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Home My WebLink About41206-Z Mir Town of Southold 3/22/2017 P.O.Box 1179 c 53095 Main Rd o��Ql Southold,New York 11971 CERTIFICATE OF OCCUPANCY No: 38870 Date: 3/22/2017 THIS CERTIFIES that the building ADDITION/ALTERATION Location of Property: 425 Birch Dr., Laurel SCTM#: 473889 Sec/Block/Lot: 128.4-9 Subdivision: Filed Map No. Lot No. conforms substantially to the Application for Building Permit heretofore filed in this office dated 11/29/2016 pursuant to which Building Permit No. 41206 dated 12/7/2016 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: ADDITION AND ALTERATONS (SUNROOM)PER ZBA DECISION#6998, DATED 11-17-2016, TO AN EXISTING ONE FAMILY DWELLING AS APPLIED FOR The certificate is issued to Pradas,Joseph of the aforesaid building. SUFFOLK COUNTY DEPARTMENT OF HEALTH APPROVAL ELECTRICAL CERTIFICATE NO. 41206 03-02-2017 PLUMBERS CERTIFICATION DATED t r ed Signature yoSUFEaa��oTOWN OF SOUTHOLD moo a BUILDING DEPARTMENT TOWN CLERK'S OFFICE o . SOUTHOLD, NY BUILDING PERMIT (THIS PERMIT MUST BE KEPT ON THE PREMISES WITH ONE SET OF APPROVED PLANS AND SPECIFICATIONS UNTIL FULL COMPLETION OF THE WORK AUTHORIZED) Permit#: 41206 Date: 12/7/2016 Permission is hereby granted to: Pradas, Joseph 425 Birch Dr Laurel, NY 11948 To: construct additions and alterations to existing single-family dwelling as applied for per ZBA approval. At premises located at: 425 Birch Dr., Laurel SCTM #473889 Sec/Block/Lot# 128.-1-9 Pursuant to application dated 11/29/2016 and approved by the Building Inspector. To expire on 6/8/2018. Fees: SINGLE FAMILY DWELLING -ADDITION OR ALTERATION $295.20 CO -ADDITION TO DWELLING $50.00 Total: $345.20 Buil Ins e Form Nn.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: I. Final survey of property with accurate location of all buildings,property lines,streets,and unusual natural or topographic features, 2. Final Approval from Flealth 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, G, Submit Planning Board Approval of completed site plan requirements. B. For existing buildings(prior to April 9, 1957)non-conforming uses,or buildings anti"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. Mees I. 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 Cortiticate of Occupancy- $50.00 5, Temporary Certificate of Occupancy-Residential $15.00,Commercial$15.010 Date..r ja�j_tv New Construction: Old or pre-existing building: ✓ (check one) Location of Property: LL , _P)_ i rci I r i V-e- Lau re, I House No. Street I•lamlet JOwner or Owners of Property:Pra (Ls Suffolk County Tax Map No 1000, Section Block Lot Subdivision Filed Map, Lot- Permit No. Date of Permit. _ Applicant: Health Dept. Approval: �Underwritcrs Approval: Planning;Board Approval: ,_ / Request for: Temporary Certificate Final Certificate: � (check one) Pec Submitted:$ 5o '' Appli0911atare T /T 'EE)rdd 080T869T€9 Ind TV:C0 9TOZ'6Z'AOX SOUp�®l Town Hall Annex Telephone(631)765-1802 54375 Main Road Fax(631)765-9502 P.O.Box 1179 G Southold,NY 11971-0959 ® ® �® roper.richert()-town.southold.ny.us l�couv,� BUILDING DEPARTMENT TOWN OF SOUTHOLD CERTIFICATE OF ELECTRICIAL COMPLIANCE SITE LOCATION Issued To: Pradas Address:425 Birch Drive City:Laurel St: New York Zip: 11948 Budding Permit* 41206 Section: 128 Block: 1 Lot: 9 WAS EXAMINED AND FOUND TO BE IN COMPLIANCE WITH THE NATIONAL ELECTRIC CODE Contractor: DBA: Wildwood Electric License No: 4836-E SITE DETAILS Office Use Only Residential X Indoor X Basement Service Only Commerical Outdoor X 1st Floor X Pool New Renovation 2nd Floor Hot Tub Addition Survey Attic Garage INVENTORY Service 1 ph Heat Duplec Recpt 2 Ceding Fixtures HID Fixtures Service 3 ph Hot Water GFCI Recpt Wall Fixtures Smoke Detectors Main Panel A/C Condenser Single Recpt Recessed Fixtures CO Detectors Sub Panel A/C Blower Range Recpt Fluorescent Fixture Pumps Transformer Appliances Dryer Recpt Emergency Fixture Time Clocks Disconnect Switches Twist Lock El Exit Fixtures TVSS Other Equipment: "SUN ROOM" - Electric Radiant Floor Heat - 1- Circuit. Notes: Inspector Signature: Date: March 2, 2017 7 0-Cert Electrical Compliance Form xis Of SOUjy�� UNi'1 a TOWN OF SOUTHOLD BUILDING DEPT. 765-1602 INSPECTION ( ] FOUNDATION 1ST [ ] ROUGH PLEIG. [ ] FOUNDATION 2ND [ ] INSULATION [ ] FRAMING / STRAPPING [ ] FINAL [ ] FIREPLACE & CHIMNEY [ ] FIRE SAFETY INSPECTION [ ] FIRE RESISTANT CONSTRUCTION [ ] FIRE RESISTANT PENETRATION [ ] ELECTRICAL (ROUGH) [ ] ELECTRIC (FINAL) REMARKS: IV DATE INSPECTOR �o �o H O i holy o TOWN OF=SOUTHOLD BUILDING DEPT. 765-1802 INSPECTION [ ] FOUNDATION 1ST [ ] ROUGH PLEIG. [ OUNDATION 2ND [ ] INSULATION ]6RAMING STRAPPING [ ] FINAL ---- [ ] FIREPLACE & CHIMNEY [ ] FIRE SAFETY INSPECTION [ ] FIRE RESISTANT CONSTRUCTION [ ] FIRE RESISTANT PENETRATION [ ] ELECTRICAL (ROUGH) [ ] ELECTRICAL (FINAL) REMARKS: ff Wl'rWQ ✓ 1 k �V14"1)ylS D I� DATE /31IMINSPECTOR SOUlyo h� l0 TOWN OF SOUTHOLD BUILDING DEPT. 765-1802 INSPECTION [ ] FOUNDATION IST [ ] ROUGH PLEG. [ ] FOUNDATION 2ND [ ] INSULATION [ ] FRAMING / STRAPPING [ ] FINAL [ ] FIREPLACE & CHIMNEY [ ] FIRE SAFETY INSPECTION [ ] FIRE RESISTANT CONSTRUCTION [ ] FIRE RESISTANT PENETRATION [ ] ELECTRICAL (ROUGH) [ ] ELECTRICAL (FINAL) REMARKS: via D2RA(, A) DATE INSPECTOR OF SOUT'yo N O �o�y�OUMV,0� TOWN OF SOUTHOLD BUILDING DEPT. 765-1802 INSPECTION [ ] FOUNDATION 1ST [ ] ROUGH PLRG. [ ] FOUNDATION 2ND [ ] SULATION [ ] FRAMING / STRAPPING [, FINAL [ ] FIREPLACE & CHIMNEY [ ] FIRE SAFETY INSPECTION [ ] FIRE RESISTANT CONSTRUCTION [ ] FIRE RESISTANT PENETRATION [ ] ELECTRICAL (ROUGH) [ ] ELECTRIC (FINAL) REMARKS: ��6 Vj0njS 0 OK - D - .Q.n ' nAp DATE INSPECTOR so cou TOWN-OF SOUTHOLD BUILDING DEPT. 765-1802 INSPECTION FOUNDATION 1ST ROUGH PLEIG. -FOUNDATION 2ND INSULATION FRAMING / STRAPPING FINAL FIREPLACE & CHIMNEY FIRE SAFETY INSPECTION FIRE RESISTANT CONSTRUCTION FIRE RESISTANT PENETRATION ELECTRICAL (ROUGH) ELECTRICAL (FINAL) REMARKS; 9" f DATE INSPECTORoi� L C _ M1• FIELD INSPECTION REPORT DATE CO NTS t �0 1 aoV(b&ejLA FOUNDATION(IST) ® H -------------------------------------- FOUNDATION ---------------------------------FOUNDATION (2ND) z 14111 Rom-" Owl, S , � ti7N1n av,S P� � o - N ROUGH FRAMING& y PLUMBING l r INSULATION PER N.Y. STATE ENERGY CODE VV i FINAL ADDITIONAL COMMENTS 1 a 3 5 ao 4 3�S e e Cir ,c y 0 -- z d b H TOWN C)h"SOUTHOLD BUILDING PERMIT APPLICATION CHECKLIST L'UILFiurNG 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 nD 1200 d/ �j Planning Board approval FAX: (631)765-9502 (� D Survey Southolffown.No rthFork.net PE NO. ` P- Check NOV 2� Septic Form N.Y.S.D.E.C. Trustees 10"IN DEM C.O.Application Flood Permit TOWN OF SOUTHOLD Examined � 20 Single&Separate Storm-Water Assessment Form Contact: Approved 20 / N4aiiil t11o__: 614+1 - Disapproved a/ �1 '�9 'r 5 -6) ukh QDram ll�W7 3,17mm1sr.; wz'. P one: k�' R Expira' Bu pector -� D r PLICATION FOR BUILDING PERMIT AUG ® 3 2016 Date ,20 INSTRUCTIONS DEM ks,7cpufa pT� completely filled in by typewriter or in ink and submitted to the Building Inspector with 4 sets of pt o an 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 law's,ordinances,building code,housing code,and regulations,and to admit authorized inspectors on premises and in building for necessary inspections. (Si ` 1re( appl cant or name,if a corporation) (Mailing address of applicant) State whether applicant is owner, lessee, agent, architect,engineer, general contractor,electrician, plumber or builder 0'u Name of owner of premises –JOSP on 4 panne. 1r&A&Z (As on the tax roll or latest deed) If applicant is a corporation, signature of duly authorized officer kNannc";and title of corporate officer) Builders License No. 14SSLOOA-1� Plumbers License No. Electricians License No. Other Trade's License No. 1. Location of land on which proposed work will be done: House Number Street Hamlet County Tax Map No. 1000 Section lal$ Block 1 Lot 01 I ~ L S,ubd,.iision eS Filed Map No. Lot �J s_ 2. State existing use and occupancy of pr mises and intended use and occupancy of proposed construction: ' a. Existing use and occupancy b. Intended use and occupancy damgj 3. Nature of work(check which applicable):New Building Addition ✓ Alteration Repair Removal Demolition Other Work 4. Estimated Cost Fee (Description) (To be paid on filing this-application) 5. If dwelling, number of dwelling units Number of dwelling units on each floor If garage, number of cars 6. If business,commercial or mixed occupancy,specify nature and extent of each type of use. 7. Dimensions of existing structures, if any:Front •J Rear Iia• � Depth oZ J ` Height v_ Number of Stories o2 Dimensions of same structure with alterations or additions: Front (.oO. 3' loRear a•3 1 Depth Height Number of Stories — 1911 ti 8. Dimensions of entire new construction:Front I$ �t� Rear_ 191!�� Depth 110 Height 1 ` 1 �' Number of Stories 1 9. Size of lot:Front r c4s Rear l Qs + Depth 10. Date of Purchase OUSLA' Name of Former Owner M anz1 Tl O o 11. Zone or use district in which premises are situated 12. Does proposed construction violate any zo ing law, ordinance or regulation? YES `1 NO 13. Will lob re-graded? �' t be graded. YES NO Will excess fill be removed from premises? YES NO 4915$irm Dc- 14.Names of Owner fpremise .( D ft P("6kddress Lcx%A e M 11149 Phone No. _ Name ofArchitect U Addresslla W11Son D(.0-,-kfFPhoneNo (a31 Cot^-pa5ek Name of Contractor Ll+(, ASc`,OS Address - Phone No. U517e- (0 Ibvmv-nY (n 4 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 ) �j cu-1 a- C�.�C CA,% t being duly sworn,deposes and says that(s)he is the applicant (Name of individual signing ontract)above named, (S)He is the LI (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 eP-'- day of t„-t 201 C ry @ic JUAN M.ANN Signatu e o A licant �lotae Public,StBL45'10864�lYork Qualified in Nassaus3 9uneCounty I, Commission FORM NO. 3 TOWN OF SOUTHOLD BUILDING DEPARTMENT SOUTHOLD, N.Y. NOTICE OF DISAPPROVAL DATE: August 9, 2016 TO: Donna&Joseph Pradas 425 Birch Drive Laurel, NY 11948 Please take notice that your application dated August 3, 2016 For permit for a sunroom addition at Location of property: 425 Birch Drive, Laurel,NY County Tax Map No. 1000—Section 128 Block 1 Lot 9 Is returned herewith and disapproved on the following grounds: The proposed construction on this non-conforming 18,525 square foot parcel in the Residential R-40 District, is not permitted pursuant to Article XXIII, Section 280-124, which states that lots measuring less than 20,000 -square feet in total size require a minimum rear yard setback of 35 feet d-a- imum lea e 20%. The proposed construction notes a rear yard setback of 22.44 fed/and a total to cov a e of --- =------23.05%. --------------------- Authorized Signatu Cc: File, ZBA FORM NO. 3 TOWN OF SOUTHOLD BUILDING DEPARTMENT SOUTHOLD,N.Y. NOTICE OF DISAPPROVAL DATE: August 9, 2016 AMENDED: August 29, 2016 TO: Donna &Joseph Pradas 425 Birch Drive Laurel,NY 11948 Please take notice that your application dated August 3, 2016 For permit for a sunroom addition at Location of property: 425 Birch Drive, Laurel,NY County Tax Map No. 1000—Section 128 Block 1 Lot 9 Is returned herewith and disapproved on the following grounds: The proposed construction on this non-conforming 18,525 square foot parcel in the Residential R-40 District, is not permitted pursuant to Article XXIII, Section 280-124, which states that lots measuring less than 20,000 square feet in total size require a minimum rear yard setback of 35 feet. The proposed construction notes a rear yard setback of 22.44 feet. This Notice o Disa roval was amended on Au st 29 2016 to co rect lot cove e. ----- - ----�=---------j--- -------- Authorized Signat e Cc:File, ZBA �l�� 'BOARD MEMBERSLeslie Kanes Weisman,Chairperson Southold Town Hall �QF $�Ujy 53095 Main Road•P.O.Box 1179 � O ti0 l0 Southold,NY 11971-0959 Eric Dantes Office Location: Gerard P.Goehringer u> >c Town Annex/First Floor,Capital One Bank George Horning 0 o y� 54375 Main Road(at Youngs Avenue) Kenneth Schneider �yCOU Southold,NY 11971 http://southoldtown.northfork.net ONING BOARD OF APPEALS R CEIVED i TOWN OF SOUTHOLD U NOV 2 3 2016 Tel.