provided by the metal building manufacturer shall be protected by impact resistant coverings. The material may include but is not limited to 7/16 structural wood panels as proscribed by the local building code. The customer's Design Professional, not metal building manufacturer engineer, is responsible for determining the adequacy of material acting as the impact resistant covering by others and attachment to the material provided by the metal building manufacturer. This structure has not been designed to withstand the additional internal pressure required by Code as a, partially enclosed condition• in the absence of impact resistant coverings. 3 10/13/17 Using 7 x 7 eave gutter with 4 x 5 downspouts, the roof drainage system has been designed using the method outlined in the MBMA Metal Building Systems Manual. Downspout locations have not been located on these drawings. The downspouts are to be placed on the building sidewalls at a spacing not to exceed 53 . 8 feet with the first downspout from both ends of the gutter run within 26. 9 feet of the end. Downspout spacing that does not exceed the maximum spacing will be in compliance with the building code. The gutter and downspout system as provided by the manufacturer is designed to accommodate 6 in/hr rainfall intensity. The application of mezzanine loads different from those described below could void warranties and certifications as they apply to the material supplied by metal building manufacturer. Dead Load 50 psf Live Load 100 psf Collateral load 5 psf Partition load 0 psf Stair loads at the mezzanine openings between frame lines 3 and 4 of building A shall not exceed 1. 0 kips . The collateral load shall be attached to the bottom chord of the barjoists at panel points only. Materials supplied by metal building manufacturer for this mezzanine have not been evaluated for vibration serviceability due to human activities, including effects on sensitive equipment. Mezzanine framing by metal building manufacturer has not been fabricated with any camber. Manufacturer is not responsible for any additional shoring or support that may be required to prevent ponding during the placement of concrete. Any and all requirements for shoring and support shall be provided by the Engineer of Record, not the metal building manufacturer. The cold form members on building A side A-D designed by the metal building manufacturer do not provide structural support at the top of the wall system not furnished by the metal building manufacturer. 4 10/13/17 Job Number. . . . . . . . . . . . . . . . . . . . . . . . 16-B-17539 Builder. . . . . . . . . . . . . . . . . . . . . . . . . . . STEEL SOLUTIONS INC Jobsite Location. . . . . . . . . . . . . . . . . : SOUTHOLD FIRE DISTRICT, SOUTHOLD, NY N The material supplied by the manufacturer has been designed with the following minimum deflection criteria. The actual deflection may be less depending 'on actual load and actual member length. BUILDING DEFLECTION LIMITS . . . . . . . : BLDG-A Roof Limits Rafters Purlins Panels ------------------------------- -------- ------- ------ Live: L/ 240 240 240 Snow: L/ 240 240 240 Serviceability Wind: L/ 240 240 240 Total Gravity: L/ 240 240 240 Total Uplift: L/ 240 240 240 Frame Limits Sidesway , ------------------------------- -------- Live: H/ 240 Snow: H/ 240 Serviceability Wind: H/ 240 Seismic Drift: H/ 40 Total Gravity: H/ 240 Service Seismic: H/ 240 Wall Limits Limit ------------------------------- -------- Total 'Wind Panels : L/ 240 Total Wind Girts: L/ 240 Total Wind EW Columns: L/ 240 The Service Seismic limit as shown here is at service level loads. 5 10/13/17 key Strut; x-douole Z ' xx=tr I p to Z, - c=P I peC M> --- -- — - - - — ---- 7 i j 22' /-13/16 23' 11-13/16 1--- --- i�--- ---�'`� - `'� --- - - ib ,-3/3 I ill, 0 --- -i 6 C, tj fi I ii \�1, Ox n � ji I I I I 41 - I -�_- //q~ -1--s- j--_--- -- - - -- -- - Owner � �, � t I 4 �+ - SGJTHC!D r RE r:STRiCT SCJTHGLD NY 11571 - a• l S'�J-H ETRE D tii r.i :: �',•;• 6 2/5/18 ` Star Building Systems, OKC, OR Design Summary Program User: clhickman Job Number: 17539A Design Summary Report Version: 7.0.4 run01 Date: 10/13/17 Start Time: 10:11:52 R:\. .\16-B-17539\ver02-clhickman\BLDG-A\run01\17539A bldg A 01.cds ------------------------------------------------------------------------------- B U I L D I N G - A - D E S I G N S U M M A R Y R E P O R T All connections use ASTM A325N bolts, unless noted otherwise. All anchor rods are checked according to ASTM F1554 Gr. 36 strengths. ROOF PLANE ------- RPA R:\jobs\Active\Eng\16-B-17539\ver02-clhickman\BLDG-A\run01\AroofRPA 01.edf Panel . . . . . . . . . . . . . . . . . . . . DLOK Panel Width . . . . . . . . . . . . . . 24 in Panel Gage . . . . . . . . . . . . . . . 24 ga Purlins . . . . . . . . . . . . . . . . . . 55.0 ksi Yield Strength Eave Struts . . . . . . . . . . . . . . 55.0 ksi Yield Strength PURLIN SPACING : 3@2'4-7/16 3@4.7430 2@2.3000 1.0610 Bay Length Member Size Brace L Lap R Lap # (ft) Identification Locations Exten Exten --------------------------------------------------------------------- 1 20.000 8X3.5Z14 2 points S 0.000 1.479 C 2 20.000 8X3.5Z14 2 points C 1.479 1.479 C 3 20.000 8X3.5Z14 2 points C 1.479 0.000 S Area with Sub-Framing Bay Width Start Length Number and size of Edge Purlin # (ft-in) (ft) (ft) between Main Purlins --------------------------------------------------------------------- 1 9110 0.00 25.94 1 8X3.5214 3 9110 0.00 25.94 1 8X3.5Z14 Note(s) . 1) Area with Sub-Framing distances are measured from sidewall steel line and are additive. 2) Sub-framing support is 2-1/2 x 2-1/2 x 3/16 angle. Purlin Clip Use 2 A325 Bolts @ Level 2,3,4,5,6,7,8,9 @ Supports: 1,2,3,4 Purlin Stiffened Clips @ Level 2,5,9 @ Supports: 1,2,3,4 Purlin Backup Plate @ Level 2,5,9 @ Supports: 2,3 FM Global Requirements / RoofNav Number : 16871-0-0 7 10/13/17 Star Building Systems, OKC, OK Design Summary Program User: clhickman Job Number: 17539A Design Summary Report Version: 7.0.4 run01 Date: 10/13/17 Start Time: 10:11:52 R:\. .\16-B-17539\verO2-clhi.ckman\BLDG-A\run01\17539A bldg A 01.cds ------------------------------------------------------------------------------- ROOF PLANE ------- RPC R:\jobs\Active\Eng\16-B-17539\verO2-clhickman\BLDG-A\run01\AroofRPC_Ol.edf Panel . . . . . . . . . . . . . . . . . . . . DLOK Panel Width . . . . . . . . . . . . . . 24 in Panel Gage . . . . . . . . . . . . . . . 24 ga Purlins . . . . . . . . . . . . . . . . . . 55.0 ksi Yield Strength Eave Struts . . . . . . . . . . . . . . 55.0 ksi Yield Strength PURLIN SPACING : 3@2'4-7/16 3@4.7430 2@2.3000 1.0610 Bay Length Member Size Brace L Lap R Lap # (ft) Identification Locations Exten Exten --------------------------------------------------------------------- 1 20.000 8X2.5Z13 2 points S 0.000 2.479 C 2 20.000 8X2.5Z16 2 points C 2.479 2.479 C 3 20.000 8X2.5Z13 2 points C 2.479 0.000 S Area with Sub-Framing Bay Width Start Length Number and size of Edge Purlin # (ft-in) (ft) (ft) between Main Purlins --------------------------------------------------------------------- 1 9110 0.00 25.94 1 8X2.5216 3 9110 0.00 25.94 1 8X2.5216 Note(s) . 1) Area with Sub-Framing distances are measured from sidewall steel line and are additive. 2) Sub-framing support is 2-1/2 x 2-1/2 x 3/16 angle. Purlin Clip Use 2 A325 Bolts @ Level 2,3,4,5,6,7,8,9 @ Supports: 4,3,2,1 Purlin Stiffened Clips @ Level 2,5,9 @ Supports: 4,3,2,1 Purlin Backup Plate @ Level 2,5,9 @ Supports: 4,3,2,1 FM Global Requirements / RoofNav Number : 16871-0-0 8 10/13/17 Star Building Systems, OKC, OI{ Design Summary Program User: clhickman Job Number: 17539A Design Summary Report Version: 7.0.4 run01 Date: 10/13/17 Start Time: 10:11:52 R:\. .\16-B-17539\ver02-clhickman\BLDG-A\run01\17539A bldg A 01.cds ------------------------------------------------------------------------------- RPA Purlin Strut @ 35.000 (ft) :8X3.5Z14 Bays 1 RPA Purlin Strut @ 35.000 (ft) :8X3.5Z14 Bays 2 RPA Purlin Strut @ 35.000 (ft) :8X3.5Z14 Bays 3 RPC Purlin Strut @ 19.000 (ft) :8X2.5Z13 Bays 1 RPC Purlin -Strut @ 27.000 (ft) :8X2.5Z13 Bays 1 RPC Purlin Strut @ 19.000 (ft) :8X2.5Z16 Bays 2 RPC Purlin Strut @ 27.000 (ft) :8X2.5Z16 Bays 2 RPC Purlin Strut @ 19.000 (ft) :8X2.5Z13 Bays 3 RPC Purlin Strut @ 27.000 (ft) :8X2.5Z13 Bays 3 SWA Eave Strut @ 19.000 (ft) :8X3.5E14 Bays 1 SWA Eave Strut @ 19.000 (ft) :8X3.5E14 Bays 2 SWA Eave Strut @ 19.000 (ft) :8X3.5E14 Bays 3 SWC Eave Strut @ 19.000 (ft) :8X3.5E14 Bays 1 SWC Eave Strut @ 19.000 (ft) :8X3.5E14 Bays 2 SWC Eave Strut @ 19.000 (ft) :8X3.5E14 Bays 3 Note: 1) All Purlin strut locations for all roof planes are measured from back sidewall. 2)All purlin strut rows use the same lap lengths as the main purlin design . Eave strut interior connection at SWA uses (2)-1/2" A325 bolts'. Eave strut interior connection at SWC uses (2)-1/2" A325 bolts. Eave strut connection at end-frame uses (4)-1/2" A325 bolts. BRACING ---- Roof: 1 bays Rod Plane SWA 1 bays Rod: Hillside Washers Plane SWC 1 bays Rod: Hillside Washers Plane EWB :End Frame Plane EWD 1 bays Rod 9 10/13/17 Star Building Systems, OKC, OK Design Summary Program User: clhickman Job Number: 17539A Design Summary Report Version: 7.0.4 run01 Date: 10/13/17 Start Time: 10:11:52 R:\. .\16-B-17539\ver02-clhickman\BLDG-A\run01\17539A bldg A 01.cds ------------------------------------------------------------------------------- SIDEWALL PLANE SWA -- ( 1.000" Inset columns ) R:\jobs\Active\Eng\16-B-17539\ver02-clhickman\BLDG-A\run01\AwallSWA Ol.edf Panel . . . . . . . . . . . . . . . . . . . . PBR Panel Width . . . . . . . . . . . . . . 36 in Panel Gage . . . . . . . . . . . . . . . 26 ga Girls . . . . . . . . . . . . . . . . . . . . 55.0 ksi Yield Strength GIRTS SPACINGS 7'6 6'6 Bay Elev. Length Member Size Brace L Lap R Lap # (ft-in) (ft) Identification Locations Exten Exten --------------------------------------------------------------------- 1 410 20.000 8X3.5C14 None S 0.000 0.000 S 2 410 20.000 8X3.5C14 None S 0.000 0.000 S 3 410 20.000 8X3.5C14 None S 0.000 0.000 S 1 716 19.667 8X3.5212 None S 0.000 0.000 S 2 716 20.000 8X3.5Z12 None S 0.000 0.000 S 3 7'6 19.667 8X3.5212 None S 0.000 0.000 S 1 14 '0 19.667 8X3.5212 None S 0.000 0.000 S 2 1410 20.000 8X3.5212 None S 0.000 0.000 S 3 14'0 19.667 8X3.5212 None S 0.000 0.000 S OPEN AREAS: Size Wall Distance 60'0 x 4'0 SWA 010 10 10/13/17 Star Building Systems, OKC, OK Design Summary Program User: clhickman Job Number: 17539A Design Summary Report Version: 7.0.4 run01 Date: 10/13/17 Start Time: 10:11:53 R:\. .\16-B-17539\ver02-clhickman\BLDG-A\run01\17539A bldg A 01.cds ------------------------------------------------------------------------------- SIDEWALL PLANE SWC -- ( 1.000" Inset columns ) R:\jobs\Active\Eng\16-B-17539\ver02-clhickman\BLDG-A\run01\AWal1SWC Ol.edf Panel . . . . . . . . . . . . . . . . . . . . PBR Panel Width . . . . . . . . . . . . . . 36 in Panel Gage . . . . . . . . . . . . . . . 26 ga Girts . . . . . . . . . . . . . . . . . . . . 55.0 ksi Yield Strength GIRTS SPACINGS 7'6 1'4 5'2 Bay Elev. Length Member Size Brace L Lap R Lap 4 -- (ft-in) (ft) Identification Locations Exten Exten --------------------------------------------------------------------- 1 4'0 20.000 8X3.5C14 None S 0.000 0.000 S 2 4'0 20.000 8X3.5C14 2 points S 0.000 0.000 S 3 4'0 20.000 8X3.5C14 2 points S 0.000 0.000 S 1 7'6 19.667 8X3.5Z14 None S 0.000 0.000 S 2 7'6 20.000 8X3.5Z14 2 points S 0.000 0.000 S 3 7'6 19.667 8X3.5Z14 2 points S 0.000 0.000 S 1 8'10 19.667 8X3.5Z13 2 points S 0.000 0.000 S 3 8'10 19.667 8X3.5Z14 2 points S 0.000 0.000 S 1 14'0 19.667 8X3.5214 2 points S 0.000 0.000 S 2 14'0 20.000 8X3.5Z13 2 points S 0.000 0.000 S 3 14'0 19.667 8X3.5214 2 points S 0.000 0.000 S FRAMED OPENINGS: Width Height Sill Ht Jamb Header/Sill Bay Distance *1010 718 N/A 8X3.5C14 8X2.5C16 1 3'0 3070 Walkdoor N/A 8X2.5C16 Girt 1 15'3 3070 Walkdoor N/A 8X2.5C16 Girt 3 12'10 *Framed opening jambs extend 4" below the finished floor. OPEN AREAS: Size Wall Distance 60'0 x 4.'0 SWC 010 11 2/5/18 Star Building Systems, OKC, OK Design Summary Program User: clhickman Job Number: 17539A Design Summary Report -Version: 7.0.4 run01 Date: 10/13/17 Start Time: 10:11:53 R:\. .\16-B-17539\ver02-clhickman\BLDG-A\run01\17539A bldg A 01.cds ------------------------------------------------------------------------------- Endwall Plane EWB Design . . . . . . . . RIGID BEARING FRAME R:\jobs\Active\Eng\16-B-17539\ver02-clhickman\BLDG-A\run01\AWallEWB_01.edf Panel . . . . . . . . . . . . . . . . . . . . PBR Panel Width . . . . . . . . . . . . . . 36 in Panel Gage . . . . . . . . . . . . . . . 26 ga Girts . . . . . . . . . . . . . . . . . . . . . 55.0 ksi Yield Strength Girts Spacings 7'6 6'6 4'7-3/8 2'4-7/16 1'8 Bay Elev. Length Member Size Brace L Lap R Lap # (ft-in) (ft) Identification Locations Exten Exten --------------------------------------------------------------------- 1 410 19.000 8X2.5C16 None S 0.000 0.000 S 2 410 16.000 8X2.5C16 None S 0.000 0.000 S 3 4'0 19.000 8X2.5C16 None S 0.000 0.000 S 1 716 18.917 8X2.5Z16 None S 0.000 0.000 S 2 7'6 16.000 8X2.5Z16 None S 0.000 0.000 S 3 716 18.917 8X2.5216 None S 0.000 0.000 S 1 14'0 18.917 8X2.5C12 2 points S 0.000 0.000 S 2 14'0 16.000 8X2.5C12 2 points S 0.000 0.000 S 3 14'0 18.917 8X2.5C12 2 points S 0.000 0.000 S 1 18'7-3/8 18.048 8X2.5Z16 2 points S 0.000 0.000 S 2 18'7-3/8 16.000 8X2.5216 2 points S 0.000 0.000 S 3 18'7-3/8 18.048 8X2.5216 2 points S 0.000 0.000 S 1 20111-13/ 10.939 8X2.5Z16 2 points S 0.000 0.000 S 3 20'11-13/ 10.939 8X2.5Z16 2 points S 0.000 0.000 S 2 2217-13/1 16.000 BX2.5Z16 2 points S 0.000 0.000 S FRAMED OPENINGS: Width Height Sill Ht Jamb Header/Sill Bay Distance *14'0 13' 6 N/A 8X3.5C14 8x3.5C14 1 4'0 *14'0 1316 N/A 8X3.5C14 8x3.5C14 2 1'0 *14'0 13'6 N/A 8X3.5C14 8x3.5C14 3 1'0 *Framed opening jambs extend 6" below finished floor. Provide 8x3.5C14 channel for the header below the 1410 elevation channel girt or toe-down channel girt with a coverplate to act as the header. OPEN AREAS: Size Wall Distance 5410 x 410 EWB 010 12 2/5/18 Star Building Systems, OKC, OK Design Summary Program User: clhickman Job Number: 17539A Design Summary Report Version: 7.0.4 run01 Date: 10/13/17 Start Time: 10:11:53 R:\. .\16-B-17539\ver02-cihickman\BLDG-A\run01\17539A bldg A 01.cds ------------------------------------------------------------------------------- Wall B Cont. COLUMNS ----- ( 1.000" Inset columns ) Col Dist. Description Base Elev Base plate design information # from left Member Size Ident. (ft) Thickness & rods ----------------------------------------------------------------------------- 1-C 19.000' Interior frame column. 1-B 35.000' Interior frame column. ENDWALL COLUMN TO BRIDGE CHANNEL CONNECTIONS: (locate on the inside flange) STRUT-TO-COLUMN CLIP COL. NO. ENDWALL PLANE 1 --------- -------------------- PLANE SWC: 1-C BETWEEN PURLINS, USING TYPE 3 CONN., (4)-1/2" A325N CF Brdg Channel (0.3750") (4)-3/4" A325N W8X13 COLUMN EXTENSION BEVELED w/ 16.000 " LAP LENGTH; 8X2.5012 BRIDGE CHANNEL 1-B BETWEEN PURLINS, USING TYPE 3 CONN. , (4)-1/2" A325N CF Brdg Channel (0.3750") (4)-3/4" A325N W8X13 COLUMN EXTENSION BEVELED w/ 16.000 LAP LENGTH; 8X2.5C12 BRIDGE CHANNEL PLANE SWA: 13 10/13/17 Star Building Systems, OKC, OK Design Summary Program User: clhickman Job Number: 17539A Design Summary Report Version: 7.0.4 run01 Date: 10/13/17 Start Time: 10:11:53 R:\. .\16-B-17539\verO2-clhickman\BLDG-A\run01\17539A bldg A 01.cds ------------------------------------------------------------------------------- Endwall Plane EWD Design . . . . . . . . BEARING FRAME R:\jobs\Active\Eng\16-B-17539\verO2-clhickman\BLDG-A\run01\AWal1EWD_Ol.edf Panel . . . . . . . . . . . . . . . . . . . . PBR Panel Width . . . . . . . . . . . . . . 36 in Panel Gage . . . . . . . . . . . . . . . 26 ga RAFTERS ----- Mem Description Length Start End # Member Size Identification (ft) (ft) (ft) ------------------------------------------------------------- 1 W8X10 50.0 ksi 27.846 0.000 27.846 Connections. . . Left : Type-IV SEP 6.000" X 3/8" (2)-1/2" A325N Bolts Right: Type-II MEP 6.000" X 3/8" (4)-1/2" A325N Bolts 2 W8X10 50.0 ksi 27.846 27.846 55.691 Connections. . . Left : Type-II MEP 6.000" X 3/8" (4)-1/2" A325N Bolts Right: Type-IV SEP 6.000" X 3/8" (2)-1/2" A325N Bolts Flange Braces at following purlins (horizontal distance from eave) PLANE SWA: 11.853 FB = C-type PLANE SWC: 11.853 FB = C-type NOTE: Provide additional flange braces uphill and downhill of girt to rafter connection. Girts . . . . . . . . . . . . . . . . . . . . . 55.0 ksi Yield Strength Girts Spacings 7'6 6'6 4'5-1/4 3'2 1' 6 Bay Elev. Length Member Size Brace L Lap R Lap # (ft-in) (ft) Identification Locations Exten Exten --------------------------------------------------------------------- 1 410 19.000 8X2.5C16 2 points S 0.000 0.000 S 2 410 16.000 8X2.5C16 2 points S 0.000 0.000 S 3 4'0 19.000 8X2.5C16 2 points S 0.000 0.000 S 1 716 18.917 8X2.5Z14 2 points S 0.000 0.000 S 2 716 16.000 8X2.5216 2 points S 0.000 0.000 S 3 716 18.917 8X2.5Z14 2 points S 0.000 0.000 S 1 1410 18.917 8X2.5213 2 points S 0.000 0.000 S '2 1410 16.000 8X2.5Z12 2 points S 0.000 0.000 S 3 1410 18.917 8X2.5Z13 2 points S 0.000 0.000 S 1 1815-1/4 18.579 8X2.5Z16 2 points S 0.000 0.000 S 2 1815-1/4 16.000 8X2.5216 2 points S 0.000 0.000 S 3 1815-1/4 18.579 8X2.5Z16 2 points S 0.000 0.000 S 14 10/13/17 Star Building Systems, OKC, OK Design Summary Program User: clhickman Job Number: 17539A Design Summary Report Version: 7.0.4 run01 Date: 10/13/17 Start Time: 10:11:53 R:\. .\16-B-17539\ver02-clhickman\BLDG-A\run01\17539A bldg A 01.cds ------------------------------------------------------------------------------- Wall D Cont. Bay Elev. Length Member Size Brace L Lap R Lap # (ft-in) (ft) Identification Locations Exten Exten --------------------------------------------------------------------- 1 2117-1/4 9.079 8X2.5Z16 2 points S 0.000 0.000 S 3 2117-1/4 9.079 8X2.5Z16 2 points S 0.000 0.000 S 2 2311-1/4 16.000 8X2.5Z16 2 points S 0.000 0.000 S OPEN AREAS: Size Wall Distance 54'0 x 4'0 EWD 010 COLUMNS ----- ( 1.000" Inset columns ) Col Dist. Description Base Elev Base plate design information # from left Member Size Ident. (ft) Thickness & rods ----------------------------------------------------------------------------- 4-A 0.000' W8X10 50.0 ksi 0.0000' 0.375" BP thk w/( 4)-0.625" A36 4-B 19.000' W12X14 50.0 ksi 0.0000' 0.375" BP thk w/( , 4)-0.625" A36 4-C 35.000' W8X24 50.0 ksi 0.0000' 0.375" BP thk w/( 4)-0.625" A36 4-D 54.000' W8X24 50.0 ksi 0.0000' 0.375" -BP thk w/( 4)-0.625" A36 ENDWALL COLUMN TO BRIDGE CHANNEL CONNECTIONS: (Locate on the inside flange. ) STRUT-TO-COLUMN CLIP COL. NO. ENDWALL PLANE 4 --------- -------------------- PLANE SWA: 4-B BETWEEN PURLINS, USING TYPE 3 CONN. , (4)-1/2" A325N CF Brdg Channel (0.3750") (4)-3/4" A325N W8X10 COLUMN EXTENSION BEVELED w/ 12.000 " LAP LENGTH; 8X2.5C12 BRIDGE CHANNEL 4-C BETWEEN PURLINS, USING TYPE 3 CONN. , (4)-1/2" A325N CF Brdg Channel (0.3750") (4)-3/4" A325N W8X10 COLUMN EXTENSION BEVELED w/ 12.000 " LAP LENGTH; 8X2.5C12 BRIDGE CHANNEL PLANE SWC: FRAMES ----- Type Span Live Wind Eave Trib Grid Labels CS 54.000 20.00/133.00 19.00/ 19.83 2-3 MS 54.000 20.00/133.00 19.00/ 10.17 1 Note: Use square anchor rod layout. 15 10/13/17 Eds2Xds User: clhickman Job Number 16-B-17539 Oklahoma City Date: 10/13/2017 11:12:35 AM Relative path: \\OKCSNA01\TS\jobs\Active\Eng\16-B-17539 ---------------------------------------------------------------------------------------------------------------------------- Building: BLDG-A CDS file name: 16-B-17539 BLDG-A Eds2Xds.cds Planes Name IFile SWA \ver02-clhickman\BLDG-A\run0l\AwallSWA 01.edf EWD \ver02-clhickman\BLDG-A\run0l\AwaliEWD 01.edf SWC \ver02-clhickman\BLDG-A\run0l\AwallSWC 01.edf EWB \ver02-clhickman\BLDG-A\run0l\AwallEWB 01.edf RPA \ver02-clhickman\BLDG-A\run0l\AroofRPA 01.edf RPC \ver02-clhickman\BLDG-A\run0l\AroofRPC 01.edf Frames Frame Left Left File Right Right File Line Frame Frame 1 E \ver02-clhickman\BLDG-A\Drft \xO3L F \ver02-clhickman\BLDG-A\Drft \xO3R 2 C \ver02-clhickman\BLDG-A\Drft \x02L D \ver02-clhickman\BLDG-A\Drft \x02R 3 C \ver02-clhickman\BLDG-A\Drft \x02L D \ver02-clhickman\BLDG-A\Drft 1x02R Portal Frames Plane Bay Frame File Name 16 10/13/17 Star Building Systems FRAME ID #3 USER NAME:clhickman DATE:10/13/17 TIME:16 23 36 PAGE: 3 -.1 8600 S. I-35, Oklahoma City, OK 73149 ms2 54./19 /10 167 20./133 /20 JOB NAME:17539A FILE:frame 1 fra LOCATION: Gridlines 1 (1) All sectional dimensions are in inches. DETAIL FILE: ctive\ENG\16-B-17539\ver02-clhackman\BLDG-A\Drftg\x03L (2) All Flange lengths are measured along outer flange BOLTS.A325 SNUG TIGHT WEIGHT• 2655 lbs - PURLINS(horz. from eave) :81'-Z 6@112 1/411,6@214 7/1611,4@111 13/16" GIRTS (vert, from floor) : 81'-Z 412 1/211,313 1/2",1'4",5'2"(1") Rotate interior columns 90 degrees from standard (typical unless noted otherwise) 5X° 25 with single pair of stiffeners centered above 0'134 2° ° 5 y4 9 the column. Refer to Design Summary for 124 0 ° z5 5,0,1 column extension and connection details. 12 5X e o g. o ZgX C WE$ yEW. 8 WE S•F' 5.93, 6 � 0 C 191 E.H. 5 �o ri ill fl 4 N O n r m o x � � N I!1 = N N m N � O n - O to x n 1p n N • O O Ori w se z u O F 0 H I 19' - w WwW 3 S CONNECTION DETAILS GRIDLINES * =1 Location O1 *-D O2 O3 O4 OS O6 O7 G O9 10*-C it Web Dep. 15.5 15.5 20.5 N/A 13.5 13.5 13.5 13.5 13.5 8.14 8.14 o Type BASE SPLICE HORZ STF CAP (EXT) 2E/1F SPLICE SPLICE SPLICE 2E/2E BASE CAP/STF Plate(DN) 6.0X0.375 N/A 2.75X0 25 6 0X0.25 6 0X0.5 N/A N/A N/A 6 oxo 375 6 0X0.375 6.0X0 375 Plate(UP) N/A N/A N/A N/A 6.0x0 5 N/A N/A N/A 6 oxo 375 N/A 2 25X0.3125 Bolts (4)-3/4 N/A N/A N/A (6)-3/4 N/A N/A N/A (8)-1/2 (4)-3/4 (4)-1/2 Star Building Systems FRAME ID #3 USER NAME:clhickman DATE:10/13/17 TIME.16:23 36 PAGE: 3 -- 8600 S. I-35, Oklahoma City, OK 73149 ms2 54 /19 /10 167 20 /133 /20 JOB NAME:17539A FILE:frame 1 fra LOCATION: Gridllnes 1 (1) All sectional dimensions are 1n inches. DETAIL FILE: ctive\ENG\16-B-17539\verO2-clhickman\BLDG-A\Drftg\xO3R (2) All Flange lengths are measured along outer flange BOLTS.A325 SNUG TIGHT WEIGHT 2655 lbs PURLINS(horz. from eave) :8"-Z 6@112 1/411,6@214 7/16",4@1'1 13/16" GIRTS (vert. from floor) : 8"-Z 412 1/21',313 1/211,616"(1") Member Sizes and Connection Details Same as Left Side Rotate.lntet'debolumbs-90;degrees from standard (typical unleoss,n6ted'otherwise)• Sx0.2s with'sii�'gie pair of stif�ners centered.aboye 9 s 94' 2p °' ° 134 the,.column-Refer to Deiign•Summary for s'°„ s 4 0 cdlumn.extension.and connection details, a x°,?s 12 O•F 7 1°,0' 6-9x, WEg Z, hag$ kK L T,F EN. 6 19' E H. N J J o O N V - � m N X - r m F, J N ai J X O � O N N � m N H N O O O OO N S. I £ "c O 19' 11 E-3 ] . 7 x CONNECTION DETAILS GRIDLINES * =1 Location O*-A O 3O O O5 O O O8 O9 10*-B 11 Web Dep. 15.5 15.5 20.5 N/A 13.5 13.5 13.5 13.5 13.5 8.14 8.14 o Type BASE SPLICE HORZ STF CAP (EXT) 2E/1F SPLICE SPLICE SPLICE 2E/2E BASE CAP/STF Plate(DN) 6.0X0.375 N/A 2 75X0 25 6 oxo 25 6 0X0 5 N/A N/A N/A 6.0x0 375 6 0x0 375 6 OXO.375 Plate(UP) N/A N/A N/A N/A 6.0X0 5 N/A N/A N/A 6 oxo 375 N/A 2 25x0 3125 Bolts (4)-3/4 N/A N/A N/A (6)-3/4 N/A N/A N/A (8)-1/2 (4)-3/4 -(4)-1/2 Star Building Systems FRAME ID #2 USER NAME:clhickman DATE:10/13/17 TIME:16 23:36 PAGE: 2 ;1 8600 S. I-35, Oklahoma City, OK 73149 cs 54./19./19.833 20./133./20. JOB NAME:17539A FILE:frame 2-3.fra LOCATION: Gridlines 2-3 (1) All sectional dimensions are in inches. DETAIL FILE: ctive\ENG\16-B-17539\ver02-clhickman\BLDG-A\Drftg\xO2L (2) All Flange lengths are measured along outer flange BOLTS A325 SNUG TIGHT WEIGHT: 2306 lbs PURLINS(horz. from eave) :8"-Z 3@214 7/1611,3@418 15/1611,2©213 5/8" GIRTS (vert from floor) . 8"-Z 412 1/211,313 25 10 0 •y.5 - 0•1 10,p" 6 �4.0 2 241` C 12 16X0•g'15 �y"�) 0. • ?. Tglt 5 0, 1y. WE$ LF'�• 6Xp•5 - WEE Y•E• 5,p„ 6 - C 5 19' E.H. w m M N m N N u N m o i k M M o E m k m m rl _ m _ _ m o 0 ri 0 0 o rl ri w z G o F a H r 27' w m W w a CONNECTION DETAILS GRIDLINES * =2-3 Location O*-D - O O O O O O O Web Dep. 8.0 15..1855 20.0 N/A 24.0 12.0 17 6605 22.0 Type BASE SPLICE HORZ STF CAP (EXT) 3E/1F SPLICE SPLICE 2E/2E w Plate(DN) 6.oxo 375 N/A 2 75x0.5 6.0x0 25 6 0x0 5 N/A N/A 6 0x0 5 ~ Plate(UP), N/A N/A -N/A N/A 6.0x0 5 N/A N/A 6 0x0 5 - Bolts (4)-3/4 N/A N/A N/A (8)-3/4 N/A N/A (8)-3/4 Star Building Systems FRAME ID #2 USER NAME:clhickman DATE:10/13/17 TIME.16:23 36 PAGE: 2 -2 8600 S. I-35, Oklahoma City, OK 73149 cs 54./19 /19.833 20 /133./20 JOB NAME:17539A FILE:frame 2-3 fra LOCATION: Gridlines 2-3 (1) All sectional dimensions are in inches. DETAIL FILE: ctive\ENG\16-B-17539\ver02-clhickman\BLDG-A\Drftg\x02R (2) All Flange lengths are measured along outer flange BOLTS-A325 SNUG TIGHT WEIGHT 2306 lbs PURLINS(horz. from eave) :8"-Z 3@214 7/1611,3@418 15/1611,2@213 5/8" GIRTS (vert. from floor) : 8"-Z 412 1/211,313 1/2",6'6"(1") p IS6 Exp -S 2p p S Ip,p, Exp.2S 4 0 u 12 0 ISS O F I86, S p ry Exp GVE rf IC --I2S S,0A LEN F 19' E H. w 12 N � � 0 U N m m N W b N W N N N � 0 0 0 W N Y VI � N O O F' O O U1 - Q1 N i £ O ( 27' � K7 5] 07 'iJ :• y 7 CONNECTION DETAILS GRIDLINES * =2-3 Location O*-A O O O O O O O8 Web Dep. 8.0 15.1038 20,0 N/A 22.0 22,0 22.0 22.0 0 o Type BASE SPLICE HORZ STF CAP (EXT) 3E/2F SPLICE SPLICE 2E/2E Plate(DN) 6 oxo 375 N/A 2.75x0 3125 6 0X0.25 6 0X0 5 N/A N/A 6 0X0.5 Plate(UP) N/A N/A N/A N/A 6 0X0.5 N/A N/A 6 0X0 5 y Bolts (4)-3/4 N/A N/A N/A (10)-3/4 N/A N/A (8)-3/4 Mezzanine Layout Top of floor= 12'1" Concrete thickness = 3" Joist Seat = 2.5" Floor Type: Mezz N J1 C.0 i W 16x26 W10x33 '(4) 3/4"Anchor Rod ilk 1/2" Base plate recess 8" Reactions -Mezz. Dead =`9.1 k Mezz. Live = 15.8k ' 1 1 r2-1 ,5 '1 ' wi. 21 f 2/5/18 Ref# Job.Number ED480004 Date Rev Mezzanine Bar Joist Design Criteria 4 Jul '16 1 00 Note: The following notes are typical of all,joists unless noted otherwise on the individual joist sheets 1- The joist heel depth is 2.5" 2- The maximum live load deflection is .......3..0 ................................... 3- The maximum total load deflection is 2.4.0 4- OSHA column joists to be provided with the following: A- Bolted end with washer at each end with slots in bar joist seat. B- Extended bottom chords at each and to set astride stabilizer plate/clip. 5- When joist span is greater than or equal to 40'-0",joists shall be bolted with washer at each end with slots in bar joist design seat. Joist to be welded, after bolted connection, if required by design. All other joists to be welded unless noted otherwise. 6- Bridging is to conform to OSHA steel erection standard. 7- Joists are to be designed in accordance with the following building code and edition 2Q'IE..Mew .Y.prj,�,.,qtate Building Code 22 Ref# Job Number ED480005 Date Mezzanine Bar Joist Design Loads Rev Jul '16 00 Design mark: '........J1 ............................................ Shipping mark: .................. 3 ' 0, • Tributary: ..................................................... • ' Max: Depth: ........:3 2 f"......................................... • Base length, :..,.••• 2911011................................................., 300 Live load: plf • Partition load: .....9.:.9.............plf • Dead load: ......•15.0 ••••.plf (excludes'joist) Collateral load: ....• 15 : 0 •••plf (bottom chord panel points) The above loads are unfactored. Base Length - 23 Ref# Job,Number ED480601 Decking Attachment Date Rev Jul '16 1 00 Engineer to specify decking attachment 36" Coverage Attachment pattern : 3 6/4 Support Attachment e: Screws o Weld 36/9 Pattern 6" 6" 6" 6" 6" 6" #12 Tek Support Diameter: 36/7 Pattern 0'-6" 1'-0" 1'-0" 0'-6" Side Lap Attachment Tye: Screws r Weld 36/5 Pattern 36/4 Pattern Side Lap Diameter: #10 Tek 36/3 Pattern # of Side Lap Fasteners Per Span: 1 30" Coverage Bar joist, edge beam or 6" 6" 6" joist beam (typ) 30/6 Pattern 30/4 Patte 6" 1'-6" 6" 30/ attern 0 Decking attachment (typ) Decking attachment spacing per pattern �Coage2" 2" Lap 24/5 Pattern 6" 6" 24/3 Bar joist, edge beam or joist beam Decking Endlap 24 Ref# ' ED480303 Job Number Date Rev W12 12" Nominal BUP Jul '16 00 OK to use type 10/11 clips as required for clear. 2 1/4- 1.25 /4"1.25O 1.25" O 3' 3" O O O 3' 3" p O ' O 6"x3/8" 3/16" End Plate W/ 3/4",Bolts '(2) 4-1/4"x3=5/16" BENT CLIP WITH 3/4" Type 4 Shear Plate (35.20.11) BOLTS PROVIDE WASHER AT THE SLOTTED S IN THF CLIPS Beam to Column Flange Connection TYPE 12 BENT CUP WITH SLOTS (35.10.07) NON–STRUT BEAM TO WEB CONNECTION OR liff-HULE5 k.5—U—) STRUT BEAM TO WEB CONNECTION ENDPLATE DOUBLE ANGLE Beam Bolt Connection Capacity Connection Capacity (t.) Rows ASD LRFD ASD LRFD 0.1489 . 3 21.26 3189 3015 45.22 54:06 0.25 3 35.70 53.55 50.62 7593 0.3125'" W 12x 14 3 28.56 42.84 40.50 60.75 W'12X36 I6 3141; 47.12 ;Y 44:55., 05,62' W 12x 19 3 r 3355 50.33 47.58 71 38 37,12` 55,69 52:65 W 12x26 3 32.84 49.26 46.57 69.86 W 12x35 3 42,84 6426 60.75 91.12 W12iC4Q 3 42.12 63.18. >W 12x45 3 4732 7098 6361 9542 I All values are in Kips. Resistance factor or factor of safety have been applied. 'Capacities do not reflect any reduction due to coped beam flanges 25 Ref# Job,Number ED480304 DateRev —R Jul '16 1 00 OK to use type 10/11 clips as required for clear, I—3"—I 2 1/4- 6"—I 1.25 p O 1.25" 3 3" O O O 3' 3" p O O i 6"x3/8" 4 3/16" End Plate W/ 3/4" Bolts (2) 4-1/4"x3-5/16" BENT CLIP WITH 3/4" BOLTS PROVIDE WASHER AT THE SLOTTED Type 4 Shear Plate 35.2011 HOLES IN THE CLIPS YP ( ) TYPE 12 BENT CLIP WITH SLOTS (35.10.07) Beam to Column Flange Connection TYPE 13 BENT CLIP WITH HOLES (3510.08) STRUT BEAM TO WEB CONNECTION ENDPLATE DOUBLE ANGLE Beam Bolt Connection Capacity Connection Capacity (tW) Rows ASD LRFD ASD LRFD 01489 3 21 26 31.89 L30.15 4522 0.178 a — 25.41= 38.12: 36-04;,; 54. 6 0.25 3 _3570 53.55 50.62 _75.93 �,. - _44..62--— W 14x22 3 Y 32.84 49.26 4657 6986 54,62 W 14x30 _338.55 57.83 54.67 82.01 _ W14x34 3°,,^;:.... .'40`69; 61,0 , W 14x38 3 44.26 66.40 62.77 94.16 3 " 43.55 (15.33`.. :- ; ::6.T.76' $2.84 >W14x48 3 47.32 70.98 6361 95.42 f � I All values are in esiKips_ E _ ___ Rstance factor or factor sa of fety have been applied. _I Capacities do not reflect any reduction due to coped beam flanges. I 26 Ref# Job Number E1]1480307 g Date Rev Jul '16 00 I—3"—I. 2-1/4- I—6"—I 1.25 O O 1.25" 3 3" L+ O O -3. 3" O 'O O i L'End 3/16" olts ; (2) 4-1/4"x3-5/16" BENT CLIP WITH 3/4" Type 4 Shear Plate (35.20.11) BOLTS PROVIDE WASHER AT THE SLOTTED Beam to Column Flange Connection T1PE 12 BENT CLIP WITH SLOTS (35.10.07) NON—STRUT BEAM TO WEB CONNECTION OR TvDr 13 PENIXUR WIN W LES (35-30-08) STRUT BEAM TO,WEB CONNECTION Beam Bolt Rows ENDPLATE ENDPLATE DOUBLE ANGLE DOUBLE ANGLE Web Connection Capacity Connection Capacity Connection Capacity Connection Capacity Thickness Max Min ASD LRFD ASD LRFD (t1) Max ? Min Max Min Max Min Max Min 01489 5 4 36.27 28.76 5440 43.15 5025 40.20 75.38 6030 :0:x:7$' . !1 0.25 5 4 60.90 48.30 .91.35 72.45 84.37..,,,. 67.50 126,56 101.25 ..— --- - 03125,x.,: . ...:5 ,- 2%', All values are In Kips. Resistance factor or factor of safety have been applied. Capacities do not reflect any reduction due to coped beam flanges. 27 Ref# Job.Number ED480001 Date Rev Bar Joist Connection Jul 16 00 Mezzanine floor Edge angle Decking Decking attachment 9„ Min. la 316 Bar joist Edge angle Diagonal bridging may be required at various %8„ 1„ locations per vendor layout Bridging: See vendor layout for size, location (T'p at each and other requirements bar joist) Field cut vertical leg of bridging and bend as , required For information only. See joist manufacturer. Welded'Bar Joist Bridging Mezzanine floor VII (Typ at each bar joist) Decking _ _ Bridging: See vender for size, location and other requirements Bar joist Section "A" 28 Ret# Rev onnec Job Number Date Rev ED481Edge Beamlo.Column Web Ction " a Jul '16 00 ---Bar joist-- Q� U) a� Note: See individual beam connection detail sheets for actual number of bolts Mezzanine floor 1 Girt dist Decking VTop of floor Edge an le o I o 0 Bolts w/ washers 0 Floor ° depth o o ' u ,, - I Decking 0 0 0410 1-!J\\--Angles (NS&FS) 0 0 Edge beam J YIT Column Edge beam —! Clearance Beam dist 29 Ref# Job Number ED481201 Edge Beam to Column,Flange Connection Date Rev Jul '16 00 Bar joist W U U Q Mezzanine floor Decking o Top of floor Floor ,depth ]\-Bolts Edge beam Clearance Column flange (may taper) Note: See individual beam connection detail sheets for actual number of bolts 30 Ref# Job Number ED482102 Support Beam to Column Web Connection Date Rev Jul '16 00 0 Decking +- Note: See individual beam connection detail sheets for actual number of bolts Beam dist. in di t. Mezzanine floor Edge angle Decking iv Decking Edge angle Bar joist p Top of floor /— Floor depth 2 2" Heel depth (Typ) Bolts w/ washers o 00 0 0 0 00 0 0 0 0 0 o o An les (NS&.FS) 0 0 Support beam Column Support beam Clearance Clearance 31 Ref# - Job,Number ED480901 a Ed Angle Section at Support Beam Date Rev g g pp Jul '16 1 00 BAR JOIST EDGE ANGLE 2" MIN. PAST DECKING RIB SECURE DECKING AND EDGE ANGLE TO JOISTS PER WELD PATTERN MEZZANINE FLOOR SPECIFIED BY'DESIGN DECKING FLOOR DEPTH 2%2" HEEL DEPTH (TYP) MEZZANINE ELEVATION FLOOR DISTANCE EDGE STEEL LINE BEAM DISTANCE BAR JOIST BAR JOIST PC57 EDGE ANGLE 0.082 MATERIAL THICKNESS FLOOR DEPTH FLOOR DISTANCE 2 ........................ <_9. 2.5" ........................ !0.011 , 3" ........................ !_8.511 , 3.5" ........................ .58.011 11 57.511 4.5" ........................ <_7.0" 5" .......................... 56.5" 5.5" ........................ <_5.5" 6" ........................ <_5.5" 32 Ref# Rev Number Date Rev ED480Edge Angle and Edge.Bea• '` � ' JUP16 00 DECKING ATTACHMENT (SECURE DECKING AND EDGE ANGLE TO EDGE BEAM) EDGE-ANGLE MEZZANINE FLOOR ' PC57_ DECKING FLOOR DEP TH PC57 MEZZANINE I FLOOR FLOOR ELEVATION EDGE BEAM DEPTH OVERHANG 2" „ 2?" <= 9" 3" <= B? . FLOOR FLOOR j?" <= 8" DISTANC OVERHANG 4" <= 7?" 4?" <= 7 STEEL BEAM .SETBACK 5" LINE <= 6?