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Home My WebLink About39739-Z ,,0�`psUPFa(KCaG- Town of Southold 12/17/2015 `'oa y P.O.Box 1179 1 W. T : 53095 Main Rd .-..-#Al „fp•1 Southold,New York 11971 CERTIFICATE OF OCCUPANCY No: 37954 Date: 12/17/2015 THIS CERTIFIES that the building COMMERCIAL Location of Property: 55 Cox Neck Rd,Mattituck SCTM#: 473889 Sec/Block/Lot: 113.-7-19.23 Subdivision: Filed Map No. Lot No. conforms substantially to the Application for Building Permit heretofore filed in this office dated 4/7/2015 pursuant to which Building Permit No. 39739 dated 5/6/2015 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: horse riding arena as applied for per ZBA#SE6816, dated 2/5/2015. The certificate is issued to 55 Cox Neck Road Realty LLC of the aforesaid building. SUFFOLK COUNTY DEPARTMENT OF HEALTH APPROVAL ELECTRICAL CERTIFICATE NO. 39739 12/10/2015 PLUMBERS CERTIFICATION DATED Affil r AuthF ed Sign., re 'e'.0Foc � TOWN OF SOUTHOLD S-A cf, BUILDING DEPARTMENT Io r TOWN CLERK'S OFFICE SOUTHOLD, NY w ' ',.. 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#: 39739 Date: 5/6/2015 Permission is hereby granted to: 55 Cox Neck Road Realty LLC 9 Colonial Dr Upper Brookville, NY 11545 To: Construct an open floor plan, horse riding arena, as per ZBA and Planning Board approvals. At premises located at: 55 Cox Neck Rd, Mattituck SCTM # 473889 Sec/Block/Lot# 113.-7-19.23 Pursuant to application dated 4/7/2015 and approved by the Building Inspector. To expire on 11/4/2016. Fees: NEW COMMERCIAL, ALTERATION OR ADDITIONS $11,770.00 CO -COMMERCIAL $50.00 Tota $11,820.00 ,jil lifilkW / ---- Building Inspector 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 1%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. ck New Construction: Old or Pre-existing Building: (check one) Location of Property: 5S Co)c. cx • k- `0.4 House No. Street Hamlet Owner or Owners of Property: ^ % e-` \\• rQrcc.f Suffolk County Tax Map No 1000, Section , l 3 Block 0 -1 Lot IR • 23 Subdivision Filed Map. Lot: Permit No. Date of Permit. Applicant: Health Dept.Approval: Underwriters Approval: Planning Board Approval: Request for: Temporary Certificate , Final Certificate: (check one) Fee Submitted: $ oh pplicant Signature //„,„ .....�_. III A®��®f ®u41 Town Hall Annex 11 ~ ® ti Telephone(631)765-1802 54375 Main Road : ; Fax(631)765-9502 P.O.Box 1179 � az is Southold,NY 11971-0959 �l� ��I` roger.richertCa�town.southold.ny.us ”®UIYIY9\® //1 BUILDING DEPARTMENT TOWN OF SOUTHOLD CERTIFICATE OF ELECTRICIAL COMPLIANCE SITE LOCATION Issued To: 55 Cox Neck Road Realty LLC Address: 55 Cox Neck Road City: Mattituck St: New York Zip: 11952 Building Permit#: 39739 Section: 113 Block. 7 Lot: 19.23 WAS EXAMINED AND FOUND TO BE IN COMPLIANCE WITH THE NATIONAL ELECTRIC CODE Contractor: DBA: Fulton Electric Inc License No: 5006-ME SITE DETAILS Office Use Only Residential Indoor X Basement Service Only Commerical X Outdoor X 1st Floor X Pool New Renovation 2nd Floor Hot Tub Addition Survey Attic Garage INVENTORY Service 1 ph Heat Duplec Recpt Ceiling Fixtures HID Fixtures Service 3 ph Hot Water GFCI Recpt Wall Fixtures Smoke Detectors Main Panel NC Condenser Single Recpt Recessed Fixtures CO Detectors Sub Panel 60A NC Blower Range Recpt Fluorescent Fixture Pumps Transformer Appliances Dryer Recpt Emergency Fixtures Time Clocks Disconnect Switches Twist Lock Exit Fixtures TVSS Other Equipment. Horse Riding Arena, 66 LED Ceiling Lights, 4- LED Wall Packs, 2-Combination"Exit/Emergency"Fixtures Notes: Inspector Signature: Date: December 10, 2015 Electrical 81 Compliance Form.xls 311 ,,,,Ii‘ofS06,i,--, , A,,, . TOWN OF SOUTHOLD BUILDING DEPT. 76S-1802 44,0) - ti";,, INSPECTION '' f [ FOUNDATION 1ST [ ] ROUGH PLUMBING if / [ ] FOUNDATION 2ND [ ] INSULATION [ ] FRAMING / STRAPPING [ ] FINAL [ ] FIREPLACE & CHIMNEY [ ] FIRE SAFETY INSPECTION [ ]- FIRE RESISTANT CONSTRUCTION [ ] FIRE RESISTANT PENETRATION [ ] ELECTRICAL (ROUGH) [ ] ELECTRICAL (FINAL) [ ] CODE VIOLA ION . [ ] CAULKING REMARKS: /7f;: . --- 6)k DATE 125/24/5- INSPECTOR 7/1'6'4i . --e'---r- I,llo��pE SO�ryolos, i efir TOWN OF SOUTHOLD BUILDING-DEPT. 765-1802 iNSPECTION [ FOUNDATION 1ST [ ]-ROUGH PLUMBING [ ] FOUNDATION 2ND [ ] INSULATION [ ] FRAMING /STRAPPING [ ] FINAL • [ ] FIREPLACE & CHIMNEY [ ] FIRE SAFETY INSPECTION [ ] FIRE RESISTANT CONSTRUCTION [ ] FIRE RESISTANT PENETRATION [ ] ELECTRICAL (ROUGH) [ ] ELECTRICAL (FINAL) [ ] CODE VIOLATION [ ] CAULKING REMARKS: P- ece- DATE ‘) l`r- INSPECTOR ` .7 3, 39-1 �pE S0[/4 s''„,' 0 aiji TOWN OF SOUTHOLD BUILDING DEPT. */:freii.„° 765-1802 INSPECTION [ FOUNDATION 1ST [ ] ROUGH PLUMBING [ ] FOUNDATION 2ND [ ] INSULATION [ ] FRAMING /STRAPPING [ ] FINAL ' [ ] FIREPLACE & CHIMNEY [ ] FIRE SAFETY INSPECTION [ ] FIRE RESISTANT CONSTRUCTION [ ] FIRE RESISTANT PENETRATION [ ] ELECTRICAL (ROUGH) [ ] ELECTRICAL (FINAL) [ ] CODE VIOLATION [ ] CAULKING REMARKS: -®k- ar.."5„, Ge-/-er--ee-za.g.,_ ean_ ei-7,,,,..07--...--4-... cilt-,2-'42„,4ed..-ft,,,,,,eve,„4„a r -'4)PeLe 6ise.h"-7."46," r DATE 49 0i‘ ZA INSPECTOR ` -'-`. 6)1'9- I trg,,,,€�OF SO�T�lo`, 17 ; * 4§-00 0 , TOWN OF SOUTHOLD BUILDING DEPT. 765-1802 NSPECTION [ FOUNDATION 1ST [ ] ROUGH PLUMBING [ ] FOUNDATION 2ND [ ] INSULATION [ ] FRAMING /STRAPPING [ ] FINAL [ ] FIREPLACE & CHIMNEY [ ] FIRE SAFETY INSPECTION [ ] FIRE RESISTANT CONSTRUCTION [ ] FIRE RESISTANT PENETRATION [ ] ELECTRICAL (ROUGH) [ ] ELECTRICAL (FINAL) [ ] CODE VIOLATION [ ] CAULKING 4*. REMARKS: ---14-7#'24" ---1 DATE 00 f-5- INSPECTOR 2-k(-4.-479( f -�_` �,�O� OF SOUlyolo`, '* *I Car, ----A \-zeoudo," l TOWN OF SOUTHOLD BUILDING DEPT. 765.1802 INSPECTION [ ] FOUNDATION 1ST [ ] ROUGH PLBG. [ ] FOUNDATION 2ND [ ] INSULATION [ ] FRAMING /STRAPPING [ ] FINAL [ ] FIREPLACE & CHIMNEY p4. FIRE SAFETY INSPECTION [ ] FIRE RESISTANT CONSTRUCTION [ ] FIRE RESISTANT PENETRATION [ ] ELECTRICAL (ROUGH) [ ] ELECTRICAL (FINAL) )r REMARKS: ,,,,m.i 7-De.La_s •136(m bAic_. I ; 2 ;� c/ Cvr --- 1li+r1/ . DATE i i ` 12 - /S--- INSPECTOR ) `d// I le# iko - 9 i 3? .,, 4\ -,:-. (4. ip. ,. .., ...„ 0-,,.0 --,-- -. __,_couw,„,,0, TOWN OF SOUTHOLD BUILDING DEPT. 765-1802 INSPECTION r: i [ ] FOUNDATION 1ST [ ] ROUGH PLUMBING t - ' [ ] FOUNDATION 2ND [ INSULATION [ ] FRAMING /STRAPPING ' FINAL L )/ q [ ] FIREPLACE & CHIMNEY [ ] FIRE SAFETY INSPECTION -� [ ] FIRE RESISTANT CONSTRUCTION [ ] FIRE RESISTANT PENETRATION CJt ..... [ ] ELECTRICAL (ROUGH) [ ] ELECTRICAL (FINAL) [ ] CODE VIOLATION [ ] CAULKING REMARKS: I) ' I / 1,'Al ' id; - ' -Ve—F- 7-7(1)* --- As5249 ' - .___Q aIY-.axi-c__------- i6_) -N. 1--- --- ---5Y____--= ' At f .'{ tT1,2,e7ti arj---„cryrybk.A..4 1 1..,- i r----- ---- DATE ) I --2i_ -)) INSPECTOR 'I :�.y LD PECQN SILEO DATA 7 CONIlYNTS - ' ` j ¶7d- i :/th.16‘Thif4‘,,ler'es.e;.:,:a.:,e.:0: 014:“":‘#"1..aa �. . ..........1. �- o'er` FQUrinoo am � .� _ r r j .7 :l'._ t?-c9) o 'ATI4N,,,,-.,,),(2ND) ( '_ sip,' I ✓� ', % 41-0411, •; ° .. ...,„„,. ... , . vip ,, . u,. r . . 4... .,. ,,?,,(5__. /. _s../. . ... • _ „_:___.,,, . . ,. 0, „ yr _ ,,,,. • , . . - - .._ . , , H ROUGH NtINq•FR4 & I . ,• x H PLUMBING !� • • • • — ---.r--- 1 ... •• • • • • . ' pl • INSULATION PER N.Y. STATE ENERGY COTE . .• ' - . , , • . /2/7 is- e.:.)4.,, . C---6. ',,....44.-i r....../.1-7_,—". .;i"--.....09-:e- ej/6/1.1. • ' FINAL • • • A13DilIe -4":- T-11-s-. , Ts 7/ r ' vv\- 'WF J ' L f, is ' /• Q o ' o-, • 5� Is �- 1 i _ , f ! lvP .• n . 0 O .6fr-5- /5 .-- -'19 iddLigeT w-, '. ..-1„. 7,-0-e. a)-1,2e,(---- Istg . * . . . • (Th * 003 76----- -_dr—` . . >. .41 -A- u--;•,ee-ce-ge-,- -. -- z 4 a bt, (_,,i.,,,, ,-,, ps. 0 .a--,i.s- iee eie.77e . . -in .7, 7,. • 11 IZ-I --7_ ' -6000_5 (e--'9_a;)," ® , ' • , _ e �t,,160 ®® ---- 2 . � ' ■skim":; . ®6‘-i 0(2- Pc C . • ✓ ' ,( :? e i:---7)a-- e"--0. , ,L*Malall111- P.4 P-:Pi 45- -- ff--e- c . . . . • , . ,. 41 t - ..r())-- //4-4,-S. 4-'6Pfre.1-5 -.--2 ia- LL✓L, �.i �, ) * c�z. i)c�nr L • . .i. .7--' �.� p..4_1,1--v- t,� • . ti' .• r .. r . . r 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 0 SoutholdTown.NorthFork.net PERMIT NO. L se Check Septic Form N.Y.S.D.E.C. Trustees C.O.Application Flood Permit Examined ,20 �.f Single&Separate ?;'itif ?� 1' ;� ' i�l , , 6 ?,l '.S ,';, Storm-Water Assessment Form Contact: Approved -4 ,201 Mail to: Disapproved a/c l Phone: �Q3 1- � l 2 (0� (044 Expiration ii ,20 /L ED C E E Building In• sector i t LICATION FOR BUILDING P Ni Y r- , , R E J L 10 git Date 1 h kg , 20 tom\ INSTRUCTIONS BLDG DEPT = a. This appikivattttirtNDEM$b- . e =tely filled in by typewriter or in ink and submitted to the Building Inspector with 4 sets of ra e p of 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 sjcize________ (Signature of applicant or name,if a corporation) . 55- C�,c V7E(Y....(2...,A. LLC_ e 351, 4L4 .r Pl ct Su; x.30 , (Mailing address Of applicant) vkc P2 , 0A \\'13¢ State whether applicant is owner, lessee, agent, architect, engineer, general contractor, electrician, plumber or builder SQ.-- Ls\ D c.--S ,.,-V r 5S Cznx N ..AL &A. tea,\ Ar� LLC. Name of owner of premises Q_ \ -2SC'c.re, JleuNcs \n r n t MQr i- Lk...� (As on the tax roll or laTestdeed) If applicant is a corporation, signature of duly authorized officer (Name and title of corporate officer) Builders License No. Plumbers License No. Electricians License No. Other Trade's License No. 1. Location of land on which proposed work will be done: 5'5" a>0 ‘ 3,2..c.,\<.... M. jc.1A ASK , 1...)'\ k k ciSz House Number Street 1 Hamlet ' County Tax Map No. 1000 Section l k 13 Block 01 - Lot VI .2S Subdivision Filed Map No. Lot 2. State existing use and occupancy of prenrriises a d intended use , oc upancy o proposed construction: a. Existing use and occupancy v rc. M C Q l b. Intended use and occupancy \--\e9r ^ter-✓ 3c7or °(,'A c•p9 I,� �J,�2� 3. Nature of work(check which applicable): New Building -N6 Addition Alteration Repair Removal Demolition Other Work (Description) 4. Estimated Cost (e 00 0 0 0 Fee r A 1g y 4 (To be paid on filing this application) 5. If dwelling, number of dwelling units Number of,dw fTmg 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 Rear .. Depth Height Number of Stories Dimensions of same structure with alterations or additions: Front _ Rear Depth Height Number of Stories 8. Dimensions of entire new construction: Front -' Rear Depth att Heights Number of Stories .— 9. Size of lot: Front ( •�� ` Rear Z 7 'We fa3 i Depth 1 L `� o 10. Date of Purchase ` ( R 1 VA Name of Former Owner M e3 S -" c - 11. Zone or use district in which premises are situated kc._ 12. Does proposed construction violate any zoning law, ordinance or regulation? YES 4---NO 13. Will lot be re-graded? YES NO Will excess fill be removed from premises?YES NO )C 65'6i.9)c ��a-K ((sl LLC ` ,�,,,�,p �.,,��c.,Nt1�I, 14. Names of Owner of premises Address35D Mo-t°r P"v"4 ' P oiie No. 3�' ��Z' (P1(14 Name of Architect Address Phone No Name of ContractoiC a � �� Address9,S Zzc. iirAcen 2. Phone No. Ill;t"433-1-7V 1 zo.ke cr-�I 1\K 15 a. Is this property within 100 feet of a tidal wetland or a freshwater wetland? *YES NO �{ * IF YES, SOUTHOLD TOWN TRUSTEES & D.E.C. PERMITS MAY BE REQUIRED. b. Is this property within 300 feet of a tidal wetland? * YES NO * IF YES, D.E.C. PERMITS MAY BE REQUIRED. 16. Provide survey, to scale, with accurate foundation plan and distances to property lines. 17. If elevation at any point on property is at 10 feet or below, must provide topographical data on survey. 18. Are there any covenants and restrictions with respect to this property? * YES NO * IF YES, PROVIDE A COPY. STATE OF NEW YORK) SS: COUNTY OF qq \ 2 1.; '3r-c being duly sworn, deposes and says that(s)he is the applicant (Name of individual signing contract)above named, (S)He is the Qczst.,,/�,k- 0 (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 je4f, day of 20I j Tifftir Public CONNIE D.BUNCH in 401114thNotary Public,State of New York Signature of Applicant No.01 BU6185050 Qualified in Suffolk County Commission Expires April 14,2 kJ/ FOR INTERNAL. USE ONLY SITE PLAN USE DETERMINATION _ Initial etermination �— �y_ I y Date Sent:__ . Date: ��• ��-= � (zo-Pt-b ��{ArL Project Name: - __ _ ---- - -. Project Address: n� � --M.,—__.- . _.. . . _ _ _... _____ .. __. Suffolk County Tax Map No.:1000- 1 -� - 4- I Zoning District:___LC-. _ Requesfr (Note: Copy of Building Permif Application and supporting documentation a5 to proposed use or uses should be submitted.) I 11Z1 Initial Determination as to Whether use is permitted: - Initial Determination as to whether site plan is required: S'k..*-e cA-•,_ , - ci_1/4.4--Q__P • _� Sig eo ung Planning Department (P.D.) Referral: - • P,D. Date Received:_i_—I-- Date of Comment: _J- - Comments: Signature of Planning Dept.-Staff Reviewer - Fina[ Determination •- Date: I I Decision: e;r,nafiire of Rtiildina Insnectnr t' IV ti 1- . .... FOR INTERNAL_ USE utv�Y /5e_ e SITE PLAN USE DETERMINATION IECEfiVE0 _ inDate: % / i itial Determination AUG 0 2014 g f I 1 ILL _ I y • Date Sent:_ "�'�Sa hoW Tarn 1-PrL Project Name: - --- Project Address: -6 No.:1000- )11 _ __ l q:z3 Zoning District:=. .�-- Suffolk County Tax Map ��‘10 '''''.-1-. • . Request'• lA I . 1 documentation a to I�s ' U lication and supporting (Note: Copy of Buii`di' el , , • shoul� t y` ��, '1• d.) proposed use or uses t}Z\1 -�..,, ermitted: - initial Determination as to whether use _.:-__ ___ s p @. c�1 C2 -L f_.°:"•• _ - — — LS/ Initial Determi• nation as to whether site plan is required: Se Signature o Building inspector Planning Department (P.D.) Referral: ( Date of Comment:�� /= P.D, Date Reeeived: �� • Corn ents: ee a kc� ;zeal, i,,�� ,f - eS 6, ' Lb � 1s 0. ''rid • - `'t-k'fil VS - .o d- a' r ICa I - l `a. . . S R i .4 "- Signature of Planning Dept-Staff Rev r Gr._- Final Determination - . Date:L1 l /2_41- • • Decision: �r _. - o;,-r,nf-i i P f RI III loci trnsnector ��,, MAILING ADDRESS: PLANNING BOARD MEMBERS I��i OF S0jj14,' P.O.Box 1179 DONALD J.WILCENSKI 'seQIO Southold,NY 11971 Chair 4 4; OFFICE LOCATION: WILLIAM J.CREMERS Town Hall Annex PIERCE RAFFERTY G Q � 54375 State Route 25 JAMES H.RICH III �a:e12_ � (cor.Main Rd. &Youngs Ave.) MARTIN H.SIDOR ; ooU N�.; 0� Southold,NY � Telephone: 631 765-1938 www.southoldtownny.gov PLANNING BOARD OFFICE TOWN OF SOUTHOLD Attachment to SPUD. August 1, 2014 Based on what the applicant told us in a meeting a couple weeks ago,this use can fall under the permitted use category of agriculture (keeping, breeding,raising, and training)of horses, and may not need a Special Exception approval. They stated that they do not intend to have a riding academy and do not intend to have horse lessons given to anyone on the premises. • I n 6 1 v FORM NO. 3 TOWN OF SOUTHOLD BUILDING DEPARTMENT SOUTHOLD, N.Y. NOTICE OF DISAPPROVAL DATE: August 4, 2014 TO: Steve Libretto (55 Cox Neck Road Realty LLC) 350 Motor Parkway, Suite 309 Hauppauge, NY 11788 Please take notice that your application dated July 9, 2014 For permit for a new agricultural building at Location of property: 55 Cox Neck Road, Cutchogue, NY County Tax Map No. 1000- Section 113 Block 7 Lots 19.23 Is returned herewith and disapproved on the following grounds: The use is subject to site plan approval from the Southold Town Planning Board. You may now apply to this agency directly. •Authorized Signature Cc: File, Planning Note to Applicant: Any change or deviation to the above referenced application may require further review by the Southold Town Building Department. i �� BOARD MEMBERS oi1Southold Town Hall Leslie Kanes Weisman,Chairperson �I ,O S O UP: 053095 Main Road•P.O.Box 1179 4 ` Southold,NY 11971-0959 • Eric Dantes Office Location: Gerard P.Goehringer G . - ; ,; Town Annex/First Floor,Capital One Bank George Horning . ^, ? �� 54375 Main Road(at Youngs Avenue) Kenneth Schneider _l'tCOu (' ,•I�' Southold,NY 11971 http://southoldtown.northfork.net ID i� l� 'U� E ZONING BOARD OF APPEALS TOWN OF SOUTHOLD H FEB Tel.(631) 765-1809• Fax(631) 765-9064 - .1 j -9 2015 IL__) FINDINGS,DELIBERATIONS AND DETERMINATION 61 DEPT MEETING OF FEBRUARY 5,2015 I`-.x,,.,car:OUT•iO',D_ J i�`1 ZBA FILE No.: SE6816 • NAME OF APPLICANT: 55 Cox Neck Road Realty,LLC SCTM#1000-113-7-19.23 PROPERTY LOCATION: 55 Cox Neck Road (Sound Avenue),Mattituck,NY 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 November 13, 2014, 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: Subject property is an irregularly shaped 36.96 acre parcel in the AC Zone. The neighborhood consists of a mix of residential and AC zone properties. The northerly lot line measures 920.59 ft. along several adjacent parcels. The easterly lot line measures 2304.47 ft along Cox Neck Road and three other adjacent parcels. The southerly lot line measures 456.09 ft. along Sound Avenue, and the westerly lot line measures 2246.63 ft. along other adjacent parcels. The property is improved with a single-family dwelling and swimming pool, an accessory garage with a second floor studio apt. and deck, a one story frame barn, two accessory frame buildings, and several storage sheds, as shown, with proposed new building to be used as an indoor riding ring, on the survey drawn by Howard W. Young, Licensed Land Surveyor, dated Jan. 08, 2015. BASIS OF APPLICATION: Request for Special Exception per Code Section 280-13B(12)for equestrian stables and riding academy. RELIEF REQUESTED: The applicant proposes to construct a 120ft x 240ft steel framed structure to be used as an indoor riding ring in connection with the proposed equestrian stables and riding academy operation. The proposed use is permitted by Town Code; with the grant of a special exception from the ZBA, and site plan approval from the Town Planning Board. ADDITIONAL INFORMATION: This property was the subject of ZBA decision #6698, dated Nov. 21, 2013, in which the applicant was granted a special exception for an accessory apartment P*ge 2 of 3—February 5,2015 ZBA#6816-55 Cox Neck Road Realty,LLC SCTM#1000-113-7-19.23 in an accessory structure. The file contains documents submitted by an adjoining neighbor and his attorney objecting to the application, as originally proposed, based on concerns about on site drainage, the proposed location of the proposed indoor riding ring in relation to his single family dwelling, and the possibility that the use of the structure, after dark, will allow light pollution to emanate from the interior of the building and therefore be detrimental to the neighborhood. The file also contains documents submitted by the applicant and his representatives that address the aforementioned concerns. To mitigate these potentially adverse impacts, on January 8, 2015 the applicant submitted an amended survey that re-locates the proposed riding academy building approximately 80 feet to the west, inter alia. FINDINGS OF FACT/REASONS FOR BOARD ACTION: The Zoning Board of Appeals held public hearings on this application on December 4,2014 and January 8,2015 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: The Board has reviewed the General Standards governing Special Exception uses set forth in Section 280-142 and finds: A. That the use,AS AMENDED AND WITH THE CONDITIONS IMPOSED HEREIN, will not prevent the orderly and reasonable use of adjacent properties or of properties in adjacent use districts.The subject property already contains an established and permitted accessory equestrian facility for the housing and training of the applicant's horses. Additionally, stables and riding academies are also permitted uses in the AC zone with approval from the ZBA through the granting of a special exception permit, and with site plan approval by the Planning Board. B. That the use,AS AMENDED AND WITH THE CONDITIONS IMPOSED HEREIN, will not prevent the orderly and reasonable use of permitted or legally established uses in the district wherein the requested use is located or of permitted or legally established uses in adjacent use districts. The site plan for the stables and riding academy will include an onsite parking area for patrons of the subject operation and the relocation of the indoor riding ring, along with the conditions imposed will ameliorate any potential negative consequences of the equestrian stable and riding academy operation. C. That the safety, the health, the welfare,the comfort, the convenience or the order of the town will not be adversely affected by the-proposed use AS AMENDED AND WITH THE CONDITIONS IMPOSED HEREIN, and its location. All of the stables and riding academy activities will remain on the site. All patrons parking will be on site. The property has an on-site 30 cubic yard manure storage container that will be emptied on a bi-weekly(twice a month)basis. D. That the use,AS AMENDED AND WITH THE CONDITIONS IMPOSED HEREIN, will be in harmony with and promote the general purposes and intent of this chapter. Stables and riding academies are permitted in the AC Zone. Horses and other farm animals,with barns, stables and other accessory structures, are customary and incidental within agricultural-oriented farming communities such as the Town of Southold. E. That the use, AS AMENDED AND WITH THE CONDITIONS IMPOSED HEREIN, will be compatible with its surroundings and with the character of the neighborhood and of • Page 3 of 3—February 5,2015 Z$A#6816-55 Cox Neck Road Realty,LLC i SCTM#1000-113-7-19.23 the community in general, particularly with regard to visibility, scale and overall appearance.The applicant has proposed to install a landscaped buffer of evergreen trees along their northern property line to screen the riding academy structure from the view of adjacent neighbors, and has proposed to relocate the riding academy building to the west on their property to mitigate adverse visual impacts on the residential property to the north. F. That all proposed structures, equipment and material shall be readily accessible for fire and police protection.There are four (4) possible ways to access the property in the event of an emergency. G. That the proposal shall comply with the requirements of Chapter 236, Storm-water Management. The applicant must install a code compliant drainage system to prevent runoff and erosion, as approved by the Town Engineer and the Town Planning Board. BOARD RESOLUTION: In considering all of the above factors, motion was offered by Member Weisman (Chairperson), seconded by Member Horning, and duly carried to GRANT, a Special Exception, AS AMENDED and shown on the Survey prepared by Howard W. Young, Licensed Land Surveyor, dated Jan. 08,2015. SUBJECT TO THE FOLLOWING CONDITIONS: 1. Pursuant to Section 280-141(C)"a special exception approval shall be valid for a period of six months but may be extended for one additional six-month period by the Zoning Board of Appeals within the requirement of new public notice of hearing.A continuing or permanent land use authorized by a special exception approval,which use is undertaken or begun during the period of validity of such approval, shall thereafter be deemed a lawful use..." 2. The applicant must submit the amended/revised site plan cited herein to the Planning Board and obtain site plan approval from the Planning Board.Failure to do so will render this Special Exception Permit null and void. 3. The applicant shall install a landscaped buffer of Leyland Cypress or similar type evergreen screening along their Northwest property line to shield the view of the indoor riding ring from residential properties to the North, as approved by the Planning Board. ___4. The applicant shall install and maintain light blocking shades on the Northwest side windows of the indoor riding ring in order to ensure that light pollution does not emanate from same and trespass onto adjoining properties. All drainage shall conform to Chapter 236 Storm-water Management Code. That the above conditions be written into the Building Inspector's Certificate of Occupancy, when issued. NOTE: Any