(631)765-1809•Fax(631)765-9064 ` NOV 26 2 1�6a,� BI�.LDIP1G DEAD INGS,DELIBERATIONS AND DETERMINATIO 'IOC OF SO .ID UTHO MEETING OF NOVEMBER 17,2016 Southold Town Clerk ZBA FILE# 6998 NAME OF APPLICANT: Donna and Joseph Pradas PROPERTY LOCATION: 425 Birch Drive,Laurel,NY 11948 SCTM# 1000-128-1-9 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 H category of the State's List of Actions, without further steps under SEQRA. SUFFOLK COUNTY ADMINISTRATIVE CODE: This application was not referred as required to be referred to Suffolk County planning department under,Administrative Code Sections A 14-14 to 23. LWRP DETERMINATION: The relief, permit, or interpretation requested in this application is listed under the Minor Actions exempt list and is not subject to review under Chapter 268. PROPERTY FACTS/DESCRIPTION: The applicant's property is a non-conforming 18,525 square foot parcel located in an R-40 Zoning District. The property measures 195 feet along Birch Drive to the west, 95 feet along the northerly property line, 195 feet along the easterly property line, and 95 feet along the southerly property line. The property is improved with a single family dwelling with attached garage as shown on a survey prepared by Anthony Abruzzo L.L.S. dated July 31, 2003 and last updated October 29, 2004, and plot plan (S1 of 9) prepared by Alexis Spyrou,Licensed Professional Engineer, last revised August 25,'2016.. BASIS OF APPLICATION: Request for Variance(s) from Sections 280-124 and the Building Inspector's August 9, 2016, Amended August 29, 2016 Notice of Disapproval based on an application for a building permit to construct a sunroom addition to a single family dwelling, at; 1) less than the code required rear yard minimum setback of 35 feet, located at: 425 Birch Drive,Laurel,NY. SCTM# 1000-128-1-9. RELIEF REQUESTED: The applicant requests a variance to construct a sunroom at 22.44 feet from the rear property line where code requires a minimum rear yard setback of 35 feet. _ FINDINGS OF FACT/REASONS FOR BOARD ACTION: The Zoning Board of Appeals held a public hearing on this application on November 4, 2016 at which time written and oral evidence were presented. Based upon all testimony, documentation, personal inspection of the property and surrounding neighborhood, and other evidence,the Zoning Board finds the following facts to be true and relevant and makes the following findings: 1 Page 2,November 17,2016 #6998,Pradas SCTM No. 1000-128-1-9 1. Town Law 4267-b(3)(b)(1). Grant of the variance will not produce an undesirable change in the character of the neighborhood or a detriment to nearby properties. The neighborhood consists of non-conforming lots improved with single-family homes. The applicant's parcel is long and narrow. There is a fence as well as evergreen screening on the rear yard line which will prevent the neighbors from seeing the proposed sunroom. The sunroom will be in the rear of the house and will not be visible from the street. 2. Town Law 4267-b(3)(b)(2). The benefit sought by the applicant cannot be achieved by some method, feasible for the applicant to pursue, other than an area variance. The applicant's house was built right at the code permitted 35 feet from the property line. The sunniest part of the property is the rear of the house and that is the only part of the property where it is practical to construct a sunroom. Any additions and alterations off the rear side of the house will require the benefit of an area variance. 3. Town Law 4267-b(3)(b)(3). The variance granted herein is mathematically substantial,representing 36%relief from the code. However, the applicant is building a 1 one story sunroom which will remain unheated and only be for seasonal use. 4. Town Law 4267-b(3)(b)(4). No evidence has been submitted to suggest that a variance in this residential community will have an adverse impact on the physical or environmental conditions in the neighborhood. The applicant must comply with Chapter 236 of the Town's Storm Water Management Code. 5. Town Law 4267-b(3)(b)(Q. The difficulty has been self-created. The applicant purchased the parcel after the Zoning Code was in effect and it is presumed that the applicant had actual or constructive knowledge of the limitations on the use of the parcel under the Zoning Code in effect prior to or at the time of purchase. 6. Town Law 4267-b. Grant of is the minimum action necessary and adequate to enable the applicant to enjoy the benefit of a sunroom while preserving and protecting the character of the neighborhood and the health, safety and welfare of the community. RESOLUTION OF THE BOARD: In considering all of the above factors and applying the balancing test under New York Town Law 267-B, motion was offered by Member Dantes, seconded by Member Goehringer, and duly carried,to GRANT the variance as applied for, and shown on the Architectural Plans by Alexis Spyrou labeled Plot Plan, S 1-S9; Al;R1-8 dated July 1, 2016, last revised August 25, 2016. SUBJECT TO THE FOLLOWING CONDITIONS: 1)The applicant may not construct a second story addition on the rear of the subject dwelling at less than the code permitted 35 foot rear yard setback,unless further variance relief is applied for and granted. That the above conditions be written into the Building Inspector's Certificate of Occupancy, when issued. Any deviation from the survey, site plan and/or architectural drawings cited in this decision will result in delays and/or a possible denial by the Building Department of a building permit, and may require a new application and public hearing before the Zoning Board of Appeals. Any deviation from the_variance(s)granted herein as shown on the architectural drawings, site plan and/or survey cited above, such as alterations, extensions, or demolitions, are not authorized under this application when involving nonconformities under the zoning code. This action does not authorize or condone any current or future use, setback or other feature of the subject property that may violate the Zoning Code, other than such uses, setbacks and other features as are expressly addressed in this action. 'f +t'age 3,November 17,2016 #6998,Pradas SCTM No. 1000-128-1-9 The Board reserves the right to substitute a similar design that is de minimis in nature for an alteration that does not increase the degree of nonconformity. Pursuant to Chapter 280-146(B) of the Code of the Town of Southold any variance granted by the Board of Appeals shall become null and void where a Certificate of Occupancy has not been procured, and/or a subdivision map has not been filed with the Suffolk County Clerk,within three (3)years from the date such variance was granted. The Board of Appeals may, upon written request prior to the date of expiration, grant an extension not to exceed three (3) consecutive one (1)year terms. Vote of the Board: Ayes: Members Weisman (Chairperson), Schneider, Dantes, Horning, Goehringer. This Resolution was duly adopted(5-0). Leslie Kanas Weism n, Chairperson Approved for filing ��/a�� /2016 - mac"zip'cC � � gUrFC,!�a Scott A. Russell �f! �y STOIRMWAXIE)[Z SUPERVISOR o MANA\G 1EI\v1[]ENT SOUTHOLD TOWN HALL-P.O.Box 1179 'O m 53095 Main Road-SOUTHOLD,NEW YORK 11971 Town of So u th o l d It CHAPTER 236 - STORMWATER MANAGEMENT WORK SHEET ( TO BE COMPLETED BY THE APPLICANT) DOES THIS PROJECT INVOLVE ANY OF 'I7(-IIE ]FOLLOWING: Yes No (CHECK ALL THAT APPLY) ❑ v A. Clearing, grubbing, grading or stripping of land which affects more than 5,000 square feet of ground surface. ❑ B. Excavation or filling involving more than 200 cubic yards of material ❑[dwithin any parcel or any contiguous area. C. Site preparation on slopes which exceed 10 feet vertical rise to E][3/ 100 feet of horizontal distance. D. Site preparation within 100 feet of wetlands, beach, bluff or coastal erosion hazard area. ❑ E. Site preparation within the one-hundred-year floodplain as depicted - on FIRM-Map- of any watercourse:- : ❑[YF. Installation of new or resurfaced impervious surfaces of 1,000 square feet or more, unless prior approval of a Stormwater Management Control Plan was received by the Town and the proposal includes in-kind replacement of impervious surfaces. If you answered NO to all of the questions above, STOP! Complete the Applicant section below with your Name, Signature, Contact Information, Date & County Tax Map Number! Chapter 236 does not apply to your project. If you answered YES to one or more of the above, please submit Two copies of,a Stormwater Management Control Plan and a completed Check List Form to the Building Department with your Building Permit Application. APPLICANT: (Property Owner,Design Professional,Agent.Contractor,Other) S-C.T.M. ": 1000 Date. Duind NAME. I(hY1c, U mcj lag C1 w—,i Section Block Lot Contact Information <C��1�� 1�^✓�!/ IQ— rkyiwui<wntr Reviewed By. - - - - - - - - - - - - - - - - - - Date: `� W Property Address / Location of Construction Work: — — — — — — — — — — — — — — — — — i�G 16j�h �Y` Approved for processing Building Permit Stormwater Management Control Plan Not Required LCAlJ1,1(L\ ® Stormwater Management Control Plan is Required (Forward to Engineering Department for Review-) FORM 4 SMCP- TOS MAY 2014 pf SQ�jI�, Town Hall Annex Telephone(631)765-1802 54375 Main Road CO2 (631)765- 5 P.O.Box 1179 G Q roaer.richert _own.soutl9io� .ny.us Southold,NY 11971-0959 Q �� BUILDING DEPARTMENT TOWN OF SOUTHOLD APPLICATION FOR ELECTRICAL INSPECTION ' 7 REQUESTED BY: . kA-LPJ-I P�-ss,,,br-.a Tic- Date: Company Name: I ILI) D ELC-C-7xac- J�Jc Name: IZ��P� Porss� .a2 License No.: y �� Address: P Phone No.: 63 i- 9 2q- L12/9 cal- w- 6-31 — 23Ga-22/4 � JOBSITE INFORMATION: (*Indicates required information *Name: RA+3AS ��Si�i✓�,eL *Address: VS- L -4&XC X 41 , *Cross Street: � �, �,3y i-VO *Phone No.: i Permit No.: _ y1 2Q6 3k i Tax-Map District: 1000 Section: Block: Lot: *BRIEF DESCRIPTION OF WORK(Please Print Clearly) 61 F tooa OUTLETS RN N6— EIE'G1-deIe-61je4j>,A-&I— T e►2c�efi 4s � Win, A0f,! {Please Circle All What Apply} Is job ready for inspection: YES/ NO Rough In Final *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 82-Request for Inspection Form O • TOWN OF SOUTH®L® PROPERTY RECORD CAR® 1600 OWNER STREET L. _5 VILLAGE DIST..' SUB. LOT via Pro do.3 )3 , % b �--p t/ e L a u k,--1 // �� c ��'�� d ✓ � ,v �o FORME 'O 1dER N E ACR. . �o �rGrG�Grs L IV e mgnz, Horne Sy�� W TYPE OF BUILDING 1 Y B RES. ? `, SEAS. VL. FARM COMM. CB. MICS. Mkt. Value LAND IMP. TOTAL DATE REMARKS �� ,�/ / s°i �v�-d G � 7 c R 9� �J (} 600 D //o[ Ht? N WF in -T w 1 LSN ��JF P Ss 80CD (C6oC) 74©o � t8� 005 �Z/zi 5 �-c� '1/%- "o-o ®O `��✓ (o,400 d> '' Zooms 1'0 Seo a v �o 00 /04ItA 4 $ t2LJ -o _ DOC �0 G O 00 / L a 7a 5-53-M rne5ff, h,-) mdd 50 �� zs f-L 2 - adla,s Ad �raelas �� /tj/4,- d Tillable FRONTAGE ON WATER Woodland FRONTAGE ON ROAD 'leadowkw4 DEPTH louse Plot BULKHEAD rotaI MEMO■■■ ■MEMEMEME■EMEMO■ ■■■■MEM■■■■JIMMEEMMENMEN 41 MENNEN a - :` �, EEM■■■E�■EEE■■■■ ■MEM■■ ` r �ri ,�- .,, --rr- � . � EEM■■■EE■■EEM■■IIE■M■■MM■■ ' RTIV SO [:ems � � • + .