„ " » 6" " 'Note, PC57,edge'angle may be used for floor overhangs greater than shown SECTION AT, EDGE BEAM above if decking'is designed for support, and specifically requested by the engineer with maximum floor overhang , specified by design. 33 Ret# Job,Number ED481203 Edge Beam,to Support Beam Connection (Edge Beam) Date Rev Jul '16 00 --Bar Joist— Mezzanine floor Decking 0 Top of floor Floor depth 2-%2" Heel depth (Typ.) Bolts w/ washers , O O O O O O O Angles (NS&FS) Edge beam Edge beam Clearance Support beam Note: See individual beam connection detail sheets for actual number of bolts 34 Ret# Job Number ED482106, Floor Beam to Support Column Date Rev Jul '1600 (Different Depths W/ 3 Beams) ' Deck 3/8" stiffener . O ` O O O O Mezzanine floor -Bar joist Floor Deck o Top of floor Floor depth Per detail , Bolts O O- O-' O O o Floor beam-7 Floor Beam: Bolts with %2•• cap plate Support column Min. distance required. 35 Ret# Job.Number ED482101 Date Rev, Support Beam to„Support Flange Connection Jul '16 .00 —Decking-- 0 c� iv Mezzanine floor Bar joist Top of floor Floor depth eh 2 %2” Heel depth (Typ) 3/4" A325 Bolts. See individual beam connection detail. Support beam, Column flange Clearance (may taper) 36 R B'U I LDI NG SYSTEMS AN ,\Cl COMPANY REACTIONS BUILDER: STEEL SOLUTIONS INC CUSTOMER: SOUTHOLD FIRE DISTRICT JOB NUMBER: 16-B-17539 Notes 1) The reactions provided are based on the Order Documents at the time of mailing. Any changes to building loads or ` dimensions may change the reactions The reactions will be superseded and voided by any future mailing. 2) The reactions provided have been created with the following layout(unless noted otherwise). a) ` A reaction table is provided with the reactions for each load group. b) Rigid Frames (1) Gabled Buildings (a) Left and Right columns are determined as if viewing the left side of the building,as shown on the anchor rod drawing,from the outside of the building. (b) Interior,columns are spaced from left side to right side (2) Single Slope Buildings (a) Left column is the low side column. (b) Right column is the high side column. (c) Interior columns are spaced from low side to high side c) Endwalls (1) Left and Right columns are determined as if viewing the wall from the outside. (2) Interior columns are spaced from left to right d) Anchor rod size is determined by shear and tension at the bottom of the-base plate. The length of the anchor rod and method of load transfer to the foundation are to be determined by the foundation engineer e) Anchor rods are ASTM F1554 Gr.36 material unless noted otherwise on the anchor rod layout drawing. f) X-Bracing (1) Rod Bracing reactions have been included in values shown in the reaction tables. (2) For IBC and UBC based building codes,when x-bracing is present in the sidewall,individual longitudinal seismic loads(RBUPEQ and RBDWEQ)do not include the amplification factor,no (3) For IBC and UBC based building codes,when x-bracing is present in the endwall,individual transverse seismic loads(EQ)do not include the amplification factor,no 3) Reactions are provided as tin-factored for each load group applied to the column. The foundation engineer will apply the appropriate load factors and combine the reactions in accordance with the building code and design specifications to determine bearing pressures and concrete design. The factors applied to load groups for the steel column design may be different than the factors used in the foundation design. ' a) For projects using ultimate design wind speeds such as 2012 IBC,2015 IBC,or 2014 Florida building code,the wind load reactions are at a strength value with a load factor of 1.0. b) For IBC codes,the seismic reactions provided are at a strength level and do not contain the rho factor. c) For NBCC codes,the seismic reactions provided do not contain the Rd*Ro factor. The manufacturer does not provide"maximum"load combination reactions.However,the individual load reactions provided may be used by the foundation engineer to determine the applicable load combinations for his/her design procedures and allow for an economical foundation design. Rev G 7/01/13 FRAME ID #3 USER NAME, c l In I ckman DATE, 10/13/17 -PAGE, 3-3 ms2 54. /19. /10. 167 20. /133. JOB NAME+ 17539A FILE, frame-1, fro, SUPPORT REACTIONS FOR EACH LOAD GROUP m(LOCATION+ Gridlines+ 1 NOTES; (1) ALL reactions are In kips and kip-ft, TIME+ 16, 23+ 36 (2) Primary wind load cases are not concurrent. (3) X-bracing reactions (RBPULW and RBUPEQ) are combined withLWL and LEQ groups only, REACTION NOTATIONS HL f H1 f H2 HR iVL IV1 IV2 IVR --D --C --B -A LOAD GROUP REACTION TABLE GRIDLINES = 1 COLUMN xA-D )K-A )K-C )K-B LOAD GROUP HL VL LNL HR VR LNR H1 V1 LN1 H2 V2 LN2 DL 0. 1 0, 9 0, 0 -0. 1 0, 9 0. 0 01 0 1. 4 0. 0 0, 01 1. 4 0. 0 COLL 0, 1 0, 5 0, 0 -0, 1 0, 5 0. 0 0, 0 0. 9 0, 0 -0, 0 0, 9 0. 0 SNOW 0. 4 3, 1 0, 0 -0, 4 3, 1 : 0, 0 0, 0 5, 2 0. 0 -0, 0 5. 2 0. 0 LL 0, 2 2, 1 0, 0 -0, 2 2. 1 0. 0 0, 0 3,.4 0. 0 -0. 0 3, 4 0, 0 EQ -0, 3 -0, 4 0, 0 -0, 3 0, 4 0, 0 01 0 0, 6 0, 0 0: 0 -0, 6 0, 0' WL1 -4. 5 -7, 7. 0. 0 -3. 9. -1. 7 0, 0 0, 0 4-3, 1 0. 0 0. 0 , -8. 2 0, 0 WL2 -5, 3 -5. 4 0. 0 -3. 1 0. 5 0, 0 0. 0 -1, 81 0. 0 0, 0 -6, 9 0, 0 LWL1 2. 3 -4. 9 0, 0 -0. 5 -6. 0 0,.0 -0. 0 -8. 1 -4. 5 , -0, 0 -0. 3 -4. 5 LWL2 0.5 -6. 0 0, 0 -2. 3 -4. 9 0. 01 -0, 0 -0. 3 -4. 5 -0, 0 -8. 1 -4. 5 LWL3 1. 4 -2, 7 0. 0 0, 3 -3. 8 0. 01 0. 0 -6. 8 4, 5 0. 0 1. 0 4. 5 LWL4 -0. 3 -3, 8 0. 0 -1, 4 -2. 7 0, 0 0, 0 1. 0 4, 5 0, 0 -6,.8 4, 5 WL3 3, 9 -1, 7 0, 0 4. 5 -7. 7 0, 0 -0, 0 -8, 2 0, 0 -0. 0 -3, 1 0. 0 WL4 3, 1 0, 5 0. 0 5, 3 -5. 4 0. 0 -0. 0 -6. 9 0, 0 -0. 0 -1, 8 0, 0 RS 0, 1 0, 5 0, 0 -0, 1 1, 3 0. 0 -010 110 0, 0 -0, 0 3, 3 011 0 LS 0, 1 1. 3 0, 0 -0, 1 0, 5 '0. 0 0, 0 3. 3 0. 0 0, 0 1, 0 0, 0 RSFM 0, 2 0. 6 0, 0 -0. 2 2, 1 0. 0 -0. 0 0. 61 0. 0 -0, 01 3. 9 0, 0 LSFM 0, 2 2, 1 0, 0 -0, 2 0, 6 0, 01 0, 0 3, 91 0, 0 0, 01 0, 6 0, 0 LOAD GROUP DESCRIPTION DL Roof Dead Load COLL Roof Collateral Load SNOW Roof Snow Load LL i Roof Live Load EQ + Lateral Seismic Load Eparallet to plane of frame] WL1 + Wind from Left to Right with +GCpi WL2 Wind from Left to Right with -GCpi L'WL1 I Wind from Front to Back with +GCpi LWL2 i Wind from Front to Back with -GCpi LWL3 , ,Wind from Back to Front with +GCpi LWL4 I Wind from Back to Front with -GCpi WL3 i Wind from Right to Left with +GCpi WL4 Wind- from Right to Left with -GCpi RS Unbalanced Right Roof Snow Load LS Unbalanced Left Roof Snow Load RSFM FM Unbalanced Right Roof Snow Load LSFM FM Unbalanced Left Roof Snow Load FRAME ID #2 -USER NAMEi c l h i ckman DATE: 10/13/17 PAGE: 2-3 cs 54. /19, /19, 833 20, /133. / JOB NAMEt 17539A FILE: frame-2-3. fra SUPPORT REACTIONS FOR EACH LOAD GROUP m(LOCATION: Gridlinesi 2-3 NOTES:(1), All reactions are in kipps•and kip-ft. TIME+ 16: 23: 36 (2) The seismic. overstrength facto r (Omega) Is not Included In the"'RBDWEQ' and 'RBUPEQ' Load Group reactions. Seismic 'BASE-ONLY' combination reacttons, include an overstrength factor of: 2. 500 (3) Primary wind load cases are not concurrent, C4) X-bracing reactions <RBPULW and RBUPEQ)' are comW ned-with LWL and_LEQ groups only. REACTION NOTATIONS HL •/ HR 1 VL i VR , l-D 11-A LOAD GROUP REACTION TABLE GRIDLINES'x 2-3 COLUMN 3-D, x_A LOAD GROUP, HL VL LNL HR VR LNR DL 0. 8 2. 6 0. 0 -0. 8 2. 7 0. 0 COLL 1. 0 2. 7 0. 0 -1. 0 2. 7 0, 0 SNOW 5. 8 16. 1 0, 0 =5, 8 16. 1 0, 0 MD 0. 0 5, 5 0, 0 -0. 0 0, 0 0, 0 LL 3. 8 10, 7 0. 0 -3. 8 '10. 7 0. 0 ML 0. 0 8. 5 0. 0 -0. 0 0, 0 0. 0 EQ -1, 7 -0. 7 0. 0 -1. 2 0, 7 0. 0 RBUPEQ 0. 0 -2. 0 -2. 8 -0. 0 -1. 0 -1. 0 WL1 -9. 4 -17. 5 0. 0 -1. 8 -11. 9 0, 0 WL2 ' -9. 7 -10. 5 0. 0 -1. 6 -4, 9 0, 0 WL3 1. 5 -11, 9 0, 0 9, 9 -17. 4 0. 0 WL4 1. 2 -4. 9 0. 0 10. 1 -10. 5 0:0 LWL1 0. 8 -14, 4 0. 0 1. 3 -12. 9 0, 0 RBUPLW 0. 1 -7, 7 -8, 1 -0. 1 -7, 7 -8, 1 LWL2 -0.,9 -13. 0 0. 0 -1, 2 -14. 4 0. 0 LWL3 0, 5 -7. 5 0. 0 1. 5 ' -6, 0 0. 0 LWL4 -1. 2 -6, 0 0. 0 -0. 9 -7. 5 0. 0 RS- 2, 2 4, 4 0, 0 -2. 2 7, 4 0, 0 LOAD GROUP DESCRIPTION DL Roof Dead Load COLL Roof Collateral Load SNOW + Roof Snow Load MD : Mezzanine Dead Load LL Roof Live Load ML Mezzanine Live Load EQ Lateral Seismic Load [parallel to plane of frame], RBUPEQ Upward Acting Rod Brace Load from Long. Seismic WL1 : Wind from Left to Right with +GCpi WL2 Wind from Left to-Right with -GCpi WL3 Wind from Right to Left with +GCpi WL4 Wind from Right to Left with -'GCpi LWL1 : Wind, from Front to Back with +GCpi RBUPLW Upward Acting Rod Brace Load from Long, Wind LWL2 Wind from Front to Back with -GCpi LWL3 : Wind from Back to Front with +GCpi LWL4 Wind from Back to Front with -GCpi RS Unbalanced Right Roof Snow 'Load FRAME ID #2 USER NAME: clhickman DATE: 10/13/17 PAGE: 2-Q cs 54. /19. /19. 833 20. /133. / JOB NAME: 17539A FILEN frame-2-3. fro. SUPPORT REACTIONS FOR EACH LOAD GROUP WLOCATION: Grldlines, 2-3 NOTES:<1) A l l react i ons are i n k:Ps and k i p-f t. TIME: 16: 231 36 (2) The seismic overstrength factor COmega) ,is not included ,in the 'RBDWEQ' and 'RBUPEQ' Load Group reactions. Seismic 'BASE-ONLY' combination reactions include an overstrength factor of� 2. 500 <3) Primary wind load cases are not concurrent, (4) X-bracing reactions (RBPULW.(xnd RBUPEQ) are combined with LWL and LEQ groups lonLy. REACTION NOTATIONS ON11 HL •/ f HR I VL IVR LOAD GROUP REACTION TABLE GRIDLINES = 2-3 COLUMN W-D W-A LOAD GROUP HL VL LNL HR VR LNR LS 2. 4 7. 4 0. 0 -2. 4 4. 4 0. 0 RSFM 2. 4 4. 6 0. 0 -2. 4 9. 4 0. 0 LSFM 2. 6 9. 4 0. 0 -2. 6 4. 6 0. 0 RBDWLW -0. 0 7. 7 0. 0 0. 0 7. 7 0. 0 RBDWEQ -0. 01 2. 01 0. 0 0. 0 1. 01 0. 0 LOAD GROUP DESCRIPTION LS Unbalanced Left Roof Snow Load RSFM FM Unbalanced Right Roof Snow Load LSFM FM Unbalanced Left Roof Snow Load RBDWLW Downward Acting Rod Brace Load from Long. -Wind RBDWEQ Downward Acting Rod Brace Load from Long. Seismic FRAME DESCRIPTION: USER NAME: clhickma DATE: 10/13/17 PAGE: EW-2 Endwall EWD JOB NAME: 17539A FILE: REW4BLDG1 PATH: R: \,Jobs\Active\Eng\16-B-17539\verO2-cihickman\BLDG-A\runO1\ SUPPORT REACTIONS FOR EACH LOAD GROUP NOTE: A l l react i ons are i n k s ps and k i p-ft, TIME: 16: 16: 06 REACTION NOTATIONS HL��'/ �'/ H1 �' H2 If HR VL V1 V2 VR 4-A 4-B 4-C 4-D LOAD GROUP REACTION TABLE COLUMN 4-A 4-B 4-C 4-D LOAD GROUP HL VL LL H1 V1 L1 H2 V2 L2 HR VR LR D 010 0. 7 0. 0. 1. 4 0. 0 0. 10. 7 -0. 1 -0. 2 10. 0 0• C 0. 0 0. 4 0. 0. 1, 0 0, 0 0. 1. 0 0. 0 0. 0 0. 4 0. L 0. 0 . 1. 7 0, 0. 3. 8 0, 0 0. 20. 3 0. 7 -0. 3 18, 2 •0. S 0. 0 2. 5 0. 0, 5, 8 0. 1 0. 5. 8 0. 0 0. 0 2, 5 0. S BAL 0. 0 1. 4 0. 0. 3. 2 0, 0 0. 3. 2 0. 0 0. 0 1. 4 0. SUR 0. 0 1. 1 0• 0. 3. 5 0, 0 0. 1. 1 0, 0 0. 0 0. 3 0. S UL 0, 0 0. 3 0. 0, 1. 1 0. 0 0. 3, 5 0. 0 0. 0 1. 1 0, S U WF 0. 0 2. 1 0. 0. 4. 9 0. 0 0. 1. 0 0. 0 0. 0 0. 4 0. S ULF 0, 0 0. 4 0. 0• 1, 0 0, 0 0. 4. 9 0, 0 0, 0 1 0. W+ -0. 1 -4. 8 1. 2 0. -10. 6 6. 8 0. -10. 6 6. 9 0. 1 -4. 8 1. 2 W- -0, 1 -4. 8 -1. 4 0. -10. 6 -7. 8 0, -10. 6 -7. 7 0. 1 -4. 8 -1. 4 WR 1. 4 -4. 8 0. 0. -5. 1 -0,T 3. 5 -16. 2 0. 0 1. 5 -4. 8 0. WL -1. 3 -4. 8 0. -3. 5 -16. 2 -0. 1 0. -5. 1 0. 0 -1. 1 -4. 8 0. E+ 0. 0. 0. 1 0, 0• 0. 1 0, 0, 1. 2 0. 7 0, 0. 1 E- 0, 0. -0. 1 0. 0. -0. 1 0• 0, -1. 2 -0. 7 0. -0. 1 EL -0. 1 0. 0. -2. 1 -2. 0 0, 0. 2. 0 0, -0. 1 0, 0, ER 0. 1 0. 0. 0. 2. 0 0. 2. 1 -2. 0 0• 0. 1 0. 0, LOAD GROUP DESCRIPTION D DEAD LOAD C COLLATERAL LOAD L : LIVE LOAD S : DESIGN SNOW LOAD SBAL BALANCED ROOF SNOW SUR : UNBALANCED SNOW - WIND FROM RIGHT TO LEFT SUL UNBALANCED SNOW - WIND FROM LEFT TO RIGHT SUWF FM -UNBALANCED SNOW - WINDWARD SIDE SULF FM -UNBALANCED SNOW - LEEWARD SIDE W+ WIND LOAD AS AN INWARD ACTING PRESSURE W- WIND LOAD AS AN OUTWARD ACTING SUCTION WR WIND FORCE FROM THE RIGHT WL : WIND FORCE FROM THE LEFT E+ EARTHQUAKE FORCE ACTING INWARD E- EARTHQUAKE FORCE ACTING OUTWARD EL EARTHQUAKE FORCE FROM LEFT ER : EARTHQUAKE FORCE FROM RIGHT \v� HL VL �-C LOAD GROUP REACTION TABLE GRIDLINES x = 2. 5 COLUMN )K-D LOAD GROUP HL VL LNL MD 0 0 9. 1 0 0 ML 0 0 15 8 0. 0 LOAD GROUP DESCRIPTION MD Mezzanine Dead Load ML Mezzanine Live Load Sendlewsld 'Ar'chitects PC Architecture & Planning Martin F. Sendlewski, AIA Jeffrey M. Sendlewski, RA, LEED AP August 12,2019 AUG 1 4 2019 Town of Southold- Building Department Rkl Y1 ,G,DE re T, 54375 Route 25 TOYR19 OF 'Southold,NY 11971 Attn: Mr. Michael Verity Re: Insulation Certification Southold Fire District 55135 Main Street, Southold, TM# 1000-62-01-11.1 Dear Mr. Verity, This correspondence shall serve as certification that as the architect of record and as part of our service to the Fire District, inspected the installation of all insulation.at the above noted site and that all were completed in accordance with the approved building permit design drawings, R-30 roof and R-19 walls. Also,this 'co e pondence shall certify herewith that the insulation is Class A with a flame spread rating<25 d smoke developed rating<50.A copy of the product literature is attached. Very trul yo -s 25 co PC s T M F. dle Martin F. A lewski, AIA Cc: Southold Fire District 215 Roanoke Avenue, Riverhead, N.Y. 11901 (631) 727-5352 k mfs@firehouseplanner.com 9 Selena Court, Walden, NY 12586 (845) 522-1243 k jeffs@firehouseplanner.com JV., ,zA.ff ? Aj- ik- Z Xt— � 'N j `;,,J, a ell U� OR FACED METAL BUILDING INSULATION BLANKET Guardian Building Product's laminated metal building Laminated fiberglass insulation is a widely used form insulation is a high-quality fiberglass blanket used for of insulation for metal buildings. Guardian laminated metal building applications. fiberglass insulation blanket is used in a variety of Guardian Building Products Faced Metal installation methods; however, it is typically installed Building Insulation: between the structural steel and sheeting. Hot melt -Reduces Energy Costs adhesive lamination provides a smoother finish, allowing @Helps Control Condensation blanket to be installed with appropriate droop,while still •Improves Noise Control providing a clean interior appearance. •Provides Enhanced Light Reflectance Can Be Left Exposed' 'rechnukaR Date The recovered R-values of all faced Guardian Building Products metal building insulation products are guaranteed prior to installation. For complete warranty details visit www.guardianbp.com. Corrosion Resistance. Will not accelerate Avaflabh Products corrosion of steel or copper. RValue" Nominal Thickness Widths k, An R-1 0 311 36", 48", 60-, 72" rtf ZY, �3 5, _43, Odor: CtBsi ommetircially odorless. R-12 3 V' 36", 48", 60", 72" The ASTM E 84 standard is used solely to measure and describe properties of ;,Z materials and products in response to heat and flame under controlled laboratory conditions.This numerical flame spread is not intended to reflect hazards presented R-1 6 61 36", 48", 72" by this or any other material under actual fire conditions 'orfNOTE Condensation blanket is NOT sold as a thermal barrier,The insulating value 6`,,Y4 Y S of the product is negligible and should NOT be utilized in conditioned or semi- R-20 6" 36", 48", 60", 72" conditioned buildings where thermal performance of any degree is required. 7 ff 'Excludes white vinyl faced fiberglass. 6 R-25 81' 36", 48", 60", 72" 'W' n 7f, 6 R-30 9 V, 36", 48", 60", 72" For additional R-values and thicknesses call for quote.Non-standard widths may also be available. Continued on back. Preinstalled values. E3 UARDUAN 1000 East North Street, Albion,M1 49224 MBERGLASS ONSULATION 517-629-9464,517-211-8430 www.guardianfiberglass.com rs©�Suf6dtk o 'r TOWN OF SOUTHOLD— OFFICE OF THE FIRE MARSHAL ^' TOWN HALL-MAIN ROAD-PO Box 1179-SOUTHOLD, NEW YORK 11971 631-765-1802 ext. 5028 ANNUALCERTIFICATION OF INSPECTION AND TESTING 4 FIRE ALARM SYSTEM CAUTION: NOTIFY ALL OCCUPANTS AND ANY AGENCIES WHO MIGHT RESPOND BEFORE TESTING SYSTEM. FAILURE TO DO SO MAY RESULT IN LEGAL ACTION AGAINST THE INSPECTOR. PLEASE PRINT ALL INFORMATION NAME OF PREMISES: s��h C 1� �.� - Ja i ADDRESS OF PREMISES: `jJ 1 'J : ISA ti , FIRE DISTRICT: &,sA1-abl6 ]�jrNAME OF OWNER OR AGENT PRESENT: A 3"'tb( (e r TYPE OF SYSTEM Avg DOES SYSTEM REPORT TO CENTRAL STATION? LS (MANUAL,AUTOMATIC,VOICE EVACUATION,ETC. Communication Lines Function/Type: Primary W , Secondary LIST ALL DEFICIENCIES NOTED: C. WERE ALL DEFICIENCIES NOTED ABOVE CORRECTED? e5` IF NOT, WHY: 110/,j-C NAME OF INSPECTING FIRM: e--J�ek�e ADDRESS OF INSPECTING FIRM: Z-Co SA v.1(rac5-S --I�S'i ue NYS ALARM LICENSE NUMBER:) Z 000J?Ofo Z9 Z EXPIRATION DATE: Qq pcj �v PHONE NUMBER OF INSPECTING FIRM: DATE OF INSPECTION: Ao t zo ' zd I 1 Certification: I, an employee of the Inspecting Firm listed above, do hereby certify that the Alarm System described above was inspected in accordance with the applicable portions of NFPA 72 (1999 version), particularly Chapter 7 as well as Table 10.4.3 & Section 10.6.2 of NFPA 72. This certification does not imply that Items requiring daily, weekly, monthly, or quarterly inspection or testing were performed at the specified intervals, but does imply all such items were inspected or tested and appear to function as noted in this certification at the time of ins pec on. I certify that this Inspection has been properly conducted and all of the above statements are true and corre t to the best my knowledge. Ar,,iA^,s PRINT NAME OF INSPECTOR SIGNATURE OF INSPECTOR DATE File form with original signature to the Fire Inspectors Office at the above address. Do not FAX. ANY FALSE STATEMENT MADE HEREIN IS PUNISHABLE AS A MISDEMEANOR Office Use Only: Date Received Comments on Back 36-FireAlarminspFm 8/20/19 LLT1 26 SAWGRASS DRIVE �1 BELLPORT,NEW YORK 11713 HELECTRIC VOICE:631-580-611 I/FAX:631-580.1254 ELECTRICAL CONTRACTORS 1 August 20,2019 Southold Fire Department 55135 Main Road Southold, NY 11971 Attn: Carol Miller RE:Generator Start-Up Test Dear Ms. Miller: Today a test was performed on the generator located at 55135 Main Road,Southold,to confirm that when there is a power outage the lighting within the building will be restored within 10 seconds of the generator start-up. To confirm this we created a mock outage and then allowed the generator to work as programmed.The generator performed as stated,the lighting within the building was restored within 10 seconds. This test was performed in the presence of the following Board of Fire Commissioners members;William Witzke,William Salmon and Brett Kehl. If you have any questions or need additional information please do not hesitate to contact our office. B t 7ards, J Thomas Tascarella President i i #- +M �.n,1y J i n � � � _� I 'rt i � ' ' :, k . R �,-,� c' ; , M, 1� IF Ap! 77LI r • w r., i ' P y ' "'►` • 4 � PE !♦ I � a of- rf i u y , r s - F`a V a t; + 4r 1. a •. , • "Ova y t r COMMMNTS 0WIL W,FoUrolil 0 R r �r: II& 10 10 FOUNDATION (IST) 'AlP I MOM .................... . ROUGH FRAMING PLUMBING rNSULATION 8TATE ENERGY CODE W IPA k,ol iM1171 P'Ilfi 7 ZIA LW-A-- AW MAMMAS IMIrA'ZWIM�l I- MUMMA 6�m FAWN FRAw 'A- IIIP TOWN OF SOUTHOLD BUILDING PERMIT APPLICATION CHECKLIST BUILDING DEPARTMENT Do you have or need the following,before applying? TOWN HALL Board of Health SOUTHOLD,NY 11971 4 sets of Building Plans TEL: (631) 765-1802 Planning Board approval FAX: (631) 765-9502 Survey Southoldtownny.gov PERMIT NO. Check Septic Form N.Y.S.D.E.C. Trustees C.O.Application q 4 Flood Permit Examined ,204 Single&Separate Truss Identification Form Storm-Water Assessment Form Contact: Approved ,20A Mail to: Disapproved a/c Phone: Expiration ,20 B g I pector r ; VIE tea, i PLICATION FOR BUILDING PERMIT NOV 2 9 2017 Date 1 1 Z17 , 20 17 INSTRUCTIONS a. Thins dpp1fMifi@LUWL9completely filled in by typewriter or in ink and submitted to the Building Inspector with 4 sets of plans, accurate plot plan to scale.Fee according to schedule. b.Plot plan showing location of.lot 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. ature scant or name,if a corporation) `%1 0,< "'ILA { Sv�*t 7 N-( I ell 71 (Mailing address of applicant) State whether applicant is owner, lessee, agent, architect, engineer, general contractor, electrician,plumber or builder Name of owner of premises 50UT*V1-tom ftCza- psmuut— (As on the tax roll or latest deed) If applicant is a corporation, signature of duly authorized officer (Name and title of corporate officer) Builders License No.- 9 317 kF— Plumbers License No. — Electricians License No. Other Trade's License No. -- 1. Location of land on which proposed work will be done: 5513,s "A,N sT� �UUT�p�D House Number Street _ Hamlet County Tax Map No. 1000 Section Block Lot 1 5 Subdivision Filed Map No. --Lot — 2. State existing use and occupancy of premises and intended use and occupancy of proposed construction: a. Existing use and occupancy FITLf ng:B�A JTZ b. Intended use and occupancy S�D�c.�4�C� f�UILpIN4 3. Nature of work(check which applicable): New Building Addition Alteration Repair Removal Demolition Other Work (Description) 4. Estimated Cost Fee (To be paid on filing this application) 5. If dwelling,number of dwelling units — Number of dwelling units on each floor If garage, number of cars 6. If business, commercial or mixed occupancy, specify nature and extent of each type of use. 7. Dimensions of existing structures, if any: Front qb Rear 9b� Depth 117' Heights' Number of Stories 2 Dimensions of same structureVit. alterations or additions: Front — Rear — Depth t — Number of,Storiesv,, -- 8. Dimensions of"Mire new construction: Front Rear 5L, > Depth Height 2G` Number of Stories I KI 9. Size of lot: Front 28 sa'L�( Rear t4& 2S-5-u3f Depth 326' G.• 10. Date of Purchase -- Name of Former Owner fir,. . ; = ,•; .,. 11. Zone or use district in which premises are situated tq g ��r ti�l,SVv r s� 12. Does proposed construction violate any zoning law, ordinance or regulation? YES NO 13. Will lot be re-graded? YES X NO Will excess fill be removed from premises?YES NO 14. Names of Owner of premises 5cvrftLt, ffq&rf- pl5 i,• Address 5S I ss v'ti4iN sr. Phone No. 631- 765-33Fr5 Name of Architect Mr0 5&jbL0,aA, A-1.4% AddressZts V&4rj�,ce -Sj ff. Phone No 631 -727-5352 Name of Contractor C 4_-WIC �4t Nc.. Address t t)ti N'( A jejurt, Phone No. 6'31-7�iY-012 15 a. Is this property within 100 feet of a tidal wetland or a freshwater wetland? *YES NO 'Y,. * 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 `X * 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 NO *.IF YES, PROVIDE A COPY. STATE OF NEW YORK) SS: COUNTY OF . qrj p a0 5[e— r akA � being duly sworn,deposes and says that(s)he is the applicant (Name of individual signing contract) above named, (S)He is the t Itl L (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 knowledge and belief-, and that the work will be performed in the manner set forth in the application filed therewith. Sworn to before me this ,,"" day of I4o Vj�,wt c�Al"' 20 ` CAROL A. MILLER f Notary Public. State of New York o. 01 M160030" ature of A licant Nota ublic Qualified in Suffolk County �^� � i pp j Commie pion Expires February 23, (/ FORM NO. 3 TOWN OF SOUTHOLD BUILDING DEPARTMENT SOUTHOLD,N.Y. NOTICE OF DISAPPROVAL DATE: December 7, 2017 TO: Carlisle E. Cochran Jr. (Southold Fire District) PO Box 908 Southold,NY 11971 Please take notice that your application dated November 29, 2017: For permit to construct a storage building at: Location of property: 315 Boisseau Avenue & 55135 Route 25, Southold,NY County Tax Map No. 1000—Section 62 Block 1 Lot 19 & 11.1 Is returned herewith and disapproved on the following grounds: The proposed storage building, on a conforming lot in the Hamlet Business District, is not permitted pursuant to Bulk Schedule, which requires a minimum side yard setback of 10 feet. The construction has a minimum side yard setback of±5 feet. N( OTE: Lots 62-1-19 & 62-1-11.1 will be combined) Authoriz Signature Note to Applicant: Any change or deviation to the above referenced application may require further review by the Southold Town Building Department. CC: file, Z.B.A. FORM NO. 3 TOWN OF SOUTHOLD BUILDING DEPARTMENT SOUTHOLD,N.Y. NOTICE OF DISAPPROVAL DATE: December 7, 2017 RENEWED: April 2, 2018 TO: Carlisle E. Cochran Jr. (Southold Fire District) PO Box 908 Southold,NY 11971 Please take notice that your application dated November 29, 2017: For permit to construct a storage building at: Location of property: 315 Boisseau Avenue & 55135 Route 25, Southold,NY County Tax Map No. 1000— Section 62 Block 1 Lot 19 & 11.1 Is returned herewith and disapproved on the following grounds: The proposed storage building, on a conforming lot in the Hamlet Business District, is not permitted pursuant to Bulk Schedule, which requires a minimum side yard setback of 10 feet. The construction has a minimum side yard setback of f5 feet. N( OTE: Lots 62-1-19 & 62-1-11.1 will be combined) rN Authorized Signatu Note to Applicant: Any change or deviation to the above referenced application may require further review by the Southold Town Building Department. CC: file, Z.B.A. OFFICE LOCATION: MAILING ADDRESS: Town Hall Annex ��OF so�jyo P.O.Box 1179 54375 State Road Route 25 �Q �� Southold,NY 11971 (cor.Main Rd. &Youngs Ave.) Southold,NY Telephone: 631 765-1809 http://southoldtownny.gov olyOWN,� D DD ZONING BOARD OF APPEALS Town of Southold JUN 1 209 RECEIVED ��,� EgJ"'NG DEPT- FINDINGS,DELIBERATIONS AND DETERMINATION 2 2Q18 1'`� T DE SOUTH®Z 7, MEETING OF JUNE 21,2018 N a, ^„ ZBA FILE: #7179 outhold Town Clerk NAME OF APPLICANT: Southold Fire District PROPERTY LOCATION: 55135 Route 25(Main Road) &315 Boisseau Avenue, Southold,N.Y. SCTM Nos. 1000-62-01-19 & 1000-62-1-11.1 SEQRA DETERMINATION: The Zoning Board of Appeals has visited the property under consideration in this application and determines that this review falls under the Type II category of the State's List of Actions, without further steps under SEQRA. SUFFOLK COUNTY ADMINISTRATIVE CODE: This application was referred as required under the Suffolk County Administrative Code Sections A 14-14 to 23, and the Suffolk County Department of Planning issued its reply dated April 20, 2018 stating that this application is considered a matter for local determination as there appears to be no significant county-wide or inter-community impact. LWRP DETERMINATION: The relief, permit, or interpretation requested in this application is listed under the Minor Actions exempt list and is not subject to review under Chapter 268. PROPERTY FACTS/DESCRIPTION: The property consists of two lots located at 55135 Route 25(Main Road) and 315 Boisseau Avenue, Southold,N.Y. The overall size of the property(both lots) is 111,048 square feet(2.549 acres). Together,the northerly property line measures 524.76 feet and borders the residential co-op community of Colonial Village,the easterly lines measures 333.48 feet along Boisseau Avenue,the southerly lines measure 529.79 feet which runs along Route 25 (Main Road) and the westerly line measures 320.00 feet along the entrance to the residential co-op community of Colonial Village. The parcel is owned by the Southold Fire District and is improved with a two story brick Fire House with garages, outside storage buildings, a two story residence(which has already been removed) and large paved parking areas for members of the Fire Department and Emergency Services to park. Furthermore,the property is located in the Hamlet Business District as shown on the survey prepared by Nathan Taft Corwin III,L.S., last revised on March 30,2018. BASIS OF APPLICATION: Request for Variance(s) from Article X, Section 280-46 and the Building Inspector's April 2, 2018 Notice of Disapproval based on an application for a building permit to construct a storage building; at 1) less than the code required minimum side yard setback of 10 feet; located at 315 Boisseau Avenue and 55136 Route 25 (Main Road), Southold,N.Y. RELIEF REQUESTED: The applicant requests a variance to construct a storage building at the location of 55135 Route 25 (Main Road) and 315 Boisseau Avenue, Southold, N.Y., SCTM1000-62-1-19 & 1000-62-1-11.1. The proposed storage building, on a conforming lot in the Hamlet Business District, is not permitted pursuant to Bulk Schedule, which requires a minimum side yard setback of 10 feet. The construction has a minimum side yard setback of+or— of 5 feet. Lots 62-1-19 and 62-1-11.1 will be merged. The proposed new building will be a 60 Page 2, June 21, 2018 #7179, Southold Fire District SCTM No.No. 1000-62-1-19.1 foot by 54 foot accessory garage with mezzanine on a flat surface. The wall height will be 18.7feet and the roof height will be 29.2 feet. The new building will replace two smaller, older structures and accommodate large emergency vehicles and equipment. The frame house has been removed from the easterly end of the property to allow for vehicle access to the proposed accessory garage as well as turn maneuvering of large equipment as shown on the survey last revised on March 30, 2018 by Nathan Taft Corwin III, and the site plan drawings prepared by Martin F. Sendlewski,A.I.A. The new building will be able to store large emergency equipment so it can be sheltered from the elements and public view. ADDITIONAL INFORMATION: The applicant's attorney provided the Board with a supplement identifying a balancing test mandated by New York State Law, describing a Fire District as a government entity. Under state law In the Matter of the County of Monroe, 72NY2d 338 (1988), a balancing test is mandated when one municipality seeks to undertake action which conflicts with the rightful laws of another municipality. In this case, as in most, the question is whether the Southold Fire District may be immune from the zoning regulations which pertain to the application and its denial by the Southold Town Building Department. The Attorney for the Fire District has provided the Zoning Board of Appeals of the Town of Southold with the criteria which is used in the "Monroe Test"which requires a balancing by the parties to the public interest in determining whether or not it is in the public interest to subject the Fire District to the Town's zoning requirements. The submission addresses all of the nine factors included in the Monroe Test which, as the applicant's attorney asserts, the District has met its burden. The submission also includes associated case law and legal memorandum. FINDINGS OF FACT/REASONS FOR BOARD ACTION: The Zoning Board of Appeals held a public hearing on this application on June 7,2018 at which time written and oral evidence were presented. Based upon all testimony, documentation,personal inspection of the property and surrounding neighborhood, and other evidence,the Zoning Board finds the following facts to be true and relevant and makes the following findings: 1. Town Law 4267-b(3)(b)(1). Grant of the variance or will not produce an undesirable change in the character of the neighborhood or a detriment to nearby properties. The subject neighborhood is zoned hamlet business and there are many retail and commercial business along Main Road. There are also residential properties on Main Road and on Boisseau Avenue which is a side street that provides a second street frontage for the applicant. The Southold Fire Department has been in this location for many years. They purchased the new residential tract of land fronting on Boisseau Avenue because it is immediately adjacent to their Main Road property and it will allow space for a new accessory storage building and also permit the installation of new Fire Department fueling facilities as well as vehicular circulation on the site and a second safe means of ingress and egress for vehicles, and emergency and firefighting equipment. The house that was on the Boisseau property has been removed and relocated across the street. 2. Town Law $267-b(3)(b)(2). The benefit sought by the applicant cannot be achieved by some method, feasible for the applicant to pursue, other than an area variance. The proposed location allows for easy access and the option of more than one route to enter and exit the property in order to respond to emergencies. The location of the proposed storage building enables the storage of large pieces of fire apparatus, and the ability for large equipment to be maneuvered and exit the property when needed to perform emergency services to the community. The Fire House is vital to the health and safety of all the residents and visitors to the area when emergency services are needed. It is also important to the local responders to have easy access for their vehicles and then be able to maneuver the emergency vehicles when an emergency response is required. 3. Town Law $267-b(3)(b)(3). The variance granted is mathematically substantial, representing 50% relief from the code. However, the two small buildings to be removed were also located in close proximity to the property /f Rags 3, June 21, 2018 #7179, Southold Fire District SCTM No.No. 1000-62-1-19.1 line. The new storage building will be in the same location and with the same non-conforming side yard setback of + or — 5 feet. The adjacent property contains a commercial construction/lumber business that is screened by an existing fence and whose operation will not be affected by the proposed improvements. By removing three structures from the total property and replacing them with one large structure, less lot area will be affected. Finally, based upon the intended purpose of the storage building,there is no other practical location available. 