violations of the conditions, occupancy or other requirements described herein, may require a public hearing before the Zoning Board of Appeals to review potential action to revoke the Special Exception permit as granted herein. Vote of the Board: Ayes:Members Weisman(Chairperson), Schneider,Horning,Dantes. (Absent was: Mem - oe• inger-) This Reso u 'on was duly adopted(4-0). / Leslie Kanes Weisman, Chairperson Approved for filing /‘ /2015 1 edd MAILING ADDRES� 0' PLASTNING BOARD MEMBERS ��"SOF SO(/T P.O. Box 1179 DONALD J.WILCENSKI I° ?.. . Southold, NY 11971 Chair ; * r..Y ; OFFICE LOCATION: WILLIAM J.CREMERS Town Hall Annex PIERCE RAFFERTY , 54375 State Route 25 JAMES H.RICH III \ O "81/1 (cor.Main Rd. &Youngs Ave.)MARTIN H.SIDOR = �d'o� Southold,NY Telephone: 631 765-1938 www.southoldtdwnny.gov PLANNING BOARD OFFICE TOWN OF SOUTHOLD April 7, 2015 Li) ----- ''-!' i Mr. Steve Libretto r in. _ g APR 2015 11065 Sound Avenue . Mattituck, NY 11952 -- --° BLDG OFP1 OFF:;=1,1!lotD Re: Approval - Proposed Site Plan for Royalton Equestrian • . Located at 55 Cox,Neck Road, ±50' a,,ross from Westphalia Road, Mattituck SCTM#1000-113-7-1923 • • :Zoning District A-C • Dear Mr. Libretto: - The following resolutions were.adopted at a,ilneeting of the Southold Town.Planning Board on Monday,-April'6, 2015: ° r - WHEREAS, this Site Plan is for the proposed construction of a 120' x 240' (28,800 sq. ft.) indoor riding ring oh an'existing horse farm ass part ofa riding academy pursuant to ZBA°File #SE6816 and°keeping,`�breeding, i-aising and:training of horses. Existing on=site-areawo horse. barns with a total of 34 horse'stalls, a roofed°Horse-walker, and a single-family dwelling and . garage on 37 acres in the A-C Zoning District, Mattituck; and WHEREAS, on August 6; 2014,.Steve Libretto, agent to the applicant, submitted.an application for Site Plan review; and WHEREAS, the Southold ToWn Planning Board; pursuant to §280-133 C of-the-Southold Town Code, has the discretion to waive any or:all of the requirements in §280-1.33 for'those applications involving uses strictly related to agriculture as long as they are not necessary to further the objectives set forth in Town Code §280-129 to maintain public health, safety, and welfare. The Planning board has found that this application is eligible for a waiver of certain elements of the Site Plan requirements because it is an agricultural use; the details of which are included in the Staff Report, dated August 18, 2014; and WHEREAS, on August 21, 2014, the Planning Board formally accepted the agricultural application as-complete for review with additional information required; and WHEREAS, on August 26, 2014, the Planning Board, pursuant to Southold Town Code §280- 131 C., distributed the application to the required agencies for their comments; and Ro ialtor Equestrian Page 3 April 7, 2015 (2) The applicant must submit the amended/revised Site Plan cited herein to the Planning Board and obtain Site Plan approval from the Planning Board. Failure to do so will render this Special Exception Permit null and void; (3) The applicant shall install a landscaped buffer of Leyland Cypress or similar type evergreen screening along their northwest property line to shield the view of the indoor riding ring from residential properties to the north, as approved by the Planning Board; (4) The applicant shall install and maintain light blocking shades on the northwest side windows of the indoor riding ring in order to ensure that light pollution does not emanate from same and trespass onto adjoining properties; (5) All drainage shall conform to.Chapter 236 Storm Water Management Code";,and • WHEREAS, on February 20; 2015,the Southold Town Engineer reviewed the revised above- referenced application and determined that the proposed drainage meets the requirements of Chapter 236 for Storm Water.Management; the only change from the originalreport was the location of the proposed building and drainage systems; and WHERAS,,00n°february 23,2015,,the;Southold Town Planning.Board reviewed,the revised Site Plan that re-locatedihe'proposed'riding ring ±80' to..the southwest and,determined that the revision to the Site Plan was a significant change and required the hearing,tope re- opened; and WHEREAS,�.on_,March-9, 20.15, the Southold-Town:Planning-Board.held arid.closed;the re- opened public hearing for the revised Site Plan; and WHEREAS.,-at their Work Session held on March 23; 2015,,the Planning Board. reviewed the revised Site Plan with reference to the comments made at the hearing held on March 9th; and WHEREAS, at their Work Session held on March 23, 2015, the Planning Board reviewed the revised Site Plan with the Town Engineer and determined that the proposed;drainage for the riding ring meets'the minimum requirements of Chapter 236 forStorm Water Management and cited prior reports that state the same; and, WHEREAS, at a Work Session held on March 23,,2015, the Planning Board found that all applicable requirements of the Site Plan Regulations Article XXIV, §280:--Site Plan Approval of the Town of Southold have been met; and WHEREAS, on March 27, 2015, the Southold Town Chief Building Inspector reviewed the revised Site Plan and certified the proposed riding academy as a permitted use in the A-C Zoning District pursuant to ZBA File #SE6816; therefore, be it RESOLVED, that the Southold Town Planning Board hereby waives certain Site Plan Application requirements as noted above; and be it further RESOLVED, that the Southold Town Planning Board has determined that this proposed action is consistent with the policies of the Town of Southold Local Waterfront Revitalization Program; and be it further i4 OFFICE LOCATION: �,�� MAILING ADDRESS: 1� Town Hall Annex Ioi!!BOE SO(jjy- P.O.Box 1179 54375 State Route 25 40 ($ a:',. of Southold, NY 11971 (cor.Main Rd. &Youngs Ave.) O _�_ __Telephone: 631.765_1938_._ ____. -Southold, NY----------�------------i';':1117:Y4 `www.southoldtownny.gov fl (' (�; , W ii r f� PLANNING BOARD OFFICE ! ` TOWN OF SOUTHOLD I2015 [L) L1 DEC 11 December 10, 2015 BLDG f)EPT Mr. Steve Libretto — "W� ;,r "IEl! 11065 Sound Avenue Mattituck, NY 11952 Re: Approved Site Plan for Royalton Equestrian 55 Cox Neck Road, ±50' s/e/o Cox Neck Road &Westphalia Road, Mattituck SCTM#1000-113.-7-19.23 Dear Mr. Libretto: The Planning Board has found that the requirements of the above-referenced Site Plan have been completed based on the site inspection made November 17, 2015. The siteis now'in conformance with the Site Plan entitled "Royalton Equestrian", prepared by Young and Young on August 4, 2014, last revised March 3, 2015, approved by the Planning Board on April 6, 2015. The Planning Board allowed the following as-built changes to the Approved Site Plan: • The planting of twenty-six (26) Cryptomeria at 12' – 14' high and 7' on center in lieu of the fifteen (15) Leyland Cypress at 8' – 10' high and 10' on center as approved; • The relocation of one (1) WPLED20 wall pack light fixture from the northwest corner of the building as approved, to the northeast corner of the building which is further away from the nearest property line and remains compliant with §172. Planning Board approval is required prior to any changes to the site. Please, if you have any questions regarding this Site Plan or its process, do not hesitate to call this office at 631-765-1938. Ve truly yours, jLam, H. /e.-a, (E. James H. Rich Ill Vice-Chairman cc: Michael Verity, Chief Building Inspector Jamie Richter, Town Engineer 7 - SAFETY DATA SHEET G 91/155/CEE DATE January 2014 Page 1 of 4. GGT-Footing Geo 1. IDENTIFICATION OF PRODUCT AND MANUFACTURER 1.1 Commercial name: GGT-Footing Geo 1.2 Manufacturer Polysols, Inc., 915 Mount Pleasant Road, Spartanburg, SC 29307 Information: FON +1 (864) 579-4484, e-mail: ggt@polysols.com 2. INGREDIENTS COMPOSITION / INFORMATION Chemical characteristics: Resin-bonded and needle-punched polyester fibres Hazardous substances (Degree 67/548 CEE) in superior concentration than what is defined by the art. 3 par. 6 letter of Degree 88/379 CEE: none. 3. HAZARDS Danger for the human being. Skin contact: may cause irritations on particularly sensitive persons Eyes contact: no known effects Swallowing: no known effects Inhalation: inhalation of dust may cause throat irritations 4. FIRST AID MEASURES Skin contact: in case of irritations, wash with water Eyes contact: no known effects Swallowing: no known effects Inhalation: move affected persons away from the contaminated area NOTE: in case of chronic symptoms, consult doctor 5. FIREFIGHTING MEASURES Appropriate fire fighting measures: carbon dioxide,water and extinguishing powder and foam Non appropriate fire fighting measures: none Hazardous combustion products: carbon monoxide(CO) SAFETY DATA SHEET 91/155/CEE DATE:January 2014 Page 2 of.4 GGT-Footing Geo Carbon dioxide (CO2) Low molecular weight organic decomposition products (aldehydes, acids, acrylic monomers, phenols) ammoniacal compounds sodium carbonate (aerosol) Specific protection measures: wear self-contained breathing apparatus and a protective suit 6. MEASURES IN CASE OF ACCIDENTAL EMISSIONS Not applicable 7. HANDLING AND STORAGE 7.1 Manipulation: no precaution is necessary during proper use 7.2 Storage: Store in a dry place. Keep away from heat and sources of ignition. Smoke alarm has to be installed. 8. EXPOSURE CONTROL/PERSONAL PROTECTION Specific parameters of control Component Exposure limits Exposure limits (TLV/TLWA) (TLV-STEL) Total dust 10 mg/mc --- 1 Respiratory system Protection: in case of dust, use a mask during handling Hands protection: use gloves during handling Eyes protection: none requested Skin protection: not applicable 9. CHEMICAL AND PHYSICAL PROPERITIES Physical state: solid Colour: white, green, brown Odour: free of extraneous odour to the kind of product PH: not applicable Boiling point: not applicable Melting point(polyester): 250—260 °C Flash point: not applicable In flammability: not inflammable Auto ignition temperature: not auto inflammable Explosive properties: not explosive • 1 SAFETY DATA SHEET 91/155/CEE DATE:January 2014 . ' Page 3 of 4 GGT-Footing Geo Combustible properties: not combustible Vapour pressure: not applicable Relative density: --- Solubility in water: not soluble Solubility in solvents: soluble in boiling m-cresol, in boiling Phenol at 85%, in boiling Sodium Hydroxide at 45%and partially soluble in Cyclohexanone at 120 °C 10. STABILITY AND REACTIVITY Conditions to be avoided: No particular conditions(such as pressure, temperature, light and shocks) needs to be avoided. Contact with acid, base and oxidiser shall be avoided. Hazardous decomposition products: the product does not decompose spontaneously. 1,1. TOXICOLOGIAL INFORMATION Unknown toxicological effect deriving from handling and exposure to the material. Exposure to dust might cause temporary throat irritation. Prolonged skin contact might cause irritation on particularly sensitive persons. 12. ECOLOGICAL INFORMATION Not listed as a hazardous substance(Regulations issued by the European Community Committee) 13. WASTE DISPOSAL REMARKS The product is not water-endangering. Residues can be disposed of like domestic refuse. ' 14. TRANSPORT INFORMATION On road/ railway transport(ADR/ RID): not applicable See transport(IMDG): not applicable Air transport(IATA): not applicable 15. REGULARISATION No particular classification, labelling and packaging according to EEC regulations. SAFETY DATA SHEET 91/155/CEE DATE:January 2014 - Page 4 of-4 GGT=Footing,Geo , • 16. FURTHER INFORMATIONS/CONCLUSIONS" This sheet was drawn up according to what is prescribed by the EEC Directive 91/155. The data have been taken from the safety sheets of the compounds. Further information, as soon as available, will be submitted to you without delay. Spartanburg,January 2014 • /,,iii..,,_ ,`�� pF sOUTy 1 at Town Hall Annex ; ... 4 •'.' if; Telephone(631)765-1802 54375 1vlaia Road "'<- P.O_ Box 1179 ; Q �� ro•er_richd L,�'town_sout,?_ -,, .us IL nSouthold,NY 11971-0959 V‘4 . \#9°.� lL ' �COUF�(t'i,- •61�oFt `� - J NOV 18 2015 �: BUILDING DEPARTMENT TOWN OF SOUTHOLD — RLL_KM DEPT - --- APPLICATION FOR ELECTRICAL INSPECTION-- REQUESTED BY: 011A/ 01\.)0 A-1? 0 Date: 'Company Name: F) )to ,(V FMCG1m) C, J A) C) - - - _- Name: --01) �� License No.: SGS �!j Address: 3Tyr Ceit7 DA - - 13 -€.1-1)A my 1 )7/ Phone No.: 6-3.i — c) ,‘- ,;-s--31 _ / - . :-• t is - JOBSITE (I\iFOR11iIAT(ON: (*indicates required information) *Name: 5--s GaX Ne6 . LY %/9/ L�' -. *Address:` GPJX , R d - ' - *Cross Street: 500(DJ f�U-e, - *Phone No.: - 631- Va.- 0 Permit No.: 29-2 3 °I - • Tax-Map District: • 1000 Section: ill • Block: 7 Lot /9, D3 - *BRIEF DESCRIPTION OF WORK(Please Print Clearly) /---eaP SUbP - GSD wA))p dd ,etrP1 It /- FE /" T t ' - - / p k bcw_ ._ (/ - 1-Fit- big -ecs (I (Please Circle All That Apply) • ' . *Is job ready for inspection: - YES I Na Rough In CF. inal +. *Do-you need a Temp Certificate: _ YES NO - - Temp Information (If needed] • *Service Size: 1 Phase 3Phase 100 150 200 300 350 400 .Other *New Service: Re-connect Underground Number of Meters Change of Service Overhead - Additional Information: PAYMENT DUE WITH APPLICATION CA9 4 r -------14)]. ( (1 faid- C6e &/ 82-Request for inspection Form 0- ^ CODES DIVISION_ NEW YORK STATE DEPARTMENT OF STATE t %"' 1 Division of Code Enforcement and Administration J \ \ = 4.41,!/ " Phone: (518)474-4073 Fax : (518)486-4487 www.dos.state.ny.us E-mail: info@dos.state.ny.us 'DEPARTMENT OP STATE TECHNICAL BULLETIN Revision 1 Effective Date: January 1,2003 Source Document: 19NYCRR 1221 -Building Code of New York State (BCNYS) Topic: Agricultural building vs Horse riding arena • • This document explains the occupancy classifications and the code requirements for a horse boarding stable, and a barn for raising animals and/or growing and storing crops,versus an indoor horse riding arena. Building Code of New York State(BCNYS) section 101.2,Scope, exception 2.provides that agricultural buildings used solely in the raising, growing or storage of agricultural products by a farmer engaged in a farming operation are exempt from requirements of the BCNYS. A commercial horse boarding building, and a barn for raising animals and/or growing and storing crops are considered agricultural and a riding arena isnot. Please note that the building department which has jurisdiction may require a building permit for the construction of agricultural buildings, to insure that the building meets the zoning requirements and to alert the assessor. Article 25AA of the Agriculture and Markets Law provides for preferential assessments,referred to as agricultural assessments, for agricultural land which satisfies certain statutory criteria. To be eligible for an agricultural assessment, land must satisfy the definition for the term"land used in agricultural production" set out in Agriculture and Markets Law §301. It is worth noting that in 1994 the definition of land used in agricultural production was amended to provide that land used to support a commercial horse boarding operation would thereafter be included within the definition and consequently be eligible for an agricultural assessment. Whether the property owner files for an agricultural assessment or not, a horse boarding facility and a barn for raising animals and/or growing and storing crops,no matter the size, is an agricultural building for purposes of the BCNYS and is exempt from the construction and inspection requirements. Fire Code of New York State(FCNYS) section 102.1(5)contains the same exception to the construction requirements of the code. However, this section also states: Agricultural buildings shall be subject to the applicable requirements of fire safety practice and methodology prescribed herein. This section provides for the periodic inspection of agricultural buildings. The frequency of such inspections shall be in accordance with local law for administration and enforcement of the Uniform Fire Prevention and Building Code. Page 2 An indoor horse riding arena for the use of the people boarding their horses on said farm is classified as a U occupancy. If such arena is used for other than private purposes, such as teaching horsemanship skills or entertainment for the public, the occupancy classification is A-3 (up to 300 persons). The allowable area for such a building is 5,000 square feet for a U and 6,000 square feet for a A-3, of wood frame construction. BCNYS section 507, Unlimited area buildings, 507.5 for group A-3 buildings of type I or II(non-combustible) construction are allowed unlimited area however they are required to be sprinklered and to be surrounded by 60 foot public ways or yards. Ronald E. Piester,R.A.,Director Division of Code Enforcement and Administration Ro .lzaT C. TT© AFICHOTECT 620 OSTRANDER AVENUE RIVERHEAD, NY 11-=':•F > -t:-) f.3 r:-,. May, 4, 2015 Town of Southold Building Department Town Hall - Southold, NY 11791 Att: Mr. Michael Verity RE: Estate at Royalton, Proposed Indoor Riding Rink Cox Neck Road Mattituck, Town of Southold, NY District 1000, Section 113, Block 7, Lot 19.23 Dear Mr. Verity: Due to the nature and use of the proposed Royalton Estates riding rink (barn), we respectfully request relief from providing toilet facilities within the structure. The building is a type "U" occupancy consisting of one open space used to ride horses and there are useable toilet facilities within 500' of this building. Sincerely, -"P��of � � s'o RUjjP v r I� d . . ;41,a� � '' \{jy Ih1 Robert C. Tast N \ 4, , 'FSE® ASC' ®'�,> RCT/ Cc: Royalton Steve Libretto 11065 Sound Avc•Mattituck,NY 11952* Phone:631-872-6164•• Fax:888-872-6013 E-Mail:stcve@liccg.com Date: May 5, 2015 Mike Verity Southold Town Building Department Town Hall Annex Building 54375 Route 25 P.O.Box 1179 Southold,NY 11971 Re: Royalton Equestrian Indoor Riding Ring Dear Mike, I am writing in reference to the building permit application submitted to construct an indoor riding facility at 55 Cox Neck Rd. Matttuck,NY.The riding ring proposed to be constructed will be used only by those persons who board a horse at the facility.We will not be operating a riding academy for the purposes of teaching horsemanship to the general public,nor will be hosting events that are open to the public. Per a technical bulletin published by the NY State Department of State Division of Code Enforcement dated January 1,2008, "An indoor horse riding arena for the use of those people boarding their horse on said farm is classified as a U occupancy. Should you have any questions regarding this application,please feel free to contact me at 631-872-6164. Sincerely, Steve Libretto Property Manager 55 Cox Neck Rd. Realty LLC IFECIm eAS '; A riT : T 620 OSTRANDER AVENUE RIVERH-HEAD, NY 119C,1 May, 6, 2015 Town of Southold Building Department Town Hall Southold, NY 11791 Att: Mr. Michael Verity RE: Estate at Royalton Cox Neck Road Mattituck, Town of Southold, NY District 1000, Section 113, Block 7, Lot 19.23 Dear Mr. Verity: In response to our conversations regarding the Allowable Area of the proposed Royalton Riding Rink, following are calculations using a weighted average of the continuous proposed open space. The Occupancy classification for this equestrian building is Type U per NYS Building Code Section 312.1. The structure is a pre-engineered steel building, Type II-A construction with a floor area of 28,800 square feet. Type II-A allowable base building area is 19,000 square feet and we propose Area Modifications based on the perimeter clear open space around the building. There is clear access around two sides of the building in excess of 30 feet and a clear access of a minimum of 20 feet will be provided on the remaining two sides. Our computation for area increase is as provided below: To complete the equation 5-2, we have used a weighted average for Width (W) as follows: 50% of open space is in excess of 20' but less than 30' 50% of open space is greater than 30' Average W = (.5x20 + .5x30 ) = 25' 9 Area Increase (If) The Area Increase based on Section 506 is: If = [720/720-0.25) (25/30) =.625 (Formula 5-2) The allowable area is as follows using Table 5-1 Aa = {19,000+ [19,000x.625] + [19,000 x 0]} =30,875 square feet 30,875 sf allowable floor area > 28,200 proposed floor area An approved fire department access to the building will be provided. As per Table 601, the structural frame will be provided with an intumescent coating on the structural steel as per the attached Sherwin Williams information sheets which will produce a fire rating In excess of the 1 hour requirement. There are no bearing walls so all the walls will be unprotected steel allowed as per Table 602 since there are no other buildings within 30 feet. All roof structure such as main frame beams and purlins will have the same intumescent coating. To the best of my knowledge and belief, the Occupancy Classification (U) and the Construction Type (II-A) for this building conforms to the New York State Building Code requirements. Please contact me with any comments or questions. Sincerely, .cp'Ci. of NEWco C HA R4 dtf- y� (44itie< 1• -4 • Robert C. Tast 116tN 463. 101 RCT/ sTeRED Cc: Royalton Muhammad N. Almahayni, PE 9501 N.Rodney Parham Rd,Suite K,Little Rock,AR 72227 TEL:501-660-4000 FAX:501-660-4005 www.ezdesign.org email:help@ezdesign.org June 3,2015 Richard Behmoiram ® , ((�`J" , " u TT L.I.riding arena Long Island,NY _ JUN e 3 2015 ..-:b Ref.:Foundation Plans: Building Size: 120' Wide x240' long x16' High BLDG DEPT. Location:Long Island,NY TOWN OF SOUTHOLD ProjectNo.:P14-115 ', Dear Richard, The above referenced building,frost wall top horizontal rebar not used,the frost wall will remain adequate. No foundation modifications are needed. The structural integrity will remain sound. Please call for any concern. Respectfully; Muhammad N.Almahayni,PE Principal Engineer ju.��tyF NE4y 1, r C ' .i # I y ES \\. ® /0 ,0697 : lG� NICHOLAS A. VERO, ARCHITECT JAirMliggliMINIMNIN Architects and Professional Engineers November 25,'2015 Town of Southold 53095 Rte 25 . PO Box 1179 Southold,.New York 11971 Attn: Mr. Robert Fisher, Building Inspector - ' ,I To Whom It May Concern, Please be advised that on November 20,2015, I,Nicholas A. Vero,AIA Certified Architect, - inspected the steel connections on the new construction located at the northeast corner of 55 Cox Neck Road, Mattituck,NY. I found all connections to be made with the designated ATSM fasteners. All connections - meet or exceed the recommended plan spec as listed in the approved building plan. All Bolting ' was in place at the time of my inspection. If additional information is needed,please contact our office. Very Truly Yours 4otE® ARC ,. 49 X15 Antro'�, 6 NICHOLAS A. VERO,ARCM! 0 ti° '.. A n - •i,; ; % +1 1 • jiii: -Z/1- tly fl, jrs,,1 Nicholas A. Vero (, \,....,) - 1 r DEC - 1 2015 h \1-' 1- i 1 120 MILL ROAD • WESTHAMPTON BEACH, NEW YORK 11978 • 631-288-1404 FAX 631-288-0549 - riveroarch@aol,com -1 -P-. • (p. *- P - ' - ‘ %., - n' itliPit r 11 1' A r 1 -1 .11 '. * ,•• ',h. lit Ilt Woo ...t. .7.0 t: .. ..., ... .• , t , . . w •- ., . • ./r . al. . • V;IA. , ,_ . , -• ../4.14.111160 • ill0 . ....41,..-- . ....—:.„ ..• '',.-1.4111111kitri7111rirc• . 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PLOT DATE Jan 08, 2015 — 12:03pm DWG FILE: R\2003\2003_0313\dwg\2014_0083\2014_0083_bIdg80_ft dwg / ' .. .. - .. i t i / i O I ,� `0, ' rt SU� � 1 rfiJ-IS IS�Foe ,on ,(I) o FCrlN L•04„.2tat iyfiitt@Nit /0k Uc�„o �r1 1!, 'I '�rth�r sub,„ �� '2 f ,&, �• fi iii �/' t.t ,t .n : Supp_ �St sion �_ ,,: c,x,, out pt 4:;:','',;::::',":.''.-a.-,:;`, ' : = . • -8OS ny fifie Mgtt <.,.g. �;: <. w •< 4 , No its 763 .4'• I sed;r 4i,,,-ir,4°, NI,444:1,1 OW" Y,v'-i 4f*+, .