-` �.� - ■EMS■■EEEMEfiii®MMM■E■■■■■ fS . , ■■■■ME■■■■EEE■■■EM■■■■■■■ ■ ■EEM■■■■ME■■■ME■M■■M■■■E■E■■ . ■■■■■■■MMEEEE■■EM■E■■MM■■MMM■ Foundation Basement �Ext. Wall Interior Finish IFire Place Rooms 1st Floor Recreation Roo Rooms 2nd Floor . . � Jal • *d l New York State Insurance Fund 199 CHURCH STREET,NEW YORK,N Y 10007-1100 (888)997-3863 CERTIFICATE OF WORKERS' COMPENSATION INSURANCE AAAAAA 743007449 LOVELL SAFETY MGMT CO.,LLC 110 WILLIAM STREET 12TH FLR NEW YORK NY 10038 1 IVi Scan to Validate POLICYHOLDER CERTIFICATE HOLDER FOUR SEASON I,LLC D/B/A FOUR TOWN OF SOUTHOLD SEASON HOLBROOK 53095 MAIN ROAD 5005 VETERANS MEMORIAL HIGHWAY SOUTHOLD NY 11971 HOLBROOK NY 11741 POLICY NUMBER I CERTIFICATE NUMBER PERIOD COVERED BY THIS CERTIFICATE DATE G 1256 031-4 35528 07/01/2005 TO 07/01/2017 05/11/2016 THIS IS TO CERTIFY THAT THE POLICYHOLDER NAMED ABOVE IS INSURED WITH THE NEW YORK STATE INSURANCE FUND UNDER POLICY NO. 1256 031-4 UNTIL 07/01/2017, COVERING THE ENTIRE OBLIGATION OF THIS POLICYHOLDER FOR WORKERS' COMPENSATION UNDER THE NEW YORK WORKERS' COMPENSATION LAW WITH RESPECT TO ALL OPERATIONS IN THE STATE OF NEW YORK. IF SAID POLICY IS CANCELLED,OR CHANGED PRIOR TO 07/01/2017 IN SUCH MANNER AS TO AFFECT THIS CERTIFICATE, 30 DAYS WRITTEN NOTICE OF SUCH CANCELLATION WILL BE GIVEN TO THE CERTIFICATE HOLDER ABOVE. NOTICE BY REGULAR MAIL SO ADDRESSED SHALL BE SUFFICIENT COMPLIANCE WITH THIS PROVISION. THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION ONLY AND CONFERS NO RIGHTS NOR INSURANCE COVERAGE UPON THE CERTIFICATE HOLDER THIS CERTIFICATE DOES NOT AMEND, EXTEND OR ALTER THE COVERAGE AFFORDED BY THE POLICY. NEW YORK STATE INSURANCE FUND DIRECTOR,INSURANCE FUND UNDERWRITING This certificate can be validated on our web site at https://www.nysif.com/cert/certval.asp or by calling(888)875-5790 VALIDATION NUMBER: 745027768 II��I'Inl�lil� [Ito1Ell11m110[nmHillHill110]IIIIlIOIIIIII�Imuulm�pl�Il�Il�l�'I �Iu100000000000031943189II! u Form WC-CERT-NOPRINC Version 2(021292016)]WC Policy-12560314] U-26 3 7 [00000000000031943189][0001-000012560314][##Gl(14377-04)[CerLNOP-CERT 1101.000011 STATE OF NEW YORK WORKERS' COMPENSATION BOARD CERTIFICATE OF INSURANCE COVERAGE UNDER THE NYS DISABILITY BENEFITS LAW PART 1. To be completed by Disability Benefits Carrier or Licensed Insurance Agent of that Carrier Ia. Legal Name and Address of Insured(Use street address only) lb.Business Telephone Number of Insured 631-563-4000 ext.168 Four Seasons Solar Products LLC lc.NYS Unemployment Insurance Employer Registration 5005 Veterans Memorial Highway Number of Insured Holbrook, NY 11741 1 d. Federal Employer Identification Number of Insured or Social Security Number 205809702 DBA: Four Seasons Holbrook 2.Name and Address of the Entity Requesting Proof of Coverage 3a.Name of Insurance Carrier (Entity Being Listed as the Certificate Holder) Zurich American Insurance Company Town of Southoldl 3b. Policy Number of entity listed in box"la": 53095 Main Rd 5291935.004 Southold,NY 11971 3c.Policy effective period: 07/01/2016 to 07/01/2017 4.Policy covers: a.®All of the employer's employees eligible under the New York Disability Benefits Law b.❑Only the following class or classes of the employer's employees: Under penalty of perjury,I certify that I am an authorized representative or licensed agent of the insurance carrier referenced above and that the named insured has NYS Disability Benefits insurance coverage as described above. Date Signed 8/2/2016 By 4u") (Signature of insurance carrier's authorized representative or NYS Licensed Insurance Agent of that insurance carrier) Telephone Number (631)845-2200 Title Administrative Services Manager IMPORTANT:If box"4a"is checked,and this form is signed by the insurance carrier's authorized representative or NYS Licensed Insurance Agent of that carrier,this certificate is COMPLETE. Mail it directly to the certificate holder. If box"4b"is checked,this certificate is NOT COMPLETE for purposes of Section 220,Subd 8 of the Disability Benefits Law It must be mailed for completion to the Workers'Compensation Board,DB Plans Acceptance Unit,20 Park Street,Albany,New York 12207 PART 2. To be completed by NYS Workers' Compensation Board (Only if box"4b" of Part 1 has been checked) State Of New York Workers' Compensation Board According to information maintained by the NYS Workers'Compensation Board,the above-named employer has complied with the NYS Disability Benefits Law with respect to all of his/her employees. Date Signed By (Signature of NYS Workers'Compensation Board Employee) Telephone Number Title Please Note: Only insurance carriers licensed to write NYS disability benefits insurance policies and NYS licensed insurance agents of those insurance carriers are authorized to issue Form D13-120.1. Insurance brokers are NOT authorized to issue this form. DB-120.1 (5-06) ReceiptCopy Page 3 of 3 aCy a i i3 ;a SUFFOLK COUNTY DEPT OF LABOR, LICENSING & CONSUMER AFFAIRS PAYMENT RECEIPT RECEIPT NO. 299122 `FOUR SEASONS SOLAR PRODUCTS LLC 5005 VETS HWY HOLBROOK NY 11741 Recd From: IBIA: Date: J SEGRETI FOUR SEASONS SOLAR PRODUCTS LLC 4/08/2015 Payment Type: No: Drawn On: CHECK S22 BANK OF AMERICA Category Service Fee Violation Slip No Remarks 5-H.I. Contractor C - Lic. Renew. $400.00 =q SUFFOLK COUNTY DEPT OF LABOR. LICENSING 8 CONSUMER AFFAIRS FJOSEPH E IMPROVEMENT t:. ONTRACTOR 9.`''�w;,';,, EGRETIq..57This certifies that the bearer is duly FOUR SEASONS SOLAR PRODUCTS LLC licensed by the t County of Suffolk °" `"°"" '"�'"^^ '.ry 48604-H 04/07/2011 T..ar..F�a.�/1 � •• EMU UN E 04/01/2017 1 RECD BY: License#/Registration#: KR 8604 OTAL: Remarks: 400.00 ATTENTION HOME IMPROVEMENT CONTRACTORS Suffolk County Code Chapter 563-17(D) states:All advertising for Home Improvement contracting shall contain the number of the Home Improvement license. Customer copy http://suffolkea/receipteopy.aspx?ID=299122 4/30/2015 TEST HOLE Ground Surface Elevation 30.0, 2.0 Brown Loam(OL) 45/ .�y �� 17.0' 4.0 Pale Brown Fine to Medium Sand(SP) -,50 ° 43 '30 *"'W i,9o:o0 11.0 Pale Brown Fine-Sand Q ANY ALTERATION OR ADDITION TO THIS SURVEY IS A VIOLATION OF SECTION 7209 OF THE NEW YORK STATE EDUCATION LAW.COPIES OF THIS SURVEY MAP NOT BEARING THE LAND SURVEYOR'S ORIGINAL SIGNATURE AND INKED OR EMBOSSED Test Hole by McDonald Geoscience 8/01/03 SEAL SHALL NOT BE CONSIDERED A VALID TRUE COPY.. \ The existence of right of ways,wetlands,and/or easements of record,if any,not shown are not guaranteed. Elevations are in assumed datum Septic and well locations are by owners. o • 01 vQ �p . . 0' 0) /::v861,c-G1/A7EA • f to �1 D s�I�fiG l� air J k .-7 n T� �`� - Lv X51 `) E'GL , m 1\150° /3 .3o al 55.00 Pd W�I.L Map of Described Property Situated at Laurel Town of Southold, Suffolk County,New York District 1000 Section 128 Block 1 Lot 9 . Area= 18,525 Square Feet. ANTHONY ABRUZZO R.L.S. Certified To: REGISTERED LAND SURVEYOR Joseph Pradas 1500 Hortons Lane M& T Mortgage Corporation Southold,New York 11971 Sunrise Abstract, LLC, (631)209-0676 SURVEYED: July,31, 2003 FOUNDATION LOCATION: May 13, 2004 Certifications only added:January 7,2005 ' `,a. FINAL SURVEY: October 29 2004 �J Offsets and house measurements are to the foundation. 1»— z Ct�p ami W — u1 ` a�LaPRADA5 RE51DENCEIs LAUREL, NY 1 1 945 w oc 425 BIRCH DR. , �, �' � � oo �� 4. x r `iii��n�i� C J PLOT PLAN °2 0 NOUS DRAWING INDEX 5IRCH DR. n S 1 - PLOT PLAN T) 52 - GEN. NOTES 195.04' 2 53 - FOU ND./FLR. FRAMING PLAN Lu m. 54 - STRUCTURAL DETAILS -- - - -- - - - - - - - - - - - - - - - - - - - - - - - QL =gym U 3W x 55 - STRUCTURAL DETAILSF 5G - STRUCTURAL DETAILS o - m w PH HE 'u (n o m Awa 57 - STRUCTURAL DETAILS ' 8 I z 9 o w uz gs� 55 - STRUCTURAL DETAILS I m ® 3o m o= � 59 - STRUCTURAL DETAILS CONC. WALK >r- Q 't g � G A I - PARTIAL FLOOR PLAN ' ' o � R I - 5UNROOM PLAN * ELEV. ( Lo R2 - 5UNROOM DETAILS 92'70' w € " 60000j I � 39.00' I ® R3 - 5UNROOM DETAILS ' W 23.30' w I Fu- G OAHU R4 - 5UNROOM DETAILS p w BITUMINOUS Im 2 STORY o w O �� U- DRIVEWAY p O U- P, — R5 - 5UNROOM DETAILS Ln I o m I FRAME t-VINYL �; p I Ln RG - 5UNROOM DETAILS � ' 0 N GARAGE I RESIDENCE N 0 I m R7 _ 5UNROOM DETAILS I I 62.30' �� Os SPy4 Y� R8 5UNROOM DETAILS PAVER IWALK EXI5T. PAVER r- cc Ln PATIO n W 3 2.5' o ' 2cn 0 Fr (? m �4A 82359 Q� v 40,00' PROPOSED 5UNR00M ROFESwo FASTENER SCHEDULE FOR 230 SUN 4 STARS I 18'-9" x 12'-G 3/4" N I TO EXISTING STRUCTURES� FOUNDATION5 I COMPONENT FASTENER NO/SPACING — — — — — — — — — — — WOOD FENC — — — — — — — — DRAWING TITLE (MIN) FASTENERS COLUMN/SILL 3/8"OHILTI Q4K 2(MIN.)@ EACH COLUMN 195.00' COVER 5 H E ET BOLT III wAVA5HER AND 24'0.0 (MAX) 2X8 RIDGE 3/8" A PLOT PLAN BOARD y✓/WASHER (2)ROWS @ 16"O.0 — TO FX15TING 1 SCALE: I — 20'-0" �0�� REV1510N5 WALL COLUMN 3/610 2 IN TOP G'(3"APART) NOTE: W/WASHER 30"O C (MAX.)VERTICALLY (5/25/1 G - LOT COVERAGE 1 . THIS PLOT PLAN 15 FOR REFERENCE ONLY, A CALCULATIONS ALUMAIDGE 3/8"O BOLT w/ (2)ROWS @ i G"O C. FOR ADDITIONAL INFORMATION SEE SURVEY @ LEDGER WASHER PROVIDED BY A LICENSED LAND SURVEYOR. INTERNAL RAFTER 3/8" w/ (3)PER CUP f 1 O \Y/ CLIP WASHER 2. LOT COVERAGE CALCS (FOOT PRINT ONLY) L.' LLL�� DD � DRAWN BY: GWN NOTE: LOT AREA: = 18,525 SQ,FT. I REVIEWED BY: AS 1, ALL FA5TENER5 CONNECTING ALUM.TO ALUM.5HALL BE EXIST. HOUSE: = 1,472 5Q.FT. sLL FASTENERSSTEEL. PROPOSED ROOM: = 23G 5Q.FT. AUG 3 0 2016 SCALE: SEE PLAN 2. ALL FASTENERS CONNECTING ALUMINUM COMPONENTS TO 5TRUCTURAL FRAMING OR FOUNDATION SHALL BE HOT TOTAL: = 1,708 5Q,FT. DATE: 07-0 I-16 DIPPED GALVANIZED, 3 ALLFABTENER5 5HALL HAVE A MINIMUM OF 3"EMBEDMENT LOT COVERAGE = 9.23% BUILDING DEPT.LION � I OF 9 `OWN OF SOUTH®I,I) S� �aJ Pf�ADA5 RE51 DENCEui aR' Q7 W��CQ oC Q r lii�iln�irii 425 BIRCH DR, LAUREL, NY 1 1948 � ° °'{ �_ �z°m Z °' oo -� mm Od puq,u,pi ,Fm N v P LOT PLAN w - W 2'L11W 0 U DRAWING INDEX Is- BI PCH DR. gg, 1 S 1 - PLOT PLAN fflg 52 - GEN. NOTES I APPROVED AS NOTED Q 53 - FOUND./FLR. FRAMING PLAN 195.00 O �s� — —DATE. �j B.P.# _ ,_�_Q _ _ ELECTRICAL O ; _ Lu ao � 54 - STRUCTURAL DETAILS —— — — — — ��py `�ypg�ma p�p_T R —— — — — — — — — '� �b1 Li �1 I,ts`d®U�® Pl bEU J m 55 - STRUCTURAL DETAILS FEE:C BY: ohm z "Cl p SG - STRUCTURAL DETAILS NOTIFY UIL ING DEPAR NT AT N 3 z N 0 �m '1p: S7 - STRUCTURAL DETAILS I 765-1802 8 AM TO 4 PM FOR THE S8 - STRUCTURAL DETAILS 9 FOLLOWING INSPECTIONS: o DG �;�..? �-ROC D WIT . z z�� oWC °-u, Ln 1. FOUNDATION - TV'd0 REQUIRED I FR�,<J:; ^ UNTI SURVE O �S m 59 - STRUCTURAL DETAILS CONC.WALK 'N OCATI ;°o Q 't M HIS 6 FOR POURED CONCRETE r QF FOt�Tti :f T I� A I - PARTIAL FLOOR PLAN I 2. ROUGH - FRAMING & PLUMBING HAS_aEEN_, � (COVED. - C) g o gill 3. INSULATION __ a_ :z .