4. Town Law $267-b(3)(b)(4). No evidence has been submitted to suggest that a variance in this residential community will have an adverse impact on the physical or environmental conditions in the neighborhood. The Southold Fire Department has been in this location for many years, is essential to the neighborhood and the public interest will be served by the proposed improvements. The applicant must comply with Chapter 236 of the Town's Storm Water Management Code. 5. Town Law $267-b(3)(b)(5). The difficulty has been self-created. The applicant purchased the parcel after the Zoning Code was in effect and it is presumed that the applicant had actual or constructive knowledge of the limitations on the use of the parcel under the Zoning Code in effect prior to or at the time of purchase However, over the years the community has grown in population and local and tourist traffic has increased. The Fire Department now needs a second means of ingress and egress to the site to be able to best respond to emergencies. In addition, disrupting the current parking area in order to construct the proposed storage building in a conforming location would have negative impacts on the ability of the Fire Department to maneuver large equipment on the site. 6. Town Law $267-b. Grant of the requested relief is the minimum action necessary and adequate to enable the applicant to enjoy the benefit of a providing vital emergency services and housing for emergency vehicles and equipment while preserving and protecting the character of the neighborhood and the health, safety and welfare of the community. RESOLUTION OF THE BOARD: In considering all of the above factors and applying the balancing test under New York Town Law 267-B, motion was offered by Member Acampora, seconded by Member Planamento, and duly carried,to GRANT the variance as applied for, and shown on the survey prepared by Nathan Taft Corwin III, L.S., last revised March 30, 2018. SUBJECT TO THE FOLLOWING CONDITIONS: 1. Leaders and gutters shall be installed on the accessory structure to prevent any adverse stormwater run-off. That the above conditions be written into the Building Inspector's Certificate of Occupancy, when issued. Any deviation from the survey, site plan and/or architectural drawings cited in this decision will result in delays and/or a possible denial by the Building Department of a building permit, and may require a new application and public hearing before the Zoning Board of Appeals. Any deviation from the variances) granted herein as shown on the architectural drawings, site plan and/or survey cited above, such as alterations, extensions, or demolitions, are not authorized under this application when involving nonconformities under the zoning code. This action does not authorize or condone any current or future use, setback or other feature of the subject property that may violate the Zoning Code, other than such uses, setbacks and other features as are expressly addressed in this action. Page 4, June 21, 2018 #7179, Southold Fire District SCTM No.No. 1000-62-1-19.1 The Board reserves the right to substitute a similar design that is de minimis in nature for an alteration that does not increase the degree of nonconformity. Pursuant to Chapter 280-146(B) of the Code of the Town of Southold any variance granted by the Board of Appeals shall become null and void where a Certificate of Occupancy has not been procured, and/or a subdivision map has not been filed with the Suffolk County Clerk,within three (3)years from the date such variance was granted. The Board of Appeals may, upon written request prior to the date of expiration, grant an extension not to exceed three (3) consecutive one (1)year terms. Vote of the Board: Ayes: Members Weisman(Chairperson),Dantes,Acampora, and Planamento(Member Lehnert abstained): This Resolution was duly adopted(4-1). ym-� Leslie Kanes Weisman Chairperson Approved for filing 6/ '(S /2018 SUFF(Z. scc L A. Russell ��° y00-� SUPERVISOR co o - M[ANA(G]EMCJENT SOUTHOLD TOWN HALL-P.O.Box 1179 Vk__ - 53095 Main Road-SOUTHOLD,NEW YORK 11971 �ry�o �� Town o f So u th o l d CHAPTER 236 - STORMWATER MANAGEMENT WORK SHEET ( TO BE COMPLETED BY THE APPLICANT ) `JUN 28 2018---- D®ES THIS PROJECT INVOLVE . OF THE FOLLOWING: Yeso (CHECK ALL THAT APPLY V ❑ A. Clearing, grubbing, grading or stripping of land which affects more than 5,000 square feet of ground surface. [RIE] B. Excavation or filling involving more than 200 cubic yards of material within any parcel or any-contiguous area. ❑[j C. Site preparation on slopes which exceed 10 feet vertical rise to 100 feet of horizontal distance. ❑Ed D. Site preparation within 100 feet of wetlands, beach, bluff or coastal erosion hazard area. ❑ E. Site preparation within the one-hundred-year floodplain as depicted on FIRM Map of any watercourse. FA F. Installation of new or resurfaced impervious surfaces of 1,000 square feet or more, unless prior approval of a Stormwater Management Control Plan was received by the Town and the proposal includes in-kind replacement of impervious surfaces. If you answered NO to all of the questions above, STOP! Complete the Applicant section below with your Name, ignaturer-6ontaet-fnfonmation,-Datt-"oant}LTaa-Map_Number—Chapter-236-does-not.apply-to-y-our-pro,}ect If you answered YES to one or more of the above, please submit Two copies of a Stormwater Management Control Plan and a completed Check List Form to the Building Department with your Building Permit Application. APPLICANT: (Property Owner,Design Professional,Agent-Contractor,Other) S.C.T.M. = 1000 Date Dntnct NAME. SoUn IOi� CLPL S �� J/� wr�a 6Section Block Lot �.r�..i�( [? k i'OR B[At.D1N� ;L ':�:i?t'��E�+ I USE ONLY ..,. Contact Information: V 3'I --7V S —3 J p s (I.lrhone�urnhar Reviewed By. fl,-q &Jn - - — — — — — — — — — — — — — — — — Date- Property Address / Location of Construction Work — — — — — — — — — — — — — — — — — 55(35 �N �112P� .Sa�� yy 1077 Approved for ana erneri Building Permit. � ® Stormwater Management Control Plan Not Required Stormwater Management Control Plan a Required. (Forward to Engineering DepjiIment Ior Review) FORM ° Si✓ICP- TOS MAY 2014 i i I APPLICANT s.c,T.M, loon CHAPTER; 236 I (I'rnperry Owner,Design i'rofessional,Agent,Contractor,Other) .—�— �$lfFfQk Stormwater Management Control Plan C ECK LIST NANi UTb4►D section Block Lot z S M C P -Plan Requirements: Provide ONE copy of the Building P irmit Application. VI,a.,Vr,ni O Date: * The applicant must provide a Complete Explanation and/or Rea n for not providing ^765 all Information that has been Required by the following Checklist! I A Site Plan drawn to Scale Not Less that 60' to tl�e inch MUST YES NO NA If You answered No or NA to any Item, Please Provide J tification Here! m show all of the following ites; If you need additional room for explanations, Please Prov e additional Paper. a Location & Description of Property Boundari h. Total Site Acreage. c. Existing - Natuial & Man Made Features within 500 L.F. of the Site Boundary as required by §236-17(C)(,). d. Test Hole Data Indicating Soil Characteristics&Depth tc Ground Water. e. Limits of Clearing & Area of Proposed Land isturbance, 00 f. Existing & Proposed Contours of the Site (Mini urnZintervals) 0 S( 5Po1- ATo,+75 P g. Location of all existing & proposed structure roads, I driveways, sidewalks, drainage improvement & utilities, J T qoNTROLS h. Spot Grades & Finish Floor Elevations for all existing & not be limited to: proposed structures, A*ell f1ldintained const1luction Entra I. Location of proposed Swimming Pool and dis harge ring. t Fencing,jstabiliz I Location of proposed Soil Stockpile Area(s). Seedi,ig of exposed and/dr in k. Location of proposed Construction Entrance/Staging A ea(s), 014wpI I. Location of proposed concrete washout area( , i in. Location of all proposed erosion&sediment control me ures, ORj 2. Stormwater Management Control Plan must include Calcul itions showing AINAGE INSPECTI that the Stormwater improvements are sized to capture,store,and infiltrate Contact TOS Engineeriag I on-site the run-off from all impervious surfaces generated y a two(2')Inch Backfill, ORPr or rainfall/storm event. that the drainagej Certification 3 Details 8 Sectional Drawings for Stormwater practices are req fired for approval, ad t0 Code Items requirinq details shall include but not be li ited to: ! a. Erosion & Sediment Controls, LS YJar Ply I b. Construction Entrance & Site Access, c. Inlet Drainage Structures (e.g.catch basins, trenc)drains,etc.) e d. Leaching Structures (e.g infiltration basins,Swale etc.) L 22018 i i ) , >NLY Additional Information is equired. Reviewed & ElStormwater Managemet,tT P of Complete. Approved By. — - - - - - - - - - - - " — — - - — — - — l Stormwater Managertnl�gf'r- s anis omplete. Date 7-Z- $ I ® SMCP has been approved by the Engineei ing Department./ F. PIA u QIX11-'1) r'1--1. I TnC' TB A V nnI A 1 i / fOI, & BUILDING DEPARTMENT- Electrical-,Inspector TOWN QF-SOUTHOLD - Town Hall Annex - 54375 Main''Road -=PO Box 1179 �y • �' Southold, New York 11971-0959 dol ' Telephone (631) 765-1802 - FAX (631) 765-9502 roger,richertOltown.southold.ny.us - APPLIU, ION..FOR.ELECTRICAL INSPECTION REQUESTED BY: Thomas Tascarella . ' r ' ' Date: 6-24-2 ; Company Name: Relle Electric Cor Name: Thomas Tascarella _ License No.: 48440, email: ttascarella relleelectric.net _ Address: 26 Sawgrass Drive-Bell ortNY 11713 - - Phone No. JOB SITE INFORMATION: (All Information Required) Name: Southhold FD Address: 55135 Route 25 Sou_t_hhold NY _ Cross Street: _Ann Way . _.._ Phone No.: 631-765-3385 BIdg.Permit#: 42990 email: sfdbofc@optonline;net ., Tax Map District: 1000 62 ' Section: 1 BRIEF DESCRIPTION OF WORK(Please Print Clearly)''` See Attached Description Sheets Circle All That Apply: Is job ready for inspection?: YES' NO ' ' Rough In Final Do you need a Temp Certificate?: ,t YES /'NO Issued On ; Temp Information: (All information required) Services Size 1 Ph 3 Ph Size: A # Meters Old Meter# New Service- Fire Reconnect- Flood Reconnect-Service Reconnected - Underground - Overhead #Underground Laterals 1 2 H Frame Pole Work done on Service? Y N_ Additional Information: PAYMENT DUE WITH APPLICATION r 82-Request for Inspection Formals Town Hall a �'� _ �jy Telephone(631)765-1802 54375 Mai o 2 Fax(631)765-9502 Southold, 1 71-9VO 2 8 2018 o ,� j;UMDUj ,r,DWN QF S,P ®LD B1J_M_ NG DEPARTMENT ----- NOTICE OF UTILIZATION OF TRU.SSTYPEOONSTRUCTION, PRE-ENGINEERED WOOD CONSTRUCTION:AND/OR.TIMBER CONSTRUCTION Date: . (eL2 l d Owner- ` 6w l�.; D S 7)4'C " Locatl'on-of Property: 1D I a i ° a e notice that thd- hee ck a Itc.6bte°,line V New commerciiA,orresidL-liiai-structure`-' b- i' irmxerciAddition to1;dC � al-,,or residential strure. :. Rehabilitafipr;o<an existing,ecoi imercial or residentiii,structure; to be:,.construcfed`-Or-,performed at the subject property reference above.wtli,;tat'iiize (check applicable,tine); Truss type-.con.$truction (TT) (A, Pre-engine red vrrQt r 'coqstr ction (PW) Timber constructic rifT'CTi ) in the following location(s) (check'apoical'ine): N� Floor framing,'inc{udingand beams (F) � EiV l Roof framing (R) ;i $ f ro *fr mi; �� yFloor and ofa ng �, Rf 1 S Signature: Name (person submitting this form): 'MAP7 t, f% > 5.O- JDt/E1.,V � Capacity(check applicable line): Owner Q Owner representative TrussReg15.d0'cx Effective 1/1/2015 6" DIAMETER I REFLECTIVE WHITE REFLECTIVE RED PANTONE #187 t 1/2" 1 The construction type STROKE designation shall be ; 661999 661199' 661/1999 661V99or 6699 to indicate the construction classification of the structure under ' ®ESIONATION FOR STRUCTURAL section 602 ®f the BCNYS COMPONENTS THAT ARE OF TRUSS TYPE CONSTRUCTION 0 ® 6i�77 FLOOR FRAMING, INCLUDING ® ® GIRDERS AND BEAMS ROOF FRAMING RIJN LO "FR" FLOOR AND ROOF FRAMING STANDARDS AND CODES SUFFOLK COUNTY DEPARTMENT OF PUBLIC WORKS HIGHWAY WORK PERMIT PERMIT•48-391 TYPE NU CR# CR048 PROJECT NAME DATE ISSUED 9!6/1018 TAX MAP# REVIEW FEE DA'Z'E PAID •MAINT SEC DATE PAID c SECURIT)( DATE PAID PERMIT FEE $0.00 DATE PAID IMPACT FEE $0.00 DATE PAID BOND# CERT IRC[Eg'V[S MEDIAN ADOPTEE'SINS EXPIRES: LETTER OF CREDIT# DPERMITTEE Southold Fire District RET"URNSECURITYT' OLL� 1G2 5 20�p (IF DIFFERENT) L I C O 55135 Main Road,PO Box 908 Southold,NY 11971 (631)765-4305 ]BUILDING DEPT. TOWN OF SO OLD PURSUANT TO THE PROVISIONS OF SECTION 136,ART.6,OF THE NEW YORK STATE HIGIlWAY LAW,PERMISSION IS HEREBY GRANTED TO THE PERMITTEE TO: To fill in Cistern. Restore the County right-of-way. All work shall be performed in accordance with the stamped permit plans and in accordance with this Department's most recent general,traffic and material specification and as directed by the County Engineer. Existing drainage structures in the County right-of-way must be covered during construclion,to prevent debris from entering the County's drainage system.'The applicant and/or contractor will be responsible for cleaning any basins in the County right-of-way If evidence of construction debris is observed. Contractor must arrange a pre-construction meeting with Ken DanWg at{631) 852-4788•a minimum of 48 hours prior to start of work. The contractor is cautioned to the possible presence of underground utilities in the project area, Under Rules set.forth in APR Regulations Code 783,the contractor must obtain a full mark-out of underground utility lines by calling 811 at least 2 business days In advance but no more than 10 business days prior to the start of any work. Failure to do so may void this permit. The Contractor/Permittee shall provide safe and continuous passage for pedestrian;bicycle and vehicular traffic at all times. WORK ZONE TRAFFIC CONTROL shall be in accordance with the latest National Manual of Uniform Traffic Control Devices(MUTCD), New YorK State Supplement and NYS Standard Sheets as approved by the Engineer. The Engineer may order additional work zone traffic control devices such as sign,cones,drums,flaggers shadow vehicles,warning lights,etc.'if tie deems it necessary. NO Roadway.,Closures will be permitted without prior approval. On the North side of OR 48,Middle Road,1/4 mile west of Henry's Lane. In the Hamlet of Peconic,Town of Southold. The contractor is cautioned to the possible presence of underground utilities in the project area,Under Rules set forth in APR Regulations Code 753,the contractor must obtain a full mark-out of underground utility lines by calling 811 at least 2 business days in advance but no more than 10 business days prior to the start of any work,Failure to do so may void'the permit, IN THE HAMLET/VILLAGE OF: Peconic INTHE TOWN OF: Southold AS SET FORTH AND REPRESENTED ON THE ATTACIIDD PLANS,TYPICAL SECTIONS AND PURSUANT TO THIS DEPARTMENT'S GENERAL SPECIFICATIONS The zoning and subsequent use of this property is under the authority of the town In which this development is located. Thereby,the Issuance of this "Highway Work Permit"should not be construed as an approval by this Department for this development and/or associated lend use. 1J REVIEWED BY GILBERT ANDERSON,P.E. DATE SIGPtED: PERMITS ENGINEEP. COMMISSIONER OF PUBLIC WORKS BY: • (Initis[) f� qA William Hillman,P.E,' (Permittee) Chief Engineer UPON COMPLETION OF WORK AUTHORIZED BY THIS PERMIT,PLEASE OOMPLETE THE FOLLOWING AND RETURN TO THIS DEPARTMENT WORK AUTHORIZED BY THIS PERMIT HAS BEEN COMPLETED,REFUND OF DEPOSIT/BOND IS REQUESTED. DATE: SIGNATURE OF PERMITTEE/AGENT 170 NOT WRITE BELOW THIS LINE ALL'YORK AUTHORIZED BY THIS PERMIT IS: ;Q COMPLETED,REFUND DEPOSIT/BOND DATE: PERMITS INSPECTOR: MARTIN F. SENDLEWSKI, A.I.A. ARCHITECT - PLANNER November 29, 2017 Town of Southold Building Department 54375 Route 25 Southold,NY 11971 Attn: Mr. Michael Verity Re: Building Permit Application Southold Fire District 55135 Main Street, Southold, TM# 1000-62-01-11.1,1? —S��ui�s �� iw�r� sp-P ebw,A0P Attached please find the following as required to obtain a Building Permit for site improvements and a new metal storage building at the above noted location. • Completed Building Permit Application • (4) Sets of Plans • Contractor's Workers' Compensation • Contractor's Liability Insurance • Contractor's NYS Disability Insurance Should you require any additional information please feel free to contact me. Very truly yours, +ArturRast Cc: Owner 215 ROANOKE AVENUE RIVERHEAD, N.Y. 11901 (631) 727-5352 FAX (631)727-5335 1 Sendlewski Architects PC Architecture & Planning IIIMartin F.-Sendlewski,ALA Jeffrey M. Sendlewski, RA, LEED AP DE � v/ . ri.i August 16,2018 AUG 1 6 2018 Town of Southold Building Department D'F,gT. Main Road Y. ,�•qr. ;;. - < O��D Southold,NY 11971 Re: Southold Fire District Dry Storage Building Attached please find revised plans and manufacturers engineering calculations for the Southold Fire District which specifically includes the'following: 1. Occupancy classification added;,Type S-2. 2. Type of construction classification added; Type IIB. 3. Code references have been added to plan. 4. Use of building and mezzanine noted as dry storage. 5. Mezzanine clarified and noted as open to below. 6. Heights of mezzanine and area below noted as 3'-0"minimum. 7. Occupant load of building added; 21 occupants. 8. PSI of slab added; 5,000 PSI. 9. Fire extinguisher location added; 1 required. 10. Travel distances and common path of travel added to plan; 100' maximum. 11. Handrail detail revised with heights and extension. 12. Guard detail title revised on page A-4. 13. This is a one exit building; Building occupancy less than 30. 3 14. This is not a conditioned building. It is a dry storage garage only;No ComCheck required. 15. Building manufacturers stamped and sealed calculations included. 16. Geographic and climate criteria(snow&wind loads) added. 17. Building is a risk category II not IV. The building is an accessory building and use and is not an e ntial facility. Very truly yo s, Martin F. Sen ewski,AIA 215 Roanoke Avenue, Riverhead, N.Y. 11901 (631) 727-5352 k mfs@firehouseplanner.com 9 Selena Court, Walden, NY 12586 (845) 522-1243 ► jeffs@firehouseplanner.com L r ti C •V Sendlewski Architects PC Architecture & Planning IIIMartin F. Sendlewski,AIA Jeffrey M. Sendlewski, RA, LEED AP August 12, 2019 AUG 1 4 2019 Town of Southold Building Department D''T,�T , 54375 Route 25 ,s3 ,1n,,_ Southold,NY 11971 Attn: Mr. Michael Verity Re: Electrical Inspection Southold Fire District 55135 Main Street, Southold, TM# 1000-62-01-11.1 Dear Mr. Verity, Attached please find an additional copy of the electrical certification for the annex building at jtnenj,ld Fire District main firehouse site. Very truly Martin F. S , AIA Cc: Southold Fire District 215 Roanoke Avenue, Riverhead, N.Y. 11901 (631) 727-5352 k mfs@firehouseplanner.com 9 Selena Court, Walden, NY 12586 (845) 522-1243 k jeffs@firehouseplanner.com Sendlewsld Architects PC Architecture & Planning Martin F. Sendlewski,AIA Jeffrey M. Sendlewski, RA, LEED AP August 12, 2019 AUG 1 4 2019 Town of Southold Building Department B4TTI D7,T DFIFE 54375 Route 25r ?rl�t' uri 110k !D Southold,NY 11971 Attn: Mr. Michael Verity Re: As-Built Site Plan Southold Fire District 55135 Main Street, Southold, TM# 1000-62-01-11.1 Dear Mr.Verity, Attached please find our final as built site plan for the Southold Fire District main firehouse site.. Very truly yo, s, Martin F. Send wski, AIA Cc: Southold Fire District 215 Roanoke Avenue, Riverhead, N.Y. 11901 (631) 727-5352 k mfs®firehouseplanner.com 9 Selena Court, Walden, NY 12586 (845) 522-1243 k jeffs®firehouseplanner.com i Sendlewski A.relitects PC Architecture & Playing Martin F. Sendlewski,AIA, Jeffrey M. Sendlewski, RA,LEED AP August 12,2019 AUG 1 4 2019 Town of Southold Building Department BUM.DMkTG DEP11; 54375 Route 25 701"1 ORO so -; C' D Southold,NY 11971 Attn: Mr. Michael Verity Re: Plumbing Waste Line Southold Fire District 55135 Main Street, Southold, TM# 1000-62-01-11.1 Dear Mr.Verity, Please note that the owner had considered installing a bathroom in the annex facility and had their plumber install a waste line before the slab was poured. Subsequently they determined that no bathroom would be installed. The pipe installed is not utilized and was abandoned in place.. Very trulyy urs Martin F. Se lewski,AIA Cc: Southold Fire District 215 Roanoke Avenue, Riverhead,N.Y. '11901 (631)727-5352 l mfs®firehouseplanner.coln 9 Selena Court, Walden, NY12586 (845) 522-1243 L jeffs@firehouseplanner.com 1YORwx Workers' CERTIFICATE OF INSURANCE COVERAGE STATE ompeitsaltiori Board UNDER THE NYS DISABILITY BENEFITS LAW B PART 1.To be completed by Disability Benefits Carrier or Licensed Insurance Agent of that Carrier 1a.Legal Name and Address of Insured(Use street address only) 1b.Business Telephone Number of Insured CARTER-MELENCE, INC. 1 631-744-0127 1c.NYS Unemployment Insurance Employer Registration Number of Insured P 0 BOX 907 SOUND BEACH,NY 11789 1d.Federal Employer Identification Number of Insured or Social Security Number 112996299 2.Name and Address of the Entity requesting Proof of Coverage 3a.Name of Insurance Carrier (Entity being listed as the Certificate Holder) SheltarPoint Life Insurance Company Southold Fire District 3b.Policy Number of Entity listed In box"1a": P.O. Box 908 DBL391009 Southold, NY 11971 3c.Policy effective period: 01/01/2017 to 12/31/2018 4.Policy covers: a. 2 All of the employer's employees eligible under the New York Disability Benefits Law b.F� Only the following class or classes of the employer's employees: Under penalty of pedury,I certify that I am an authorized representative or licensed agent of the insurance carrier referenced above and that the named insured has NYS Disability Benefits insurance coverage as described above. Date Signed 9/26/2017 By &W At (Signature of insurance carrier's authorized representative or NYS Licensed Insurance Agent of that insurance carrier) Telephone Number 516-829-8100 Title Chief Executive Officer IMPORTANT:lf box 4o"Is chocked,and this form Is signed by the Insuranco carrier's authorized representative or NYS Licensed Insurance Agent of that carrier,this certificate is COMPLETE.Mail it directly to the certificate holder. If box"4b"Is checked,this certificate Is NOT COMPLETE for the purposes of Section 220,Subd.8 of the Disability Benefits Low. It must be mailed for completion to the Worker's Compensation Board,DB Plans Acceptance Unit,328 State Street,Schenectady,NY 12305. PART 2.To be completed by NYS Worker's Compensation Board(Only if box 4b"of Part 1 has been checked) State of New York Worker's Compensation Board According to information maintained by the NYS Worker's Compensation hoard,the above-named employer has compiled with the NYS Disability Benefits Law with respect to all of hislher employees, Date Signed - .._ - By - --- --------- - -- -- - -- (Signature of NYS Werkee Campensatlon Board Employer) Telephone Number Title Please Note:Only insurance carriers licensed to write NYS Disability Benefits insurance policies and NYS Licensed Insurance Agents of those insurance carriers are authorized to issue Form D13-120,1.Insurance brokers are NOT authorized to Issue this form. D8.120.1(9.15) CARTINC-01 PATI CERTIFICATE OF LIABILITY INSURANCE DATE(MMIDDIYYYY)912612017 THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE HOLDER. THIS CERTIFICATE DOES NOT AFFIRMATIVELY OR NEGATIVELY AMEND, EXTEND OR ALTER THE COVERAGE AFFORDED BY THE POLICIES BELOW. THIS CERTIFICATE OF INSURANCE DOES NOT CONSTITUTE A CONTRACT BETWEEN THE ISSUING INSURER(S), AUTHORIZED REPRESENTATIVE OR PRODUCER,AND THE CERTIFICATE HOLDER. IMPORTANT: If the certificate holder is an ADDITIONAL INSURED,the policy(ies) must be endorsed. If SUBROGATION IS WAIVED,subject to the terms and conditions of the policy,certain policies may require an endorsement. A statement on this certificate does not confer rights to the certificate holder in Ileu of such endorsement(s). PRODUCER (631)472-8400 NAME CT Jeff Radovich_ Edwards and Company PHONE 631 472-8403_ aIc No): 631 472.8486 140 Greene Avenue ADE-MAIL P.O.Box 428 ss radovich@edwardsandeo.net Sayville,NY 11782-0426 INSURERIS)AFFORDING COVERAGE NAIC N INSURERA:Allied World Assurance Company 19489 INSURED Carter-Melence,Inc. INSURER e:Hartford Casualty Insurance Co 29424 P.O.Box 907 INSURERC:ACE American Insurance Company 22667 Sound Beach,NY 11789 INSURERD:State Insurance Fund Safety Group 468/1LEVI 136102 INSURER 6: INSURER IT: Li COVERAGES CERTIFICATE NUMBER: REVISION NUMBER: THIS IS TO CERTIFY THAT THE POLICIES OF INSURANCE LISTED BELOW HAVE BEEN ISSUED TO THE INSURED NAMED ABOVE FOR THE POLICY PERIOD INDICATED, NOTWITHSTANDING ANY REQUIREMENT,TERM OR CONDITION OF ANY CONTRACT OR OTHER DOCUMENT WITH RESPECT TO WHICH THIS CERTIFICATE MAY BE ISSUED OR MAY PERTAIN, THE INSURANCE AFFORDED BY THE POLICIES DESCRIBED HEREIN IS SUBJECT TO ALL THE TERMS, EXCLUSIONS AND CONDITIONS OF SUCH POLICIES.LIMITS SHOWN MAY HAVE BEEN REDUCED BY PAID CLAIMS. tNSUDL WOR PQL1E;T EXP LTR TYPE OF INSURANCE ?NSD D POIJCY NUMBER MM/DD F IMMIDDIYYYYI LIMITS A X COMMERCIAL GENERAL LIABILITY EACH OCCURRENCE S 1,000,000 DIMCLAIMS-MADE Q OCCUR Y N 5060016217 31612017 3/612018 PREMISES Ear occurrence S 100,00 MED EXP(Any one person) S 10,000 PERSONAL 8 ADV INJURY 5 1,000,000 GEN'L AGGREGATE LIMIT APPLIES PER: GENERAL AGGREGATE $ 2,000,000 POLICY ff]Joa 7 LOC PRODUCTS-COMPIOPAGG S 2,000,000 OTHER: S AUTOMOBILE LIABILITY COMBINED SINGLE LI IT S 1,000,000 Eo aeUdent B X ANY AUTO N , N 12UECBJ1913 31612017 31512018 BODILY INJURY(Per person) s AUTOS NED AUTOSULED BODILY INJURY(Per aeetdent) S PR DAMAGE X HIRED AUTOS X NON-OWNED Per accident) S S X UMBRELLA LIAR X OCCUR EACH OCCURRENCE $ 3,000,000 C EXCESS LIAB CLAIMS-MADE N N NOBS71642004 3/6/2017 31512018 AGGREGATE $ 3,000,000 DEDTX RETENTION S 10,000 S WORKERS COMPENSATION X AND EMPLOYERS'LIABILITY STATUTE ER D ANY PROPRIETORIPARTNERIEXECUTIVE YIN N N 6369162 612912017 6/2912018 E.I.,EACH ACCIDENT S OFFICERIMEMBER EXCLUDED? N I A (Mandatory In NH) E.L.DISEASE-EA EMPLOYEE S _ Ms describe under !RIPTION OF OPERATIONS below E,L,DISEASE-POLICY LIMIT S DESCRIPTION OF OPERATIONS I LOCATIONS i VEHICLES(ACORD 101,Additional Remarks Schedule,may be attached If more space is required) Re:Main Firehouse:55135 Main Rd.,Southold,NY 1197.1,Substation: 660 BaywaterAve.,Southold,NY 11971, As respects to General liability if required by written contract the following are included as additional insured per the policy form CG2010. Southold Fire District.,Martin F.Sendlowski,AIA Should any of the above described policies be cancelled before the expiration date thereof,notice will be delivered In accordance with the policy provisions. CERTIFICATE HOLDER CANCELLATION SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE Southold Fire District THE EXPIRATION DATE THEREOF, NOTICE WILL BE DELIVEREO IN P.O.Box 908 ACCORDANCE WITH THE POLICY PROVISIONS, Southold,NY 11971- AUTHORIZEDREPRESPNTATiVE -- - -- ,-- _— ©1988-2014 ACORD CORPORATION. All rights reserved. ACORD 25(2014/01), 1 The ACORD name and logo are registered marks of ACORD �;i Z4 . New York State Insurance Fund Workers'Contpensatiott&Disability Bettefus Specialists Since 1914 199 CHURCH STREET,NEW YORK,N.Y. 10007-1100 CERTIFICATE OF WORKERS' COMPENSATION INSURANCE ^^A A^ 112996299 .• � LEVITT-FUIRST ASSOCIATES LTD L 520 WHITE PLAINS ROAD,2ND FL �•� TARRYTOWN NY 10591 Scan to Validate POLICYHOLDER CERTIFICATE HOLDER CARTER-MELENCE INC SOUTHOLD FIRE DISTRICT PO BOX 907 P.O.BOX 908 SOUND BEACH NY 11789 SOUTHOLD NY 11971 POLICY NUMBER CERTIFICATE NUMBER POLICY PERIOD DATE G 635 915-2 850608 06/29/2017 TO 06/29/2018 9/28/2017 THIS IS TO CERTIFY THAT THE POLICYHOLDER NAMED ABOVE IS INSURED WITH THE NEW YORK STATE INSURANCE FUND UNDER POLICY NO. 635 915-2, COVERING THE ENTIRE OBLIGATION OF THIS POLICYHOLDER FOR WORKERS' COMPENSATION UNDER THE NEW YORK WORKERS' COMPENSATION LAW WITH RESPECT TO ALL OPERATIONS IN THE STATE OF NEW YORK, EXCEPT AS INDICATED BELOW. IF YOU WISH TO RECEIVE NOTIFICATIONS REGARDING SAID POLICY,INCLUDING ANY NOTIFICATION OF CANCELLATIONS, OR TO VALIDATE THIS CERTIFICATE,VISIT OUR WEBSITE AT HTTPS:UWWW.NYSIF.COM/CERT/CERTVAL.ASP. THE NEW YORK STATE INSURANCE FUND IS NOT LIABLE IN THE EVENT OF FAILURE TO GIVE SUCH NOTIFICATIONS. THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION ONLY AND CONFERS NO RIGHTS NOR INSURANCE COVERAGE UPON THE CERTIFICATE HOLDER, THIS CERTIFICATE DOES NOT AMEND, EXTEND OR ALTER THE COVERAGE AFFORDED BY THE POLICY. NEW YORK STATE INSURANCE FUNC IOIRECTOR,INSURANCE FUND UNDERWRITING, VALIDATION NUMBER,782593558 I I-)A' 8600 South I-35 Service Road Oklahoma City,OK 73149 (405)636-2010 TARBUILIANG SYSTEMS® 1-800-879-7827 AN NO c6MPANY July 24, 2018 STEEL SOLUTIONS INC 17 SCHUYLER AVE RAVENA, NEW YORK 12143-1308 Subject: SOUTHOLD FIRE DISTRICT Star Job Number 16-B-17539 Gentlemen: The 2016 New York Building Code referenced in the Letter of Certification and on Sheet E1 is in compliance with 2015 International Building Code with the 2017 Uniform Code Supplement for the state of New York. Cordially, STAR BUILDING SYSTEMS Materials for Metal Buildings An NCI Company Aaron K. Batchellor, P.E. Manager of En . ering co r � ¢ �y`AFp 084702 OF S1 o E"1'4 FO V[ rp AUG 3 0 2010 ( 11 z� STAR BUILDING SYSTEMSe AN NO (.0fr()ANY DESIGN PACKAGE BUILDER: STEEL SOLUTIONS INC CUSTOMER: SOUTHOLD FIRE DISTRICT JOB NUMBER: 16-B-17539 TABLE OF CONTENTS Page Design Criteria 1-2 Notes on Drawings 3-4 Deflection Criteria 5 Project Layout NA Building A 6-20 Special Details 21-36 Original Design Completed thru Change Order# 0 Revision History Rev# RUpdat s� Reason for Revision Pages Revised Revised ate Eng. 1 N Change order 1 6,11-12,21 2-5-18 CLH Project Engineer: Chris Hickman (Oklahoma City) Checking Engineer: Sing San Yii Signing Engineer: Chris Hickman, P.E. k RBUILDING SYSTEMS,@ February 05, 2018 STEEL SOLUTIONS INC 17 SCHUYLER AVE RAVENA, NY 12143-1308 16-B-17539 (REVISED) SOUTHOLD FIRE DISTRICT SOUTHOLD, NY 54'0" x 6010" x 19r0+1 To Whom It May Concern: This is to certify that materials for the subject structure have been designed in accordance with the order documents, specifically as shown per the attached Engineering Design Criteria Sheet. Aspects of code compliance as related to use or occupancy, such as sprinkler requirements, are not addressed by these documents. These materials, when properly erected on an adequate foundation in accordance with the erection drawings as supplied and using the components as furnished, will meet the attached loading requirements. This certification does not cover field modifications or the design of materials not furnished by Star Building Systems. The attached design criteria and calculations are to remain with and form part of this Letter of Certification. This letter voids and supersedes the previous Letter of Certification, dated October 13, 2017. The calculations and the metal building they represent are the product of Star Building Systems or a division of its affiliate NCI Building Systems. The engineer whose seal appears hereon is employed by either Star Building Systems or a division of its affiliate NCI Building Systems and is not the engineer of record for this project. Subdivision 2 of Section 7209 of the Education Law of The State of New York states that it is a violation of this law for any person unless he is acting under the direction of a licensed Professional Engineer, to alter the contents of this document in any way. If an item bearing the seal of an engineer is altered, the altering engineer shall affix to the item his seal and the notation "altered by" followed by his signature and the date of such alteration, and specific description of the alteration. Cordially, �{, Star Building Systems Chris Materials for Metal Buildings' �� >rE y/C! `� An NCI Company U� j Hickman Chris Lee Hickman, P.E. 2018-02-05 Regional Engineers 0g55xo A'� ssi 15:34:59 16-B-17539 8600 South 1-35 Service Road • Oklahoma City,OK 73149 • 405.636.2010 starbuddings.com . Job Number . . . . . . . . . . . . . . . . . . . . . . . . 16-B-17539 Builder . . . . . . . . . . . . . . . . . . . . . . . . . . . STEEL SOLUTIONS INC Jobsite Location . . . . . . . . . . . . . . . . . . SOUTHOLD FIRE DISTRICT, SOUTHOLD,New York Building Code . . . . . . . . . . . . . . . . . . . . . 2016 NEW YORK Building Risk Category . . . . . . . . . . . . Normal (Risk Category II) Roof Dead Load Superimposed . . . . . . . . . . . . . . . . . 3. 12 psf Collateral . . . . . . . . . . . . . . . . . . . 5. 00 psf (0 . 00 psf Ceiling 5 . 00 psf Other) Roof Live Load . . . . . . . . . . . . . . . . . . . . 20. 00 psf no reduction Snow Ground Snow Load (Pg) . . . . . . . . 20. 00 psf Snow Load Importance Factor (I) 1. 00 Flat Roof Snow Load (Pf) . . . . . 14 . 00 psf (per code) Minimum Roof Snow Load (Pf) . . 30 . 00 psf (used in design) Snow Exposure Factor (Ce) . . . . 1. 00 Thermal Factor (Ct) . . . . . . . . . . 1. 00 Wind Ultimate Wind Speed (Vult) . . . 133 . 00 mph Nominal Wind Speed (Vasd) . . . . 103 mph (IBC section 1609. 3. 1) Serviceability Wind Speed . . . . 79 mph Wind Exposure Category . . . . . . . C Internal Pressure Coef (GCpi) 0. 18/-0. 18 Loads for components not provided by building manufacturer Corner Areas (within 5 . 40 ' of corner) 42 .37 psf pressure -56.74 psf suction Other Areas 42 .37 psf pressure -45. 96 psf suction These values are the maximum values required based on a 10 sq ft area. Components with larger areas may have lower wind loads . Seismic Seismic Importance Factor (Ie) 1. 00 Seismic Design Category . . . . . . B Soil Site Class . . . . . . . . . . . . . . D Stiff Soil Ss . . . . . . . . . . . . . . . . . . . . . . . . . . . 0. 156 g Sds . . . . . 0. 166 g S1 . . . . . . . . . . . . . . . . . . . . . . . . . . . 0. 056 g Shc . . . . . 0. 090 g Analysis Procedure . . . . . . . . . . . Equivalent Lateral Force Column Line All Basic Force Resisting System H Response Modification Coefficient (R) 3 . 00 Seismic Response Coefficient (Cs) 0 . 06 Design Base Shear in kips (V) 6. 30 Basic Structural System (from ASCE 7-10 Table 12 .2-1) H - Steel System not Specifically Detailed for Seismic Resistance FM Loss Prevention Data Sheet 1-28 Wind Loading Roof Assembly The building' s Roof Assembly has been designed per recommended FM Approved Class 1-60 minimum Field Wind Ratings . All roof panels supplied by the metal building manufacture have met the requirements of Class 1 Panel Roof per FM. Approval Standard 4471 for fire, wind, foot traffic, hail damage resistance, and uplift pressure testing. All roof panels meet FM Approval hail resistance rating for Severe (S or SH) . The RoofNav Assembly No is 16871-0-0 for DLOK panel. This RoofNav Assembly provides a maximum FM Field Wind Rating of 1-60.The prescriptive method from 3 . 1. 5 . 3 .0 of FM Data Sheet 1-31 has been used to satisfy the increased wind rating 1 10/13/17 requirements of the perimeter and corner zones . FM Loss Prevention Data Sheet 1-54 Snow Loading The building design has incorporated the recommended minimum Roof Loads per FM Data Sheet 1-54 for New Construction. The flat roof sloped roof snow (Cs=1) used for design was 16. 