- _A,'-' }�,' „,„i,,,:i3i f .: -___ 14\H'.1" A. Z • :. fire a,,� :`J of r- -0 2siz Q�p • 1111 3 0 tri. 2 ..1, J' t�' 3 Q o I45ToNz RY p 41"7 Z V 1 Q' O3 -% FFL z/..,,,:;71g ' *s/////////////////s i liciri Z p:i • 1; (� 3 ® v N?t co ' • [3. •1 6 STOmY [�� /�� cu Fa.' 1:. -__- _- 4r o ® ® < • . .........--3.. O O \ / / ir\ �L1 T o til � ti . A- 0 _ m N • Tr v = al • • 61-13 ---1 r 071 O w•, ' Fo� Young & Young ,waa ,-UV 400 Ostrander Avenue, Riverhead, New York 11901 '^'E 631-727-2303 0 g Howard W. Young, Land Surveyor 've Thomas C. Wolpert, Professional Engineer g'"=7- Douglas E. Adams, Professional Engineer Jx DRAINAGE DESIGN CRITERIA 4 CALCULATIONS ,; �O)r 2 T Robert C. Tast, Architect \ bd\„\5\or Mai \t�0'` l� S� 0t ,,Abs V = A R G ` OS�er1 e N°' O A = AREA OF TRIBUTARY (S.F.) \` �rk\'\U \K CO' 'ntR = RAINFALL (FT.) SupFo ,i ”`°° G = COEFFICIENT OF RUNOFF �Ot \ iN SANITARY SYSTEM NO. k 5\or \too r�� \, 3�\pd\`�` ati Ma�� q63 \ o W �y - ..--, MEASUREMENTS \ rv� oo'erv.\\e No. oq \ o�A2, ,� � EQUESTRIAN ARENA A B ° ��'L \k Gpu y Q O w4 ,, REQUIRED VOLUME = ST 51.5' 21.5' \ gvO • ' 0. ' -11 ROOF: 28,800 S.P. x 2/12 x 1.00 4,800 G.F. LPI 53' 50' •FENGe, •�', �i lS' � \ ..s ♦ o Go567-$'. FENCE N. O 000 ° PROVIDED VOLUME LP2 70' 38' . . �,\0"e 4000 Ad O S (4) 12' DIA. x 12' DEEP POOLS = 4,842 G.Fcc, \ .� °3 , NO • N S (4) 12' DIA. SHALLOW DOMES = 336 GF • • '1 V O N � � (� TOTAL PROVIDED VOLUME = 5,1-18 GF SANITARY SYSTEM NO. 2 O � ' �..� ,. �` 5 MEASUREMENTS °O. 3 . • . 0 . ---- �• N %.,,, . 11•7#11. • *. • 1 . c'''1; •••,t _, -- -- ,o1,.., 16K \ • e.,.kos. . pititA ST 2-1' 5-1' 6 9 '' • „.0 . • tit=�sN•tO N -4 • FE I-17:%Al LP 10 22' • • - •• FtiNG� �� 'C� G VAP'`' - S b --• £y' \, • F-RP`- _QMY'�O°�'S r�'C pg.< A �'O'oG,F-p0 5A 2: . E\''CeEt Tit, a1:45,"6;,, 0 5 PROVIDE SANITARY SYSTEM NO. S i'6 \ . •C �' i / • , ' (;� , 6 ea-` o to . 5 O (2) 12' D I A.x 12' / MEASUREMENTS 'FI /-' \ N�\� ,„„0 ..f 1� • 1p \ DEEP POOLS WITH SHALLOW �� N • m \S ,t.P"�'' SO ..� "Al DOMES FOR ROOF RUN-OFF , / A S /" •' eo,IB'gN. FEL= % O i � � /' • q\` ,,2 1$ O c-121". Q 0.11 • O \ .ta� /' \\ m�� 50° • 0,4' 'o-0",X`� c i 1. -3 \ ST II' 34' \. • �N\c� \p•S • ,� �6.� \ LPI 30' 23' ii LP2 42.5 31° O • • (2) 12' IAx12' \ •• • DEEP •POOLS WITH SHALLOW • • FF IS '5 \, •' •• o\ Ny •`\\ • 1 DOMES FOR ROOF RUN-OFF NGS• • �,'�S i• • • SANITARY SYSTEM NO. 4 "B` s \ '• • ,N P I FENG� � L • �� O MEASUREMENTS a OO \0 -s \ yPN\� ro.� FENG� • \\ �`�i �, ,� pew W00� C/052- 1>'• ��p.L �N• A 5 Q_ Q� �, \ 3{VaOO9 G� ' iy,, 3`�'�' �Gji1`, \�\ �� • GG • • • �\ • • Q G rG • • O �� a 0, 1/\()°%* / ST 1'i 55.5' '?'.r -d5� t FEEL 09 N of Noe LPI 104' 64' gh O / 42.11 -7:;? 'y (0 00' 9G� • of t •, dp‘‘ . % 0 • • • O • • LP2 123' S0' sn G-106 Nc\04% 0 -3 ____ ,,,,o . . .,, • ,0„,,,,:- • • , . . I 101---d el • • iS` . • P°e�o`' \ �9R\[>W�� N - -,�o . �t WPB o�UMNt�,�.�p.F" • • ♦ O • �� 1)c. r i. • �� •/• ,t�� G BLOGK'GURS ENG . • WI C��_ /` ►�U➢ • �!12�� O Z ° �• �•/' ��/ `� 6 • OB`S 00 •FEND ��♦ ;' • • Z ` \ _ \i� \1 O •�� • • , cos\ '. /, / \ , _..... 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U'(\L ° i FEEL • \Nh\ • I\ ,•�M \• -l1\N�4\\ 4969. \ F`.- • • \� ZY� w • • • • 1 5P' P.. a\ • gyp ''N ..O'erOtiP / •'`d 009 FANG GO • • � .s • o / \\P• \ • \rte • ° 2�, s`�/Q /' W{ 1 • �00� • � `�( . \J Z • -- c• pO •,Na?a'," ,� (.�� b'm• ,SO, yt O / 5 \tP�NO.\ , //�� . ` G�\v •, • 1� �•'/ \.\ �,,- ° Tp \. .2P 1a" .rg'f1 ��-pct • • ��\V LL �'C�- - . \› - • J \ = Pow o N w P� �� \\m • �¢p.\- ��$�11). 0\S • \�P" NO k• GO OG> - �A 2 • • Zook: �\ • \. y��1''1°602007 e��_ //W5''c`� t_52(�QW�I p�"tl/ $cO mop f c'S• :��t�� 1 \i \ • •�O� G� �2) ��N\NSP • S�°j- V� OL'F2 I � < NiS +e'Pe \ •• • \Qj- /8 �� \- ° '�� • �N • � co• � • • O y �YO O I �Y • 11-ft Vt 0 •'d' % -- $\\ \' ii -,, c • 1,Si>.‘' . • _ N O� N O cc • \ 9 N Qorro �` \\ •\\4\\\ o, '� \�• �� C1\� 3171-= • N �_ N do` \N�' • • • • s •- /// �s-c , • • s?N s 0 i v v'',,.,`' Ill -.1.• \ \ • . ?-1).‘ ,- 0 d \\\\\ \ ‘ • - \ - - - oO\\` • • • • P\ix-0- • \ • / `9� \\ • • NNS 00\. • \\ \ \/''�\ �m \ • • • \' \ /' \ \ `\ Q - \ 1 �' � \\ e DETAIL • Aro \ Gv\. -( �� \ , SCALE: 1"=50' NOTES \, cs, \-) .S \ • AREA = 36.G1635 ACRES \\ it o \\ \ A \ p \ ' °� \ 7 • 4N 0 A �r \3 • INTERIOR ROADWAYS 4 CULTIVATED NURSERY NOT SHOWN O \ \ 3- O \ \\ • THERE ARE NO SANITARY SYSTEM WITHIN 150' OF THE - "� O A \ SUBJECT PARCEL EXCEPT SHOWN HEREON. m \ \\9 '4 O \, O �A \9 ,, N o � N ( s \ M ` \ V \'/ \ ,•7 \'�` /P'•) \\ \ 9� \ %' SURVEYOR'S CERTIFICATION 02 N oill 'mo - \ � Q\.- x-noM o 0. 0 - - c. WOF S uriurr E c-o 02 i4 POLE 16 ?sa ` y�11 GOIyG.BLOCK n y / lS m WALL `I / - \, - FRAME FAN 9QD Na£LL / a /'' `\ y�/MAGHINERY e.0' Q� O rc"F �� UTILITY N a 3 /' POLE ' a4'5 o a 10 T5 firma \ 100111i •I / / oho \) HOWARD W. YOUNG, N.Y.S. L.S. NO. 45813 / ,z: 5 \ 1/ f f= w%y 0 �0 now or formerly • l,_ �� o \'` 4i Premium Wine Holdings LLG ° 4 \ : �' E -s 4) \ 40 M 1' SURVEY FOR s \\ 41 N 55 COX NECK ROAD REALTY, L.LG Is 0 \ kQ ' o o At Mottituck, Town of Southold s s \ ' ° 9 �,\ • � uny, New York a -5 331.83' ¢� 1( \ ��NGE 58.7°46'50"'N 3`"' County Tax Map District 1000 Section 115 Block 07 Lot I°i.2S \ \GK 51.11' SOUND AVENUE `P\�\-, �'� - SS'1 46 50 W 10,- es3°p0'20 vi SS6°10'50"W BUILDING PERMIT SURVEY 43, vy 5-f8 \433 er s SITE PLAN WITH ROOF DRAINS JULY 02, 2014 EFS MAP PREPARED JUNE 03, 2014 w a SCALE: 1"=100' JOB NO. 2014-0085 BP = 0= MONUMENT SET ii5 = MONUMENT FOUND A r STAKE SET A= STAKE FOUND g5 DWG. 2003_0515_2014_0083_bp 1 1 I 1 (1)UNAUTHORIZED ALTERATION OR ADDITION TO THIS SURVEY IS A VIOLATION OF SECTOR 7209 OF THE NEW YORK STATE EDUCATION LAW (2)DISTANCES SHOWN HEREON FROM PROPERTY LINES TO EXISTING STRUCTURES ARE FOR A SPECIFIC PURPOSE AND ARE NOT TO BE USED TO ESTABLISH PROPERTY UNES OR FOR ERECTION OF FENCES.(3)COPIES OF THIS SURVEY MAP NOT BEARING THE LAND SURVEYOR'S INKED SEAL OR EMBOSSED SEAL SHALL NOT BE CONSIDERED TO BE A VALID TRUE COPY.(4)CERTIFICATION INDICATED HEREON SHALL RUN ONLY TO THE PERSON FOR WHOM THE SURVEY IS PREPARED AND ON HIS BEHALF TO THE TITLE COMPANY,GOVERNMENTAL AGENCY AND LENDING INSTITUTION USTEO HEREON,AND TO THE ASSIGNEES DF THE LENDING INSTITUTION.CERTIFICATIONS ARE NOT TRANSFERABLE TO ADDITIONAL INSTITUTIONS OR SUBSEQUENT OWNERS. (5)THE LOCATION OF WELLS(W),SEPTIC TANKS(ST)N CESSPOOLS(CP)SHOWN HEREON ARE FROM FIELD OBSERVATIONS AND OR DATA OBTAINED FROM OTHERS. O 400 Ostrander Avenue, Riverhead, New York 11901 tel. 631.727.2303 fax. 631.727.0144 admin@youngengineering.com -4111,11110 ,,..N ,•'. otut 01 p-on-tt +.0 �'� / Howard W. Young, Land Surveyor _ Thomas G. Wolpert, Professional Engineer 40-1•44_,„„,../.,- '� Douglas E. Adams, Professional Engineer � ? i..... Robert G. Tast, Architect r../ J"‘A.,., Alikki„. 7 S \J/yam' S I TE DATA 4001,N-.Iumy, * AREA 36.9635 AG OR 1,610,130 SF A, zxX .' wero 4 JQ r,. I ir. "7-----7-1 if — ' I , 10,., .:, . e•---,(-.. it47z-,,, • 1 1 CZ.44. °C)Celp 1'17 ........**-4. . • r / ^ co r / ; • •34$3' .0 tT l nota o 'P ) •• 4 / .• �� / 0 0 Tho r orae / /1,1' /l G as fillik r 1y • • _ -- 0� _ -+4 0 6 v /; hr Stine l i e / o ti _'J /• r • •t _ _ � s' 1 0i ike a Qom ;' •• '• ��r y J �,�, +�� r / no,/ Or fortO „ a •I JR4,, ----- - . ---- ----1 • - . U) k l.)J S./°40'3 n / Le�'ln Mllo Serlki yq �I /' • • ••• _wA M N r. � z� � ley 1`�lil1-1KOwsk• / .' � l;'� N - 9R'82,ry l 1L'„° I /;%o°• w �wz •ii0' ' 1_ rr i • 4 �w1''11-ryMoD• FNc 1 • w /,l • 0?�e gP�ME • • 670/�rwv�uW Zair 4,1 2 w AL Ey IL, • • .>o w 34 • yi• / w • 1 • r( •• 0 it, till:. Nti r. y ry O. BRICK • m -1 r'"----,/ \ a-1 j -1 .. m p,I v C1 ao.r % �e 2n b �� V 0� 0• N t)%- z s J z ' 1 2 u i 0 \ O( R •tAt �y r � ��\ 44 0 / '' Q 4� ir w O a 6.4 LT a w• •• Z N q >,. Ro 0 \\ 'w T>Z4cK„ Rr 0 �� 0 �� it a ® Y 2 J v ,�O X9,4, off. >.'OtiJ \ D zv� • k p 0 •m m Q a4 Sr -. O k 0 ry � ki- a LL Q Q m �0 m re o, ai p Q do TOR) . -2S '--/ 1 p4• „Fp LI,oCO '�rN 1 l( w w o a O 4 /r •./04/ss FR q �� . J • /G p Pi 0 0 11, k'U IJ _ `-` i' �'`•/%�,'/ 62 �.o'��Y �9G�p h CQQ i. (.;,� �/ g F 3 n o �� p.• • _ urit�� N assry 4 o w /� ,'sem? •J•• ',, \ / Q i3,• /�p.0' �� 2 mac' 1� • fwd l i • i• �/�� \/ • 1 \`-� ![,III � /0„ m 9 n BRICK i �0 J , • _-2 �� /1 i C ° m >L S- ', / m o / - 0 �� O o L C/ • • W v rrQo / - ; A�rio ; • } \` Y SURVEYOR'S CERTIFICATION a� LLT • N�p w• J (Vr/ �/� 4 .� J� R s 0. o ,1 z, l , i .e U Q'O W ,/ / l tJi -/ U O 0 i ( ~ +r+C V v.) \`� 0 n ponnh-d-gong N i w ' • • 4 I • 44 il- IL• •! / S`0 llri, 0 / • K 1„ ,, �1 '-.. .�` !, v n `--_�__ 4 .tU i '� • N Of •WJ Q} O I .:4.1''• • • , / k , Q / Y R ��` D�� /{/�/� ,Rt of ' _`` sP 7. 04 1 • • -1 •. �ll • N N Q. o-, .9, I' , .4,,` co ,,, , , i / , �I e,-,' �. • • •r • •( ' J �n J JY W 1 / (k1).1?' 0 ''''s-I,- / 483 ko k / / '� T:7 mss ` , ' , . ..„ now Nil°4 :—_ •• 4 Vr l0C. r �'� 3 r O. Q .r ,� - Jgme ormerl I-y :__ _ �, a o, i48 (1 �. a''`, ``s Gel y r ry; v. �. X10 b• �• • ,a / �/ ��` ! \ p rename la / '`� ,• r (nl N 11; 1/.` „ .: , C is ; ,t' : n ebbla , % A $, ( • I Ow Or a 1 ' `v r w.) / , i... r, • / lvikolaos formed "� +��`”°F RG ' il1wbt41fr47r KGiy � •a,. •.ZNSo %`ciriG n/S6411 #0 V'/ /Gk ' \, o ;. HOWARD W. YONG, .S. NO. 45893 =-' nils / ii Falter Ggt�r formerly Ii., i • 64. M _ �''�' s,-z y~ _.;A= 5 GOA NG ROAD REALTY, LLC Gr/•1 yn r p0 ,1 _l Ro�WA1 atz I RA/C __zNcFn0w o at Mattituck, Town of Southold E. I formerly mat t �0 Suffolk County, New York r7te prises AgAHgLTr w m FOUNDATION LOCATION SURVEY W or T 4 ,. Ni1 Got interca f ormerl 6.63r m prises y / iI� County Tax Map District 1000 Section IIS Block 07 Lot IG.23 LLC _ o / - -� I MAP PREPARED JUNE 02, 2015 a , _ l MichQe nota or fO 3 I Record of Revisions i1 H 'rkln ,.or , .(r)y 0 mm RECORD OF REVISIONS DATE ' /ka Harkin I �� _ t,(I) D- 0 100 0 50 100 200 300 rL .......JScale: 111 = 100' 0 a JOSS NO. 2014_0083 DJLWG. 2003_0313_2014_0083_foundation_loc 101= I 1 ,� FIRETEX FX5120rProtective ss �4� , eili & o WATERBASED INTUMESCENT � Q COATING` Marine 5,11, ERWIIV 4 . � c Coatings B59W5120 WHITE Wr LIAM Revised:November 21,2014 PRODUCT INFORMATION PRODUCT DESCRIPTION - - RECOMMENDED USES FIRETEX FX5120 is a waterbased thin-film intumescent fire protec- • For use on exposed structural steel that requires an aesthetic tion coating for use on interior exposed structural steel substrates. finish Its smooth paint-like finish allows architects to design using exposed • Commercial buildings steel for a decorative and aesthetic final appearance. • Healthcare/Hospitals • Hotels • Provides up to 2 hours fire protection in accordance with UL • Educational buildings 263(ASTM E-119)and CAN/ULC-S101 • Stadiums • Single component • Iconic structures • Aesthetic finish • Public buildings • Impact resistant • Airports • Outstanding application characteristics • Atriums • Warehouses • School gymnasiums • PRODUCT CHARACTERISTICS Convention centers Finish: Flat APPROVALS • Provides Up To 2 Hours Fire Protection in Accordance With UL Color: White 263(ASTM E-119)and CAN/ULC-S101 • UL D981 Beam Design Volume Solids: 69% • UL N636 Beam Design • ULY623 Column Design Weight Solids: 71% • UL Y624 Tube Column Design PERFORMANCE CHARACTERISTICS VOC: <4 g/L;0.03 lb/gal , Test Name Test Method Results Note:Product is designed for spray and brush application Abrasion Resistance I ASTM D4060 290 mg loss Recommended Spreading Rate per coat: Adhesion ( ASTM D4541-09 540 psi Airless Spray Brush Durometer Hardness ASTM D2240-05 Shore D-70 Wet mils (microns) 56.0 (1400) 18.0 (441) Impact Resistance ASTM D2794-93 C 83 in.lbs Dry mils(microns) 40.0 (1000) 12.0 (300) i i Class A —Coverage sqft/gal mzlL 28 (0.7) 92 (2.3) Surface Burning ASTM E84 , Flame Spread-0 9 ( ) Smoke Developed-5 Theoretical coverage sq ft/gal 1104 (27.1) (m2/L)@ 1 mil/25 microns dft APPLICATION EQUIPMENT Maximum sag tolerance typically 72.0 mils(1800 microns)wet by airless spray. The following is a guide.Changes in pressures and tip sizes may be needed for proper spray characteristics.Always purge spray Drying Schedule: equipment before use with listed reducer.Any reduction must be @ 60°F/15°C @ 73°F/23°C compliant with existing VOC regulations and compatible with the To touch: 5 hours 3 hours existing environmental and application conditions. To handle*: To recoat: 24 hours 6 hours Airless Spray *This will depend on the total thickness of FIRETEX FX5120 to be Nozzle Size' 19-23(depending on application applied. No more than 2 coats by airless spray should be applied requirements) within any 24 hour period. Operating Pressure'. 2500 psi(175 kg/cm2) Drying time is temperature,humidity,and film thickness dependent Shelf Life: 10 months,unopened Use 3/8" ID fluid line where lengths in excess of 10 feet are Store indoors at 40°F(4.5°C)to required. In-line gun or pump filters should not normally be used. 100°F(38°C). Brush Reducer/Clean Up: Water The material is suitable for brush application but due to the nature of the material a ribbed appearance will result. Application of more than one coat may be necessary to give equivalent dry film thickness to a single spray applied coat www.sherwin-williams.com/protective continued on back FIRETEX FX5120 Protective ssrp c,�' ®0 WATERBASED INTUMESCENT i'` Marine COATING f," N Coatings B59W5120 WHITE lilLIAMS Revised:November 21,2014 PRODUCT INFORMATION RECOMMENDED PRIMERS - SURFACE PREPARATION Must be primed with approved primer. Surface must be clean,dry,and in sound condition.Remove all oil, dust,grease,dirt, loose rust,and other foreign material to ensure Approved Primers: adequate adhesion. Kem Bond HS Kern Kromik Universal Primer Macropoxy 646 and Macropoxy 646-100 APPLICATION CONDITIONS Pro Industrial ProCryl Universal Primer Recoatable Epoxy Primer FIRETEX FX5120 must be applied in a dry internal environ- ment. It must not be exposed to condensation, damp or wet Contact your Sherwin-Williams Representative for specific conditions during or after application. products RECOMMENDED TOPCOATS Temperature: 40°F minimum* (air,surface,and material) Approved Topcoats: At least 5°F (3°C)above dew point Pro Industrial DTM Acrylic Duration Home *At application temperatures below 50°F(10°C),drying times will be signifi- EcoSelect cantly extended,and spraying characteristics may be impaired Emerald Harmony Relative humidity. 80%maximum** Hi-Solids Polyurethane **In conditions of high relative humidity good ventilation conditions are Macropoxy 646 and Macropoxy 646-100 essential Metalatex Pro Industrial Pre Catalyzed Epoxy Extended overcoating times may be required at low temperatures Pro Industrial Acrylic Pro Mar 200 Zero VOC and/or high film thicknesses. Pro Mar 400 Zero VOC Solo Occasionally cracking may occur on edges of flanges and external SuperPaint or internal angles of structural steel,depending on geometry,over- Waterbased Acrolon 100 application and ambient conditions. This does not detrimentally Waterbased Catalyzed Epoxy affect the fire performance properties of the product. Contact your Sherwin-Williams Representative for specific products. Atopcoat is not UL/ULC required for Interior Conditioned Space ORDERING INFORMATION. (ICS) areas. Packaging: 5 gallon(20L)containers ADDITIONAL NOTES Weight 11.6 Ib/gal; 1.39 Kg/L The dry time of this material is retarded by high humidity condi- tions.Lack of air movement also slows down the drying process, DISCLAIMER and under such conditions it is advisable to introduce some The information and recommendations set forth in this Product Data Sheet method of circulating air over the coated surface in order to poten lf S -Williams Company.arebased uSuchn informationtestsconducandd recommendationsbyorobehaofThe set forthherwin herein are subject speed up the drying.Aventilated air speed of 6 feet per second to change and pertain to the product offered at the time of publication Consult is recommended, your Sherwin-Williams representative to obtain the most recent Product Data Information and Application Bulletin CLEAN UP INSTRUCTIONS WARRANTY The Sherwin-Williams Company warrants our products to be free of manufactur- Clean spills and spatters immediately with Water.Clean tools ing defects in accord with applicable Sherwin-Williams quality control procedures immediately after use with Water Follow manufacturer's safety Liability for products proven defective,if any,is limited to replacement of the defec- tiveusing product or the refund of the purchase price paid for the defective product as any determined by Sherwin-Williams NO OTHER WARRANTY OR GUARANTEE SAFETY PRECAUTIONS OF ANY KIND IS MADE BY SHERWIN-WILLIAMS,EXPRESSED OR IMPLIED, STATUTORY,BY OPERATION OF LAW OR OTHERWISE,INCLUDING MER- Refer to the MSDS sheet before use CHANTABILITY AND FITNESS FOR A PARTICULAR PURPOSE Published technical data and instructions are subject to change without notice. Contact your Sherwin-Williams representative for additional technical data and instructions www sherwin-williams.com/protective • MATERIAL SAFETY DATA SHEET B59W5120 DATE OF PREPARATION 08 00 Aug 20,2014 SEC,TION 1,—PRODUCT AND COMPANY IDENTIFICATION ;' r m _ PRODUCT NUMBER B59W5120 PRODUCT NAME FIRETEX FX5120 Water Based Intumescent Coating,White MANUFACTURER'S NAME THE SHERWIN-WILLIAMS COMPANY 101 Prospect Avenue N.W. Cleveland, OH 44115 Telephone Numbers and Websites Product Information (800)524-5979 www sherwin-williams.com Regulatory Information (216)566-2902 www paintdocs corn Medical Emergency (216)566-2917 Transportation Emergency' (800)424-9300 *for Chemical Emergency ONLY(spill,leak,fire,exposure,or accrdenfL SECTION 2-COMPOSITION/INFORMATION ON'INGREDIENTS %by Weight CAS Number Ingredient Units Vapor Pressure 8 13463-67-7 Titanium Dioxide ACGIH TLV 10 mg/m3 as Dust OSHA PEL 10 mg/m3 Total Dust OSHA PEL 5 mg/m3 Respirable Fraction SECTION 3-HAZARDS IDENTIFICATION ROUTES OF EXPOSURE HMIS Codes INHALATION of vapor or spray mist Health 1* EYE or SKIN contact with the product,vapor or spray mist. Flammability 0 EFFECTS OF OVEREXPOSURE Reactivity 0 EYES: Irritation SKIN: Prolonged or repeated exposure may cause irritation. INHALATION: Irritation of the upper respiratory system SIGNS AND SYMPTOMS OF OVEREXPOSURE Redness and itching or burning sensation may indicate eye or excessive skin exposure. MEDICAL CONDITIONS AGGRAVATED BY EXPOSURE None generally recognized. CANCER INFORMATION For complete discussion of toxicology data refer to Section 11 SECTION 4—FIRST AID MEASURES EYES: Flush eyes with large amounts of water for 15 minutes Get medical attention. SKIN: Wash affected area thoroughly with soap and water. INHALATION: If affected,remove from exposure Restore breathing.Keep warm and quiet. INGESTION: Do not induce vomiting.Get medical attention immediately. SECTION 5,-FIRE FIGHTING MEASURES" ` ; „ . FLASH POINT LEL UEL FLAMMABILITY CLASSIFICATION Not Applicable Not Not Not Applicable Applicable Applicable page 1 of 4 • B59W5120 EXTINGUISHING MEDIA Carbon Dioxide,Dry Chemical,Alcohol Foam UNUSUAL FIRE AND EXPLOSION HAZARDS Closed containers may explode(due to the build-up of pressure)when exposed to extreme heat During emergency conditions overexposure to decomposition products may cause a health hazard.Symptoms may not be immediately apparent Obtain medical attention. SPECIAL FIRE FIGHTING PROCEDURES Full protective equipment including self-contained breathing apparatus should be used. Water spray may be ineffective.If water is used,fog nozzles are preferable.Water may be used to cool closed containers to prevent pressure build-up and possible autoignition or explosion when exposed to extreme heat. SECTION.6-ACCIDENTAL RELEASE.MEASURES STEPS TO BE TAKEN IN CASE MATERIAL IS RELEASED OR SPILLED Remove all sources of ignition.Ventilate the area. Remove with inert absorbent. SECTION 7-HANDLING AND STORAGE ' STORAGE CATEGORY Not Applicable PRECAUTIONS TO BE TAKEN IN HANDLING AND STORAGE Keep container closed when not in use.Transfer only to approved containers with complete and appropriate labeling.Do not take internally. Keep out of the reach of children SECTION 8-EXPOSURE CONTROLS/PERSONAL PROTECTION PRECAUTIONS TO BE TAKEN IN USE Use only with adequate ventilation. Avoid contact with skin and eyes.Avoid breathing vapor and spray mist. Wash hands after using This coating may contain materials classified as nuisance particulates(listed"as.Dust"in Section 2)which may be present at hazardous levels only during sanding or abrading of the dried film.If no specific dusts are listed in Section 2,the applicable limits for nuisance dusts are ACGIH TLV 10 mg/m3(total dust),3 mg/m3(respirable fraction),OSHA PEL 15 mg/m3(total dust),5 mg/m3(respirable fraction) VENTILATION Local exhaust preferable.General exhaust acceptable if the exposure to materials in Section 2 is maintained below applicable exposure limits.Refer to OSHA Standards 1910.94,1910.107,1910.108. RESPIRATORY PROTECTION If personal exposure cannot be controlled below applicable limits by ventilation,wear a properly fitted organic vapor/particulate respirator approved by NIOSH/MSHA for protection against materials in Section 2. When sanding or abrading the dried film,wear a dust/mist respirator approved by NIOSH/MSHA for dust which may be generated from this product,underlying paint,or the abrasive PROTECTIVE GLOVES Required for long or repeated contact. EYE PROTECTION Wear safety spectacles with unperforated sideshields. ,SECTION 9—PHYSICAL AND CHEMICAL PROPERTIES PRODUCT WEIGHT 11 50 lb/gal 1378 g/I SPECIFIC GRAVITY 1.38 BOILING POINT 212-213°F 100-100°C MELTING POINT Not Available VOLATILE VOLUME 40% EVAPORATION RATE Slower than ether VAPOR DENSITY Heavier than air SOLUBILITY IN WATER Not Available pH 5.3 VOLATILE ORGANIC COMPOUNDS(VOC Theoretical-As Packaged) 0.03 lb/gal 4 g/I Less Water and Federally Exempt Solvents 0.02 lb/gal 2 g/I Emitted VOC SECTION 10-STABILITY AND REACTIVITY - STABILITY—Stable CONDITIONS TO AVOID None known page 2 of 4 B59W5120 INCOMPATIBILITY None known. HAZARDOUS DECOMPOSITION PRODUCTS By fire:Carbon Dioxide,Carbon Monoxide,Oxides of Nitrogen,possibility of Hydrogen Cyanide HAZARDOUS POLYMERIZATION Will not occur SECTION 11 -TOXICOLOGICAL INFORMATION CHRONIC HEALTH HAZARDS IARC's Monograph No.93 reports there is sufficient evidence of carcinogenicity in experimental rats exposed to titanium dioxide but inadequate evidence for carcinogenicity in humans and has assigned a Group 2B rating.In addition,the IARC summary concludes,"No significant exposure to titanium dioxide is thought to occur during the use of products in which titanium is bound to other materials,such as paint" TOXICOLOGY DATA CAS No. Ingredient Name 13463-67-7 Titanium Dioxide LC50 RAT 4HR Not Available LD50 RAT Not Available SECTION 12-ECOLOGICAL INFORMATION ECOTOXICOLOGICAL INFORMATION No data available. SECTION 13'-DISPOSAL CONSIDERATIONS WASTE DISPOSAL METHOD Waste from this product is not hazardous as defined under the Resource Conservation and Recovery Act(RCRA)40 CFR 261. Incinerate in approved facility.Do not incinerate closed container.Dispose of in accordance with Federal,State/Provincial,and Local regulations regarding pollution SECTION 14 TRANSPORT INFORMATION Multi-modal shipping descriptions are provided for informational purposes and do not consider container sizes The presence of a shipping description for a particular mode of transport(ocean,air,etc),does not indicate that the product is packaged suitably for that mode of transport.All packaging must be reviewed for suitability prior to shipment,and compliance with the applicable regulations is the sole responsibility of the person offering the product for transport US Ground(DOT) Not Regulated for Transportation Canada(TDG) Not Regulated for Transportation. IMO Not Regulated for Transportation. IATA/ICAO Not Regulated for Transportation. SECTION 15-REGULATORY INFORMATION SARA 313(40 CFR 372.65C)SUPPLIER NOTIFICATION CAS No. ICHEMICAL/COMPOUND I%by WT 1%Element No ingredients in this product are subject to SARA 313(40 CFR 372 65C)Supplier Notification CALIFORNIA PROPOSITION 65 WARNING This product contains chemicals known to the State of California to cause cancer and birth defects or other reproductive harm. TSCA CERTIFICATION All chemicals in this product are listed,or are exempt from listing,on the TSCA Inventory page 3 of 4 T B59W5120 SECTION 16-OTHER INFORMATION . This product has been classified in accordance with the hazard criteria of the Canadian Controlled Products Regulations(CPR)and the MSDS contains all of the information required by the CPR The above information pertains to this product as currently formulated,and Is based on the information available at this time.Addition of reducers or other additives to this product may substantially alter the composition and hazards of the product.Since conditions of use are outside our control,we make no warranties,express or implied,and assume no liability in connection with any use of this information. page 4 of 4 Certificate of Design 18156 Certificate of Design.NY.doc Revised 8/30/2012 This Certificate is to confirm that all components of the Steel Building System described below have been or will be designed and fabricated in accordance with the following standards,loads,and design criteria as specified in the order documents. Project/Building Description CBS Factory Order Number: FO-18156 Building Geometry: Purchaser/Customer Ironbuilt Steel Buildings Width: 120'-0" Information: 1499 W.Palmetto Park Road, Suite 120 Length: 240'-0" Boca Raton,FL 33487 Eave Height: 16'-0" Project Name and Location: Long Island Riding Arena Roof Slope: 4.00:12 55 Cox Neck Road Mattituck,NY 11952 Design Standards MSC:Specification for Structural Steel for Buildings,Allowable Stress Design/13t Ed AISI:North American Specification for the Design of Cold-Formed Steel Structural Members, 2001 Ed AWS Dl.1/D 1.1M:Structural Welding Code—Steel, 2006 Ed MBMA:Metal Building Systems Manual,2006 Edition Design Load Criteria Building Code: Building Code of New York State,2010 Dead Load: 2.25 psf plus primary framing actual weight Collateral Load: 1 psf Roof Live Load: 20 psf Frame Live Load: 20 psf Snow Load Ground Snow Load,pg: 30 psf Thermal Factor, C,: 1.20 Criteria: Snow Exposure Factor, Ce: 1.00 Flat Roof Snow Load,pj: 25.2 psf Snow Importance Factor,I,: 1.00 Wind Load Basic Wind Speed: 120 mph Occupancy Category: II Criteria: Terrain Exposure: C Internal Pressure Coefficients: +0.18/-0.18 Wind Importance Factor,I,,: 1.00 Components and Cladding not +35.05 psf by CBS: -46.85 psf Seismic Criteria: Design Category: B Ss: 0.200 Site Class: D Si: 0.060 Seismic Importance Factor,Ie: 1.00 Sds: 0.213 Occupancy Category: II SdI: 0.096 Analysis Procedure: Equivalent Lateral Force Procedure Basic Seismic Force Resisting Steel Systems Not Specifically Detailed For Seismic Resistance Systems: Response Modification Factors, R: Frame=3.00 FSW=3.00 BSW=3.00 Seismic Response Coefficients, Cs: Frame=0.071 FSW=0.071 BSW=0.071 Seismic Base Shear, V: Longitudinal= 12.12 kips Transverse= 12.52 kips Mezzanine Dead Load: N/A Additional (1) 10X10 Cupola @ F.L.7 Loads: Collateral Load: N/A Loads: (2)8X8 Cupolas @ F.L. i =W YORE Live Load: N/A 0 \se. '''A v .