__._ — _- _.> � 00 x z KI - SUNROOM PLAN * ELEV. Q zF �I STRIJ R �n LL 8� �yF R2 - SUNROOM DETAILS 4. FINAL - CONS,�,. 6 UST N" - I Wom��F R3 - SUNROOM DETAILS ' w 23.30 0 35,00 ALL CONSTRICTION SHALL MEET THE I � R4 - SU N ROOM DETAILS I BITUMINOUS R EOUIRE.%AENTS OF THE CODES OF NEW v p G � -So � ��' DRIVEWAY I 2 STORY o YORK STATE, NOT RESPONSIBLE FOR i 2V R5 - SUNROOM DETAILS Ln o m I FRAME * VINYL �; In RG - SUNROOM DETAILS m I o° N GARAGE I RESIDENCE N DESIGN OR CONSTRUCTION ERRORS. p°o R7 - SUNROOM DETAILSOF NEw1- 62.30COMPLY WITH ALL CODES OF ,�P �y��s spyq ,A R8 - SUNROOM DETAILS FX15T, NEW YORK STATE & TOWN CODES PAVER WALK g PAVER AS REOLIIRED AND CONDITIONS OF L cc PATIO I i 32,5' SOUTHOLD TOWN ZBA I 2 I w J 0-1 1!TRUSTEES - O 082359 40.00' PROP05ED 5UNROOM m AR�FEss10NP� FASTENER SCHEDULE FOR 230 SUN 4 STARS 1 18'-9" x 12'-G 3/4" TO EXISTING 5TRUCTURE5* FOUNDATION5 COMPONENT FA5TENER NO/SPACING - - - - - - - - - - WOOD FENC (MIN.) FASTENERS — — — — — — — — DRAWING TITLE: 3/8"1 WK 2(MIN.)@ EACH COLUMN 195,00' OCCUPANCY OR COLUMN/SILL BOLT III w/WA5HER AND 24"O.C.(MAX.) �. COVER SHEET 2XA PLOT PLAN USE IS UNLAi BOOARDARD 3/8 0 (2)ROWS @ 16"O.C. TO EXISTING N!WASHER I SCALE: I"= 20'-0" WITHOUT CERTI IZEVISION5 WALL COLUMN 3/8"0 2 IN TOP G'(3"APART) NOTE: W/WASHER 30"O.C.(MAX.)VERTICALLY Q 8/25/1 G - LOT COVERAGE I , TH15 PLOT PLAN 15 FOR REFERENCE ONLY, OF OCCUPANCY 1 CALCULATIONS ALUMAJDGE 3/5"0 BOLT w/ (2)ROW5 @ I s^O,C, FOR ADDITIONAL INFORMATION 5EE SURVEY @ LEDGER WA5HER PROVIDED 5Y A LICEN5ED LAND SURVEYOR, INTERNAL CLIPRAFTER 3/8'WA5MERBOLT w/ (3)PER CLIP 2, LOT.COVERAGE CALCS (FOOT PRINT ONLY) RETAIN STORM WATER RUNOFF NOTE: LOT AREA: = 18,525 5Q.FT. PURSUANT TO CHAPTER 236 DRAWN BY: GWN I. ALL FA5TENER5 CONNECTING ALUM.TO ALUM.SHALL BE EXIST. HOUSE: = I,472 SQ,FT. OF THE TOWN CODE. REVIEWED BY: AS 5TAINLE55 STEEL, 2. ALL FA5TENER5 CONNECTING ALUMINUM COMPONENTS TO PROPOSED ROOM: = 23G 5Q.FT, SCALE: SEE PLAN STRUCTURAL FRAMING OR FOUNDATION SHALL BE HOT TOTAL: = 1,708 5Q.FT, DATE: 07-01-16 DIPPED GALVANIZED. 3. ALL FASTENERS SHALL HAVE A MINIMUM OF 3"EMBEDMENT LION. LOT COVERAGE = 9.2376 I OF Q S t� pti'�� U h GENERAL NOTES _ QQ. v w - N � imgnnpi Cu 10 00 Z 'f h A FOUNDATIONS M.DESIGN LIVE LOADS (p z CO H.GLA55 STRUCTURAL MEMBERS HAVE BEEN DESIGNED FOR FULL DEAD LOADS AND THE a� Z Z Ln CO 1,MAXIMUM PRESUMPTIVE ALLOWABLE SOIL BEARING PU55URE FOR NEW FOOTINGS=3000 P5F. O O I.GLA55 UNITS CONSISTS OF TWO PANES OF 1/8"THICK TEMPERED GLA55 FOLLOWING LIVE LOADS IN ACCORDANCE WITH THE 2010 NEW YORK STATE _ 2 FOOTING EXCAVATIONS AND FORMS SHALL BE REVIEWED BY LOCAL BUILDING OFFICIAL PRIOR TO PLACING CONCRETE. CE U: A 5/8"5TAINLE55 STEEL SPACER BETWEEN PANES WITH AN ARGON FILL. BUILDING CODE: N S. FOOTING ELEVATIONS SHALL NOT BE RAISED OR LOWERED WITHOUT APPROVAL OF THE ENGINEER. w m m 2,GLA55 CONFORMS TO A5TM E 1300, B CONCRETE 3 ALL MC-16(CODE 78)CLEAR ARGON ROOF GLA55 HAS THE FOLLOWING 1.GROUND SNOW LOAD:20 P5F cm (U w MINIMUM PROPERTIES: I.ALL CONCRETE SHALL DEVELOP A MINIMUM COMPRESSIVE STRENGTH AT 28 DAYS OF 3,000 PSI. 2 - w VISIBILITY TRANSMITTANCE = 16% 2.WIND LOAD: w 2,ALL CONCRETE WORK SHALL CONFORM TO ACI 3 18. 2, uj �U SOLAR TRANSMITTANCE = 10% BASIC WIND SPEED: 120 MPH 3 PLACE °EXPANSION JOINT MATERIAL BETWEEN EDGES OF SLABS AND VERTICAL SURFACES UNLESS OTHERWISE NOTED. ULTRAVIOLET TRAN5MITANCE =7% WIND FXP05URE:C 3d3y� Q O C.REINFORCING STEEL VISIBLE OUTSIDE REFLECTIVITY = I I% VELOCITY PRESSURE EXP05LJRE COEFFICIENT,Kz:0 85 VISIBLE INSIDE REFLECTIVITY =25% DIRECTIONALITY FACTOR,Kd:0 85 1.BARS SHALL BE ROLLED FROM NEW BILLET-5TEEL CONFORMING TO A5TM AG 15.GRADE 60, SHADING COEFFICIENT = 18 GUST EFFECT FACTOR,G 0.85 w 2,WELDED WIRE FABRIC SHALL CONFORM TO ASTM A 185 OR A5TM A497, 50LAP HEAT GAIN COEFFICIENT =.15 IMPORTANCE FACTOR,1: 1.0 ,^ 3.DETAIL AND FABRICATE REINFORCING STEEL IN ACCORDANCE WITH"ACI DETAILING MANUAL",PUBLICATION 5P-66. RELATIVE HEAT GAIN =39 INTERNAL PRESSURE COEFFICIENT,GCpr 10.55 V J � 4. REINFORCING STEEL SHALL BE REVIEWED BY THE LOCAL BUILDING OFFICIAL PRIOR TO PLACING CONCRETE. ASHRAE WINTER U VALUE _.25 DESIGN WIND PRESSURE(WALL).32 PSF H 5, PROVIDE BARS AT CORNERS AND INTERSECTIONS OF THE SAME NUMBER AND SIZE AS LONGITUDINAL BARS IN FOOTINGS gaiii ASHRAE WINTER R VALUE =4.0 DE51GN WIND PRESSURE(ROOF):35 P5F Q �? �+9 ° WALLS. 4.ALL MC-56(CODE 74)CLEAR ARGON WALL GLA55 HAS THE FOLLOWING CONFORMS WITH PARTIALLY ENCLOSED DESIGN AND DOES NOT REQUIRE HURRICANE 5HUTTER5 O ®$ MINIMUM PROPERTIES: O0o �� D.STRUCTURAL LUMBER w, - W 1.STRUCTURAL LUMBER HALL BE GREEN DOUGLAS FIR LARCH NO.2,OR BETTER,UNLESS OTHERWISE NOTED V15IBILTTY TRAN5MITTANCE =56 WIND-BORNE DEBRIS REGIONS:(EITHER) LTL =;:Z 50LAR TRANSMITTANCE =29 1)AREAS WITHIN HURRICANE-PRONE REGIONS WITHIN I MILE OF THE COASTAL J h m U MPH ON THE PLANS WITH THE FOLLOWING MINIMUM PROPERTIES: Z Q -m z H"E ULTRAVIOLET TRAN5MITANCE = 13 MEAN HIGH WATER LINE WHERE THE BASIC WIND SPEED 15 1 10 MILES PER HOUR OR GREATER. Z E a. Fb=850 P51 E - VISIBLE OUT51DE REFLECTIVITY = 10 2)AREAS WITH A BASK WIND SPEED OF 120 MILES PER HOUR OR GREATER. O m Lu �O OMAR b. Fc(PERPENDICULAR)=625 P51 > d C. Fv-95 P51 V1515LF IN51DE REFLECTIVITY = 17 In w Z:n �_ p r�8 0 d. E= I,600,000 P51 SHADING COEFFICIENT =.38 IN THE5E REGIONS ACCORDING TO SECTION 1609 12 OF 2010 NY58C,THE GLA55 SHALL BE t - 2„g z�N J; SOLAR HEAT GAIN COEFFICIENT =.33 A55UMED TO BE OPEN THE 5UNROOM 15 THEREFORE ANALYZED AS A PARTIALLY OPEN STRUCTURE (� pp In _ - E €8 2.ALL PPE55URE TREATED LUMBER SHALL BE No.2 SOUTHERN YELLOW PINE,OR BETTER,WITH RELATIVE HEAT GAIN =79 ACCORDING TO ASCE 7-05 U)8u u ll_l _M ACID(ALKALINE COPPER QUATERNARY)TREATMENT. ASHRAE WINTER U VALUE =.25 Z ZZQ u m ��a .8 S.PROVIDE WASHERS BETWEEN ALL THE BOLT HEADS AND WOOD AND BETWEEN ALL NUTS Q K 9 0 -T 3 F AND WOOD, ASHRAE WINTER RVALUE =40 3.LATERAL DESIGN CONTROLLED BY WIND. H O_ u N 8W$ 29 4.LAG BOLTS AND SCREWS SHALL BE PROVIDED WITH LEAD HOLES HAVING A DIAMETER NOT I,SEALANT 4.FLOOR LIVE LOAD=40 75F, 2 > O Q d _ €�€ "G GREATER THAN 70 PERCENT OF THE THREAD DIAMETER OF THE BOLT OR SCREW ALL LAG BOLTS 1.ALL SEALANT CONFORMS TO TT-5-001543-A,TT-5-002306, :n g o 3 AND SCREWS SHALL BE INSERTED IN LEAD HOLES BY TURNING AND UNDER NO CIRCUMSTANCES ASTM C-920 TYPE 5,GRADE N5,CLA55 25. ENERGY INFORMATION: ,^ BY DRIVING WITH A HAMMER. R-VALUE 3"50LID ROOF PANEL: 13 4 V, In 5.THROUGH BOLTS SHALL BE PROVIDED WITH BOLT HOLES WHICH ARE h TO j INCH LARGER THAN J,GA5KET5 R-VALUE 4,25"SOLID ROOF PANEL- 18.61 THE BOLTS. T7ALL GA5KET5 ARE CO-EXTRUDED AND ARE NON-MIGRATORY, R-VALUE 7/8"ROOF GLA55 PANEL:4.0o� G.STEEL FOR ALL ACCESSORIES SHALL CONFORM TO A5TM A36. R-VALUE 3"SOLID WAL PANEL 13.4 O 3 .I 7.PLYWOOD SHALL BE C-C EXTERIOR,DFPA GRADE MARKED OR EQUIVALENT,OF THE THICKNESS K.ROOM SPECIFICS R-VALUE 7/8"WALL GLA55 PANEL:4.0 SHOWN ON THE DRAWINGS. U- 8.PROVIDE OTHER MANUFACTURED ACCESSORIES,AS REQUIRED AND AS SPECIFIED. I ROOM DEAD LOADS N.COORDINATION G o�65 � 9.ALL FABRICATED STEEL ASSEMBLIES EXPOSED TO WEATHER AND ALL STEEL FASTENERS,INCLUDING ROOF:7 P5F 1.THE CONTRACTOR SHALL VERIFY CONDITIONS IN THE FIELD AND IMMEDIATELY 3 BUT NOT LIMITED TO NAILS,ANCHOR BOLTS,CONNECTION BOLTS,NUTS,WASHERS,LAG BOLTS WALLS:5 P5F NOTIFY THE ENGINEER OF ANY CONDITION NOT AS ASSUMED. HE SHALL TAKE FIELD OR SCREWS SHALL BE GALVANIZED IN ACCORDANCE WITH THE ASTM STANDARD FOR THAT ACCESSORY, FLOOR 10 PSF- MEASUREMENTS AND BE RESPONSIBLE FOR THE SAME, ASTM A213,A 15 3 OR OTHER. 10,FABRICATED ITEMS INDICATED ON THE PLANS ARE DESIGNATED AS PRODUCTS PRODUCED BY THE REFERENCE STANDARDS; 0.ABBREVIATIONS I I ALL LAMINATED VENEER PSON STRONG TIE COMPANY MBER (LVL)SHALL HAVE THOTED OR EQUIVALENT PRODUCTS. A5TM E 1 10 THE FOLLOWING E FOLLOWING MINIMUM PROPERTIES. ASTM E 1300 ALL THOSE USEDLON TOHESE DRAWINGONS 15 S,BUT TOTSUPPLEMENTDOTHEPMORENT '� v�F NE�Y y a, Ft,=2,600 P51 A5CE 7-02 COMMON ABBREVIATIONS USED: S SPy9 b. Fv=285 F51 (o Q� G C. Fc(PERPENDICULAR)=750 P51 a)ROOF GLA55 CODE 75,R-VALUE=4.0 1 TYP,-TYPICAL d. E= 1,900,000 P51 WALL GLA55 CODE 74,R-VALUE=4.0 2.SIM.-51MILIAK b)WALL PANELS TO BE 3"INSULATED,R=13.4 3.LION-UNLESS OTHERWISE NOTED r E STRUCTURAL STEEL 4.CONT.-CONTINUOUS n ,I i w 1.ALL STRUCTURAL STEEL CONFORMS TO A5TM A36 OR A5TM A572 GRADE 50, L.DEFLECTION CRITERIA Lu I.ALL MEMBERS MEET OR EXCEEDS THE FOLLOWING MINIMUM P.CONSTRUCTION SAFETY Z P,ALUMINUM DEFLECTION LIMITS. 1.THESE DRAWINGS DO NOT CONTAIN NECE55ARY COMPONENTS FOR SAFETY (p (? 1.ALL STRUCTURAL ALUMINUM CONFORMS TO THE MINIMUM REQUIREMENTS OF 6005-T5 FOR ALLOY AND TEMPER LL DL+LL DURING CONSTRUCTION. X82359 Qin EXCEPT A5 NOTED BELOW: a.STRUCTURAL ALUMINUM- ---- U 120 2.THE INSTALLER SHALL PROVIDE ADEQUATE TEMPORARY BRACING,SHORING 4: A CORNER COLUMN........... ...................6063-T5 b.GLA55: L/175 --- GUYING OF FRAMING AGAINST WIND,CONSTRUCTION LOADS*OTHER 90FESSIONP�. H-COLUMN.. ......... ... . .. ....... ..........6063-T5 c.FLOOR5: U360 L/240 TEMPORARY FORCES UNTIL NO LONGER REQUIRED FOR THE SUPPORT OF UTILITY'H'COLUMN........ ......... .........6063-T6 THE FRAMING, 2.ALL STRUCTURAL ALUMINUM WORK CONFORMS TO"PART I-A-SPECIFICATIONS FOR ALUMINUM STRUCTURES- Q.MI5CELLANEOU5 ALLOWABLE STRESS DESIGN"OR"PART I-B-SPECIFICATION5 FOR ALUMINUM STRUCTURES-BUILDING LOAD AND 1.ALL CONSTRUCTION SHALL MEET THE REQUIREMENTS OF THE 201 O BUILDING CODE DRAWING TITLE: RE515TANCE FACTOR DESIGN'OF THE ALUMINUM ASSOCIATION,INC,SEVENTH EDITION,EFFECTIVE JANUARY 2000. OF NEW YORK STATE,THE RE51DENTIAL CODE OF NEW YORK STATE,THE ENERGY 3.IN ALL INSTANCES WHERE ALUMINUM COMES INTO CONTACT WITH 5TEEL,PROVIDE DIELECTRJC SEPARATION. CONSERVATION CONSTRUCTION CODE OF NEW YORK STATE,AND THE LOCAL GENE 11ZA L 4.ALL EXPOSED ALUMINUM RECEIVES ONE COAT OF PAINT. COLOR TO 15 COORDINATED WITH MODEL AVAILABILITY. ZONING RULES AND REGULATIONS. 5.ALL FASTENERS CONNECTING ALUMINUM COMPONENTS ARE 5TAINLE55 STEEL TYPE 300 18-8 UNLESS OTHERWISE 2 NO NOTE OR LACK THERE OF SHALL BE CONSTRUED A5 RELIEVING THE NOTED ON PLANS, CONTRACTOR FROM EXECUTING ALL THE WORK IN ACCORDANCE WITH THE N O I LS BUILDING CODE OF NEW YORK STATE,THE RESIDENTIAL CODE OF NEW G.STAIRS YORK STATE AND ALL LOCAL REGULATIONS HAVING JURISDICTION. SEE NEW YORK STATE RESIDENTIAL BUILDING CODE 3.THE ENGINEER SHALL NOT BE RESPONSIBLE FOR ACTS OF OMISSION OF REVISIONS SECTIONS R31 1.5 THRU R31 1.5.8.1 FOR STAIR REQUIREMENTS. THE CONTRACTOR OR ANY SUBCONTRACTOR OR AGENTS OR ANY OTHER PERSONS PERFORMING THE WORK. 4.THE ENGINEER 15 NOT RESPONSIBLE FOR OBTAINING ANY BUILDING PERMITS AND/OR VARIANCE APPROVAL. CLIMATIC GEOGRAPHIC DESIGN CRITERIA DRAWN BY: GWN GROUND SNOW WIND SEISMIC SUBJECT TO DAMAGE FROM FLOOD REVIEWED BY: A5 DE51GN LOAD FR05T LINE HAZARD SPEED(MPH) CATEGORY WEATHERING 5TH TERMITES DECAY SCALE: 5EE PLAN 5EE GENERAL 5EE GENERAL C SEVERE DEPTH MOD, TO HEAVY 5LIGHT TO MOD, NO DATE: 07-01-IG NOTES NOTES 52 of 9 Z ! 