94 psf. 2 10/13/17 Material properties of steel bar, plate, and sheet used in the fabrication of built-up structural framing members conform to ASTM A529, ASTM A572, ASTM A1011 SS, or ASTM A1011 HSLAS with a minimum yield point of 50 ksi. Material properties of hot rolled structural shapes conform to ASTM A992, ASTM A529, or ASTM A572 with a minimum specified yield point of 50 ksi. Hot rolled angles, other than flange braces, conform to ASTM 36 minimum. Hollow structural shapes conform to ASTM A500 grade B, minimum yield point is 42 ksi for round HSS and 46 ksi for rectangular HSS. Material properties of cold-formed light gage steel members conform to the requirements of ASTM A1011 SS Grade 55, ASTM A1011 HSLAS Grade 55 Class 1, ASTM A653 SS Grade 55, or ASTM A653 HSLAS Grade 55 Class 1 with a minimum yield point of 55 ksi. For Canada, material properties conform to CAN/CSA G40.20/G40 .21 or equivalent. All bolted joints with A325 Type 1 bolts are specified as snug-tightened joints in accordance with the Specification for Structural Joints Using ASTM A325 or A490 Bolts, December 31, 2009. Pre-tensioning methods, including turn-of-nut, calibrated wrench, twist-off-type tension-control bolts or direct-tension-indicator are NOT required. Installation inspection requirements for Snug Tight Bolts (Specification for Structural Joints Section 9. 1) is suggested. Design criteria as noted is as given within order documents and is applied in general accordance with the applicable provisions of the model code and/or specification indicated. Neither the metal building manufacturer nor the certifying engineer declares or attests that the loads as designated are proper for local provisions that may apply or for site specific parameters . The design criteria is supplied by the builder, project owner, or an Architect and/or Engineer of Record for the overall construction project. This metal building system is designed as enclosed. All exterior components (i .e. doors, windows, vents, etc. ) must be designed to withstand the specified wind loading for the design of components and cladding in accordance with the specified building code. Framed openings, walk doors, and open areas shall be located in the bay and elevation as shown in the erection drawings . The cutting or removal of girts shown on the erection drawings due to the addition of framed openings, walk doors, or open areas not shown may void the design certifications supplied by the metal building manufacturer. This jobsite is located in a hurricane prone region with wind speeds of 130 mph or greater. In order to maintain the enclosed classification and design for wind all doors, windows and, wall mounted light transmitting panels (LTP) provided by the metal building manufacturer shall be protected by impact resistant coverings . The material may include but is not limited to 7/16 structural wood panels as proscribed by the local building code. The customer' s Design Professional, not metal building manufacturer engineer, is responsible for determining the adequacy of material acting as the impact resistant covering by others and attachment to the material provided by the metal building manufacturer. This structure has not been designed to withstand the additional internal, pressure required by Code as a partially enclosed condition in the absence of impact resistant coverings . 3 10/13/17 Using 7 x 7 eave gutter with 4 x 5 downspouts, the roof drainage system has been designed using the method outlined in the MBMA Metal Building Systems Manual. Downspout locations have not been located on these drawings . The downspouts are to be placed on the building sidewalls at a spacing not to exceed 53 . 8 feet with the first downspout from both ends of the gutter run within 26. 9 feet of the end. Downspout spacing that does not exceed the maximum spacing will be in compliance with the building code. The gutter and downspout system as provided by the manufacturer is designed to accommodate 6 in/hr rainfall intensity. The application of mezzanine loads different from those described below could void warranties and certifications as they apply to the material supplied by metal building manufacturer. Dead Load 50 psf Live Load 100 psf Collateral load 5 psf Partition load 0 psf Stair loads at the mezzanine openings between frame lines 3 and 4 of building A shall not exceed 1. 0 kips . The collateral load shall be attached to the bottom chord of the barjoists at panel points only. Materials supplied by metal building manufacturer for this mezzanine have not been evaluated for vibration serviceability due to human activities, including effects on sensitive equipment. Mezzanine framing by metal building manufacturer has not been fabricated with any camber. Manufacturer is not responsible for any additional shoring or support that may be required to prevent ponding during the placement of concrete. Any and all requirements for shoring and support shall be provided by the Engineer of Record, not the metal building manufacturer. The cold form members on building A side A-D designed by the metal building manufacturer do not provide structural support at the top of the wall system not furnished by the metal building manufacturer. 4 10/13/17 Job Number. . . . . . . . . . . . . . . . . . . . . . . . 16-B-17539 Builder. . . . . . . . . . . . . . . . . . . . . . . . . . . STEEL SOLUTIONS INC Jobsite Location. . . . . . . . . . . . . . . . . : SOUTHOLD FIRE DISTRICT, SOUTHOLD, NY N The material supplied by the manufacturer has been designed with the following minimum deflection criteria. The actual deflection may be less depending on actual load and actual member length. BUILDING DEFLECTION LIMITS. . . . . . . : BLDG-A Roof Limits Rafters Purlins Panels ------------------------------- -------- ------- ------ Live: L/ 240 240 240 Snow: L/ 240 240 240 Serviceability Wind: L/ 240 240 240 Total Gravity: L/ 240 240 240 Total Uplift: L/ 240 240 240 Frame Limits Sidesway ------------------------------- -------- Live: H/ 240 Snow: H/ 240 Serviceability Wind: H/ 240 Seismic Drift: H/ 40 Total Gravity: H/ 240 Service Seismic: H/ 240 Wall Limits Limit ------------------------------- -------- Total Wind Panels : L/ 240 Total Wind Girts : L/ 240 Total Wind EW Columns : L/ 240 The Service Seismic limit as shown here is at service level loads. 5 10/13/17 I r-y 1 l r,i f doiuih I e Z, Bu I l der , =tr ,ple Z, OMS -1-1dM3QIS STEEL S❑LUTI❑NS INC o-p"p"'( FPI' Jolo No 17539A r,rn01 0 ,09 Version ver02-c I h r-4-,i,inr 0102 0 ,OZ 0 .OZ C� p Fri Oct 13 09 23 39 2017 �8 7-13/16 �8 -- — ------ c0' 11-IJ/I(_, 1 =, 7-,;/8 14' 0 4 4 4 4 ID I I o I I I I o I x/20 I I — I 20CD w R' o, 11 Iy o 0 ----- --2—o I \ ------ ------ o j — as q w I I I I o }I /20 9 ,L 0 ,bl ------ b/I-S ,C:'I ----- o/80 o �o r4 4 �{ -CII-ITH❑LD F1PE DI-TPICT 20' 0 20' 0 20' 0 _.❑I-ITHOLD NY 1 1971 60' 0 I-' U ;CIU I I F I PC III, S I DEWALL SWA 6 2/5/18 Star Building Systems, OKC, OK Design Summary Program User: clhickman Job Number: 17539A Design Summary Report Version: 7.0.4 run01 Date: 10/13/17 Start Time: 10:11:52 R:\. .\16-B-17539\ver02-clhickman\BLDG-A\run01\17539A bldg A 01.cds ---------------=--------------------------------------------------------------- B U I L D I N G - A - D E S I G N S U M M A R Y R E P O R T All connections use ASTM A325N bolts, unless noted otherwise. All anchor rods are checked according to ASTM F1554 Gr. 36 strengths. ROOF PLANE ------- RPA R:\jobs\Active\Eng\16-B-17539\ver02-clhickman\BLDG-A\run01\AroofRPA 0l.edf Panel . . . . . . . . . . . . . . . . . . . . DLOK Panel Width . . . . . . . . . . . . . . 24 in Panel Gage . . . . . . . . . . . . . . . 24 ga Purlins . . . . . . . . . . . . . . . . . . 55.0 ksi Yield Strength Eave Struts . . . . . . . . . . . . . . 55.0 ksi Yield Strength PURLIN SPACING : 3@2'4-7/16 3@4.7430 2@2.3000 1.0610 Bay Length Member Size Brace L Lap R Lap # (ft) Identification Locations Exten Exten --------------------------------------------------------------------- 1 20.000 8X3.5Z14 2 points S 0.000 1.479 C 2 20.000 8X3.5Z14 2 points C 1.479 1.479 C 3 20.000 8X3.5Z14 2 points C 1.479 0.000 S Area with Sub-Framing Bay Width Start Length Number and size of Edge Purlin # (ft-in) (ft) (ft) between Main Purlins --------------------------------------------------------------------- 1 9110 0.00 25.94 1 8X3.5214 3 9110 0.00 25.94 1 8X3.5214 Note(s) 1) Area with Sub-Framing distances are measured from sidewall steel line and are additive. 2) Sub-framing support is 2-1/2 x 2-1/2 x 3/16 angle. Purlin Clip Use 2 A325 Bolts @ Level 2,3, 4,5, 6,7,8, 9 @ Supports: 1,2,3,4 Purlin Stiffened Clips @ Level 2,5, 9 @ Supports: 1,2,3, 4 Purlin Backup Plate @ Level 2,5,9 @ Supports: 2,3 FM Global Requirements / RoofNav Number : 16871-0-0 7 10/13/17 Star Building Systems, OKC, OK Design Summary Program User: clhickman Job Number: 17539A Design Summary Report Version: 7.0.4 run01 Date: 10/13/17 Start Time: 10:11:52 R:\. .\16-B-17539\verO2-clhickman\BLDG-A\run01\17539A bldg A 01.cds ------------------------------------------------------------------------------- ROOF PLANE ------- RPC R:\jobs\Active\Eng\16-B-17539\ver02-clhickman\BLDG-A\run01\AroofRPC Ol.edf Panel . . . . . . . . . . . . . . . .,. . . . DLOK Panel Width . . . . . . . . . . . . . . 24 in Panel Gage . . . . . . . . . . . . . . . 24 ga Purlins . . . . . . . . . . . . . . . . . . 55.0 ksi Yield Strength Eave Struts . . . . . . . . . . . . . . 55.0 ksi Yield Strength PURLIN SPACING : 3@214-7/16 3@4 .7430 2@2.3000 1.0610 Bay Length Member Size Brace L Lap R Lap # (ft) Identification Locations Exten Exten --------------------------------------------------------------------- 1 20.000 8X2.5213 2 points S 0.000 2.479 C 2 20.000 8X2.5Z16 2 points C 2.479 2.479 C 3 20.000 8X2.5Z13 2 points C 2.479 0.000 S Area with Sub-Framing Bay Width Start Length Number and size of Edge Purlin # (ft-in) (ft) (ft) between Main Purlins --------------------------------------------------------------------- 1 9110 0.00 25.94 1 8X2.5Z16 3 9110 0.00 25.94 1 8X2.5Z16 Note(s) . 1) Area with Sub-Framing distances are measured from sidewall steel line and are additive. 2) Sub-framing support is 2-1/2 x 2-1/2 x 3/16 angle. Purlin Clip Use 2 A325 Bolts @ Level 2,3, 4,5, 6,7,8, 9 @ Supports: 4,3,2,1 Purlin Stiffened Clips @ Level 2,5, 9 @ Supports: 4,3,2, 1 Purlin Backup Plate @ Level 2,5, 9 @ Supports: 4,3,2, 1 FM Global Requirements / RoofNav Number : 16871-0-0 8 10/13/17 Star Building Systems, OKC, OK Design Summary Program User: clhickman Job Number: 17539A Design Summary Report Version: 7.0.4 run01 Date: 10/13/17 Start Time: 10:11:52 R:\. .\16-B-17539\verO2-clhickman\BLDG-A\run01\17539A bldg A Ol.cds ------------------------------------------------------------------------------- RPA Purlin Strut @ 35.000 (ft) :8X3.5Z14 Bays 1 RPA Purlin Strut @ 35.000 (ft) :8X3.5Z14 Bays 2 RPA Purlin Strut @ 35.000 (ft) :8X3.5Z14 Bays 3 RPC Purlin Strut @ 19.000 (ft) :8X2.5Z13 Bays 1 RPC Purlin Strut @ 27.000 (ft) :8X2.5Z13 Bays 1 RPC Purlin Strut @ 19.000 (ft) :8X2.5Z16 Bays 2 RPC Purlin Strut @ 27.000 (ft) :8X2.5Z16 Bays 2 RPC Purlin Strut @ 19.000 (ft) :8X2.5Z13 Bays 3 RPC Purlin Strut @ 27-.000 (ft) :8X2.5Z13 Bays 3 SWA Eave Strut @ 19.000 (ft) :8X3.5E14 Bays 1 SWA Eave Strut @ 19.000 (ft) :8X3.5E14 Bays 2 SWA Eave Strut @ 19.000 (ft) :8X3.5E14 Bays 3 SWC Eave Strut @ 19.000 (ft) :8X3.5E14 Bays 1 SWC Eave Strut @ 19.000 (ft) :8X3.5E14 Bays 2 SWC Eave Strut @ 19.000 (ft) :8X3.5E14 Bays 3 Note: 1) All Purlin strut locations for all roof planes are measured from back sidewall. 2)All purlin strut rows use the same lap lengths as the main purlin design. Eave strut interior connection at SWA uses (2)-1/2" A325 bolts. Eave strut interior connection at SWC uses (2)-1/2" A325 bolts. Eave strut connection at end-frame uses (4)-1/2" A325 bolts. BRACING ---- Roof: 1 bays Rod Plane- SWA 1 bays Rod: Hillside Washers Plane SWC 1 bays Rod: Hillside Washers Plane EWB :End Frame Plane EWD : 1 bays Rod 9 10/13/17 Star Building Systems, OKC, OK Design Summary Program User: clhickman Job Number: 17539A Design Summary Report Version: 7.0.4 run01 Date: 10/13/17 Start Time: 10:11:52 R:\. .\16-B-17539\ver02-clhickman\BLDG-A\run01\17539A bldg A 01.cds ------------------------------------------------------------------------------- SIDEWALL PLANE SWA -- ( 1.000" Inset columns ) R:\jobs\Active\Eng\16-B-17539\ver02-clhickman\BLDG-A\run01\AWal1SWA 0l.edf Panel . . . . . . . . . . . . . . . . . . . . PBR Panel Width . . . . . . . . . . . . . . 36 in Panel Gage . . . . . . . . . . . . . . . 26 ga Girts . . . . . . . . . . . . . . . . . . . . 55.0 ksi Yield Strength GIRTS SPACINGS 7'6 6'6 Bay Elev. Length Member Size Brace L Lap R Lap # (ft-in) (ft) Identification Locations Exten Exten --------------------------------------------------------------------- 1 410 20.000 8X3.5C14 None S 0.000 0.000 S 2 410 20.000 8X3.5C14 None S' 0.000 0.000 S 3 410 20.000 8X3.5C14 None S 0.000 0.000 S 1 716 19.667 8X3.5Z12 None S 0.000 0.000 S 2 716 20.000 8X3.5212 None S 0.000 0.000 S 3 716 19. 667 8X3.5212 None S 0.000 0.000 S 1 1410 19.667 8X3.5212 None S 0.000 0.000 S 2 1410 20.000 8X3.5212 None S 0.000 0.000 S 3 1410 19.667 8X3.5212 None S 0.000 0.000 S OPEN AREAS: Size Wall Distance 6010 x 4'0 SWA 010 10 10/13/17 Star Building Systems, OKC, OK Design Summary Program User: clhickman Job Number: 17539A Design Summary Report Version: 7.0.4 run01 Date: 10/13/17 Start Time: 10:11:53 R:\. .\16-B-17539\ver02-clhickman\BLDG-A\runol\17539A bldg A 01.cds ------------------------------------------------------------------------------- SIDEWALL PLANE SWC -- ( 1.000" Inset columns ) R:\jobs\Active\Eng\16-B-17539\ver02-clhickman\BLDG-A\run01\AWal1SWC Ol.edf Panel . . . . . . . . . . . . . . . . . . . . PBR Panel Width . . . . . . . . . . . . . . 36 in Panel Gage . . . . . . . . . . . . . . . 26 ga Girts . . . . . . . . . . . . . . . . . . . . 55.0 ksi Yield Strength GIRTS SPACINGS 7'6 1'4 5'2 Bay Elev. Length Member Size Brace L Lap R Lap # (ft-in) (ft) Identification Locations Exten Exten - --------------------------------------------------------------------- 1 4'0 20.000 8X3.5C14 None S 0.000 0.000 S 2 4'0 20.000 8X3.5C14 '2 points S 0.000 0.000 S 3 4'0 20.000 8X3.5C14 2 points S 0.000 0.000 S 1 7' 6 19. 667 8X3.5Z14 None S 0.000 0.000 S 2 7 '6 20.000 8X3.5Z14 2 points S 0.000 0.000 S 3 7 ' 6 19. 667 8X3.5Z14 2 points S 0.000 0.000 S 1 8'10 19.667 8X3.5Z13 2 points S 0.000 0.000 S 3 8'10 19.667 8X3.5Z14 2 points S 0.000 0.000 S 1 14'0 19.667 8X3.5Z14 2 points S 0.000 0.000 S 2 14'0 20.000 8X3.5Z13 2 points S 0.000 0.000 S 3 1410 19.667 8X3.5Z14 2 points S 0.000 0.000 S FRAMED OPENINGS: Width Height Sill Ht Jamb Header/Sill Bay Distance *1010 7' 8 N/A 8X3.5C14 8X2.5C16 1 3'0 3070 Walkdoor N/A 8X2.5C16 Girt 1 15'3 3070 Walkdoor N/A 8X2.5C16 Girt 3 12'10 *Framed opening jambs extend 4" below the finished floor. OPEN AREAS: Size Wall Distance 60'0 x 4 '0 SWC 010 11 2/5/18 Star Building Systems, OKC, OK Design Summary Program User: clhickman Job Number: 17539A Design Summary Report Version: 7.0.4 run01 Date: 10/13/17 Start Time: 10:11:53 R:\. .\16-B-17539\ver02-clhickman\BLDG-A\run01\17539A bldg A 01.cds ------------------------------------------------------------------------------- Endwall Plane EWB Design . . . . . . . . RIGID BEARING FRAME R:\jobs\Active\Eng\16-B-17539\ver02-clhickman\BLDG-A\run01\AwallEWB 01.edf Panel . . . . . . . . . . . . . . . . . . . . PBR Panel Width . . . . . . . . . . . . . . 36 in Panel Gage . . . . . . . . . . . . . . . 26 ga Girts . . . . . . . . . . . . . . . . . . . . . 55.0 ksi Yield Strength Girts Spacings 7 '6 6'6 4'7-3/8 214-7/16 1'8 Bay Elev. Length Member Size Brace L Lap R Lap # (ft-in) (ft) Identification Locations Exten Exten --------------------------------------------------------------------- 1 410 19.000 8X2.5C16 None S 0.000 0.000 S 2 410 16.000 8X2.5C16 None S 0.000 0.000 S 3 4'0 19.000 8X2.5C16 None S 0.000 0.000 S 1 7'6 18.917 8X2.5Z16 None S 0.000 0.000 S 2 7'6 16.000 8X2.5Z16 None S 0.000 0.000 S 3 7'6 18.917 8X2.5216 None S 0.000 0.000 S 1 14 '0 18.917 8X2.5C12 2 points S 0.000 0.000 S 2 14'0 16.000 8X2.5C12 2 points S 0.000 0.000 S 3 14 '0 18.917 8X2.5C12 2 points S 0.000 0.000 S 1 18 '7-3/8 18.048 8X2.5Z16 2 points S 0.000 0.000 S 2 18 '7-3/8 16.000 8X2.5Z16 2 points S 0.000 0.000 S 3 18 '7-3/8 18.048 8X2.5Z16 2 points S 0.000 0.000 S 1 20'11-13/ 10.939 8X2.5Z16 2 points S 0.000 0.000 S 3 20'11-13/ 10.939 8X2.5Z16 2 points S 0.000 0.000 S 2 22'7-13/1 16.000 8X2.5Z16 2 points S 0.000 0.000 S FRAMED OPENINGS: Width Height Sill Ht Jamb Header/Sill Bay Distance *14'0 13' 6 N/A 8X3.5C14 8x3.5C14 1 4 '0 *14 '0 13' 6 N/A 8X3.5014 8x3.5C14 2 1'0 *14 '0 13' 6 N/A 8X3.5014 8x3.5C14 3 10 *Framed opening jambs extend 6" below finished floor. Provide 8x3.5C14 channel for the header below the 14' 0 elevation channel girt or toe-down channel girt with a coverplate to act as the header. OPEN AREAS: Size Wall Distance 54 '0 x 4 '0 EWB 010 12 2/5/18 Star Building Systems, OKC, OK Design Summary Program User: clhickman Job Number: 17539A Design Summary Report Version: 7.0.4 run01 Date: 10/13/17 Start Time: 10:11:53 R:\. .\16-B-17539\ver02-clhickman\BLDG-A\run01\17539A bldg A 01.cds ------------------------------------------------------------------------------- Wall B Cont. COLUMNS ----- ( 1.000" Inset columns ) Col Dist. Description Base Elev Base plate design information # from left Member Size Ident. (ft) Thickness & rods ----------------------------------------------------------------------------- 1-C 19.000' Interior frame column. 1-B 35.000' Interior frame column. ENDWALL COLUMN TO BRIDGE CHANNEL CONNECTIONS: (locate on the inside flange) STRUT-TO-COLUMN CLIP COL. NO. ENDWALL PLANE 1 --------- -------------------- PLANE SWC: 1-C BETWEEN PURLINS, USING TYPE 3 CONN. , (4)-1/2" A325N CF Brdg Channel (0.3750") (4)-3/4" A325N W8X13 COLUMN EXTENSION BEVELED w/ 16.000 " LAP LENGTH; 8X2.5C12 BRIDGE CHANNEL 1-B BETWEEN PURLINS, USING TYPE 3 CONN. , (4)-1/2" A325N CF Brdg Channel (0.3750") (4)-3/4" A325N W8X13 COLUMN EXTENSION BEVELED w/ 16.000 " LAP LENGTH; 8X2.5C12 BRIDGE CHANNEL PLANE SWA: 13 10/13/17 Star Building Systems, OKC, OK Design Summary Program User: clhickman Job Number: 17539A Design Summary Report Version: 7.0.4 run01 Date: 10/13/17 Start Time: 10:11:53 R:\. .\16-B-17539\ver02-clhickman\BLDG-A\run01\17539A bldg A 01.cds ------------------------------------------------------------------------------- Endwall Plane EWD Design . . . . . . . . BEARING FRAME R:\jobs\Active\Eng\16-B-17539\ver02-clhickman\BLDG-A\run01\AWallEWD Ol.edf Panel . . . . . . . . . . . . . . . . . . . . PBR Panel Width . . . . . . . . . . . . . . 36 in Panel Gage . . . . . . . . . . . . . . . 26 ga RAFTERS ----- Mem Description Length Start End # Member Size Identification (ft) (ft) (ft) ------------------------------------------------------------- 1 W8X10 50.0 ksi 27.846 0.000 27.846 Connections. . . Left : Type-IV SEP 6.000" X 3/8" (2)-1/2" A325N Bolts Right: Type-II MEP 6.000" X 3/8" (4)-1/2" A325N Bolts 2 W8X10 50.0 ksi. 27.846 27.846 55.691 Connections. . . Left : Type-II MEP 6.000" X 3/8" (4)-1/2" A325N Bolts Right: Type-IV SEP 6.000" X 3/8" (2)-1/2" A325N Bolts Flange Braces at following purlins (horizontal distance from eave) PLANE SWA: 11.853 FB = C-type PLANE SWC: 11.853 FB = C-type NOTE: Provide additional flange braces uphill and downhill of girt to rafter connection. Girts . . . . . . . . . . . . . . . . . . . . . 55.0 ksi Yield Strength Girts Spacings 7' 6 6'6 4'5-1/4 3'2 1'6 Bay Elev. Length Member Size Brace L Lap R Lap # (ft-in) (ft) Identification Locations Exten Exten --------------------------------------------------------------------- 1 410 19.000 8X2.5C16 2 points S 0.000 0.000 S 2 410 16.000 8X2.5C16 2 points S 0.000 0.000 S 3 410 19.000 8X2.5C16 2 points S 0.000 0.000 S 1 7' 6 18.917 8X2.5Z14 2 points S 0.000 0.000 S 2 716 16.000 8X2.5216 2 points S 0.000 0.000 S 3 716 18.917 8X2.5Z14 2 points S 0.000 0.000 S 1 1410 18.917 8X2.5Z13 2 points S 0.000 0.000 S 2 1410 16.000 8X2.5Z12 2 points S 0.000 0.000 S 3 1410 18.917 8X2.5213 2 points S 0.000 0.000 S 1 18'5-1/4 18.579 8X2.5216 2 points S 0.000 0.000 S 2 1815-1/4 16.000 8X2.5216 2 points S 0.000 0.000 S 3 1815-1/4 18.579 8X2.5Z16 2 points S 0.000 0.000 S 14 10/13/17 Star Building Systems, OKC, OK Design Summary Program User: clhickman Job Number: 17539A Design Summary Report Version: 7.0.4 run01 Date: 10/13/17 Start Time: 10:11:53 R:\. .\16-B-17539\ver02-clhickman\BLDG-A\run01\17539A bldg A 01.cds ------------------------------------------------------------------------------- Wall D Cont. Bay Elev. Length Member Size Brace L Lap R Lap # (ft-in) (ft) Identification Locations Exten Exten --------------------------------------------------------------------- 1 2117-1/4 9.079 8X2.5Z16 2 points S 0.000 0.000 S 3 2117-1/4 9.079 8X2.5Z16 2 points S 0.000 0.000 S 2 2311-1/4 16.000 8X2.5216 2 points S 0.000 0.000 S OPEN AREAS: Size Wall Distance 54'0 x 410 EWD 010 COLUMNS ----- ( 1.000" Inset columns ) Col Dist. Description Base Elev Base plate design information # from left Member Size Ident. (ft) Thickness & rods ----------------------------------------------------------------------------- 4-A 0.000' W8X10 50.0 ksi 0.0000' 0.375" BP thk w/( 4)-0.625" A36 4-B 19.000' W12X14 50.0 ksi 0.0000' 0.375" BP thk w/( 4)-0.625" A36 4-C 35.000' W8X24 50.0 ksi 0.0000' 0.375" BP thk w/ ( 4)-0.625" A36 4-D 54.000' W8X24 50.0 ksi 0.0000' 0.375" BP thk w/ ( 4)-0.625" A36 ENDWALL COLUMN TO BRIDGE CHANNEL CONNECTIONS: (Locate on the inside flange. ) STRUT-TO-COLUMN CLIP COL. NO. ENDWALL PLANE 4 --------- -------------------- PLANE SWA: 4-B BETWEEN PURLINS, USING TYPE 3 CONN., (4)-1/2" A325N CF Brdg Channel (0.3750") (4) -3/4" A325N W8X10 COLUMN EXTENSION BEVELED w/ 12.000 " LAP LENGTH; 8X2.5C12 BRIDGE CHANNEL 4-C BETWEEN PURLINS, USING TYPE 3 CONN., (4)-1/2" A325N CF Brdg Channel (0.3750") (4)-3/4" A325N W8X10 COLUMN EXTENSION BEVELED w/ 12.000 " LAP LENGTH; 8X2.5C12 BRIDGE CHANNEL PLANE SWC: FRAMES ----- Type Span Live Wind Eave Trib Grid Labels CS 54.000 20.00/133.00 19.00/ 19.83 2-3 MS 54.000 20.00/133.00 19.00/ 10.17 1 Note: Use square anchor rod layout. 15 10/13/17 Eds2Xds User: clhickman Job Number: 16-B-17539 Oklahoma City Date: 10/13/2017 11:12:35 AM Relative path: \\OKCSNA01\TS\jobs\Active\Eng\16-B-17539 ------------------------------7--------------------------------------------------------------------------------------------- Building: BLDG-A , CDS file name: 16-B-17539 BLDG-A Eds2Xds.cds Planes Name File SWA \ver02-clhickman\BLDG-A\run01\AwallSWA 01.edf EWD \ver02-clhickman\BLDG-A\run0l\AwallEWD 01.edf SWC \ver02-clhickman\BLDG-A\run0l\AwallSWC 01.edf EWB \ver02-clhickman\BLDG-A\run01\Awal[EWB 01.edf RPA \ver02-clhickman\BLDG-A\run01\AroofRPA 01.edf RPC \ver02-clhickman\BLDG-A\runO 1\AroofRPC 01.edf Frames Frame Left Left File Right Right File Line Frame Frame 1 E \ver02-clhickman\BLDG-A\Drft \xO3L F \ver02-clhickman\BLDG-A\Drft \xO3R 2 C \ver02-clhickman\BLDG-A\Drft \x02L D \ver02-clhickman\BLDG-A\Drft \xO2R 3 C \ver02-clhickman\BLDG-A\Drft \x02L D \ver02-clhickman\BLDG-A\Drft \xO2R Portal Frames Plane Bay Frame File Name 16 10/13/17 Star Building Systems FRAME ID #3 USER NAME:clhickman DATE:10/13/17 TIME:16:23:36 PAGE: 3 -1 8600 S. I-35, Oklahoma City, OK 73149 ms2 54 /19./10.167 20./133./20. JOB NAME:17539A FILE:frame_l.fra LOCATION: Gridlines 1 (1) All sectional dimensions are in inches. DETAIL FILE: ctive\ENG\16-B-17539\ver02-clhickman\BLDG-A\Drftg\x03L (2) All Flange lengths are measured along outer flange. BOLTS:A325 SNUG TIGHT WEIGHT: 2655 lbs PURLINS(horz. from eave) :8"-Z 6@112 1/411,6@214 7/16",4@1'1 13/16" GIRTS (vert. from floor) : 8-1-Z 4-2 1/211,313 1/2",1'411,5'2"(1") Rotate interior columns 90 degrees from standard (typical unless noted otherwise) 5X0'25 with single pair of stiffeners centered above 9 the column. Refer to Design Summary for 124 0 z5 s'0° column extension and connection details. 12 5X0 8 C 0 F C LEW 0 6 50 5 So Sc 0 C 19' E.H. � r m o m N 3 in - N N � 0 o O r X n r .a w _ _ 0 0 o rl rI O'-I r-I w x z w O F iw] r-i I 19, B. m m r w w 3 3 CONNECTION DETAILS GRIDLINES * =1 Location O1 *-D O2 3O 4O OS O6 O7 OS O9 10*-C 11 Web Dep. 15.5 15.5 20.5 N/A 13.5 13 5 13 5 13.5 13 5 8.14 8.14 o Type BASE SPLICE HORZ STF CAP (EXT) 2E/1F SPLICE SPLICE SPLICE 2E/2E BASE CAP/STF Plate(DN) 6 oxo 375 N/A 2 75x0.25 6 oxo 25 6 oxo 5 N/A N/A N/A 6 oxo 375 6 oxo 375 6 oxo 375 Plate(UP) N/A N/A N/A N/A 6.0x0 5 N/A N/A N/A 6 oxo 375 N/A 2.25x° 3125 Bolts (4)-3/4 N/A N/A N/A (6)-3/4 N/A N/A N/A (8)-1/2 (4)-3/4 (4)-1/2 Star Building Systems FRAME ID #3 USER NAME:clhickman DATE:10/13/17 TIME:16:23.36 PAGE: 3 -2 8600 S I-35, Oklahoma City, OK 73149 ms2 54 /19 /10 167 20 /133 /20 JOB NAME:17539A FILE:frame l.fra LOCATION: Gridlines 1 (1) All sectional dimensions are in inches. DETAIL FILE: ctive\ENG\16-B-17539\ver02-clhickman\BLDG-A\Drftg\x03R (2) All Flange lengths are measured along outer flange. BOLTS:A325 SNUG TIGHT WEIGHT: 2655 lbs PURLINS(horz. from eave) 811-Z 6@112 1/411,6@214 7/1611,4@111 13/16" GIRTS (vert from floor) 8"-Z 412 1/211,3'3 1/2",616"(111) Member Sizes and Connection Details Same as Left Side Rotate interior columns 90 degrees from standard (typical unless noted otherwise) S as with single pair of stiffeners centered above 9 S 94 20 0, 0 234 the column. Refer to Design Summary for S,o„ S4 0 column extension and connection details. s x0 zs 12 0.1 Z0,0„ 6 91 WEE TH k Y s s7, IW FB LEN 6 S 191 E.H. N J J O m r � � N Y - - N X = Y O Y � N � x o J O N N N O N Y Y O 0 o Y 0 o w Oo Y H $ 5 0 8- I 19, m x z x CONNECTION DETAILS GRIDLINES * =1 Location O*-A O O3 O O5 O O O8 O9 10*-B 11 Web Dep. 15 5 15.5 20 5 N/A 13.5 13.5 13.5 13.5 13 5 8 14 8.14 o Type BASE SPLICE HORZ STF CAP (EXT) 2E/1F SPLICE SPLICE SPLICE 2E/2E BASE CAP/STF Plate(DN) 6.0X0 375 N/A 2 75x0.25 6 0X0.25 6 oxo 5 N/A N/A N/A 6 oxo 375 6 oxo 375 6 oxo 375 Plate(UP) N/A N/A N/A N/A 6 oxo 5 N/A N/A N/A 6 oxo 375 N/A 2.25x0 3125 Bolts (4)-3/4 N/A N/A N/A (6)-3/4 N/A N/A N/A (8)-1/2 (4)-3/4 (4)-1/2 Star Building Systems FRAME ID #2 USER NAME:clhickman DATE:10/13/17 TIME:16:23:36 PAGE: 2 -1 8600 S. I-35, Oklahoma City, OK 73149 cs 54./19./19.833 20 /133 /20. JOB NAME:17539A FILE:frame_2-3 fra LOCATION: Gridlines 2-3 (1) All sectional dimensions are in inches. DETAIL FILE: ctive\ENG\16-B-17539\ver02-clhickman\BLDG-A\Drftg\x02L (2) All Flange lengths are measured along outer flange. BOLTS:A325 SNUG TIGHT WEIGHT. 2306 lbs PURLINS(horz. from eave) :8"-Z 3@214 7/1611,3@418 15/1611,2@213 5/8" GIRTS (vert. from floor) : 8"-Z 412 1/211,313 1/2",1'4",5'2"(1") 1 0 p, 6 0 ?. x 156 6X0.25 0 10101, 6 �4 0 243, 12 12 3'15 O F• 6x0 ,SgX• 0' 12 2a�, 5 6x0 5 C WE9 Z F 5,p„ 6 C 5 S 19' E H w - N O h h m � � M t`l N N t11 - O X M m � o m X N _ m o 0 � 0 0 w x z m O F a 27' OQ r ww 3 S CONNECTION DETAILS GRIDLINES * =2-3 Location O1 *-D O2 3O 4O SO O6 O7 O8 Web Dep. 8.0 15.1855 20.0 N/A 24.0 12.0 17.6605 22.0 o co Type BASE SPLICE HORZ STF CAP (EXT) 3E/1F SPLICE SPLICE 2E/2E w Plate(DN) 6 0x0 375 N/A 2 75X0 5 6 oxo 25 6 oxo 5 N/A N/A 6.0x0.5 V Plate(UP) N/A N/A N/A N/A 6 oxo s N/A N/A 6 0x0.5 Bolts (4)-3/4 N/A N/A N/A (8)-3/4 N/A N/A (8)-3/4 Star-Building Systems FRAME ID #2 USER NAME:clhickman DATE:10/13/17 TIME:16:23:36 PAGE: 2 -2 8600 S. I-35, Oklahoma City, OK 73149 cs 54./19./19.833 20./133./20. JOB NAME:17539A FILE:frame 2-3.fra LOCATION: Gridllnes 2-3 (1) All sectional dimensions are in inches. DETAIL FILE: ctive\ENG\16-B-17539\ver02-clh.lckman\BLDG-A\Drftg\x02R (2) All Flange lengths are measured along outer flange. BOLTS A325 SNUG TIGHT WEIGHT: 2306 lbs PURLINS(horz. from eave) :8"-Z 3@214 7/1611,3@418 15/1611,2@213 5/8" GIRTS (vert. from floor) : 8"-Z 412 1/211,313 1/2",6'6"(1") 0.156 6x0'2S D0.0, 8 10 0n 6x0.25 4.0� 12 12.28" z Zec 0 18S O F S0 WEBP 6x0,315 Wg8 LE k. S,o„ 6 C S 19' E.H. m w N T 01 O N N W N N m r F+ X o o � N W FW' N � N � N N N O O O � O O N N H :8 O 27' I K] m w K7 r , L.1 H w x z x CONNECTION DETAILS GRIDLINES * =2-3 Location O*-A O 3O O O O O gO Web Dep. 8.0 15.1038 20.0 N/A 22.0 22.0 22 0 22.0 0 o Type BASE SPLICE HORZ STF CAP (EXT) 3E/2F SPLICE SPLICE 2E/2E (` Plate(DN) 6 oxo 375 N/A 2 75x0 3125 6 oxo 25 6 oxo 5 N/A N/A 6 oxo 5 Plate(UP) N/A N/A N/A N/A 6.0x0.5 N/A N/A 6 0x0.5 Bolts (4)-3/4 N/A N/A N/A (10)-3/4 N/A N/A (8)-3/4 Mezzanine Layout Top of floor = 12,1" Concrete thickness - 3" Joist Seat = 2. " Floor Type: Mezz i/ D�Z _ W1 x3 �2 J1 N J1 � ' J1 if CAH -- W 16x26 10x33 (4) 314" Anchor Rod 1/2" Base plate recess 8" H ti'.. ..'i Reactions Mezz. Deas = 9.1k Mezz. Live = 15.8k I ? ( 2.5 3 (4 ) 21 2/5/18 Ref# Job Number ED480004 Mezzanine Bar Joist Design Criteria Date Rev Jul '16 1 00 Note: The following notes are typical of all joists unless noted otherwise on the individual joist sheets 1- The joist heel depth is 2.5" 2- The maximum live load deflection is .......3 6 0 3- The maximum total load deflection is ..... 2.4.0 4- OSHA column joists to be provided with the following: A- Bolted end with washer at each end with slots in bar joist seat. B- Extended bottom chords at each and to set astride stabilizer plate/clip. 5'- When joist span is greater than or equal to 40'-0", joists shall be bolted with washer at each end with slots in bar-joist design seat. Joist to be welded, after bolted connection, if required by design. All other joists to be welded unless noted otherwise. 6- Bridging is to conform to OSHA steel erection standard. 7- Joists are to be designed in accordance with the following building code and edition .2,QI,..N.ew .Y..p:%..,9tate Building Code 22 Ref# Job Number ED480005 Date Rev Mezzanine Bar Joist Design Loads Jul '16 00 Design mark: ........J1.......................................... Shippingmark: ................................................... 3 10 Tributary: .............. ........................................... Max. Depth. ......... 3 2 .......................................... Base length: .......2.9 ' 10 " ....................................... Live load: .....300 ............plf Partition load: .....LO............plf Dead load: .......150..............plf (excludes joist) Collateral load: ...•• 15 : 0 •..plf (bottom chord panel points) The above loads are unfactored. Base Length Z �Y 23 Ref# Job Number ED480601 Rev Date Rev Decking Attachment Jul '16 1 00 Engineer to specify decking attachment 36" Coverage Attachment pattern : 36/4 Support Attachment Tyk. Screws o Weld 36/9 Pattern 6" 6" 6" 6" 6" 6" #12 Tek Support Diameter: 36/7 Pattern 0'-6" 1'-0" 1'-0" 0'-6" Side Lap Attachment T e: Screws 36/5 Pattern r Weld 36/4 Pattern 1'-0" 1'-0" 1'-0" Side Lap Diameter: #10 Tek 36/3 Pattern # of Side Lap Fasteners Per Span: 1 30" Coverage Bar foist, edge beam or 6" 6" 6" foist beam(typ) 30/6 Pattern 30/4 Patte 6" 1'-6" 6" 30/ attern Decking attachment (typ) Decking attachment spacing per pattern 4" Co age 2" 2" Lap 24/5 Pattern 6" 6" 24/31'D rn 1' Bar joist, edge beam or joist beam Decking Endlap 24 Ref# Job Number ED480303 Rev Date Rev W12 12" Nominal BUP Jul '16 00 �3K to use type 10/11 Clips as required for clear. I—3" 2 1/4- I—6"—I 1.25' I I I 1.25" O O 3 3" O p O 3 3" p O O 6"x3/8" 3/16" 7 End Plate 4 W/ 3/4" Bolts (2) 4-1/4"x3-5/16" BENT CLIP WITH 3/4" Type 4 Shear Plate (35.20.11) BOLTS PROVIDE WASHER AT THE SLOTTED Beam to Column Flange Connection OLE IN THE CLIP :NO� 12 BENT CLIP WITH SLOTS (35.10.07—STRUT BEAM TO WEB CONNECTIONE"1'313t'PT CL7F WI rFi 'OL'ES�(35'r0 0� STRUT BEAM TO WEB CONNECTION ENDPLATE DOUBLE ANGLE Beam Bolt Connection Capacity Connection Capacity (t") Rows ASD LRFD ASD LRFD 0.1489 3 2126 31.89 30.15 45.22 0 178 3 2541 38.12 36.04 54.06 025 3 3570 5355 50.62 75.93 031,25 3 4462 6693 63.28 94.92 W12)<14 3 2856 4284 4050 60.75 W 12x 16 3 31 41 47.12 4455 66.82 W 12x 19 3 3355 5033 4758 71 38 W 12x22 3 3712 5569 .5265 78.97 W 12x26 3 3284 4926 4657 69.86 W 12x30 3 3712 5569 5265 7897 W 12x35 3 4284 6426 6075 9112 W 12x40 3 4212 63.18 5973 8960 >W 12x45 3 4732 7098 6361 95 42 All values are In Kips. Resistance factor or factor of safety have been applied Capacities do not reflect any reduction due to coped beam flanges 25 Ref# Job Number ED480304 0 G Date Rev _ Jul '16 1 00 � K tO Use typo, 10/11 clips as regUired for clear, 3 f—3"-1 2 1/4" F—6"—I 1.25' I I 1.25" O O 3' 3 p O O 3 3.. p O O 6"x3/8" 3/16" 7 End Plate W/ 3/4" Bolts (2) 4-1/4'x3-5/16" BENT CLIP WITH 3/4" BOLTS PROVIDE WASHER AT THE SLOTTED HOLES IN THE CLIPS Type 4 Shear Plate (35.20.11) TYPE 12 BENT CLIP WITH SLOTS (35.10.07) Beam to Column Flange Connection [ ITRUTT BFAM?n uta rOt1NFCTI(J0 TYPE 13 BENT CLIP WITH HOLES (35.10.08) STRUT BEAM TO WEB CONNECTION ENDPLATE DOUBLE ANGLE Beam Bolt Connection Capacity Connection Capacity (tw) Rows ASD LRFD ASD LRFD 01489 3 21 26 31.89 3015 4522 0 178 3 2541 38.12 3604 5406 025 3 3570 53.55 5062 7593 031,25 3 44 62 66.93 6328, 94 92 W 14x22 3 3284 49.26 4657 6986 W11426 3 3641 54.62 51.63 77.45 W 14x30 3 38.55 57.83 5467 82.01 W 14x34 3 4069 61.04 5771 86.56 W 14x38 3 44.26 66.40 62.77 94.16 W 14x43 3 43 55 65.33 61 76 92 64 >W148 4x 3 47 32 70.98 63.61 95 42 3 All values are In Kips Resistance factor or factor of safety have been applied Capacities do not reflect any reduction due to coped beam flanges 26 Ref# Job Number ED480307 _; ,3 Date Rev Jul '16 1 00 -- ---- 3"-1 --3"-1 2 1/4" 6"-1 1 25 O 1.25" O 3' 3" O O O 3, 3" O O O 6"x3/8" 3/16" End Plate W/ 3/4" Bolts (2) 4-1/4"x3-5/16" BENT CLIP WITH 3/4" Type 4 Shear Plate (35.20.11) BOLTS PROVIDE WASHER AT THE SLOTTED LES_lN +E CLRP Beam to Column Flange Connection TYPE 12 BENT CLIP WITH SLOTS (35.10.07) NON—STRUT BEAM TO WEB CONNECTION OR STRUT BEAM TO WEB CONNECTION Beam ENDPLATE ENDPLATE DOUBLE ANGLE DOUBLE ANGLE Web Bolt Rows Connection Capacity Connection Capacity Connection Capacity Connection Capacity Thickness ASD LRFD ASD LRFD Max min(tf) Max Min Max Min Max Min Max Mtn 01489 5 4 3627 2876 5440 4315 5025, 40.20 75.38 6-030 0.178 5 4 ° 43.36 3439 65.04 51 58 60.07 48.06 9011 72.09 025 5 4__j 60.90 4830 91.35 7245 84.37 6750 12656 101.25 0.3125 5 4 76.12 6037 114.18 9056 1 10546 8437 15820 126.56 All values are In Kips Resistance factor or factor of safety have been applied. Capacities do not reflect any reduction due to coped beam flanges 27 Ret# Job Number ED480001 Date Rev Bar Joist Connection Jul '16 1 00 Mezzanine floor Edge angle Decking, Decking attachment -71 Min. la - - - 316•• VBarjoist Edge angle—7 Diagonal bridging may be required at various Ys" 1" „ locations per vendor - layout Bridging: See vendor layout for size, location (`1`yp at each and other requirements bar joist) Field cut vertical leg of bridging and bend as required or inform on only. See joist :na ufacturer, Welded Bar Joist Bridging Mezzanine floor Decking (Typ at each bar joist) _ _ Bridging: See vender for size, location and other requirements Bar joist Section "A" 28 Ref# Job Number ED481202 Date Rev Edge Beam to Column Web Connection Jul '16 00 x --Bar joist-- a w b Cd 4 a� CO m Q , T Note: See individual beam connection detail sheets for actual number of bolts EL Mezzanine floor Girt dist Decking V Top of floor Edge an le IBolts w/ washers 0 o Floor 00 o depth I o 0 Decking 0 0 0 0 0 Angles (NS8sFS) o 0 Edge beam Column Edge beam Clearance Beam dist 29 Ref# Job Number ED481201 Rev Date Rev Edge Beam to Column Flange Connection Jul '16 00 Bar joist U N Q Mezzanine floor Decking o Top of floor Floor depth Bolts Edge beam Clearance Column flange (may taper) Note: See individual beam connection detail sheets for actual number of bolts 30 Ref# Job Number ED4821 Support Beam to Column Web Connection Date Revv Jul '16 00 0 Decking +s rA 4-1 a� C� Note: See individual beam connection detail sheets for actual number of bolts Beam dist. Girt di t. Mezzanine floor Edge angle Decking 1V Decking Bar joist Top of floor /—Edge angle 01 Floor depth JE 1 2 %2" Heel depth (Typ) Bolts w/ washers o 0 0 0 0 0 0 0 0 0 TI 0 0 ° An f les (NS&FS) 0 0 Support beam Column Support beam Clearance Clearance 31 Ref# Job Number ED480901 Edge Angle Section at Support Beam Date Rev Jul '16 1 00 BAR JOIST EDGE ANGLE 2" MIN. PAST DECKING RIB SECURE DECKING AND EDGE ANGLE TO JOISTS PER WELD PATTERN MEZZANINE FLOOR SPECIFIED BY DESIGN DECKING FLOOR DEPTH 2%2" HEEL DEPTH (TYP) MEZZANINE ELEVATION FLOOR DISTANCE EDGE STEEL LINE BEAM DISTANCE BAR JOIST BAR JOIST PC57 EDGE ANGLE 0.082 MATERIAL THICKNESS FLOOR DEPTH FLOOR DISTANCE 2" ........................ s9.5" 2.5" ........................ <_9.0" 3" ........................ _<8.5f' 3.5" ........................ <_8.0" 4" ........ !_7.511 4.5" ........................ :_7.011 n .... <6.511 5.5" ........................ <5.5" 6" ........................ :55.5" 32 Ref# Job Number ED480902 Edge Angle and Edge Beam Date Rev Jul '16 1 00 DECKING ATTACHMENT (SECURE DECKING AND EDGE ANGLE TO EDGE BEAM) EDGE ANGLE MEZZANINE FLOOR PC57 DECKING FLOOR DEP TH PC57 MEZZANINE FLOOR FLOOR ELEVATION EDGE BEAM DEPTH OVERHANG 2" I 2?" <= g., 3 <= 8?" FLOOR FLOOR 3?" <= 8" DISTANC OVERHANG 4" <= 7?" STEEL BEAM SETBACK 4? <=<= 7 711 LINE 5? <= 6,' 6» <= 5? Note: PC57 edge angle may be used for floor overhangs greater than shown SECTION AT EDGE BEAM above if decking is designed for support and specifically requested by the engineer with maximum floor overhang specified by design. 33 Ref# Job Number ED481203 Rev Date Rev Edge Beam to Support Beam Connection (Edge Beam) Jul '16 00 --Bar joist-- U a� Mezzanine floor Decking 0 Top of floor Floor depth 2-%2" Heel depth (Typ.) Bolts w/ washers O O O O O O O Angles (NS&FS) Edge beam Edge beam Clearance Support beam Note: See individual beam connection detail sheets for actual number of bolts 34 Ref# Job Number ED482106 Floor Beam to Support Column Date Rev (Different Depths W/ 3 Beams) Jul '16 00 -- Deck 3/8" stiffener o o 0 0 Mezzanine floor Bar joist Floor Deck o Top of floor Floor depth DE DE Per detail Bolts o 0 0 0 o Floor beam %" Bolts with Floor Beam %2" cap plate Support column in. distance required. 35 Ref# Job Number ED4821Support Beam to Support Flange Connection Date Revv Jul '16 00 —Decking-- 1 0 Mezzanine floor Bar joist 0 Top of floor Mer Floor depth 2 %2" Heel depth (Typ) 3/4" A325 Bolts. See individual beam connection detail. Support beam Column flange Clearance (may taper) 36 R BUILDING SYSTEMS@ AN NCI COMPANY REACTIONS BUILDER: STEEL SOLUTIONS INC CUSTOMER: SOUTHOLD FIRE DISTRICT JOB NUMBER: 16-B-17539 Notes 1) The reactions provided are based on the Order Documents at the time of mailing. Any changes to building loads or dimensions may change the reactions. The reactions will be superseded and voided by any future mailing. 2) The reactions provided have been created with the following layout(unless noted otherwise). a) A reaction table is provided with the reactions for each load group. b) Rigid Frames (1) Gabled Buildings (a) Left and Right columns are determined as if viewing the left side of the building,as shown on the anchor rod drawing,from the outside of the building. (b) Interior columns are spaced from left side to right side. (2) Single Slope Buildings (a) Left column is the low side column. (b) Right column is the high side column. (c) Interior columns are spaced from low side to high side. c) Endwalls (1) Left and Right columns are determined as if viewing the wall from the outside. (2) Interior columns are spaced from left to right. d) Anchor rod size is determined by shear and tension at the bottom of the base plate. The length of the anchor rod and method of load transfer to the foundation are to be determined by the foundation engineer. e) Anchor rods are ASTM F1554 Gr 36 material unless noted otherwise on the anchor rod layout drawing. f) X-Bracing (1) Rod Bracing reactions have been included in values shown in the reaction tables. (2) For IBC and UBC based building codes,when x-bracing is present in the sidewall,individual longitudinal seismic loads(RBUPEQ and RBDWEQ)do not include the amplification factor,92o (3) For IBC and UBC based building codes,when x-bracing is present in the endwall,individual transverse seismic loads(EQ)do not include the amplification factor,no 3) Reactions are provided as un-factored for each load group applied to the column. The foundation engineer will apply the appropriate load factors and combine the reactions in accordance with the building code and design specifications to determine bearing pressures and concrete design. The factors applied to load groups for the steel column design may be different than the factors used in the foundation design. a) For projects using ultimate design wind speeds such as 2012 IBC,2015 IBC,or 2014 Florida building code,the wind load reactions are at a strength value with a load factor of 1 0. b) For IBC codes,the seismic reactions provided are at a strength level and do not contain the rho factor. c) For NBCC codes,the seismic reactions provided do not contain the Rd*Ro factor. The manufacturer does not provide "maximum"load combination reactions.However,the individual load reactions provided may be used by the foundation engineer to determine the applicable load combinations for his/her design procedures and allow for an economical foundation design. Rev G 7/01/13 FRAME ID #3 USER NAME: clhickman DATE: 10/13/17 PAGE13-3 ms2 54. /19. /10. 167 20. /133. JOB NAME: 17539A FILE: frame-1. fra SUPPORT REACTIONS FOR EACH LOAD GROUP xLOCATIONi Grldllnes: 1 NOTES:<ll All reactions are in k!ps and k i p-ft. TIMET 16+ 23- 36 <2) Primary wind load cases are not concurrent. (3) X-bracing reactions (RBPULW and RBUPEQ) are combined withLWL and LEQ groups only, REACTION NOTATIONS HL -I I' H1 I-% H2 1- HR VL V1 V2 VR F---D --C --B --A LOAD GROUP REACTION TABLE GRIDLINES W = 1 COLUMN )K-D x-A X-C )K-B LOAD GROUP HL VL LNL HR VR LNR H1 V1 LN1 H2 V2 LN2 DL 0, 1 0. 9 0. 0 -0. 1 0, 9 0. 0 0. 0 1. 4 0. 0 0. 0 1. 4 0. 0 COLL .0. 1 0. 5 0, 0 -0. 1 0. 5 0. 0 0. 0 0. 9 0. 0 -0. 0 0, 9 0. 0 SNOW 0. 4 3. 1 0. 0 -0. 4 3, 1 0. 0 0. 0 5. 2 0. 0 -0. 0 5. 2 0. 0 LL 0. 2 2. 1 0. 0 -0. 2 2. 1 0. 0 0, 0 3. 4 0. 0 -0. 0 3. 4 0. 0 EQ -0. 3 -0. 4 0. 0 -0, 3 0. 4 0. 0 0. 0 0. 6 0. 0 0. 0 -0. 6 0. 0 WL 1 -4. 5 -7. 7 0. 0 -3. 9 -1. 7 0. 0 0. 0 -3. 1 0. 0 0. 0 -8. 2 0. 0 WL2 -5, 3 -5. 4 0. 0 -3. 1 0. 5 0. 0 0. 0 -1. 8 0. 0 0. 0 -6. 9 0. 0 LWL1 2. 3 -4. 9 0. 0 -0. 5 -6. 0 0. 0 -0. 0 -8. 1 -4. 5 -0. 0 -0. 3 -4. 5 LWL2 0. 5 -6. 0 0. 0 -2. 3 -4. 9 0, 0 -0. 0 -0. 3 -4. 5 -0. 0 -8. 1 -4. 5 LWL3 1. 4 -2. 7 0. 0 0. 3 -3. 8 0. 0 0. 0 -6. 8 4. 5 0. 0 1. 0 4. 5 LWL4 -0. 3 -3. 8 0. 0 -1. 4 -2. 7 0. 0 0. 0 1. 0 4. 5 0. 0 -6. 8 4. 5 WL3 3. 9 -1. 7 0. 0 4. 5 -7. 7 0, 0 -0. 0 -8. 2 0. 0 -0. 0 -3. 1 0. 0 WL4 3. 1 0. 5 0. 0 5. 3 -5. 4 0. 0 -0. 0 -6. 9 0. 0 -0. 0 -1. 8 0. 0 RS 0. 1 0. 5 0. 0 -0. 1 1, 3 0. 0 -0. 0 1, 0 0. 0 -0. 0 3. 3 0. 0 LS 0. 1 1. 3 0. 0 -0, 1 0. 5 0, 0 0. 0 3. 3 0. 0 0. 0 1. 0 0, 0 RSFM 0. 2 0. 6 0. 0 -0. 2 2. 1 0. 0 -0. 0 0. 6 0. 0 -0. 0 3. 9 0. 0 LSFM 0. 21 2. 1 0. 0 -0, 2 0. 6 0. 01 0. 0 3. 9 0. 0 0. 0 0. 6 0. 0 LOAD GROUP DESCRIPTION DL Roof Dead Load COLL Roof Collateral Load SNOW Roof Snow Load LL Roof Live Load EQ Lateral Seismic Load [parallel to plane of frame] WL1 Wind from Left to Right with +GCpi WL2 Wind from Left to Right with -GCpi LWL1 Wind from Front to Back with +GCpi LWL2 Wind from Front to Back with -GCpi LWL3 Wind from Back to Front with +GCpi LWL4 Wind from Back to Front with -GCpi WL3 Wind from Right to Left with +GCpi WL4 Wind from Right to Left with -GCpi RS Unbalanced Right Roof Snow Load LS Unbalanced Left Roof Snow Load RSFM FM Unbalanced Right Roof Snow Load LSFM FM Unbalanced Left Roof Snow Load FRAME ID #2 USER NAME: clhickman DATE: 10/13/17 PAGE12-3 cs 54. /19. /19. 833 20. /133. / JOB NAME: 17539A FILE: frame 2-3. fra SUPPORT REACTIONS FOR EACH LOAD GROUP xLOCATION: Gridlines: 2-3 NOTES: (1) All reactions are in kips and kip-ft. TIMET 16: 23: 36 (2) The seismic overstrength factor (Omegga) is not included in the 'RBDWEQ' and 'RBUPEQ' Load Group reactions. Seismic 'BASE-ONLY' combination reactlons Include an overstrength factor of: 2. 500 (3) Primary wind load cases are not concurrent. (4) X-bracing reactions (RBPULW and RBUPEQ) are combined with LWL and LEO groups only. REACTION NOTATIONS HL��'/ �'/ HR VL VR -'D I F-A LOAD GROUP REACTION TABLE GRIDLINES x = 2-3 COLUMN )K-D )K-A LOAD GROUP HL VL LNL HR VR LNR DL 0. 8 2. 6 0. 0 -0. 8 2. 7 0. 0 COLL 1. 0 2. 7 0. 0 -1. 0 2. 7 0. 0 SNOW 5. 8 16. 1 0. 0 -5. 8 16. 1 0. 0 MD 0. 0 5. 5 0. 0 -0. 0 0. 0 0. 0 LL 3. 8 10. 7 0. 0 -3. 8 10. 7 0. 0 ML 0. 0 8. 5 0. 0 -0. 0 0. 0 0. 0 EQ -1. 7 -0. 7 0. 0 -1. 2 0. 7 0. 0 RBUPEQ 0. 0 -2. 0 -2. 8 -0. 0 -1. 0 -1. 0 WL1 -9. 4 -17. 5 0. 0 -1. 8 -11. 9 0. 0 WL2 -9. 7 -10. 5 0. 0 -1. 6 -4. 9 0. 0 WL3 1. 5 -11. 9 0. 0 9. 9 -17. 4 0. 0 WL4 1. 2 -4. 9 0. 0 10. 1 -10. 5 0. 0 LWL1 0. 8 -14. 4 0. 0 1. 3 -12. 9 0. 0 RBUPLW 0. 1 -7. 7 -8. 1 -0. 1 -7. 7 -8. 1 LWL2 -0. 9 -13. 0 0. 0 -1. 2 -14. 4 0. 0 LWL3 0. 5 -7. 5 0. 0 1. 5 -6. 0 0. 0 LWL4 -1. 2 -6. 0 0. 0 -0. 9 -7. 5 0. 0 RS 2. 2 4. 4 0. 0 -2. 2 7. 41 0. 0 LOAD GROUP DESCRIPTION DL Roof Dead Load COLL Roof Collateral Load SNOW Roof Snow Load MD Mezzanine Dead Load LL Roof Live Load ML Mezzanine Live Load EQ Lateral Seismic Load [parallel to plane of frame] RBUPEQ Upward Acting Rod Brace Load from Long. Seismic WL1 Wind from Left to Right with +GCpi WL2 Wind from Left to Right with -GCpi WL3 Wind from Right to Left with +GCpi WL4 Wind from Right to Left with -GCpi LWL1 Wind from Front to Back with +GCpi RBUPLW Upward Acting Rod Brace Load from Long. Wind LWL2 Wind from Front to Back with -GCpi LWL3 Wind from Back to Front with +GCpi LWL4 Wind from Back to Front with -GCpi RS Unbalanced Right Roof Snow Load FRAME ID #2 USER NAME: clhickman DATEs10/13/17 PAGE: 2-4 cs 54. /19. /19. 833 20. /133. / JOB NAME: 17539A FILES frame_2-3. fra SUPPORT REACTIONS FOR EACH LOAD GROUP xLOCATION: Gridlinesi 2-3 NOTES:(1) All reactions are in kips and kip-Ft. TIME+ 16: 23: 36 (2) The seismic overstrength factor (Omega) is not included in the 'RBDWEQ' and 'RBUPEQ' Load Group reactions, Seismic 'BASE-ONLY' combination reactions include an overstrength factor of: 2. 500 (3) Primary wind load cases are not concurrent, (4) X-bracing reactions (RBPULW and RBUPEQ) are combined with LWL and LEO groups only, REACTION NOTATIONS HL--�f �� HR VL VR x-D --A LOAD GROUP REACTION TABLE GRIDLINES x = 2-3 COLUMN x-D )K-A LOAD GROUP HL VL LNL HR VR LNR LS 2. 4 7. 4 0. 0 -2. 4 4. 4 0. 0 RSFM 2. 4 4. 6 0. 0 -2. 4 9. 4 0. 0 LSFM 2. 6 9. 4 0. 0 -2. 6 4. 6 0. 0 RBDWLW -0. 0 7. 7 0. 0 0. 0 7. 7 0. 0 RBDWEQ -0. 0 2. 01 0. 01 0. 01 1. 01 0. 0 LOAD GROUP DESCRIPTION LS Unbalanced Left Roof Snow Load RSFM FM Unbalanced Right Roof Snow Load LSFM FM Unbalanced Left Roof Snow Load RBDWLW Downward Acting Rod Brace Load from Long, Wind RBDWEQ Downward Acting Rod Brace Load from Long. Seismic FRAME DESCRIPTION: USER NAME+ clh:ckma DATE: 10/13/17 PAGE: EW-2 EndwalLEWD JOB NAME+ 17539A FILE: REW4BLDG1 PATH: R: \•jobs\Active\Eng\16-B-17539\ver02-clhickman\BLDG-A\run01\ SUPPORT REACTIONS FOR EACH LOAD GROUP NOTE: A l l reactions are in kips and kip-Ft. TIME: 16: 16: 06 REACTION NOTATIONS HL--�f If H1 If H2 1f HR VL V1 V2 VR 4-A 4-B 4-C 4-D LOAD GROUP REACTION TABLE COLUMN 4-A 4-B 4-C 4-D LOAD GROUP HL VL LL H1 V1 L1 H2 V2 L2 HR VR LR D 0, 0 0. 7 0, 0, 1, 4 0, 0 0. 10, 7 -0, 1 -0, 2 10, 0 0, C 0, 0 0. 4 0, 0. 1, 0 0, 0 0, 1, 0 0, 0 0, 0 0, 4 0, L 0, 0 1. 7 0. 0. 3, 8 0. 0 0, 20. 3 0, 7 -0, 3 18. 2 0. S 0, 0 2. 5 0, 0. 5, 8 0. 1 0, 5, 8 0, 0 0, 0 2. 5 0. S B AL 0, 0 1, 41 0, 0. 1 3, 2 0. 0 0. 3. 21 0. 0 0. 01 1. 4 0. SUR 0, 0 1, 1 0. 0, 3. 5 0. 0 0. 1. 1 0. 0 0, 0 0. 3 0. SUL 0. 0 0. 3 0. 0, 1, 1 0. 0 0, 3, 5 0. 0 0. 0 1. 1 0. S U WF 0. 0 2. 1 0. 0. 4. 9 0. 0 0. 1. 0 0. 0 0. 0 0. 4 0. S U LF 0, 0 0, 4 0. 0, 1. 0 0, 0 0. 4, 9 0, 0 0. 0 2, 1 0, W+ -0. 1 -4, 8 1. 2 0, -10. 6 6. 8 0. -10. 6 6. 9 0. 1 -4, 8 1, 2 W- -0, 1 -4, 8 -1. 4 0, -10, 6 -7, 8 0. -10, 6 -7, 7 0. 1 -4, 8 -1, 4 WR 1, 4 -4, 8 0. 0, -5, 1 -0, 1 3, 5 -16, 2 0, 0 1, 5 -4, 8 0, WL -1, 3 -4, 8 0. -3, 5 -16, 2 -0, 1 0. -5, 1 0, 0 -1, 1 -4, 8 0, E+ 0, 0. 0, 1 0. 0, 0, 1 0. 0, 1, 2 0, 7 0. 0, 1 E- 0, 0. -0. 1 0. 0, -0, 1 0. 0, -1. 2 -0. 7 0. -0. 1 EL -0, 1 0, 0, -2. 1 -2, 0 0, 0. 2, 0 0, -0, 1 0, 0, ER 0, 1 0. 0, 0. 2, 0 0. 2. 1 -2, 0 0, 0, 1 0, 0, LOAD GROUP DESCRIPTION D DEAD LOAD C COLLATERAL LOAD L LIVE LOAD S DESIGN SNOW LOAD SBAL BALANCED ROOF SNOW SUR UNBALANCED SNOW - WIND FROM RIGHT TO LEFT SUL UNBALANCED SNOW - WIND FROM LEFT TO RIGHT SUWF FM -UNBALANCED SNOW - WINDWARD SIDE SULF FM -UNBALANCED SNOW - LEEWARD SIDE W+ WIND LOAD AS AN INWARD ACTING PRESSURE W- WIND LOAD AS AN OUTWARD ACTING SUCTION WR WIND FORCE FROM THE RIGHT WL WIND FORCE FROM THE LEFT E+ EARTHQUAKE FORCE ACTING INWARD E- EARTHQUAKE FORCE ACTING OUTWARD EL EARTHQUAKE FORCE FROM LEFT ER EARTHQUAKE FORCE FROM RIGHT \vim r HL VL Fk] LOAD GROUP REACTION TABLE GRIDLINES x = 2, 5 COLUMN )K-D LOAD GROUP HL VL LNL MD 0. 0 9 1 0. 0 ML 0 0 15, 8 0 0 LOAD GROUP DESCRIPTION MD Mezzanine Dead Load ML Mezzanine Live Load AT CONNLC11ONl CODES NAME DESCRIPTION FOR A325 BOLT DIMENSIONS A325 CONNECTION BOLT DIMENSIONS Frame Documentation -05.12.10 (FOR TOP AND BOTTOM BOLT PATTERN) 0 DIAMETER OF THE BOLT 1/2 3/4" 7/9 1' 1 1/4" 1 1/2" A325 Connection Bolt Details $e '14113 HD R01T HOLE DIAMETER 9/16• 13/16- 15/16- 1 1/16• 1 5/16- 1 9/16- Ip --- BOLT GAUGE --- - 2 1/2' 3' 4- 3 1/2" 4- 5 1/2' G MAX WED THICKNCSS(Me. TZ"Final Wald)WITHOUT WASHER I- 1 1/8' 1 7/B' 1 1/4- 1 3/8" 2 I/8' MAX WEB THIf (Me.v rt;"fdMl Weld)WITH WASHER 3/d' 7/8- 1 5/8- 7 7/8' 17 8" D 4E/2EH SOLT 3' HG HEAVY CONN BOLT GAUGE N/A 2 1/4' 2 5/e' 3" 3 3/4' 4" Connec4on Code S NORMAL BOLT SPACING 2 1/2' 3" 3 1/4' 3 1/2" 4- 4 1/2" (tee"Connection Code 1—.1" BSMIN MINIMUM SPACING BETWEEN TOP h BOTTOM SETS OF BOLTS 11/2" 2 I/d' 2 5/e' s n This d,omny)3 y/4' 4' Con echan Locplmn CGNNCtTION 10 HCR IT, CONNECTION IF CONIICC11pN tC MAXIMUM BOLT SPACING BETWEEN 2'-0- 2'-D" 2'-0' 2'-0' 2'-0' Y-0' Q CROSS SECTION CONNECTION CODE KEY 1— BSMAX 10V AN BO170N SETS OF BOLTS 1/2 BSMA%(tit-)WHEN BSMAX a 2'-DIV TO d-O Q SPLICE BOLT SPACING Q ON CONNECTION PLATES LES$ 1/3 BSNAX(t T�")WHEN BSMA%m 4-OI}'TO 6'-0 (AS SHOWN AT COVnECT10N5 ON FRAME CROSS SECTION DRAWUCS) THAN OR EQUAL TO 3/4-THICK (NOT TO EXCEED 2'-0) 1/4 BSMA%(:LA-)WHEN BSMA%-6'-01';TO 8'-0 I— MINIMUM BOLT-TO-FLANGE CLEARANCE AT OUT OF NUT J BFC, SEE BOLT AT FLANGE DETAIL i 1/2' 1 3/4' 17/B' 2 1/4' 2 1/2' 2 3/4' Flange Brace Material Schedule 1 Pori Mark L tenni 1/ DO PF MINIMUM BOLT-TO-FLANGE CLEARANCE AT CONNECTION PLATE (BFCD+RNWT)PF INSIDE OF FLANGE IS INCREASED BASED ON THE YT YB VALUE SEE BOLT AT FLANGE DETAIL PF FOR CONNECTION B.F.I AND P ARE TME SAME A5 USED ON CONNECTION E FBM_ L 2'x 2'x 14 Ga z NWT NUT AND WASHER THICKNESS SEE BOLT AT RANGE DETAIL NUT THICKNESS IS EQUAL TO THE BOLT DIAMETER FB5_ L 2'x 2".14 GD RNWT RISE ON NUT AND WASHER THICKNESS AND 15625"WASHER THICKNESS IS USED EVEN IF A WASHER IS NOT REGUIRED FB6_ L 2".2". faNNFfTIOI pa AOR 7P CONNEL�ION 2F3F COuu[LTION 7E (J o TT THICKNESS TOP FLANGE REFER TO FRAME CROSS SECTION DRAWNG FOR LARGEST LLJ TB THICKNESS BOTTOM FLANGE RANGE THICKNESS EITHER SIDE OF THE CONNECTION FB7_ L 2�'X 2�"x{} a zYT BOLT SPACING TOP(ROUND UP TO NEXT 1/2-,MIN S) 3'+IT 3 1/2-+IT 3 3/4-+IT 4 1/2-+IT 5-+IT 5 1/2'+TT n O YB BOLT SPACING BOTTOM(ROUND UP TO NEXT 1/2',MIN a S) or TB Sloped or TB Sloped or 78 Sloped or TB Sloped or TB Sloped or 78 Sloped E..) EED(S) MINIMUM SHEARED END EDGE DIMENSION 1 1/4- 1 1/4- 1 1/2- 1 3/4- 2 1/4- 2 5/8- EED(R) MINIMUM ROLLED END EDGE DIMENSION 3/4- 1' 1 1/8- 1 1/4' 1 5/8- 2 1/4' GMssel Plate R EEDK END EDGE DIMENSION AT KNEE CONNECTION 1 3/8- 1 3/8- 1 5/8- 1 7/8- 2 3/8- 2 3/4- (Al Roller Outer Flange shown) A(( MINIMUM BOLT CLEARANCE PROM WITHOUT WASHER 7 16- 5 8" 3 4' 13/16- 1' 1 S/e" 3 o k BCWIA A FLANGE OR WEB WELD WITH HARDENED WASHER 9/16' 3/4" 7/8' t- 1 1/4- 1 1/2- ED(R G ED R D(BOLT DIAMETER) E S E HD(HOLE DIAMETER) �,8 e k WCSM MINIMUM WIDTH OF CONNECTION PLATE(Stold4rd Connection) 5' 6' 8' 8' t0' 12' oa IOMNIf ZION 41 NON 1P CCNNCCTION]! CONNCCDON 3E WCHM MINIMUM WDTH OF CONNECTION PLATE(H—Ly Conne<llon) N/A 10 IT" 12' 16' 18 EED(5) R N V G u 4 TCUIN MINIMUM THICKNESS OF CONNECTION PLATE 1/4' 3/8" 7/16' 1/2' 5/8" 1" __ ED(R) G EO(R ED(R HG G HG ED R 9 N• 3$ D(BOLT DIAMETER) D(BOLT DIAMETER) �� PF VI1 HD(HOLE DIAMETER) HD HOLE DIAMETER) Too CPnnecllon Cede Ti YT EED(S) EED(S) PF Pr _TPr A TT tt TT S PFPF Splice Boll SPacinq C7/ �' p UP Cpnn al-Code JJ__ TOP Connection Code J_ See DSMA% L1r ❑lO S CONNLCIION AU U 011 41 CONNCCiION 4F fpNNECTION 4E -_- S 5 $vice Bdle _ BS MIN S I I S (Sea BSMA%M Tpb1a) BSMA% 4 L /2 C FI CONNECTION DESIGNATION SpUce Bdl Spewng I r SPUce Boll Sp-Pig Z See BSMA. See BSMA% i T BLANK-STANDARD CONNECTION L H- HEAVY CONNECTION Spike Bolla _ B^dIN a Balls I - I -al -3_1 F S S"', Nora SCMLE BOTTOM CONNECTION CODE See Bsuax a lode) BSua% See BSMAX M I.- I I BSMAX Drove by CLS 3/8/18 BOTTOM QUANTITY OF POLI ROWS Ballon C...-len Ced YR Checked by BKR 3/16/18 CONNECTION DESIGNATION _ _ _ _ Pr°� Cnp'nvw ELM GLANS o STANDARD CONNECTION PF S ,e Number 16-8-17539 M_HEAVY CONNECTION gnHn"-A�fnnnncI'll fere TB YET BY Cenneclbn Code YB _ HOP CONNECTION COME pF Sheet Numbe. Ct2 al t2 TOP QUANTITY OF BOLT ROWS --�--- - - i�l EED(S)pr EEDK ppeeP,iw oeoo ee enetm I dNN1,nnN.x CONNECTION CODE FORMAT `Y EEO(S)or EEDK EEO(S)or EEDK weeel plate rPr Inc monNloclwe�iw iia e (AI Ronpr Inn..IT.—ahown) �a°o°I;veia�,ivo;:`lie e io me p,Pepd.ae,gn�d Rne STANDARD CONNECTION DESIGNATION HEAVY CONNECTION DESIGNATION 4X CONNECTION DESIGNATION mPnMlaclprae by mPnPInclN.p, CONNECTION CODE DESCRIPTION 011C 4'/2!a1DWN) (COD[4E1/2CH SNOWN) (can 4X/4X SIOWN) my ns ave mi,en.e engma•v CONNECTION PLATE ...neer 01 n,a Iw Inc P•^Jn.l B 1.IS DESCRY TION COGC IS USED TO DEFINE GNEAR CONNECTIONS BOLTS ARE LOCATED INSIDE WASM[R(W REOUIRED) IHC'Oa!"AnOC AND[CnN(CnON PLAt[R RECESSED 1/B'BElow THE TOP rlaNCE CONNCCIION BOLT NUT Chile Lea Nlxkmon PE PATE ICFCTH IMUS-BE A 4nnMUM OT 4ALr THE RATER WLB DEPT AND SHALL 1101 EXCEED IMC f.PID - OBS336 RAFICR 701AL OIL-. PLATO THICKNESS THIS DESCRNYI CCD(IS USED TO DEFINE MOMENT CONNECTIONS BOLTS ARC LOCATED WIT. COLUMN RAFTER WASHER(IF REWIRED) ONE SCI CUTS'CC 14L TOP OR BOTTOM FLANGE AND THE REMAINING SETS ARE LOCATED INSIDE THE TOP OR BOTTOA FLANGE BrCD PF NWT THIS DESCRIPTION CODC IS USED TO DEFINE MOMENT CONNECTIONS BOLTS ARE LOCATED INSIDE PF ;�R HIL IUP O:OUIICM ILANGL AND CCANLCHON PLAIC PRO.CCIS 1/2•UCYOND IIIL IOP DR 801104 CONNELIIIW PLATE NNW1 FLANGE (REO D SPALLS)5 LENGTH IS EDUAA i0 OR GRAFTER THAN HALF NWT BOLTS uAY RC AA F v THIS DCSCRIPTIpN CCOE IS USED TO OEFw[uOMCNI CONNECTIONS BOLTS ARE ICCAIED INSIDE THE RAFT R WEB DEPTH t�ss~r.4 n SIN IIIP N.11nIIGU IIANGI ANN—NIf110N Vl ATI is Tuft\V II I/.-11ROW IIIL IDH alt BFCD _ _ FIELD INSTALLED IN 901fOR FLANGE EITHER DIRECTION INIS DCSCRIP1IM COLE IS USED TO DEFINE SMEAR CORNECTIONS.BOLTS ARE LOCATED INSIDE IXy - IH[TOP rLANGC AND CONNECTION PLAT[15 RECESSED 1/87 BELOW THE IOP FLAMBE CONNECTION BOLTS MAY BE LgG2� PLAT[1701 DMUSTEPT BE A MINIMUM W NAL!THE RArI[R WEB DEPTH AND SHALL NOT EXCEED THE lICl'INSIAILCO IN Lu 8 / '. 1 RA"TER IOIAL DEPTH EITHER DIRECTION x_THIS pCSCRIPTION CGDE IS USED TO DEFINE MOMENT CONNECTIONS BOL15 ARE LCCAlEO WITH Twp 5'15 EAC.SIDE Or THE TOP OR BOTTOM RPL FLANGE WIN A GUSSET ATE OUTSIDE THE TOP AND amlou RANa OR cauuN CAP PLA1C CONNECTION E3 & P BOLT EDGE DISTANCE BOLT AT FLANGE DETAIL 1 ^I`. M'=1MR��I (Low Side Si,-High Sae r-70-1) (Top Flange Shove,Bell-Flenge Sm1dw) "�',;••"� '�K^'°1 '^'^ OSHA Erection Procedure for Clip Connections PF10010 OSHA Column Joist(OC)&Near OSHA Column Joist(NOC) PF10011 Mezzanine Edge Angle —PF10012 Bar Joist with Welded Bridging~-�; %PF10013 U Ma '12 00 General Attachment Details 1reb'16 01 General Details Around Columns Ma -12e00 General Details Ma '12 00 OSHA Erection Procedure for Clio Connect Ions OSHA Column Joist(OC)and Near OSHA Column Note OSHA Steel Erection Procedures require Beam Chat that share common Joist(NOC)require Bolted end,with Washers at Decking Attachment 1 e A le To m� Secure Decking To Ed Angle 1)Reference Bar Joist Vendor Supplied Drawings for applicable SA Erection and Installation Notes Botts on Milner side of a Structural Member,that one Beam must remain or near Mezzanine Support Columns that arenot 9 Edge qe Bridging Type Location,Ficle Welding Requirements.Connections and Termination Details partially connected white the Adjacent Beam is connected The erection steps Framed in at least two directions with SoliWeb 2)If any wnabon of Detal is Noted from Bar Joist Vendor Drawings and those of the Metol below must be followed to comply with OSHA requirements. Structural Members. These Jost are to be erected Field Cul Flan Brace To Building Supplier,Contact the Building Manufacturers Field Services Staff for direction first along with the Primary Steil as to provide Re d Length pacing Noted on Bar NOTE, Brocm of the Mezzanine Support Columns No quire gth And Weld Field Cut Deckmg 3)Bar Joist are Designed for Referenced Loadings and to comply with CI-CIS ' No additional Framing Members,ear Jost Bracing B any hte ing t loads are Feld Weldor at Joist Seat is permitted To Bar Jost Panel Point Around Column As Jo st Vendor Drawings Joist are not Designed to Standard SJI Designations unless Explicitly Noted to be applied to Beams until final adjustment and Bolt tightening Nru STEP 4 9 (Where Web Rod Intersects Required I Mezzonme Floor Top Chord Angles) Decking Edge Angle Mezzonme Floor First Clip Second Gip Support Beam Deckm Attachment Decking Attachment g Decking D"A" c 0 Saat See Note 1 T I to 1 Column or Beam Web InsEP 1 tall ne Clip on Meeh side of w w Weh and Wrench tighten Bolts See Note I %a�a�� Bar Joist V I. Feld Block Vertical Floor dim Requi ea Leg Of Both Angles Distance ,��. P And Weld Together 2"Typ At Edge Angle lI�— Third Clip a To Column Flange I P I• - Edge Beam �>a Beam I I Diagonal Bridgingo be For Cal n ps "OSHA Column Joist"(OC)is Flange Brace aper Edge Angle required t wriou Joist al the Mezzanine Support O See Mezzanine Framing Feld Cut To Required _ I locations per Bar Jos; Bridging See thole 1. ALength Form equine 1 Vendor Supplied Orawmg See Bar Jost Ventlor Column or"Near OSHA Column Plan for Location Column And Feld Weld 1 Supplied Drawings for Bar Jos' Joist•(NBC)s a Joist each side n As Required Bridging Termination Size,Location and m of a Mezzanine Support Column See Bar Joist Vendor Supplied Other Requirements a 3 0 A325 Bolt _ I Drawings for Connection and O Column or Beam Web �� Joist Chords To Set A325 Bolls at t" 2 -- -_ T—rabon Requirements Section At Edge Beam insloll Beam with Third Clip and endsWreneh tighten Astride Stabilizer Clip Support Column Bolts to existing Clip Willi both ends o/Beam P I e partially Bolted,erection of Adjacent Beam and No Welding Is Permitted O other Framing may proceed STEPS 1 and 2 Mezzanine Support Column Mezzanine Floor h may be combined if the Erector so chooses Pipe,Tube,Hrw Or Sup I See Note 1 m Fele Welded Stabilizer Clip PC52 _o Column Ahgn Edge Angle Ends Column Decking Q:(shown)or PC53.Clips are required at i`o And Tack Weld - Adjacent Beam Joist at or each side of the Note, �—_—-—-—-—-— rc Column or Beam Web Mezzonme Support Column that is not Jost Labeled with suffix--OC"are•OSHA w a Forth Clip Framed m at least two directions with Column Jost-and Joist Labeled with suffz S v Solid Web Structural Members Clips to --NOC"are"Near OSHA Column Joist".These w be Installed prior to ecting Bar Joist �s I Hde Joist are to be erected first along with the Note oY s provided in pips for Mezzanine Beams so as to provide stability Edge Angle is to be field formed and wedded Bndgmg Erection Guy+ng or Plumbing Cables and braein for the Mezzanine Su t Column around Interior Columns,Openings d other See Bar Joist Vendor Su lied er—en g japer 9s an pp g Reference to specife sections for additional conditions similar to that shown. for Size,Location and Other Requirements is r o U Informationo J �Reeess General Detail At Edge Angle Around Columns ino N o o u STEP 3J STEP 4 See Mezzanine Framing Plan for (ContlRions May Vary) m o w } Install Adjacent Beam with With both ends of Beam and Adjacent 'OSHA Column Joist"labeled with Suffix"-OC"and Forth CI end Wrench b hten Beam Bolted.final adjustment and final .- Bar Joist See Note 1. @ ❑ q °Ns 'Near OSHA Column ns for labeled with Suffix"-NOC" S r a Bolts to existing Clips Boit tightening can he made See Specific Sections(or Information not Shown Section "A" Z= 2 OJ J Page _1 m F a Mezznine-B Decking on Bar Joist DKo0o10 tri 0 0 3614 Structural Fastener Pattern-1 Side Lap Fastener Date JR- Jan s a in '17 00 Decking Structured Attachment STRUCTURAL SCREW STRUCTURAL SCREW z 9 Center of hist (SECURE DECKING AND EDGE ANGLE (SECURE DECKING AND EDGE _ Fastener @55 12-24 le 11 'SD Sheeting TO EDGE BEAM AT SPACING NOTED ANGLE TO EACH BAR JOIST) DP5 W/o Washer(36/4 Pat—) 2'2- Dvecbon Typical at Each Bar Joist Shown IN WELD WASHER LAYOUT] or Other Framing Nenber MEZZANINE FLOOR MEZZANINE FLOOR 00 me B Decking EDGE ANGLE PC57 EDGE ANGLE PC57 r iii 1- DECKING � 1- DECKING Lim Z Deck Side Lap Attachment Mezzanine Fla- ❑ ❑ Fastener B38}-14 x j-SO Z W/o Washer LL n "t o j LL r o d. o Z fn w N J Z C 1 Side Lap Attadlment vi w > o Fastener Equally SpacedBar Joist or Other t U 1~ii < O Between Bar Joist or Other Framing Member I } Framing Member Scale. NOT TO SCALE BAR JOIST Drawn by. CLS 3/8/18 EDGE BEAM Checked by BKR 3/16/18 STEEL UNE 5" Project Engineer. CLH Deckmg Side Lap AttedlmenL EDGE OF MEZZ. 4J" I SUPPORT BEAMV Job Number. 16-8-17539 Fastener®38}-14 x r SD JL V W/0 Washer.1 Fastener BAR J01ST 8 Decking Equally Spaced Between Be, Sheet Number. E9 of 12 _ Joist ar Other FramingThe DeckmgStructureStructured36/4 Attachment Pattem Member. STEEL LINE 4' appears engineer h arson h ss an seal Altochment Fastener#55 Sheeting for the manufacturer for the 12-24 x 11"SD DP5 W/oDirection SECTION ABIE9w EDGE OF MEZZ. 43" Washer(36/4 Pattern) 1'-0' 1'-0" 1'-0- Shown Typical at Eadt Bar Joist materials described herein. Said seal or certification Is horded or Other Framing Member Side Lapto the products designed and El Decking SECTION 88/E9" manufactured by manufacturer Bar Joist or Other Nezzanine Floor only The undersigned engineer is Framing Member not the overall engineer of record for this protect. 1 1 I Chris Lee Hickman, P.E New York P E. 095636 DRSTIC ENST2A or NEIN J- n7 g LEE(!RZ O,p rf l V-t'att C e" E s T* m s� U S$ subdlas�an 2 of—t—7209 of the Edudahon Law of me slate of New YM stales that,t,o—i.en of Nu law for any p> uNess ne is actin,..e,Ne d'reeum of a ncensea ProfeswanW Engineer to alter the e-1—or Nis document n any acedy If on em beam,Ne sed al mi en,aeer o.tired me aft—, engneer sndi afrx to In,Item hie sea and in.not.—•dlred by fox—d by his signature and in,date of suit dlerahm and sDeaf decenphon of Inc alteration 1 �. i i CONNEC(ION CODES NAME DESCRIPTION FOR A325 BOLT DIMENSIONS A325 CONNECTION BOLT DIMENSIONS Frame Documentation 05.12.10 (FOR TOP AND BOTTOM BOLT PATTERN) O DIAMETER OF THE BOLT 1/2' 3/4" 7/6- 1' 1 1/4- E1/2- S A325 Connection SoltDetads W Se '14 03 HD ROIT HOLE DIAMETER 9/16- 13/16- 15/16- 1 1/16- 1 5/16-_-- BOLT GAUGE 2 1/2- 3' 4' 3 1/2' 4- G MAX WEB THICKNESS(Max 11;'Fdlcl Wcld)WITHOUT WASHER 1' 1 1/8- 1 7/a- 1 1/4- 1 3/8- �LIY MA% WEB THICKNESS(Max (�-iillrl Wrld)W17N WASHER 3/4- ]/e" 1 5/8- ]3' 7/8- B 4E/2EH o t HG HEAVY CONN BOLT GAUGE N/A 2 1/4' 2 5/8' 3' J 3/4" Conne_clion Cotle NORMAL BOLT SPACING 2 1/2" 3" }1/4' J 1/2' 4- Connection Coae lormol' on IN.d,....q) BSMIN MINIMUM SPACING BETWEEN TOP&BOTTOM SETS OF BOLTS 1 1/2- 2 1/4' 2 5/e' 3' 3 3/4- Canneclmn L collar IDIICR1PCGNECTICN tr CONNECTION IC 2-0- 2'-0" 2-0- 2'-O" 2'-0' MAXIMUM BOLT SPACING BETWEEN CROSS SECTION CONNECTION CODE KEY h' Q TOP AND BOTTOM SETS OF BOLTS 1/2 BSMA%(tt)i')WHEN BSMAX 2-0&'TO 4-0 F-- BSMAX SPLICE BOLT SPACING 1/3 BSMA% f Oi}'TO 6-0 Q ON CONNECTION PLATES LESS (NOT TO EXCEED TNG ( 1}')WHEN BSMAX 4'- AS SHOWS AT CONNECTIONS ON FRAME CROSS SECTION DRAWINGS) 0 THAN OR EOUAL TO 3/4-THICK 1/4 BSMAX(*To')WHEN BSMAX W-O&TO 8'-0 J BFCD SMINIMUMEE BOL TATTFLANGE DETpI�EARANCE AT OUT OF NUT 11/2' 1 3/4- 1 7/8' 2 1/4• 2 1/2- 2 3/4' Flpnge Brace Material Schedule MINIMUM BOLT-TO-FLANGE CLEARANCE AT CONNECTION PLATE (BFCD+RNWT)PF INSIDE OF FLANGE IS INCREASED BASED ON THE YT&YB VALUE Part Mork Malenol DO PF SEE BOLT AT RANGE DETAIL PF FOR CONNECTION B F,1 AND P ARE THE SAME AS USED ON CONNECTION E FB4_ L 2"X 2'x 14 Go In z NWT NUT AND WASHER THICKNESS SEE BOLT AT FLANGE DETAIL NUT THICKNESS IS EOUAL TO THE BOLT DIAMETER F85- L 2'X 2'x 14 Go _ RNWT RISE ON NUT AND WASHER THICKNESS AND 15625'WASHER THICKNESS IS USED EVEN IF A WASHER IS NOT REQUIRED F86- L 2 %2"x CONNi CiI(kl 2P,21 OR 2P CCNNECnON 2F CaNNECTON 2E U TT THICKNESS TOP FLANGE REFER TO FRAME CROSS SECTION DRAWING FOR LARGEST FB7- L 21"x 23"x J" 6 L4J TB THICKNESS BOTTOM RANGE FLANGE THICKNESS EITHER S1DE OF THE CONNECTION ZYT BOLT SPACING TOP(ROUND UP TO NEXT 1/2-,MIN-S) 3-+TT S Z 1/2"+TT 3 3/4"+TT 4 1/2'+TT 5-+TT 5 1/2-+TT 0 YB BOLT SPACING BOTTOM(ROUND UP TO NEXT 1/2',MIN S) or TB Slopetl or iB Sloped or 7B Sloped or TO Sloped or TB Sloped or TO Sloped = C1 EED(S) MINIMUM SHEARED END EDGE DIMENSION 1 1/4' 1 1 1/4' 1 1/2' 1 3/4 2 1/4' 2 5/8' EED(R) MINIMUM ROLLED END EDGE DIMENSION 3/4' 1' 1 1/8- 1 1/4. 1 5/B' 2 1/4" Gusset Plate R'^ EEDK END EDGE DIMENSION AT KNEE CONNECTION 1 3/8- 1 3/8- 1 5/8' 1 7/B' 2 3/8' 2 3/4- (Al Roller Outer Flonge - 3 o 7 MINIMUM BOLT CLEARANCE FROM WITHOUT WASHER 7 tfi' S B" 3/4- 13/16' 1' 1 3/B' D(BOLT DIAMETER) E BCWM A FLANGE OR WEB WELD WITH HARDENED WASHER 9/16' 3/4' 7/8' T' 1 1/4' 1 1/2" ED R G ED(R ND(HOLE DIAMETER) 3 WCSM MINIMUM WIDTH OF CONNECTION PLATE(Standard Connection} 5" 6' 8 8" 10' 12- 8 b w y nNNCf TInN W D n2 3P �ONNECRON 3r CONNEC�DN SE Ell MINIMUM YADTH OF CONNECTION PLATE(Heavy Connection) N/A 10" 12 12 16" IB- EEO(S) P•r G TCMIN MINIMUM THICKNESS OF CONNECTION PLATE 7/4' J/8' 7/16- 1/2' 5/8' 1 ----,s—- n 2 9 ED(R) G ED R ED(R)HG G He D(R A_ S D(BOLT DIAMETER) D(BOLT DIAMETER) PF Vt HO HOLE DIAMETER HD(HOLE DIAMETER) In ( ) Top Cemeclipn Coee TT tt Z _ AP-1 EED(5) EEO(S) PFTTSTTYr PF SeeBSMAX PF Top Lonnecllon CPee - - Q - CONNELIION 48,b OR SIP ___ 5 _ - S SSMIN CONNECTIXa AF CONNECTION 4E Spiaa Bdlc - d i S I I S (Ser BSMA%In Table) BSMA%2 C H SPI"BollSDacnqSDliceBollSpacingCONNECTION DESIGNATION Sea BSMA% Sea BSMA%BLANK m STANDARD CCNNEC71ON BSMINBSMIN S H-HEAVY CONNECTION Slie edea - Spbcr Bal, - and &T NOT Ls SCALE BOTTOM CONNECTION COD'c (Sca BSMAx.n Toblr) BSMA% Sea BSMA%h Table BSMA% Toa- Dy Cls 3/16/1BOTTOM ONANTITY OF BOLT ROWS Bollom COnneclton Coda TB YO Cnacead Dy BKR 3/16/tB CONNECTION DESIGNATION _ _ lPF PropctEngNeer CLH OLAN4 STANDARD CONNECTION Pr PF `Y SJob N—P, 16-B-1)538 H_HEAW CONNECTION gnllom ConnrrlMn Lade TB YB Rpt tom Connee_I-CodeTB YB --(Y1,3- -—- SAaal Numbn E12.112 TOP CONNECTION CODE Pr PF EEO(5)or EEDK apee.a ne�emN so.aal Ione TOP OUANTITY OF BOLT ROWSp EED(S)or EEDK EED(S)or EEDK Gus,rt Plate maiaaoi ancroleaen mini Sma I IAAI ION.X CONNECTION CODE FORMAT IT Boner Inner Hongc oh..r) rat a•aa•1Wrramn u Lrnaa tp mr D•odrda ee,Wgrea and STANDARD CONNECTION DESIGNATION_ HEAVY CONNECTION DESIGNATION _ 4X CONNECTION_DESIGNATION analacw.m by man„Lacla•c• -------CODE 4% --��--- anlyThe anden�gned engmee•i, CONNECTION CODE DESCRIPTION (CON:a[hE SHOWS) (CODE 4EH/2EH SHOWN) CONNECTION PLATE ( HX SlIDWN) nal he Paa.d1 ragmee•of wa m Ina P•rynt WASHER(6 REQUIRED) - B THIS DESCRIPTION CODE IS USED 70 DEFINE SHEAR CONNECTONS BOLTS ARE LOCATED INSIDE Cn.iF Lee Hicxmpn PE IN TOP FLANGE AND CCnNECTON PLATE IS RECESSED 1/9"BELOW THE TOP FLANGE CONNECTION GRIP BOLT IS PLATE LENGTH MUST BE A YNPYVN OF HALF THE RAFTER WEB DEPTH AND SHALL NOT EXCEED HE E 0956]6 hsn• PLATE THICKNESS o.sn RATTER TOTAL DEPTII RAFTER WASHER(IF REWIRED) .SET DESCRIPTION COPE IS USED TO ANDEFINE MOM-IT REMAINING E BOLTS ARE TED INSIDE WITH COLUMN ONE SET OUTSIDE HE TOP OR BOTTOM RANGE AND HE REMAINING SETS ARE LOCATED W90E 111E TDP CR BOTTOM FLANGE BFCD PF COLUMN CR F.HIS DESCRIPTION CODE IS USED TO DEFINE MOMENT CONNECTIONS BOLTS ARE LOCATED INSIDE RAFTER MNGTE NwT RNWT Il�t'W OR 9OI1CM FLANGE AND CONNECTION PLAIC PR0.0CTS 1/2'BEYOND NIL IOP OR BOITON CONNECTION PLATE (REDO SpACEi)5 LENGTH IS EQUAL TO Oi 4Ey. I OR GREATER THAN HALF RNW NWT BILIS MAY BE t In-THIS DESCRIPTION CODE IS USED TO DEFINE MOMENT CONNECTIONS BOLTS ARE LOCATED INSIDE THE R WEB DEPTH - - FIELD DIRECTION IN 1111 I•X N:I OIIfY IIANaf 4M1 fONNIfIION IRAIC IS ITFf!