` Certification by Engineer ; �� • `ts.1 I, T. 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CD- z I TYP m ii _7_' I I in Z I it--i r1 1 r�"ri r-' 7 -;ti 1 1 * I==��L J—.!L==—LCL—=JAL L =—l---1� - - - _ O __ _ __ _ __ I CID A. 0 A. micik i 0i m 0 0 1 m A N IV ISF NV lu' '1w' m' 1k7 Nu' 'P M' 4E7 IV' m -' Z 1 *1* `: * '. ► *1* *1* * * ► *i* * * *1 * * * * * * p I * SEE METAL BLDG DWGS * JOB NU , 20'-0" 20'-0" _ 20'-0" 20'-0" 20'-0" 20'-0" FOR EXACT DOOR P14— 115 DATE 07 I ® 09 10 11 1.6 OPENING DIMENSIONS F N �,�® 07-07-2014 ��' ,ti A�P,� '�� SFEEr F1.4 I $ ifs?'' �� 5'�r1'. •OF14 SI ETS i. FOUNDATION PLAN !' qtg- -1• ' �;' • FWrDATION RAri ..,. �� , ,+ / NOT VALIDTON MiNOUTIN 5EµANO O� OEi FOR CONSTRUCTION ,JUL 1I .2' �� ' 0op DATE =tout ar"atom ril;r06.1CUOI1'Is t Capxfdlt r A #4 STIRRUPS © #8 DOWELS DATEREBY TYP TYP iiiimawl FROST WALL REINF. NOT SHOWN FOR CLARITY (TYP.) 1 p o 3" CLEAR ' 2 1/ ■E■■ III 0 leN7 4 a o . l T 1 Y . �� ANCHOR BOLT DIA. & SIZES PER COI #4 STIRRUP N METAL BUILDING ANCHOR BOLT Nre (4) #8 DOWELS ADDED re o LOCATION. FOR ANCHOR BOLT FOR TIE RODS. 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USE THE LONGEST RODS POSSIBLE TO MINIMIZE NOT VAUD%TRAR OUT SEAL D OfLON1 I.B4TIATURE A SECTION THROUGH FOOTING THE NUMBER OF COUPLINGS (40' OR LONGER) FOR CONSTRUCTION F2 R/F COLUMN BASES FROST WALL REINF. MUST These Drawings and Documents are Copyright DATE PASS THROUGH THE FOOTINGS. wiitltec edour Uwr8ie tteenn ccoon�t ion is prohibited M v �/ � REVISIONS DATE BY Al © #6 DOWELS `'� TYP 3" CLEAR INF FROST WALL REINF. NOT 9 2 1 /:�4 �� SHOWN FOR CLARITY (TYP.) 1 • _ o o W y 7) - #4 STIRRUP I- ANCHOR BOLT DIA. & SIZES PER 5 o c METAL BUILDING ANCHOR BOLT N #4 STIRRUPS (4) #6 DOWELS ADDED m LOCATION. FOR ANCHOR BOLT TYP FOR TIE RODS. WRAP TIE a o ,- <" n c LENGTH & PROJECTION SEE - - RODS AROUND DOWELS TYP Na. o g PAGE F5 TYP. --�--�, 2." CLR STIRRUPS AT TOP z<I o OF THE PEDESTAL oY5188 © ,1'-6" PED, . . . Z� s swo x a STEEL LINE \ ro �- r o e BUILDING < of NEW 2'5E :LS SECTION "A" * : W.`DAL 9 ?' r /1 * �r A. y1Z , Z (2) #4 STIRRUPS "�� i 2 1/2" APART-- ��` iv `. 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Use or reproduction is prohibited without our written consent. REVISIONS DATE BY A- cI- CID #6 DOWELS 3" CLEAR mr TFROST WALL REINF. NOT 2 1 /111/ PM. SHOWN FOR CLARITY (TYP.) 9 Y #4 STIRRUP ill' N .. ... .. ., ANCHOR BOLT DIA. & SIZES PER o ►JMElE. METAL BUILDING ANCHOR BOLT #4 STIRRUPS (4) #6 DOWELS ADDED < 0 LOCATION. FOR ANCHOR BOLT TYP FOR TIE RODS. 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THE SHOWN TIE ROD WRAPPINGS ARE EXAGGERATED ( Anoticmi..$)FOR DETAIL ONLY. 3. USE THE LONGEST RODS POSSIBLE TO MINIMIZE xorvum.fxaTSttl.AND B1 SECTION THROUGH FOOTING THE NUMBER OF COUPLINGS (40' OR LONGER) FOR CONSTRUCTION F3. ENDWALL COLUMN BASES FROST WALL REINF. MUST These Drawings and Documents are Copyright o.h PASS THROUGH THE FOOTINGS. protected. Use or reproduction is prohibited - without our written consent. • REVISIONS DATE BY © #6 DOWELS `'� TYP 3" CLEAR ow 9 FROST WALL REINF. NOT 2 1 /:�4 �� SHOWN FOR CLARITY (TYP.) o 1 �i o Lu I - • '' k #4 STIRRUP I- .. ANCHOR BOLT DIA. & SIZES PER o d METAL BUILDING ANCHOR BOLT N# 4 STIRRUPS (4) #6 DOWELS ADDED d LOCATION. FOR ANCHOR BOLT TYP FOR TIE RODS. WRAP TIE = 0 RODS AROUND DOWELS TYP �"a LENGTH & PROJECTION SEE - aN 0 0 STIRRUPS AT TOP 0 iu PAGE F5 TYP. —�--, 2 CLR Z<,I 0 OF THE P 11 TAL 1'-6" PED/ F NEW Z BUILDING �� pA, o� -~.r c E l a s�� P t4 _,. � zix . n . 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USE THE LONGEST RODS POSSIBLE TO MINIMIZE "D'D"Et O 91,GNATUREOUT�"""° B2 SECTION THROUGH FOOTINGf THE NUMBER OF COUPLINGS (40' OR LONGER) FOR CONSTRUCTION F3. ENDWALL COLUMN BASES FROST WALL REINF. MUST These Drawings and Documents are Copyright DATE PASS THROUGH THE FOOTINGS. protected. Use or reproduction is prohibited without our written consent m 40 T REVISIONS DATE BY AWMUI a� #8 DOWELS 3" CLEAR OW TYP 2 1/ W �� m 4 (Ni O Li I #4 STIRRUPI__5 ANCHOR BOLT DIA. & SIZES PER f•' 0 `� 0 METAL BUILDING ANCHOR BOLT LOCATION. FOR - -— +- + • N o ¢ o ANCHOR BOLT LENGTH & PROJECTION -I a =No ° SEE PAGE F5 TYP. �� -� STIRRUPS AT TOP In c �No a cn #4 STIRRUPS 2'' CLR w<� ' Za � o� TYP ''' OF THE PEDESTAL .-s o o .. 0 c #6 DOWEL 1'-6" Zo: .. 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JOB NUMBER 4 BOTTOM MAT -1--1/1-\ 14-115 T) a / / 1'-11 TYP HOOK ( 6 ) #5 BARS #6 DOWEL JUL t IlliDATE EACH WAY 07-07_2014 rr) ' 1 '-11 " 1 '-2" 1 '-11 " ( TYP LAP FOR #6 BARS IS SHEET F4 / / / / 43" ) SEE LAP - 5'-0"X5'-0" FOOTING TABLE ON DWG F6 .0F 14 SHEETS , / / (FOUNDATION DETALB Cl DETAIL AT TIE BEAM , C SECTION THROUGH FOOTING F4 INTERSECTION NOT VAUO lTNUUT 5EµMW OWPNN.SCMMTURE FOR CONSTRUCTION F4 CORNER COLUMN BASES These Drawings and Documents are Copyright 0A7E protected. Use or reproduction is prohibited without our written consent GL GL ' DATE REVISIONS BY BUILDING - BUILDING �= STEEL LINE STEEL LINE t CONTRACTOR TO VERIFY THAT CONDITION AT DOOR OPENINGS IS ADEQUATE. SEE MTL BLDG DWGS & DOOR MFR SPECS. L. 10 • ID • cc -7 �/�� /\ / A�\\�\ I N 0 0 a"0 0 rn C. • • w^ j v QQ � 0 NN 8 Y t0 O Z #5 DWLS Z #5 DWLS .. AT 14"o.c. �0 Z.2 N - AT 14"0.c. �O s X E 0,t . Q. w 0 5" / #5 BARS CONT. AT 14"o.c. OI 5" / #5 BARS CONT. AT 14"o.c. N N W • #4 TIES AT 12"o.c. #4 TIES AT 12"o.c. Z I • .. • A q '_'' Q "� 4 #5 CONT TYP `� 4 #5 CONT TYP 75 a • >, 3" CLR " '-'a ;.o 3" CLR 0'-11" 10" O'-11' typ 0'-11' 10" 0'-11'' tYP Z 1-1 2'-8" CONT ENDWALL 2'-8" CONT ,)-1 z / FOOTING FROST WALL FOOTING p i- #5 #5 BARS VERT. AT 14 o.c. 1111Z D SECTION THROUGH FROSTWALL #5 BARS HORIZ #5 BARS HORIZ D1 SECTION THROUGH DOOR p ,— AT 14 o.c. G p0 AT 14 o.c. F4. OPENINGS AT FROSTWALL F4. SIDEWALL 8c ENDWALL = 0 1 ' JOB NUMBER `-' P14-115 �� ✓Of Phi W% DATE cj�,°r�',p i:;y If 07-07-2014 •ill.; X'' ., ,� * s F4.1 3'-0" HOOK ! r.,.,- + OF 14 8I-EETS SIDEWALL "-s' " ( TYP LAP FOR #5 BARS IS FROST WALL c1 t. t, z J (Fou1oAnooEmLs 36" ) SEE LAP �` Ci �� TABLE ON DWG F6 U •C w°• Oss741- 6��J qp�$(�Q, �•g NOT Vktp lTMOUT SEAL um JUL U 8 20 tl-6 `, "7Ri� �.'. OR ONSTR ON SCNATURE FROST WALL CORNER FROST WALL REINF. MUST PASS THROUGH THE FOOTINGS. ( CONTINUOUS ROD DETAIL ) These Drawings and Documents are Copyright °"" protected. Use or reproduction is prohibited without our written consent. • STAKE BASE PLATE REVISIONS DATE BY DOWELS SEE a� BASE PLATE I I DETAILS TEMPLATE SEE METAL BUILDING OWELS SEE DETAILS BOARD e DWGS FOR LOCATION z - • ANCHOR BOLTS 0 2" clear ] f - E VARIESOwD typical DETAILS oHAIR PIN OR TIE ROD � A ril �� WRAP & HUG #6 DOWELS w #4 STIRRUPS VARIES ct e N o Io `. I SEE DETAILS a"2. a IC I4 - d Q I I N o F 0 1 TACKWELD TYP - " °CONCRETE Z o ._ 4 Z FORM FOR a a - z WASHER cu rn PANEL NOTCH d 0 0 o x (IF REQUIRED) d I WASHER — SEE 0, a L, W a 3" MIN. Lo NOTES BELOW 4 - - ° CONC. COVER I FLAT HEAD a a a STANDARD ANCHOR BOLT 0. Z W °Q- a ANCHOR BOLT NOTES 0 1. ANCHOR BOLTS SHALL MEET THE REQUIREMENTS OF ASTM A307 OR A36 Z - ° ° M I° 1u UNLESS NOTED OTHERWISE. ., _ Q a 2. ALL ANCHOR BOLTS SHALL BE FURNISHED WITH ONE(1 ) HEX NUT(2 PREFERRED) Q Z AND CUT WASHERS OF SPECIFICATIONS COMPATIBLE WITH THOSE OF THE P� a THREADED SHANKS UNLESS NOTED OTHERWISE. „s��o¢ N 00 ko Q TYP ANCHOR BOLT DETAIL cg''' opo ALi •. 'g4- Z ONE ROW OF HAIRPIN OR TIE ROD IS SHOWN ;� -1-�` d z FOR CLARITY. USE THE PROPER COUNT FROM f �e-, a Z ANCHOR BOLT SCHEDULE �' cc O F3, i;- ��) SHEETS Fl, F2 AND ETC. � .�`�xl � � MIN MIN MIN ROD MIN BOLT m -' HAIR PIN TIE ROD DETAIL BOLT DIA EMBEDMENT THRD LENGTH LENGTH � ,`... �o ' Z / D2,� O(L$” (T) 13" 12" 4A ossa," . / JUL `A•" ssio�' iO LONGITUDINAL AND TRANSVERSE 204 5/8" 0'-11" 4" 16 1/2" 15" �,, 3/4" 1'-1" 4" 18 1/2" 17" TACK - TYP 7/8" 1'-4" 5" 23" 21" WASHER , J013 NUMBER , 1" 1'-7" 5" 26" 24" WASHER — SEE ' 1 1/4" 2'-0" 5" 31 1/2" 29" NOTES ABOVE 07-07-2014 1 1/2" 2'-3" 5" 35" 32" sT F5 lel THREADED ROD(A36) D'I`r D pi T BOLT HEAD -OF to SI-EETs • III,-_UI'— ,,,,,Iii ( DETAILS 1 ALLTHREADED ROD L ) ALSO ACCEPTABLE trot vino l91 jA RE uro OR1ouULL 9R111NRE BOLTS (A307) T FOR CONSTRUCTION D piThese Drawings and Documents are Copyright GATE L protected. Use or reproduction Is prohibited without our written consent /lLI Y"`a r • FEYSIONS DATE BY WHERE ONLY ONE FACE � WALL J LAP LAP AALTERNATE BIME OF HORIZ IENTNF BAR OCCURS SHEET o z DIRECTION mo OUT OF STEEL co 00 o w �_ ,� 00 #12x1-1/4" / BASE ANGLE z CC ¢ I-I� _I�I�� N 12x1-1 4' S.D. SCR (R-PANEL 6" 0/C) FROST Q a �' (A-PANEL 12" 0/C) WALL -. lk(OR PER METAL BLDG. 1M1 liii a o RECOMMENDATIONS) 1 1/'" TO DBE SBAMEFARS ROS QN O ° • aNc, o'T 8 N SIZE & NO. AS Wim. •T la:, , HORIZ ZQ I 0 N BASE TRIM AS I° " ' CONNECT BASE ANGLE TO FROST REINFORCING B�� °`. WALL w/ 1/4" CONCRETE ANCHOR REQUIREDzce •, OR EQUAL AT 2'-0'o.c. MAX. CORNER INTERSECTIONSrr .. CONCRETE NOTCH 0,�a W IF REQUIRED LAP: 36 BAR DIAMETERS FOR GRADE 60 BASE ANGLE DETAIL TYP FOOTING CORNER DETAIL z ( CONTINUOUS ROD DETAIL ) W ( TYP LAP FOR #5 BARS IS 36" ) SEE LAP Z TABLE THIS SHEET �' Z ��of NCVV fr�- Q z •!` ' ,e�AG ALIT '�4-` �' 1-1 q �/-� ,� �. ` R.q f r�'iL �1 V 1 FRAME LINE ./ -, p z Z 11 (:_. 00,,_:,2". , Lvc DOWELS - !f" =car, 10 Nti, .' . N:1, ,o. 06972)N. "7-4" - P--I C) z o (1 ) #8 TIE ROD DEFORMED BIL T STEEL r-••� REQUIRED LAP TABLE ( 2 PAIRS ) #8 TIE RODS CONTINUOUS PER ANCHOR BOLT SPLICE WITH MECHANICAL ROW TYP #3 ROD 22" LAP ' NUMBER #4 ROD 29" LAP P14 tis COUPLERS OR SLEEVE NUT NOTES #5 ROD 36" LAP DATE 1. WRAP THE TIE RODS AROUND #8 DOWELS AS SHOWN. #6 ROD 43" LAP 07-07-2014 HOOK RODS AROUND #8 DOWELS 2. THE TIE ROD WRAPPINGS SHOWN ABOVE ARE #7 ROD 50" LAP SHEET F6 AT FOOTINGS TYP EXAGGERATED FOR DETAIL ONLY. #8 ROD 57" LAP ,OF 14 SHEETS , E SECTION THROUGH TIE ROD BEAM 3. USE THE LONGEST RODS POSSIBLE TO MINIMIZE #9 ROD 65" LAP „,ua F6 THE NUMBER OF COUPLINGS (40' OR LONGER) #10 ROD 72" LAP #11 ROD 80" LAP NOT Mal veTMDUT SEAL AND oPo JDAL SIGNATURE FOR CONSTRUCTION DATE These Drawings and Documents are Copyright protected. tour Uwritor ten ssenreproduction is prohibited . • • STRUCTURAL NOTESDATE BY ANIIN DESIGN CRITERIA LIGHTGAGE METAL FRAMING SYMBOL LEGEND A' DI ALL WORK SHALL CONFORM TO AT LEAST THE MINIMUM STANDARDS C6 SPUCES AND ANCHORAGE OF REINFORCING SHALL BE AS FOLLOWS A STRUCTURAL ABBREVIATIONS UNLESS NOTED OTHERWISE LMFI COLD ROLLED EXTERIOR AND INTERIOR WALL ARE DESIGNED BY NUMBER OR LETTER FOR SECTION OR DETAIL L OF THE INTERNATIONAL BUILDING CODE IBC 06 WELDED WIRE FABRIC 8'MIN ARCHITECT/ENGINEER OF RECORD NO SPECIALTY ENGINEERING AB ANCHOR BOLT 1.0 LONG D2 DESIGN LOADS ALL OTHER 57 DIA (22'MIN,) WILL BE ACCEPTED II ABV ABOVE LL LIVE LOAD C7 REINFORCEMENT IN WALLS,FOOTINGS,COLUMNS AND BEAMS SHALL LMF2 CONNECT STEEL STUDS AND TRACKS TO A-36 STEEL OR CONCRETE p LLH LONG LEG HORIZONTAL LIVE LOAD 20 PSF(NONREDUCIBLE) BE CONTINUOUS AND LAPPED 57 BAR DIA AT SPUCE UNLESS NOTED WITH POWER DRIVEN SHOTS AT EACH STUD CONNECT STEEL STUDS ACI AMERICAN CONCRETE INSTITUTE LLV LONG LEG VERTICAL ROOF DEAD LOAD 2 25 PSF BY mil BLDG MFR OTHERWISE HOOK AND LAP ALL CORNER AND INTERSECTING BARS AND TRACKS TO EACH OTHER WITH(2)g10 BUILDER SCREWS AT EACH ADD'L ADDITIONAL LNTL LINTEL ROOF COLLATERAL LOAD 1.0 PSF (SEE CROSS SECTIONS AND TYPICAL DETAILS) STUD AT EACH FACE , PAGE ON WHICH SECTION OR DETAIL OCCURS AFF ABOVE FINISH FLOOR LSH LONG SLOTTED HOLES ROOF SNOW LOAD 252 PSF C8 TERMINATE ALL DISCONNECTED ELEVATED SLAB TOP BARS WITH TYPICAL UNLESS NOTED OTHERWISE SEE ARCHITECTURAL DRAWINGS CUTS AGGR AGGREGATE LONG LONGITUDINAL GROUND SNOW LOAD 30 0 PSF 180 DEGREE STANDARD HOOK UNLESS OTHERWISE NOTED FOR NOTEEXACT 138'LOCATION SHOTSD REFERS OF LOWEEL STUD WORKVELOCITYPOWER DRIVEN SECTION AIX C AMERICAN INSTITUTE OF STEEL LP LOW POINT WIND VELOCITY 120 MPH(EXPOSURE C) C9 CONTINUOUS TOP BARS SHALL BE SPLICED AT MIDSPAN CONSTRUCTION FROST DEPTH 3'-0' MINIMUM CONTINUOUS BOTTOM BARS SHALL BE SPLICED AT CENTER UNE OF FASTENERS WITH MINIMUM CAPACITIES AS FOLLOWS AL ALUMINUM M SUPPORTS OR AS SHOWN ON CROSS SECTIONS AND DETAILS IN CONCRETE 1 7/16'PENETRATION 125 LBS PULLOUT . D3 DESIGN VALUES. ( ) NUMBER OR LETTER FOR GRIDLINE ALT ALTERNATE WALLS AND STRIP FOOTINGS, 200 LBS SHEAR DESIGN IS BASED ON NON EXPANSIVE SOILSLMF3 L G STEEL STRUCTURAL STUDS SHALL MEET FOLLOWING DESIGN CRITERIA ARCH ARCHITECT(URAL) MAX MAXIMUM r C10 AT CHANGES IN DIRECTIONS OF ASSUMED ALLOWABLE SOIL BEARING PRESSURE= 1500 PSF MIN PROVIDE CORNER BARS AT SAME SIZE AND SPACING AS HORIZONTAL ASTM AMERICAN SOCIETY OF TESTING MECN MECHANICAL (MIN) BARS GALVANIZED C-60 ASTM A525,MINIMUM YIELD STRESS TO BE 50 KSI MATERIALS MEZZ MEZZANINE to CONANDTNOTIFOYRTO vERIFY ENGINEER IFSOIL SOILBEARING FAILS ANY PRESSUREDFTHESE REQUIREMENTS AU.R14 AND 16 GA,OTHER COMPONENTS0 33 K51 TO BE 33OR K518 AND 20 GA TRACKS AND A W S AMERICAN WELDING SOCIETY MFR M MO MANUFACTURE(ER) Q MASONRY 04 TO THE BEST OF THE ENGINEER'S KNOWLEDGE THE FOUNDATION MI.MASONRY CONSTRUCTION SHALL CONFORM TO ACI STANDARD STUD SIZE(IN) MIN (I IN 4) MIN (5 IN 3) GRIDLINE SYMBOL MTL METAONRY OPENING 0= PLANS HAVE BEEN DESIGNED IN ACCORDANCE WITH THE IBC 06 BUILDING CODE REQUIREMENTS FOR CONCRETE MASONRY STRUCTURES GA BB BOND BEAM 3 5 'X 0 56 0 309 BLDG BUILDING 2 N < 0 a' o (ACI 531-05). /8 GENERAL M2 CONCRETE BLOCKS SHALL CONFORM TO ASTM C-90(F'm=1500 PSI) 3 5/8'X 18 GA 0691 0381 BLW BELOW cel v it) c 61. THE GENERAL CONTRACTOR SHALL REVIEW AND DETERMINE THAT M3 MORTAR SHALL COMPLY WITH ASTM C270,TYPE M OR 5 BM BEAM NS NEAR SIDE d N I 0 DIMENSIONS ARE COORDINATED BETWEEN ARCHITECTURAL AND M4 BLOCKS SHALL NOT BE MOISTENED BEFORE GROUTING N BOT BOTTOM NTS NOT TO SCALE N.o o ID NWC NORMAL WGT CONCRETE ,- Io a N STRUCTURAL CONSTRUCTION PRIOR TO FABRICATION OR START OF M5 ALL MASONRY AROUND CELLSCROSS WEBS BE GROUTEDTRACK BE FULLY BEDDED IN MORTAR TRACK SIZE(IN) MIN (IIN 4) MIN (S IN 3) BP BASE PLATE 0 Z c,LO 01 H M6 THE MINIMUM CONTINUOUS UNOBSTRUCTED CELL AREA IN CELL TO GROG BRIDGING Q G2 THE GENERAL CONTRACTOR SHALL PROVIDE ALL FIELD(IF NECESSARY) 3 5/8'%20 GA 0038 /I\ BRG BEARING 0 O to MEASURES TO FIT ALL REQUIREMENTS SHOWN ON ARCHITECTURAL AND RECEIVE GROUT MUST BE NOT LESS THAN 2'X3' _ t ► BRK BRICK OA/ OVERALL T Y I STRUCTURAL DRAWINGS IF ANY DISCREPANCIES WERE FOUND, MORTAR FINS MUST BE REMOVED AS BLOCK PLACEMENT PROCEEDS 3 5/8'X 18 GA 0 047 NORTH ARROW BS BOTH SIDES 0/C ON CENTER o c CONTRACTOR TO NOTIFY ARCHITECT/ENGINEER IMMEDIATELY MORTAR DROPPINGS MUST BE KEPT OUT OF CELLS,WHICH ARE TO BE . _ , BTS BOLTED TIE JOIST OF OUTSIDE DIAMETER Z 0 u^0'I - GROUTED OF OUTSIDE FACE M7.REINFORCE WALLS WITH TRUSS TYPE(ASTM A-82.q9 GAGE WIRE) OPNG OPENING o.. 0 -.T-',. G3 THE GENERAL CONTRACTOR SHALL PROVIDE ALL MEASURES NECESSARY C OPP OPPOSITE If1!-•x x REINFORCEMENT EQUAL TO DORO-WALL IN BED JOINTS CI 16'o% O E TO PROTECT, THE STRUCTURE, THE WORK PERSONS AND OTHER C/C CENTER TO CENTER rn 0_ L. w UNLESS HO P PEOPLE DURING CONSTRUCTION HE SHALL SUPERVISE AND DIRECT OTHERWISE WOOD FRAMING THE WORK AND BE RESPONSIBLE FOR ALL CONSTRUCTION MB WHERE SHOWN,CORES OF BLOCK MASONRY SHALL BE FILLED WITH CANT CANTILEVER GROUT WITH MINIMUM COMPRESSIVE STRENGTH OF 3000 PSI AT 28 WF1, WOOD CONSTRUCTION TO BE DONE ACCORDING CB CONCRETE BEAM PVC PVC MATERIAL G4 NO STRUCTURAL MEMBER SHALL BE CUT,NOTCHED OR OTHERWISE DAYS TO SBC-1997 EDITION. CC CONCRETE COLUMN PERP PERPENDICULAR REDUCED IN STRENGTH GROUT SLUMP SHALL BE 4'TO 6'MAXIMUM UNOELEVATION SYMBOL CP CAST IN PLACE PC PRECAST 05 THE GENERAL CONTRACTOR SHALL COORDINATE ARCHITECTURAL, M9,GROUT FOR FILLED CELLS SHALL BE POURED OR PUMPED IN UFTS WF2 STRUCTURAL LUMBER TO BE USED GRADE 2 CCJ CONSTRUCTION JOINT PL PLATE MECHANICAL AND ELECTRICAL WORK FOR ANCHORED,EMBEDDED, NOT TO EXCEED EIGHT(8)FEET IN HEIGHT, AND SHALL BE W/ Fb=1200 psi CL CENTER UNE PNL PANEL SUPPORTED ITEMS,WHICH AFFECT THE STRUCTURAL DRAWINGS AND CONSOLIDATED AT TIME OF POURING BY RODDING OR VIBRATING- CLR CLEAR(ANCE) PSF POUNDS PER SQUARE FOOT Z THE ARCHITECT/ENGINEER OF ANY DISCREPANCIES M10 PROVIDE KNOCK-OUT CMU AT BASE OF EACH FILL ED CELL TO WF3 STRUCTURAL LUMBER ATTACHED TO CONCRETE CM CONCRETE MASONRY PTN PARTITION ALLOW VISUAL VERIFICATION OF COMPLETE GROUT PENETRATION OR STEEL, OR EXPOSED TO THE WEATHER TO BE CMU CONCRETE MASONRY UNIT R FOUNDATIONS M11 VERTICAL REINFORCING MUST HAVE A MINIMUM CLEARANCE OF 1/2' PRESSURE TREATED. COL COLUMN w REVISION MARK TO INSIDE FACE VERTICAL REINFORCEMENT IN WALLS SHALL BE q CONC CONCRETE R RADIUS Fl SUBSURFACE INVESTIGATIONS HAS NOT BEEN PERFORMED AND ANCHOR BOLTS CONN CONNECTION fV GEOTECHNICAL ENGINEERING REPORT WAS NOT AVAILABLE FOR SECURED AND LATERALLY SUPPORTED AGAINST DISPLACEMENT AT REF REFERENCE BVI INTERVALS NOT EXCEEDING 192 X BAR DIAMETER NOR 10 FEET ABI PROVIDE ANCHOR BOLTS CONFORMING ASTM A307 STEEL OR A36 THREADEDFASTENERS CONT CONTINUOUS ELININ REINFORCE(D)(IVIG FOUNDATION DESIGN PRIOR TO CONSTRUCTION, THE CONTRACTOR M12 GROUTPLACEMENTCONTE CONTRACTOR ) TR OR ORR SUNULD BE A82 USE TEMPLATES TO ACHIEVE PRECISE LAYOUT AS SHOWN ON ANCHOR PLAN CBK COUNTER BLOCK REO REQUIRE SHALL RETAIN THE SERVICES OF A QUALIFIED GEOTECHNICAL ENGINEER STOPPED( 1 t/2'' STOPPED FOR(1) � )BELOW THE TOP OFF THE MASONRY UNIT TO REO'D REQUIRED TO PERFORM SOIL TEST REPORT WITH RECOMMENDATIONS FORCTR CENTER FOUNDATION DESIGN(INCLUDING ALLOWABLE SOIL BEARING PRESSURE) PROVIDE A DKET FOR SUBSEQUENT ALLL GROUTING A83 REMEDIAL WORK FOR ID SSIN A UCENSIMPROED ERLY THER STA MATERIAL ANCHOR RF RETU Z PROVIDE EARTHWORK COMPACTION CRITERIA AND PERFORM SOIL M13 SEE FOUNDATION PLANS FOR VERTICAL REINFORCING TO EXTEND BOLTS TO BE REVIEWED BY A LICENSED ENGINEER IN THE STATE RTN RETURN TESTING DURING CONSTRUCTION CONTRACTOR IS RESPONSIBLE FOR INTO UPPER MOST BEAM OR PARAPET TOP BLOCK AB4 ERECTOR TO FOLLOW NEW OSHA RULES/PART IV/29 CFR PART 1926/SAFETY D RW RETAINING WALL Z PERFORMING ALL EARTHWORK OPERATIONS IN STRICT ACCORDANCE MI6 TEMPORARY BRACING AND SHORING OF WALLS TO PROVIDE STABILITY STANDARDS FOR STEEL ERECTION, FINAL RULES DET DETAIL S WITH THIS REPORT, IF FOUNDATION RECOMMENDATIONS AND ALLOWABLE DURING CONSTRUCTION TO BE THE RESPONSIBILITY OF THE ABS ERECTOR TO START ERECTION WHEN CONCRETE HAS OBTAINED AT LEAST 75%OF DESIGNED DIA DIAMETER Z �..� CONTRACTOR COMPRESSIVE STRENGTH WHICH IS TO BE 2250 psi,AND AFTER OBTAINING A WRITTEN DLIDEAD LOAD �, SOIL BEARING CAPACITY DIFFER FROM THE DESIGN ASSUMPTIONS SCH SCHEDULE 1_{ SHOWN ON THE DRAWINGS, THEN MODIFICATIONS TO THE DRAWINGS PAIS MASONRY CONSTRUCTION MATERIALS AND INSPECTIONS SHALL TESTING LAB-CERTIFICATE FROM GENERAL CONTRACTOR(MEANS CONTROLLING CONTRACTOR) SE SLAB EDGE Z SILL BE REQUIRED SHOULD THIS OCCUR, THE CONTRACTOR SHALL CONFORM TO ALL REQUIREMENTS OF'SPECIFICATIONS FOR MASONRY AB6 SUBSTITUTION OF EXPANSION ANCHORS FOR EMBEDDED ANCHORS SHALL NOT BE PERMITTED DN DOWN SECT SECTION = STOP CONSTRUCTION AND NOTIFY A/E IMMEDIATELY UNLESS NOTED STRUCTURES(ACI-ASCE 5301)'EXCEPT AS MODIFIED BY THE REQUI UNLESS APPROVED BY THE ENGINEER DWG DRAWING SHT SHEET 1 ,1 REMNANTS OF THESE DOCUMENTS OTHERWISE DM. DOWEL SIM SIMILAR JOINSLAB ON GRADE STRUCTURAL STEEL LEGAL NOTES SJ ESSJI STTEEEL JOIST EL INSTITUTE Si UNLESS NOTED OTHER WISE COMPACT INTERIOR FILL TO 95%OF SI STEEL WORK SHALL CONFORM TO THE RISC'SPECIFICATIONS FOR THE USING THESE PLANS,DRAWINGS AND SPECIFICATIONS TO CONSTRUCT THE STRUCTURES OR FOUNDATIONS, CONSTITUTE SL SLOPE AGREEMENT AGREEMENT BY THE CLIENT TO THE FOLLOWINGS SP SPACE(S) C/^ 1 MODIFIED PROCTOR MAXIMUM DRY DENSITY(ASTM D1557) DESIGN,FABRICATION AND ERECTION OF STRUCTURAL STEEL BUILD EA EACH SPECS--SPECIFICATIONS1� 1 -{ SOIL COMPACTION SHALL BE FIELD CONTROLLED BY REPRESENTATIVE INGS',LATEST EDITION EE EACH END SQ SQUARE TECHNICIAN OF QUALIFIED LABORATORY EACH LAYER OF FILL SHALL NOT S2 STEEL TUBING SHALL CONFORM TO ASTM A-500 GRADE B Indemnification EF EACH FACE SS STAINLESS STEEL Z EXCEED 8'THICK AND SHALL BE COMPACTED PRIOR TO PLACEMENT PIPE STEEL SHALL CONFORM TO ASTM A-53 The client shall Indemnify and hold harmless Structural Design Concepts, Inc and EJ EXPANSION JOINT STD STANDARD T 1.I OF NEXT LAYER 95%SOIL COMPACTION SHALL BE ACHIEVED TWO(2) S3 STRUCTURAL STEEL PLATES AND SHAPES TO CONFORM TO ASTM A-36, Muhammad N Almahayni, PE and all of its EL ELEVATION STL STEEL L.H v FEET BELOW FOOTINGS BOTTOMS UNLESS NOTED OTHERWISE,AND STEEL SHALL BE DOMESTICALLY PRO personnel and sub contractors from and ��11 EOV EQUAL STIR STRENGTH S2 MINIMUM PLACEMENT OF CONTROL JOINTS SHALL BE AS SHOWN ON DUCEO against any and all claims, damages, losses and expenses (including reasonable STEL STRUCTURALZ WI DRANGS 54 BRACE AND MAINTAIN ALL STEEL IN ALIGNMENT UNTIL OTHER PARTS EQV SPA EQUAL SPACES OF CONSTRUCTION NECESSARY FOR PERMANENT SUPPORT ARE attorneys' fees) arising out of or resulting from the performance of the services, ES EACH SIDE SW SHEAR WALL CiD O S3 FOUNDATIONS SHALL BE BUILT ON UNDISTURBED SOIL OR PROPERLY COMPLETED provided that any such claims, damage, loss or expense is caused in Whole or In part EW EACH WAY SYMM SYMMETRICAL F_t COMPACTED FILL MATERIAL THE AREA UNDER FOOTINGS,FOUNDATIONS, CONTRACTOR SHALL BE RESPONSIBLE FOR INSTALLING TEMPORARY by the negligent act or omission and/or strict liability of the client, onyone directly or EXT EXTERIOR T I: AND CONCRETE,SLABS ON GRADE SHALL HAVE ALL VEGETATION, SHORING AS REQUIRED FOR THE STABILITY OF THE STEEL FRAME UNTIL I indirectlyemployedclient STUMPS.ROOTS, AND FOREIGN MATERIALS REMOVED PRIOR TO THEIR ALL STRUCTURAL ELEMENTS HAVE BEEN COMPLETED AND BUILDING IS by the (except structural design concepts and C TB TIE BEAM �} CONSTRUCTION FILL MATERIAL SHALL BE FREE OF VEGETATION AND ENCLOSED Muhammad Almahoyni, PE) or anyone for whose acts any of them may be liable, F TAB TOP AND BOTTOM C..,, S5 ANCHOR BOLTS TO CONFORM TO ASTM 8-307 UNO TC TIE COLUMN FOREIGN MATERIAL ANCHOR THREADED RODS SHALL CONFORM TO ASTM A-36 LINO THREA This indemnification shall include any claim, damage of losses due to the presence of FD FLOOR DRAIN TDS TORN DOWN SLABZ S4 ALL FILL MATERIAL UNDER STRUCTURE SHALL BE NON-EXPANSIVE SANDY ( ) hazardous materials FDN FOUNDATION DED EACH END WITH NUT AT BOTTOM TACK WELDED SECURE FIN FINISH TEMP TEMPERATURE O CLAY OR CLAYEY SAND EXHIBITING A UQUID LIMIT LESS THAN 35,PLASTICITY S6 ALL WELDING SHALL CONFORM TO THE REQUIREMENTS OF THE FL FLOOR THK THICK INDEX BETWEEN 8 AND 15 AND LESS THAN 60%PASSING THE 200 SIEVE. 