00^m u §u-i ED N W �. OUTSIDE FACE EXISTING WALL DENOTES 5MARTDECK PANEL ° '*• — Lu L Q (@ STRUCTURAL FRAMING)TYP. U AND TYPE, 5EE DETAILS FOR 2' 1 Q 0 v SPLICE AND CONNECTION REQUIREMENTS 01 ) 2x8 LEDGER CONT. 2x LEDGER p O > II _2x6 III - --- ----------- - ---- ----- ----- ------- --- --------- -- I Lu Z a II 11 II II E2'(� N II 2x6 S6 Ill LU w Q w i I� O m cn o= 3'-611 x G'-G"± LANDING I � I Z z o u z .2 STEPS, CONSTRUCT IN o 2xG SPLINE o 2x6 SPLINE o (I m O m - Lr) Q � ACCORDANCE TO 2010 NEW _ 2x6 _�b'II O O O > o Q fib'M e N D igga YORK STATE RESIDENTAIL N - 2x6 - N I i �5PUNE i A gBUILDING CODE, SEE: �W�gW°- s Eg.E°°�ooc2x6 I 2xG SPLINE � �� 57 59 (2) 2x6 ® Oho ----- - --------- - -� G <w�252 4x4 POST ON 8"(d11511 FOOTING TYP. 4 PLACES - 0 2x6 SPLINE o 2xG SPLINE II o N •<<GOf NEW Y N xsp cn p u Iv % m N Q A II II II I I `• dl - d !u 56 X S5 i �N DROP GIRDER ,0 82359 4, I� 71 (2) 2x I 0 � II � � O - - - -- -- - - --- ---- - - -_ - —_ - - -- - - -------- - -� 9�PEssk&o NOTE: 1. FOR INFORMATION NOT SHOWN SEE A I CONT. (2) 2x6 BAND I 5UNROOM DRAWINGS. B ' DRAWING TITLE. 2, DECK HEIGHT 15 28"±ABOVE FINISH S4 I 4x4 POST ON 12"0jrj I I 8 GRADE TYP. LION ( FOOTING TYP UON I Q i 55 FOUND. * fLK. 3. SEE GENERAL NOTES FOR MINIMUM FRAMING PLAN CONCRETE REQUIREMENTS 4. MAXIMUM ALLOWABLE CANTILEVER EQUALS"d"WHERE"d"15 DEPTH OF G" 8'-10 112" 8'-10 1/2" G" CANTILEVERED MEMBER A5 MEASURED RFV151ON5 FROM EDGE OF SUPPORT, 5. ALL GIRDER SPLICES SHALL OCCUR OVER SUPPORT. I I I DRAWN BY: GWN A FOUNDATION CON5ERVADECK PLAN REVIEWED BY: AS S3 spa - I'a SCALE: 5EE PLAN DATE: 07-01-I G 53 of 9 1 - 1T Y P4 rte"'—^9 s �� QUO c�dnj LLJ / Qf J — N wF InZOO ui i„, L7J Z Z 00�� a m rat �� +37 N x.. lu 110 WOOD POST �p �- — (SEE PLAN) ¢ M-M 51MP50N STRONG TIE PB POST BASFW ° m U DUE Q -M z HN ° CONCRETE FOOTING, -m W co m��°�° SEE PLAN ON SHEET 53 N W z o m FOR LOCATIONS 3/4” LIP AS PROVIDED °lm BY FACTORY 0 z 0`� � U"z ' N FINISHED Uj GRADE Q �0 Zsg o a. � F;f,;'�.+. ..,f� .•y.: 1 :: .:� vJ 011e U1 �" ° a APPLY SEALANT PRIOR TO �g a INSTALLATION OF SPLINE Ng ° G G n 4 z STEP I d 4, °d ° 8d NAILS @ .5" O.C. .�EOF NEwY O STAGGERED EACH 5 SPY9 do ° d \ m SIDE OF SPLINE 2 X G SPLINE Q� G a CONSERVADECK r Q ��\� ° ° \� , '. ,; :�• PANEL n I W �,c 8235 /� ° NOTE: a~ ROFESAT 51M. 5ECTION SIO�P /z\\/� FASTEN PAN ELS TO �\ � APPLY SEALANT TO EDGE OF DROP GIRDER IN ACCORDANCE DRAWING TITLE- TO DETAIL STEP 2 OSB PANEL ONCE FIRST PANEL ST�U CTU IAL D HAS BEEN INSTALLED BUT S5PRIOR TO INSTALLATION OF DETAILS SEE PLAN SECOND PANEL, A TYP. POST FOUNDATION B TYP CON5ERVADECK CONNECTION AT SPLINE REV1510N5 Sq NOT TO SCALE J4 NOT TO 5CAIF DRAWN BY: GWN REVIEWED BY: A5 SCALE: 5EE PLAN DATE: 07-01-I G 54 of 5 � A 4f ea W —_ Cu'?) W .,•iIn.• O O Ln o c �to 7 '+ r t, SUNROOM WALL r¢+ L S TN_7 TRUFAST 51PLD8000 FLASHING AS ;• dj U LL- SCREW @ I G"O.C. REQUIREp �LH� Q O0 I (P/N: HN8000) EXISTING 3/8"0 LAG BOLTS I STRUCTURE �T Sd NAILS @ 8"O.C. WITH 3" MIN. EMBED. CON5ERVADECK I 1 m� SEE SHEET S I FOR I I PANEL I I (� �R�f� MIN, CONNECTIONS i i RW F� I CON5ERVADECK 0 �v ---------1--`�'I Liz °� (2) 2x G CONTINUOUS 1 ' h ;i ------------11 I ='d•CO U � �s BAND AROUND ENTIRE ar. -'_�CO "H O� FLOOR PERIMETER :�'•, ;,+;� 1: .,^, C] -c� Luku I I .'.f;•' g g�z ••T ':i•.•• N 8 O ISOLATOR TAPE _____ ___� 2 z z 5_., �8 d (P/N: HN3130) 1___- 150LATORTAPE Q oaW[ m_j 303 FV�ng (1� S$�- FOR INFO. NOT r 2X4 LEDGER ATTACHED n O O Q g 5 G SHOWN SEE W/3/8"0 LAG BOLTS � g Q HUM EXISTING HOUSE BAND I @ 12"O.C. ,n p[ � �8 D IF EXIST FLOOR FRAMING 15 Q[ g ° DROP GIRDER S5 PARALLEL PROVIDE I 2x 10 LEDGER FASTEN TO EXISTING �tg-' SEE PLANS SOLID BLOCKING AS REQ'D STRUCTURE(3) ROWS 3/8"!a LAG BOLTS Q o FOR ADEQUATE CONNECTION W/MIN 3"EMBEDMENT @ 12"O.C., BOLTSlL �" °K • NO CLOSER THAN 2" FROM TOP�BOTTOM G 15N, —�/- - AND NO CL05EP THAN 5" FROM ENDS o �N a A TYP FRAMING CONNECTION AT EXTERIOR DROPPED GIRDER C TYP FRAMING CONNECTION AT LEDGER TO EXISTING STRUCTURE 5 NOT TO SCALE G NOT TO 5CALE OF NEW y 1S spy, O CON5ERVADECK PANEL r' � ' cc (CONTINUOUS OVER n _r ui uj DROPPED GIRDER). TRUFAST 51PLD8000 ��O 82359 = SCREW @ I G"O.C. ` CON5ERVADECK PANEL (P/N: HN8000) ARpFESSONP r, (CONTINUOUS OVER DROPPED GIRDER). DRAWINGTITLE: 5TKU CTU RAL a o " ��:�.:••'`;� ": •;'� �i,- DETAILS DROP GIRDER, (1) OR(2) DROP GIRDER, (1) OR(2) ISOLATOR TAPE �\ REVISIONS 51DE5 OF MAIN GIRDER SIDES OF MAIN GIRDER (P/N: HN3 130) DROP GIRDER AS OCCURS, SEE PLANS AS OCCURS, SEE PLANS SEE PLANS MAIN DROP GIRDER, POST SEE PLANS \ SEE PLANS 51MP50N STRONG TIE THA 5IMP50N STRONG ADJUSTABLE TOP FLANGE HANGER TYP. TIE BC4 P05T CAP 51MP50N STRONG DRAWN BY: GWN P05T SEE PLANS _ - - -� TIE BC4 POST CAP REVIEWED BY: AS SCALE: SEE PLAN B TYP GIRDER TO GIRDER CONN, POST D TYP CON5ERVADECK CONNECTION TO INTERIOR DROPPED GIRDER DATE: 07-01-I G `J NOT TO SCALE q� NOT TO SCALE .J 55 of 5 �'0 EXIST. 2x STUD WALLn'0 tu Lo 00 8d NAILS @ 8" O.C. >y- 4 o I x DING w w �, z:u m EXIST. 2ND I I I DEE ' ,,,.,,,,,I,. o o m FLOOR FRAMING Y M co � — 71 ><- r4 12.l UW t.i._>— bi ----------------------� .., -——————————————— ——— II I ' t VZ qq a Z 1111 II I ® --------------- "2-55��_ zoo I I — EXISTING HOUSE BAND I LANDING DECK FRAMING p 02§H IF EX15T FLOOR FRAMING 15 i i (SEE FRAMING PLAN) 'u _ a°� EH xb PARALLEL PROVIDE I I N 2 o m _— 50LID BLOCDAVID50N AS REO'D I SIMPSON LU526-2 HANGER Z z O ry m z �s FOP.ADEQUATE CONNECTION i i 2x8 LEDGER FASTEN TO EXISTING (jO( Luo (f1 N � STRUCTURE w/ (2) ROWS 3/8" 0 LAG Q o=o Q � _ g�� EXIST. FOUND. I I 5OLT5 w/MIN. 3" EMBEDMENT INTO LLLL..II Q g HHH EXIST. FLOOR JOISTS @ I G" O.C. o D^L � C�� CL c7om °p A WOOD LANDING FRAMING AND LEDGER TO EXISTING STRUCTURE NOT TO SCALE i o SG W p-WmV U .NE N COUNTER'FLA5HING AND of SEALANT BY CONTRACTOR I I IT Sp syR4 O 7/8" INSULATED GLASS PANELS BYcc 1 I I I r 5UNROOM DOOR FOR INFO. NOT FOUR SEA50NS SUNROOMS I I I n w FLASHING �`k I SHOWN SEE: m Q I II SOA X82359 Z I 55 I I ROFr SS00 WOOD LANDING, :2I I I I SEE FRAMING PLAN _ I CON5ERVADECK PANEL I I I I DRAWING TITLE EXTRUDED ALUMINUM GLAZING BAR I I I I 5TRUCTURAL BY FOUR 5EA50NS 5UNROOM5 -. �� • �i� ;� - �-I I I I DETAILS EXIST. 2x STUDS @ I G" O.C. REV1510N5 \--(2) 2xG CONTINUOUS NOTE: BAND AROUND ENTIRE 5UNROOM ROOF DOES NOT APPLY ANY FLOOR PERIMETER {MIN fb=850) GRAVITY LOAD TO EXIST. STRUCTURE DRAWN BY: GWN REVIEWED BY: AS SCALE: SEE PLAN B EX15T. WOOD DECK ADJACENT TO 5UNROOM C 5UNROOM ROOF (GABLE END) TO EXIST. STRUCTURE DATE: 07-01-I G SG NOT TO SCALE SG NOT TO SCALE 56 of 9 4x4 WOOD P05T @ LANDING CORNERS CONT. (2) 2x6 RIM JOISTLU F- c7§ u co W111 ,/ (SEE FRAMING PLAN) i rIT O O L v ' gym U- Cv NOTE: IU " 5EE STRUCTURAL NOTES 5HEET SECTION A-A L 53 FOR CODE COMPLIANCE `'� a 2 5 I/2" 2x2 WOOD BALUSTERS I/4" I/4" N �§i l @ 5"O.C. MAX. > o I xG CONTINUOUS TOP RAIL. CCONT. G CONTINUOUS TOP 2 V s� �o o. ATTACH TO TOP PLATE WITH IL. SLOPE TOP TO DRAIN = ��<- � U — (2)5D8x 1.25 WOOD O =— — W tiRgg?r. N SCREWS @ 12"O.C. , SLOPE m U iffim TOP TO DRAIN o z Q oNu v CONT. 2x4 RAIL, ATTACH TOU7 O ' g8€°o�J w 2x4 RAIL Q C)U LU z � �& POSTS*TOP PLATE WITH (2) Z �� CL/ JrSW 1/4"WOOD SCREWS WITH O w m m tl H MIN. I" EMBED, (� ; CONT. 2x4 TOP PLATE, 9 ATTACH TO POSTS WITH O (2) 1 GdHDG SINKERS Ln ��g Wo 2x2 WOOD BALUSTERS @ _ s€W g 9 aom000 5"O C., ATTACH TO TOP O ��o BOTTOM RAILS WITH 1/4" LLQ Nm �[ WOOD SCREWS WITH MIN, Grg� w I"EMBED. W"b p i1 > m 0 0 OF NELir 4x4 WOOD P05T LANDING �(� CORNERS TYP. (SEE PLAN) P15 spy90 O 4x4 WOOD P05T BEYOND r' a: LU -� Z CONT. 2x4 BOTTOM El F-1 RAIL, ATTACH TO CONT. 2x4 O 82359 PO5T5 WITH (2) 1/4" BOTTOM RAIL 'oiQ Pv WOOD SCREWS WITH �FESSI�N MIN. I"EMBED. A DA I x DECKING I x DECKING DRAWING TITLE: TSTRU CTU F-X 4x4P05T @ 72"O.C. I DETAILS I I MAX. -ATTACH POSTS _�__ I I ® I TO(2) 2x6 RIM J015T w/ — _ I REV1510N5 (3) 1/2"0 THRU BOLTS (COUNTERBORE) CONT. (2) 2x6 LANDING FRAMING LANDING FRAMING RIM J015T CONT, (2) 2xG SEE SHEET 53 FOR SEE SHEET 53 FOR RIM J015T 51ZE *SPACING. 51ZE 4 SPACING. LANDING CORNERS 4x4 WOOD POSTCONT, (2) RIM J015T S CO (5EE PLAN) (SEE FRAMING PLAN) DRAWN BY: GWN NOTE: ALL WOOD SHALL BE SECTION 5-5 SECTION C-C REVIEWED BY: A5 WEATHER SEALED, SCALE: 5EE PLAN A TYP. WOOD GUARD RAIL EDGE OF WOOD LANDING DATE: 07-01-16 57NOT TO 5CALE 57 OF 9 S■ � t� v/ (5 0z e� wuZOm 0 W M .� �m 12, N w V 0- NOTE: TOP OF DECK OR LANDING SEE STRUCTURAL NOTES 5HEET I x WOOD DECKING t!' �� 51MP50N A35 ANGLE EA. 53 FOR CODE COMPLIANCE �81j SIDE w/(G)8d TO HEADER I a H 9 (G)8d TO STRINGER 51MP50N A35 ANGLE EA. O = SIDE w/(G)8d TO HEADER O o<Xp° (G)8d TO STRINGER f- - - U-1 -T m U wpb,-, az o'y�us WOOD STAIR TREADS (� w z u� Q o r a AND RISERS, — _ no m z CU z O0 U I I I I CLOSED PIER TYP. o Q g o C p 3 z^ I I I I t!) o Him (2) 1/2"OJ x 4 1/4" HILIT KWIK a- 85N WOOD DECK ORo�poa W BOLT 3 EXPANSION ANCHORS ° ° LANDING (SEE PLAN) N��< o cN OR APPROVED EQUAL G o o O ezN STAIR HEADER(SEE u" G � �go _W,61 3" I I I I 3" CONT. 2x4 PLATE, DECK FRAMING PLAN) u N PRESSURE TREATED 2x 12 STRINGER @ 12"O.C. NE o F - If II � I I I GIRADE 51MP50N TA I OZ STAIR ANGLE TYP. � S SAyRO O 44 uj .° �a ° 12"WIDE x 12"DEEP x 45"��j\��jx� ° ° "°° ad ° LONG CONCRETE FOOTING �/° 682\ ° A3'54 " d ° ° ° �� NOTES: ° a °•/\// / // ° / / 1. ALL WOOD SHALL BE WEATHER SEALED 2. APPLICABLE BUILDING CODS(SEE G.S.N.) �RAWINGTffLE: \// \\/\\ \\ \\ \\ \\ \\ \\ \\ \\ \\ \ \� \� \� \/\/ \ \ U 3. HANDRAIL AND GUARDRAIL NOT SHOWN / / �� FOR CIARITY, STRU CTU RAL D ETA I L5 (2)#5 BARS CONTINUOUS REVISIONS 3" 30 MIN, 3" 45" A TYP, WOOD STAIR CONSTRUCTION DRAWN BY: GWN 58 NOT TO SCALE REVIEWED BY: AS SCALE: 5EE PLAN DATE: 07-01-I G 58 of 5 '0 Ll 4y v w— LnCO 2x2 W @ 5° - N (� 0.0 , ATTACH TO TOP�BOTTOM NOTE: w lw ng�RAILS WITH I/4"wooD scREws SEE STRUCTURAL NOTES SHEET f m z z L m WITH MIN, I" EMBED. L s' 00 53 FOR CODE COMPLIANCE o�� 23 Qlu m m lu 5 1/2" 5 1/2" F + N 0 U I/2" 1 112" 11211— 1 112" I xG CONTINUOUS TOP RAIL. ' --\ ATTACH TO TOP PLATE WITH , (2)5D8x 1.25 WOOD 1 1/2 CLR. ¢ F- SCREWS @ 12"O.C. ,SLOPE O = �D� � TOP TO DRAIN HANDRAIL HANDRAIL C) _ w � �� 0-m W m � T ° �� N W � o HIM ill N o)CO W v- 4 1/2" MAX. 0 �0 " rn Z � x J U J N woo 'n CONTINUOUS 2x4 Oz Ln 2 > p g ffi z PLATE-ATTACH WITH NF (2) 1 GdHDG SINKER5 0 EA. P05T n- M MDR F LU 202. lu > O ani�1, (00 11— za.�a.1 °� m 4x4 P05T @ 48"O.G. Q G V MAX. -ATTACH TO2x2 WOOD BALUSTERS @ u STRINGER w/(2) 1/2"0 :E 5"O.C.,ATTACH TO TOP THRU BOLTS BOTTOM RA(L5 WITH 1/4" z (COUNTERBORE) m WOOD SCREWS WITH MIN. OF: NELi/ I"EMBED. Y90 O 2x 12 5TAI R TREAD m w/5IMP50N TA)OZ ANGLE EA. 51DE F-m a fir' �' W SOA 082359 O RoFr_s stioNPy QO DRAWING TITLE: 5TRUCTU RAL -- D ETAI L5 5"TYP. REVISIONS 2x1 2 STRINGER < SECTION A-A SECTION B-B 4x4 POST @ 48"O.C. MAX. -ATTACH TO 5TRINGER w/(2) 1/2"0 THRU BOLTS (�] [DATE: N BY: GWN (COUNTERBORE) WED BY: AS E: GEN A TYP. WOOD STAIR GUARD RAIL AND HANDRAIL DETAIL 07-01-1 GNOT TO 5CALE 9 OF {� V LU ILn -- c" R Q �� Wop M01 zzcm r R y 3 lLOi c\j U-1LUC Ll til w p al NOTE: OPEN FLOOR PLAN O r- CUSTOMER TO REMOVE EXIST. ® 0oag 6068 5.G.D., AND REPLACE WITH CL _ W �G NEW 3068 SWING DOOR AND Z Q r m zF- INFILL REMAINING OPENING Ilep>- DINING o N DINING to 2 z to C) �m �} Lu o KITCHEN z z°U � Z � _ O *m u to J €W. p p L Sibw o Ln M In NEW EXIST, EXIST. O zs SECTION H 105 LIGHT AND 3068 3050 3050 LL. VENTILATION/EMERGENCY EGRESS D.H. D.H. H 105. 