\TD 1/B'BELOW INC IOP Olt BFCD OTHER DIRECTION ) BOITOu FLANGE .THIS DESE—DON COE 15 USED TO DEFINE SHEAR CONNECTIONS BOLTS ARE LOCATED INSIDESSED PLAN LENGTH MUSTFLANGE OBE CONNECTION OF HALF THE RAFTER WEB LOW[DEPTH AND SHALL NOT E%CEEOTHE BOLTS M4Y BE FIELD INSTALLED IN G RAFTER TOTAL DEPTH EITHER DIRECTION 4X^HIS DESCRIPTION CODE 15 USED TO DEnNE MOMENT CONNECTIONS BOLTS ARE LOCATED WITH TWO SER EACH SIDE OF THE TOP OR BOTTOM FLANGE WITH A GUSSET PLATE OUTSIDE THE TOP AND s MI°m��v�Pry^•TMwn e••u.++w:r °• BOTTOM FLANGE OR CGUUVN CAP PLATE. CONNECTION B &P BOLT EDGE DISTANCE BOLT AT FLANGE DETAIL (Lp.sea Snom N.Rh SEe Sxndor) (Too Flange ST.—Bottom Flange SIm6a•) "�i4p�� •'"'~rW~gym OY/PROJECTS\XDS–V7-04-00 FRAME = Active/ENG/16–B-17539/verO2–clhickman/BLDG–A/Drftg/xO3L 10/13/17 16 23 36 0 OY/PROJECTS\XDS–V7-04-00 FB SET= Eng/16–B-17539/verO2–clhtckman/13LDG–A/Drftg/xO3L Eng/16–B-17539/verO2–clhickman/BLDG–A/Drftg/xO3R APPROXIMATE MEMBER WEIGHTS V PART MARK WEIGHT GENERAL NOTES FRAME CLEARANCES SHOWN ARE APPROXIMATE AND RIA 461 m MAY VARY DUE TO CONDITIONS (DEFLECTION) CS2A 493 VERTICAL CLEARANCE DIMENSIONS ARE FROM �a� f^4a CF1 AB 399 FINISHED FLOOR REFERENCE ELEVATION Z–S� 2'-5d CS3A 493 ` 7:_ N N 2'�Sd CF1AA 397 12 11 Z,5 2–6" 4^ 12 0 4 6" 2',fi, w 2',6, +8 2-6 Z�fi 2^6, 2_6 3 7'^ 2X31 3 ,3 25 0,}a /3 S k 5 O f^ 2^3 SpXO ,3gX Ot34 k�2S 3''.'3•. gY 11 0 m p25 50x 5o X FBaPFS N F 4q Cl2S a B o FgaPFS NS OR S OR FS NS tv OR OR c ON 3a NS OR FS NS FS NSF�R FS 7 3 S k 07 4 m h FS 145 OR NS OR Fg rc E 2E 2E n o NS ORFS NS OR FSEi w xo 0 O U aP NOR FS fla D D NS RFS F gaP NS ORFS IR%P Rlq NS RFS FB a yY o NS OR Fr' NS OR P } SIS r z E ❑ 5 —0 0 }} o O O Ln 4 n fn of B2E 1F B2 1F o Z to 2.7 2.75 X 0.25 50'-31 2.75 X 025 1'-9} to 0to in E 0 c� N n 2f2.f N O m0 Om O O U fLV IiS Xto O N X N z O D 1- O Z I Z O p to N b N !o N Z f– ui v a N r F O } O N I = JM N U O Z h _ to N N O W O N I = O J Z C QN j r Q O WO 0 N W U N a: O I X I X Score NOT TO SCALE o m Drown by CLS 3/8/18 ro to Checked by BKR 3/16/18 Project Engineer CLH to Job Number, 16-8-17539 0 0 0 0 '� Sheet Number EIO of 12 x x x X N 00 N The engineer whose seal N to to to appears hereon Is an employee for the manufacturer for the materials described herein. Said 0 0 seal or certification is limited 1 1 to the products designed and a manufactured by manufacturer IN FL only.The undersigned engineer Is not the overall engineer of LEV record for this prosect 0 3 4 1" A C O A 1" = 3 o Chris Lee Hickman. PE. New York P E 095636 V-4 1'-4 DRSiIC ENST2A 19'–O 16'-0 19'-0 27'-0 27'-0 54'-0 OUT OUT OF STEEL Ati 0 N' dD dD (:Ib .S? 9,EE!R', O,p A CFIAB CF1AA W8X18 W8X18 PLATE SIZE TABLE SPLICE BOLT TABLE caoss sEcnoN AT FRAME LINE "1" z �� CONN LOW SIDE HIGH SIDE CITY SIZE TYPE HARDENED BEVELED WASHERS WASHERS – A 6 X 0 375 X 1'-4 cob�ar" B 6 X O S X V-74 6 X 0.5 X 1'-63 (6) J X 2" A325 B&N O 0 SonC=Z 0l S«inn'7309 of Ne EEOam.an La.If ine State of Naw Yorx stoles Nal t�a a wd9tron of Ups taw far any person C 6 X 0 375 X 81 Eng.v to Iter the tents f tnv a«am�.t .1y way u «tmq vnaer the anecnon o a ueeneea I emon. D 8 X 0.375 X 0'-11} (4) 1 X 1: A325 B&N 4 0 I— 1,. Me sem of an mgh. �s.race the.tmng en9neer enan W.t. .t Item nta, J and Ne I—— W—'.ter d E 6 X 0.375 X 1'-8J 6 X 0 375 X 1'-8J (8) X 1 A325 B&N 0 0 ny fma.ee by nl,s�gniture m.e the eaee If s,....twnon Ina soecr aeseran«or the lawn« filo Ider/Contractor Resnons b I t es Drawing Indexl5rowu U based the o d These drawings, supporting structural drawlcalculations and design encertificationIS chi are �� Page Description based on the order documents as of the dote of these drawings These documents describe the , , J material supplied by the manufacturer as of the date of these drawings Any changes to the order a]� documents after the date on these drawings may void these drawings, supporting structural a RBUILDING SYSTE�VIS E7 Cover Sheet calculations and design certification. The Builder/Contractor is responsible for notifying the building authority of oil changes to the order documents which result in changes to the drawings, supporting E2 0o homing structural calculations and design certification i-1V4 1.:)�ti JAf�� E3 Roof Sheeting E4 Sidewall WALLSWA Bu Ider Acceptance of Drawings - Approval of the manufacturers drawings and design data affirms For questions regarding the interpretation of the drawings,materials provided, or assembly of the parts ES Sidewall WALLSWC that the manufacturer has correctly interpreted and applied the requirements of the order Call 1-800-879-7827 and ask for the"Field Service" department documents and constitutes Builder/Controctor acceptance of the manufacturers Interpretations of Before or after normal hours, you may send an email to OKCSField.Servtice®Starevldagsnet Please E6 Endwoll WALLEWB the order documents and standard product specifications, including its design, fabrication and quality include the order no,brief description of the question, &contact name and phone number criteria standards and tolerances (April 2010 Section 441) E7 MezzanEndovoline FraminWALLEWg c 0 Code Official Approves — It is the responsibility of the Builder/Contractor to ensure that all project E8 Mezzanine Framing Plan 4 plans and specifications comply with the applicable requirements of any governing building authority E9 Mezzanine Sections/Details The Budder/Can tractor is responsible for securing all required opprovals and permits from the m E70-E11 Main Frame Cross Sections 0 appropriate agency as required ENGINEERING DESIGN CRITERIA PROJECT NOTES E72 Connection Detail Building Erection - The Builder/Contractor is responsible for all erection of the steel and associated work in compliance with the Metal Building Manufacturers drawings Temporary supports, such as Material properties of steel bar, plate, and sheet used In the fabrication R1-R3 Erection Guides temporary guys, braces, false work or other elements required for erection will be determined, Building Code .. 2016 NEW YORK of built-up structural framing members conform to ASTM A529, ASTM AS, R4-R13 Construction Drawings furnished and installed by the erector (April 2010 Section 7.10 3) (CSA/S16-09 Section 29) Building Risk Category Normal (R I sk Category II) ASTM A1011 SS, or ASTM A 1011 HSLAS with a minimum yield point of 50 ks e Roof Dead Load Material properties of hot rolled structural shapes conform to ASTM A992, R14 Trim Profiles Discrepancies - Where discrepancies exist between the Metal Building plans and plans for other Super-posed 3 12 psf ASTM A529, or ASTM A572 with a minimum specified yield point of 50 ks i trades, the Metal Building plans will govern (April 2010 Section 3.3) Collateral 5 00 psf Hot rolled nagles, other than flange braces, conform to ASTM 36 minimum (0 00 psf Ceiling 5 00 psf Other) Hollow structural shapes conform to ASTM A500 grade B, minimum yield Materials by Others - All interface and compatibility of any materials not furnished by the Roof Live Load ... ... .. .. 20 00 psf no reduction point is 42 ks, for round HSS and 46 ks, for rectangular HSS v firm Snow Material properties of coGrald-formed light gage steel members conform manufacturer are the responsibility of and to be coordinated by the Builder/Contractor or A/E to 0 the requirements of ASTM A1011 SS de 55, ASTM AI011 HSLAS Grade 55 � Unless specific design criteria concerning any interface between materials if furnished as a part of Ground Snow Load (Pg) ....... 20.00 psf Class 1, ASTM A653 SS Grade 55, or ASTM A653 HSLAS Grade 55 Class I the order documents, the manufacturers assumptions will govern. Snow Load Importance Factor C I) 1 00 with a m i n i mum y i e ld point of 55 ks i For Canada, material properties c Fiat Roof Snow Load (Pf) 14.00 psf (per code) conform to CAN/CSA G40 20/G40 21 or equivalent. a Modification of the Metal Building of Metal Building from Plank Pians - The Metal Building supplied by the manufacturer has Minimum Roof Snow Load (Pf) 30 00 psf (used to design) h been designed according to the Building Code and specifications and the loads shown on this Snow Exposure Factor (Ce) 1 00 All bolted Joints with A325 Type 1 bolts are specified as snug-t,ghtened drawing. Modification of the building configuration, such as removing wall panels or braces, from Thermal Factor (Ct) .. 1 00 Joints i n accordance ,th the Specification for Structural Joints Using that shown on these plans could affect the structural integrity of the building The Metal Building ASTM A325 or A490 Bolts, December 31, 2009. Pre-tensioning methods, ud Wind incliy Manufacturer or a Licensed Structural Engineer should be consulted prior to making any changes to WiU 1 t e mate Wind Speed (Vu t t) 133.00 mph ba l is orng dpe tension-control ,rect-tens,on-,nd i cator are NOT required redturn-of-nut, calibrated wrench, twist-off-tInstal int i on w the building configuration shown on these drawings. The Metal Building Manufacturer will assume no Nom ti not Wind Speed (Vasd) .. 103 mph <IBC section 1609.3 1) inspection requIrements for Snug T I ght Bolts (Spec I f i cation for 5 n responsibility for any loads applied to the building not indicated on these drawings Sery a ceab e l i ty W,nd Speed 79 mph Structural.l Joints Section 9 1) e s suggested w ^ c Wind Exposure Category C m o Foundation Design Internal Pressure Coef (GCpI) 0. 18/-0 18 Design criteria as noted is as given within order documents and Is applied The Metal Building Manufacturer is not responsible for the design, materials and workmanship of the Loads for conponents not provided by building manufacturer in general accordance with the app l,cable provisions of the model code = t o foundation Anchor rod plans prepared by the manufacturer are intended to show only location, Corner Areas conn 5 40' of corner) 42 37 psF pressure -56 74 psf suction and/or specification Indicated Neither the metal building manufacturer " i o c~i he Other Areas 42 37 psf pressure -45 96 psf suction on nor the certifying engineer neer declares or attests that the loads as AN diameter and projection of the anchor rods required to attach the Metal Building System to t $ These values are the maximum values required based on a 10 sq ft area designated are proper for local provisions that may apply or For site o to foundation It is the responsibility of the end customer to ensure that adequate provisions ore Components with larger ureas may have lower wind f ands spec proji f i c paraneters The design criteria i s supe l I ed by the builder, o o v1 made for specifying rod embedment, bearing values, tie rods and or other associated items embedded in the concrete foundation, as well as foundation design for the loads imposed by the Seismic consect owner, or an Architect and/or Engineer of Record for the overs l t df Of [onstruction project m Co � a,Of Metal Building System, other imposed loads, and the bearing capacity of the sail and other Seismic Importance Factor (le) 1.00 % 9 Z Z ❑ conditions of the building site (MBMA O6 Sections 322 and A3) Seismic Design Category .. B This metal bue ld,ng system s designed as enclosed, All exterior �� 20 0 Soil Site Class D Stiff Soll components (i.e. doors, windows, vents, etc.) must be designed to 0 0 Ss ...... .. 0 156 g Sds .. 0 166 g withstand the specified wind loading for the design of components m� iE S1 .. .. 0 056 g Sail ... 0 090 9 and cladding in accordance with the specified budding code. N_ o- Annlysis Procedure .. Equ,valent Lateral Force }•t Y`N N Column Line All Framed openings, walk doors, and open areas shot( be located in Basic Force Resisting System H the bay and elevation as shown in the erection drawings. The V Response Modification Coefficient (R) 3 00 cutting or removal of girts shown an the erection drawings z Seismic Response Coefficient (Cs) 0.06 due to the addition of framed openings, walk doors, or.open areas Design Base Shear ,n kips (V) 6 30 not shown may void the design certifications supplied y the metal Basic Structural System (From ASCE 7-10 Table 12 2-1) buti ldtng manufacturer J ` H - Steel System not Specifically Detailed for Seismic Resistance :D This �Jobs,te is located in a hurricane prone region with wind speeds o E i FM Loss Prevention Data Sheet 1-28 Wind Loading of 130 mph or greater In order to ma,ntain the enclosed 1 Roof Assembly classificat,on and design for wind all doors, windows and wall The bu,ldtng s Roof Assembly has been designed per recommended FM mounted light transmitt Ing panels (LTP) provided by the metal El❑ Approved Class 1-60 minimum Field Wind Ratings building manufacturer shall be protected by Impact resistant coverings ? All roof panels supplied by the metal budding manufacture have The material may include but tis not limited to 7/16 structural wood met the requirements of Class 1 Panel Roof per FM Approval panels as proscribed by the local building code The customer's z Standard 4471 for fire, wind, foot traffic, hail damage resistance, Design Professional, not metal building manufacturer engineer, Is and uplift pressure testing. All roof panels meet FM Approval hail responsible for determining the adequacy of material acting as the resistance ratting for Severe (S or SH). The RoofNav Assembly No impact resistant covering by others and attachment to the material •Jo Z h 's 16871-0-0 for DLOK panel. This RoofNav Assembly provides a maximum provided by the metal building manufacturer This structure has not been 0 -Z a, FM Field Wind Rating of 1-60.The prescriptive method from 3. 1.5.3.0 of designed to withstand the adchttonal internal pressure required by z c FM Data Sheet 1-31 has been used to satisfy the increased wind rating Code as a part,ally enclosed condition in the absence OF impact `a requirements of the perimeter and corner zones resistant coverings U of ¢ o` FM Loss Prevention Data Sheet 1-54 Snow Loading Using 7 x 7 eave gutter with 4 x 5 downspouts, the roof drainage Scale- NOT TO SCALE system has been designed using the method outlined In the MBMA The building design has incorporated the recommended minimum Metal Bu,ld,ng Systems Manual Downspout locations have not been Drown by. CLS 3/8/18 Roof Loads per FM Dnta Sheet 1-54 for New Construction The flat located on these drawings. The downspouts are to be placed on Checked by. BKR 3/16/18 roof sloped roof snow (Cs=1) used for design was 16 94 psF. the building s,dewalls at a spacing not to exceed 53 8 Feet with the first downspout from both ends of the gutter run within Project Engineer. CLH 26.9 feet of the end. Downspout spacing that does not exceed the maximum spacing will be In compliance with the building code Job Number- 16-8-17539 The gutter and downspout system as provided by the manufacturer Ts designed to accommodate 6 in/ rainfall intensity DEFLECTION CRITERIA Sheet Number E7 of 12 The application of mezzanine loads different from those described below could The engineer whose seal void warranties and certifications as they apply to 9 the mate—at supp I,ed by metal building manufacturer. appears hereon is an employee The material supplied by the manufacturer has been designed with the Dead Load 50 psf for the manufacturer for the following minimum deflection cr i ter i a. The actual. deflection may be Live Load 100 psf materials described herein. Said less depending on actual load and actual member length Collateral load 5 psf seal or certification is limited Partition load 0 psf to the products designed and BUILDING DEFLECTION LIMITS.... .. BLDG-A manufactured by manufacturer Stair r loads at the mezzanine ex open ti ngs between frame [ones 3 and only The undersigned engineer is Roof Limits Rafters Purlins Panels 4 of building A shall not exceed 1 9 kips _______________________________ ________ _______ ____ not the overall engineer of Leve L/ 240 240 240 The collateral load shall be attached to the bottom chord of the record for this project Snow L/ 240 240 240 bar,loists at panel points only. Serviceability Wind L/ '240 240 240 Materials su lied b metal building manufacturer for this mezzanine Chris Lee Hickman, P.E Total Gravity L/ 240 240 240 PP y 9 New York P E 095636 Total Uplift L/ 240 240 240 have not been evaluated for vibration serviceability due to human activities, including effects on sensitive equipment. DRs11c EN5T3A --- -_- Frame ------L—ts ---- -------- Mezzanine framing by metal building manufacturer has not been _____________ __------ BUILDING D E SCRIP TIONS Leve H/ 240 fabricated with any camber Manufacturer is not responsible for Snow H/ 240 any addettonal shoring or support that may be required to prevent Building ID Width Length Height Slope Serv,ceablt,ty Wind H/ 240 ponding during the placement of concrete. Any and all requirements Buildin A 54'-0 60-0 19'-0 4 12 Seismic Drift H/ 40 for shorting and support shall be provided by the Engineer of Record, Total Gravity- H/ 240 not the metal building manufacturer J"0 A325 BOLT GRIP TABLE Service Selsmtc H/ 240 The cold form members on building A side A-D designed by the metal Wall L,m,ts Limit building manufacturer do not provide structural support at the top OF NEfy GRIP LENGTH BOLT LENGTH NOTE FULL THREAD ------------------------------ -------- of the wall system not Furnished by the metal building manufacturer. QBE_vee Nya_rp ENGAGEMENT IS DEEMED TO - i 9 0 TO 9/16- 1 1 4" FT Total Wind Panels L/ 240 �e t a 4R / / HAVE BEEN MET WHEN THE Total Wind Girts L/ 240 'A 1.fs Over 9/16" TO 1 1/16" 1 3/4" F T. END OF THE BOLT IS FLUSH Total Wend EW Columns L/ 240 = r WITH THE FACE OF THE NUT -- Over 1 1/16" TO 1 5/16" 2" hd •� a��.,� The Service Seismic Limit as shown ere es at service level loas Over 1 5/16" TO 1 9/16" 2 1/4" 0 Over 1 9/16" TO 1 13/16" 2 1/2" POF SHER REQUIRED ONLY WHEN SPECIFIED. SHER MAY BE LOCATED UNDER HEAD WASHER i 13/16" TO 2 1/16" 2 3/4" BOLT. UNDERNUT, OR AT BOTH AT svbe—z a1 se<bm,7209 of me E—bm va.of m•stat•of LOCATIONS OF BOLTS LONGER THAN 2 3/4" LOCATIONS NOTED ON ERECTION DRAWINGS Neu Yoiii slates Nal,t es a v,diatmn If mss la"fm any Dmsm ADD 5 32" FOR EACH WASHER TO Fniess acing vmdr me—11m or a b<medd Drofassimd NOTED ON ERECTION DRAWINGS / g.i m dim me<mtmle of m,e dmvenmt m my,my If m MATERIAL THICKNESS TO DETERMINE GRIP nem b-9 me s•m o1 m mg—,v inlaid me dt.9 F T DENOTES FULLY THREADED <ngiaaar mai M.m me.tem ne tied dm me aotalim•dtmm e by fdio"ed by m:v9not—aid Inti dote of such dtmobm and sae<,re de:mwbm a/me dnmam., SPLICE BOLT TABLE o CONN. QTY. SIZE TYPE HARDENED BEVELED CLIPS WASHERS WASHERS _ U GA (4) } X 2} A325 B&N 8 0 (2) SA134 m (8) 4 X 2 A325 B&N 8 0 GB (6) }X 2 A325 B&N 6 0 (2) CL163 y CP 2.5 (P CP (3) 43 X 2} A325 B&N 6 0 T 60'-0 OUT/OUT OF STEEL GC (9) 3 X 2} A325 B&N 18 0 (2) SA133 1, (4) i X 2} A325 B&N 8 0 (2) SA134 4" 79•-6 20'-0 19'-8 4" (2) X 2 A325 B&N 4 0 GD (3) X 73 A325 B&N 0 0 10'-6a" 9'-5r GE (6) X 1} A325 B&N 0 0 0 GF (4) X 1} A325 B&N 0 0 CA GB4J D AS/E9- GCGp ig GH (3) J X 2} A325 B&N 6 0 (2) SA133 n (6) X 2 A325 B&N 6 0 7 m 0 BM48 W18X35 'X" ENO BM38 W12X79 J1 v I "B8/E9" L �______________________J1_____________________________ 0 Y 1 in J1 _ II n _ ? I mN 9D N 17 0 O I io e < o: _I 3 v7 < ^� o Ir ____ __________________J1__________________________m_ W U n a : V) a ______ ______________________J1----------------------------- .�. "BB/EB" I 0 � o w ^ J1 N Y ` ____________________________ "t y `y X" END *NOTE: ALL WASHERS TO BE ON GH BM58 W16X26 "X" END GF 1'-9}" o€ o o F o THE "SLOT SIDE" OF THE CLIPSg3 e BETWEEN THE BOLT HEAD /NUT (COLUMN GE GE 'm o aI c WHERE APPLICABLE. "A8/Eg" m o"•�'• m�_ z r E W ❑ �{ 20 0 u 0 0 30'-2" N V p 7 7 o oW � Z 0 o I � v aN Z O 3Z O On Q T J Z C I I W w 3 v y w > o scale NOT TO SCALE Drown by. CLS 3/8/18 Checked by BKR 3/16/18 Project Engineer CLH Job Number- 16—B-17539 Sheet Number. E8 of 12 The engineer whose seal appears hereon is an employee for the manufacturer for the materials described hereinSaid seal or certification is hmded to the products designed and manufactured by manufacturer only The undersigned engineer Is not the overall engineer of record for this project Chris Lee Hickman, P E a New York P E. 095636 DRSrIC ENST2A MEZZANINE FRAMING PLAN �¢of Nf1y r iE SWC Q = TAG END `�7ar �`�A1•.. —� n EWB KEY PLAN EWD N. S bdrsan 2 of Section 7209 of Ne E-1-La.of Ibo Slate of Nor Yoh slates Nal it,s o wolatwn of this law fa any Anson Mess be.—,andn Ne Meclion of a b .00 PnfcvmM En9nceg to alter Ue—lints of Mo do—wt m ony.ay If an Clem—1.1 Ne seal of--g.—b Mined Ne dtermg SWA en9lneer sboo ofric to the item Ms——Ina nototwn'alt—d by Wlo—d by-sgnatare and the to of—Mlombo and spoofs descnpt—of Ne ollnabon OY/PROJECTS\XDS—V7-04-00 FRAME = Active/ENG/16-8-17539/verO2—clhickman/BLDG—A/Drftg/xO2L Active/ENG/16-8-17539/verO2—clhickman/BLDG—A/Drftg/xO2R 10/13/17 16 23 36 10/13/17 16 23 36 APPROXIMATE MEMBER WEIGHTS -x OY/PROJECTS\XDS—V7-04-00 FB SET= Eng/16—B-17539/verO2—clhtckmon/BLDG—A/Orftg/xO2L U PART MARK WEIGHT GENERAL NOTEST 11 FRAME CLEARANCES SHOWN ARE APPROXIMATE AND RIC 643 m'` MAY VARY DUE TO CONDITIONS (DEFLECTION) RID 668 VERTICAL CLEARANCE DIMENSIONS ARE FROM CF1CB 478 FINISHED FLOOR REFERENCE ELEVATION CFIO 457 CF7 CA 478 i 4� 7'-4 2,5� J 12 4" o �5 4', �s 12 4 A�\tib 1jB 14., y O 4•� !s 4'11 t 1t8 4'11 2c� 4'11h5 0156 0 X 0 2 2 6 6 p X p 25 SO y2 2a X 6 7 p k 0 is6 60 2—6 "4.913 _ 60 2•-6 029 2_-V V rn .IO X 03-15 NS ORFS NS RFS 1299X 6� �t5 k o 0 0 SO 12 0 X 0156 r- B c'rn '4'0 0156 0 k 0 t 85 m 6 0 X 0 5 NS�R FS NSFORF-S 6 0 X 0.37 C 2E 2E n 0 p � N g4G FB o U NS OR'FSNS OR N & o FOR FS R1O RIO N FOg4E NS S RFS E z A a 0 LJ LJ� —0 O (^ p 0 C N fn 1 C' — B 3E 1F D 3E 2F No c SII 275 X 0.5 50'-41 2.75 X 0.3125 1'-8} m x cC Ekt 0 o mi N m0 Om N U d� m i`L° to W O 1-1 ElZ z F In N N O U N C7 L O Z h W n m W Q U m m oW Z 3 m M m N W O W NO I N W U m fx Oj x m o_ x Scale: NOT TO SCALE 0 b C5 m I I _ Dro m x Wx `^ �� x m m Checked by BKR 3/16/18 O1 vj 4 wn y. CLS 3/8/18 o m0 — Om o In m wZ II- w Project Engineer. CLH m m o o m Job Number 16-8-17539 I x x I e) < m `� Sheet Number Ell of 12 N m n The engineer whose seal O 0 appears hereon is an employee for the manufacturer for the 0 o materials described herein Said m m o o seal or certification Is limited 1 I to the products designed and a < manufactured by manufacturer IN FL only The undersigned engineer is not the overall engineer of LV record for this project In p 3 A A 1" t` 3 o Chris Lee Hickman, P E New York PE 095636 8146 8� ottsrtC EN512A 27'-0 27'-0 54'-0 OUT OUT OF STEEL of NEW 1 �p ya4 e t.EE H/ck O'Q CF1 CB O F L 2 CF7 DDJI CF1 CA ®F.L. 3 CROSS SECTION AT FRAME LINES "2" THRU. "3" PLATE SIZE TABLE SPLICE BOLT TABLE HARDENED BEVELED CONN LOW SIDE HIGH SIDE CITY SIZE TYPE WAS WASHERS wcsJ eF A 6 8a 1 SuDeiaaion 2 or Seebm 72.11 of Ne Eeecoeon Le.of me stet,of B 6 X 0 5 X 2'-6} 6 X 0.5 X 2'-61 (8) } X 2" A325 B&N 0 0 u,.YM states Nat rt is for D siol,tmn o!Nh lee ony person Ness nen tn9..—Ne Obeel(dl of a❑cense, nsne�, ProfesaaIf C 6 X 0.5 X 2'-61 6 X 0 5 X 2'-61 (8) } X 2" A325 B&N 0 0 cm aim the—t—If tnm eeeemm,t n eny.ey if ttvn Demnq Ne sed of rn mgmeer[v mtQee me mtcng engF<er snmi all,b be Item Dls seal ono Ne nol,Gon'Nteree D 6 X 0 5 X 2'-4, 16 X 0 5 X 2'-3}J (10) X 2" A325 B&N 0 1 0 by fmip.,e by- ig—t—ene tn,mt,of sunt eft-- ana _'fi ee.a 0-or tet mteronon. •— DENOTES: CLIP LOCATION ' SC90 AT 8' PURLINS U SC42 AT 10' PURLINS SC94 AT 12" PURLINS 60'-0 OUT OUT OF STEEL 4" 19'-8 20'-0 19'—B 4" c 0 g KBA71 &KBAIE KBA1D & KBAIE KBAIK &KBAIE (TYP) KSA70 & KBAIE KBAII & KBAIE P-35 KBA1H & KBAIE (TYP) P-34 V p KBAIJ 8X3.SZ74BA1C � P-32TYP. P-31 TYP. P-29 TYP K13AIC 8X3 SZ14KBAlJ P-35 BA7 n BX25Z73 (T�_)OO BX2.5ZI6 OO(np)8X25Z73 ¢ BA1 P-34 F64 8X3 5Z14 KBAtA n BA1 BAI 8X3.5Z14 F. P-35 <BAlB ¢ ¢ KBAIE P-34 a 8X3 5Z14 KBAIA I I a:5 S, :5 KBA1 8X3 5Z14 I I I AIA KBAt I y of P-35 n KBA1G I inn P-34 0l o 8X3.5Z14 a j 8X3 5274 a, AIA I I KBA7 1 0 N AIA I Lys I KBA1 i, 0 P-35 m KBAtG ¢ 8X3.SZ14 I 6,Q�p9 j 8X3 5Z14 I WB: « m AIAt'F KBA7 ko I P_33 l i `.I p-30 FR4W ^ o 8X2 SZ13 8X2.5Z13 I n o AIA m OaOOC KBA1 i S c P-34 8X35214 j KBA1G I mORPC 1 a- 8X3.5Z14 I o `° $ to `o AIA I I KBA7 A. P-33 P-305 0 w I P-35 KBA1 0 8X2 5213 8X2 5213 KBA1 J m xo m Lr f— n KBAIE — n P-34 rww- c l r E z to BX3.5Z14 KBAI KBA1 8X3 5Z14 rn 5�'` 2 m ❑ o , I P-35 KBA7 P-34 0 n KBA1F I I n KBA7 0 {— m 0 8X3.SZ74 yN N8X3.5Z14 KBAt LrI F —` o ------- PC80 (TYP)-- ----- ------- ---- I I Q N P-34 KBA7 n — n KBA7 p_35 I I 8X3 5ZI4 KBA7 D KBA1F I 'I KBA7 8X3 SZ14 e P-34 KBA1 a KBAIF n KBA1 P-35 a w 1 8X3 5Z14 KBA1 o P-25 P-28 KBA1 8X3.5Z14 z ❑ ❑ 8X3.5Z14 8X3 U14 fn AIAm I wR I m KBA1A 1 I- N�.. Ll m P-34 a KBA1G I e 08ppC 1 n P-35 —78/m'�f o Z . 8X3.5Z74 o BRgC f`` o SX3.5Z14 �l �,N Q q 14 AIA KBA7 P-25 P-28 w wa 8X3 5Z74 j.\ i j 8X3 5Z14 4 I v in g p I<BAIA m OpO�� m KBA1 P-34 n o I p0�P�' I o n P-35 ¢� Scale. NOT TO SCALE a KBA1G yfi,9� a. wx Drawn by. CLS 3/8/18 ¢ 8X3.5Z74 m 0 8X3.SZ14 m Checked b BKR 3/16/18 I� A1A I .'�. I KBA1 Y Project Engineer. CLH o I AIA I I KBAtA I Job Number. 16—B-17539 I P-34 n m o °i 8X3.5Z14 KBA1G CL8X3.5Z14 a' Sheet Number: E2 of 12 AIA I I KBA7 I The engineer whose seal I I I appears hereon is an employee for the manufacturer for the P35 P-34 BA1B a¢ KBA1A ¢ KBA1„� _ materials described herein Said I 8X3 SZ74 BA18 > > KBA7 8X3.5Z74 seal or certification is limited to he roducts P-34 BA7 n �`` n BAI P-35 4 manufactured designed tu ed bymanufacturer SX3.5Z14 <SA1 KBA1A (TYP)®OR P-26 TYP. ®®(TYP Bq7 8X3 SZ14 only.The undersigned engineer is P-24 TYP. P-27 TYP. FB4 1 not the overall engineer of KBAIJP_34 BA1C a 8X35Z14 8X3.5Z74 8X3 5Z14 a KBA1 p-35 KBA1J record for this project K8A1H & KBAIE(TYP)L-'8X3.5Z14 8X3.5Z74 n Chns Lee Hickman, RE ¢ ¢ New York P.E 095636 KBA71 &KBAtE KBA1D & KBAIE KBAIK &KBAIE(TYP) KBA1D & KBAIE KBA11 &KBAIE oasTic ENsnA ROOF FRAMING PLAN �S,or NFGy Y ^Q \S LEE Ht 0 SWC �� s �1ar Eye KEY PLAN EwD ZEE SECTION LAP TABLEjy- SYMBOL LAP LENGTH SYMBOL LAP LENGTH oAh s SubC—w z of S—c 7309 of me Eaombon La.or me state of —0'-0," T 2'-54" Ne.ion.emcee mat a rs a—Um of inn m.for any Deism Ners nes«log.—me dV pionr a Iittnsea ProfernmI, V 3'-1 Engne>.m inter me omteots of inn ea«amens N my.ay u m Clem bearing me zed of m—g.—U a— me oilemq 1'-5J" REFER TO CF01122 en9—coon mra m me uem bh.em ono me nal- -int>ea b�fono.ea b bn.� SWA r 9nab.re ono me ante of teraam ma epea1r.aesmpbm at me aterobm f APP 0 ED AS NOTED DATE: B.P. FEE: BY: TRUSS PLACARDING REQUIRED <NOTIFY_ BUILDING DEPARTM AT 765-1802 8 AM TO 4 PM FOR THE FOLLOWING INSPECTIONS: 11-.=FOUNDATION - TWO REQUIRED FOR POURED CONCRETE 2,'ROUGH - FRAMING &,PLUMBING 3. INSULATION ELECTRICAL 4. FINAL - CONSTRUCTION MUST INSPECTION REQUIRED BE COMPLETE FOR C.O. ALL CONSTRUCTION SHALL MEET THE REQUIREMENTS OF THE CODES OF NEW YORK STATE. NOT RESPONSIBLE FOR DESIGN OR CONSTRUCTION ERRORS. ,44RE INSPECTION: COMPLY WITH ALL CODES OF €QUIRE(D BEFORE NG NEW YO K STATE & TOWN CODES ` ` AS REQ RED AND CONDITIONS OF SOUTHOLD TOWN ZBA y 9.49C DO NOT PROCEED WITH FRAWN0`UNTIL SURVEY ,.OF FOUNDATION LOCATION, OCCUPANCY OR HAS BEEN APPROVED. `USE IS UNLAWFUL WITHOUT CERTIFICATE OF OCCUPANCY DRAINAGE INSPECTIONS ARE REOUIRED All exterior lighting Contact TOS Engineering at 763-1560 before Backfill,OR Provide Engineer's Certification installed,replaced or that the drainage has been Installed to Code. repaired shall conform to Chapter 172 of the Town Code Z N/0/F N/0/F EXISTING THE COLONIAL VILLAGE AT SOUTHOLD INC. EXISTING 00 THE COLONIAL VILLAGE AT SOUTHOLD INC. RELOCATED EXISTING FRAME GARAGE EXISTING MASONRY BLDG. TO BE REMOVED n FRAME HOUSE TO BE REMOVED LIGHTPOLE TO BE REMOVED y z Ln m o M x o 1 00 O f ff om om Zm mm �, ?m ZO CJ�1 m v - m �z no FRAME GARAGE 239.33' �`z' 0 o N 69°01 '40" E LIGHT 185.00' N 69°08' 10" E 100.43' FE N 74° 18 20 E Zm zm F28N w CHAIN LINK FENCE ;� 23 7 LIGHT LIGHT /POS FE EL.28.5 0.4 N CHAIN LINK FENCE----, WIRE FENCE CHAIN LINK FENCE S3 `` POST LIGHT POST r POST EDGE OF ASPHALT 0.4'N. CHAIN LINK FENCE - 285 GRASS \0 EDGE OF ASP �4 FE, CMF LINE OF HEDGES ) 0.5'N C.B. O UTILITY POLE HEDGE 0.2'S! ® EL.28.9 0.6'E. Q EDGE OF ASPHALT ;j C B G B HP CONDUITS C. C.B. � �; ® EL.29.5 EDGE OF ASPHALT O POLE LIGHT LIGHT ® EL.213.B @LIGHT POLE EL.28.5 NEW PA�/ED N 69°01 '40 " E 6B' %,o ASPHALT o ' "P o Cri ;y�� 10.01 ' Z EL.29.4 t/� 00 DRIVEWAY 0 (7, © TC: 29.5' BC: 29.0' ® E L28.6 00 �CHAI LINK FEN E AROUND EDGE OF ASPHALT m . , 2) 2 J GRASS m ".... .. 7 O LIGHT CON RETE • !. EBA `✓'•- v� -•-•-•`�- �2 C� W DUM STER PAD TC: 29.2 " a "TC: 29.5' sET R R 12 20.2 ��—. . y��. �-------- POST BC: 28.7',. ` C. 29.08 HEDGE ROW FRAME O z < . m ® EL.28.5 o GARAGE ' _ EXISTING FUEL TANK + Q` <' ` '' S 75° 14'24" W FRAME HOUSE 126.50' LIGHT • POLE ASPHALT PARKING AND TO BE RELOCATED ? .' 54'x60' NEW ,^ m V/ DRIVEWAY TO SE F.E-PA\/ED ACCESSORY . � 9 Ffd �� ,.• °:•�G x�0' GON <;; GARAGE � FF EL. 2c(.2' GRASS (n " N/O/F A}�j ZON n•0..,+oa O) 6 F & G HOLDING Corp. 0 4 L EXI5TING CURBS (NO PLUMBING OR TOILETS) 3 O N AND SITE .. O V FEATURES TO O GAS METER EX I ST 1 NCS BE REMOVED � � y ° EXISTING RAIN AREA R.. . �, 29.0' : " ` FRAME SHED ucHr C. 28.5'° `: - TC: 29.5 TO BE REMOVED u POST UTILITY POLE NE V G.B. CbniC:':MWN':•'':.''.-'..':.+:': ':MULCH'` ��'•. 27 ®EL.28.3 EL.28.0 . ® NEW LOCATION .. 'S. �! ; :'',.,,f•.".':'.< ;'ia';;;,;;,.;t...':;.,�..'�'.:.' i( :;'..; 1 �' SET REBAR EL.27.8 ® i CHICKEN 0.6'S. EL.28.0 EL.28.0 FOR EXISTIN COOP WIRE FENCE FUEL TANKS o N S qz 7 5°47'0 4" W o m FENCE. oZC 0 • 118.00' LIGHT CONC. MON. POLE Z LIGHT • POLE v� (A N/0/F o J JOEL DAL Y w o COVER m 0) � 0o z NEW ELEC. 6 (3) c B' B. B. GRASS m J SPARE UT i C B CB. CONDUITS BY O z ELECTRIC m C.B. C.B. Q I CONTRACTOR EL.27.0 ETl NEW 0 0 JJJ PAVING TO THI5 CHAIN LINK FENCE AROUND FE. OIN CONCRETE CELL TOWER EQUIPMENT 1.0'E. A/Cs CONC. MON. El STAIRS STEEL o ❑ STAIRS NEW PAVING TO rc: 27.s' � TC: 27.7' x 34.4' METAL THI5 POINT BC: 27.2' CO 'S ° CONDUIT LIGHT @LIGHT 0 62.3' O• POLE @ POLE POLE '3 Q HYDRANT-) ' ' ` FIN FL R. EL. 27.6 STETOWER 4'0 1 EL CELL MAIN ROAD � � � . n TO CONC. BASE NEW 1�4°WATER 25 ) SVG. TO NEW BUILDING BY G.G. h LIGHT POST ON CONC. SLAB o z U) 0 LIGHT (�\O z m @ POLE 'b, 0 C SURVEY OF PROPERTY " 00 0 '- m z C: m METAL SI T UA TE m COVERS z x y nm SOUTHOLD z O vm m h o In 1 & 2 STY ° ELEC.CRETE TOWN O F SOUTHOLD METER BRICK FIREHOUSE SUFFOLK COUNTY, NEW YORK LIGHT FIN FL R. EL. 27.5 GRASS �� POST @ POLE h S .C. TAX No . 1000 - 62-01 - 19 . 1 GAS ON CONC.R SCALE 1 "=20 9 JULY 119 2017 STAND z PIPE b MARCH 30, 2018 REVISED FOR ZBA APPLICATION E: x m m m n z CONCRETE E m n LIGHT WATER Q POLE _m � AREA = 1 1 1 ,048 sq. ft. METER _ 2.549 ac. _30.0' 59.2' 37.3' LIGHT n 0 POST I 0 L �- M m FE/HALL PREPARED IN ACCORDANCE WITH THE MINIMUM c O. E. STANDARDS FOR TITLE SURVEYS AS ESTABLISHED FLAGBY THE L.I.A.L.S. AND APPROVED AND ADOPTED FOR SUCH USE BY THE NEW YORK STATE LAND -.... TITLE ASSOCIATION. F��dl feyieWed docu ents POLE � 9 Pepk�9pY frpmrr�ZBA 13NJ A Re File 71_7 ] 7 "/ 0 Pd ,t�� O O W Date: / Z p W p IW O c� ra AA:F; N HEDGE I CONCRETE BRICK/STONE o 2.4'W. I I WALL AROUND SIGN 0 @ LIGHT OO ' POLE (/ 0 8.85' 256.15' FE C �O/L-E/W 0.6'S. CONCRETE WALL- CONC. S/w CONC./ASPHLT COR.CONC. p CONC. WALK EL.25.2 ° ' 99EL.25.2 UTILITY POLE ^ (D,-UTILITY POLE 285,29' UTILITY POLE A�~ .�`N.Y.S. Lic. No. 50467 S 6 8 5 9 20 W F -UTILITY POLE 11 EDGE OF PAVEMENT EDGE OF PAVEMENT aw EDGE OF PAVEMENT CALm TCH UNAUTHORIZED ALTERATION OR ADDITION Nathan Taft Corwin TO THIS SURVEY IS A VIOLATION OF SECTION 7209 OF THE NEW YORK STATE CATCH CATCH BASIN EDUCATION LAW. BASIN BASIN COPIES OF THIS SURVEY MAP NOT BEARING Land Surveyor THE LAND SURVEYOR'S INKED SEAL OR EMBOSSED SEAL SHALL NOT BE CONSIDERED T o \t� C TI A VALID TRUE COPY. 1'®'A�III ( S . II NOTES. CERTIFICATIONS INDICATED HEREON SHALL RUN Successor To: Stanley J. Isaksen, Jr. L.S. /0 ONLY TO THE PERSON FOR WHOM THE SURVEY Joseph A. Ingegno L.S. 1 . ELEVATIONS SHOWN THUS: IS HE XX.X ARE REFERENCED TO FIRST FLOOR ELEVATION TITLE COM PANY,NGOVOER GOVERNMENTAL AGENCYS BEHALF TO ANDTitle Surveys — Subdivisions — Site Plans — Construction Layout OF EXISTING FIREHOUSE BEING ELEVATION 27.5' LENDING INSTITUTION LISTED HEREON, AND TO THE ASSIGNEES OF THE LENDING INSTI— PHONE (631)727-2090 Fax (631)727-1727 TUTION. CERTIFICATIONS ARE NOT TRANSFERABLE. OFFICES LOCATED AT MAILING ADDRESS THE EXISTENCE OF RIGHT OF WAYS 1586 Main Road P.O. Box 16 AND/OR EASEMENTS OF RECORD, IF ANY, NOT SHOWN ARE NOT GUARANTEED. Jamesport, New York 11947 Jamesport, New York 11947 37-195A DATE: ISSUE 06-1-2017 ISSUED FOR BIDDING 11-29-2017 ISSUED FOR BUILDING PERMIT APPROVAL OF STORMWATER MANAGEMENT CoKTROL PLAN -ToWtfpode C p 36 Date: 'Z"l Approved by: EROSION & SEDIMENT CONTROLS Shall include but not be limited to: A well maintained Construction Entrance, Wire Backed Silt Fencing,stabilization & Seeding of exposed and/or inactive soils. DRAINAGE INSPECTIONS ARE REQUIRED Contact TOS Engineering at 765-1560 before Backfill, OR Provide Engineer's Certification that the drainage has been installed to Code. Aw SEAL: �. .ED Rcy�r �Z s NO• 17163 T�rF OF N 6W CAST IRON COVER OR GRATE SEE PLAN FOR DETAILS PAVING PER PROJECT )P AT SPECIFICATIONS , �, N w o qS Q W Z QQC\j^ a � s N 12" SDR. 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"A T11 I��T d O ,�Q I,s O ,5�.