'STANDARD CODE FOR WELDING IN BUILDING CONSTRUCTION'OF THE Risk AllocationFLG FLANGE THNS THICKEN SLAB a FILL MATERIAL SHALL BE OF NOT LESS THAN 95%OF MODIFIED PROCTOR AMERICAN WELDING SOCIETY, TOP'G TOPPING MAXIMUM DRY DENSITY PLACED IN LOOSE LIFTS NOT TO EXCEED 8'AND WELDING ELECTRODES SHALL BE E-70XX LOW HYDROGEN FOR SHIELD In recognition of the relative risks, rewards and benefits of the project to both the ClientFT FOOT FS FAR SIDE TYP TYPICAL COMPACTED TO A DENSITY (ASTM D-1557)AT OR SUGHTLY WET OF AND METAL ARC WELDING and Structural Design Concepts, Inc. or Muhammad Almahayni, PE, the risks have been FTG FOOTING T/ TOP DF OPTIMUM MOISTURE CONTENT SAND CUSHION UNDER SLABS ON GRADE S7 GROUT FOR COLUMN BASE PLATES AND PRESET BEARING PLATES allocated so that the Client agrees that to the fullest extent permitted by low, Structural SHALL BE EITHER WELL GRADED WASHED CONCRETE SAND OR PEA GRAVEL SHALL BE NON-SHRINK GROUT BY'EMBECO'OR APPROVED EQUAL u FINAL FILL MATERIAL APPROVAL SHALL BE BY SOIL'S ENGINEER (5000 PS MINIMUM)AS NEEDED Design Concepts, Inc s total liability to the client, for any Ond all Injuries, claims, losses, UNO UNLESS NOTED OTHERWISE 55 BACKFILL BOTH SIDES OF ALL FOUNDATION AND RETAINING WALLS EQUALLY 58 PROVIDE STANDARD AIDC CONNECTIONS AT ALL BEAM TO COLUMN, expenses, damages or claim expenses arising out of this agreement, from any cause or GA GAGE,GAUGE JOB NUMBER BEAM TO WALL CONDITIONS TO SAFETY SUPPORT 2/3 OF THE SAFE LOAD causes, shall not exceed the total amount of 150,000,00, the amount of Structural GALV GALVANIZE V P14-115 UNTIL LOW SIDE IS UP TO FINISH GRADE. DO NOT BACKFILL ANY WALLS UNTIL CARRY CAPACITY FOR THE GIVEN SPAN,UNLESS NOTED OTHERWISE ON CONCRETE HAS REACHED ITS SPECIFIED 28-DAY COMPRESSIVE STRENGTH DRAWINGS Design Concepts, Inc's fee or Muhammad Almahayni, PE's fee, GC GENERAL CONTRACTOR BE DETERMINED BY IN-SITU FIELD TESTS PRIOR TO PLACING ADDITIONAL S9 SUBMIT SHOP DRAWINGS INDICATING ALL SHOP AND ERECTION DETAILS g pyn i ns. Such iss less) GR GRADE VERT VERTICAL FILL FINAL FILL MATERIAL APPROVAL SHALL BE BY SOIL'S ENGINEER INCLUDING PROFILES,SIZES,SPACING AND LOCATION OF STRUCTURAL or other amount agreed upon when added under Special Conditions. Such causes include, u DAA S6 PROVIDE A 4-INCH CLEAN MEDIUM TO COARSE SAND OR GRAVEL MEMBERS,CONNECTION ATTACHMENTS.FASTENERS,LOADS AND but are not limited to, Structural Design Concepts, Inc's or Muhammad Almahayni, PE's rl W 07-07-2014 COMPACTED DRAINAGE FILL BELOW ALL INTERIOR SLABS-ON-GRADE TOLERANCES negligence, errors, omissions, strict liability, breach of contract or breach of warranty HC HOLLOW CORE WF WALL FOOTING UNLESS NOTED OR DETAILED OTHERWISE HK HOOK EXPANSION BOLTS HORIZ HORIZONTAL WO WADI 6 RPC Ownership Documents Q� p'�,' 9-EET F7 CONCRETE AND REINFORCING EDI PROVIDE FASTENING CONFORMING TO"HILTI ANCHORING SYSTEM HP HEADED POINT WS T si P NE p� All documents produced by Structural Design Concepts, Inc or Muhammad Almahayni, PE HS STUD RK tI — Cl CONCRETE WORK SHALL CONFORM TO ACI CODE REQUIREMENTS FOR CATALOG"AND(HILTI FASTENING TECHNICAL GUIDE"BY'HILTI OR WWF O YI RIC P REINFORCED CONCRETE(ACI-318-05) APPROVED EQUAL(UNO) under this agreement remain the property of StructuralthDesign Concepts., Inc. or w/ ® OF 14 .SI�L'E15 /- D ♦ r C2 ALL CONCRETE SHALL HAVE A MINIMUM 28 DAY STRENGTH Muhammad Almahayni, PE and may not be used by the Client for any other endeavor ,4\A q OF 3.000 PSI UNLESS NOTED OTHERWISE without the written Consent of Structural Design Concepts, Inc or Muhammad Almahoyni, PE. ID INSIDE DIAMETER • C�'9 C3 CONCRETE Mix SUBMITTALS MUST INCLUDE THE AREA IN WHICH THE g. ti..PbiEs CONCRETE IS TO BE PLACED( THUS FOUNDATIONS,SLAB ON GRADE, IF INSIDE FACE FILLED CELLS,COLUMNS OR TIE BEAMS, ETC) _ Dispute Resolution INT INTERIOR '''i 17.., ?- FAILURE DO SO WILL CAUSE DELAY AND/OR REJECTION OF Any claim or dispute between the Client and Structural Design Concepts, Inc orJ _ , i`� i,!:�-'x'= .oda _ C4. REBAR SHALL CONFORM TO ASTM-615 GRADE 60 Muhammad Almahayni, PE shall be submitted to non-binding mediation subject to the ic,,,..:'... .W`F,4 'Hot VALID rnlat SEAL ArmWELDED WIRE FABRIC SHALL CONFORM TO ASTM A-185 parties agreeing to a mediator(s) This agreement shall be governed by the lows of the JST JOIST Ill '°+ 'r1�jOIIm+AI 9fiuTURE C5 MINIMUM COVER FOR REINFORCING SHALL BE AS FOLLOWS UNLESS principal place of business of Structural Design Concepts, Inc, or Muhammad Almahayni, PE. K1J �� FOR CONSTRUCTION FOOTINGS THERWISE NOTED 3 g governedbyJUL�� .. • 'V /� CSI This Agreement is the State of Arkansas K KIP GRADE BEAMS 1 1/2'(ON TIES) O �. ;� a These Drawings and Docume = a g :••• j , DATE protected. Use or reproduct•.. ,,iirch )ef �* ♦ without our written consent. - - � t�� a o tC�1 � OP p V 1 - 'o -�%ce- ctc-c"Gss czc�c-cor) t AL-C-3 P k)9.5 L ' °t prey i ea,- - •��'.0- \CJ-J-- CoP'g r S EG-n©X.) ^� ELECTRICAL ,�®G 6L 0 . .G - s.,LAND ,NSPEACT li "\1 --, _ • _AEI) R D IN - _ ,,, \\ ®.i5 }\.:E II :. I.1 .. A `1 7 ___:____ 7-7-7-7-7-7777--:--71 �,�i - I " _ TOS Engineering at 765-1560 ; ',, - I LJ Contact g - 2015 Backfill,OR Provide Engineer's Certification U ! . APR 7 itTiADiYGS de has been installed to Code. L1 A - ASTEEL _DA,. -4qirinS NOTED __ __ __ —EP:4-0 - _ :- . FEE ,9, _,,,,.. Iit i O BY:�. -DPie_ - NOTIFY BUILDING DEPARTMENT AT COMPLY WITH ALL CODES OF 765-1802 8 AM TO 4 PM FOR THE NEW YORK STATE & TOWN CODES FOLLOWING INSPECTIONS: F C # 1 II 1 5 6 AS REQUIRED AND CONDITIONS OF 1. FOUNDATION - TWO REQUIRED �/... SOUTHOLD TOWN ZBA FOR POURED CONCRETE 2. ROUGH - FRAMING & PLUMBING � - in r SOUTHOLD TOWN PLANNING BOARD 3. INSULATION ) l—— d— __g 1 o f ., �+� �� 4. FINAL - CONSTRUCTION MUST !- - BE COMPLETE FOR C.O. ri v c EX, ALL CONSTRUCTION SHALL MEET THE REQUIREMENTS OF THE CODES OF NEVI YORK STATE. NOT RESPONSIBLE FOR SEW Y __-_- «_r_- DESIGN OR CONSTRUCTION ERRORS. • OF ��R DO NOT PROCEED WITH, ' E`SErvr� N �r ' FRAMING UNTIL SURVEY ,,; o � - , `� _®F FOUNDATION LOCATIONS OCCUPANCY OR r_ * sr -, .� C N HAS BEEN APPROVED. - `4\74-:* j �� : � - -- --= USE IS UNLAWFUL �•� r WITHOUT CERTIFICATE It is a violation of New York S[ eLaw - • " 083 ,bg �y�/��1� OF OCCUPANCY for anv person,unless he or sl�s r,Y is acting under the direction of O PRO F ES9`O oJicefishd rprofessional engineer. • FIRE I TION ' to alter these documents in any way. REQUIRE® BEFORE - :-.OPENING INDEX OF DRAWINGS Page , Drawing Title: REV NO. Page Drawing Title .REV 'NO. Page Drawing Title REV NO. Cover Page 0 11 Rigid Frame #2 0 22 Detail Page #3 0 1 Specifications ! 0 12 Rigid Frame #3 0 23 Detail Page #4 0 _ 2 Anchor Bolt Plan 0 13 Rigid Frame #4 _ 0 24 0 3 Rigid Frame Reactions ' . 0 14 Rigid Frame #5 0 25 0 4 EndWall Reactions, Design Criteria 0 15 Rigid Frame #6 0 26 0 5 Anchor Bolt Details 0 16 Front Sidewall Framing 0 27 0 6 . Roof Framing - -- - 0 17 Back Sidewall Framing 0 28 0 7 Roof Panel Layout 0 18 Left Endwall Framing 0 29 0 8 8'x8' Cupola Framing 0 19 Right Endwall Framing 0 30 0 9 10'x10' Cupola Framing 0 20 Detail Page #1 0 31 0 10 Rigid Frame #1 0 21 Detail Page #2 0 32 0 r GENERAL MATERIALS ASTM DESIGNATION MINIMUM YIELD MATERIALS ASTM DESIGNATI❑N MINIMUM YIELD _ 4 Hot-Rolled All materials included in the Metal Building System are in accordance with the manufacturer's standard materials and details A 36, A 572, A 992 Fy = 36 ksi Roof and Wall A 792, Gr. 50 Class 1 Fy = 50 ksiCC unless otherwise specified on the order documents. (MBMA 2002 Metal Building Systems Manual, Part IV, Section 2.1) MillSections and/or 50 ksi Sheeting A 792, Gr. 80 Fy = 80 ksi "IC a Structural Steel Plates A 572, A 1011 Fy = 55 ksi Mild Steel Bolts A 307 FyO DESIGN RESPONSIBILITY = 36 ksi 0 o_ Structural Steel Bars A 572 or A 529 Fy55 ksiA 325-N Fy = 92 or 81 ksi Z fL The manufacturer is responsible only for the structural design of the Metal Building System it sells to the purchaser = High Strength Bolts A 490-N N/A Q Q / customer. Neither the manufacturer nor the manufacturer s engineer is the design professional or engineer of record Cold Formed Anchor Rods CO for the construction project. The manufacturer is not responsible for the design of any component or materials not sold A 653 Gr. 55 Fy55 ksi A 36 Fy36 ksi Q = W by it, or their interface and connection with Metal Building System unless such design responsibility is specifically Light Gauge Shapes (If supplied) = ZNC required by the order documents. (MBMA 2002 Metal Building Systems Manual, Part IV, Section 3.1) W� CC Cable Bracing A 475, EHS N/A Pipe and Hollow A 500 Gr. BQ F❑UNDATI❑N DESIGN AND ANCHOR BOLTS Structural Sectionsa Fy = 42 ksi 46 ksi O z cfl The manufacturer is not responsible for the design, materials, and workmanship of the foundation. Rod Bracing A 36 Fy = 36 ksi The anchor bolt plans prepared by the manufacturer are intended to show only the anchor bolt location, x 0 diameter (based on ASTM A36 bolts), and quantity required to connect the Metal Building System to the foundation. Q O - (MBMA 2002 Metal Building Systems Manual, Part IV, Section 3.2.2). C❑RRECTI❑N OF ERRORS AND REPAIRS Z po� -4- It is the responsibility of the end customer to ensure that adequate provisions are made for specifying bolt embedment, The correction of minor misfits bythe use of driftpins to draw the components into line, shimming, N bearing angles, tie rods, and / or associated items embedded in the concrete foundation, as well as foundation design p based on the loads imposed by the Metal Building System, or other imposed loads, and the bearing capacity of the soil moderate amounts of reaming, chipping, and cutting, and the replacement of minor shortages of CO >c and other conditions of the building site. (MBMA 2002 Metal Building Systems Manual, Part IV, Section 3.2.2) material are a normal part of erection and are not subject to claim. (AISC Code of Standard Practice for Steel Buildings and ridges, March 7, 2000, Section 7.14; CISC Code of Standard Practice, 0 �i U.S. -Anchor bolts shall be accurately set to a tolerance of +/- 1/8 in both elevation and location (AISC Code of January 2000, Clause 7.15; MBMA 2002 Metal Building Systems Manual, Part IV, Section 6.10). Q O Q Z Standard Practice for Steel Buildings and Bridges). J T Canada -Anchor bolts shall be accurately set in accordance with CISC Code of Standard Practice, January 2000, Clause 7.7.1 W DRAWING DISCREPANCIES F.O. 18156 ADJACENT EXISTING BUILDINGS In case of discrepancies between the manufacturers steel plans and plans for other trades, the manufacturers steel plans govern. (AISC Code of Standard Practice for Steel Buildings and Bridges, The manufacturer does not investigate the influence of the Metal Building System on adjacent existing March 7, 2000, Section 3.3; CISC Code of Standard Practice, January2000, Clause 3.4; MBMA 2002 Metal C buildings or structures. The end customer assures that such buildings and structures are adequate to Building Systems Manual, Part IV, Section 3.1). resist snow loads or other conditions as a result of the presence of the Metal Building System. (MBMA 2002 Metal Building Systems Manual, Part IV, Section 3.2.5) DELIVERIES SHOP-PRIMED STEEL Delivery of any material by the manufacturers carrier, a common carrier or to purchasers/ >- customers own leased, chartered, or authorized conveyance shall constitute deliveryto builder, and All structural members of the Metal Building System not fabricated of corrosion resistant material or protected by corrosion Y Q resistant coating are painted with one coat of shop primer meeting the performance requirements of FS TTP-6360. All thereafter, such material shall be at builders risk. If builder chooses to use its own, or private I- surfaces to receive shop primer are cleaned of loose rust, loose mill scale and other foreign matter by using, as a minimum, carrier, it shall be solely responsible for compliance with all applicable government regulations. the hand tool cleaning method SSPC-SP2 (Steel Manual Structures Painting Council) prior to painting. The coat of shop primer All charges shall be borne by the builder. The manufacturers responsibility for damage or loss 2 is intended to protect the steel framing for only a short period of exposure to ordinary atmospheric conditions. Shop-pri2 med ceases upon delivery of shipment to carrier. The manufacturer will endeavor to deliver on the is intended to protect the steel erection should be placed on blocking to prevent contact with the ground, and so positioned required date. The manufacturers truck is not considered as beinglate if deliveries are between Q as to minimize water holding pockets, dust, mud an other contamination of the primer film. Repairs of damage to primed fA surfaces and or removal of foreign material due to improper field storage or site conditions are not the responsibility of the 8am - 12pm (morning) and 12pm - 5pm (afternoon). However, the manufacturer cannot be held manufacturer. (CISC Code of Standard Practice, January 2000, Clause 6.8; (MBMAstorage_ etal Building Systems Manual, Part IV, responsible for circumstances beyond our control. For deliveries via the manufacturers truck, the Section 4.2.4). manufacturer will onlyhonor claims that were approved bythe customer service department Q f= at the time of deliver . For deliveries via contract carriers,eit is the responsibility of the customer to file claims with the carrier. The manufacturer cannot assume any liability for the claim. ERECTI❑N-GENERAL w SHORTAGES The erector, by entering into contract to erect the building, holds itself out as skilled in the erection of Metal Building Q Systems and is responsible sile for complying with all applicable local, federal, and state construction and safety regulations The purchaser /customer should make an inspection upon arrival of all building components. The including OSHA regulations as well as any applicable requirements of local, national, or international union rules or purchaser/customer must note on the freight bill any missing item(s) and notify the manufacturers practices. (CISC Code of Standard Practice, January 2000, Clause 7.2; (MBMA 2002 Metal Building System Manual, Part IV, customer service department immediately; otherwise, the manufacturer cannot be held responsible Section 6.9). for any shortages. If any item is damaged, note on the bill of lading and file a claim with the freight The erector shall erect the Metal Building System in accordance with the erection drawings, the Erection and Detail agent. Concealed shortages must be reported to the manufacturers customer service department Z '� al within the following time frames (date from receipt of first delivery), based on the project shipment Manual (February 2012), and / or the Seam-Lok Technical - Erection manual (May 2012) as furnished by the P J P manufacturer. The aforementioned erection information is intended to illustrate the layout of the framing members, size, i.e., number of truck loads used in delivery. Q 1Pli provide the associated connection details, and suggests sequence of erection. It is not intended to specify any, particular method of erection to be followed by the erector. The erector remains solely 1 to 3 loads.... 2 weeks 4 loads and over.... 3 weeks responsible for the safety and appropriateness of all techniques and methods utilized by its crews in the erection of the Metal Building System. The erector is responsible for supplying any safety devices such as scaffolds, runways, nets, et, The manufacturers responsibility for shortages expires at the end of these time periods. G7 1191 which may be required to safely erect the Metal Building System. (MBMA 2002 Metal Building Systems Manual, Part IV, Section 6.9) The manufacturer expressly disclaims any responsibility for injury to persons in the course of erection or for damages to the product itself. Field erection of a Pre-Engineered Metal Building, as in all construction projects, FABRICATION ERRORS Q involves hazards to persons within the area of the construction and risk of damage to the property itself. Only experienced mg I g persons who are skilled and qualified in the erection of Metal Building Systems should be permitted to field-erect a The purchaser/customer is responsible for contacting the customer service department to advise the 11 building due to the hazards of this construction activity. The manufacturer is not responsible for the erection of the manufacturer of fabrication problems and corresponding cost estimates. The manufacturer will be Q C7 Metal Building System, the supply of any tools or equipment, or any other field work. The manufacturer provides no responsible for providing the builder with verbal approval to proceed with appropriate field corrections. field supervision for the erection of the structure nor does the manufacturer perform any intermediate or final This will be done in a timely manner. IF THE BUILDER PROCEEDS WITH CORRECTIVE WORK WITHOUT THE CI) 5 io 11R7 inspections of the Metal Building System during or after erection. MANUFACTURERS APPROVAL, HE DOES SO AT HIS OWN RISK The manufacturer shall not be responsible VJ m � m for any claims where the purchaser/customer has not documented the problem, its correction, and 0 a The erector shall furnish temporary guys and bracinwhere needed for squaring, plumbing, and securing the structural reasonable costs for framingagainst loads, such as wind loads actirepair, and submitted this documentation for payment within 30 days of the ng on the exposed framingas well as loads due to erection equipment and -- 2b _ erectiooperation, but not including loads resulting from the performace of work by others. Bracing furnished by occurrence. the manufacturer for the Metal Building System cannot be assumed to be adequate during erection. Temporary supports POR � such as temporary guys, braces, false work, cribbing, or other elements required for the erection operation will be INV❑ICE PAYMENT determined, erected, and installed by the erector. (AISC Code of Standard Practice for Steel Buildings and Bridges, 0 d g § gi March 7, 2000, Section 7.10.3; CISC Code of Standard Practices, January, 2000, Clause 1.5; MBMA Metal Buildings System By acceptance of the materials of services set forth in the invoice, the purchaser/customer agrees to Manual, Part IV, Section 6.2.1.5). pay the invoice amount within the time period specified on the invoice. AT NO TIME IS IT ACCEPTABLE -e � � I TO DEDUCT A BACK CHARGE OR SHORTAGE FROM AN INVOICE. ERECTI❑N TOLERANCES - O� 1\1EW ),® U.S. ; Erection tolerances are those set forth in RISC code of standard practice except individual members are considered, SAFETY PROCEDURES R Practice for Steel Buildings �SEN/14 plumb, level and aligned if the deviation does not exceed 1:300. (AISC Code of Standardldmgs and THE MANUFACTURER IS COMMII°I'ED TO MANUFACTURING A QUALITY PRODUCT THAT CAN BE ERECTED SAFELY. 'L �� qj� `�� Bridges March 7, 2000 Section 7.13.1; MBMA 2002 Metal Building Systems Manual, Part IV, Section 6 8) ALTHOUGH GOOD JOB SITE PRACTICES AND A COMMITMENT TO SAFETY BY THE ERECTOR ARE BEYOND THE CONTROL OF LQ' !V THE MANUFACTURER, THE MANUFACTURER HIGHLY RECOMMENDS THE ERECTOR PROVIDE GOOD, SAFE WORKING CONDITIONS v `. Canada; Erection tolerances are those set forth in CISC Code of Standard Practice except individual members are considered ON THE JOB SITE THE ERECTOR SHOULD FOLLOW ALL LOCAL STATE, AND FEDERAL HEALTH AND SAFETY REGULATIONS r� Q a �'''.• r plumb, level and aligned if the deviation does not exceed 1:500. (CISC Handbook of Steel Construction, Ninth Edition, Second AT ALL TIMES. ACCIDENT PREVENTION PRACTICES SHOULD BE IMPLEMENTED AND EACH EMPLOYEE SHOULD KNOW ' W Revised Printing, Parti, Clause 29.7.2; MBMA 2002 Metal Building Systems Manual, Part IV, Section 6.8) k EMERGENCY PROCEDURES. THE MANUFACTURER ALSO RECOMMENDS DAILY MEETINGS TO DISCUSS ERECTION SAFETY , �1 2 PROCEDURES. FOR ADDITIONAL INFORMATION CONCERNING FEDERAL HEALTH AND SAFETY REGULATIONS, CONTACT THE I r -s? BOLT TIGHTENING OCCUPATIONAL SAFETY AND HEALTH ADMINISTRATION (OSHA). �� „.�„ r - �& U.S. Department of Labor S v� The proper tightening and inspection of all fasteners is the responsibility of the erector. All high Occupational Safety and Health Administration �` 0835 9 P strength (ASTM A325, ASTM A490) bolts and nuts must be tightened by the 'turn-of-the-nut" method 200 Constitution Avenue, N.W. �p - �O� unless otherwise specified by the end customer in the contract documents. Inspection of high strength Washington, DC 20210 ROFcSS bolt end nut installation by other than the erector must also be specified in the contract documents www.osha.gov and the erector is responsible for ensuring that the installation procedures are compatible prior to , 8 2014 the start of erection (CISC Handbook of Steel Construction, Ninth Edition, Second Revised Printing, _,_Part 1, THE MANUFACTURER SHALL NOT BE RESPONSIBLE FOR PERSONAL INJURY OR PROPERTY DAMAGE AS A RESULT OF FAILURE PAGE 1 OF Clause 23.8.2), (MBMA 2002 Metal Building Systems Manual, Part IV, Section 5.9) TO FOLLOW ALL APPLICABLE SAFETY REGULATIONS AND MATERIAL HANDLING AND INSTALLATION RECOMMENDATIONS. 23 LEGEND ~ BSW Q Q ` LEW, 'REV 0 CL Z FSW 0 • 240'-0" STEEL LINE TO STEEL LINE 13 0_O Q Cn C 20'-0" O 20'-0" O 20'-0" O 20'-0" O 20'-0" 20'-0" (7 20'-0" O 20'-0" O 20 '-0" 1 O 20'-0" 11 20'-0" 1LU 20'-0" UJ C Z C Z 43 0 0 0 0 0 cI o o 0 0 0 0 0 0 0 0 0X p I I I I I I I I I _��-0". ;c(2. 11. co <co a0 coCI - _ °0 ---0, co oo io- ra °� 9'-0" 0 C sr Z o N N Q •N ci h C'7 I I _J1 cr O C/) X ^ Q ®®A] C : : : : ] C : : I ] C : : : : : : ] C : : : : J C : : : : J C ®® + O Zodi e b. 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I ysmo(= Bio¢ o in cl c7 o U 0).-w F W E E E E E E E E E E E �zog1o= zoo 00 In, I CI I CI I CI I CI I CI I ] LA 0*,¢WZg _,o 3 z q <R cc. . z2 O _ _ O O 6m LL¢QL) dyZlLm 8I3 2w Fw wx 2wh' S IN N 2F2FFO LL� 2U LLLL 0 o 0 0 o 0 0 0 0 0 0 o 0 --� n i J I I I I I I I I I I I I I I I A c1°C• a °o Iva 11:1 m ao __ia_ 6.74.43. ...4- o ; m °° __co_ _10_ _ oo _ _10, i 3'-0" F 6`C W Y® 4 5 osEN444 `Yr x - 4 44 20'-0" 20'-0" _ 20'-0" 20'-0" 20'-0" 20'-0" _ 20'-0" 20'-0" 20'-0" 20'-0" 20'-0" 20'-0" L7 4� v� �,� ` Ich 0 0 0 0 0 0 0 ® 0, 0 m 12 13 '' �4 �..` r,. !'� r ANCHOR BOLT PLAN i‘ ~' ,:v, . 