1 General. Exterior openings QF NEWy required for light and ventilation shall be � permitted to open into a patio structure ,�Q� �.��s SPy,� O conforming to Section AH 101 , provided that the patio structure shall be m PROPOSED 5UNROOM unenclosed if such openings are Serving N 18'-9" X 12'-6 3/4" N n N w as emergency egress or rescue — 2� �L" Z openings from sleeping rooms. Where �O 082359 such exterior openings Serve as an exit p from the dwelling unit, the patio ROFESSO structure, unless unenclosed, shall be provided with exits conforming to the DRAWING TITLE: provisions of Section R3 10 of this code. PARTIAL FLOOR PLAN M151ON5 DRAWN BY: GWN A PARTIAL FLOOR PLAN REVIEWED BY: A5 A I SCALE: 1/4° = P-0° SCALE: 5EE PLAN DATE: 07-01-I G A I of ' G,�`G t\O ,aiqun,,i cuIn>- T O w a' cuDzOC6 Z O m G L Lo c B DETAIL 36L 46M n� 46M R4 D R6 A/R7 ra „,I,,,,i„ .G O �� R4 lu SLOPE SLOPE 70 co w OD 36L 36L 22i flI U Do BR4 P12R P12L E 36L M M 46M 36L P12L P12R 46M 2 ® 3 �ooV P12R d P12L _UJI W p 5m 46M• P 46M Z Q r m z � 5° TRUSS BAR LOCATION P12L 36L 36L P12R Q?' O>- W o Hip SEE DETAIL A/R6 P13R / I P13L ' Z"' u�0 W > xsH n P13L 46M 46M R4 46M 46M P13R O > O Q N Io� � 39 1/4" 36 5/8" 36 5/8" 36 5/8" 36 5/8" 39 1/4"— A /4"A R4 18'-9" �' pp O q A z °`°°a �S ;1 4-1-0 G 32cg52 O 2t2wg OFNE s s A �y 12 yqo 0,9 � � G 7 r cc 0 I w m — uj RG Z(P �� C? _ =4D23 — —_=— — OAR�pESSIONP�� to r= 6'-0"TRANSOM w G-0"TRANSOM S'0"TRANSOM 6'-0"TRANSOM 6'-0"TRANSOM 6`-O"TRANS M G'-0' F 'o _� DRAWING TITLE: SLIDER 0:DOOR R2 G'-0" a G'-0" G'-0" G'-0" 5= G'-0" G'-0" SLIDER w SLIDER SLIDER C SLIDER tO fn SLIDER SLIDER ✓U N ROO M WINDOW <.o WINDOW WINDOW R2 WINDOW w WINDOW WINDOW PLAN ELEV. 11 E C CD C B B C VRR3 R3 R3 W o R3 R3 R3 R3 C R3 R2 R3 REVISIONS E z R2 G'-0"TRANSOM G'- TRANSOM G'-0"TRANS M 9-0"TRANSOM G'-0"TRANSOM G'-O"TRANSOM A A R2 R3 12'-6 3/4" 18'-9" 12'-8 3/4" DRAWN BY: AS ON r1 FRONT ELEVATION t"1_RIGHT ELEVATION e s : 1 a. -o 4® -o :1 a�1- REVIEWED BY: AS SCALE: SEE PLAN DATES. 07-01-16 a I of 8 Lt� 47 ti Lu — 1r)� O O 07 0 (n E: U 5 CD N W Cv lu IL / ^ G- EXTR'0 AWMNUM HEADER PLATE / -D v7 (CN 13030 OR CN 13036) \\ / ¢ s��I�FIEb VE (7E7B)FIXED 114°x 1114'PAN HEAD--, / Y�€_ b gO - SELF THREADING SCREW O _ Lu p f - (H'2080)(3 PER CLIP) 3 G Y U w� \ EXTR'D AWMINUM Z Q —(>7 zLo `� g HEADER CLIP ® } Lu Q 3 € (CN 13037) \ // Z N 2 D SAVE Lo >< R2 NOT TO SCALE V J In Cm0 W OUC>- s QZ Z 0 2 SEE DETAIL'A' EXTR'DALUMINUM p (() Z ON DRAWING'R4' FIXED EAVE(A'7E7B) RM >=O Q sffiG < FOR ALL OTHER CALLOUTS (1/�l 0 F. 4� S F SLIDERDOOR HEADER s� s� SCALE 6'=I`-0' O w�©poa C WINDOW HEAD R2 ° LL ��o°s NOT TO 5CALE 3 z g p R2 Ar7-/ #six 1/2" SELF k G r DRILLING SCREWS p R2 F w LLI LL (7 150) u �a .n > 0 � Q ''' = o of NEW o w �Q� �.��5 SPyA y0 W #8 x 1/2"TEK SCR � Q ®16" D.C. (70150) F z (7YP. ALL ELEVATION :D LL) r Ldw 0 _U m ~ I 2 Z 00 Ln \ 0 11P 2�4 x$235 L.LJ �. u AROFESSLOoP r r— \ 00 _ 6 WINDOW SILL N Rr2 NOT TO 5CALE cc DRAWING TITLE: SUNROOM DETAILS Y X SHIM RIEVL3LONS U')V) BY INSTALLER �g MINIMUM CONNECTIONS ARE A 5lLL SHOWN IN THE SCHEDULE R2 NOT TO SCALE ON PAGE S1. DRAWN BY: AS REVIEWED BY: AS MINIMUM CONNETH N R L6 5CALE: SEE PLAN ARE SHOWN IN THE \ LJ E SLIDER DOOR SILL SCHEDULE ON PAGES. \ - ACTUAL DESIGN OF 1'7 R2 5CALE:6'®P-p THESE CONNECTIONS FOR DETAILS p` DATE: 07-01-16 ST BE A DESIGN ED PROFESSIONAL.NOT SHOWN SEE (�3 UNIT WIDTH®�( K2 of 5 Lu 2 w E2> z z CD co �t �� `m T Yom`,}, ".;, CO (n .� , �C) Hj u OUTSIDE INSOIDE _ #8 x I/2"TEK SCREW(H7'150) N 7 `a —UJ Of Sl '} w 0 w ROOM ROOCc EL M @ 16"O.C. MAX. EACH SIDE #8 x I/2"TEK SCREW(7.150)3 `tea. Cc p V EXTR'D ALUMINUM EIGHT A7 EACH CORNER �'�N " z CLOSED SILL(A'7CS) EXTR'D ALUMINUM WEEP HOLECORNER COLUMNS (BY INSTALLER) 2x6 DECKING OR 3/4"PLYWOOD (A'7C9) ° ______ _____ ___ FLOOR SHEATHING CONT EXTR'D ALUMINUM n W G Hl l Ig CLOSED SILL(A'7C5)BELOW 2 ¢ U FLASHING—� -- -I - --- = - - - EXTR'D ALUMINUM O z W co (BY INSTALLER) O = MINIMUM CONNECTIONS ARE WINDOW JAMB(A7`131 U) _ - Q c2 SHOWN IN THE SCHEDULE z Q_�m - ROE MINIMUM CONNECTIONS ARE SHOWN ON PAGE 51. E2 IN THE SCHEDULE ON PAGE S 1. 1 _ m z Ur oz cm co Q zou DOUBLE 2XG JOIST ROOM PERIMETER EXTRD ALUMINUM M 1 O G= .42 (MINIMUM) WINDOW JAMB(A7'131 U) // , - >_ a sQ 6 EXTR'D ALUMINUM / / \ 00 gig LITE"H"COLUMN o 93W ,� 2X BLOCKING (A7* " ENRI12 2 FINISH G= .42 (MINIMUM) ( 7�I I I) 3 1/2EXPOSED (BY INSTALLER) MINIMUM CONNECTIONS ARE _ PLAN VIEW SHOWN IN THE SCHEDULE O .�Wg ON PAGE 51. gy G m, �eW w oy� N UNIT WIDTH/LENGTH �� U V� NOTE: B H-CHANNEL CONNECTION AT 51LL C CORNER POST CONNECTION AT SILL 1. CONNECTION TO FOUR 5EA5ON5 R3 NOT TO SCALE R3 NOT TO SCALE "CON5ERVA DECK"SAME A5 SHOWN Q �O S N �O A SILL TO DECK CONNECTION DETAIL CO R3 NOT TO SCALE OUTSIDE FACE OF OUTSIDE FACE OF 0 - 1 W EXISTING STRUCTURE EXISTING STRUCTURE (@ STRUCTURAL (@ STRUCTURAL 2 �? FRAMING) FRAMING) ��RID ALUMINUM O X82359 BETWEEN SILL WALL CLOSED SILA L A'7C5) RO�ESs 0 4 . PLACED VERTICALLY AGAINST WALL) - MINIMUM CONNECTIONS ARE SHOWN IN THE SCHEDULE EXTR'D ALUMINUM DRAWING TITLE:' ON PAGE 51. MINIMUM CONNECTIONS ARE LITE"H"COLUMN 5 U N ROO M SHOWN IN THE SCHEDULE (A7"1 1 1) ON PAGE 51. D ETA I LS ` 1 REVISIONS 2 LAG BOLTS @ TOP G"OF COLUMN SPACE @ 3"O.C. VERTICALLY� @ 30"O.C. #8 x 1/2"TEK SCREW(H7'150) EXTR'D ALUMINUM VERTICALLY(COORDINATE 51X AT EACH COLUMN CLOSED SILL(A"7C5) WITH SCHEDULE) EXTR'D ALUMINUM PLAN VIEW PLACED VERTICALLY AGAINST APPLY CAULKING PLAN VIEW SLIDING DOORJAMB WALL BETWEEN SILL WALL (7AJ) DRAWN BY: AS D END POST CONNECTION AT SILL E GABLE ATTACHMENT AT HOU5EWALL w/SLIDING DOOR REVIEWED BY: A5 R3 NOT TO5CALE R3 NOT TO5CALE SCALE: SEE PLAN DATE: 07-01-1 G R3 or 8 EXTR'D ALUMINUM Q > -N MUNTIN CAP (A*4MXB) F/ jR z 4 o EXTR'D ALUM! INSULATED GLASS 'W """"'P"wcn z z co 1/16" THK. GLAZING MUNTIN CAP (A* ) 10-24 x 3/8" tm 0 0^m TAPE (HK1009ACR) z 2 ^ 1/8" SETTING SCREW (HN2011) ° N ju M BLOCK (HK1023) GLAZING CORD 'ra """"„i„ E LL RUBBER SETTING (RK5NGL) °2 tu us N w BLOCK (HK1023B) y' Q Vl U EXTR'D ALUMINUM MUNTIN (A*4MTB) 10-24 x 3/4” MACHINE G€ . SCREW (HN2008) WITH THERMAL EXTR'D ALUMI O 3 BUSHING (CN4201) 5" RAFTER BAR RUBBER MUNTIN (A*5CB5 = a€ COVER * � A4M1 ) LLJ W°a � ( ) NOTE: 5CB5 SHOWN � _ � EXTR'D ALUMINUM EXTR'D ALUMINUM �6 5" RAFTER BAR MUNTIN (A*4MTB) O}.� LLJ co oFN € (A*5CB5) GLAZING TAPE (� w Z Lo �_o D CR055 MUNTIN DETAIL (HK1009ACR), ((� e p co R4 3cae s=i� O mLu m88 GLAZING CAP (5GC) Q > g s gait 7/8" GLASS W aggg EXTR'D ALUMINUM % _ RUBBER N( ND GABLE Ln FLASHING RK45689) b� � o EAVE TRIM (A*5GT) E CP 055 MUNTIN t RAFTER BAR CONNECTION ME #10 x 3/8" MACHINE ALUM CLIP ANGLE W/#8 R4 6'- '� EXTR'D ALUMINUM ° Af7� ` womoo BEAUTY CAP A*48C) SCREW (HN2011) SCREWS C) EACH B EXTRjDGAICUA<�IN(AM5GC) O `;m" °s (1 WSR-AC) GIAZ N 3 . 8 o EXTR'D ALUMINUM EXTR'D ALUMINUM _ „�IGLAZING CORD G zma EAVE END CAP (C* EXTAR�D CA,P A*4BC) O (RK5NGL) W. SILICONE 5EALAN (7) TOTAL #10 X 3/4 SD SCREWS (H*2027) GLAZING CAP (A*5GC) BY INSTALLER PPEER CLIP , GLAZING CORD 7/8" INSULATED _ F NE EXTR'D ALUMINU , EAVE CLIP (CN13004) (RK5NGL) GLASS ��O S SP �O ONE EACH SIDE Of GGLAZING BAR WALL BAR (A*6WBB) / EXTR'D ALUM GLAZING BAR #10 x 1 1/2" S.S. 1/4" WEEP HOL / (5CB5) ox MACHINE SCREW (HN2004) P G Y INSTALLER � 7/8" INSULATED W/ THERMAL BUSHING GLASS (CN4201) @± 10" O.C. MAX. I W LADDER SUPPOR , #10 x 1 1/2" S.S. - m A W CI.,1P (C�N1_P,DP) CR / / MINIMUM CONNECTIONS ARE SHOWN #ti x �1 S MACHINE SCREW (HN2 ) IN THE SCHEDULE ON PAGE S1. 2�F 7 �� (7*150) ® W/ THERMAL BUSHING O 082359 k. #10 x 1/2" SCR ® / (CN4201) Cit 10" O.C. 3/4" SHIM A OF N � (HN2111 @ CENTER OF i I R ESSIO P ® (BY INSTALLER) EACH RA (4) SETTING BLOCK / Wo EXTR'D ALUMINUM (HK1023) / EXTR'D ALUMINUM �-5" RAFTER BAR DRAWING TITLE: 0 5" RAFTER BAR (A*5CB5) S U N BOOM UNIVERSAL GUTTER--/5" GUTTER FASCI G� (A*5CB5) 15/8"--I (K5G) (5GFG) DETAILS 1/4" WEEP HOL BY INSTALLER EXTR'D ALUM FIXED EAVE r D , AFTER BAR DETAIL scale-6•-1'{Y' �� RAFTER BAR DETAIL AT t10USEWALL REVISIONS THREE #8 x 1/2" SCREWS (7*150) AT 'H' CHANNEL TO SILL CONNECTION AND THREE AT 'H' CHANNEL TO EAVE CONNECTION A EAVE DETAIL DRAWN BY: A5 R4 scale.s•=i•a REVIEWED BY: A5 SCALE: SEE PLAN DATE: 07-01-.I 6 Ia-T OF V Cq r C?C? (n rw wj ZZ0� m 00 _ 1u ro ILJ W V 2 HM CONT. GASKETS (RK5NGL) high CONT. GASKETS (RK5NGL) EXTR D ALUM EXTR'D ALUM BEAUTY CAP (413C) BEAUTY CAP (4BC) #10 x 1 1/2" SCREW (HN2004) _ w 3G m co #10 x 1 1/2" SCREW (HN2004) AT APPROX. 10 O.C. z Q m U AT APPROX. 10" O,C. EXTR'D ALUM HIP CAP o—m w co 8F EXTR'D ALUM GLAZING CAP (BGCB) ((� w Ln _� o m Z. (BGCB) CUSTOM EXTR'D ALUM Lu HIPZ g o m � THERMAL BUSHING (CN4201) (4HCX)R 0 -° IL m PNS g o 0 13 EXTR'D ALUM = NAM NiNo HIP BAR 1/4 X 1-1/4 SCREWS (HN2080) u- =�Nppe (4HCX) 1/4" THK ALUM CL I PER ALUM CLIP W/(CN4283L/R) ONE EACH �8� 2WASHERS PER SCREW #17 x 2 1/2" (HDW 10180) SIDE OF RAFTER HEX HEAD SS SCREWS OF NEIN y TWO PER JACK RAFTER 1/4" THK ALUM EAVE SPLICE PL ,`Q. Y,�5 spy O (CN8275) CO 1/4" X 1-1/4" SCREWS (HN2 `— °c \ _ (12) PER EAVE SPLICE PLATE 3/4" ALUM. HIP BAR SPACER (C*4130) " 2 4,0 82359 C I PEs to DRAWING TITLE 1/4 x 1 1/4" ST SUNROOM ?4RSB SCREWS (HN2080) RAFTER STIFFENER DETAILS 4RSB RAFTER STIFFENE 12 O.C. A JACK BAR CONNECTION / \ HIP BAR DETAIL REVISIONS R5 5CALem G"- r-o° RS SCALE-G'- I-(X DRAWN BY: A5 REVIEWED BY: A5 SCALE: 5EE PLAN DATE: 07-01-1 G D 5 OF 8 eP aiw —tato un iw'i 5 �} Q Lu U) LLQ Z mpmpu En z LO Z L o Cu00 CO CO cm N ALUM RIDGE CAP '�,L IJJ w (A'4RC7) 2, N �2 U u- 51UCONE tip ONE N8 x 112" i� 5EALANT BY bs'y� '� 5CREW AT 10"O.G. I INSTALLER ALONG EACH 51DE OF RIDGE(7.150) W CONT. EXTRD ALUM RIDGE ,^ ONE#10x3/8" �7 Q 5CREW AT CIL CONTINUOU5 BEAD OF ' a OF EACH BAR 51LICONE 5EALANT WHERE o a (HN201 I) GLA55 IN5ERT5 INTO RIDGE w/ _ m U s BY INSTALLER YL J 51X 1/4'x 11/4'5D Z 5CREW5 PER —c) Lu o W N RIDGE 5PLICE(HN2080) 0} lD �n Z m U7 =— P�-V°9 O L59 LLJ m-S ILJ C) In C) g 9 81 C) V) oC a- spflip 86E aR LL. � s FK O � G M. 8. w 2 7 U o0 �� N w of: NS SSP � yRo O,A ALUM 5PLICE CONNECTOR ui r � B RIDGE DETAIL m R6 ICALt-6°-I'-a 2359 Aq�FES SIONP ALUM TRU55 MAKE FROM 5GM2 DRAWING TITLE: f�00M SUN O O O O D ETA f L5 O O REVISIONS (10)TOTAL 1/4 X 1 1/4"50 5CREW5 1/4'THK ALUM (HN2080)PER TRU55 PLATE 5PLICE PLATE. ONE EACH 51DE OF TRU55 BAR. A TRU55 DETAIL R6 SCALP®6°m r-a DRAWN 5Y: AS REVIEWED BY: A5 SCALE: SEE PLAN DATE: 07-01-1 G K(S OF 8 J Q47 - t\N V' co4 0 W OO � n NLu fu :9�Cm((D OU IL 3f�h7 Q � A O € �o 6) 1/4 x 1 1/4° SD O =_ _ Lu SCREWS (HN2080) m U °� € i ULu o � EXTR'D ALUM I w z`_� p �a'g -b 5" GLAZING BAR �('� :EO m F (51-135) z z 0 tD W U"'>- Mori INTERNAL ALUM RIDGE I Om AD z MAN SPLICE (CN4908) I >=Lu C)O 't= 6 � 8 (4) 1/2 x 3" S.S. THRU o Q g BOLT (HDW10812) (2) 1 Rig E �- 1/2" WASHERS PER BOLTWEP- I s€� Do 1/4" ALUM I V ME- COMPRESSION RING 0 0��o6Q (C*4280A) Ig2 O I U F o % of NES, L JU-Ir I co ��X�S sPy,�o O ALUM INNER COVER r (C*4282A) I m _ W CONTINUOUS WELD I )loo 82359 V A SECTIQN A-A ROFESSP (2) 3/8 x 1 1/4" SELF TAPPING DRAWING TITLE. SCREWS (HN2082) A COMPRESSION RING DETAIL S U N X00 M PER BAR AT COMPRESSION RING R7 uor*oscne D ETAI L5 REV151ON5 DRAWN BY: A5 REVIEWED 5Y: A5 SCALE: SEE PLAN DATE: 07-01-1 G Q K7 OF V JU zoo ^" 0 0 C6 0L� W�CQD d4 [n N U- lu CJ x 22 —�li¢ 4 Q OIL U 11�1 LJ HUE C) —— WCO Z Q—m z °a LU WZto �_ Q HWH Cc)Z QzQ O lD W > s / O K v (L m Z 0 � � W 5 � EXTR'D ALUMINUM HEADER PLATE (CN 13030 / z�uNoS OR CNI3036) 1/4"xI 1/4"PAN HEAD ® / u e �a N SELF THREADING 5CREW (H'2080)(3 PER CLIP) d EXTR'D ALUMINUMb (CN13037)P / � SPyAo O * �� W m1 Lu EXTR'D ALUMINUM SEE DETAIL 'A' FIXED EAVE(A•7E75) 82359 ON DRAWING 'R4' #8x 1/2'TEK5CREW AROFESs%ONP� FOR ALL OTHER CALLOUT5 (7*150)@ 12'0 C. EXTR'D ALUMINUM DRAWING TITLE: WINDOW HEAD (A•7130) 5 U N ROO M DETAILS REVi5ION5 A HEADER DETAIL OVER WINDOW AT RIGHT GABLE END Rq SCALE,G"= I'-0" DRAWN BY: A5 REVIEWED BY: A5 SCALE: 5EE PLAN DATE: 07-01-16 K8 of 8 peon ntrrr�o Project Job Ref. PRADAS RESIDENCE / Section Sheet no/rev 425 BIRCH DRIVE ASES A.S.Engmr gS�+nces,PC LAUREL, NEW YORK 11948 1 of 31 112 Wilson Drive,Port Jefferson,NY 11777 Calc by Date Chk'd by Date App'd by Date (C)631-560-0259 AS 7/27/16 ENGINEERING CALCULATIONS FOUR SEASONS SERIES 230 SUN & STARS GEORGIAN CONSERVATORY 12'- 6.75" PROJECTION BY 18'- 9" FRONT WALL WITH 5CB5 RAFTERS @ 36" O.C. w/ TRUSS BAR LOCATED 20" ABOVE EAVE w/ CUSTOM TRUSS BAR CONNECTION FOR THE PRADAS RESIDENCE LOCATED AT: 425 BIRCH DRIVE LAUREL, NEW YORK 11948 DATE: July 28, 2016 THE ABOVE INDICATED PROJECT HAS BEEN EXAMINED FOR 30 psf EQUIVALENT UNIFORM ROOF LOAD 120 mph EXPOSURE C WIND LOAD AS PER THE 2010 NEW YORK STATE BUILDING CODE AND EITHER MEETS OR EXCEEDS THESE LOADINGS OF NEWS' s sP yq G 9 r , �t UJ �O 082359 v RO'Es S10NP pJPS,pN fd[Elc.n Project Job Ref PRADAS RESIDENCE s` i Section Sheet no/rev ASES 425 BIRCH DRIVE h.s.enpm�,rgservhce,ac, LAUREL, NEW YORK 11948 2 of 31 112 Wilson Drive,Port Jefferson,NY 11777 (C)631-560-0269 Calc.by Date Chk'd by Date App'd by Date AS 7/27/16 Table of Contents DETERMINE BASE SHEARS BASED ON WIND LOADS .................. . .......... .............. .... .............. ............. . . ........... ..............3 WINDSHEAR............ .............. ............................... ............ ............................................................. .............................................4 COMPONENTS AND CONNECTIONS................. . ........ .................... ................. .......................................................................6 GLAZINGBAR............ ....... ..... . . ............... ...... ... ............................ .................. . ..... ..... .. ....... . ..... ....... . .....................7 HIPBARS........................................................................................................................................................................................12 BEARING WALL COLUMNS...........................................................................................................................................................17 EAVE.................................. .............................................. ......... ............. ................ ....................................................................19 SECTION PROPERTIES.......................................................................................................... .. ..... ..... ......... ............ ........... ...20 CONNECTIONDESIGN............................................................................... .....................................................................................21 OJ p"'ON MElr. Project Job Ref. PRADAS RESIDENCE Section Sheet no./rev. ASES 425 BIRCH DRIVE Als.Eng.nuunngservrrvcm,Pc, LAUREL, NEW YORK 11948 3 of 31 112 Wilson Drive,Port Jefferson,NY 11777 (C)631-560-0259 Calc.by Date Chk'd by Date App'd by Date AS 7/27/16 DETERMINE BASE SHEARS BASED ON WIND LOADS O-4"ON Mrr,&s Project Job Ref Ilk All �`. PRADAS RESIDENCE 3= '< SectionSheet no./rev ABcF.00' 425 BIRCH DRIVE A.s.Engmcenng senaces,Rc, LAUREL, NEW YORK 11948 4 of 31 112 Wilson Drive,Port Jefferson,NY 11777 Calc.by Date Chk'd by Date App'd by Date (C)631-560-0259 AS 7/27/16 WIND SHEAR FIRST CALCULATE WIND PRESSURES AND THEN BASE SHEARS AND LATERAL FORCE DISTRIBUTION Wind Pressure Calculations (Main Wind Force Resisting System) Per NYS Residential code section R301.2.1.1,wind loads on every building or structure shall be determined in accordance with section 6 of ASCE 7. Design Wind Pressure p=gGCp-q,(GCp,) Where, q= 0.00256 KZ KZt Kd Vz Velcity Pressure Exposure for Where, KZ= Coefficient= 0.85 Exposure C 0.7 FOR EXP B 0.85 FOR EXP KZt= Topographical Factor= 1:0 1 C Kd= _ Directionality factor= 0.861 V= Wind Speed= 120 1 mph I= Importance factor= 140 Therefore, q= 26.63 psf Design wind pressure, p= gGCp-q,(GCp,) Where, q= 26.63 psf G= Gust Factor=0.85 + 0.55 FOR PARTIALLY EXPOSED GCp,= 0.55 for STRUCTURE Windward 0.18 FOR ENCLOSED CP= 0.8 Wall STRUCTURE 0.5 Leeward Wall 0.7 Side Wall 0.9 Roof Windward Therefore, p= 32.76 psf for Wall 25.97 psf for Leeward Wall 30.50 psf for Side Wall 35.02 psf for Roof aOJ�,ON mre'd Project Job Ref. N e`% PRADAS RESIDENCE 3 { Section Sheet no./rev. �i 425 BIRCH DRIVE ASES 5 of 31 A.s.Endineerinn3eMms,Rc, LAUREL, NEW YORK 11948 112 Wilson Drive,Port Jefferson,NY 11777 (C)631-560-0259 Calc.by Date Chk'd by Date App'd by Date AS 7/27/16 ROOMINPUT PROJECTION 12.50 1 FT EAVE HEIGTH 6.83.1 FT RIDGE HEIGHT f 13.17 f FT FRONT WALL LENGTH ,- ,18.751 FT WIND PRESSURES 32.76 psf for Windward Wall 25.97 psf for Leeward Wall Side 30.50 psf for Wall 35.02 psf for Roof WIND BASE SHEAR CALCULATIONS X-Direction Surface Area= 125 sq ft for peaked wall Y-Direction Survace Area= 128.0625 sq ft for side wall Therefore, X-Direction Wind Shear,Vwx= 7341 lbs Y-Direction Wind Shear,VwY= 4195 lbs LATERAL FORCE RESISTING SYSTEM LOAD vx= 7341 1/2 TO FOUNDATION = 3671 1/2 TO HOUSE&1/2 TO FRONT WALL 3671 = 1835 DIVIDED BY LENGTH OF FRONT WALL 1835 = 98 PLF vx= 4195 1/2 TO FOUNDATION = 2098 2098 1/2 TO EACH SIDE WALL 1049 DIVIDED BY LENGTH OF GABLE WALL 1049 = 84 PLF aOJ,,aN Mrt,y�gV Project Job Ref. PRADAS RESIDENCE wQ4 `9a Section Sheet no./rev. ASES 425 BIRCH DRIVE as.Enginaming Somms,Rc. LAUREL, NEW YORK 11948 6 Of 31 11.2 Wilson Drive,Port Jefferson,NY 11777 Calc by Date Chk'd by Date App'd by Date (C)631-560-0259 AS 7/27/16 COMPONENTS AND CONNECTIONS COMPONENTS TO BE SIZED INCLUDE: GLAZING BARS JACKIHIP BARS TRUSS BARS BEARING WALL COLUMNS EAVE CONNECTIONS TO BE SIZED INCLUDE: SILL TO WOOD GLAZING BAR CLIP TO EXISTING LAG WITHDRAWL CAPACITY SUNROOM CONNECTION SUMMARY ROOF RIDGE TO EXISTING ROOF PANEL TO EAVE EAVE TO COLUMN COLUMN TO SILL SILL TO FOUNDATION 'O�P,ON MEETg 4q Project Job Ref. PRADAS RESIDENCE 3 \1< Section Sheet no./rev. ASE 425 BIRCH DRIVE A.S.Enpnemmg Ser Aws,P.C, LAUREL, NEW YORK 11948 7 of 31 112 Wilson Drive,Port Jefferson,NY 11777 Calc.by Date Chk'd by Date App'd by Date (C)631-560-0259 AS 7/27/16 GLAZING BAR REQUIRED BEAM SECTIONAL PROPERTIES-GRAVITY LOADS (FOR WALL DESIGNS) LENGTH: 9.375 f ft 112.50 in <<(Eave Height) <<(Average <<(Average O.0: 3.000 ft 36.00 in distance Distance DEFL. LIMIT L/ 120 = 0.938 in to each support) Between For ridge-WIDTH/2 Two Windows) DEAD LOAD: 5 psf (Zero) LIVE LOAD: 30 psf <<(Wind Pressure) TOT.w= 105 plf END REACTIONS= 492.1875 lbs ft- Moment= 1154 Ib 13842.77 in-Ib STEEL ALUMINUM WOOD REQUIRED PROPERTIES REQUIRED PROPERTIES REQUIRED PROPERTIES ab: 24000 j psi ab 19000 psi ab. 16001 psi E 29000000 , psi E 10100000� psi E: 1600000 psi a": 110 rpsi Sx>= 0.577 1n3 SX>= 0.73 in' Sx>= 8.7 in3 Ix>= 0.671 in4 IX>= 1.927 in4 Ix>= 12.2 in4 Ax>= 6.7 int C= 2645421 RECTANGULAR DIMENSIONS 1.25 WIDTH: 7.5 in 1.86 DEPTH= 2.69 in minimum NOJ^SaM M[CTO p9S Project Job Ref PRADAS RESIDENCE Section Sheet no./rev. p SES 425 BIRCH DRIVE A.S.Engineering servims,Rc, LAUREL, NEW YORK 11948 8 of 31 112 Wilson Drive,Port Jefferson,NY 11777 (C)631-560-0259 Calc by Date Chk'd by Date App'd by Date AS 7/27/16 REQUIRED BEAM SECTIONAL PROPERTIES-WIND LOADS (FOR WALL _ DESIGNS) LENGTH. 9.3,75 ft 112.50 in <<(Eave Height) <<(Average <<(Average O.C.: 3.000 ft 36 00 in distance Distance DEFL. LIMIT L/ 120 = 0.938 in to each support) Between For ridge-WIDTH/2 Two Windows) DEAD LOAD. 0 psf (Zero) LIVE LOAD. 32.02 psf <<(Wind Pressure) TOT.w= 96.07208 plf END REACTIONS= 450.3379 lbs ft- Moment= 1055 Ib 12665.75 in-Ib STEEL ALUMINUM WOOD REQUIRED PROPERTIES REQUIRED PROPERTIES REQUIRED PROPERTIES F6b: 24000 psi 6b' 19000 psi Gb 1600 , psi E: 29000000 psi E: 10100000psi E: 1600000 psi 6,: 110 psi Sx>= 0.528 in3 SX>= 0.67 in3 SX>= 7.9 1n3 IX>= 0.614 in4 IX>= 1.763 in4 IX>= 11.1 in4 Ax>= 6.1 int C= 2.645421 RECTANGULAR DIMENSIONS 1.25 WIDTH. 7.5 in 1.81 DEPTH= 2.61 in minimum GLAZING BAR DESIGN CONTROLLED BY GRAVITY LOADS AND 51-65 ADEQUATE BUT MUST CHECK ADDITIONAL STRESS DUE TO TRUSS BAR PLACEMENT ,Pti,om M[Cls C Project Job Ref. PRADAS RESIDENCE Section Sheet no./rev. ASES 425 BIRCH DRIVE A.S.En©meeriN reroces,P c, LAUREL, NEW YORK 11948 9 of 31 112 Wilson Drive,Port Jefferson,NY 11777 (C)631-560 0259 Calc by Date Chk'd by Date App'd by Date AS 7/27/16 NOW CHECK BAR FOR STRESSES DUE TO TRUSS BAR BEING PLACED ABOVE EAVE LEVEL Free body diagram Is as follows F [7WW] h H(measured from top of eave to top of Glazing Bar ridge) Truss Bar L(measured as'/, room width) F;7vl 01,0V M[tje Project Job Ref WQ, ? PRADAS RESIDENCE Section Sheet no/rev ASES 425 BIRCH DRIVE as.engmee,ngseMcs,aC, LAUREL, NEW YORK 11948 10 of 31 112 Wilson Drive,Port Jefferson,NY 11777 (C)631-560-0259 Calc,by Date Chk'd by Date App'd by. Date AS 7/27/16 From free body diagram above,determine force in truss bar which is equal to Fh H=4.5 L= 9.5 Bar Spacing; S=3 Roof Load; Rii=35 W=SxLx Rii=997.50 Fv=W Sum Moments about Eave Fh=(Wx.5xL)/H=1052.92 Therefore force in truss bar, Fc, is double Fh since have free body diagram mirrored on other side Fc=2 x Fh=2105.83 Axial Force in Glazing Bar and therefore Reaction at Glazing Bar to Eave and Glazing Bar to Compression Ring Connection, A=AFhz+Fv2)=1450.39 Now determine stress in bar due to offset of truss bar—see free body diagram below Glazing Bar]/ LE Truss Bar Treat as fixed for determining stress in bar FTv F �OJPS,ON NIrcr,D�q Project Job Ref PRADAS RESIDENCE Section Sheet no./rev. ASES 425 BIRCH DRIVE ae.Eriwrim NServiws,ec, LAUREL, NEW YORK 11948 11 of 31 112 Wilson Drive,Port Jefferson,NY 11777 Calc.by Date Chk'd by - Date App'd by Date (C)631-560-0259 AS 7/27/16 rise=7 run 12 y=rise/run=0.58 Roof slope;x=atan(y)=30.26° F=Fv xSIN(x)=502.61 Length of cantilever, LE=q((16/tan(x))2+162)=31.75 Therefore moment in bar, M=(F x LE)= 15960.00 Section Modulus 51-65 bar;Sr,= 1.77 Bending Stress,fb= M/S5=9016.95 Fball=19000 Now check to see if Allowable Stress is OK, If(Fbau > fb ,"OK", "NG")_"OK" Max deflection for cantilever, DELTA=LEM 20=0.26 Check deflection, Ireq=(FxLE3)/(3x10000000xDELTA)=2.03 tact=2.0 Now check to see if OK, If(lact> Ireq,"OK","NG")_"NG",OK ONLY 1%OVER Axial Force,A=1450.39 From Back up Calc's p. 10 allowable tension in bar,Tan =19000 x 0.448=8512.00 Now check to see if Allowable Tension is OK, If(Tan > A ,"OK", "NG")="OK" Now check truss bar bracket capacity, Ftruss= 1473 Now check to see if Allowable force is OK, If(Ftruss > A ,"OK", "NG")="OK" Therefore Bar and Truss Bar OK 4V,,01M MEETS Aq Project Job Ref PRADAS RESIDENCE Section Sheet no./rev. 3 � < ASES 425 BIRCH DRIVE A.S.EnWne gSem=s,P.C, LAUREL, NEW YORK 11948 12 of 31 112 Wilson Drive,Port Jefferson,NY 11777 (C)631-560-0259 :b: Date Chk'd by Date App'd by Date S 7/27/16 HIP BARS Design Same for Jack Bars HIP BAR X = 9 FT Y = 9.