��d►S �1�II�I d�d T w ( �-wolIi10� Url . . ••'' 0M a70HJn0S JY S�PI?IA 7f?No70t� SX.L bllbtls 00 o/ Z 'DNI `molgi nOS 1 V N011 d(JOda00 Sl NVN31 -30V��IA WINMOD DATE: ISSUE 06-1-20117 ISSUED FOR BIDDING II-2Q-2011f ISSUED POR BUILDING PERMIT 0I-03-2011 ISSUED FOR MA APPLICATION AND REVIEW COLONIAL VILLAGE TENANTS CORPORATION AT SOUTHOLD, INC. 2 rim CoLomm rn a it Lazoco nra m EEX nnNNG� ExIW SLIPS. .. c 16H LTPOLE TOO BE72Y ¢ 'o �'' N69�1'40"E 185.00' N69108'10"E 100.43' LIGHT LIGHT LIGHT (n O 239.33 F .°° � • • M � FRAME GARAGE � � Q POST LIGHT POST POST FF 0. N 74 18 20 E g ati•, POST-, EDGE OF ASPHALT (O:PN CHAIN LINK FENCE ®EL285 .4%J a5w aw"unc rr�cc •�TFNCE 2eK tuM FENCE o - 0.6E C CMF UNE OF HEDGES O U71LlTY POLE HEDGE 0.2 S' ____ ____ ? J GRASS „ EDGE OF ASPHALT ®EZ.28.9 u EDGE OF ASPHALT ��pp, EDGE OF ASPHALT r- ------------ + I I�(2)NEW SPARE • ~ 6.8' El-29.5 ® 'QIEL288 OO LIGHT I LIGHT 1 I AB. B. cowwrs N69'0140 E NEW DRAIN 29.08 11 NEW DRAIN ��;e.28.3 A 1 EY 28.3 , Ez29.4 POLE --� i AREA "B" - II AREA "G„ NEW PAVED t O pm 10.01' --- I �, .�\ �, rc° 2s.5' ASPHALT �, 28.5 �t�F I - I I I _ _ LL �` `� ar 29.0' DRIVEWAY ®E.28.p I I I I CH INK U K E LIGHTAROUND C II EDGE OF ASPHALT GRASS Y POST DU PS NCRE 1 it' _ ' '.: _. s -- ---- - - - _ IER PAD I 1 I I TC;.X29.2 I I n '1I 11 - gg r=- T=- -I �EIC:'•28.T 2 ®EL28.5 ,I L_ I II I I I I I 11 •. Cr 29.08 P9.08 ^� 1 p it I I i I I p '\ '• J GARAGE" P� ASPHALT PARKING AND �I -� li i NEIN DRAIN I i 1 :,� ` ': 54'x60' NEW S 7S'1424" W FRAME NOUSE r 128.50 SEAL: o DRIVEWAY TO BE RE-PAVED "� h I AREA "A° I H II I GARAGE T EFtED GAS ii t f'RC7N .' FF EL.292' GRASS F a OLDr \�� EXISTING CURBS 11 G HOLDING Corp. ME AND SITE I r (NO PLUMBING OR TOILZM) tp OD L IT RAIN AREA 1C z'a. .7jTz9. POST nA" 1 C,. * N UTILITY �C Z14. :? : 'BG. 9.08t I N C.B. r GI ®EZ2B.3 EL2 .0 i' ^; ``. `M11E[ f'' '';_,. ,... O (E)f.27.1 NEW LOCATION '=f-. r : _ % .,�:. 3 ®EL.28.0 FCR EMS p+cuEn" o e s t F MON. �' ^ O 716 COOP w�FENCE t ) / ucHr i At rrUELTANKST cow_um S 75'47'04" W 118.00' � 1 ATF of dE� JG� •POLE r OLELCAST IRON COVER OR I Q COVER i j BC 28.01 p En y mg=r GRATE O i O i I a SEE PLAN FOR DE �4�NG PER PR0.IEGT Z uctlr n ,�,ELEc.�rs� C.B. �a. Vie. o Posr z' CB. SPARE �� ; GRASS H.D. DOME TOP AT SPECIFICATIONS COwmITs BY 1 1 r- C.B. c . , / ELECTRIC q / I l l I y �^ P�DDITIONAL DR�IN,4GE G/hLGULATIONS cu zI I O , CONTRo,CTOR �� ` ` tO� ALL LOGATIO Q W M 0%T/G�\ O�� ELv.o DRAIN AREA "A" „ - Z 0 Z - To THISEL27.6 CHAIN LINK FENCE AROUND W 12 SDR BETWEE _ I 1� I � CELL TOWER EQUIPMENT 1.0E ' Z N Q O 00 AWNING r/c EXISTING AREA - 34,015 SF POOLS AND FROM ° `° m T/c STARS Ec.2z3 SC 27.7' TC' 2Z9' CMF 34,015 SF x .16 = 5,442.4 OF ROOF DRAINS (N 12" SDR. J w O y O EL.27.7 34.4' /// NEW PAVING TO ^ R I CONC. m ETAL /,, THS POINT BC. 27.2' BC 27.4'comoor - Y } STEPS 62.3 O YDRAN Lr "u �Po r POLE LIGHT LIGHT EXISTING DRAINAGE - (8) 10' DIA. x 10' DEEP POOLS = 5,415.6 OF = I .�O Q Z Z STEEL CELL `� a FIN FLR. EL 27.6 STEER 4 L 1; � (n U 0 Z coroc. BASE 11 �1 NEW AREA - 8,160 SF LICH / EUILDIINNG B"YY or- 8,160 5F x .16 = 1,305.6 OF w LL POST cE©coroc. SCREEN MESH HRA r t 1_- CV w AT ALL STORM 4 1 o scAa o o PROPOSED NEW DRAINAGE - (2) 10' DIA. x 10' DEEP POOLS = 1,368.4 GF G, I I _w_) S = a OUGHT POOLS UNDER U A POLE a ASPHALT PARKING y m TOTAL REQUIRED GAPAGITY = 6,748 GF O MET L b a TOTAL PROP05ED CAPACITY = 6,842 GF v AREAS i i w Q Z O COVERS a 11i E = I s I i = Q ll DRAIN AREA "B" Q CONCRETE Lp 10'-0" MIN. I ' O Q r ' " o191 BRI.YC FIREHOUSE EC. y O Z NEW DRAINAGE AREA - 3,355 SF !, oLL: I 10 -O MIN. Q ucHr RN FZR. EL 27.5 NEW BUILDING AREA - 3,240 SF FROM ALL DRAINACEi w I FROM ALL DRAINAGE y POST p. LIGHT ►�l 5TRUGTU ES I I 5TRUGTURES z O W ON CONC. G RASS \ GAS METER POLE i i SCREEN MESH ' r Ni T/c -I WRAP AT ALL p O i b TIC EL27.o `< 6,595 SF x .16 = 1,055.2 OF I r ` y EZ 26.6 r........,. • . Z 2 PIPE r GLEAN SAN I i i STORM POOLS f n n PROPOSED NEW DRAINAGE - (2) 10' DIA. x 10' DEEP POOLS = 1,368.4 OF I = i UNDER 57 9 GRAVEL ASPHALT NO CONCRETE / PRE-GAS :..::: ">::...•.`;rf.: <-.>s:,. o WATER . FOOTING AREAS 30.0' 59.2' 37.3' METER LIGHT NEW DRAINAGE AREA - 3,866 SF - - - - - - - - - - - - - - - - - RINGS AT POST POLE 3,866 5F x .16 = 618.56 OF ALL CoR. PARKING •SAG 2 LIr/5 9 FE9 Acc PROPOSED NEW DRAI NAGE - (1) 10' DIA. x 10' DEEP POOL = 684.2 GF AREAS Z POLE' n 3'-O" 101-0° 31-0" } Q C o m LEACHING POOL HEDGE CONCRETE' BR/CK/STUNE O ALL AROUND SIGN FE °P� 57OR1� POOL 1�RA I NAGE ET w of -E/W 8.85' 256.1 ( O .6:� CONCRETE WALL SCALE: N.T.S. } CONC. S/W DNCIASPHLT CO252NC 568.5920"Iff TILITY POLE CONC. COR. CONC. S/W d EL75.2 CONC. LuijEL 253 ( U77UTY POLE .UTILITY POLE T7LITY POLE OL 0 EDGE OF PAVEMENT W CA TCN EDGE OF PAVEMENT CATCH LLLwEDGE OF PAVEMENT C4TCH - BASIN BASIN BASIN Z JOINT SEAL j w MAIN ROAD, S. R. 25) 1 1/2N AFTER COMPACTION � < w IL Q NYS TYPE Al WEARING IL � 51 TE FLAN COURSE EASE EDGE AND BRUSH F U A - FINISH GURB O SCALE: I"= 30'-O" PROVIDE EXP JOINT 6„ 3 IN CURBS © MAX. 20'-0" 20'-0" 20'-0" INTERVALS RUN REBAR o THRU JT. (2) #5 24 LONG x CL W/ BOND BREAK ONE #6 BAR 24" LONG AT 12° SIDE OF JOINT ° 0 'e j/ I-I/2" NYS IA O.G. IN CENTER B A EXISTING _ PROJECT #: WEARING PROVIDE BOND BREAKE I/2" EXP. JT. FULL HT. TO " BUILDING n . \\ i COURSE ONE SIDE 1/2" BELOW SURFACE AT PERIMETER W/ (4) 5 GONC. HAUNCH �� _ 4 q �� - I�OCJ.O PROVIDE SELF BARS WITH #3 TIE5 ® �j\\�j �j\\�j\ ° LEVELING SEALER 12" O.G. TYPICAL \ DRAWN BY: 4" NY5 A5PHA�LT BINDER e BI DER COURSE �a CAD FILE: d 4 d d a 6" RGA BASE DRAWING#: � � Lj 4 a C= 140 0 P a o � e" R A 1 °0\'I °o 1°�� a°, c�a°,�6 ,��°o - Baa �a°1 a°, � � # 5 Reo OM Cor T. iol_oll iol_oll iol_oll \�G 12" x 12" GONG. HAUNCH AT 10" THICK GONG. SLAB W/ �D PERIMETER W/ (4) #5 BARS #5 ® 12" EACH WAY TOP TY�• TYP. TYP. WITH #3 TIES ® 12" O.G. BOTTOM TYPICAL GURBS TO BE 4000 P TYPICAL GONG. TYP. JUN 2 8 2018 E OE 01= ASF AL DE7A 1 NEA PAV I IN IS= FARIK I NO 57R I P I NO DE"7A I L. rU"gaGD11VT. SCALE: 1"= 1'-0" = I 1-011 Tolvall Q"�f,o",�©LD I L. SCALE: 3/16"= I'-O" 12" METAL KEYED DATE: ISSUE 06-1 -2017 ISSUED FOR CONTROL JOINT BY BOMETALS OR EQUAL BIDDING 12"x12" HAUNCH W/ (4) #4 © 24" EXTEND 24" 11 -29-2017 ISSUED FOR #5 CONT. & #3 TIES @ INTO SLAB EACH WAY W/ BUILDING PERMIT 12" BOND BREAKER 1 SIDE 07-12-2018 REVISED PER BUILDING / #5 REBAR 10" SLAB W _ a _ . a a _ �- - -d DEPARTMENT REVIEW 8" EACH WAY TOP & d 4 Q d BOTTOM (TYP.) _ _ _•- _ _ a9 d � = -'- - - 6 MIL. VAPOR BARRIER FULLY COMPACTED 6" - - - - - A ( 13 ( c ) D RCA 18,-6" 16'-0" 18'-6" G>2 2IV I L 10IIVT DETAII- 54'-0" 10 d [T� F4 — — F4 a 1 - - _ - - -- - - '- - - - - - H I � � a. I a S < 1 I SEAL: F4 I I aI 16"xl6" PIER w/ s;a 0 I (8) #5 VERT. & �c'�� SE #3 TIES @8.. co ( I I I #6 HAIRPIN 12'-0" LONG ® lb REINF. SET INTO „ , I ` SLAB & TIED ° 0 1 Cj I I I AROUND PIER REINF. I ® ° � � I �� 163 rn I ( CONST. JOINTI I or EW I I II SEE DETAIL A I ( d B l ® ° °. ® °I ®� METAL WALL PANEL w - 0 #6 HAIRPIN 10” a Z-GIRT Q z z r J L BELOW TOP OF PIER , I ALUM. 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WAY A I L DETAIL C SCALE: 1-1/2$o = 1'-0" ,DING DFPT' DATE: ISSUE 06-1-2017 ISSUED FOR BIDDING II-241-2017 ISSUED FOR BUILDIN6 PERMIT PRE-ENC I NEERED END HALL 07-12-2018 REVISED PER BUILDIN6 DEPARTMENT COMMENTS 5�I-'-O" 1&1-611 18T @ 11 " I6'-6" 05-2-2015 REVISED MEZZANINE HEADROOM INFO HVAG EXHAUST IN GABLE 0 W12XI4LL Jr T05 +10'-9" T-1 UP IQR ® 7" ON ILIR ® 7" llll �8gft ft — _ - - LI I I STORAC E o 1 I I MEZZANINE I O ° I EL+ 11'4" I LIVE LOAD x 71 p 12K3 I 100 # 15F I Lc _ ® 2411 OIG I I T05 +10'-9" N I I AUG 1 6 2018 1 tV x ° O W L N X I O I -� FRAME ALL I I L.. ..:, d- + �- WHERE BOTTOM "2a D OF BEAM 1 PROJEGT5 13ELOhI, -l'-O" CLEAR. — — — — — — — I — — — — — — — - i --t- 5TL CLEAR SPAN C71 R SEAL: I I I I HEADROOM MOOMUM I k, SAF Ff 5 E ciJ I ACTUAL 7'-3" I � ,58 ft 6" 145A ® 12" ; O I Q OL FRAMED HAL - — W/ " PLYHOO IY s'jq 163 WI2XI4 O EAGH 51DE T� of , w T05 +10'-9° GOX31 I O Lu E Z � 3'-O"Wx4'-O" 2 0" V-0" [2-0 6,�� OMEN TO BELON ! Q z ZD z Lu w - . I O A-4.1 1 I Q -i <r Of LL UI C ^ Y o>-- 1 zw STL CLEAR 5PAN 51R I-- O Z _ i W w Q 1 UJ ~ N LU = m I I I z > 1 I w < ,. I2K3 0 24" OIG �.. FIRE I T05 +10'-9" TV EXTINGUISHER i d HVAGryf— INTAKE LOUVER Q MAX TRAVEL 015TANGE PEr CODE: 300'/ ACTUAL: 149' I OVER I DOOR vj 14' x 14' O.H.D I .14' x 14' O.H.D 14' x 14' O.H.D EXIT 51ON Z W/EMEROENGY L15HTIN5 (� ,-oil 14'-o" 2'-O" 14 -oil I-oil I �_o it I_0 u o �n PRE-ENGINEERED END HALL H/ 3: +� HEADE1z5 AT O.H.D. a A A FLAN .2 ® 50 . T) 1`ii�oliil`1` ZZAN l NAN (6:25 50 . T) Q a g �J Ib 11 I'-oil 11� I'-oiliJ-- z cs� IL F— cn NOTE: o a ` I . BUILDING IS UN HEATED DRY STORAGE AND IS NOT CONDITIONED �' o BUILDING DESIGN GRITERIA U 2. GARAGE IS CATEGORY 11 NONRESIDENTIAL ACCESSORY STORAGE z OGGUPANGY GLASSIFIGATION: 52 (DRY STORAGE) BUILDING AND IS NOT USED FOR EMERGENCY RESPONSE VEHICLES :E3U I LD I NC GON5TRUGTI ON TYPE : 2B LPROJECT#: I'10b.01 OGGUPANGY LOAD (I NGLUD I NC MEZZANINE) : 5,82-7SF/200 = I cl PEOPLE BU I LD I NC R I S< GATE(50 )': 11 (STORA(5E) CAD FILE: HIND SPEED LOAD MINIMUM: 150 MPH 5 ON LOAD 25 PSF bRAWING#: 5E 15M I G 51 TE GLA551 F I GATI ON : GLASS D EXITS REGU I REI 1 EXIT REGU I RED FOR OGGUPANG I ES UP TO 2cf PEOPLE (IBG TABLE 100ro .2 . 1) DATE: ISSUE 06-01 -2017 ISSUED FOR BIDDING 11 -29-2017 ISSUED FOR BUILDING PERMIT 12 07-12-2018 REVISED 14 PER BUILDING 2 DEPARTMENT COMMENTS 3 LINE OF MEZZ. BEYOND 4 4 + ® i\ /r 0 ® ® S 1-111 , O O O O ^ SEAL: - - - - — - - - - - - - - - - - - - - - - I - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - Q \� . SEiy TFC, a NORTH ELEV. WEST ( FRONT) ELEV. ��,�. 3/16„ = 1 1-O,f 3/16„ _ 1 '-0,,, ,FEW cv W O Q W z Q. ... ..: Lo Q Q N Q 12 -1r- Y Wo TYP 4 °- ) 0 2 — NO o3�: oz (n U Of � w L0 LIJt NW LuJ zQ w cn ® _z Q 5 I I 5 I Vo w O � wcn SOUTH ELEV. EAST REAR ELEV. z � 0 o F_ 3/16 = 1 —0 3/16" = 1 '-0" < 0 ry > opo w O ' w = cn � U LEN GEN D: Q 1- 3�: 0 0 PRE—ENGINEERED ROOF PANELS BUILDING SYSTEM O 10'-0" WIDE X 8'-0" HIGH RAYNOR TC320 INSULATED w z Q ENDWALK TRIM OVERHEAD DOOR WITH (3) 14" X 42" LITES, MOTORIZED 0 3) CONTOUR GUTTER W/ EAVE CLOSURE DOOR OPENER, BOTTOM SAFETY SWITCH, THREE BUTTON ® PRE—ENGINEERED SIDE WALL & END WALL BUILDING CONTOUR AND (2) REMOTE OPENERS SYSTEM PR©UECT#: 1706.01 14'-0" WIDE X 14'-0" HIGH RAYNOR TC320 INSULATED � -�" 5Q ELDORADO STONE FINISH W/ SCRATCH COAT, 4 WIRE OVERHEAD DOOR WITH (9) 14" X 42" LITES, MOTORIZED MESH AND VAPOR BARRIER, 3/4" DENZ GLASS SHEATHING DOOR OPENER, BOTTOM SAFETY SWITCH, THREE BUTTON CAD FILE: CONTOUR AND (2) REMOTE OPENERS S 3 X 7 14 GA H.M. DOOR & FRAME W/ 5"X20" VISION DRAWING#: PANEL, (3) 5" STAINLESS STEEL HINGE, RIM PANIC DORMA 9700, CLOSER NORTON, ELECTRIC STRIKE HES 9500 LBM, REESE 5284D SADDLE & WEATHER STRIPPING DATE: ISSUE 6-01-2011 155UED FOR BIDDIN II-2a-2017 15%ED FOR BUILDING PERMIT 01-12-2018 REVI5ED PER BUTLERIB II 0 ROOF BUILDING DEPARTMENT 3/4 THREADED GOMMENT5 SYSTEM WITH INSULATION n ACRYLIC COATED EYE BOLT THRU 05-2-2018 REVI5ED PER (ENDWALL BUTLERIB II 0 ROOF GALVANIZED FACTORY BOX BEAM W/ „ „ MEZZANINE DIMFN51ONS STRUCTURAL LINE SYSTEM WITH INSULATION PUNCHED Z-PURLIN 3 3X1 4�� (2) 2 x 8 146A wI/ x / WASHER 140A PLATE TOP 4 ENDWALL TRIMSIDEWALL OVER TOP OF I I I I BOTTOM BOX BEAM STRUCTURAL LINE BEAM $ BOLTED I I I I WALL ADAPTER SKY-WEB II® FALL CONTOUR GUTTER " PROTECTION & INSULATION I OR EAVE TRIM 4 14 CA STUD © 12" — SUPPORT SYSTEM �z OG FRAME WALL UP e 3/4" AG PLYWOOD 0 o ACRYLIC COATED EAVE CLOSURE TO PURLINS I �� I BOTH 51 DES, ENDS, SKY-WEB II® FALL GALVANIZED FACTORY EAVE STRUT PROTECTION & INSULATION 56 X4�, FIBERGLASS PUNCHED Z-PURLIN SUPPORT SYSTEM ON MEZZ. 51DE I OPEN I AND AT OPENING i I PAINT FINISH INSULATION FIBERGLASS PROVIDE METAL AND VAPOR ENDWALL POST INSULATION BRAGKETS AND ( _ RETARDER AND VAPOR RETARDER NO REMOVEABLE 2° D (_�Z BUTLER WALL SYSTEM PIPE RAIL WITH FLUOROPOLYMER BUTLER WALL SYSTEM COATING. (BUTLERIB II) ® - — WITH FLUOROPOLYMER IF COATING. (BUTLERIB II , ® AUG 1 6 2018 ° ° ° ° SHADOWALL, STYLWALL II 0 ° ° J.LAND THERMAWALL) - BM n7NTG DEPT. RAILING PER 2" AFF �U T .t.,=••", ; °,; 'Ty i "C" OR "Z" GIRT(SHOWN) DETAIL B m GIRT SPACING VARIES AS PER EAVE HEIGHT, ' ` -- / WIND LOAD CRITERIA AND a„ ANGLESEAL: WALL PANEL TYPE. 1 ,x A ,x xx ABOVE LAB y C OR Z SIDEWALL GIRT 5TL BEAM ��'��' R� APO ;;ooks '' � (SHOWN), GIRT SPACING _ �'�� '��, 3/4 HIGH IMPACT GYP. BD. � � . , VARIES AS PER EAVE HEIGHT, I/4" STL PLATE WIND LOAD CRITERIA AND - R19 INSULATION WALL PANEL TYPE. AI L OU � DO ^ 7A INFILL ® FLANGES SIMULATED STONE FINISH FLUSH W/ ANGLE 4�1 a 6" 14 GA. STUD ®24" o 3/4 HIGH IMPACT GYP. BD. SCALE: I/2" = I'-O" �,, n' �t�' 1 d r R19 INSULATION op �t- 6" 14 GA. STUD @ 24" (OPTIONAL FLOOR LINE OPTIONAL CLOSURE CLOSURE FLOOR LINE • C14 w - FOUNDATIQN AS REQUIRED FOUNDATION AS REQUIRED ,Q W � � FIN. BY LOCAL CONDITIONS FIN. 1 jBY LOCAL CONDITIONS Lo z FLR. ° FLR. I-I/2" RAILING z > °a ° <N OBASEBASE TRIM TRIM a3/4n VERT ® 4n 0 BASE ANGLE BASE ANGLE "o z COLUMN BASE PLATES COLUMN BASE PLATES MAY BE RECESSED U r z BELOW FINISHED FLOOR MAY BE RECESSED 11/2"VERT ® 6-0" w tt> BELOW FINISHED FLOOR I C\J w NZ J = _ l� Ll 7A I L BALL D 7A I L m z ry > SCALE. I/2 V-0"" SGALE: 1/2" = 1'-0" w Qf TUBE TO BE IN5TALLED PRIOR TO 1 1/2" RAIL SLAB TO RELIEVE LL RAILING Z 4" CONC. _ 5LAB 9xaxl/4 ANGLE i (11% D.D.) SOM 40 PIPE � IZ RAILS, 14 (Ila 0.1111.) SOM 00� Di a IPC TRM CKETS �l3AX O/C MAX a ( CLEAR SPACIW2 v 811 r1Mu () :z ccmAllQ w O + SGALE: w MEZZ > LEVEL `�;' �- V A LuIf � OCv � O FRAME HALL ► AT 5LO'ED 2, CDK FILL _ BEAM LE55 TREAD IN 12 CA tU THAN T—O" _ KETAL STAIR PAW 2 --i HEADROOM u- i Ov 1-0 wtu � TREAD PAR SWW •° +° °• °- '• R, 316 -�TYP r L1x0 TYP `'�L11140400i sCL 77777. t12x2x s o '' °•• '' •° PRQJECT#: (706.01 �•{�:` STRI * ,•• •o •• CAD FILE: L34x"%4_3 °••11v• ° CLOM V/ 40% Dia x0-4 1-2 � Q,• TYP DRAWING#: EXP EMT 5EECTION A, 7R="A:;� AND ANA I L ( L SCALE: N.T.S. DATE: ISSUE 06-01-2011 ISSUED Z FOR BIDDING °o COLONIAL VILLAGE TENANTS CORPORATION AT SOUTHOLD, INC. 0 GN7R. SHALL DISC. EXIST. ELECT FROM STORAGE o N69"01 '40"E 185.00N69'08'10'E 100.4,3' BLDG. LIGHT LIGHT LIGHT FE. o POST LIGHT POST /POST POST 4,N ELEGTRIGAL N0.5'N1EDGE OF ASPHALT ( (aCHAIN LINK FENCE 0.6'E. GMF LINE OF� HEDGES UTILITY POLE HEDGE 0.2 S. O I. ALL WORK SHALL BE PERFORMED AND INSTALLED IN' J EDGE OF ASPHALT EDGE OF ASPHALT ACCORDANCE WITH THE LATEST EDITION OF THE NATIONAL N69*01'40"E 6 8' °uGHT O LIGH POLE ex�sn,ve ELECTRIC CODE AND ANY OTHER 6OVERNIN6 CODES OR 10. 01 � FE POLE EDGE OF ASPHALT TO :: O D REMOVDp STANDARDS HAVING JURISDICTION. RELIEVE ASPHALT :`- Z -0 2. ALL ELECTRICAL EGU IPMENT SHALL BE GROUNDED IN BERM �� ACCORDANCE WITH ARTICLE 250 OF THE NATIONAL �CHA/NK LINK FENCE SEE DETAIL THIS PACS `�- 18.3' C�1 � �' � ELECTRIC. GORE. LIGHT AROUND CONCRETE _ RY s POSE DUMPS7ER PAD ST. .y OARAGr O EXIST' 1� 3. CONTRACTOR SHALL PAY FOR AND 5EGURE ALL CNTR. SHALL LOCATE uEL TANKS �-:� UNDERI^lRITERS GERTIFIGATES. EXIST FEEDS FOR PUMPS -_-_ LIGHT (� C� n &L TG AND REFEED FRO ALP-17,f 9,21 ; :• 4"C(W/DRAGs)wrR. POLE Rl ,O LIGHT NEW GARAGE PANEL `= 4"C(W/bRAGS)GAS r � O 4. ALL WIRE GABLE SHALL BE CORUMMS5 OTHERWISE POLE 43/0+1 6 "C(PNL."ALP") C "< INDIGATED. ALL GIRGUIT RUNS TO CONTAIN 3 KlRr:5 UNLE55 p C(W /ACCESS/TELE/sUR .� Z NOTED OTHERWISE. ASPHALT PARKINO AND - 2-4"C(W/DRAGS) l O � GAS ORI\/EY�l.4Y TO B R�-P�4VD _ _ Z �p 5. COORDINATE LOCATION OF RECEPTACLES WITH SEAL. METE >r - + �:_�'�:mss•=.�1:. `•�_i.:�`c`_- J'w'�'�b:i'.ss� � • - ��r _ a::.:ae moi-•y�� j lV RRGHITEOr. 6. ALL SWITCHES AND REGEPTAGLES ARE TO BE 0 LIGHT _7; _ _ :. ._.;:a_._:-, n RECE55ED UNLESS NOTED OTHER'NI SE. O POST UTILITY POLE -: -�� '` =��-- =r~' '° •` ^� � �' ;U O LIGHT ALL EXPOSED WIRING TO BE IN CONDUIT UNLESS C,,1 EL ?8.3 �ti i_=SJ` � ' �{---_V �� .y }; POLE OTHERN15E I NDI GATED SEE SPECS. * A{i ' . ,:,. O :.: - `:; -; Y; r; CMF ELEGTRIGAL GONTRAGTOR SHALL COORDINATE His `_i�.;_ �•�_,- _ , _��: SFE. WORK I�11TH OTHER TRADES AND COORDINATE THE 1 _ Ily /1 5C H]EDULIN6 OF HIS WORK WITH THE OTHER GONTRACTORS. LIGHT �-: •�•r-:r-�'4=�� ::�='_ =- .,:x:�.�- � • POLE ELECTRICAL CNTRSHALL NEW LOCATION FOR EXIST SUPPLY & INSTALL ALL LIGHT POLE CNTR SHALL � (/) O Q. THE ELECTRICAL CONTRACTOR SHALL SUPPLY 4 INSTALL N n MANHOLES TO FACILITATE EXTEND WIRING TO NEW ~ � w o O Z o � ALL POWER FOR HVAC EQUIPMENT AND GOORDI NATE � O RUNS POLE LOACTION o Q W ''� Z o� LIGHT Z a IN5TALLATION WITH GONTRAGTOR. _ z ';� w - ? POST Z Gi z c^v Q ]� 10. PROVIDE ALL TEMPORARY LIGHT AND POWER Q Q Lu 0 Rl:-GUIRED FOR THE DURATION OF THE PR.OJEGT. — z >_ FE. I�• ELECTRIGAL CONTRACTOR SHALL MAKE ARRANGEMENTS O Z D CONCRETE � A/Cs tot I�IITH UTILITY FOR NEW SERVICE AND GO-ORDINATE � U � W L o z AWN/NG SQL WITH UTILITY AND PAY FOR ALL COSTS W F_ - w STAIRS CMF ASSOCIATED WITH SAME. .__I _ 111111111111 U HYDRANT 12, ELECTRICAL CONTRACTOR SHALL MAKE ARRANGEMENTS0� >_ STEEL CELL HITH UTILITY FOR DISGONNEGT AND REMOVAL OF ALL W Q D TOWER 4'0 NNUN. CABLE EXISTING ELEGTRICAL SERVICE it ENERGIZE NEW . (n CONC. BASE Q p TO REMOTE ANNUN. C? NEW 150KW � n BY ELECT. CNTR. . r� CTL.PNL. (] LIGHT CENERA LOCATION R t�� BH ELECT. CNTR SHALL O POST n vl h BAT SUPPLY & INS TALL z_ CAP cp BH SWIGH REINFORCEDI-- m CONCRETE- PAD CAP bo 5),""ME30L 1— I ST OMDP-13,15,17 EXIST OP-S Q SYMBOL DEGORI PTION 4# 4 A 1E2G-TELE,"C POLE 3 6-3/4 C TO 6 - TO SURVEILLANCE BATT CHGR.IN COMPR.RM. n, FLUORESCENT OR INGANI7E5GENT LIGHTING & SURVEILLANCE SYS CAP Z O r� VER/FY LOCS AT SITE CAP #350MCM+1#11OG-3 1/2"G FIXTURE_ A = FIXTURE TYPE (SEE SCHEDULE-) Z 2SETS TO A11T0 TRANSF. SW. y ( ) Z a 32 32 = CIRCUIT POWERED FROM NEW 4�50G CDTS TO �] a = INDICATES 5WITGH GONTROLED BY � � IN EXIST/NG COTS TO EXISTING TRANS"S"AND Z NEW 800A SERVICE SW. CONCRETE CONTRACTOR SHALL4 . 11 JACK EXIS71NG O y E, EXIS7IN SWl TCHB(ARD ) ELEC DRII VEWA Y FOR NEW AL n� EXIT LIGHT EXISTING 4 350 MCM 2SETS TO BE DISC. AND REMo O x OVED METER SERVICE INSTALLATION C LIGHT EMERGENCY LIGHTING POST EXISTING 800A EXIST. R s►� I�r� \ UNIT = TRANS"S" TO BE REFED GAS METER LIGHT O SINGLE POLE LIGHT SNITCH (� O t n AND REUSED FOR NEW ON CONC. POLE ►� g Q a = I NDI GATE5 LIC�HT5 CONTROLLED —1 800A SERVICE NOS �y (MOUNTED AT 48 TO TOP OE 54ITGH UNLE55 (?THERHI5E Nc TED) tt Q ELECTRICAL CONTRACTOR SHALL SUPPLY THREE WAY 5WITGH Q j� 53 a = INDICATES LIGHTS CONTROLLED tl1 Z 1 8c z S�r PORTABLE SELF CONTAINED 10OKW 3P 1' : Z BRICK FIR-EHO USE EMERGENCY GENERATOR FOR DORAT/ON r (MOUNTED AT 48"TO TOP OF 5WITGH UNLESS OTHERWISE NOTED) IL 2 OF SERVICE OUTAGE INCLUDING ALL O C� FIN FLIM. EL. 2"7. 5 Q� DUPLEX RECEPTACLE GROUNDING TYPE, � _v -! � Imo, SUPERVISION.TEMPORAYCONNECTIONS,FUEL AND I� (MOUNTED AT 24"TO TOP OF REGP. UNLESS OTHERWI SE NO D) D- Q l ' TO EMERGENCY GENERA TOR o rW M CONTROL PANEL CONCRETE n (4 DUPLEX REGI=PTAGLE (ORANC-7E) (5ROUNDINO Q } FEXIST TYPE (GOMPUTER TYPIC Q o WA TER LIGHT p y 30.D' 59.2' �? 37.3' METER POLE 41500 MCM-3 J"C. Ot9 QUAD REGEPTAGLE GROUNDING TYPE, (MOUNTED LIGHT e 2 SETS REQUIRED ELECTRICAL (MOUNTED AT 24"TO TOP OF REGP. UNLESS OTHERWISE NO D) POST CONTRACTOR SHALL INCLUDE ALL NEW EMERGENCY GENERATOR EXCA VA 71ON AND BACKF/L L DUPLEX REGEPTAGLE (GROUND FAULT V Z REMOTE ANNUN IN DISPA TCHEXISTING 4 CONE DUITS SHALL BE •� (NTERUPTER TYP ) VERIFY LOC. AND ROUTING � RE-USED IF POSSIBLE(W/EXISTING c = DENOTES COUNTER HEIGHT (VERIFY HEIGHT ®FLAG Ar St TE. n� 350MCM CABLE REMOVED AND WITH ARCHITECT,) Lu cu 0 POLE NEW )OMCMPULLED IN ITS PLACE(TYP 2 HOMERUN TO DES16NATED PANEL OR BOARD 0 cn c HEDGE o �„ SLASHES INDICATE NUMBER OF WIRES. cL 2.4'W. C 0 NC RE =7 w BRICK/STONE ARROW5 INDICATE NUMBER OF CIRCUITS. EXIST. ALL AROUND SIGN WITGH FUSED (SIZE AS INDIGATED) PROJECT#: CONTRACTOR SHALL LIGHT D15CONNEGT 5 O I706.OI LEAVE SUFFICIENT POLE I SLACK CABLE FOR O JUNCTION BOX (SIZE AS REQUIRED) U77LI TY CO CONNS A T 5 85 TOP OF POLE TYP.2 0.6S CONCRETE WA44 ` 255- 15" 914T WIND-UP TIMER SWITC-14 CAD FILE: CONC. S/W S68759P20"wJ/nuTYPOLE 285,29CONC. S/W COMBO STARTER D15G 5W. ulw � �" DRAWING#: 0.-UTILITY POLE UiLu o.UnLITY POLE ,-U77LITY POLE LIU p 5T HOR-515RATED SNITGH CA TCH EDGE OF PAVEMENT CA TCH EDGE OF PAVEMENT CATCH EDGE OF PA VEMENT BASIN BASIN BASIN MAIIV �LO A D 0 0 DATE: ISSUE 4#50OMGM-3 1/2"G (25ETS)TO 0(9-01-201-7 ISSUED VTILTY POLE VNPER6ROUND1=0R B I DD I NC GNTR SMALL REUSE EXIST. GDTS IP POSSIBLE LCICATI ON Furnish and install one 1 new Cummins/Onan generator set,model 150GFPA,rated at 150 KW, ALL EXISTING c5ENeRATOR RU Generator Set Specification SMALL BE alsG. � REMovE:D PANEL BOARD MI��(N�W) NEW GARAGE ( ) UNLESS GNTR. RE-USE5120/208 volt,3 phase,4 wire,60 hertz, 1800 RPM,for operation on natural gas fuel,with automatic eX1STINry TRANS"s, TO ESE'. R:Uset TYPE - BRANCH BREAKERS BOLT-O>� N0. OF POLES 30 changeover to natural gas fuel,as distributed by Cummins Power Systems LLC,890 Zerega Avenue,Bronx, ,+SND REWIRED FOR NEW SERYIGE BUS SIZE 500A NEUTRAL MAIN LUGS 4#500+1#1/0& NY,phone 718-502-1274.Package to include the factory standard accessories plus the following: VOLTS 1201208V. PHASE 304H CYCLES 60 DOOR REO'D YES MAIN CIRCUIT BREAKER 8008 MAIN LUGS ONLY - MOUNTING SURFACE — 8.8 liter gas engine NE}^T 4++900MGM(25eT8 I�G�) — Nuel consumption shall not exceed 2,043 CFH at full load on natural gas TO BE RUN IN EXISTING 4"G17IY CKT WIRE CKT. LOAD IN WATTS CKT. WIRE CKT - Unit shall operate on a gas pressure of 7- I V H2O GNTR SHALL REMOVE EX15T. t - 12 Volt sartin system,with lead acid batte SERVICE G0t,==TORS NO. DESIGNATION SIZE BKR A 8 C BKI� SIZE DESIGNATION N0. g Y ry,rack and cables 80 amp battery charging alternator 1 EXIST. EM. PNL 3/0 20 40 O EXIST DIST PNL 2 - 10 Amp minimum, 12 VDC, 120 VAC,float type battery charger 3 "EDP" 3/0 3P _ 3P' 50 5WIT6H 4 - Critical exhaust silencer,mounted within the enclosure EXISTING SERYIGE SWITGi-tBDARD TO EE REUSED 5 3/0 - - 500 6 - Engine jacket water heater, 1,500 watts, 120 VAC EXIST. GEN RM_ EATON/CUTLER HAMMER CO. - High ambient, 104 degree F engine mounted radiator and fan GNTR 5HALL D154. 4 REMOVE EXIST.(2)400A 5W5 7 EXIST. 015T. BO. 50040 i 20 12 EMERG GEN-REG S - Vibration isolators,internal pad type ANia REPLAGI= W/l-80CA FUSEfl SWlTGN NEW 4 �/O+l bc5-2"G(ALP) GAT # 316p E I % FILLER PIECE 11 " g p0' 500 3P 3010 EMERO GEN. 10 - Unit mounted Onan UL 508 listed PowerCommand Control Panel featuring a microprocessor based TO NEW SARAee SEE VN& OE-1 11 50 2P' 10 BLOCK HTR5 12 digital control system with the following: - Ido NeW 4A55OMGM+1#16-5"C (2SM1T16) - NEMA 3R controller enclosure TO EME:Re5 GEN SEE DAM #E-I E:XIBTINcS DISTRIBUTION BOARD DISC. 13 NEIN C�ARAC�E 4/0 20 � 20 12 GEN BATT GHG 14 - Over current and short circuit protection 7 5W. TO REMAIN 4 REFER A5 SHOWN 15 PANEL "RLP" 4/0 1 5F _ 20 - SPARE 16 - Single or 3-phase fault regulation NEW .4#500M6Mtl#1106-5 112"G (2SETS) 17 4/0 - _ 20 - SPARE 18 - Overload warning 19 SPACE - 10 - 20) - SPARE 20 - Reverse power shutdown _ - Reverse VAR shutdown _ E 167IN49 r 16TRlBUTION BOARb"DB" 21 - 3P _ 20 - SPARE 22 Excitation fault EXIST. I"`NL"E1'�f" TO REMAIN Q R� AS SHOWN 23 - - _ 20 - 5PARE 24 - Digital display panel SEAL: 25 5PA6E 6 - 601 - 5PA6E 26 - Cyclic cranking control,adjustable NEW 4#3/0+156-2"G NEW 4#5OOMGM+1#1106-5 1/2"G _ - Idle mode control 3P NEW 4#500MGM+I#1/06-3 I/2"G 27 = 3P _ - - 28 - Self diagnostics with LED's for self test `� 29 _ 30 - Run-off-auto switch EXIST�200A AUTO TRANSFERS NEW 800A DISTRIBUTION PANEL 31 32 - Emer enc stop switch GNTR. SHALL D 15G. 4 REMOYE a "MDP"120/2GSY 3P�W Voltmeter/ammeter hose selector switch INGLUDIN6 ALL WIRE 4t GDT. 33 _ 34 P BACK TO EXIST 6ENE:RATOR NEW 4#5OOMGM+I#I/O6-E 1/7"G (25ET5) - Panel lights with 10 minute auto switch 3 SWITCH TO 13E TURNED OVER TO NMosl .400A AUTO 7RAN91=VR 6W. 35 - _ 36 - Digital AC voltage line to line and line to neutral OWNER. 120/208Y 4P,4W 37 _ 38 - Digital AC current by phase 39 - _ 40 - Digital AC kilowatts(total and individual phase) _ - Digital AC kVA(total and individual phase) EXIST. COMP. RM. APPAR,�TUS BAY 41 - 42 - Digital AC kilowatt hours and digital AC power factor TOTAL CONN LOAD - Digital engine oil pressure and oil temperature � U w o REMARKS: Digital engine coolant temperature Q UJ Z —_ Digital engine RPM(tachometer) — z ' W Digital DC battery voltage z N Q ALL E:XI5TIN6 - Digital engine starts counter Q Q ^ w p 6E:NE:RATOR RU 5 Digital engine running hours [Lr� } SHALL BE D15G. REMOVED - OZ w UNLE55 GNTR. n-USES - Start attempt display — Z � KW hours(total since reset) U 0 Z - Load profile display LLJ p Low oil pressure shutdown and re-alarm I— to d GNTR. SHALL DISC. 6 REMOVE - P P cv w EXIST 6E'N AND STORE ON LO - J High engine temperature shutdown and pre-alarm = 1�5 DIRECTED DY' OWNER - _ Low coolant level shutdown U Overspeed shutdown 0 > GNTR. SHALL D 15G. # RFMO - Fail to crank and fail to start(overcrank)shutdowns W ALL EXI5TINt5 SERYIGE C-PT5, Oil pressure sender and water temperature failure warnings (n WIREWAYS ETG WHICH ARE - LONGER USI=D PATOO ALL — Alternator overcurrent,low engine temperature warnings OPENINca5. — Engine overload warning with load shed LL, - High,low and weak battery voltage warnings - Dead battery shutdown z - Four(4)customer selected shutdowns or warnings �-- - Over and under AC voltage and frequency shutdowns - oeticrator ntainiitte circuit breaker,rated 600 amps,mounted in a NEMA I enclosure,complete with Q neutral connection block PART PLAN AT APPARATUS BAY — Isochronous electronic governor - PMG exciter NNTS - 791 starting KVA at 90%sustained voltage ._. - Alternator with 80 Degree rise maximum - Weather protective sound attenuated housing,rated at a maximum of 74.9 dBA at 7 meters and must have doors on three sides for full access. Provide a window on the door in front of the control panel, for viewing with door closed - Enclosure base dimensions shall not exceed 40"W x 95"L.Enclosure overall dimensions shall not exceed 40"W x 167L x 72"H Q U1 - Provide a flexible fuel line and a fuel strainers,shipped loose N _ -1 - Two year comprehensive type limited warranty,covering parts and labor for the full two years, t1) JU � includes generator set,enclosure and automatic transfer switch j 0 - Lube oil and antifreeze JU 0 JU - Factory testing at 0.8 power factor Ell - Startup with available connected building load test �- N - REMOTE ANNUNCIATOR LOCATED IN RADIO ROOM W/CABLING Z m z t] �C A Automatic Transfer Switch Specification 0L Furnishand install one(1)new automatic transfer switch,Cummins/Onan model OTPC,as distributed by Cummins Power Systems,Bronx,NY(phone 718-502-1274),rated 800 amps,3 pole,208 volts,3 phase, Z 60 Hz,NEMA I enclosure,including the following: � — Over and under voltage and frequency sensing of both sources N — Withstand and closing rating of 65KATC QL - Adjustable undervoltage sensors with dropout time delay W - Start contacts R1 - Digital display panel Z - Level II microprocessor controller IL - Adjustable time delays stop,transfer,retransfer and stop �. — Neutral bar PROJECT#: I'iDb.Cal - Programmable plant exerciser with load selector switch - Adjustable program transition(time delay neutral) - lnphase monitor that will default to time delay neutral on failure CAD FILE: - Programmed transition(adjustable time delay neutral) - Switch position and source available lights - Two(2)mainshaft auxiliary contacts DRAWING#: - Adjustable voltage imbalance sensing with adjustable time delay - Two year parts and labor warranty - Transfer switch dimensions shall not exceed 68"H x 30"W x 20.6"D. DATE: ISSUE Oro-01-201-7 155UEP FOR B 1 DD I NC `rHIGLE EXHAUST FAN (VEF-I) ;?N5 GFM 2 8 10 10 S L " SEAL: ALP-7 ST (#10) ALP-10,12 Q� r ^ `d, N 12 tp e O1 1 4 2 MEZZANINE NOTE EL+ I I 1_011 ALL Rre r;l'TAGL.-6 IN AFIOARATUS EAke ARE Lu —' 61"1 TYPE! AND MTD AT 56"Alslo Q of W u Z rn . z w rr QQ ^ w � J O n- Ms o INTERLOCK TO FAN 10 � ~ v C/) U Z VEF-I w p 4 VEHICLE EXHAUST ALP-6,8 W — Q -GOMTROL.LER/DETEGTOR N w MOUNTED AT 6D" AFF_ —1 = p U w ZQ ALP-25 BAIL OUT CW T AININO HALL OPEN TO BELOW � z Q PANEL "ALP" ALP-1 ALP-3 ALP-5 (#10) (#10) (#10) TO VEHICLE r *� 4 ALP-9 ALP-11PW ALP-13 6 EXHAUST 2 CONTROLLER } � z ELECTIC ELECTIC ELECTIC D MOTOR REEL # I MOTOR EEL # 2 MOTOR R7EL # 3 —G02 5Y5TEM O.D #1 O.D #2 O.D #3 I MO LOUVER to IL O ALP-2,4 X - IL if I W/P Y_2 4 � D Q S • DS S Q 6 ju u IOAL ALL Do DOOR GONTIZ04-STATI v 9UI�PLIED BY DOOR DOOR 5 BOX I HIFED AMP IN5TAL.L TTYPPIIGA NALLL POOR5 u 5Y rLt-GTRIGAL co"!. TYPICAL_Al-l-DOORS O PROJECT#: ('106.01 =ARA=E fli..AN MEZZANINE PLAN 3/16"= 1'-0" 3/1611= 1'-0" CAD FILE: DRAWING#: DATE: ISSUE 06-01-201-1 155UPO POR B 1010 1 NO 13 MEZZANINE I d d A-b b A A e I e A I m m I I I G15 B ' ° I d d A b A A ( A SEAL: J e e G B B �� F• EN °r MEZZANINE d a ART OF ALP-16y_ AizT OF AL P-I6 BAIL OUT TRAINING WALL OPEN TO BELOW Q w � z B w ZN Q � c c d J t o °- K) O ART OF ALP-18 Cn v (YO z ALF-166 B w L0 Q w _ N W P � U � � I d zQ > p ZONAL TO REMOTE �IONAL TO REMOTE w rtr WIRELE55 5WITGH F lelIPELE55 5NITGH "d" ART OF ALF-18 z J ry . D E 51 G NAL TO PONER E3B B g Q PACK OF LTS CONTROLLED ART OF � d— ALP-lb d 5f ri O BAY DOOM EXT. ) f D f N DN TO 5D f Df n � LT5. f"IN APP BAY } lul � M ZZAN I NE FL-AN �* SARAOE FLAN LIGHTING FIXTURE SCHEDULE TYPE DESCRIPTION v A 4' LED SURFACE MTD.JN/FRISMATiG ACRYLIC, LENS � �D LUMAX LT6#CDL-Lr=V&3L-35K-4a-a-FOA Q � O 5 4' LED PENDANT STEM MTD.JN/PRISMATIC ACRYLIC LEN6 LUMAX LT6#C37L-LEi763L-3!�K-4a-01-FOA LIGHTING SENSOR LEGEND o �' x IL z 4' LED WALL MT17.Vd/FKI5MATIC ACRYLIC LENS YMBOL DESCRIPTION p LUMAX I�Oi"1 T=M?=KATl.PZ OGGUPI=D/UNOGGUf"Ir-D LT6. 5�N50R w � � a ® HARDYYARE LVrWX# LOS-GIFT--1000 Lu K O D LED TYPE WALL PACK j^I/SELF CONTAINED PHOTO CELL p PoVNR PACK To MATCH 5MWK5. � SARRON LT6 # TLED-NPM-42-VS-4K ❑ LUTRON 0 PP-aNv RnMOT= P41RELESS LIGHTING CONTROL E .ESE F GD TAINEM BATITERIES MT6 AS PER PLANSUNTINC 5 WTFON �► TO MATGI-F 5Y5T�M PROJECT#: -7ab.41 5r41ZRON LT6#NYg00-U CAD FILE: DRAWING#: DATE: ISSUE 06-01-201-7 155UED EOR BIDDING A z O MEZZANINE EL+ 11'-0" DGD � • •, ESEAL: D �e�r Q4 .`sE Fpm AZ ct abo k. BAIL OUT N w TRAINING WALL 0 O FEN. TO BEL O lel .. - z � w -- << w a� r o >- %0 Q w E— o z c/) v w ,t, < w U Of ED ED z Q Fy w IRE ALARM PANEL ALP-15 ! z I-- A2 DGD 'w ,x 14' x 14' 0.H1:> m=1 14' x 14' 04D 14' x 14' 0H.D + 5%roM50,l.m Lim 15T TELEPHONE OUTI-ET(MTP.02'-O"AFF) N W = WALL MTD. (MTD.664"AFI✓) L - iu ELECTRICAL CONTRACTOR WILL SUPPLY' ANI7 INSTALL 2GAT b WIRE GREY FROM EACH TELEPHONE Fit J� I OUTLET TO MEZZANINE FLOOR COMPUTER RM NE 5ARA5E FLAN�, TERMINATE AT PUNCH BLOCf< � " ( � N 5116 I '-D" EXTERIOR POOR ELECTRIC 5TRIKr= 3/ib"= I'-O" ® i- z B CARD READER(MTD. 0 48 AFF)WHERE AFFLICABL t- W IL Q � SECURITY CAMERA = DENOTES TYPE OF CAMERA(OUTDOOR) u V N 2 = DENOTES TYPE OF CAMERA(I ND00R) o Z I7GD DOOR CONTROL DEV'IGE ,ql ©ENOTE5 POOR NUMBER AS 5HOWN ON RISER L- IACRAM AND PLAN PROJECT#: I'f06.01 HEAT DETECTOR FIRE ALARM PULL 5TATION(MTD.6495"APP) CAD FILE: STR©BE\HORN G©MSIN,ATION(MTD.