9. NOTE: All Base Plates ID 100'-O" (U.N.) Finished Floor 100'-0" cP� 0835 �Pv PAGE 2 OF 23 FRAME LINES: 2 3 4 5 6 7 8 9 10 11 12 RIGID FRAME: BASIC COLUMN REACTIONS (k ) CC Frame Column -Seismic_Long LWIND1_L2E- LWIND1_R2E- LWIND2_L2E- LWIND2_R2E- F2UNB_SL_L- Q 0 0 Line Line Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert COLUMN LINE 4* I 0.0 -1.4 0.3 -3.9 -1.1 -0.6 0.3 -3 9 -1.1 -0.6 21.7 28.7 4* A 0.0 -1.4 1.1 -0.6 -0.3 -3.9 1.1 -0.6 -0.3 -3.9 -21.8 17.4 . CL Frame Column F2UNB_SL_R- < Line Line Horiz Vert 4* I 21.8 17.4 Cl) 4* A -21.7 28.7 Z W Frame Column Dead-----Collateral- Live Snow Wind_Left1- -Wind_Rightl- Q CC 1 • Line Line Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert Q 5* I 4.1 5.8 1.2 1.3 20.7 25.2 26.1 31.7 -21.9 -31.6 -13.7 -27.5 C5 o _5* A -4.1 5.9 -1.2 1.9 -20.7 25.2 -26.1 31.8 13.7 -27.5 21.9 -31.7 Z ip ?� T Ci Frame Column --Wind_Left2- -Wind_Right2- --Wind_Long1- --Wind_Long2- -Seismic_Left Seismic_Right Q x Line Line Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert p H H 5* I -14.3 -18.8 -6.2 -14.6 -20.6 -31.0 -12.7 -18.2 -0.5 -0.1 0.5 0.1 ' IV IV 5* A 6.2 -14.6 14.3 -18.8 20.6 '-35.8 12.7 -23.0 -0.5 0.1 0.5 -0.1 c N CC Frame Column -Seismic_Long LWIND1_L2E- LWIND1_R2E- LWIND2_L2E- LWIND2_R2E- F3UNB_SL_L- N x Line Line Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz VertZ E? IW C� 5* I 0.0 0.0 0.3 -3.9 -1.1 -0.6 0.3 -3.9 -1.1 -0.6 21.7 28 7 5* A 0.0 -1.4 1.1 -0.6 -0.3 -3.9 1.1 -0.6 -0.3 -3.9 -21.8 17.4 0 cs.i 4t .- 0 W Frame Column F3UNB_SL_R- RIGID F.O.FRAME: ANCHOR BOLTS & BASE PLATES RIGID FRAME: ANCHOR BOLTS & BASE PLATES Line Line Horiz Vert f 18156 5* I 21.8 17.4 5* A -21.7 28.7 Frm Col Anc._Bolt Base_Plate (in) Grout Frm Col Anc._Bolt Base_Plate (in) Grout a Line Line Qty Dia Width Length Thick (in) Line Line Qty Dia Width Length Thick (in) Frame Column Dead-----Collateral- Live Snow-----Wind_Left1- -Wind_Rightl- - o Line Line Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert 2* I 4 1.000 8.000 20.56 0.500 0.0 6* I 4 1.000 8.000 20.56 0.500 0.0 6* I 4.1 5.8 1.2 1.4 20.7 25.2 26.1 31.7 -21.9 -31.6 -13.7 -27.5 2* A 4 1.000 8.000 20.56 0.500 0.0 6* A 4 1.000 8.000 20.56 0.500 0.0 6* A -4.1 5.9 -1.2 1.9 -20.7 25.2 -26.1 31.8 13.7 -27.5 21.9 -31.7 Frame Column --Wind_Left2- -Wind_Right2- --Wind_Long1- --Wind_Long2- -Seismic_Left Seismic_Right >- 2* Frame lines: 2 3 9 6* Frame lines: 6 12 Line Line Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert 0CC 6* I -14.3 -18.8 -6.2 -14.6 -20.6 -35.8 -12.7 -23.0 -0.5 -0.1 0.5 0.1 6* A 6.2 -14.6 14.3 -18.8 20.6 -35.8 12.7 -23.0 -0.5 0.1 0.5 -0.1 y 2E Frame Column -Seismic_Long LWIND1_L2E- LWIND1_R2E- LWIND2_L2E- LWIND2_R2E- F4UNB_SL_L- RIGID FRAME: ANCHOR BOLTS & BASE PLATES RIGID FRAME: ANCHOR BOLTS & BASE PLATES Line Line Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert Z 8 6* I 0.0 -1.4 0.3 -3.9 -1.1 -0.6 0.3 -3.9 -1.1 -0.6 21.7 28.7 Eii o Frm Col Anc._Bolt Base_Plate (in) Grout Frm Col Anc._Bolt Base_Plate (in) Grout 6* A 0.0 -1.4 1.1 -0.6 -0.3 -3.9 1.1 -0.6 -0.3 -3.9 -21.8 17.4 w Line Line Qty Dia Width Length Thick (in) Line Line Qty Dia Width Length Thick (in) Frame Column F4UNB_SL_R- OC Line Line Horiz Vert 7 4* I 4 1.000 8.000 20.56 0.500 0.0 7 I 4 1.000 8.000 20.56 0.500 0.0 6* I 21.8 17.4 L 4* 'A 4 1.000 8.000 20.56 0.500 0.0 7 A 4 1.000 8.000 20.56 0.500 0 0 6* A -21 7 28.7 w Frame Column Dead-----Collateral- Live Snow-----Wind_Left1- -Wind_Rightl- CC 4* Frame lines: 4 10 Line Line Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert Q RIGID FRAME: ANCHOR BOLTS & BASE PLATES 7 A -4.1 5.8 311 2.6 -20.7 25.2 2611 31.8 12.3 -26.4 23.4 -32.7 RIGID FRAME: ANCHOR BOLTS & BASE PLATES Frm Col Anc._Bolt Base_Plate (in) Grout Frame Column --Wind_Left2- -Wind_Right2- --Wind_Long1- --Wind_Long2- -Seismic_Left Seismic_Right zo00 Line Line Qty Dia Width Length Thick (in) Line Line Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert F-zo uj zz _ zo- w o0 7 I -15.8 -19.9 -4.6 -13.6 -20.6 -35.8 -12.7 -23.0 -0.5 -0.1 0.5 0.1 ,spa a PP Frm Col Anc._Bolt Base_Plate (in) Grout 8 I 4 1.000 8.000 20.56 0.500 0.0 1=1og w� E¢ Width Line Line Qty Dia Length Thi7 A 4.6 -13.6 15.8 -19.9 20.6 -35.8 12.7 -23.0 -0.5 0.1 0.5 -0.1 ck (in) 8 A 4 1.000 8.000 20.56 0.500 0.0 mwaaEF- Frame Column -Seismic_Long LWIND1_L2E- LWIND1_R2E- LWIND2_L2E- LWIND2_R2E- F5UNB_SL_L- ww¢�'m az I Line Line Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert mm"'ma mo 5* I 4 1.000 8.000 20.56 0.500 0.0 7 I 0.0 -1.4 0.3 -3.9 -1.1 -0.6 0.3 -3.9 -1.1 -0.6 21.7 28.7 Cl) ¢w_zw QQ 5* A 4 1.000 8.000 20.56 0.500 0.0 7 - A 0.0 -1.4 1.1 -0.6 -0.3 -3.9 1.1 -0.6 -0.3 -3.9 -21.8 17.4 Q H oaaIo CR 5* Frame lines: 5 11 Frame Column F5UNB_SL_R- Z °mm FES. am073 LU Line Line Horiz Vert mz�zpw m0� 7 I 21.8 17.4 o ,� m orno 7 A -21.7 , 28.7 ��11 Z c.3m�wz ,z8 RIGID FRAME: BASIC COLUMN REACTIONS (k V, cl ill it wga ) Frame Column Dead-----Collateral- Live Snow-----Wind_Left1- -Wind_Rightl- mwf�p m w Frame Column Dead-----Collateral- Live Snow-----Wind_Left1- -Wind_Rightl- Line Line Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert c `o�um-,§'c�i >w '1.3 Line Line Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert 8 I 4.1 5.8 1.2 1.4 20.7 25.2 26.1 31.7 -21.9 -31 6 -13.7 -27.5 r� �3�zd��Ez0�-„ �z 2* I 4.1 5.8 1.2 1.3 20.7 252 26.1 31.8 -21.9 -31.7 -13.7 -27.5 8 A -4.1 5.9 -1.2 1.9 -20.7 25.2 -26.1 31.8 13.7 -27.5 21.9 -31.7 C./ o Qwm C gz P3 2* A -4.1 5.8 -1.2 1.3 -20.7 25.2 -26.1 31.8 13.7 -27.5 21.9 -31.7 Z ag-ado mg18 z4a Frame Column --Wind_Left2- -Wind_Right2- --Wind_Long1- --Wind_Long2- -Seismic_Left Seismic_Right awmwwm CO 8a Frame Column --Wind_Left2- -Wind_Right2- --Wind_Long1- --Wind_Long2- -Seismic_Left Seismic_Right Line Line Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert O Dial? 0 gg og Line Line Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert 8 I -14.3 -18.8 -6.2 -14.6 -20.6 -31.0 -12.7 -18.2 -0.5 -0.1 0.5 ' 0.1 LL� z�r: LL�zo LLlL 2* I -14.3 -18.8 -6.2 -14.6 -20.6 -35.8 -12.7 -23.0 -0.5 -0.1 0.5 0.1 8 A 6.2 -14.6 14.3 -18.8 20.6 -35.8 12.7 -23.0 -0.5 0.1 0.5 -0.1 -i I I 0 MI 2* A 6.2 -14.6 14.3 -18.8 20.6 -35.8 12.7 -23.0 -0.5 0.1 0.5 -0.1 Frame Column -Seismic_Long LWIND1_L2E- LWIND1_R2E- LWIND2_L2E- LWIND2_R2E- F6UNB_SL_L- _ Frame Column -Seismic_Long LWIND1_L2E- LWIND1_R2E- LWIND2_L2E- LWIND2_R2E- F1UNB_SL_L- Line Line Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert o� �� Y® Line Line Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert 8 I 0.0 0.0 0.3 -3.9 -1.1 -0.6 0.3 -3.9 -1.1 -0.6 21.7 28.7 2* I 0.0 -1.4 0.3 -3.9 -1.1 -0.6 0.3 -3.9 -1.1 -0.6 21.7 28.7 8 A 0.0 -1.4 1.1 -0.6 -0.3 -3.9 1.1 -0.6 -0.3 -3.9 -21.8 17.4 EN q R 2* A 0.0 -1.4 1.1 -0.6 -0.3 -3.9 1.1 -0.6 -0.3 -3.9 -21.8 17.4 ist(j \S l+v� /� '( % Frame Column F6UN8_SL_R- 0 Frame Column F1UNB_SL_R- Line Line Horiz Vert ACK- �/ •* Line Line Horiz Vert 8 I 21.8 17.4 11 2* I 21.8 17.4 8 A -21.7 28.7ui 2* A -21.7 28.7 ;A-' +� '�' _� 2* Frame lines: Frame Column Dead-----Collateral- Live Snow-----Wind_Left1- -Wind_Rightl- 4* 4 310 `k-- , . C? Line Line Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert Frame lines: C� 4* I 4.1 5.8 3.1 2.7 20.7 25.2 26.1 31.8 -23.4 -32.7 -12.3 -26.4 5* Frame lines: 5 11 (V 4* A -4.1 5.8 -3.1 2.7 -20.7 25.2 -26.1 31.8 12.3 -26.4 23.4 -32.7 6* Frame lines: 6 12 ��P 0835a� Pv/ Frame Column --Wind_Left2- -Wind_Right2- --Wind_Long1- --Wind_Long2- -Seismic_Left Seismic_Right �� y I -+,•�? Line Line Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert �1 4* I -15.8 -19.9 -4.6 -13.6 -20.6 -35.8 -12.7 -23.0 -0.5 -0.1 0.5 0.1 n 4* A 4.6 -13.6 15.8 -19.9 20.6 -35.8 12.7 -23.0 -0.5 0.1 0.5 -0.1 PAGE 3 OIC 23 ENDWALL COLUMN: BASIC COLUMN REACTIONS (k ) ENDWALL COLUMN: ANCHOR BOLTS & BASE PLATES WindeFrm Col Anc._Bolt Base_Plate (in) Grout CC FrminCol DeadrtCollatrVeret SnowrtHorz eft1 Wind_Righrl Horz eft2 Horz ighrt Press Line Line QtyDia Width Length Thick (in) Line Line Vert Vert Vert Vert Horz Vert Horz Vert Horz Vert Horz Vert Horz 9 Q 1 I 0.8 0.1 2.6 3.3 0.0 -6.3 0.0 -6.4 0.0 -6.1 0.0 -6 8 -1.6 1 H 1.0 0.2 4.4 5.6 0.0 -8.9 0.0 -5.8 0.0 -8.9 0.0 -5 8 -4.0 1 I 4 0.750 6.000 12.00 0.375 0 0 C p 1 G 1.1 0.2 4.1 5.2 0.7 -9.8 0.0 -1.7 1.7 -11.7 0.0 0.6 -5.2 1 H 4 0.750 6.000 12.00 0.375 0.0 0- 1 F 1.7 0.2 4.2 5.3 0.0 -2.5 0.7 -7.2 0.0 -0.8 1.7 -91 -6.2 1 E 1.6 0.2 4.2 5.3 0.0 -4.8 0.0 -4.8 0.0 -4.8 0.0 -4.8 -7.3 co a 1 G 4 0.750 6.000 12.00 0.375 0.0 1 D 1.7 0.2 4.2 5.3 0.7 -7.2 0.0 -2.5 1.7 -9.1 0.0 -0.8 -6.2 1 F 4 0.750 8.000 9.750 0.375 0.0 CO 1 C 1.1 0.2 4.1 5.2 0.0 -1.7 0.7 -9.8 0.0 0.6 1.7 -11.7 -5.2 1 E 4 0.750 8.000 12.25 0.375 0.0 1 B 1.0 0.2 4.4 5.6 0.0 -5.8 0.0 -8.9 0.0 -5.8 0 0 -8.9 -4.0 1 A 0.8 0.1 2.6 3.3 0.0 -6.4 0.0 -6.3 0.0 -6.8 0 0 -6.1 -1.6 1 D 4 0.750 8.000 9.750 0.375 0.0 `Z11 1.1.1 Y CC 1 C 4 0.750 6.000 12.00 0.375 0.0 w Wind Wind Wind 1 B 4 0.750 6.000 12.00 0.375 0 0 QZ:,, Frm Col Suct Lon g1 Long2 Seis_Left Seis_Right E1UNB_SL_L- E1UNB_SL_R- -LWIND1_L-- 1 A 4 0.750 6.000 12.00 0.375 0.0 CD o Line Line Horz Vert Vert Horz Vert Horz Vert Horz Vert Horz Vert Horz Vert En Z 1 I 1.9 -2.4 -1.4 0.0 0.0 0.0 0.0 0.0 2.1 0.0 0.6 0.0 -1.1 13 A 4 0.750 6.000 12.00 0.375 0.0 Z Cl 1 H 4.5 -6.6 -3.9 0.0 0.0 0.0 0.0 0.0 5.9 0.0 1.7 0.0 -2.3 13 B 4 0.750 6.000 12.00 0.375 0.0 x 1 G 5.7 -5.8 -3 4 0.4 -0.8 0.0 0.9 0.0 4.6 0.0 1.8 0.0 1.4 13 C 4 0.750 6.000 12.00 0.375 0.0 - 1 F 6.9 -6.0 -3.5 0.0 0.7 0.4 -0.9 0.0 7.7 0 0 0.8 0.5 -1 0 O 1 E 8.1 -1.2 -0.7 0.0 0.0 0.0 0.0 0.0 6.6 0.0 6.6 0.0 0.0 13 D 4 0.750 8.000 9.750 0.375 0.0 0 r 1 D 6.9 -6.0 -3.5 0.4 -0.9 0.0 0.7 0.0 0.8 0.0 7.7 0.0 1.0 13 E 4 0.750 8.000 12.25 0.375 0.0 Z¢ .- 0 1 C 5.7 -5.8 -3.4 0.0 0.9 0.4 -0.8 0.0 1.8 0.0 4.6 0.5 -1.0 13 F 4 0.750 8.000 9.750 0.375 0.0 .__I N cC 1 B 4.5 -6.6 -3.9 0.0 0 0 0.0 0.0 0.0 1.7 0.0 5.9 0.0 0.0 Cl) x 1 A 1.9 -2.4 -1.4 0.0 0 0 0.0 0.0 0.0 0.6 0.0 2.1 0.0 0.0 13 G 4 0.750 6.000 12.00 0.375 0.0 - 13 H 4 0.750 6.000 12.00 0.375 0 0 Z C H C . Frm Col -LWIND1_R-- -LWIND2 L-- -LWIND2_R-- 13 I 4 0.750 6.000 12.00 0.375 0 0 O Line Line Horz Vert Horz Vert Horz Vert 9 c CI W 1 I 0.0 0.0 0.0 -1.1 1 H 0.0 0.0 0.0 -2.3 DESIGN INFORMATION F.O. 18156 1 G 0.5 -1.0 0.0 1.4 0.5 -1.0 1 F 0.0 1.0 0.5 -1.0 0.0 1.0 1 E 0.0 0.0 0.0 0.0 0.0 0.0 1. All loading conditions are examined and only the maximum / minimum H or V and the corresponding 1 D 0.5 -1.0 0.0 1.0 0.5 -1.0 H or V are reported. o 1 C 0.0 1.4 0.5 -1.0 0.0 1.4 1 B 0.0 -2.3 0.0 0.0 0.0 -2.3 2. Positive reactions ore shown in the sketch. Foundation loads are in opposite directions. 1 A 0.0 -1.1 0.0 0.0 0.0 -1.1 3. Bracing reactions are in the plane of the brace with the H pointing away from the braced bay. Wind The vertical reaction is downward. Frm Col Dead Collat Live Snow Wind_Left1 Wind_Rightl Wind_Left2 Wind_Right2 Press Line Line Vert Vert Vert Vert Horz Vert Horz Vert Horz Vert Horz Vert Horz 4. Building reactions are based on the following building data: CC 13 A 0.8 0.1 2.6 3.3 0.0 -6.3 0.0 -6.4 0.0 -6.1 0.0 -6.8 -1.6 0 13 B 1.0 0.2 4.4 5.6 0.0 -8.9 0.0 -5.8 0.0 -8.9 0.0 -5.8 -4.0 DESIGN CRITERIA SEISMIC CRITERIA DEFLECTION LIMITS CO Z 13 C 1.1 0.2 4.1 5.2 0.7 -9.8 0.0 -1.7 1.7 -11.7 0.0 0.6 -5.20 13 D 1.7 0.2 4.2 5.3 0.0 -2.5 0.7 -7.2 0.0 -0.8 1.7 -9.1 -6.2 Z 13 E 1.6 0.2 4.2 5.3 0.0 -4.8 0.0 -4.8 0.0 -4.8 0.0 -4.8 -7 3 Width (ft) = 120 re re 13 F 1.7 0.2 4.2 5.3 0.7 -7.2 0.0 -2.5 1.7 -9.1 0.0 -0.8 -6 2 Length (ft) = 240 Seismic Importance = 1.00 ENDWALL COLUMN Q c 13 G , 1.1 0.2 4.1 5.2 0.0 -1.7 0.7 -9.8 0.0 0.6 1.7 -11.7 -5 2 Eave Height (ft) = 16 Occupancy Category = II - Normal L/ 120 S2 13 H 1.0 0.2 4.4 5.6- 0.0 -5.8 0.0 -8.9 0.0 -5.8 0.0 -8.9 -4 0 Roof Slope (rise/12) = 4.0:12 ENDWALL RAFTER (LIVE) 111 13 I 0.8 0.1 2.6 3.3 0.0 -6.4 0.0 -6.3 0.0 -6.8 0.0 -6.1 -1.6 Building Code = IBC 06 Local Code (State/Prov) = NYBC 10 Mapped Spectral Response Accelerations ENDWALL RAFTER (WIND) Wind Wind Wind Dead Load (psf) = 2.250 Ss = 0.2000 L/ 180 z .. Frm Col Suct Long1 Long2 Seis_Left Seis_Right E2UNB_SL_L- E2UNB_SL_R- -LWIND1_1_-- Collateral Load (psf) = 1 51 = 0.0600 WALL GIRTS Line Line Horz Vert Vert Horz Vert Horz Vert Horz Vert Horz Vert Horz Vert Roof Live Load (psf) = 20.00 L/ 90 W 13 A 1.9 -2.4 -1.4 0.0 0.0 0.0 0.0 0.0 2.1 0 0 0.6 0.0 -1.1 Frame Live Load (psf) = 20 ---Spectral Response Coefficients--- PURLIN (LIVE) CC - 13 B 4.5 -6.6 -3.9 0.0 0.0 0.0 0.0 0 0 5.9 0 0 1.7 0.0 -2.3 Sds = 0.2133 L/ 150 C 13 C 5.7 -5.8 -3.4 0.4 -0.8 0.0 0.9 0 0 4.6 0 0 1.8 0.0 1.4 Snow: Sd1 = 0.0960 PURLIN (WIND) 13 D 6.9 -6.0 -3.5 0.0 0.7 0.4 -0.9 0 0 7.7 0 0 0.8 0.5 -1.0 Ground Snow Load (psf) = 30.00 L/ 150 Q 13 E 8.1 -1.2 -0.7 0.0 0.0 0.0 0.0 0 0 6.6 0.0 6.6 0.0 0.0 Snow Importance = 1.00 Site Class = D WALL PANEL 13 F 6.9 -6.0 -3.5 0.4 -0.9 0.0 0.7 0.0 0.8 0 0 7.7 0.0 1.0 Thermal Coefficient = 1.20 Seismic Design Category = BL/ 90 CD > 13 G 5.7 -5.8 -3.4 0.0 0.9 0.4 -0.8 0.0 1.8 0.0 4.6 0.5 -1.0 Snow Exposure Factor = 1.00 ROOF PANEL (LIVE) zoo 13 H 4.5 -6.6 -3.9 0.0 0.0 0.0 0.0 0.0 1.7 0.0 5.9 0.0 0.0 Slippery Roof = N Base Shear LI 120 o Roof Snow Load (psf) = 25.2 Expanded Formula = 0.667*le*Fa*Ss*W/Rzoo ui oo 13 I 1.9 -2.4 -1.4 0.0 0.0 0.0 0.0 0.0 0.6 0.0 2.1 0.0 0.0 P ROOF PANEL (WIND) Zoo ,r, ZZ Longitudinal Base Shear =12.12 L/ 120 LLF=Q a i=17-' Wind: Transverse Base Shear =12.52 Main Frame (HORIZ) CI w& Zg Frm Col -LWIND1_R-- -LWIND2_L-- -LWIND2_R-- Basic Wind Speed (mph) = 120 mph LI 60 } OC=o 'LL"_ Line Line Horz Vert Horz Vert Horz Vert - Occupancy Category = II - Normal --Seismic Response Coefficients-- Main Frame (VERT) wwct-m YZ 13 A 0.0 0.0 0.0 -1.1 o:xwrn< mo 13 B 0.0 0.0 0.0 -2 3 Importance - Wind = 1.00 Frame = 0.071 LI 180 a a o o w o 13 C 0.5 0.0 1.4 0.5 Wind Exposure = C FSW = 0.071 WIND BENT Cl) _r¢¢ZQ ax 13 C 0.0 -1.00 0.5 1.4 0.0 -1.00 Enclosure Classification = C BSW = 0.071 L/ 60 Q H oaa§o 1=� --Internal Pressure Coefficients-- Main Frame (CRANE). Q ¢ o*m Low 13 E 0.0 0.0 0.0 0.0 0.0 0.0 Pressure = 0.18 --Response Modification Factors-- LI 100 I` aa>.Z wAL 13 F 0.5 -1.0 0.0 1.0 0.5 -1 0 Suction = -0.18 Frame = 3 Main Frame (SEISMIC) C/3adLSmzc4i 2a 13 G 0.0 1.4 0.5 -1.0 0.0 1.4 __ 13 H 0.0 -2.3 0.0 0.0 0.0 -2.3 ----Components & Cladding---- FSW = 3 L/ 50 Q C`3 oZ,°Com oma 13 I 0.0 -1.1 0.0 0.0 0.0 -1.1 Design Pressure: BSW = 3 WIND BENT (SEISMIC) Z LL 8 z v) 1,-08 Pressure (psf) = 35 05 L/ 50 �� o¢$t� z z Suction (psf) = -46.85 PARTITION COLUMN Cl) Q w�o�z MI L 120 - CC m¢y=o mow p ANCHOR BOLT SUMMARY BUILDING BRACING REACTIONS Equivilant Lateral Brace Force Procedure. PARTITION GIRT D cm�aW )cc, ca>W Fy L/ 120 (1. �gzgoR ZzU, �z Reactions in plane of wall Steel systems not specifically detailed for seismic resistance. PARTITION PANEL ¢ga-rswz �� o F� Dia ± Reactions (k ) Panel_Shear LI120 Z ao4Zoao rro10 Qty Locate (in) Type -Wall - Col -Wind - -Seismic - (Ib/ft) ¢wfLL-wwm 2wu_m 2< Loc Line Line Horz Vert Horz Vert Wind Seis O 21T•211:- oxo7d o? .J � LLFZU LLLL 0 72 Endwall 3/4" 21 88 Frame 1" L_EW 1 G,F Bracing, see EW reactions 1 I I I .11 D,C Bracing, see EW reactions F_SW A 3,4 7.0 2.0 * 7,8 7.0 * 2.0 * O<_ SEW Yp 11,12 7.0 * 2.0 * RA /�/ \�jrCNltiJ,q W 13 C,D Bracing, see EW reactions F,G Bracing, see EW reactions � � ÷B_SW I 10,9 7 0 * 2.0 * �5 7,6 7.0 * 2.0 * it,.3.2 7.0 * 2.0 * Cq � ' 11 . f "7 *See RF reactions table for vertical and f / ' horizontal reactions in plane of the rigid frame. 1 C -4 �2d' 0835$9 P"i <c0-ROTES-SAO PAGE 4 � 3 Dia= 3/4" Dia= 3/4" Dia= 3/4" Dia= 3/4" Dia= 1" 1 8" SW 1'-0" I 1'-0" 9 3/4" I 1'-0 1/4" c 1'-0 9/16" CL N I I ET_ - I • II • GI °' 4" 0 Co N U 9 ® U N� U ® 9 U N U ® ® U N U ® ® U c I I _ I _ I I I I 2" 112„ $rr Z co r ...CO- ice) a0 'rte) N N a0 NiiCO Co. 0o '-'ro op SW E x �, N) N r) See Plan 0 4. Nt' w . - w w w Z o DETAIL A DETAIL B DETAIL C ro ro DETAIL D DETAIL EN M cc Cr) x et Z c l- C7 0 N 'crCI w F.O. 18156 0 CC 0 I— COZ _0 Z 08 W CA m Qw Q w CC S CD '- z000 zoo W O0 u.1F--¢ .... PP CD Eg wg LLS 7(/� CC a c p aW (7 mm i— OQnw.3o C' oom COom cel zm0w a-� LLIC:C CD mp LL m O pZ ` Uzm Cm - .Oz3a V1 mw- o W mg al C5 QP momo ADDITIONAL LOADING INFORMATION >3 �� ZZo 9Z m44Ec"'z m0*-icg zad Z an s Mezzanine Loads- ¢LuLLxa awLLm o mwI—w mumir-z mg Dead Load PSF O LLrzr=- � ,2,1zn Rim Collateral Load PSF J I I I I MI Live Load PSF A� Crane Information: ` t\EW l' n Crane Type ��o cAsENA4,,��r CMAA Service Class `� ' v >0*, v-s N Crane capacity = Kips Lll Bridge Weight = Kips J Z At _. Hoist/Trolley Weight = Kips r ,, �)' C7I ' Wheel Spacing = Ft. ,,`� Additional Loads- 29 08350 �Q� 1. (1) 10X10 CUPOLA ® F.L. 7 ��PROFESS\O 2.(2) 8X8 CUPOLAS ® F.L 4 & 10 '1. j 1' 2014 3. PAGE 5 OF 23 STANDARD PURLIN BRACING DETAIL FOR STANDING SEAM ROOF PANELS EX NSION CANOPY BO S NOTE 1`. SPACE BANDING EVENLY ACROSS BAYS AS SHOWN.I (MESS SCREV NOTE(S): ROOF PLAN (UTEKI SCREWCC AT PA-2 1.) ATTACH BLOCKING USING JC CLIPS MARK QUAN TYPE DIA LENGTH --, NOTE 2:SPLICE PA-2 USING A 4 1/2" LAP AND (5) TEK5 SCREWS EVENLY SPACED. -_ ATTANG32 R� EB-2 4 A325 1/2" 1 1/4" Q AND (8) TEK1 SCREWS PER CLIP. o f ;� EB-4 8 A325 1/2" 1 1/4" ROOF PANEL ROOF p — 2.) ATTACH CUPOLA COLUMNS TO / ROOF ROOF BANDING (1)TEK1 SCREW ' �'-___,-----..41.111111 EB-5 4 A325 1/2" 1 1 4" EXTENSION PANEL PER PURLIN BA-1 EXTENSION BLOCKING AT FRAME LINES 4 & 10 Z CI- a O FIEtD COPE / L USING SP—JC AND (8) TEK1 SCREWS MEMBER TABLE O . BA-1ANG 32 CBA-1) FIELD CUT ROOF PLAN aA 1 AND BEND PER CLIP. ANG 32 QUAN MARK PART LENGTH �i„i ir' ,..w....tiormm...��IIII� 3.) ATTACH CUPOLA COLUMNS TO 2 EB-2 W8X10 5'-7 5/8"; Z w ��.eo_ �� DETAIL A DETAIL B PURLINS AT FRAME LINE 7 WITH SP-JC 22 EB-4 W8X10 5'-7 5/8 W 0 �� c1)TEK7 SCREW AND 8 TEK1 SCREWS PER CLIP. 2 EB-51W8X10 5'-7 5/8" Q 1 AT BANDING 23 P-1 8X25Z16 25'-1 1/2" c o PA-2 PA-2 SOFFITa)TEO SCREW 248 P-2 8X25Z16 24'-3 1/2" Z m SOFFIT PANEL AT PA-2 23 P-3 8X25Z16 25'-1 1/2" - p -.- p (1)TEK5 SCREW PANEL PER END AT - 3 P-4 8X25Z14 25'-1 1/2" E x ' RIDGE SPLICE ___________,0000.0. 12 P-5 8X25Z14 24'-3 1/2" Q o "t CONDITION 1: CONDITION 2: 12 P-6 8X25213 24'-3 1/2" Z o -17- FIRST PURLIN SPACE FIRST PURLIN SPACE LESS 3 - P-7 8X25Z14 25'-1 1/2" GREATER THAN 2'-O" THAN OR EQUAL TO 2'-0" DETAIL C 3 P'-8 8X25216 25'-1 1/2" U) X 3 P-9 8X25Z16 25'-1 1/2" D o w cc (7) 28 P-10 8X25Z16 24'-3 1/2" F— 6 S-0"•-!-/ 240'-0"OUT-TO-OUT OF STEEL 13 '-0" 1 P-11 8X25Z14 25'-1 1/2" - 0 N Q w 11 P-12 8X25Z14 25'-1 1/2" O2 Q ® Qs © 0 ® 0 10 11 12 1 E-1 8X35E13 18'-5 1/2" 20'-O" _ 2D'-0" _ 20'-0" 20'-O" 20'-0" 20'-0" 20'-0" 20'-0" 20'-0" _ 20'-O" 20'-D" 20'-0" 4 E-2 8X35E13 19'-5 1/2" F.O. 18156 y 0" 2'-8 7/8;.:Z.-8 7/8" - 2'-8,7/8"2'-8 7/8" 1'1 11 E-3 8X35E13 19'-5 1/2" (BLK-9) (BLK-9) (BLK-9) (BLK-9) 3 E-4 8X35E13 19'-5 1/2" o . 2 E-5 8X35E13 19'-5 1/2" o EB-5 EB-4 EB-4 EB-4 EB-4 EB-4 EB-4 EB-4 EB-4 - EB-4 EB-4 EB-4 EB-2 2 E-6 8X35E13 18'-5 1/2" I BLK-8 I E-13 I E-10 I E-10 I E-10 I E-10 I E-10 I E-10 - I E-10 I E-10 I E-10 I E-10 I E-14 I BLK-6 1 E-7 8X35E13 18'-5 1/2" M , 0 , 0 11 BLK-5 20 E-10 8X35E14- 19'-5 1/2" E-6 E-3 EIr 3 E-2 EF 4 E�3 E 3 E-3 1-3 E-3 E-3 E-7 -15 O BLK-7-,,E,-15 \ I IP_2 TVP) I f I P-2,Tyro) S IP-2(Typ) I P-2,T )I IP-2�Typ)I I I P-3,TVPY �P1 Typ) P-2111Typ) P-2 Typ) P-2 Tvp) Yp P- Typ) P-2S Typ) BLK-2 2 E-13 8X35E14 22'-8 1/2" (TyKp)1 `� 5 cz - I I I I I - I-- I I I '� (Typ) 2 E-14 8X35E14 22'-8 1/2" cc (qp)3 _ � I I .L6 'c. I _ 1.__I___I a c.. I - I - J9 C. 1 I - B(Typ) 4 E-15 8X35E16 3'-8 1/2" O� II G0 's II II G0 's II G0 -9 6 CB-6 CABLE500 21'-11 3/16" co BLK-4 p14 PI-5 0 I pL6 I 0 P4-10 I P+10 IO I pL6 I 0 P+10 Pi-10 0 I pL6 I 0,-11 MBLK-4 24 CB-7 CABLE375 22'-4 1/2" x E 1 1 1 1 I I I I I I I I I I I I Z co 6. CB-8 CABLE250 24'-4 9/16" Z E N I �� - I I I I I I I I I I I Q 6 CB-9 CABLE500 21'-11 1/4" o c. c.. c.. cr 6 CB-10 CABLE250 24'-4 1/2" ' op zI Ge I '-� I I I Gt I ' > I Ge I ' I I I `J 6 BLK-1 8X25Z16 14'—O" w Y L� P 5 0 0 P 10 P 10 0 0 P 10 P 10 0 0 P 9rr P s j P s 6 BLK-2 8X25Z16 14'-0" Q L� �' I I I 7110.' I ' I I 16" 4 BLK-4 8X35C16 4'-12 BLK-3 8X35C16 05 3/4" w . 11 1 I I 1 c I - Ii c I I I 2 BLK-5 8X25Z16 3'-9 3/16" I G®- I ' 4. c,v G®' , 2 BLK-6 8X25Z16 9'-9 11/16" P-5 o P-10 11 I 1 1 I I P1-7 I 2 BLK-7 8X25Z16 3'-9 3/16" ' P-4 P-5 P-5 _ P-6 J I 11 I �� I I I 2 BLK-8 8X25Z16 9'-9 11 16" L I N1N 14'' I 1 I I I I 8 BLK-9 8X25Z16 2'-8 1/4" CD } 1 1 0.1 - I I I I I j 1 Mail 1 1 1 o i. e SPECIAL BOLTS 000 I- o e BLK 9 I ��. INK-9A\ BLK-9 --;_ 0 a ROOF PLAN zoo W zZ pzz ui zz oo o P-8 0 P-10 0 P 10 ic.-�1 P-1° • P 10 P-9 O ID QUAN TYPE DIA LENGTH WASH LLF-~ 00 oI =IIIIIIE��•Ilm�iM`1 lllll�= Illllll�llllllll� 1 I I J 1==11 --��_ / w Q<o a z O P-g a 01 PTTTT10 10 P-10 •�0 P 10 P-2 Typ) P-2 Typ P-2 Typ) P-2 TYP) P-2 Typ)I . P 10 0 P-10 _O O P-8 1 4 A325 1/2" 1 1�4" 0 �_ ��Lw¢,wj0 WF jP 3 T . P-2 Typ) 'E'I�'" P-2 Typ - - P-2 Typ "-2 Typ'" '-1 yP m¢-m z o I I 1 �V 1 INFI I I I - \I QaLurno mo o I 1 ^r . = <CO ¢ww <O N I 1 1 "I I I8 p110 I G"I' I I " I L 1 I I I ' I I ll� ¢ ¢<¢gZ HE P 7 P S P S P 6 g Oftg HE I 1 pl 5 0 I b I I sI y I 1 I I �\��1\ � I pl 4 I Cl) <w t� :t v� 1 1 I I I - I 1 I 11 1 I I I I I z LLoz�z LLcno �' 001LL w Oma U Z¢O� V ZZN I I G� I I�� I 1 Gg I 4'? I 11 1 9 I -� I I I ¢ mw�30 mIW I P 10 P 10 P 10 P 10 P 8 J QWUU_ QJo Uy pl-5 to `Nko Pk6 I 0 P 5 - o P 6 - Ci iia-Or u�0¢ O I I 0 I I I 0 I I I I o1 I I C7 .I I I I I 1 I I 11 I 11 I azzmr¢ zz �z S J J ;2: a.¢paz ...0 zo4¢ %101E2 ROW 1 I I G� I I I Ge I I I I I I G8 I 1 I wyzw P-10 P-10 P-10 P-10 I I P112 - BLK-4 0 LLFzi LLF-2Z§ RE BLK-4 P77 P 5 0 I PI-6 I 0 - 0 I PI-6 I 0 PI-6 Oxo 20 OXO< OZ BLK-3I I I I I I I I I I I I BLK-3 J I I I I MI (Typ) LK-2 11, ICY �, I I I I . 6 C.•.9 ,I I I I I I _. I (Typ) _ C (g yp (Typ) yOBLK)5 � E-1 E-2 c/ E�-3 0/ E-4 L[-5E-2 oIE1-30E-4 1 EI-5 E 2 Ej-3 E 6 co � 5 BLK-7 __-_- ,(..II BLK-6 I E-14 I E-10 I E-10 I E-10 I E-10 I 'E-10 I L-10 I E-10 I E-10. I E-10 I E-10 I E-13 I I;EW _\SEN�,9 "1 i EB-2 EB-4 EB-4 EB-4 EB-4 _EB-4 EB-4 EB-4 EB-4 EB-4 EB-4 EB-4 EB-5 BLK-8 4- BAND, PA-2 v 4( \/PURLIN 2'-1 3/4 Y-1 3L_ 2'-1 3L_ 2'-13/4 Y-1 3/44_ Y-1 3L4 7-1 3L4 2'-1 3/4"x- 2'-13L} 2'-13/4 2'-1 3/_- y • LAP I 2-1 3/4" 2'-1 3/4" 2'-1 3/4" - 2'-1 3/4" 2'-1 3/4" 2'-1 3/4" 2'-1 3/4" 2'-1 3/4" 2'-1 3/4" 2'-1 3/4" 2'-1 3/4" ..-•,4 -l (Typ) __II ROOF FRAMING PLAN ....--^— ' - c- .7 GENERAL NOTES: C?. 0g35(72,c) �/ 1. Screw Down Roof: Use TEK5WW screws in place of SD150 panel screws at all c',0, r cS,\O 10 gage purlins or roof joists. ' 2. Standing Seam Roof: Use FST#6 in place "of FST#1 clip to purlin screws at 8 2644 all 10 gage purlins, eave struts, or at roofjoists. , PAGE 6 OF 23 NOTE(S): 1.) FIELD CUT SHEETING AROUND CC PERIMETER OF CUPOLAS. eC 2.) FIELD BEND PANELS RUNNING 0 - • ' 3'-O" 240'-0" OUT-TO-OUT OF STEEL 13 3'-0^ C ALONG 8'X8' & 10'x10' CUPOLA. _ v O 0 ® 0 0 0 0 O 10 11 12 O Q ITT-1A ITT-1A 20'-0" 20'-0" 20'-0" 20'-0" _ 20'-0" 20'-0" 20'-0" 20'-0" 20'-0" 20'-0" 20'-0" 20'-0" Z W �o o� ce0 00 - M CL Ls- l,a al,. El CC e_ I II II 11 - '- • MI MI VI VI NUI VIVI MI NUI VIUI ITT-1A ITT-1A I - Z O GO TYPICAL ROOF TYPICAL ROOF - x 8X8 CUPOLA 10X10 CUPOLA IN cc — OPENING TRIM OPENING TRIM I I I I I I I I I I I I I I' 1 1 L I I I I I I 1 1 1 1 1 1 1 1 -I I I I 1 I I I I I I I I I 1 1 1 I I I I 1 1 1 1 I I I I I I I I I I I I I I I I 1 1 I 1 I I I _Z¢ c IEF5BX, R_OS_CL _..7 N - [A] CC x Q - 1' O— ECT713, ECB275 — JN o w u – – – – – – – – – – – -- – – – – – – – – -- – – – – – – – – – – – – – – – – -- – -- F.O: 18156 ,:. N N n N I I I r7 NLL, M M fl- `� O o� — IIIIII Zco, o Ow _ \ w I Q CC T T z T - n w _ - SS-RC4 I I I ' - Q s J ZLL RzzO Zo� Li Oo La Zz M Q p'EcW1 Zg LLrF _ 20 M rtn r ) N N I r1 - - I s¢Wcn< m0 - w r r1 0 CO _r t:2 Jo O COa2aOp�n O N _ _ v! QwLLJU iTTiti'M w.yJC 0 '� Qz OOw ¢fqdo CD OOLL m 04)00 J LLUZ4) LL00Z o U Z Z Ur/w■ O w 4) (// Q mwl-7VZ Cs'(�0 �Li,0 Z CNI N \ ::z.R.3.,,,,Z�w'-'7 ZZ0 -= 'U < 01– Lor x�- N I� GQ_rceLuco -0 <O�ZQOQU ?¢za O 8rn r� r„ u. 0 aW�m o _ 111 f2F`i' � �FzU 2 w 0 - - - - - - - 1 1 11 1N — 1 — — —J I I I = � f ECT713, ECB275 .AEW 1.09 OSENm�� [A] IEF5BX. R � OS_CL [A] F. \ I I I I I I I I I I I I I I I I I I 1 -I I I I -I I I I I I I -I I' 11 -I -I 11 1- I- 11 I 1 I I I L -1 I I- I III. I I I L I 1 1 I I I III I I I I I I 1 1 1 .1 1 1 t IZ; 4, -.,� '9 : 0, ' ,•disk ;, z g` 0 104. zzii ROOF SHEETING PLAN . 4,s oO.) \-\ PANELS: 24 G . L4 - Burnished Slate ---4,P s? GENERAL NOTES: [A] SOFFIT PANELS. 26 Ga. R - Burnished Slate 0Ft.'-' - SEP 0 8 211114 Panel "Start" and "End" dimensions must be followed for the proper installationPAGE OF 23 of the gable trim(s) provided. - - BOLT TABLE NOTE(S) 8X8 CUPOLA LOCATION QUAN TYPE DIA LENGTH FRAMED OPENING 1.). FIELD CUT EAVES AS NEEDED EC/ER - - 2 A325 3/4" 1 1/2" r . ANG32 - WALL SHEET(06) 2.) FIELD CUT PANELS AROUND FRAMED ER/RF 2 A325 3/4" 1 1/2" cQ cC sbi5o/S�REWS OPENINGS MEMBER TABLE o-' I` 3.) FIELD COPE GIRTS AS NEEDED 8X8 CUPOLA ' z IEFSB QUAN MARK PART LENGTH c �! TRIM 8 P-13 8X25Z16 4'-8 3/8" Q > IEFSH 8 P-14 8X25Z16 1'-5 1/8 W TRIM 8 E-16 8X35E16 7'-11" o[ '' 4 EC-300 8C16 5'-6" TEK1 SCREWS Z O a•-o• ❑/c) -, � - 4 EC-301 8C16 5'-6" 4 ER-300 8C16 5'-2 3/8" `� III 5DI50 SCREWS -4 ER-301 8016 5'-2 3/8" x (6• ❑/c)WAL8 G-200 8X35016 7'-11 1/2" Q o 4 G-201 8X25Z16 7'-11 1/2" z b' 10)L SHEET 8 G-202 8X35C16 6'-7.1/2" z N N 16 JB-200 8X35C16 3'-5 1/2" N x ^ CC -3 WALL SHEETING 8X8 CUPOLA PLATES Z o i- TRANSITION DETAIL DID QUAN MARK/PART _1 r w 2 326 82 F.O. 18156 ae 4.1,10. 4.1,10.1 3.9,9.9 4.1,10. a .1 .9 ,9 E,1 ca y�'a 1 0 f,P4oE-16 49-, f • >- - — — — II - - - 0 G-200 G-200 P-13II I 6-202 N Z ID g o in - in 0 0 in II i a 6 202 Z¢ JB-200 JB-200 JB-200 JB-200 P1414 JB-200 JB-200 - 0 8 T. c n JB-200 JB-200 C/.o w n n a. Ia w m m m m W P1114 Z Z Z Z '< Cr I] G-200 I], _ I] G-200 Q. a I21 6-202 2❑ < ¢ 2❑ G-202 2❑ ¢ �J 1❑ I0 ID I0 P-13 u G-201 6-201 _ II ANG64 ANG64 PNG64 4NG64 w II - EC-300 EC-301 CC EC-301 ANG82 EC-300 EC-300 ANG82 EC-301 II - EC-301 EC-300 Zi �O0 E-16 eP 'CC 2 oI • FSW FRAMING: 8'X8' CUPOLA BSW FRAMING: 8'X8' CUPOLA ESQ ` ysA LEW FRAMING: 8'X8' CUPOLA REW FRAMING: 8'X8' CUPOLA CD F.L.: D.9 F.L.: E.1 F.L.: 3.9, 9.9 F.L.: 4.1, 10.1 Z ZZ w zZ ROOF FRAMING: 8'X8' CUPOLA - . _0P- W oo a fp , 4.1,10.1 4.1,10.1 3.9,9.9 a 4.1,10. 1 9 9 E.1 m W';28..§ 2 u3 o y \ ? ? ? < W w cr 0 CE aa�c7U m0 W-Z W ¢U >�w3Q a. SS-BER SS-BER yl'O m `.° A SS-BER SS-HER P 0 4 p¢E t` cy Qasoz TouiI I I I � m m QW� 'U d W� 1'-0 1/4' nn 1'-B 1/4' f'7- �- I Z " I IIII III Z OV Z - a T N N i ' m Z0 W¢ ZV W3 // Wyjs g e,T m Tu 3'-0 3/4� v v 3'0 3/4'I o aWA - W Nnm 4•-5 1/4' 4'-5 1/4' I TB] - �, m T 2 2 ¢ O CD a rr FZZV) UZ _ [B] i xf0 x7B x9 I - [B] m I' m 3 r a< Z i i° 4'-5 1/4' 4'-5 1/4' I n Ti ^ ayLL2a0 a��mS?¢xrxx = ZO OrOr .� 0rZ¢ Ou3-0 3/4' 3'0 3/4'I` I I I I IM - —� - - _ 1'-0 1/4' , �, c v , 1'-8 1/4' // C[B] I -[B]- 1 z y I-[B]-1 J 1---[13]-1 \ J 0. Y®� FSW SHEETING & TRIM: 8'X8' - BSW SHEETING & TRIM: 8'X8' i m ,�� LEW SHEETING' & TRIM: 8'X8' REW SHEETING & TRIM: 8'X8' A. 5 q d - CUPOLA F.L.: D.9 CUPOLA F.L.: E.1 - m CUPOLA F.L..: 3.9, 9.9 CUPOLA F.L.: 4.1, 10.1 4 �' ' [A]Panels: R-26: Antique Red [A]Panels: R-26: Antique Red ROOF SHEETING PLAN: 8'X8' CUPOLA [A]Panels: R-26: Antique Red [A]Panels: R-26: Antique Redft` ` �/ - [B]Panels: R-26: Burnished Slate [B]Panels: R-26: Burnished Slate Panels: 24 Ga. V-8: Burnished Slate [B]Panels: R-26: Burnished Slate [B]Panels: R-'26: Burnished Sla e ' r ''t ';"� z l'S+ 0835IZ) �Q'/ (2) 8'X8' CUPOLA LAYOUT AT FL: 4, 10 FOPRoFE �� ' GENERAL NOTES: Panel "Start" and "End" dimensions must be followed for the proper PAGE 8 OF 23 installation of the gable trim(s) provided. _, CONNECTION PLATES BOLT TABLE • NOTES) 8X8 CUPOLA 8X8 CUPOLA 0I QUAN MARK/PART LOCATION QUAN TYPE DIA LENGTH cC- FRAMED OPENING 1.) FIELD CUT EAVES AS NEEDED 1 12 C-32 EC/ER 2 A325 3/4" 1 1/2" . ANG32 WALL SHEET(06) 2.) FIELD CUT PANELS AROUND FRAMED 2 64 JC8 ER/RF 2 A325 3/4" 1 1/2" o a U SCREWS OPENINGS __ __ _ MEMBER TABLE Z a (6' o/c) 3.) FIELD COPE GIRTS AS NEEDED 8X8 CUPOLA o IEFSH QUAN MARK PART LENGTH co 7 I TRIM 4 P-15 12X25Z16 5'-8 3/8" IEFSB 4 P-16 12X25Z16 1'-5 1/8" LU L TRI" 4 E-17 12X35E16 9'-11" cc TEKI SCREWS c 2 EC-200 8C16 8'-5 7/8" ¢ - a'-o' o/C) NI 2 EC-201 8C16 8'-5 7/8" O, 2 ER-200 8C16 6'-7 9/16" z SD150 SCREWS c6 o/c) 2 ER-201 8C16 6'-7 9/16 x 4 2 0-100 8X25Z16 4'-8 7/16" o szr WALL SHEET 2 G-101 8X25Z16 4'-8 7/16" z o no) 4 G-102 8X35C16 4'-8 7/16" N 4 G-103 8X25Z16 4'-8 7/16" x cc -, 4 G-104 8X32C16 8'-7 1/2" - Q WALL SHEETING 2 G-105 8X25Z16 8'-7 1/2 Z o H TRANSITION DETAIL 4 G-106 8X35C16 4'-8 7/16" 0 civ < w 4 JB-1014 0 8X35C16 3'-4 1 8X35C16 3'-9 /41'6„ T F.O. 18156 6.9 T 7.1 7.1 7 6.9 6.9 7 7.10 44 SQ E.1 D.9 0 E.1 c.o., E-17 45,2 1❑ In In 1❑ r cc G-106 G-106 - G-106 G-106 II _ 6-104 - _ 6-104 - �u g C u �u >� o �i © © © © o © © o Z JB-100 JB-100 JB-100 JB-100 Py-15 130100 13-J18°13100 -100 JH-100 H-100 _ce JB-100 JB-100 JB-100 JB-100 II JB-100 JB-100 JB-100 JB-100 Z Fe 21G-103 © h G-103 E - EG-103 .E C G-103 �16 © © © G-105© © © © G-105 J c w 1❑ 2 g E 2 1❑ 1❑ E C 2 E n In In n f. w a n. la i w m m m m LV JB-101 JB-101 JB-101 JB-101 16 z JB-101 JB-101 Z Z JB-101SI JH-101 Z ,¢ CC JB-101 JB-101 JB-101 JB-101 ¢ JB-101 JB-101 ¢ ¢ JB-101JB-101 ¢ ,]G-102 g E,G-100[ ,]G-102 ,E E 6-102[ PH15 g g g G-104 I© g G-104 Ei I] G-100 G-101 In � 6-100 G-101 0 II , ANG64 ANG64 1 , 01G6A ANG64 I LLI EC 200 EC 201 CC EC-201 ANG82 EC-200 EC-200 ANG82 EC-201 II EC-201 EC-200 pI ¢ 2°° E-17 P� or FSW FRAMING: 10'X10' CUPOLA BSW FRAMING: 10'X10' CUPOLA 4ore ysA LEW FRAMING: 10'X10' CUPOLA REW FRAMING: 10'X10' CUPOLA (D _LL F.L.: D.9 F.L.: E.1 F.L.: 6.9 F.L.: 7.1 z cZZ w ZZ ROOF FRAMING: 10X10 CUPOLA • Zos W o0 a a 6.9 7 7.1 7.1 7 6.9 6.9 7 „ 5--)4„,... E.1 D.9 D.9 E.1 w w¢ >Z CC EC 1w- a Qa�U'C wU CA �"'-Zw a¢ Q = j¢w3w �O SS-BER I I SS-BER I yf'OcyAa _-m' n a �l�, I SS-BER I I SS-BER I z a a 0 wyCi �� n 2•-a v2• m 2'-a yr - - ��/ 1 Z c�z Z 0 I 'a w i I u ¢ v/ Q mW��_Z lige, u 13'_9' N 3'_9'I I ¢ 1III . uj O¢ O T n n[B] [B] m IS' /2' S'1 /2' I [BJ m .0 17 a- [B] m c .. . 9.', s U- Ir is V165-5 5/8' S-5 5/8' Ia' 0 I a` 2in 4'-5 1/4' 4'-5 1/4' I O I-W W ¢W I-ZZZ a: Ii F Z F F O LL F Z U 21C -_I m J I I 0 t 3'-0 11/16' , In y 3'-0 11/16' -_ - _ MI N _ _ r-e 1/a• , a Ln in 1'-e 1/4' ' - -� _ F[B] F[B] [B] I [B] PQz = -- Z 1, F[B]-I F[B]-I F[B]-� F[B]-I \SENAeW „ 'r\FSW SHEETING & TRIM: 10'X10' BSW SHEETING & TRIM: 10'X10' �~� m = �� LEW SHEETING & TRIM: 10'X10' REW SHEETING & TRIM: 10'X10' (7.............. ��' 0, 1. d CUPOLA F.L.: D.9 CUPOLA F.L.: E.12. CUPOLA F.L.: 6.9 CUPOLA F.L.: 7.1 .� z�' - �' [A]Panels: R-26: Antique Red [A]Panels: R-26: Antique Red ROOF SHEETING PLAN: 10'X10' CUPOLA [A]Panels: R-26: Antique Red [A]Panels: R-26: Antique Red .. cf) y` -'"�\\ [B]Panels: R-26: Burnished Slate [B]Panels: R-26: Burnished Slate Panels: 24 Ga. V-8: Burnished Slate [B]Panels: R-26: Burnished Slate [B]Panels: R-26: Burnished Slate ...- i 10X10 CUPOLA LAYOUT AT FL: 7 PRO.FS-' GENERAL NOTES: €2 :b' 201n4Q Panel "Start" and "End" dimensions must be followed for the proper PAGE 9 OF 23 installation of the gable trim(s) provided. - SPLICE BOLT TABLE . MEMBER TABLE Web Depth Web Plate Outside Flange Inside Flange cc Qty Mark Start End Thick Length W x Thk x Length W x Thk x Length 73 Mark Top Bot Int Type Dia Length RF1-1 20.0/29.8 0.250 60.0 8 x 1/4" x 185.5 8 x 5/16" x 60.8 • SP-1 4 4 6 A325 1.000 2.75 - 29.8/45.0 0.313 140.6 8 x 1/4" x 56.0 8 x 3/8" x 93.7 c o SP-2 4 4 2 A325 0.750 2.25 - RF1-2 42.0/38.9 0.250 53.3 - 6 x 1/4" x 279.2 6 x 1/2"--x 173.6 __ o_ SP-3 4 4 . 2 A325 0.750 2.00 38.9/32.0 0.219 120.0 6 x 1/2" x 120.0 6 x 3/8" x 120.2 - 0 a 32.0/25.0 0.188 120.0 6 x 5/16" x 120.2 - cn 25.0/18.0 0.149 120.0 z w CC \/FLANGE BRACES: Both Sides(U.N.) - RF1-3 18.0/18.8 0.149 240.0 6 x 5/8" x 120.0 6 x 5/16" x 120.0 Z FBxxB(1) 18.8/19.0 0.188 60.2 6 x 3/4" x 120.0 6 x 1/4" x 173.8 a _ B - L20X3/16 6 x 1/4" x 60.2 o Z A - L15X1/8 z cc E T ci Q k, N Cr) x - Q O -J N CI w - ' F.O. 18156 c. 3i� 3,2 ',g" 93'`2 1/4" ��4.. A" / 9'�6 3 1 F Fe jq �/ co _E 6 4 FB F -\�(1) 8 ® Z o 2' 4"" - _ \_ F 4'--1j 3 34, Fri o 3�,2c{e $ g6 P�� / /� \ \= 66q 1 4 1 2„ c!,--S\ F "� w ;shecn F oC g�1 14 �q Butt Fg�p j� i RF��3 RF7�3 7,1_1 61pA1) 31/4., ILIU 3/6 5 �3P Fg121\ ., \ F12A Fe p 3,\6FB Q N 13q S 16., CC /14„ 0 58 ai P-675,., 4"1� g 12 1122 x 16 g1�g / Q \ \ Fel>e 3\ V } -1 I Qi RF�,2 \ RF1�2 ,� 1 1S/lg„ z -2z F zz M N .0o J 00 CO 2Iiimr 'ipecac.- z0 MLL 2. 414'-0" f' My 14'-0"� co cameo wcoi 1,17 '- CO J¢—Z� ¢Q M a_,ww "co N of o«�o �� I I ¢ °C0QOZ ILIQwu' o , I m a� 1 O ¢ CO I1Wb9 If ZI- CO4r o �� I o QQo �.W �� I . I �zo"'oCi zoo oci I CD �3aww C zZ �3 a�zaa0 ¢�.0 zg 8" 3'-9 5/8" 111'-0 3/4" 3'-9 5/8" I 8" RwFWW¢ ClwILz �< Clearance 0 LL.-zxr. 6i=80 ._ : J II I I IM 3'-0" 120'-0" OUT-TO-OUT OF STEEL 3-0" e_W O � - a9 Main Frame ELEVATION: FRAME LINE 2 3 9 0 a. �`�SENM1� jcr4 4tk. -• ---tik-.0. , ci GENERAL NOTES: Sc°PROF'-. \O 1. See Detail Sheets for Connection Information. 0 MN 2. See Shipping List for Flange Brace Lengths. PAGE 10 OF' 23 SPLICE BOLT TABLE MEMBER SIZE TABLE MEMBER TABLE Web Depth _ Web Plate Outside Flange Inside Flange Qty MARK MEMBER LENGTH Mark Start End Thick Length W x Thk x Length W x Thk x Length -, Mark Top Bot Int Type Dia Length g ¢ RF1-300 W8X10 7'-0 1/8" RF2-1 20.0 29.8 0.250 60.0 8 x 1/4 x 185.5 8 x 5/16" x 60.7 • SP-1 4 . 4 6 A325 1.000 3.25 ' RF1-301 W8X10 ' 5'-3 3/4" 29.8/45.0 0.313 140.6 8 x 1/4" x 56.0 8 x 3/8" x 93.8 0 0 SP-2 4 4 2 A325 0.750 2.2-5 . RF2-2 42.0/38.9 0.250 52.8 -- - 6 x 1/4" x 278.7 6 x 1/2" _x 173.1 - , - z a SP-3 4 4 2 A325 0.750 2.00 38.9/32.0 0.219 120.0 6 x 1/2" x 120.0 6 x 3/8" x 120.2 O ¢ SP-4 2 0 0 A325 0.750 1.50 32.0/25.0 0.188 120.0 6 x 5/16" x 120.2 N SP-5 4 4 0 A325 0.500 1.50 25.0/18.0 0.149 120.0 ¢ > RF2-3 18.0/18.8 0.149 240.0 6 x 5/8" x 120.0 6 x 5/16" x 120.0 w c ' 'FLANGE BRACES: Both Sides(U.N.) 18.8/19.0 0.188 60.2 6 x 3/4" x 180.2 6 x 1/4" x 173.8Q FBxxB(1) Cp o B- - L20X3/16 o E-0 0 A - L15X1/8 E x CI o .4- , - Z o i'i'i RHES . ,, ":1\1:< ti -CC 1'-9 7/16"E !��! j 1'-9 7/16" � 0 CD --oX ¢ co lli 5'-3 7/16"L I I J5'-3 7/16" - r o u:, M • io co Z p F-- C3' 0 CM ¢ Z I ico co 6'-8 3/4" fr I ! J6' 8 3/4" < !'g„ • 44 le/ F.O. 18156 Cupola Girt Detail �� ? 0 4" _ 3 52:__4' 3-2 , 9' 932',4„ 9h6 i\ 2'�� a.��~ 7 3'® aRF1-3019/76. >' -4' RF1-300 CD w� /� OO co %' 3 Q„ ' FB9 P A/i " \ --/ _- _E 8 - Z a �i2 2' 8 © '�� FgaP 1� P,4 `S 8�1) 4'--11 3 4' 34'`2 1r �q 1/4'`' �4, 8ut 8%i Z '� ��1) 3 1/4., q 0a: 6, 1011 R 3-'7_ \� Fe71R, 3 �/�- 2 3,6 `' , 03 , F ,,, - y, 1) Fe72 ® 3•`6 V..I g14P Q N A Fel S CC 16• 12 g�60 FgQ F a// cn �� PA e16 4"i\ 12 \ e 1 h6 FBQ Q� 2 R � >e 3,1 1 zzo ' 2' F2 s/1 0 0 RF �2 6" z Pzz ui zz row � ' zoo W 00 ' II 1� -10111.4.4 w¢<oi zv u II to mm¢03 Em 114'-0" . ILS �) II 1 14'-01 aox."'�c i'ao I W-Z W Q U Cr) I o im p o�a�o �O cc rcROcico Mow' }in IN I ami I '6 iN' I In1 113 QZ PJ:!J ;:L JO - I 0 I ' I aC7ZWci0 U•-J 87. 2 ilii iii I p3QoU� t30Z ~-a 1QWZ �*Q�U 20C 2 a O Z O 7 QWILQ¢V dWILm 0 8 3'-9 5/8" 111'-0 3/4" 3'-9 5/8" 1. 8" Z QU) cc oCD az Clearance O �V2mazo 2LL ' L mi 3'-0® - 120'-0" OUT-TO-OUT OF STEEL 3-0-0" XA1GW /0 Main Frame ELEVATION: FRAME LINE 4 10 - �z�,a �sEN- •i/ii-N �� - ` W '- I ��, GENERAL -NOTES: ' os5�9 ��"/ 1. See Detail Sheets, for Connection Information. PAGE 11 OF 23 2. See Shipping List for Flange Brace, Lengths. SPLICE BOLT TABLE • MEMBER TABLE _ Qty Mark Web Depth Web Plate • _Outside Flange Inside Flange • Start End Thick Length W x Thk x Length W x Thk x Length cc -c Mark Top Bot Int Type Dia Length RF3-1 20.0/29.9 0.250 60 0 8 x 1/4" x 185.2 8 x 5/ 16" x 60.8 act SP-1 4 4 6 A325 1.000 2.75 . 29.9/45.0 0.313 140.3 8 x 1/4" x 56.0 8 x 3/8" x 93.4 o 0 t SP-2 4 4 2 A325 0.750 2.25 __ _ RF3-2 42.0/38.9 0.250 53.4 6 x 1/4" x 279.3 6 x 1/2"-- x 173.7 Z ft: SP-3 4 4 2 A325 0.750 2.00 38.9/32.0 0.219 120.0 6 x 1/2" x 120.0 6 x 3/8" x 120.2 0 ct 32.0/25.0 0.188 120.0 6 x 5/16" x 120.2 25.0/18.0 0.149 120.0 \/FLANGE BRACES: ,Both' Sides(U.N.) RF3-3 18.0/18.8 0.149 240.0 6 x 5/8" x 120.0 6 x 5/16" x 120.0 w ILI CC FBxxB(1) 18.8/19.0 0.188 60.1 6 x 3/4" x 120.0 6 x 1/4" x 173.7 ¢ B - L20X3/16 6 x 1/4" x 60.1 - C9 o- Z A - L15X1/8 RF3-4 18.0/25.0 0.149 120.0 6 x 1/2" x 120.0 - 6 x 5/16" x 120.2 z �o 25.0/32.0 0.188 120.0 6 x 1/4" x 279.3 6 x 3/8" x 120.2 5 X o " 32.0/38.9 0.219 120.0 6 x 1/2" x 173.7 °C - p o d= 38.9/42.0 . 0.250 53.4 z - ' RF3-5 45.0/29.9 0.313 140.3 8 x 1/2" x 56.0 8 x 1/2" x- 93.4 n v CC . 29.9/20.0 0.250 60.0 8 x 1/2" x 125.1 8 x 5/16" x 60.8 ' Cr) X A ' 8 x 1/4" x 60.0 - z c F- 6 o N CI W F.O. 18156 1I4 3, 9h62 g» 2 3 2' \" CC „ 3 ,2,..-"‘'‘ \11 9/76+ O 2E -i-''. � P Fe-, s/ O 6 13 A" Fg1 / \�` 8c7)21 4--'1___ - 2 1 - 8 © 4,1 �> i moi- \_,,\� ' F@6 4 17 3 4» X 34•` 1 art CC 3 a SateF66�- i / a \��-- • 2.. \She N 1��` �q 0u�n ge --- �3�3 RF3 F@lOq 1 3 1/4» w 3 3--6 5 Fg15k fg12P / e F@12q F@73 ® 3 3, 0::(5 12 f815 Q� v) (n �� @1S@ 12 V zzLL a - o o0� 16', . FBS-1g F@1?@ -3'.--- azo o0 "g'A '° Qi RF3�2 io '?A-,3 ---\>�\> °1 1,5/16» Q oa1W zi= II o ` En tg E 0 off, ��I rn c in--4:1\;%, cc wwWDQ, >z 00010. II o a1 CD WQw m8 f14'-0" l et rID �)CJ 11 14'-0"f Q 1- >Qao ao II 1- aE¢0z ¢Ww O f-I t0 I O CD OZLLOwm Ovid O N _ - d ' I CA �¢V�ZU aoi� :_f Q .I O C ro I I Ln �// laoo i m2aZI. cr o �. I f NQ�� v;�l= g i7°�10 I °) �R4ci z1,0 0w0 Zz0 ¢z o I �c� � I o V > ,`U"z E °.2 in-* O ¢www¢ ¢wr-z ¢; 020250 Oxo¢ O? tiF-ZHf-. tiFZU u_T_8" 3'-9 5/8" . 111'-0 5/8" 3'-9 3/4" 18" �� I l I - - Clearance 3'-0" 120'-0" OUT-TO-OUT OF STEEL 3'-0" - ®F� NP Y ' Main Frame ELEVATION: FRAME LINE 5 11 mow`' ••' moi' - < IN �� z -•_ \'. a GENERAL NOTES: � <<� oa35��'`! '1)PrjliFE-s ' 1. See Detail Sheets for Connection Information. • 014 2. See Shipping List for Flange Brace. Lengths. • PAGE 12 OF 23 SPLICE BOLT TABLE MEMBER TABLE QtyMark Web Depth Web Plate Outside Flange Inside Flange Start End Thick Length W x Thk x Length W x Thk x Length cc Mark, Top Bot Int Type Dia .. Length RF4-1 20.0/29.9 0.250 60.0 8 x 1/4" x 185.2 8 x 5/16" x 60.8 SP-1 4 4 6 A325 1.000 2.75 - 29:9/45.0 0.313 140.3 8 x 1/4" x 56.0 8 x 3/8" x 93.4 c o SP-2 4 4 2 A325 _0.750 2.25 . RF4-.2 42.0/38.9 0.250 ` 53.4 - 6 x 1/4" x 279.3 6 x 1/2" x 173.7 - z � SP-3 4 4 2 A325 0.750 2.00 38.9/32.0 0.219 120.0 6 x 1/2" x 120.0 6 x 3/8" x 120.2 - O . 32.0/25.0 0.188 120.0 6 x 5/16" x 120.2 cn 25.0/18.0 0.149 120.0 ¢- • \/FLANGE BRACES: Both Sides(U.N.) RF4-3' 18.0/18.8 0.149 240.0 6 x 5/8" x 120.0 6 x 5/16" x 120.0 z w Ne FBxxB(1) 3/4"- 18.8/19.0 0.188 60.1 6 x x 120.0 ,6 x 1/4" x 173.7 B - L20X3/16 6 x 1/4" x 60.1 o z A - L15X1/8 RF4-4 18.0/25.0 0.149 120.0 6 x 1/2" x 120.0 6 x 5/16" x 120.2 m 25.0/32.0 0.188 120.0 6 x 1/4" x 279.3 6 x 3/8" x. 120.2 0 '- o 32.0/38.9- 0.219 120.0 6 x ,1/2" x 173.7 °C x . 38.9/42.0 0.250 53.4 z o ' RF4-5 45.0/29.9 0.313 140.3 8 x 1/2" x 56.0 8 x 1/2" x 93.4 n .* 29.9/20.0 0.250 60.0 8 x 1/2", x 125.1 8 x 5/16" x 60.8 CO x ^ -3 8 x 1/4" x 60.0 o r D W . F.O. 18156 vc 32' �;� /11/4% :93,s,'72 3/4- 32', »3 2.11 2"'11 9/lg" O „ N_E . s 6 Fg1F 1 (7) 8 N o 34 sc- 8 �� Fc36�)\/ � / \---------__---Pad ' :(.7) 11 3 ¢., ¢-----S-_-2____1 2„ a v,ea 114 �� 6Icc‘s g o 1> / ,- sirF ,5, RF¢\ \ Fe70. 7 - 3 1/¢., W 3 © • ,_6 5 Fg13 FQ ; N / �- F ,1 F � 3--6oCC P 6 N �A e73A - S �6' 12 4 Fg158 ai \ Fe7S6 4"1�12 0 Z Z w • 8 a / F I \ L Czz w 6 11 B7 z w z z zz 1' FB ?e 3'�� LLo� 000 0 3 a, RFS2 RF4\ ,� 75o E ¢_� W¢ m�a cu o� ' '1 11 coo i�� aW ZW mo • �14' 0' II, ih- 14'-0" 2 ,„P >rei WW ca MU - , i p CQ a �cw4 II 4d W7iL c3 I O l N (O - CO I O I OZLLOm �y� I w a) f - I `�i Z Zcczgc Zzg /3 Ei11.23 D IO i I - Jvw8Jm U I N V ¢3aw= Z0FZ-p -o I • O v71 OO O0=0=w¢ ¢wF- ¢a 8" F I3'-9 5/8" 111'-0 5/8" 3'-9 3/4" I , 1 8" . -.1 LLrz�ZF� bi=z �� Clearance 3'-0" 120'-0" OUT-TO-OUT OF STEEL 3'-0" r• -aW M 0Rt ,,qNMain Frame ELEVATION: FRAME LINE 6 12 , � v� ` C5--( , - 1 --3 ,*:.'r'•-`..k,\ / ±) lul �`.,� ,,a / GENERAL NOTES: `-1,, 083'5 �� aPRoFEs S...-.:',`, _•--i q 1. See Detail Sheets for 'Connection Information. ,i-t--.11 C � r� 2. See Shipping List for Flange Brace Lengths. - PAGE 13 OF 23 SPLICE BOLT TABLE MEMBER SIZE TABLE MEMBER TABLE Web Depth Web Plate Outside Flange Inside Flange Qty MARK MEMBER LENGTH , Mark Start End Thick Length W x Thk x Length W x Thk x Length ec Mark Top Bot Int Type Dia LengthRF5-1 20.0/29.8 0.250 60.0 8 x 1/4" x 185.5 - 8 x 5/16" x 60.7 RF1-100 W8X10 10'-0 11/16" SP-1 4 4 6 A325 1.000 3.25 RF1-101 W8X10 8'-7 1/4" 29.8/45.0 0.313 140.6 8 x 1/4" x 56.0 8 x 3/8'' x 93.8 0 0 -SP-2 4 4 2. A325 - 0.750 2.25 RF5-2 42.0/38.9 0.250 ___ 52.8_ 6 x 1/4" x 278.7 6 x 1/2" x 173.1 n_ 38.9 32.0 0.219 120.0 6 x 1 2x 120.0 6 x 3 SP-3 4 4 2 A325 0.750 2.00 " 8' x 120.2/ / / - p SP-4 , 2 0 0 A325 0.750 1.50 32.0/25.0 0.188 120.0 6 x 5/16" x 120.2 cn 25.0 18.0 0.149 120.0 SP-5 4 4 0 A325 0.500 2.00 ¢ � RF5-3 18.0/18.8 , 0.149 240.0 6 x 5/8" x 120.0 6 x 5/16" x 120.0 Z 18.8/19.0 0.188 60.2 6 x 3/4" x 180.2 6 x 1/4" x 173.8CC RF5-4 20.0/29.8 0.250 60.0 8 x 1/4" x 185.5 8 x 5/16" x 60.7 ¢ _ \/FLANGE 1BRACES: Both Sides(U.N.) - 29.8/45.0 0.313 140.6 8 x 1/4" x 56.0 8 x 3/8" x 93.8 z m Z - FBxxA - L15X1/B - /186 vP0 144/: , E --ox ID `co - io D .4. \ Z o ^ N , ,. o ! N ("Ni1'-8 7/16"E ! . jr-8 7/16" `\ 1 9" 9,,i N 0 x . Q 'N N N Z H C'3 5'-0 15/16'� , ,A5'-0 15/16" � � Oi T Cl W F.O. 18156 8'-8 7/16"1_, �_i8'-8 7/16" 4' s-2 9' g-2 2� 1/4„ ----_,32', 10'-0 3/4"L ,____t10'-0 3/4" 3916 -,, 3 ®2'�119o •,q /- Y 3 ® Z /�6� /a Cupola Girt Detail • 3" '4.' RF1-101 to o I --/ " % �� 3 I iu, 0 �,--21 z� S �/ 8 4`1 \2 1 UZ ,'� (�\5�3a shote SP 1� �g----------57?--: �1��/ /jam\Egq�l) FeBq 1 3/4" 2., 3 1/ O m G �4, FB SP�4Sp�4\) 3 �/� CO o o. - ?A 5 '\ 5P�) _ n Fe ®•3'`6 OWL S /4., 3 S-6 �16�� FB�� RF 5,3 RFs,3_,, \\''57) _ F- . S 16,, 4.1� Z FB i \ E3, 5 1) F',E9 1122 W 12 4P Fg�2P Qi 1 '�6 0 3 1 Q I N F8 4 F 3',1 CC ''1 16g Fg-\50 Qi �A B7Se is/16" (1< a 5,2 RFS, ,' ' z ZZ_,,,,, 2 Zos W o0 ,- U 0 I� HU3 0 ; ; i >z- mo MU .0 j j I CO _iw-Z_"' ¢¢ 4o a n_ o 1=- o<'- 1I N a' . N 1 r= ¢go¢�Z me,L o o d- of CO �cWi�Z� a�� co4...u_, �I I o I `o s in CO Q IiIW/� IP I J; DwE 1 I CD >3a8�� 3oZ Rg - o wm C i3 7 a�za�0 2� 8L. cog 8" L �I3'-9 5/8" 111'-0 3/4" 3'-9 5/8"4, 8" Z ¢w ww¢ �w�z o a Clearance 0 LLV2,, o oLLF26 Ba- J n •1 1 MI S--0" 120'-0" OUT-TO-OUT OF STEEL S-0" Main Frame ELEVATION: FRAME LINE 7e.- <, E _YQR°O N r L7C I A'P-:: 9 '.- GENERAL NOTES: `',,L 08�5�0:" ! s,� 1. See Detail Sheets for Connection Information. - , 2. See Shipping List for Flange Brace Lengths. PAGE 14 OF -23 SPLICE BOLT TABLE L MEMBER TABLE Web Depth _ Web Plate Outside Flange Inside Flange cc Mark Top Bot Int Type Dia Length Mark Start End Thick Length ..W x Thk x Length W x Thk x LengthZe RF6-1 20.0/29.9 0.250 60.0 8 x 1/4" x 185.2 8 x 5/16" x 60.8 _ SP-1 4 4 6 A325 1.000 2.75 29.9/45.0 0.313 140.3 8 x 1/4" x 56.0 8 x 3/8" x 93.4 c o SP-2 4 4 2 A325 0.750 2.25 - RF6-2- 42.0/38.9 0.250 53.4 6 x 1/4" x 279.3 6 x 1/2" x 173.7 - z n0.. SP-3 , 4 4 2 A325 0.750 2.00 38.9/32.0 0.219 120.0 6 x 1/2" x 120.0 6 x 3/8" x 120.2 O 32.0/25.0 0.188 120.0 6 x 5/16" x 120.2 07 25.0/18.0 0.149 120.0 \/FLANGE BRACES: Both Sides(U.N.) RF6-3 18.0/18.8 0.149 240.0 6 x 5/8" x 120.0 6 x 5/16" x 120.0 w c FBxxB(1) 18.8/19.0 0.188 60.1 6 x 3/4" x 120.0 6 x 1/4" x 173.7 ¢ _ B - L20X3/16 6 x 1/4" x 60.1 C.D o z A - L15X1/8 RF6-4 18.0/25.0 0.149 120.0 6 x 1/2" x 120.0 6 x 5/16" x 120.2 z zo 25.0/32.0 0.188 120.0 6 x 1/4" x 279.3 6 x 3/8" x 120.2o X m 32.0/38.9 0.219 120.0 6 x 1/2" x 173.7 °C o 38.9/42.0 0.250 53.4 r RF6-5 45.0/29.9 0.313 140.3 8 x 1/2" x 56.0 8 x 1/2" x 93.4 n v 29.9/20.0 0.250 60.0 8 x 1/2" x 125.1 8 x- 5/16" x 60.8 Cl) X 8x1/4" x60.0 0 0 N Q Z ` J r ci W F.O. 18156 w o . a" 3', 2:- -4 3„Z 9' 9., 2 1/4., 2', >- 9'16 3 \„ 3 © � 1 -11 9/1 OO ce 6 3 031. 1 F�(1) 8 O W 1 „ \ ® 4'\ j o 21 2 © T "5-5o{e a �g6 ix1��/ ' Fe6.4 1) 1 j 3 4. \��2 1 2„ Q oWC 1 Boll's 1> \ Go �4, g10F / RF6,3 RF6,3 e70A 1) 3 1/4„ V..� - 3 �/a CC 2 3,6 5 -\6"- 13F Fg12P i u' \ pa. F © 8 N q @73 6 S Q F Q A 16„ 12 vg158 a/ \� Fe1S 4".1 , 1 ¢ tee e zoo w 11 '' Qgi �/ / 6.2 ca, RF F 1 311 1SCDiwa<oa ii CD 0 in 0 i ` vii I o Cr) � o dna o w�G _ I CD ooLL m om0 I I _ t o Q ¢z¢pw ¢ I - to LLUZN LLC7 10 �� cu 0 I c o - auo c co in Cr) Q Zo0w0 "'30 , oed 1 E 0 I y�y�o m�¢ o ¢www 2w�ZZ ¢¢ <L2rFO ,2, 2„ �LL 8" I I3'-9 5/8„ - 111'-0 5/8" - 3'-9 3/4" a 8" _ n 1 I MI Clearance 3'-0 120'-0" OUT-TO-OUT OF STEEL 3'-0" \ E-W YO9 Main Frame ELEVATION: FRAME LINE 8 •,'(..<1® \SERl11�q� ��. 15/z GENERAL NOTES: _ .1e--7:z..1 4;:ti..4f::;,'_:_0\..1 ?s - os� �o ., 1. See Detail Sheets for Connection Information. R t1f `�� T.": r 2. See Shipping List for Flange Brace Lengths. PAGE I F 23 BOLT LE LE Ito ® FRAME LINE A FRAMERLINEBA cc s❑ ❑p LOCATION QUAN TYPE DIA LENGTH QUAN MARK PART LENGTH JB-5©I®0©JB-5 UPPER - ¢ © © © �❑z WALL SHEET PS-1/RF 2 A325 1/2- 1 1/2" 11 DJ-3 8X35C16 13'-11 3/4" ANG32 DH/RF 2 A325 3/4" 1 3/4" 1 DJ-4 8X35C13 13'-11 3/4" c o DH-1 _ snlso SCREWS DH/EC 4 A325 1/2" 1 1/4" 4 DH-1 8X35C16 8'-0'= - Z a I� O 111 (6' 0/C) ANG32 UPPER WALL PANEL 1 DH-2 HSS080804 19'-11 1/2"/2" 0 < o _DS-1 ❑z I SD150 SCREW 1 DH-3 HSS080804 39'-11 1/2" CO TRIM INSIDE PANEL CLOSURE , TRIM TEK-5 SCREWS 1 DH-4 HSS080804 39 -11 1/2" z w ❑2 ❑2 (2'-0' ❑/C) H50X125 BOLT > » ,, (1) PER CLIP 4 DS-1 8X35C16 8'-0" w cc 1 1 8 JB-5 8X35C16 1'-2 3/4' ¢ _ ��— _ Co iI� 1EK01•SCREWS CC I; TEK 5 SCREWS / ' (4 PER CLIP) ' /��-� 51115011 SCREWS r /� 3/a• 4 G-6 8X25Z16 7'-11 1/2" (� o z OVERHEAD DOOR FRAMING(TYP) (6' 0/C) SFB-14 CLIP i SDTC 3 G-19 8X25Z14 25'-8" ? co c2'-o• 0/C) , � (SLIDING DOOR 1 G-20 8X35C14 19'-11 1/2" ;� LOWER "IIIIIIIIIIIItl TRACK COVER) WALL SHEET , 4• 4 G-21 8X35C16 19'-11 1/2" z c d. 6 G-22 8X25Z16 31'-4 1/2" z o 2 G-23 8X35C14 19'-11 1/2" 'a' '- WALL SHEETING 5 G-24 8X25Z16 28'-4 1/2" CO x HEADER DEPTH 3 G-25 8X25Z16 28'-4 1/2" 0 O Li ,-.4 TRANSITION DETAIL �� ;� L1 G-26 8X25Z14 28'-4 1/2" z N ¢ z TEK-5 SCREWS IEF5B 3 G-28 8X25Z16 2'-8" _I ,-- ca W (2'-0• 0/C) ` (CAP TRIM) 3 CB-4 CABLE500 22'-0 9/16" ANG32 (o-G 0/C) 3 CB-5 CABLE500 22'-0 7/16" F.O. 18156 INSIDE PANEL CLOSURE LOWER WALL PANEL 3 PS-1 P35X9 19'-11 11/16" Vr SECTION THROUGH SLIDING DOOR HEADER CONNECTION PLATES FRAME LINE A 13 0 I QUAN MARK/PART 3'-0" 0 240'-0" OUT-TO-OUT OF STEEL 3'-0" 2 84 JC8 1. 2O 3O ® 5O © 7O ® 9O 10 11 12 3 8 JC o 20'-O" 20'-O" 20'-O" 20'-O" 20'-O" 20'-O" 20'-O" 20'-O" 20'-O" 20'-O" 20'-O" 20'-0" 1- _E Zs 0° is Eave Extension 7)o H4 PS-1 PS-1 PS-1 0 j G-20 00-21 G_23� 0 G-211 DH-2 n DH-3 1 0 0-210 - G-23 11 0-210 �� H-4 I Q CC 0 14-0" -G=f9 J2 G-2� G-24 O / G-25 �� L G-22 T 26 — Mr- - - E G-28 11 -0" �M poC � --� I G-19o- i. G-24 I , 1 G-22 T r) G-28LLI ANG32 G-19 V 02 -2' & G-24 0 • - -2' 6, G-22 •� - Cs. 1 M G-28 -0" L ANG32 CC G-6 (` F _ G-6 _ ] Es0 r� �_ G 6 — G-6 _ ]o o FSI H I J C I I J C I 1Ez"z 1 Era I ] C I I ] C I 11=l3 EIN EC-9 RF1-1 RF1-1 RF2-1 RF3-5 RF4-5 RF5-4 RF6-5 RF1-1 RF2-1 RF3-5 RF4-5 EC-10 !D } 0 0 0 0 0F 0 0 . 0 0 0 o v o0 z I I I I I I I I I I I Ez6 W 60 -co 8'-0" -co lo 8'-0" -co i•7 14'-0" ro -co 8'-0" la -co 8'-0" -CD lrio 14'-0" M IEF5B Q wa w z0 IIIIIIi cow._ �c� wow N SIDEWALL FRAMING: FRAME LINE A [A] E.D.¢� 218 [B] ■111111■ � o� o N N N N - ¢ d VZ QWu CP) 2 3 4 5 TT) 78 9 10 11 12 13 Q C'3 oo��m 0II I NQ SDTC T N �1 z =ozP ZZ�I �I I I I I I /SDTC I I I I - DOUBLE SLIDING DOOR * mW°�z mgE L- ' , i _ Eave Extension _ 1 _I SHEETING & TRIM DETAIL '� cm � I �°W Q - F5B C, R_OS-CL ` = BAY 6 azooI- - sz W o o o > <201- E30z F_3 v [A] I T o i IEF5B 7 MEM Qoac8 z� ICF4B-2 [B] WST1 — — , -ICF4B-2 jflIF Ocal-m.42wi-z Z- -I I I I l ' 1 N o IOBT o 0 0 [B] ■■■111 ' ' N 10B �GW Y� ' c� ,rNn� DELJ8A3 DELJ8A6 SIDEWALL SHEETING & TRIM: FRAME LINE A SINGLE SLIDING DOOR �, `��s q M, IWF5D < IWF5D SHEETING & TRIM DETAI sr4,"�� mto co [A] PANELS: 26 Ga. R - Antique Red BAY 6 r! � � ww ww Loco coin m� [B] PANELS: 26 Ga. RR - Burnished Slate TRIM COLORS O \ o IEF5B o w w w w EAVE TRIM = Burnished Slate CORNER TRIM= Antique Red �: DELJ8A3 m m BASE TRIM = Burnished Slate GUTTER = s �:"."