@SO ,AFF) DRAWING#: QL] 5TROBECMTD. ® 8©",AFP) DATE: ISSUE 06-01-2011 155UEID FOR B 1 DD I NO LOCATION PANEL BOARD ALF L�NEHCATOCATGARAGE Dem Generator Set Specification Furnish and install one(1)new Cummins/Onan generator set,model 150GFPA,rated at 150 KW, TYPE - ____70_0ABRANCH BREAKERS BOLT-ON NO. OF POLES 42 DGD 120/208 volt,3 phase,4 wire,60 hertz, 1800 RPM,for operation on natural gas fuel,with automatic BUS SIZE NEUTRAL 200AMAIN LUGS 4#3/0+1#167changeover to natural gas fuel,as distributed by Cummins Power Systems LLC,890 Zerega Avenue,Bronx, VOLTS 120/20&V. PHASE 341,4P4 CYCLES b0 DOOR REQ'D YE5 NY,phone 718-502-1274.Package to include the factory standard accessories plus the following: MAIN CIRCUIT BREAKER - MAIN LUGS ONLY - MOUNTING SURFAGE - Minimum 8.8 liter gas engine CKT WIRE CKT. LOAD IN WATTS CKT. WIRE CKT. - Fuel consumption shall not exceed 2,043 CFH at full load on natural gas ND. DESIGNATION SIZE BKR A B C BKR SIZE DESIGNATION NO. - Unit shall operate on a gas pressure of 7- 11"H2O 1 M_O_ DOOR # I 10 30 2 20 i 2 BAY BEGS 2 = g20 amp olt start ingcharein,with lead alternator cid battery,rack and cables 3 M.O. DDDR 2 10 30 2O o0 20 12 BAY REC5 4 p battery charging 10 Amp minimum, 12 VDC, 120 VAC,float type battery charger 2x18ANS gyp, - Critical exhaust silencer,mounted within the enclosure 5 M.O. DOOR # 3 IO 30 2 loo 2D 12 BAY REGS 6 �rs�ws ��• 6#22,�ws - Engine jacket water heater, 1,500 watts, 120 VAC b*22AW- 2#I6 ,AWr. g 7 M.O. DOOR # 4 10 3020 o 20 12 BAY REGS 8 #16 MO. - High ambient, 104 degree F engine mounted radiator and fan 9 EL-EGTRI G REEL 1 12 20 100 20 12 MEZZ REG5 10 0 Ex rLloa - Vibration isolators,internal pad type 20 12 EXTERIOR sour+t - Unit mounted Onan UL 508 listed PowerCommand Control Panel featuring a microprocessor based 11 ELECTRIC REEL 12 20 ° MEZZ BEGS 12 NORTH digital control system with the following: 13 ELEGTRIG REEL 12 20 0080 20 - 5PA1zE 14 At _ NEMA 3R controller enclosure 15 EIRE PANEL 12 20 10°80 20 12 MEZZ LTC 16 - Over current and short circuit protection 0 17 EXI5TING TANK5 12 15 8O 50CI 20 12 APP BAY LTG 18 - Single or 3-phase fault regulation - Overload warning O 19 EXISTING TANKS 12 1. I 20 12 OUTDOOR LTG 20 ACCESS SYSTEM RISER - Reverse power shutdown O 21 EXIST TANKS LT6, 12 15 20 - SPARE 22 ROUTE THRU 4' CPT - Reverse VAR shutdown 23 VEF-1 EXH 12 20 qoo 20 - SPARE 24 NT5 - Excitation fault 25 VEH 6ONTROLLER, 12 20 °O 20 - 5PARE 26 - CDigital ranking control,adjustable y panel SEAL: 27 SPARE - 20 - _ 20 - 5PARE 28 _ Idle mode control �gYuo �� Y•\ 29 SPARE - 2 - _ 20 - 5PARE 30 - Self diagnostics with LED's for self test �\a !F• ; N r 31 5PARE - 20- _ 20 - SPARE 32 - Run-off-auto switch`'' ' 33 SPARE - 20 _ _ Emergency stop switch 35 SPARE _ - 20 - SPARE 36 =5PARE 34 Voltmeter/ammeter phase selector switch 20 GAT 6YELLOW GABLE TYPICAL EACH Panel lights with 10 minute auto switch `Digital AC voltage line to line and line to neutral 37 SPARE - 20 - _ 20 - 5PARE 38 - g g 17 RCSaU COAX GABLE EXTERIOR GAM Digital AC current by phase �qTF - ". a{ ,` 39 SPARE - 20 - 20 - SPARE 40 4/G#18 5HLD. - Digital AC kilowatts(total and individual phase) 41 SPARE - 20 - 20 - SPARE 42 - Digital AC kVA(total and individual phase) µ, gQoo '7600 8,300 TOTAL CONN LOAD - Digital AC kilowatt hours and digital AC power factor REMARKS: - Digital engine oil pressure and oil temperature � W o I I I I Digital engine coolant temperature O DENOTES GKT5 BEING USED FOR REFEEDING OF EXISTING OIL TANK G T5 GGN GGN GGN GGN GGN - Digital engine RPM(tachometer) Q z � w — Digital DC battery voltage z r, > APPARATUS APPARATU5 APPARATU5 APPARATUS APPARATU5 - Digital engine starts counter Q Q rc-\j a 11J 0 BAY BAY BAY BAY BAY - Digital engine running hours n ^ � o - Start attempt display r \O Z - KW hours(total since reset) I— v O Z - Load profile display C/) U 0� - - Low oil pressure shutdown and pre-alarm W rn Q - High engine temperature shutdown and pre-alarm W N W - Low coolant level shutdown J U � I ( I I 1 - Overspeed shutdown Q W Fail to crank and fail to start overcrank shutdowns > MEZZ MEZZ — ( ) Z Q � UP 'Et?COINER APPARATUS $AY GGN GGN GGN GGN OG GGN - Oil pressure sender and water temperature failure warnings W MEZZ. MEZZ. EXT•ERI OR EXTERIOR EXTERIOR EXTERIOR - Alternator overcurrent,low engine temperature warnings Engine overload warning with load shed UPPER LONER - High,low and weak battery voltage warnings V- Dead battery shutdown z Four(4)customer selected shutdowns or warnings — ROUTE THRU GI7T - - Over and under AC voltage and frequency shutdowns Generator mainline circuit breaker,rated 600 amps,mounted in a NEMA I enclosure,complete with Q neutral connection S U R V I E L LA N C E SYSTEM RISER g — 15tlCllrtlHtlU'�CiCCtronic rtltliC tlVCPritlC EXT. EXT. MEZZ. — PMG exciter ,. NTH. STH EST. NTS - 791 starting KVA at 90%sustained voltage Alternator with 80 Degree rise maximum Weather protective sound attenuated housing,rated at a maximum of 74.9 dBA at 7 meters and must have doors on three sides for full access. Provide a window on the door in front of the control panel, for viewing with door closed fl[ } Enclosure base dimensions shall not exceed 40"W x 95"L.Enclosure overall dimensions shall not g Z MEZZ MEZZ exceed 40"W x 1671,x 72"H S SAY - Provide a flexible fuel line and a fuel strainers,shipped loose Two year comprehensive type limited warranty,covering parts and labor for the full two years, includes generator set,enclosure and automatic transfer switch �[ Lube oil and antifreeze +!t Factory testing at 0.8 power factor - Startup with available connected building load test 1� REMOTE ANNUNCIATOR LOCATED IN RADIO ROOM W/CABLING x 1Z Q DOOR DOOR MEZZANINE Automatic Transfer Switch Specification Furnish and install one(1)new automatic transfer switch,Cummins/Onan model OTPC,as distributed by Q 5OUTH NORTH Cummins Power Systems,Bronx,NY(phone 718-502-1274),rated 800 amps,3 pole,208 volts,3 phase, UU)) lulu FIRE/SMOKE ALARM ALP-15 60 Hz,NEMA I enclosure,including the following: JU 1L U MAIN RELAY 4 - Over and under voltage and frequency sensing of both sources ELECTRONICS CAB. 2—G,4Tbl�VH I TE G,4BLE - Withstand and closing rating of 65KAIC U� V Adjustable undervoltage sensors with dropout time delay ' IN MLEGTRONIG5 9M _ ND TYPICAL ALL Start contacts w lu Digital display panel O Z Level II microprocessor controller � TO MAIN HOUSE P IRE ALARM PAN ROUTE THRU �4' CCT - Adjustable time delays stop,transfer,retransfer and stop - Neutral bar ROUTE THRU -4' CDT - Programmable plant exerciser with load selector switch PROJECT#: TELEPHONE SYSTEM RISER — Adjustable program transition(time delay neutral) - Inphase monitor that will default to time delay neutral on failure FIRE ALARM RISER NTS - Programmed transition(adjustable time delay neutral) CAD FILE: - Switch position and source available lights NTS - Two(2)mainshaft auxiliary contacts - Adjustable voltage imbalance sensing with adjustable time delay DRAWING#: - Two year parts and labor warranty - Transfer switch dimensions shall not exceed 68"H x 30"W x 20.6"D. DATE: ISSUE 06-01-201-7 155UED FOR B I DD I NO ELECTRICAL SPECIFICATIONS i. u cotblTloNs S. Gfl;aW r AM Pt15E5 II. NIRIFi6 nt=vku A- SWITCHES SHALL BE 20 AMP HUBBELL 1221-1 SINGLE= POL1E A. PRAKIN66 ARE PIA69AMMA116 AND INDICATE THE GFNERAL A. CIRCUIT BEA R5 54ALL BE BOLT-IN TYPE. CIRCUIT 09, 1225-1 THREE WAY. DUPLEX RECEPTACLES SHALL BE 20 Asm, ee-,ETlr POP SYSTEMS AND 140QK- 4oNTRA6TOR 5I4WLL BREAKER5 SHALL BE OF THE 5AMF MANUFACTURER AND BE AMP HUBBELL 5362-1. P d 5.ARROI4-HART AND 13RYANtT FURNISH ALL NECESSARY OUTLETS,SUPPORTS;FITT]M6S COMPATIBLE WITH THE PAMa-BOARD. SHALL BE CONSIDERED A5 EQUALS. 69 DEVICES AND AGGE560RIE5 TO FULFILL APPLICABLE GORES, BE 6E TGTRII5F. COYER PLATE5 SHALL BE SIERRA P t S. REGULATIONS,ENJILDIN6 STANDARD AND THE BEST H. GIRMT BREAKE25 SHALL BE QUICK-MAKE,QUICK-BREAK SWITCH PLATES TO BE SERIES SIS-IN,DUPLEX PLATES Ta PRACTICES OF THE TRADE FOR INSTALLATION OF COMPEN5ATE7D FOR Al-"IMT TEMPERATURE5 AND SHALL HAVE BE SERIES#5-IN. DUPLEX PLATES IN DINING ROOM TO 5E ELECTRICAL WORK_ A MINIMUM SHORT CIRCUIT RATING OF 10,000 AMPERF5 #P-$_ ALL GOVERPLATES TO HAVE 5AT114 FIN15H#302 SYMNPTRIGAL OR HIGHER WERE NOTED. 5TAINLE55 STEEL,EXCEPT DINING ROOM PLATES. B. ELECTRICAL WORK SHALL COMPLY WITH THEB_ SWITCH AND RECEPTACLE= PLATiM SHALL SE PLUMS AND, G. CIRCUIT BREAKERS SHALL BE OF THE "TH92MAL�MAONETIG' REGd11R1=MEMTS OF THE NATIONAL BOARD OF UNDERWRITEiZS, TYPE HAVING 5IMETALLIG ELEMENT FOR TINE DELAY OVER CT_ 5E-IALL FIT FLAT AGAINST WALL. FINISH AS DIEREGTFD 511Y O5f+A,NFPA AND ALL AUTHORITIES HAVING JURI5DIGTION. TYPE PROTECTION ION AND MAGNETIC ELi ENT FOR SHORT C- THE CONTRACTOR SHALL ALL REQUIRED PERMITS AND G. ALU- SWITCH AND R5-'EPTACLE MOUNTING HEIGHTS AND ES GERTWIGATOF REE IRED ORDINANGEi, AND DELIVER CIRCUIT PROTECTION. LOCATIONS SHALL BE TAKEN FROM AE2GHITEGT5 DRAWIlN65 THEM TO THE OWNER'S ERFPRE5FNTATIVE. D. ALL CIRCUIT BREAKERS F DING HVAC EGI UIPMENT SHALL BE UNLE=55 OTHE!"15E NOTED. G. rHe ct6wiAGToR SHALL V151T'ANk7 rtxmINI*GAI rm"Y YHE HSR RATZP. D. MULTIPLE DEVIGE5 AT A COMMON LcCATION SHALL BE AREAS AFFEGTM BY THIS WORK TO BECOME FAMILIAR WITH INSTALLED IN A COMMON MULTI&ANG DEVICE PLATE. EXI5TINS CONDITIONS AND MITE DIFFICULTIES THAT YNILL E. RU5E5 FOR SWITCHES SHALL BE CURRENT LIMITING,DUAL 12. pEu BOXM JM'MOR BO&S AN17 SUPPOM ATTEND THE EXECUTION OF THIS WORK. THE CONTRACTOR ELEMENTS TYPE WITH A MINIMUM INTERRUPTING CAPACITY OF SHALL PERFORM THIS PRIOR To 9UBMITTINe 4419 PROPOSAL 200,000 RMS AMPHERE5. A. PULL,JUNCTION AND OUTLET 130X65 SHALL BE MADE THIS WILL BE CONSTRUED AS EVIDENCE THAT SUCH AN FROM INDUSTRY STANDARD GAl16E SHEET STEEL. EXAMINATION RIAS BEEN MADE.LATER CLAIMS WILL NOT BE F. FUSES 5HAL-L HAVE AN AVERA6E MELTIN6 TIME-CURRENT 5. PROVIDE PULL BOXE5 AND JUNCTION BOXES IN RAC 54A'lf5 TO RECOGNIZED FOR EXTRA LABOR,EQUIPMENT,OR MATERIA-5 CHARACTERISTICS TO MEET THE UL REGVIREM, N FOR A55URE THAT GALES ARE RIOT DAMAGED WHIM THE=Y A1RE REQUIRED BECAUSE OF DIFFICUL.TIE5 FENGOWTFRED W41CH "CI-A55 K 0-600 AMPERE PIPES- PULLED. FULFILL CODE TEQUIREMENT5 AS TO THE NJM5MR COULD HAVE BEEN fOR£5ffiN 44AD SUCH AN EXAMINATION BENDS PERMITTED IN RACEWAY 13ETYIEEN GABLE Ac/-E5 EWER MADE. b- 019CO MrIT 914wa s POINTS,THE AGCE551BILITY OF GABLE JOINTS AND SPLICES AND THE APPLICATION OF GABLE 5UPPORT5. D. UPON REVIEW OF ELECTRICAL DRAWIN65 PRIOR TO A. THE CONTRACTOR 5HAL.L SUPPLY AND INSTALL D15GONNEGT G. PULL 13OXE-5 AND JUNCTION 13OXES SHALL BE 51ZEP 50 THAT SUBMITTING HIS PROPOSAL,THE ELECTRICAL CONTRACTOR SWITCHES AS 5HOWM ON THE PLANS,OR AS OTHERWISE THE MINIMUM BENDING RADIUS CRITERIA 5PEGIFIED FOR SEAL. SHALL INFORM THE ARCHITECT AND/OR ENGINEER OF ANY RGQUIRED Err COD +SRHk7WRE E, 5N ON MAK5 OR NOT. THE WIRE5 AND CAME AMAINTAINED. DISCREPANCIES OR REnUEST CLARIFICATION, IF D. SWITCH RECEPTACLE AND WALL OUTLET BOXES SHALL BE NECESSARY,CONGFRNIN6 THE INTENT OF THE PLAN5 AND $- ALL SWITCHES SFFALI BE OF THE HEAW DUTY 011IGK�fAKE 9PEGIFIGATTON5 TO`PROVIDE A COMPLETE ELECTRICAL QUIGK-BREAK TYPE,RATED 250 TO 600 VOLT5 AS AS RE:QUIRFD WITH A RAINOMINAL 4 INCH SQUARA1 GOI I/2 INCH OR 2-I/8 INCH DEEP SED VER,UNLESS OTi-1ERW5E RED c�F INSTALLATION_LATERCLAIMS NUL-NOT BE RECOGNIZED REQUIRED. EACH 5WI7G4 SHALL HAVE A 51JFMOENT INDICATED ON THE DRAWING. NUMBER OF POLES TO INTERRUPT ALL UNGROUNDED �U�� FOR EXTRA LABOR, EQUIPMENT OR MATERIAL SHOULD 500H el F• N FO PROCEDURE NOT BE FOLLOWED. CONDUCTORS WHEN OPENED. D19GONNEGT SWITCHES 9ERVIN67 E. 1-1614ITIN6 FIXTURE BoxES 54ALL BE 4 INCH OGTA60N WITH MOTOR LOADS SHALLL,BE HORSEPOWER RATED. 3/8 INCH FIXTURE SND. FOR SU5PETIDFD GEILIN6 WORK,:, 4q- E. f. THE GONTRAGTOR SHALL COORDINATE THIS WORK NIITH OTHEROVIDE � I OGT OITE REMOVABLE 3AGKPLATE U CONTRACTORS WHOSE WORK MIGHT AFFECT TH15 G- hJ5E5 SHALL BE IN5TALLED IN ALL FU51=D SWI7G+IE5, WHERE REQUIRED. r F INSTALLATION. THE CONTRACTOR SHALL AE2i2AN6E ALL SIZED A5 INDICATED ON PLANS. F. PROVIDE AND INSTALL ALL REQUIRED JUNCTION AND PUL.EL PART5 of THIS NIORK AND EMPMENT IN PROPER RELATION BoXES REGARDLESS WHETHER INDICATED ON DRAWINe59 OR fir, / D. UNLESS OTHERWISE NOTED, INDOOR 5HTGHE5 SHALL BE TO THE WORK AND EQUIPMENT OF OTHERS KITI4 BUILDING PROVIDED WITH NEMA I ENGI O5URE5;OUTDOOR SWItGHE6 NOT. ALL HARMoNFI ANI? ERV[ITEGTURAI.FINISH C . IT WITH NEMA".5R E3NGLODURE 5. 6. PROVIDE STRUGTI.RAL-5TEEL FRAMEWORK AND HAN61Nel ER005 Jr 0 1 WILL HARMONIZE IN SERVICE AND APPEARANCE_ WITH BRACES AND AGGE550RIEZ5 AHERE REQUIRED TO HIOLD 9TF 0 Xn � F THE D1ZAWIN59 INDICATE THE SIZE AND GENERAL LOCATION E. IDENTIFY D15coNNECT SNIrcHES WITH LAMINATED PHENOLIC EQUIPMENT IN FINAL POSITION. PROVIDE STEEL FRAME5, OF NIORK. SCALED DIMEN51oN9 SHALL Nor BE USED. THE NAMEPLATES WITH 1/4' MINIMUM HEIGHT LETTERS. TO SUPPORT WALL MOUNTED f6lUIPMENT WHERE WALL_ EXACT LOCATION AND ELEVATION OF ALL L16HTING STRENGTH MAY BE INAVEMATE. FIXTURES,5NITCHE5.R£EGEPTACI-E5,ETC. 5HAL1-BE -1- RACAL'S H. ELECTRICAL DEVICES,MOTOR STARTERS,DISCONNECT DETI=RMINED FROM THE ARGHITI=GYPS DRAWINGS. A. 3/4' MINIMUM CONDUIT SHALL BE USED THROUGHOUT A VATGHES,ETC..54AH E3f--5WPORTED INDEPENDENT OF AND MAXIMUM OF 3 CIRCUITS PER HOME RUM SHALL BE ISOLATED FROM EQUIPMENT VIBRATION. N LLI - e. THE ELEGTRIGAL GU7NTRAGTOR 15 RESPONSIBLE FOR THE PERMITTED,UNLESS NOTED OTHERWISE- CONDUIT 5HALLBE ::) O ELECTRICAL DEMOL ITION OF THE PROPOSED SITE. THE CONGEALED WHEREVER P0551BL.E AND 5HALL BE RUN 13. TEWORARY 1.Mflim9 AM FOH R Q W Z � DEMOLITION SHALL IINGLIUDF BUT NOT BE LIMITED TO THE PARALLEL.OR PERPENDICULAR TO BUIL.DIN(5 MALLS ANDAFURNISH AND INSTALL WIRING FOR ADSaUATE L16Hr ANw _ z �' W V,'A - FOLLoWIN6, REMOVAL OF EXISTING Lle TS,SWITCH .ES, GRIL INGSn > BOXES,ETC_,REMOVAL OF ALL _UNUSED CONDUIT AND SMALL TOOLS POWER FOR THE PROJECT. Z N Q GONDUGTORS, WHERE EXISTING CIRCUITS t0 f MAiN ALE B- ALL CONDUITS TO BE SUPPORTE=D BY 5TANDOFFS B. MAINTAIN THE SY5TS3l IN 60OD AND ADEGUJATE NIORKINO Q Q � � AFFECTED BY THE DEMOLITION,THE ELECTRICAL CONNECTION TO GEILIN5 BUI='E'ORT�SHALL MOT pe CONDITIONS AT ALL TIMES. _J W C7 PERMITTED- ALL CONDUIT SHALL BE RLN CONCEALED. G. FURNISH AND INSTALL ALL LAMPS,me.:A ER5 �O >- COMTRAGTOR 5HAL-REWIRE AS NbGE56PRY TO MAINTAIN �`ID F INLG, SERVICE TO WIRING NOT INTENDED To BE DEMOLISHED. G. EMPTY CONDUIT FOR NEW TELEPHONE OUTLETS IN AS 15 NECESSARY. \0 Z PARTITIONS 54ALL BE 5/4"THIN WALL RUN CONCEALED IN D. REPLACE BURNED OUT LAMPS,DL�ECTIVE BREAK 5 OR 1 REVISE PANEL SCHEDULE OF AFFECTED CIRCUITING,Y�UiMEREAfi PLIGABLE. RELOCATE ANY EX15TM E_EGTRIGAL YALLS, TERMINATED AND BUSHED 6' IN AGGE5518L.E HUNS BLOHN�E5. O Z EGIUIPMENT TO ALLOW FOR THE INSTALLATION OF NEN CEILIN6 AND DIRECTED TOWARP5 CL05ET. ALL EMPTY EQUIPMENT,AS NECESSARY. COORDINATE DEMOLITION WITH CONDUIT SHALL BE FURNISHED WITH A DRAG LINE. E. TEMPORARY MAINTENANCE FOR THE ABOVE SHALL BE BASED Cn U ARGHITEGTURA- DRAWN69. D. ALL CONDUITS IN5TALLED OUTDOORS SHALL BE RIGID ON OPERATION 1/2 HOUR BEFORE THE START OF THE FIR5T � Lutf) Q ALUMINUM WITH THREADED GONNEGTIONS. ALU.CONDUITS TRADE THEROU6H 1/2 HOUR AFTER THE END OF THE LAST cV 2 WORK INSTALLED UNDEROROUJND OR IN CONCRETE 5LAB9 SHALL BE TRADE DURING A NORMAL DAY WORK. W - Lu R161D PVC WITH A SEPARATE GROUNDING CONDUCTOR AND THE CONTRACTOR SHALL PROVIDE ALL MATERIALS,LABOR, CONCRETE ENCASEMENT METRE REGIUIRE7. 14. U6NTIN9 ►FIXi1JRE5 ---I U � TOOLS, SUPEIRVIVON1,TRANSPORTATION,ETC.REQUIRED To A. ALL FIXTURES,LAMPS AND BALLASTS ARE FURNI9HH7 AND Q f-Y w INSTALL COMPLI=TE CPL9ZATIONAL I=L.EGTIzIGAL SYSTEMS A5 INSTALLED BY THE ELECTRICAL CONTRACTOR. PROVIDIE > �. YfhUEREVE'_R GaMDVITS PA55 Tt+fzOUBH FLOORS OR FIRE T�ATED .z <( DE50IRZIBED IN THESE PLAN5 AND SPECIFICATIONS. 5" PARTITIONS,SLEEVES SHALL BE INSTALLED, FIXTURES A5 1-15TED ON L16HTIN6 FIXTURE SCHEDULE. 0z INSTALLATIONS SHALL INCLUDE,OJT ARE NOT SPECIFICALLY APPROXIMATELY I"L-AP9M W DIAMETER THAN THE PROVIDE NEGN55ARY MOUNTIN6 HARDWARE=FOR A COMPLE=TE W LIMITS V TO THE FOILLOKIN6s CONDUIT. 6LEEVE-5 SHALL BE NEATLY AND SECURELY INSTALLATION. PROVIDE LAMPS,BALL.A5T5,AND SPEGI AL- (n A_ INSTALLATION CF LIGHT FIXTURES AND LAMPS. GROUTED IN PLACE IN THE SUPPORTING WALL OR FLOOR CONTROLS. TIE SPACE BETWEETL TEE SLEEVE AND CONDUIT SHALL BE 5. ALL LIGHT FIXTURE MOUNTING HARDWARE SHALL MATCH,AND 5. INSTALLATION OF WALL 5WITGHE5,OCCUPANCY SENSORS, PACKED WITH AN APPROVED,NOW COMBUSTIBLE, BE COORDINATED WIT44 THE INSTALLED CEILING SYSTEM REGr-PTAGLE5, TELEPHONE OUTLET5,ETC. NON-HARDENING FIRE STOPPING MATERIA.-. ALL NEW HOLM Ty)'E- SHALL BE GORE DRILLED. NO CHOI°PIN6 SHALL 13E G. FLUORESCENT BALLASTS SHALL BE ELEGTRONIG,Ul.CLA55 z G. INSTALLATION OF NEW RACFWAY AND CIRCUIT WRING. PMgITTED,E xceFT A5 APPRCJVF�15Y THE PROJECT' 'P"AND 5HALL GONFoRM TO AN51 AND UL 5FEGI17-IGATION5. _ D. CUTTING,CHANNEL[NO,GORING AND CHASING RbQUIRED TO ENEROMANA6ER' BALLA5T5 FOR FLIUORE5CENT LAMP5 SHALL BE OF THE ER ACCOMMODATE THE INSTALLATION OF ELECTRICAL WORK AND F. FLEXIBLE CONDUIT SHALL ONLY BE USED TD MAKE FINAL FAr-TO SAVING SUPER LOW HEAT DE916N WITH HIGff PORE NC ry ROU64 PATCHING. CONNEGTION5 TO MDTOR5,TRANSFORMER5,AND REGE5 FACTOR E=1 MORONIC TYPE A5 M ALL-A5 5 15H B- ADVANCE, L 16HTIN6 FIXTURES FOR F-410AN�LSI ON JOINT GROSSING Ola UMIYERSAL,MOTOROLA OR 6.E.BALl.A5T5 SHALL BE E. MODIFICATION OF EXISTING ELECTRICAL DISTRIBUTION KHERE THE INSTALLATION OF RI61D CONDUIT 15 PROGRAM? FOR THE UTILITY COMPANY ENERGY REBATE: Q C�GIUIPh1ETIT. IMPRACTICAL. �O�' F. INSTALLATION OF HVAC PaWER WIRING AND FINAL 8- MM AND CABLED. PROVIDE LAMPS SUITABLE FOR LIGHTING FIXTURES IN WHICH THEY ARE USED AND AS INDICATED ON THE CONNECTIONS T© HVAC EMIPVE=NT. A. TYPE MG FLEXIBLE METAL..CONDUIT MAY BE USED WHEN AN ARGHHUR TEGTAL MAWIN65. FLUORESCENT LAMPS SHALL BE ALTERNATE PRICE 15 SUBMITTED FOR ITS USE AND NI EN 'RAPID START' AND SHALL DELIVE=R NOT LESS THAN 31510 6. INSTALLATION OF CONDUIT,Ji1NGTION BOXi=S,PU-L BO?�t5, JdRITTEN APPROVAL 15 GIVEN TO THE CONTRACTOR FROM LUMENS. GHROMATIGITY OF LAMP5 SHALL BF 3500 VIN ETC.REQIARED FOR THE AFOREMENTIONED MVPMENT. THE BUILDIM6 ONINER,AND 15 PERMITTED 51"CODE. UNLESS OTHERWISE NOTED. INCANDESCENT LAMPS SHALL BE A MAINTENANCE= UNI PROPER OPE RATION5 OF EXI5TIN6 BASE B. ALL CONDUCTORS SHALL BE COPPER,TYPE THEN INSULATE37. INSIDE PR05TED AND RATED AT 130 VOLT UNI-E55 BUILDIN6 5YSTEMS WITHIN THE CONTRACT AREA IN ALL CONDUCTORS SHALL HAVE 600 VOLT RATED INSULATION OTHERK15E 5PEGIFIED. LAMP5 SHALL BE BY 6.E. ACCORDANCE WITH THE REQUIREMENTS OF THE BUIL.DIN6. UNLE55 OTHERWISE NOTED. SYLVANIA,PHILLIPS UNLE55 NOTED OTHERWI5E. 3. P^NELBOARDr G. CONDUCTORS#S AWS AND LABOR SHALL 13E STRANDED. D, THE MINIMUM WIRE 9IZE POR BRANGE-I CIRCUITS SHALL_SE M JOEL C4HPLETION � z A. PANEL CABINET5�5HALL BE MADE:OF SHE=ET STEEL 'EENT- #12 AV�16. ANY 120 VOLT BRANCH GIRCUIT OVER 100 FEET UP' OR RIVETED OR BOLTED TOGETHER WITH AN EXTERIOR IN LENGTH SHALL BE A MINIMUM SIZE OF #10 AWG. A AT THE COMP'LET'ION OF THE JOB THE CONTRACTOR SHALL Q ANGLE IRON fRAME- CABINETS SHALL BE OF SUFFICIENT E. F5C.E55FD L16HTIN6 FIXTURES IN HLN6 CEILIN65 SHALL BE THOROUORLY GLEAN ALL WORK ARIA,R=9TORINe ANY 51ZE TO ALLOW,A CUTTER AT I-EAST 5 3-4' IN WIDTH SUPPLIED WITH TYRE THHN INSULATED WIRE IN FLEXIBLE DAMAGED OR DEPAGrm SURPAGES TO THEIR ORIGINAL O ENTIRELY SURRDIJIdDINO EACH SECTION OF BOARD METAL CONDUIT IN LENGTH NOT TO EXCEED 6 FEET FROM CONDITION. THE CONTRACTOR SHALL REMOVE ALL ((� INCREASE=51ZE To ACCOMMODATE FEB DER 51ZE. ADJACENT JUNCTION BOXES. TEMPORARY 5Y5TEM5 UhLE59 THE OWNE37,51"EGIFIGALLY �} B. PROVIDE GORE 6AU6E STEEL DOORS AND TERIN5 FOR ALL F. NO CONDUCTOR9 SHALL BE PULLED INTO ANY CONDUIT RUN REflIJESTS THAT THEY BE LEFT IN PL.IIGE. PANELBOARD BOXES. DOORS SHALL BE HINGED DOOR IN BEFORE ALL CONDUIT JOINTS ARE MADE UP TIGHTLY AND DOOR GONSTRLr:TION- THE ENTIRE RUN SECtREP IN PLACE. B_ THE ELE CTRIC L CONTRACTOR SNAIL T 110 O,E INSTALLED) TEST)ALL G. PROVIDE COMMON LOCKS AND KEYS FOR ALL PANELS NEW ELEGTTzIGAL SYSTEMS,INGLUDIN6 THOSE INSTALt.�BY 6. TAG,ALL FEEDERS IN ALL FULL BOXES AND IN ALL 6UTTER OTHERS WIRED BY ELECTRICAL CONTRACTOR CORRECT ALL U- SPACE AND WIREWAY5 THROL15H WHICH THEY PASS. FAULTY CONDITIONS AT NO EXTRA COST. ALL PANELS " D. ALL BUS BARS SHEALL BE COPPER. H. LEAVE ALL WIRE5 WITH SUFFICIENT SLACK AT TERMINAL SHALL BE 13ALAW-EP 50 T44AT THERE 15 NO MORE THAN,10 Z V E. A TYPEWRITTEN DIZEGTORY OF CIRCUITS 5HAL_L BE DIrI R!•NGC IN P++A3t C M;zY 1?'3 UNDCF'e" ENDS R NORMAL OTIMC INSTALLED ON THE INSIDE OF EACH PANL.EBD OARDOOR. FOR CONVENIENT GONNEGTION TD DE'1/IGTsOS_ CONDITION5. MODIFT`PANEL SCHEDULES AS REQUIRED. THE L15T SHALL INCLUDE A5-BUILT CONDITION5 INGWDIN6 I. MAKE SPLICES IN FEEDER TAPS IN PANEL BOX 6UTTER6 ALL TYPE=S OF DE:VIGE5 SERVED EAG44 CIRCUIT. THE LIST WITH PRESSURE TYPE C.ONNEGTORS-BURNDY,NEPCO, OR G_ THE CONTRACTOR SHALT..DEMONSTRATE TO THE OWNER"THAT U� SHALL.BE MOUNTED IN A STEEL FRAME UNDER A PLASTIC, OZJ WITH COMP051TION INSULATIN6 COVERS. ALL ELECTRICAL DEVICES AND SYSTEMS ARE FULLY �II WINDOW. EACH PANEL SHALL BE EXTERNALLY TA66ED NUTH J. SPLIGEES IN BRANCH WIRING SHALL BE TWISTED AND MADE FUNCTIONAL A5 INTENDED,AND SHALL 61VE IN5Tfd1GTIOM1JS PERMANENT PHENOLIG PLATE INOIGATINe PANEL MEGHANIGALLY TIGHT;THEN SECURE=WITH 3M 500TGHLOCK IN THEIR OPERATION A5 REQUE57ED. IDENTIFICATION AND VOLTAGE. OR THOMAS AND BETTS P16TAIL CONNECTORS,CRIMP TYPE (� F. PHASE LEe9 OF PANELS SHALL BE BALANCED AT SUPPLY CONNECTORS SHALL NOT BE USED. D. THE CONTRACTOR SHALL- OBTAIN,AND GIVE TO THE OMEE R POINT.PANELS KITH UNBALAdNCED -AADS 544ALL HAVE AN UMDERWRLTER'S GE3RTIFICATE COVERIN6 ALL NAV GIRGUIT5 RFAWAN6ED AS TO BA-ANGE PHASE LE65. 9L 5"OP PRAKIN65 E=LECTRICAL E(ZIPMEPIT. THE GOMTRAGTOR SHALL GORlREGT A 'I�IIII A. 5UBMIT TO THE ARCHITECT E16HT(8) 5ET5 OF SHOP ANY DEFICIENCIES NOTES 13Y THE INSPECTOR AT NO EXTRA 6. UY1 ��N PANELS 5HALL HE MANUFACTURED BY 6E,SQUAREb' DRAKINe5 FOR HE FOLLOWING, 005-17,UNTIL SUCH CERTIFICATE 15 RECEIVED. OR WE5TIN6H0USF. I, Dl/E=RGUf�ZENT DEVICES,CIRCUIT BREAKERS APID FUSES f-- 4. 6R�RVIW9 2. PANELBOARDS E. TEST ELECTRICAL 5Y5T'EM FOR SHORT CIRGUIT5 ANA ME�6FR V 111► II► e I(1A 3. LI6HTIN6 FIXTURES AND LAMPS TEST#HERS AND BRAW-M CIRCUIT WIRING,INSURE LOV4 Lu L EIUL�II �y U/ � A. ALL- 5Y5TE=M5 SHALL BE GROUNDED A5 REQUIRED 4. AIRING DEVICES,5WITGHES AND REGE�TAGLES IMPS7ANGE. -) BY THF NATIONAL ELEGTRIGAL CODE,THE LOCAL UTILITY0 Z COMPANY AND ALL OTHER LOCAL Al1THORITIES HAVING b. 51r3TEM°.E!�R 1D014l9 F. THIS GONTRAGTOR SHALL GUARANTEE WORK INSTALLED Il1hUDE92 REE THE GONTRAGT TO BE FFROM THE DEPEGTIVE IL JURISDICTION. A. SHOULD IT MNEGE55AitY TO SHUT DOWN ANY EXISTING HORKMAN9HIP AND MATERIALS,USUAL WEAR EXPECTED„ AND B. A 5E FARATE 6R000NDINe CONDUGTOR 50ALL BE L.LED IN5TAIN ELECTRICAL SYSTEM,THE CONTRACTOR SHALL NOTIFY THE `-AYE ANY 511tH DEFECTS DEVELOP WITHIN 13Y 0P ONE YEARYEARAA. FTER C.GFPTANCE OF THE BUILDI PTB'f NG ALL NONMETALLIC CONDUITS WHETHER 5HOWN ON PLAN5 OR PROJECT MANAGER AND BUILDING,MANAOEME3NT,IN WRITING, OWNER,TH15 CONTRACTOR 54ALL RL-FAIR AND/OR RLTP�E PROJECT# L NOT- AT LEA5T 3 DAYS PRIOR TO THE REQUUEBTED DATE- ALL ANY DEFECTIVE ITEMS AND DAMAGE f�UL :TIN6 FROM I�QE'jQl G. ALL GROUINDIN6 CONDUCTORS SHALL BE SIZED IN O TR SHUT G HHOU�IFFSSo RBE�rEAFTER B THNORMAL BUILDING fAIWRE of THESE ITEMS,AT NO EXTRA EXPENSE U^IHaTSEOEVER To THE OWNER ACc,ORDANGE WITH NATIONAL ELECTRICAL GORE,OR AS AFOREMENTIONED PARTIES,AT NO ADDITIONAL COST. N � 2N5,WHIGS 15 L^RCER. MINIMUMSIZE SHALL CAD FILE: DRAWING#: DATE: ISSUE 05-02-2017 REQUIRED MIN. OUTDOOR VENTILATION AIR AREA DESIGNATION PEOPLE CFM/PERSON CFM/FT2 DENSITY 2 FL. ARE2A EXHAUST REQUIRED 0/ REQUIRED EXH 1000 FT FT CFM FIXT CFM SUPPLIED CFM SUPPLIED GARAGE - - 0.75 - 3087 TOTALS - 2315 2315 TOTALS 2315 2315 AS PER SECTION 403, TABLE 403.3 MIN. CFM PER SQUARE FOOT OF ACTUAL OCCUPANCY. VENTILATION RATE Vb: = RPP.+ R.A. GREENHECK Printed Date: 6/6/2017 Job: southhold fd ® Building Value in Air. Mark: VEF-1 Model: SE1-16-436-VG WEATH RHOOD MOT❑RIZE:D Model : SEl - 16-436-VG C \ DAMPEfR RE DAM FIER Sidewall Direct Drive Fan II Motor Access From Int. of Bldg. I I VEHIC E EXHAUST FAN SEAL:RFo a (VEF- ) 2315 CFM 5cE �yir Dimensional _ Quantity 1 s Weight w/o Acc's (lb) 37 WEATHERHOOD DRAWING LIST. ,� w • GUARD I ( M-001.00 MECHANICAL FLOOR PLAN Weight w/Acc's (Ib) 119 WALL HOUSING i i MEZZANINE M-002.00 MECHANICAL SCHEDULES & DETAILS tio',oi i 3 Optional Damper (In.) 18 x 18 DAMPER EL+ 11 of Nyae- I I Wall Opening (in.) 23.25 x 23.25 INTERIOR L J EXTERIOR SCOPE OF WORKiTHE INSTALLATI❑N OF C1> APPARATUS BAY VEHICLE EXHAUST SYSTEM, THE SYSTEM SHALL INCLUDE A WALL MOUNTED EXHAUST FAN WITH LOW LEAKAGE MOTORIZED DAMPER, AN INTAKE LOUVER WITH LOW LEAKAGE CNJ EXHAUST AIRFLOW MOTORIZED DAMPER. INCLUDED IN SCOPE SHALL BE ALL LOW VOLTAGE W o WIRING AND INTERLOCKS FOR CONTROLS, DAMPERS AND FAN, Q W U z 2, • ZU-) Performance 2.1 i 1.4Q Q N Q J 0 Requested Volume (CFM) 2,315 i I W ^ � o -- _ Actual Volume (CFM) 2,224 1.8 �t'S - - - --- - - - - - - ---- 1 2 = Z I r �� Q W VEHICLE EXHAUST O Z External SP (in. wg) 0.35 CONTROLLER/DETECTOR 0 U 0 0.745 MOUNTED AT 60' A.F,F Total SP (in. wg) I — W o 1.5 - - -— - - 1 0 _ - w f— ti = Fan RPM 1725 BAIL OUT _J = _-- _ _ 1 I -- --- Z U of >Operatin ower (hp) 0.85 TRAINING WALL c 1.2 0 8 ly QElevation (ft) 23 OPEN T0 BELOW SYMBOL LEGEND w Airstream Temp.(F) U)70 I - ---!. _ 3 ' a (n 0.9 — - - a — 0.6 MOTORIZED DAMPER MD--- �- Air Density (Ib/ft3) 0.075 Tip Speed (ft/min) 7,226 _ .x FIRE DAMPER m Static Eff. (%) 31 6 ------ - - -— 04 NO2SENSOR Q U) S 11 Q 0.3 - -— - - - - ---- ---- ------ 0.2 1. VEHICLE EXHAUST TO BE CONTROLLED BY NO2 DETECTOR, CONTROLLER AND TRANSDUCER AND INTERLOCKED WITH MOTORIZED Motor 0.0 I ) ; 1 " l i I I D i l l ! -- 0.0 MOTORIZED LOW LEAKAGE DAMPERS, FAN AND LOUVER INTAKE DAMPER, Motor Mounted Yes 0 5 10 15 20 25 30 35 40 45 DAMPER FIRE DAMPER 2. EXHAUST FAN SHALL BE MOUNTED THROUGH THE WALL BELOW THE Y Size (hp) 3/4 Volume (CFM) x 100 Voltage/Cycle/Phase 115/60/1 O Z 3. VERIFY FINISH OF LOUVER WITH ARCHITECT PRIOR TO SUBMISSI❑N. Enclosure ODP 0 Operating Bhp point External SP 4. WHERE REQUIRED, ALL OUTDOOR AIR INTAKE AND EXHAUSTS SHALL w -i Z 0.35 in. wg HAVE BACKDRAFT DAMPERS AND SHALL MEET THE MINIMUM l'- O Motor RPM 1725 0 Operating point at Total SP Direct Drive RPM Adjustment -0.062 in. wg Operating point at External SP REQUIREMENTS FOR AIR LEAKAGE AS PER SECTION C402A, w J Damper 0.066 in. wg Q Windings 1 Fan curve Wall Housing 0.297 in. wg S. THE CONSTRUCTI❑N DOCUMENTS SHALL REQUIRE THAT AN OPERATING FLA (Amps) g - - System curve Weatherhood 0.094 in. wg AND MAINTENANCE MANUAL BE PROVIDED T❑ THE BUILDING OWNER BYw U CC -- Brake horsepower curve THE MECHANICAL CONTRACTOR AND SHALL INCLUDE THE SEQUENCE OF Q .. Z0 Total SP 0.745 in. wg OPERATI❑N, INPUTS AND OUTPUTS, WIRING DIAGRAMS, SETPOINTS AND P" ALL OTHER REQUIREMENTS AS PER SECTION C408.2.1 Of U Q O Qcr_0 -F J � U LL- Standard Construction Features: � _ w Fan panels of galvanized steel - Aluminum blade propeller- Die formed, Of galvanized steel drive frame assembly - Corrosion resistant fasteners 0 w Cn(0Cr- ICn Selected Options & Accessories: LA 1 U �Z otor Vari-Green EC motor w/Mounted Potentiometer Dial Airflow Direction: Exhaust Q ~ Damper Mounted, WD-320-PB-18X18, Motor Operated, Not Coated O w 0 Short Wall Hsg, Flush Exterior, w/ OSHA Grd. o z Motor Access: From Int. of Bldg. 0 Switch, NEMA-1, 'Toggle, Shipped with Unit Junction Box Mounted & Wired Closure Angles OJECT#: 1706.01 Weatherhood, Gallvanized 45 deg. with Bird Screen (PR Unit Warranty: 1 Yr (Standard) i FIRST FLOOR MECHANICAL PLAN SAD FILE: M-1 SCALE, 3/16' = 1'-0' 0 1' 2' ' ' �® 2 EXHAUST FAN SCHEDULE 4 8 12 16 �. 111!- SCALE+ N.T.S. DRAWING#: DATE: ISSUE 05-02-2017 Disconnect Switch Enclosure Rating: NEMA-1 Standard Construction Features: Enclosure constructed for indoor use to provide a degree of protection to personnel against incidental contact with the enclosed equipment and to provide a degree of protection against falling dust. This enclosure meets the rod entry and the indoor corrosion protection design tests. The rod entry test is intended to simulate incidental contact with enclosure equipment. AF Disconnect Switch Configuration GREENHECK Printed Date: 6/6/2017 Job: southhold fd Type: Toggle Motor Size: 3/4 hp Voltage: 115 UL Listed: Yes LEO Building Value in Air. Mark: intake louver Manufacturer: Pass and Seymour Cycle: 60 Amperage: 20 CSA Approved: Yes Model: ESJ-401 Overload Protection: None Phase: 1 Switch Pole(s): 1 Rating: 1 hp Junction Box Mtg.: Mounted and Wired RPM: 1725 Exp. Resist. Wiring: None ESJ-401 4 in. Frame, J Blade Switch Mounting: Shipped With Unit APPLICATION & DESIGN ESJ-401 is a weather louver designed to protect air intake and exhaust openings in building exterior walls. Design incorporates J style blades, sloped sill 00.28 and high free area to provide maximum resistance to rain and weather while providing minimum resistance to airflow. The ESJ-401 is an extremely F_(4 HOLES) Wiring efficient louver with AMCA LICENSED PERFORMANCE DATA enabling designers to select and apply with confidence. Schematic PRODUCT DETAILS SEAL: O Frame: 4 in. x 0.081 in. Frame Thickness Internal View Frame Type: Channel Blades: 0.081 in. Fixed Blade Thickness ,\ -SE Material: Aluminum r (� P 4.35 Sizing. Nominal 1 .06 Shape: Rectangular Construction: Mechanically Fastened 1 .65 O OPTIONS & ACCESSORIES Finish: Mill C\J LU Bird Screen: 0.75 in. x 0.05 in., Flat Expanded Aluminum, Internal, Q w Ln D Mill Finish _ Z ,'r LU —_ Warranty: 1 Yr(Standard) Product Warranty Z ,� > 0.72 2.00Q Q C w o 1 .06 — � Z o 3: 2.50 Nell � �- 0z W v7 Q LU = 04 UJ _ J U NO2 DETECTOR/CONTROLLER Z rrQ `� Width and Height furnished approximately 0.250 in. under size. LU •Power:3 W(max)from 12 to 24 VAC or 12 to 32 VDC •Current @ 24 VDC:75 mA in alarm,50 mA fan relay on and 23 mA stand by SUMMARY V- •Shipping Weight: 1 pound(0.45 kg) •Size:41/2x4x21/Sin.(11.4X10.2 X5.4 cm) -m >_ Z a •Color:Dark gray $$ •Connections:plugs/terminalsa - •Mounting box:(not included)44 electric57 •Fan relay:5 A,240 VAC,pilot duty,SPDT,latching or non-latching 42 36 5.17 49.9 1 1 1 •Fan relayactuation:selectable at OFF,0.5,0.7,1.0,1.2, 1.5, 1.7, V --- 2.0,2.2,2.5(default),2.7,3.0,3.2,3.5,3.7,4.0,4.2,4.5,4.7,5.0 ppm s •Fan Delay Settings of 0,1,3(default),5 and 10 minutes ) •Fan Minimum Runtime settings are OFF(default),3,5,10 or 15 minutes PERFORMANCE •Alarm relay:0.5A 120 V,60 VA - ` :•+'f •Alarm relay actuation:selectable N.O.default or N.C. Tx-6-ND Rear view Y •Alarm relay settings:OFF,1-20 ppm NO2(5ppm default) r. - - 6 ;i:-,iv - - l - � • - �• . - - - - O •Current Loop,4-20 mA for 0.20 ppm NO2 ) y Z •Operating Environment:0°Fto 125°F(-18°C to 52°C),10 to 90%RH non-condensing p Location 2,315 0.04 448 691 wJ A TX-6-ND is normal) mounted at breathinglevel about 5 feet 1.5 meters above the floor on a wall or column 11- Intake E -_.__ ..m._e F_ O y ( ) "Calculated re in a central area where air movement is generally good. The unit,on average,can cover about 5,000 sq.ft. pressure drop does not include the effects of screens, filters or other accessories _.._—__.___ � H Q (465 sq.meters).The coverage depends on air movement within the room or facility.Extra detectors may be Z) needed near any areas where people work or where the air is stagnant.The TX-6-ND mounts on a 4x4 electrical Total Louver Qty: 1 Total Weight (Ib): 30 Louver Area (ft2): 11 WV) - box supplied by the contractor.Do not install the TX-6-ND inside another box unless it has good air flow through Total Ship Sect.: 1 O z Q Do NOT mount the TX-6-ND where the normal ambient temperature is below below 0°F or exceeds 125°F "Weight shown is an estimate only based on the default base product configuration without options or accessories. Of U Q (below-18°C or above 52°C). Larger openings may require field assembly of multiple louver panels to make up the overall opening size. Individual louver panels are designed to withstand windloads up to a maximum of 25 < - = W TYPICAL CONNECTION OFTX-6-ND TYPICAL COVERAGE 5,000 SQUARE FEET PSF (size and configuration dependent). Design, materials and installation of structural reinforcement required to adequately support large sections or multiple section assemblies within a large i- U Q opening are not provided by Greenheck. Unless specifically indicated, the following are NOT included in the quote provided: structural steel, installation hardware (anchors, angle clips, U) LlJ Alarm Control Panel TX-6-ND continuous angles, shims, fasteners, inserts, backer rod and sealant), field measuring and/or installation, miscellaneous flashing, trim or enclosures, blank off panels, mullion covers or mullion 0 + 4-20 mA 2} ____ _____ O hardware, hinged frames or removable subframes,custom bird/insect screen, 3-coat, metallic and/or exotic paint finishes, bituminous paints for unlike metals, any applicable taxes, stamped and O . 'e a, > w ►-a i Exhaust (n IX y ` a sealed structural calculations seismic calculations or job specific engineered submittal drawings. (n ui = 3 ' Loop �� :�r 1 P 9� 9 w m U._ v Q� pJ z N = m v w N Cn W RELAY Fan W Il 0 C N 2 Z5 „ o N.C. 0 12 or d ARa04 " 24V V N.O. coilQ i a m z o z 1 INTAKE LOUVER SCHEDULE U � O Z MAIN FAN M-2 SCALES N.T.S.uz;. W W POWER Z O Of CL PROJECT#: 1706.01 2 MECHANICAL DETAILS M-2 SCALEt N.T.S. CAD FILE: DRAWING#: DATE: ISSUE Ob-01-201-7 ISSUER FOR BIDDING ROOF ATTIC 1 E CONCRETE 2ND FL AICs �// EXISTING BUILDING A WNING l ITTAEIIRLS GAS PIPING � EXISTING NEW 3' ISOLATION METAL H YD R/ BYPASS VALVE VALVE NEW 3" GALVANIZED � COND ,D�/ � EXISTING - w—w—w—«—« GAS PIPING 2043 CFH) v ' / PRESSURE REGULATOR CONNECT TO 1 S TEEL CEL LEXISTING BUILDING 1 TOGAVINE-R 410 INGS PIPING GAS LVE EXISTING 3000 CFH CON C. BASE�C GM GAS METER V L>/1 L O GENERATOR (2043 CFH) EXISTING GAS SERVICE NrANCHEW_ IPE � ---�-100' SEAL: C) aRADF T 10 FIRST FL Loll-rr - 1 GRADE EW 150KW GENERATDR. I PIPING FOR C-ENERA70R BASED UPON 100' LONGE51 \�.�� EXISTING STREET e CONNECTION. LE58 TWAN 2 PSI ,AND A PRE65URE DRO ��. �`� .sEN . ' n. s r2_'\ NATURAL GAS RISER DIAGRAM P-1 N.T.S. GAS ;,. < J O EE NOTE 3. SCOPE OP WOw t1416 INSTALLATION U11L.L CONI=OF M t0 TWE 201E, NY5 FLIlM131NC5 AND E301L.pINC� W THE IN57AL_1_ATICR OP A NEW 3" GA5 5ERVICE t0 A NEW 150 KW GENERATOR Q W Z oll (� EW 3' NATURAL GAS PIPING TO NEW 150KW GENERATOR. SEE NOTE 1. J W O �I &Y 500 LEGEND � 00 0 0 . 0 Ne" o z Dl I ISOLATION VALVE U _ W � Q (� —CAS— CAS — NAT. GAS PIPING W ~ N w GAS VALVE 0 U W u SEDIMIEENT TRAT Z Q > ;�2: W 7�° CONC RETE � � I`�i JL j I a l''�� i( o � PLAN NOTES: Z JL �1 1. GAS PIPING TO GENERATOR SHALL BE MOUNTED ON THE EXTERIOR WALL. PROVIDE ADDITIONAL PIPING SUPPORT. 2. EXISTING PRV TO BE 7" TO 11" WATER COLUMN FOR GENERATOR OPERATION. VERIFY WITH Q NATIONAL GRID EXISTING PRV OPERATING PRESSURE. 3. PIPING FOR GENERATOR SHALL BE GALVANIZED STEEL. PROVIDE ABOVE GRADE PIPING SUPPORTS (STING 3000 CFH METER SET FOR PIPING FROM WALL TO GENERATOR. ON CONCRETE PAD. 4. PROVIDE ISOLATION VALVE AND DIRT LEG AT GENERATOR. XISTING PRESSURE REDUCING VALVE SEE NOTE 2, GAS PIPING NOTES 1. GAS PIPING SYSTEMS SHALL BE IN CONFORMANCE WITH THE REQUIREMENTS OF THE FUEL GAS CODE AND ALL OTHER AGENCIES HAVING JURISDICTION, 2. GAS SERVICE LINES SUPPLIED FROM UTILITY MAINS SHALL HAVE AT LEAST ONE OOII N z ACCESSIBLE MEANS FOR SHUTTING OFF GAS SUPPLY TO THE BUILDING PER THE FUEL GAS CODE SECTION 409 (STING UNDERGROUND 3. AN EASILY ACCESSIBLE SHUT OFF VALVE OR GAS COCK SHALL BE PROVIDED CD GAS SERVICE FROM STREET IN PIPING IN CLOSE PROXIMITY TO, AND AHEAD OF EVERY GAS APPLIANCE IL OR OUTLET FOR A GAS CONNECTION, PER THE FUEL. GAS I CODE SECTION 409 x_ v Q — 4. GAS PIPING SHALL BE INSTALLED WITH DRIP LEGS AT ALL CHANGES IN 'dC (]:� Z DIRECTION FROM HORIZONTAL TO VERTICAL. THE FUEL GAS CODE : m SECTION 408. Q _ 5. SHUTOFF VALVES AND GAS COCKS SHALL BE INSTALLED AT ALL PIECES OF J L Q EQUIPMENT TO FACILITATE SERVICING_ THE FUEL GAS CODE SECTION 409.5 z 6. THE CONTRACTOR SHALL COORDINATE THE GAS PIPING INSTALLATION WITH 14.1 THE LOCAL GAS UTILITY. U 7. THE CONTRACTOR PRIOR TO INSTALLATION SHALL COORDINATE WITH THE V UTILITY THAT THE GAS PRESSURE DELIVERED TO ALL EQUIPMENT IS IN CONCRETE n ACCORDANCE WITH THE MANUFACTURERS SPECIFICATIONS. W 8. PLUG COCKS FOR GAS PIPING SHALL BE IRON BODY WITH BRASS PLUG AND Z ® WASHERS, WITH SCREWED ENDS & SHALL HAVE BEEN AIR TESTED BY THE MANUFACTURER. °- WATER n~i 9. ALL PIPING SHALL BE TESTED AT A MINIMUM OF 1 1 2 TIMES THE OPERATING _ PRESSURE NOT LESS THAN 3 PSI FOR 1/2 HOUR/ 00 CFH. UNLESS OTHERWISE NOTED Q METER ON THE DOCUMENTS OR IN THE AND IN ACCORDANCE WITH UTILITY REQUIREMENTS PROJECT#: i'10b:01 � j C FOR GAS SYSTEMS. THE FUEL GAS CODE SECTION 406.4.1, & 406.4.2 59. 2 37. " 10. ALL CONNECTIONS TO EQUIPMENT SHALL FACILITATE DISMANTLING OR ITS •� REPAIR WITH A MINIMUM OF PIPING CHANGES. THE FUEL GAS CODE CAD FILE: SECTION 406.3.3 11.GAS PIPING SHALL BE SUPPORTED IN ACCORDANCE WITH THE FUEL GAS CODE SECTION 415, AND TABLE 415.1: A. 1-1/2" PIPE 0 V-0' DRAWING#: B. 3/4' - 1' PIPE 0 8'-0' C_ 1-1/4' & LARGER PIPE HORIZONTAL 0 10'-0' D. 1-1/4" & LARGER PIPE VERTICAL 0 EVERY FLOOR 12, PIPING OTHER THAN DRY GAS SHALL BE SLOPED NOT LESS THAN 1/4" IN 15'-0". THE FUEL GAS CODE SECTION 408.1 1 NATURAL GAS PLUMBING PLAN pm 1 > : , ► r 0 1 2 4 8 12 16