(3zt TYPICAL DOOR OPENING TYPICAL DOOR OPENING DOOR TRIM =Burnished Slate DOWNSPOUTS = '-�, g°3 vJ WITH 5-0 SILL HEIGHT TRIM DETAIL RAKE TRIM = Burnished Slate cN/I!S 083 �O' *LINER TRIM = Liner panel color C'-tip- p;,E,,,,'_`l GENERAL NOTES: *SOFFIT TRIM = Soffit panel color .. It: .-1 Q 1. Use TEK5WW screws in place of SD15O panel screws at all 10 gage members. ONLBUILDINGAOR ERF LINER TRIM OR SOFFIT PANEL IS INDICATED -PAGE 16 OF 23 _ m ® m ® m ® BOLT TABLE MEMBER TABLE FRAME LINE I FRAME LINE I JB-5© ©JB 5 JB 5© � ©JB 5 JB 5© ©JB 5 UPPER LOCATION QUAN TYPE DIA LENGTH QUAN MARK PART LENGTH ©I G-30 0© ©� �© ©� G 30 �© WALL SHEET PS-1/RF 2 A325 1/2" 1 1/2" 10 DJ-3 8X35C16 13'-11 3/4" ©=1© © I❑2 ©=1© ©�IZp ©=1© ©�I© ANG32 2 DJ-4 8X35C13 13'-11 3 4" o ,,-)DH-1,1 _ 1 ,.,-�DH-1 _ 1 50150 SCREWS / p ❑2 , ❑I ❑z 1 j,III 0 2❑ i© o �6.0/E7 CONNECTION PLATES 6 DH-1 8X35C16 8'-0" oL - I -- FRAME LINE I 6 DS-1 - 8X35C16 8'-0" 0- IIILDH_1 Ds-1 © I ®oDs-1 © I 0 DD® © IVST, EJID QUAN MARK/PART 12 JB-5 8X35C16 1'-2 3/4"G 6 I� o} © G-6 © TO �© G-6TRIM 2 96 JCS 6 G-6 8X25Z16 7'-11 1 2" , + O O O © 17'0 r 3 12 JC 2 G-21 8X35C16 19'-11 1/2" Z w — ©�-- C© "' I — 2❑� [o I — o�-- C� REVS i 6 G-23 8X35C14 19'-11 1/2" Wu oC 50150 SCREWS 3 G-24 8X25Z16 28'-4 1/2" `6 °�" 3 G-25 8X25Z16 28'-4 1 OVERHEAD DOOR FRAMING(TYP) OVERHEAD DOOR FRAMING(TYP) OVERHEAD DOOR FRAMING(TYP) II /2„ p Z Z BAY 1 BAYS 3, 5, 8, 10 BAY 12 3 G-29 8X25216 8'-8" cm LOVER 2 G-30 8X35C10 19'-11 1/2" p p WALL SHEET 3 G-31 8X25Z16 26'-10" X 3 G-32 8X25Z16 9'-10" p o WALL SHEETING 2 G-33 8X35C13 19'-11 1/2" Z o -1---- TRANSITION DETAIL 3 G-34 8X25Z16 23'-10" 3 G-35 8X25Z16 22'-4" 03 x ~ Q - 3 G-36 8X25Z16 11'-4" 3 G-37 8X25Z16 26'-10" Z o 1- 6 3 G-38 8X25Z16 8'-8" 0 T o w 5 CB-4 CABLE500 22'-0 9/16" 1 CB-5 CABLE500 22'-0 7/16" F.O.F.O. 18156 7 PS-1 P35X9 19'-11 11/16" 6 3'-0" 13 240'-0" OUT-TO-OUT OF STEEL 0 O 3,_0„ 12 11 10 0 0 0 0 0 0 0 0cc 2O'-O" _ = 20'-0" _ = 20'-0" 2O'-0" _ = 2O'-O" _ = 20'-0" 20'-0" e 20'-0" 20'-O" 20'-O" 20'-O" 2O'-O" 1- 1- co Z _ce zs O8 Eave Extension in o 0 0PS-1 m PS-1 PS-1 PS-1 PS-1 PS-1 PS-1 I8 w 1 „, litt I0-30 0-23 . IG-211 G-23 G-33 1 I G-23 G-23 li I0-33 G-23 1 - 1 G-23 II 0-I�0 rb „14'-0" L �G-29 G-25 �� -G=3� i � 4- - - - G-�5 -G=3G --G---37 - --_ �(♦ G4 -G-381J w •11'-0" I G X29 K2 -_ G-25 ® __��ArtG-32 — G-34 I G-35 G-36 G-37 I_--24 G-38 I `° 77 -5' I G-29 = -ANG32 G-25 1 ' ‘G-6 I��•' 0-32 - G-34 I . G-3 Ce �G 6 G-36 0-37 I . te�n 0-38 I Q 0 :4'-0" L ANG32 I— I _ 1� — L`°' r� H J Es C I I 0] C 2❑ I "� -- - _ - J- EI I IJ C I I C I I C 2❑ H V z z o EC-9 RF4-1 RF3-1 RF2-1 RF1-1 RF6-1 RF5-1 RF4-1 RF3-1 RF2-1 RF1-1 RF1-1 EC-1 20o 1- 00 O b O o z0_ 1L 00 O O .o "~< a E c~i I „ I „_I I I J8'—O'i o ¢woi� _ in 8'-0io [9'-0" 8'_0 Jt� '-0" 0'- " 10 8 -0io �1-18'-0.719'-0"1 WW¢�0 >z <Q Q GIRT N 1,-1 3/4+ - 1,-1 3/4+ J 1,-1 3/4+ Q g waw :W:cl! cn �a1—Zwo�19 wLAPS \ 1'-1 3/4" 1'-1 3/4" 1'-1 3/4" 7 �U�ZU �SIDEWALL FRAMING: FRAME_ LINE I_ Q ¢Z¢o ¢ OOLL m Otn� \ \ \ \ \ ZOVWv Z�+a ��/_j� c�¢oga caZ� VJ mw12EZ Kip, 103 J y101 i1O0 90cc:24[3r112 mg 8 cog 8070 6O i 0 4O i30 2O 1 C-R] �Zao�0 � �I I _,-7 I I I I N I I N I I N Q V ¢�UH 302 Z =ave Extension - - - L - J r <yu o¢[a0 a��m ¢w1-ww, .WOa pz _ IEF5Bk, �_0�_CL = �F$��. LLFza RE '2 [A] J n LL ro ICF4B-21 [B] - . _ , - 1N�T1 ICF4B 2 F�L �'OR� DELJ8A3 IN _a IOBT - I ,zo (c> ENMgiy './-9 � Q IWF5D Q 0 0 0 0 0 0y,.,' Lo �� w � SIDEWALL SHEETING & TRIM: FRAME LINE I TRIM COLORS �X- ¢ i► ` " �'.z, DELJ8A3 [AVE TRIM=Burnished Slate CORNER TRIM=Antique Red v "-`. i I [A] PANELS: 26 Ga. R - Antique Red BASE TRIM =Burnished Slate GUTTER = 0„, `�� Q TRIM DETAIL(TYP) [B] PANELS: 26 Ga. RR - Burnished Slate DOOR TRIM =Burnished Slate DOWNSPOUTS = �4 083 \C+� RAKE TRIM =Burnished Slate FQ pi1Gr�,°5 *LINER TRIM = Liner panel color ` , �� GENERAL NOTES: *SOFFIT TRIM = Soffit panel color . 1. Use TEK5WW screws in place of SD150 panel screws at all 10 gage members. ONLBUILDINGAOR ERF LINER TRIM OR SOFFIT PANEL IS INDICATED PAGE 17 OF 23 BOLT TABLE FRAME LINE 1 cC 3'-0'0 120'-O"OUT-TO-OUT OF STEEL Q3'-o" LOCATION QUAN TYPE DIA LENGTH ER-1/ER-2 8 A325 1/2" 1 1/2" 0 ER-2/ER-3 8 A325 1/2" 1 1/2" o © 0 © © ER-3/ER-4 8 A325 1/2" 1 1/2" a 15'-0" 15'-0" 15'-0" 15'-0" 15'-0" 15'-0" 15'-o" 15'-0" Cor_Column/Raf 2 A325 3/4" 1 3/4" 0 „,---1-4" 4.1\,,, EC-2/ER-1 2 A325 3/4" 1 3/4" 12 12 EC-3/ER-1 2 A325 3/4" 1 3/4" CO P Fe EC-4/ER-2 2 A325 3/4" 1 3/4 Z w 034.- `2q EC-5/ER-2 2 A325 3/4" 1 3/4" W CC Y Ey2 P Fe ez 3 EC-6/ER-3 2 A325 3/4" 1 3/4" ¢ _ 1.-\\ Fg� G-10 <4 F8 EC-7/ER-4 2 A325 3/4" 1 3/4CD o 131,-2" E.,: = G-12 EC-8/ER-4 2 A325 3/4" 1 3/4" z u ci ci MEMBER TABLE x e2P G-4 _ G_4 Fe2q FRAME LINE 1 Cio ,�26' " 1 f•-P rC' g JB-4 JB-4 © zaiithhHilli, u �� Fe2q eR� QUAN MARK PART LENGTH z oERSp, Ii 1, JB-4 JB-4 �� FZ f'2 F8A e242- 1 EC-1 W12X16 14'-9 1/16" Nfg P � G-5 -- G� G-4 G-4 © A © G-4 4IG- Fe2q 1 EC-2 W12X16 19'-4 7/16" U) x ^ — }21'-8" PNG3i '� J JB-2❑ Cep -2 JB-2 JB-2 © JB 2 JB-2 �3 ©JB-2 \ NC32 1 EC-3 W12X16 24'-4 7/16" Cp 0 111 f• P m 63A 3 ] G-9 z❑ GB F:.A Fe2q 1 EC-4 W10X33 29'-4 7/16" Z I— �! G 3 G-4 G-39 - © G 9 G-39 �' G 4 - I' 1 EC-5 W12X26 34'-1 11/16" 0 N ¢ Z .- /17'-0" ��'� �. �, [7 2 f0 13� 2 13 u J r 0 W Er �� 1 EC-6 W10X33 29'-4 7/16" FB3A © F83• © 2 FB4A © L =3A l Q FB3A 1 EC-7 W12X16 24'-4 7/16" F.O. 18156 ' I DH-11 G-11 \./ DH-11 G-13 DH-1 I� G-17 1 EC-8 W12X16 19'-4 7/16" 1 " L G-2 �' DH _11M1 © �/ G-7 r o N o N W `1 1 EC-9 W12X16 14'-9 1/16"o I II II oFB3A I I FB3A FB3A -, I FB3A -, i �, 1 ER-1 W10X12 33'-10 1/8" o G 1 o ;., o o �, o G-11 0 o izi 0 '- o G 16 1 ER-2 W10X12 29'-4 13/16" z G32 G-1 ® -� DS 1 �' G 7 �� Di 1 G-11 �D- G��, r DS c s n G-1s 72 1 ER-3 W10X12 29'-4 13/16" Qr- Li G s©. 1,2 2 rzl G-srin © , Cz1�� ¢ 1 ER-4 W10X12 33'-10 1/8" 1 I 6 DJ-1 8X35C13 16'-11 3/4" ANG32 �, o-� �, o _ 1n __J 2 DJ-2 8X35C14 16'-11 3/4" >- I I 2❑j 10 C© I I i 10 CO I ©3 10 Cl 103 C© I I 4 DH-1 8X35C16 8'-0" EC-1 EC-2 EC-3 - EC-4 EC-5 EC-6 EC-7 EC-8 EC-9 4 DS-1 8X35C16 8'-0" 'j o _ '-s� a'-o" }3'_6'j -J4 8'-0" 5'-6" 5'-6" 8'-0" _r �'-61 8'-0" 13'-6:, 6 JB-2 8X35C16 4'-7 1/2" 4 JB-4 8X35C16 4'-8 1/2" z 2 G-1 8X25Z16 17'-6" 08 GIRT 1.-1 3/4_ 1'-1 3/4l- 1'-1 3/4- 1'-1 3/11 1'-1 3/44_ 1.-1 3/j 1'-1 3/ 1 G-2 8X25Z16 18'-2" co o LAPS 1'-1 3/4' 1'.-1 3/4- 1.-1 3/4" 1-1 3/4' 1-1 3/4" 1'-1 3/4" 1-1 3/4' 1 G-3 8X25Z16 11'-0 7/16" > 8 G-4 8X25Z16 17'-3 1/2" Q ENDWALL FRAMING: FRAME LINE 1 1 G-5 8X25Z16 12'-0 7/16" 4 G-6 8X25Z16 7'-11 1/2" w CT) CI) cT) (? cr) 9 T cr) cr) 3 G-7 8X25Z16 19'-4 1/2"„ 1 G-8 8X25Z16 12'-9 7/16CC 2 G-9 8X25Z13 17'-3 1/2" Q /1-4" 4"' 1 G-10 8X25Z16 13'-6 7/16" 12 IEF5B 12 3 G-11 8X25Z16 10'-4 1/2" `� 1 G-12 8X25Z16 13'-6 7/16" V zZo 3 _ G-13 8X25Z16 19'-4 1/2" _z oo0 w zz 1 G-14 8X25Z16 12'-9 7/16" ...JE r= so f5e >? N r N ' s 1 G-15 8X25Z16 12'-O 7/16" 10 o ljjw W¢ oc \E N N S,R2, 2 G-16 8X25Z16 17'-6" ',Ole � R2,2 \E i N Q o �, 2 /epC 1 G-17 8X25Z16 18'-2" El, mcg 2 ss' - _ m o o 0, m _ /eFse 1 G-18 8X25Z16 11'-0 7/16" Co is -W �¢ 55- _ �` , ' ' 1 0 o 2 G-39 8X25Z12 17'-3 1/2" Q H oaa3o �o rn o m I al ¢roc �o N _, N N N N m \ �T 2 CB-2 CABLE250 16'-10"-11 3/8" z co %.2.8 awl i ` o, ' N N -a. 1 o, _ 2 CB-3 CABLE250 14'-4 3/4" Q ozpLLoZm omngp RG —� N - rn 1 N N N 1 rn N I SS, J Z co r 0 �Z U Ss N 1 N a RC CONNECTION PLATES ^ z o c� o mg 3 Q �- N \ m N N o a o, \ FRAME LINE 1 �/! Q mw��o mho z N rn I o oN N 0 1 rn N �� DID QUAN MARK/PART ai ��f= do= o c.l \ 0, .1-.- co co -..r.= rn N WALL SHEET 1 8 GRO8NO3B .- o z w o o (D -4,,. E Z a, w DELJ8P3 CELJSA3 DELJ8A3 DELJ8P3a ANG32 2 76 JC8 o�¢ac~i� toZ ¢3 o, 1 in - IWF5D IWF5D IWF5D IW'F5D - I m Sa150 SCREWS ¢&J¢"'Z mR_¢I0 mqa p, I - n r1 in n ,n ,n ,n - 1 o, (b' 0/C) FLANGE BRACE TABLE Z a-o Rao ¢o Z 2 Z -- FRAME LINE 1 ¢-1,511.7_,,c..0 a LLm o , I M Q 10 m Q Qm m < mQ Q m m < n N 1. O £CUJ UJ ¢WFW ¢O [A] `r -, to U - DLi u_ --° CO to m toto co OID, MARK LENGTH o m r �. LLHZO LLLL w -uj w w wW w w _I w_ ww _ - - w TRIM 1 FB2A 1'-3 5/8" xo xLL oxo7d o_ 2 FB3A 1'-5 1/8 �� I I I I IE56 IEF5B o IEF5B IEF5B TEK1 SCREWS ' 3 FB1A 1'-3 3/8" DELJ8P3 CELJ5A3 DELJ8A3 DELJ8P3 a-o oic� 4 FB4A 1'-5 1/4 �v1J Y\ SD150 SCREWS R LOWER //''O� ��gE1�1;9q� 4( \ WALL SHEET ., 'V IOBT _ I q ivy , `�9 dy csi o oI o WALL SHEETING �` � P.--- 7 - TRANSITION DETAIL \� TRIM COLORS —1 , / ►� ENDWALL SHEETING (Sc TRIM: FRAME LINE 1 EAVE TRIM = Burnished Slate CORNER TRIM = Antique Red 0_ ' �� BASE TRIM = Burnished Slate GUTTER = � F [A] PANELS: 26 Ga. R - Antique Red DOOR TRIM = Burnished Slate DOWNSPOUTS = 4S, Dai O� [B] PANELS: 26 Ga. RR - Burnished Slate RAKE TRIM = Burnished Slate Co pRC1=�'S\ x LINER TRIM = Liner panel color GENERAL NOTES: x SOFFIT TRIM = Soffit panel color SEP 0 8 2014 * ONLY APPLICABLE IF LINER TRIM OR SOFFIT PANEL IS INDICATED 1. Use TEK5WW screws in place of SD150 panel screws at all 10 gage members. ON BUILDING ORDER. PAGE 18 OF 23 BOLT TABLE � FRAME LINE 13 cC 3'-O 120'-O"OUT-TO-OUT OF STEEL 9SLOCATION QUAN TYPE DIA LENGTH ER-1/ER-2 8 A325 1/2" 1 1/2" ER-2/ER-3 8 A325 1/2" 1 1/2" o a © © Q ' " Cor_Column/Raf 2 A325 3/4" 1 3/4"CD 0 © 0 ER-3/ER-4 8 A325 1/2" 1 1/2" o_ 15'-0" 15'-0" 15'-0" �_ 15'-0" 15'-0" 15'-0" 15'-0" 15-0 EC-2/ER-1 2 A325 3/4" O < Q4„ 44"1\ 1 3/ 4/ 12 12 EC-3/ER-1 2 A325 3/4" 1 3/4" VI 2P 4.1;224 EC-4/ER-2 2 A325 3/4" 1 3/4" Z w FgI EC-5/ER-2 2 A325 3/4" 1 3/4" w oC ...... 2 fR, EC-6/ER-3 2 A325 3/4" 1 3/4" ¢ - � ERZ F�P/ FV- F T 3 EC-7/ER-4 2 A325 3/4" 1 3/4" c Z FiP J G 10 = G-12 �� :q EC-8/ER-4 2 A325 3/4" 1 3/4" Z m 31'-2" Ir. MEMBER TABLE xci 26'-5" P jP / / G-8 -� c 4 p = G-4 1' `�\:q Fg FRAME LINE 13 CI o F j, ,ti JB-4 JB-4{I © 2 ------*/-12QUAN MARK PART LENGTH z o OR, F' P c� FB1A IIII J8-4 JB F:1A cep Fe2q ER-4 1 EC-10 W12X16 14'-9 1/2" 03-• '� 5 G-4 �" I© G 4 M❑ FB4A ® G 4 © '� G-4 G-15 ` q 1 EC-2 W12X16 19'-4 7/16" x ti -3 f21'-8" G3�i JB-2 C JB-2 JB-2 © �qN 1 EC-3 W12X16 24'-4 7 16" - P PN L9 e,3 JB 2 JB-2 ce'� --3n Je 2 C32 Pa2A EC-4 W10X33 29'-4 7/16" • Z c i- ' G 3 M _v G-39 M © G-9 Pi C-39 © G_4 - ;16.-- �\ ' 1 EC-5 W12X26 34'-1 11/16" 0 CV ci W F ii G 4 D B3A G-9 2❑ _ 2q Z o H C3 17'-0" ...- 6 _--\. 1 EC-6 W1OX33 29'-4 7/16" F63A 12I '� ® a M FB4A M © hii,. :3A M M FB3A 1 EC-7 W12X16 24'-4 7/16" F.O. 18156 Ls 12'-2" G 2 \/ © DH-1 DH_11 ❑G 11 �/ M DH-11 2 M DH-11 M G-17 1 EC-8 W12X16 19'-4 7/16" o r i i N I I i i o N FB3A i I FB3A 1 1 EC-9 W12X16 14'-9 1/16" G-1 FB3A o o FB3A G 7 o M o c-11 o M o t13 0 '0 o n G-16 1 ER-1 W10X12 33'-10 1/8" o `O 47' 5" N , © ] © © 2 LI zp -`�� 1 ER-2 W10X12 29'-4 13/16" I Ds-1 �e os 1 DS-1 �-' DS-1 12 -- 1 ER-3 W10X12 29'-4 13/16" za ANG32 G-1(31--� G 6 f21 z1 1 G-6 F2f . G-11 a ilII.0 0 G-13 \ M M S G-16 ¢ 1 ER-4 W10X12 33'-10 1/8" M I M 2 I © i r I 6 DJ-1 8X35C13 16'-11 3/4" L ANG32 in - !/ - 1 in - _ �n _ 2 DJ-2 8X35C14 16'-11 3/4" CC I IIS cf CM I X77 EMI M] CO I M7 EM I I 4 DH-1 8X35C16 8'-0" EC-10 EC-2 Es EC-3 EC-4 EC-5 EC-6 EC-7 EC-8 EC-9 4 DS-1 8X35C16 8'-0" - co I - -,J _`O v_d I - 6 JB-2 8X35C16 4'-7 1/2„ _� Zs s'-o" 13 6' 8'-0" 5'-6" 5'-6" 8'-0" s'-o" �i s 4 JB-4 8X35C16 4'-8 1/2 2 G-1 8X25Z16 17'-6" 0w GIRT 1'-1 3/4_ 1.-1 3/4 1,-1 3/4- 1.-1 3/44- 1'-1 3/4_ 1'-1 3/4_ 1'-1 3/4_ 1 G-2 8X25Z16 1 8'-2" co o LAPS l'-1 3/4" 1'-1 3/4' 1'-1 3/4" 1-1 3/4' 1'-1 3/4" 1-1 3/4' l'-1 3/4" 1 G-3 8X25Z16 11'-0 7/16" w 8 G-4 8X25Z16 17'-3 1/2" Q ENDWALL FRAMING: FRAME LINE 13 1 G-5 8X25Z16 12'-0 7/16" 4 G-6 8X25Z16 7'-11 1/2, w n 3 G-7 8X25Z16 12'-4 1/2" Y ICT) 1 G-8 8X25Z16 12'-9 7/16" CC 2 G-9 8X25Z13 17'-3 1/2" Q Q4" IEF5B 4"]\ 1 G-10 8X25Z16 13'-6 7/16" 12 0 12 3 G-11 8X25Z16 10'-4 1/2" 1 G-12 8X25Z16 13'-6 7/16" ooa 3 G-13 8X25Z16 19'-4 1/2" z i=zo IA zz _i �c 1 G-14 8X25Z16 12'-9 7/16" z1Q 00 F5g ' S 1 G-15 8X25Z16 12'-0 7/16" Q }g¢Ao WQ �E i - -- - s, 2 G-16 8X25Z16 17'-6" m W a o 2 ECC �-7 - N - m a, - N _ �'� R2�2 �F 1 G-17 8X25Z16 18'-2" ��W a mo 55---Ft2� ,N N M CflN -,I �� co eF 1 G-18 8X25Z16 11'-0 7 16" co ja�Ko WO 2 f \ a, I o o 0, \ SB / a,¢�¢ cc cc <o S- �, a, 1 o M M o 1 m N 2 G-39 8X25Z12 17'-3 1/2" oanW�'o tLL 7 - Q N ` ` 4 CB-1 CABLE250 19'-11 3 8" Q a=soz ¢w"' N - N 10 N N N a, - N 2 CB-2 CABLE250 16'-10" / z CO �Z¢ZW �� o N 1 - -, - 2 CB-3 CABLE250 14'-4 3/4" Q C'3 oov=om 0.E, N i+, 1 rn - �- ss_„„ _...1 ,g LL U 2�/)Z U. SSOG / ,1 a I N N N 1 a _., C CONNECTION PLATESz¢oc0wc`� za N \ - Q, o �+ o a N - 0 FRAME LINE 13 mw�g_Z• m*m C, o N -CD I rn \' N 1� UPPER DID QUAN MARK/PART �am uj0¢ o �, a _ m 1 8 GRO8NO3B �1 oW�� or 0� N rn I i� i� I rn - ANG32 WALL SHEET ag Z ,eR Z y Z - a, 1 ..a DE J8A3 DELJ�A3 DEL8A3 DE_J8A3 1 rn - 2 76 JC8 oaao� C�oz F3 a, I - IV/F5D IWF5D IWF5D IWF5D - I, 1 rn 51)150 SCREWS ¢*�¢W2p mg-i0 m< a I �1 ' - 1 a, (6• am FLANGE BRACE TABLE Z a13Zn¢U wmEw oc - ¢ m m < am CO < r7 m< ¢ m CO < I -- I FRAME LINE 13 aW�¢LL aWLLm o� N ¢WH'W W ¢W~Z ¢a n Do a Do °�° i �° OID MARK LENGTH m o m z J i1 W J Jy1 W J WJ J ..J W J "-1-z1=1--1,- LL z o LLLL [A] W - - LU W- - W J ;� -J W - W TRNI 1 FB2A 1'-3 5/8" o=oxo�oa o_ 2 FB3A 1'-5 1/8" , 1 I I I I Ell o IE-SB o o IEF5B o IEF5B o IEF53 TEKI SCREWSL iii 3 FB1A 1'-3 3/8 DE_J8A3 DELJEA3 DEL 8A3 DE_J8A3 a'-6' ofc� 4 FB4A 1'-5 1/4" [ ] - (6'SD150/C)SCREWS \A OA e c Y I I I I WALLRSHEET f•ef./ `S `1 '( .�`y�: (v ViCo a • l�rY I o o IOBT o b WALL SHEETING GO 1 TRANSITION DETAIL i ( p_. TRIM COLORS 1 .4`;,1r*- ' z. ENDWALL SHEETING & TRIM: FRAME LINE 13 EAVE TRIM = Burnished Slate CORNER TRIM= Antique Red //1 •n [A] PANELS: 26 Ga. R - Antique Red BASE TRIM = Burnished Slate GUTTER = �, 3Gj� F / DOOR TRIM = Burnished Slate DOWNSPOUTS = �cS' 08 c;"[B] PANELS: 26 Ga. RR - Burnished Slate RAKE TRIM = Burnished Slate $� ,sS\ °R x LINER TRIM = Liner panel color ��- 8 �� GENERAL NOTES: *SOFFIT TRIM = Soffit panel color �] 1. Use TEK5WW screws in place of SD150 panel screws at all 10 gage members. * ONLBUILD NG ORDERF LINER TRIM OR SOFFIT PANEL IS INDICATED PAGE 19 OF 23 FIELD ING F TS WILL WHEN ANG64 TEK1 SCREWS ENDWALL NOTE MI ELEVATIONS ARE NHOT ITHE SAME FROMEWALL TO WALLIRT CC (2) / PURLIN 40 0 RAFTER ENDWALL (2) H50X125 BOLTS COLUMN BEARING FRAME o PURLIN T❑ `4 ENDWALL COLUMN CL PURLIN CLIP (2) M50X100 BOLTS Z CL ®, GIRT TO COLUMN (2) MTO COLUMN BOLTS ,¢ ro!G ®,3 I GIRT T❑ I I •000 , Z Luis) � / WCC cr 5P---A• I p 111141**: aC 10 II : �� c� z �_ �, PURLIN 0\41 .„„......" ENDWALL ® o ®o iiiii. �� co COLUMN 144%44o iii}�i. 0 � C.- -'P. (2) M50X100 BOLTS �. o dFo !� .I GIRT T❑ COLUMN p , ' Z o y"T— (2) M50X100 B❑LTS ENDWALL GIRT N /.. / CLAP B❑LTS-TYP) II (❑UTSET) s� QSEE B❑LT TABLE - SIDEWALL GIRT ', N❑TE #1Q N QZ' WALL ON ENDWALL DRAWINGS (OUTSET OR FLUSH) J ,- Ci W RAFTER c FOR BOLT SIZE TEK1 SCREWS A 7 PURLIN T❑ ENDWALL 3 6 ENDWALL COLUMN TO GIRT TO ENDWALL COLUMN ANG32 (2) PER GIRT F.O. 18156 D12 BEARING FRAME CORNER COLUMN a RAFTER C❑NNECTI❑N RAFTER C❑NNECTI❑N TO BYPASS ENDWALL GIRT 0 COLUMN CONNECTION TO MASONRY '0G NOT BY CORLE BUILDING SYSTEMS -<r� DOOR JAMB PURLIN X100 9A COLUMN (4)M50 B❑LTS ¢,oG�r� M50X100 , PER CLIP00/ , I-® (2) B❑LTS111010 o Ct ICO -9,o PER CLIP GIRT Z E ' I II GIRT ' GIRT `� w IIdiCC cc H50X125 �' p jj11 111‘1` , FLANGE 1/:11 IIIII°' rilililllill (2) BOLTS BRACE FLANGE 4 PURLIN CLIP ` ` . BRACE w I'r (4) TEK1 SCREWS RAFTER ra...00 ccCLIP TO DOOR JAMB CIS /.— Ili Q I lit ' H50X125 V zzLL JC8, Jclo, JC11 OR JC12 CLIP ♦ H50X125 FLANGES BRACE BOLT000 (MATCHED TO JAMD DEPTH) (2) BOLTS FLANGE BRACE BOLT �zz ui zz JAMB TO BASE CLIP )KFLANGE BRACING (PURLIN LAP-TYP) (2 BOLTS PER BRACE) ' (2 BOLTS PER BRACE) zoF J o0 *MAY BE NEAR SIDE, FAR SIDE, OR BOTH � m�Z¢ o w¢ E 6 DOOR JAMB TO FOUNDATION ROOF PURLIN TOH 4y¢��mmo oN INTERIOR FRAME RAFTER GIRT TO COLUMN - BYPASS GIRTS �a �o W� GIRT TO COLUMN — OUTSET GIRTS Cl)cn _;¢�a¢ Q¢ MATCHED TO JAMB DEPTH 0 Q EPag0 cc0w EAVE STRUTMATCHED T❑ JAMB DEPTH Z F- ..��Z0 w LLJ (2) TEK1Q C7 oogOm owl SCREWS EAVE STRUT (4) TEK1 SCREWS (8) TEK1 SCREWS �� Z ;Qza �Z� CLIP TO DOOR JAMB , z0S 0 z � CLIP TO DOOR JAMB w 3a � wLLOz w AND CLIP TO GIRT GIRT p¢C m¢� 0 m�W o 11, : V.-1W 00f0 14440* . DOOR JAMB p �a-8~ 0z¢ 0z xJCB,JC10,JC11,JC12 f azzo�¢ zJN •� v \ \\ I GIRT GIRT T❑ JAMB CLIP ¢a�0 ? 0 ¢� $ zda, 0 iIII .I ��'6 L ayii¢a0 ayu.m 80is , s , ¢www¢ ¢wt- ¢�o ,;r.. , :D:." �� / Q oxoxx�� oxoza oza ® • i , LL�-zr LLrz0 w� (2) H50X125 B❑LTS 1i, ! r ' hi, EAVE STRUT V\1 ANG64 TO COLUMN II , FIELD N❑TCH LEG- %141— r-A. N q��x OF DOOR JAMB/ / �� (2) M5OX100 B❑LTS '41111% `�+ %j7� CLIP T❑ GIRT L .1 (2) H50X125 BOLTS DOOR JAMB cf) \ EAVE STRUT TO RAFTER NEJC8,JC10,JC11,JC12 \ �„ RIGID FRAME GIRT TO JAMB CLIP ....// ENDWALL RAFTER COLUMN C� cb 65 I 8 EAVE STRUT TO ENDWALL RAFTER EAVE STRUT TO RIGID FRAME (11, L 9 �i�s - 083.. \�� BYPASS GIRT CONDITION WALL GIRT TO DOOR JAMB DOOR JAMB TO WALL GIRT F1)P •. 1 LOW EAVES'--, .....;,L,,,!--.-Ii..1 PAGE 20 OF 23 *MATCHED TO JAMB DEPTH 5D150 SCREW EAVE ct (6' 0/C) STRUT 112 Q (4) TEK1 SCREWS PANEL TO SD150 SCREW • START CABLE AT PAINT MARKS EAVE STRUT c CLIP TO DOOR JAMB IIIII WALL PANEL p DOOR JAMB PANEL TO STRAND GRIP WALL GIRT cLosuRE O RAKE GIRT (OPTIONAL) C/, ANGLEeC DOOR PAINT MARK(S) IOBT BASE TRIM Z 11111 Z w COLUMN OR C2T64 ❑/C) W (AS PER ORDER) C RAFTER WEB ANG32 Q l O \ CORNER II STITCH SCREW BASE ANGLE Z T;T:12:::: ANGLE li 'firQ r Q�.. BRACER BASE , '�' Qx ANGLE (4) TEK1 SCREWS ` �IFLAT �j �' C�� zoo' rSD150 SCREW ��CLIP T❑ HEADER �1/1: WASHER C6' ❑/C)I��:� I%� PANEL T❑ BASE CONCRETE x SLOT IN WEB T❑ NUT _ r ' Z C Fw— C`3 INSERT BRACER IIIA' BASE TRIM /2 O N Q Z AND EYEBOLT 44. 11 _.- 110*. SD150 SCREW 1.1 I r Ci W *JC8,JC10,JC11,JC12 (1'-0' ❑/C) F.O. 18156 GIRT TO JAMB CLIP 1)12 , CORNER TOPANEL F.O. DOOR HEADER TO DOOR JAMB11111 Q2 CABLE BRACE / EYEBOLT "R" PANEL SIDEWALL STANDARD BASE TRIM ANG32 SD150 SCREW WINDOW OR i IEF5B REPLACED BY IEF5BX FOR ROOF PITCHES >1112. CORNER ANGLE (1'-0' ❑/C) DOOR JAMB DOOR JAMB WALL PANEL TO 50150 SCREW FST#4 SCREW CORNER ANGLE (1'-0' ❑/C) I, p (1'-0' ❑/C) WALL PANEL 114 / SOFFIT TRIM >- IT❑ HEADER T❑ WALL PANEL cOWALL I PANEL DRIP CAP 'I111111r%� �'/ i11111111 II III�I11SOFIT `Crco z p w�� . PANEL7:1 ` clsI'1IWFSD ` W11 DRIP CAP ��'SD150 SCREW(I'-O' ❑/C) ` z WALL PANEL FST#4SCREWSD150SCREWT❑ JAMB MB / HEADER � OUTSIDE LLI II C1-0 ❑/C) C1'-0' ❑/C) C❑VER TRIM ' � CL❑SCCWALL PANEL T❑ T❑ O❑R JAMB WALL Q 1111111115 PANELAND HEADER lb CDrWALL FST#4 SCREW 000WALL PANEL PANEL WALL 'R', 'RR', OR 'A' IEFSB FST#14 (1'-0' ❑/C) ~zo W zZ PANELJAMB TRIM SOFFIT TO zoF w F00 F CORNER TRIM C2'-0' ❑/C) wa<oa zo ICF3H AT 'R' PANEL JAMB TRIM JAMB / HEADER *SOFFIT TRIM SOFFIT TRIM Q o M w m E ICF4B AT 'RR' PANEL COVER TO - 1—wER8 cy ICF4CA AT 'A' PANEL JAMB / HEADER W¢lLD W m z UM w¢, CORNER TRIM DOOR & WIND❑W JAMB / HEADER TRIM DOOR & WIND❑W DELUXE JAMB TRIM SOFFIT AT BUILDING EAVE Q = o«§o co ■ATTACH EAVE TRIM TO EAVE PLATE WITH(3)FSTR14/PIECE UNTIL 1i NOT BY CORLE BUILDING SYSTEMS *ATTACH RAKE CHANNEL TO PURLINS WITH (2) TEK1 SCREWS ¢ ¢ o ��ui FIELD COPE • ROOF PANEL TO EAVE PLATE SCREWS ARE INSTALLED. Z �- a s>O W�� PANEL AT PURLINCS INSIDE METALcn a c> a AND BOTTOM LEGS. w ,� QCT### (VARIES) ROOF CLOSURE RAKE2TRIM Q C'3 ooLL •m omm TOP EAVE PANEL *TUBE Z_ U QzU) LLco3 SD150 SCREWSEALANT SD150 SCREW PANELROOF z¢ L. c�z.T (l'-O' 0/C) STRUT COVER EAVE i TOP EAVE �' LLo�wo z3¢ PLATE (2'-0' 0/C) w o�Z -w SOFFIT PANEL METAL STRUT COVER RAKE TRIM TOApe �mcriow8V u�o � - TO PURLIN /� • CLOSUREINSID `�'►`�� I. L. ROOF PANEL >_4Q� R 0"' =2 . ` : ';> s 1' X 1/B' ¢aa'-F¢ z m o 3* PANEL SOFFIT .4(li TAPEIC ¢w ww¢ x(0lui-z �Q x•, ` ,t ';-'' ® 0202 00¢ RE ' .....e„......44 �` .4. J LLrz !-. LLrzo RE orr . i " ` RAKE TRIM , �� 4, IEOC "4►. I 0000, 4`� PURLIN COVER O SENMq is OUTSIDE CLOSURE ��` SOFFIT (4) FST#14 �� TRIM ,,� ��> v� , FST#4 SCREW �`` PANEL (POP RIVETS) SOFFIT 14 FST#4 SCREW !V 0 PANEL tiI (1'-0' 0/C) 1 x (1'-0' 0/C) �� ECB### (VARIES) RAKE ' RAKE TRIM TO RAKE CHANNEL a -¢i SOFFIT TRIM ` BOTTOM EAVE IRF-(L(L/R) CHANNEL I I� CD TO WALL PANEL FST#4 SCREW STRUT COVER j _ _- W_o. FST#4 SCREW SOFFIT (SOFFIT COL❑R) (1'-0' ❑/C) RAKE ❑/C) WITRIM WALL EAVERSTRUT C1STo 4 OS/CREW CLOSUREIE❑C TRIM TO N:'.0' 03 v PANEL EAVE STRUT EAVE STRUT COVER C) BOTTOM EAVE SOFFIT PANEL c< p85 '4Z- PANEL SOFFIT PANEL STRUT COVER �L 0 RAKE TRIM AT GABLE EXTENSION 6' ,A ...c, \ SOFFIT AT BUILDING GABLE LOW EAVE EXTENSI❑N TRIM RAKE CLOSURE AT EAVE EXTENSI❑N (ROOF SURFACES <1= 90' 0 EAVE TO PEAK) . _�_ . ,-.114 PAGE 21 OF 23 NOTECS). •ATTACH EAVE TRIM TO EAVE PLATE WITH(3)FST#14/PIECE UNTIL 1)INSTALL THE RIDGE FLASHING STARTING AND ENDING 2-1/2' OUTSIDE ROOF PANEL TO EAVE PLATE SCREWS ARE INSTALLED. IEF5B (SOFFIT COLOR) RAKE THE STEEL LINE FST#4 SCREW SS-RC# EAVE SOFFIT TRIM TRIM Q 2)LEAVE 6' UNFASTENED ON EACH END TO ALLOW THE RAKE TRIM TO BE (6) PER END CAP RIDGE FLASHING PLATE TYP, EACH SIDE INSTALLED LATER. RCT### (VARIES) '3)DO NOT INSTALL THE FST#4 SCREWS FOR THE RIDGE CAP THROUGH TOP EAVE OF PEAK SD150 SCREW O CI THE LOCK OF THE STANDING SEAM. PROOF ANEL ` STRUT COVER ' OUTSIDE FST#4 SCREW '� ��%' RAKE CHANNEOL O Q (6' 0/C) CLOSUREwSS-RC# * IIi CAPLCCSD150 SCREW (S) PER PANELCCo1'X1/8' CZ MASTICTAPE �� 1'X1/8'_10, � MASTIC TAPE•00, FST#4 SCREWEAVE STRUT COVER FST#4 SCREW N,.. III TG EAVE STRUT (1'-O' ❑/C) CJ) XSS-RECI FST#4 SCREW ECB### (VARIES) IEF5B TRIM .4.0. SOFFIT / (1'-O' 0/C) PANEL Z c H C'3 RIDGE END CAPBOTTOM EAVE TO SOFFIT PANEL ♦ COVERSTTOT STRUT COVER Q N Q Z EAVE STRUT (FIELD COPE AT COLUMN AND EAVE FST#4 SCREW _i .- 0 LU SS-R1 STRUT BOLTS WHERE REQUIRED) IE❑C (1'-0' 0/C) NE# = ROOF PITCH RAKE TRIM RIGID FRAME PURLIN COVER PURLIN COVER F.O. 18156 COLUMN TO SOFFIT PANEL GABLE OR SINGLE SLOPE-LOW EAVE RIDGE CAP TRIM - RIDGE CAP END CLOSURE OPEN WALL OR MASONRY CONDITION SOFFIT TRIM AT GABLE PEAK ' ENDWALL RAFTER - GIRT CLIP CC (SEE ENDWALL DRAWING CONNECTION 7 CD PLATE TABLE) -±-I— Ci) E Z a 4110 i .,-11.-- O 8 CO o ®Ijir w -� ICC \ ENDWALL 10c GIRT 41111 ..I'10-.) (2) M50X100 BOLTS V >: GIRT TO CLIP oLL Z-1 0 Z EZz w ZZ (2) H50X125 BOLTS w<IW-I zo 0 CLIP TO RAFTER D c3o o¢ wwuJcnw >z BYPASS ENDWALL GIRT TO I= 0 <WZW �3 BEARING FRAME RAFTER al = oca3o <• o ¢ a s�z �Ww C7 OOEom ocn J LL(ZU)z Uzi co Q ihtF2 o m*¢w y DCwUF u),IL o IM Zzincl (7Zo 0 CD > z<a�,E toZ cr3 Z ...Q�¢wg mg o zm Za=.aO Qp CJ zZp O Qyti¢aV 6L.1-ITA U� QwF-wW¢ DCwF-z Q< � z FF=-O U-Fz0 R.Y. -J I I [ I \Aa\A! YoR O >SEN SKI ii ' ze1 C I ' gil \.:\\... . f PAGE 22 OF 23 RAFTER SIZE RAFTER C❑NNECTI❑N *SEE BOLT TABLE ON ROOF FRAMING PLAN *SEE BOLT TABLE ON ROOF FRAMING PLAN BEAM SIZE PLATE cc 8' 8' 8CEBCP ENDWALL (2) M50X100 BOLTS r 10' 10' lOCEBCP RAFTER EAVE STRUT TO RIGID FRAME (2) M50X100 BOLTS 8' 10' TO EXTENSI❑N BEAM COLUMN EAVE STRUT TO o a 810CEBCP TO EXTENSION BEAM 10' 8' BUILDING p Q EAVE STRUT BUILDING 10 EAVE STRUT 3KEXTENSI❑N BEAM TO Q ENDWALL RAFTER CLIP . Z W (SEE TABLE FOR \ EXTENSI❑N . EXTENSI❑N LuCC .ec N%s. � SAVE STRUT \'� EAVE STRUT cCC❑NNECTION PLATE) ` \� C� cC❑LDF❑RM Zc• C❑LDF❑RM EXTENSI❑N I�® 0 II® 0 xciRAFTER L BEAM II IIE - Iii.. u'®' 400° Z o � 0 � N — Q A 1 Z? Cli ® oQZ 41111141 � * ®� EXTENSI❑N BEAM ill illtitfill TO RIGID FRAME u 0 cu BEAMI II J r W TO BEARING FRAME II , ": I F.O. 18156 EXTENSI❑N BEAM I EXTENSION BEAM (4) H50X125 BOLTS C2) M50X100 EXTENSI❑N BEAM (2) M50X100 EAVE STRUT TO TO ENDWALL RAFTER EAVE STRUT TO EXTENSI❑N BEAM EXTENSI❑N BEAM FLUSH EAVE EXTENSI❑N TO0 / X6� FLUSH EAVE EXTENSI❑N TO FLUSH EAVE EXTENSI❑N C❑LDF❑RM FRAME ENDWALL \\ BEARING FRAME ENDWALL T❑ RIGID FRAME — LOW EAVE cc o AT LOW EAVE \ AT LOW EAVE C„Z SEE BOLT TABLE ON ROOF FRAMING PLAN z ET O 8 —w / RIGID FRAME (2) M50X100 BOLTS > / Q COLUMN EAVE STRUT TO w TO EXTENSION BEAM BUILDING V..1 EAVE STRUT ��•• LL �� EXTENSION EAVE STRUT V 400, Z ,212: Z Z �1 ZO- 00 p LL'_'a � E� II OFrjjWr2 LL7 Ili® / mwari�cg opt /I ¢QP_owwccD(o L1 o co Q wm S Q G LL i0.0 *EXTENSION BEAM0 �'�,� m=002 �� T❑ RIGID FRAME ® Iii N xz¢z� � a II J Q a o - ca owp EXTENSION BEAM / Ma ¢-�_ o / a mwgmZ Ezoowo go (2) M50X100 rr D� �?`o�¢ zzy oz EAVE STRUT TO V >3 201- E3oZ °f-`3 EXTENSI❑N BEAM Z Hem ¢��c� 2* auiLL¢a¢ a�LLZZQm 82, 0 2FZFFO .220 ,ILL X g FLUSH EAVE EXTENSI❑N TO ---I I I D INI ENDWALL RIGID FRAME — LOW EAVE P\s%------- k441 ., \ h nays 083`D o' .,1 ,PAGE 23 •F 23