= FT DEAD+LIVE, PSF = 35 PSF W= 315 LBS/FT L= 12.73 FT DEFLECTION= L/ "120 1.272792206 inches E= . 10100,000 PSI I(REQUIRED)= 7.24524433 in^4 Sx,aluminum (required)= 2.6188596 in^3 Sx,wood(required)= 19.641447 in"3 Sx,STEEL(required)= 1.707951913 Reactions L 668.2159082 lbs R 1336.431816 Ibs 4HCX + 4RSB HIP BAR This is triangular load—towards high end Length of Bar; HL= 12.73 Whip=2004 Sum Moments about Eave Fh2=(W x.333 x HL)/'H=650.54 Fv2=Whip/3=668.00 Axial Force in Glazing Bar and therefore Reaction at Glazing Bar to Eave and Glazing Bar to Compression Ring Connection; A2=AFh22+Fv22)=932.43 Allowable Axial Force in Bar;Call =2011 x 2.648=5325.13 Now check to see if Allowable Force is OK, If(Can>A2,"OK", "NG") o�P1,o%Wer"p� Project Job Ref. PRADAS RESIDENCE 3r 2 Section Sheet no./rev. ASES 425 BIRCH DRIVE 0.6.EngimmnngServ=s,PC, LAUREL, NEW YORK 11948 13 of 31 112 Wilson Drive,Port Jefferson,NY 11777 Calc.by Date Chk'd by Date App'd by Date (C)631-560-0259 AS 7/27/16 Now check connection capacity: Allowable Hip to Comp Ring Connection from Back Up Calculations; HCall=2390 Now check to see if Allowable Force is OK; If(HCall>A2,"OK", "NG") Allowable Hip to Eave Connection from back up calc's, HEall=2164 Now check to see if Allowable Force Is OK; If(HEall>A2,"OK","NG") NOW CHECK BAR AT COMPRESSION RIGHT FOR STRESSES DUE TO TRUSS BAR BEING PLACED ABOVE EAVE LEVEL Free body diagram is as follows F Fwwl h H(measured from top of eave to top of Glazing Bar ridge) Truss Bar l� L(measured as 1/2 room width) Fv ] a`OJP�,pN mrt'\p4C Project Job Ref. PRADAS RESIDENCE Section Sheet no./rev. AN 425 BIRCH DRIVE A.S.Engince"Services,PC LAUREL, NEW YORK 11948 14 of 31 112 Wilson Drive,Port Jefferson,NY 11777 �Ic. y Date Chk'd by Date App'd by Date (C)631-560-0259 AS 7/27/16 From free body diagram above,determine force in truss bar which Is equal to Fh H=4.5 L= 9.5 Reaction at top of HIP bar,Jtop= 1336 We=2 x Jtop=2672.00 Fvc=Wc Sum Moments about Eave Fhc=(WC x.5 x L)/H=2820.44 Therefore force in truss bar, Ft, Is double Fh since have free body diagram mirrored on other side Ftc=2 x Fhc=5640.89 Axial Force in Glazing Bar and therefore Reaction at Glazing Bar to Eave and Glazing Bar to Compression Ring Connection; Ac=4(Fhc2+ FvJ)=3885.16 Now determine stress in bar due to offset of truss bar—see free body diagram below Glazing Bar LE Truss Bar Treat as fixed for determining stress in bar Fv F-1 rise=7 run 12 JPZ,ON Mlf,a. Project Job Ref p0 �Rq PRADAS RESIDENCE Section Sheet no/rev j A �+cS 425 BIRCH DRIVE A.S.Engmeafing se we s,Rc. LAUREL, NEW YORK 11948 15 of 31 112 Wilson Drive,Port Jefferson,NY 11777 (C)631-560-0259JeffersCalc,by Date Chk'd by Date App'd by Date AS 7/27/16 y=rise/run=0.58 Roof slope;x=atan(y)=30.26° Fc=Fvc x SIN(x)=1346.34 Length of cantilever, LEc=4((20/tan(x))2+202)=39.69 Therefore moment in bar; Mc=(Fc x LEc)= 53440.00 Section Modulus 5CB5 bar; Sob=3.48 Bending Stress,fbc= Mc/SO=15356.32 Fba i=19000 Now check to see if Allowable Stress is OK; If(Fbau > fbc ,"OK", "NG")_"OK" Max deflection for cantilever, DELTA=LEc/120=0.33 Check deflection, Ireq=(FcxLEC3)/(3x10000000xDELTA)=8.48 lactc=8.9 Now check to see if OK; If(lactc> Ireq,"OK","NG") Axial Force;Ac=3885.16 From Back up Calc's p. 10 allowable tension in bar;Tau =19000 x 0.448=8512.00 Now check to see if Allowable Tension is OK; If(Tan > Ac ,"OK","NG")_"OK" From Back up Calc's allowable force at BACK-TO-BACK COMP RING; Fr=4389 Now check to see if Allowable force is OK, If(Fr > Ac ,"OK", "NG") Now check truss bar bracket capacity, Ftruss= 1473 Now check to see if Allowable force is OK; If(Ftruss > Ac ,"OK","NG")_"NG" Truss bar and glazing bar at this location governs so use 5CB5 and drop truss bar to 20"above eave and to double check connection resolve axial force into vectors and check against allowable NOJN,.N Mrr,g .q Project Job Ref PRADAS RESIDENCE 4p� 9f Section Sheet no./rev. /ySELS' 425 BIRCH DRIVE A.S.Enprim,ng 5ervices,P.C, LAUREL, NEW YORK 11948 16 of 31 112 Wilson Drive,Port Jefferson,NY 11777 Calc.by Date Chk'd by Date App'd by Date (C)631-560-0259 AS 7/27/16 Tension on Connection;Tt=Ac x SIN(x)=1957.62 Shear on Connection;Ts=Ac x cos(x)=3355.92 THEREFOR ADD 3 ADDITIONAL SCREW FOR SHEAR CAPACITY Now check Tension in Eave to Eave connection due to thrust from bars Tension in eave,T=(1.0 x Fhe)x cos(45)=1380.71 This is resisted by shear in screws of 1/4"plate From back—up calc's, allowable connection capacity shear,Tall=2952 Now check to see if Allowable Force is OK, If(Tall>T,"OK", "NG") OJ0Z,ON WE,., Project Job Ref. PRADAS RESIDENCE Section Sheet no/rev. ASES 425 BIRCH DRIVE A.S.Er4ncmvM Semmes,Rc, LAUREL, NEW YORK 11948 17 Of 31 112 Wilson Drive,Port Jefferson,NY 11777 Calc.by Date Chk'd by Date App'd by Date (C)631-560-0259 AS 7/27/16 BEARING WALL COLUMNS REQUIRED BEAM SECTIONAL PROPERTIES-BEARING WALL COLUMN (FOR WALL DESIGNS) LENGTH- 6.830 ft 81.96 in <<(Eave Height) <<(Average <<(Average O.C.: • 6.000 ft 72.00 in distance Distance DEFL. LIMIT L/ 120 = 0.683 In to each support) Between For ridge-WIDTH/2 Two Windows) DEAD << LOAD: 0- psf (Zero) LIVE LOAD 32.76. psf <<(Wind Pressure) TOT.w= 196.5607 plf END REACTIONS= 671.2548 lbs Moment= 1146 ft-Ib 13754.01 in-Ib STEEL ALUMINUM WOOD REQUIRED PROPERTIES REQUIRED PROPERTIES REQUIRED PROPERTIES tib' 24000 psi tib: 19000 psi ab: 1600 psi E: 29000000 psi E. 10100000 psi E: 1600000'; psi 6V. _ - 110 i psi Sx>= 0.573 in3 Sx>= 0.72 in3 Sx>= 8.6 in3 IX>= 0.486 in4 IX>= 1.395 in4 IX>= 8.8 in4 Ax>= 9.2 int RECTANGULAR C= 1.927277 DIMENSIONS 1.25 WIDTH- 7.5 In 1.67 DEPTH= 2.62 in minimum NOJAn�pN M[[f8 Qp9 Project Job Ref PRADAS RESIDENCE R4 \9 Section Sheet no/rev i ASE`S 425 BIRCH DRIVE aS.Engwia ng5ennce,Rc. LAUREL, NEW YORK 11948 18 Of 31 112 Wilson Drive,Port Jefferson,NY 11777 Calc.by Date Chk'd by Date App'd by Date (C)631-560-0259 AS 7/27/16 Combined Ratio Check: Member Force/stresses Member Properties Axial Force 738.2813 lbs Unsupported Length, Lx= 6.830 ft Max Bending Moment, Mz= 1146 lbs-ft Unsupported Length, Ly= 1 ft Cross Section Area Max Bendinq Moment, My= 0 lbs-ft = 1.25 sq in Section Modulus, Sx Allowable Axial Stress, Fa= 4000 psi = 0.78 cu in Section Modulus, Sy Allowable Bending Stress, Fbx= 19000 psi = 0.33 cu in Allowale Bending Stress,Fb = 19000, psi Radius of Gyration, rx= 1 in Young's Modulus, E= 10100000 psi Radius of Gyration, ry= 0.695 in K= 1.00 Cmx, Crny= 0.85 fa= 738.2813 / 1.25 = 590.63 psi fbx= 13754.01 / 0.78 = 17633.35 psi fby= 0 / 0.33 = 0.00 psi Fex=(7[)^2*E/(nu*(KLx/rx)"2)= 7609.96 psi _Fey=(n)^2*E/(nu*(KLy/ry)^2)= 171472.16 psi Is fa/Fa< 0.15? YES fa/Fa= 590.625 / 4000 = 0.148 <= 0.15 Equations to be checked : 1.fa/Fa+fbx/Fbx+fby/Fby<=1 0.148 + 0.928071 + 0.000 1.076 > 1 (NOT GOOD) LESS THANK 10%OK LITE H OKAY P,,am meeryay Project Job Ref. PRADAS RESIDENCE Section Sheet no/rev ASEtS' 425 BIRCH DRIVE A.S.Engineering Sarvices,P.C, LAUREL, NEW YORK 11948 19 of 31 112 Wilson Drive,Port Jefferson,NY 11777 (C)631-560-0259 [6�icby Date Chk'd by Date App'd by Date AS 7/27/16 EAVE POINT LOAD ON CENTER - EAVE P= 1100 LBS L= 6 FT E= 101.00000 . PSI 18679 10100000 DEFLECTION= L/ 180 0.4 inches 1.50E+06 I (REQUIRED)= 2.117227723 in"4 Sx,aluminum (required)= 1.042105263 in"3 FIXED EAVE I = 3.283 S = 1.16 Fb= 18679 P L FIXED EAVE IS ADEQUATE pJp�pN MECTJ CA Project Job Ref PRADAS RESIDENCE Section Sheet no/rev ASES 425 BIRCH DRIVE A.S.EngngSemccs,PC, LAUREL, NEW YORK 11948 20 Of 31 m 112 Wilson Drive,Port Jefferson,NY 11777 Calc.by Date Chk'd by Date App'd by Date (C)631-560-0259 AS 7/27/16 SECTION PROPERTIES BEAM Ixx Sxx Ax TOP BOTTOM COLUMNS LITE'H' 1.09 0.68 0.77 1.14 LITE'H'-4RSB 7.22 2.76 2.45 2.35 UTILITY'H' 1.65 0.93 1.32 158 UTILITY'H'-7BP 5.49 2.4 3.05 3.2 UTILITY'H'-7TB 32.63 7.8 9.2 4.16 CORNER COLUMN 3.1 1.38 1.58 1.87 45 DEGREES COLUMN 1.18 1.25 45 DEGREE WITH 2-3/16"PL 1.89 2.13 45 DEGREE WITH 2-1/4"PL 1 93 2.33 30 DEGREE COLUMN 1.09 1.19 SYS 8 CASE COLMN 11.27 7.63 SYSTEM 8SC-8SC 0.7 0.705 BEAMS 4GMA 0.622 0 516 0.504 0.834 4GMA-4RSB 4.93 1.78 2.2 2.04 4GBA 0.78 0.6 0.67 1.08 4GBA-4RSB 544 2.1 2.23 2.28 4HBA 1.05 0.79 0.93 166 4HBA-4RSB 641 268 1.77 2.86 4HCX 6.27 2.717 3.05 2.648 4HCX-4RSB 17.03 5.09 4.82 3.85 51-63 2.29 1.28 1.2 1.35 5LB3-4RSB 1016 3.04 3.48 2.56 51-1133 4.41 2.29 2.5 2.18 5HB3-4RSB 13.1 4.29 4.09 3.39 51-135 4.72 2 1.77 1.62 5LB54RSB 17 417 4.87 2.82 5CB5 8.9 3.48 3.65 2.65 5CB5-5CBI 11.74 4.52 4.88 3.94 5CB5-CHANNEL 13.47 5.2 5.63 4.49 5CB5-4RSB 22 5.85 5.79 3.86 713P 2.88 1.64 164 161 7TB 25.4 7.12 7.12 3.31 7TB-STEEL 55 10.23 10.23 6.1 12LW 98.5 16.4 16.4 5.93 12LW-4RSB 154 21.2 21 7.14 4HCX 6.27 2.72 3.05 2.65 6NW 1765 5.75 6 3.49 8VALLEY 4662 11.6 11.7 5.57 8NW 4423 10.72 11.63 5.22 OVP"ON Met,,,C Project Job Ref �N \pgCJ PRADAS RESIDENCE Section Sheet no./rev } ASES 425 BIRCH DRIVE ALS.enairwarins5erv�,vC, LAUREL, NEW YORK 11948 21 of 31 112 Wilson Drive,Port Jefferson,NY 11777 (C)631-560-0259 Calc.by Date Chk'd by Date App'd by Date AS 7/27/16 CONNECTION DESIGN oJp�,ow M[Erg Da Project Job Ref PRADAS RESIDENCE Section Sheet no/rev /� ( SES 425 BIRCH DRIVE A.S.Engineering SeMces,P.C. LAUREL, NEW YORK 11948 22 of 31 112 Wilson Drive,Port Jefferson,NY 11777 (C)631-560-0259 Calc by Date Chk'd by Date App'd by Date AS 7/27/16 ALUMINUM SILL TO WOOD CONNECTION 3/8" Lag Screw into Douglas Fir-Larch w/0 in. of Gap Space. Wood Screw Type= 3/8" Lag Screw Wood Screw Length= 3.50 in Wood Screw 3.00 in Embedment= Wood Screw Thread Length= 2.25 in D= 0.375 in Dowel Diameter Dm= 0.265 in Dowel Diameter at max.stress in main member D,= 0.265 in Dowel Diameter at max.stress in side member Fb= 70,000 psi Dowel bending strength Wood Screw Withdrawal Calculations Substrate- Mixed Maple-Southern Pine Tabulated withdrawal design value: W= 351 lbs Penetration Factor: CP= 2.25 in (based on 1/2 screw length+.5) Duration Factor. CD Withdrawal Allowable(W')= 1263.0 lbs Wood Screw Lateral Calculations Substrate(Main Douglas Fir-Larch Member). Frame(Side Member)- Aluminum 6005-T5 Cantilever Distance. in Frame hollow space+shim g: 0 in Gap between members(if applicable cantilever/2) = 3.000 in Main member dowel bearing length �= 0.375 in Side member dowel bearing length Fem= 3,646 psi Main member dowel bearing strength 13 38,000 psi Side member dowel bearing strength qm= 1,367 lbs/in Main member dowel bearing resistance=F—D OJP��ON M[ETgD Project Job Ref 4 PRADAS RESIDENCE 3=WQ �oJ< Section Sheet no/rev. /� c� 425 BIRCH DRIVE AS E S23 of 31 A.S.EngmeeringSema ,RC, LAUREL, NEW YORK 11948 112 Wilson Drive,Port Jefferson,NY 11777 (C)631-560-0259 Calc.by Date Chk'd by Date App'd by Date AS 7/27/16 q�= 14,250 lbs/in Side member dowel bearing resistance=FesD Mm= 217.11 in-lbs Main member dowel moment resistance=Fb(Dm3/6) Ms= 217.11 in-lbs Side member dowel moment resistance=Fb(W/6) Maximum angle of load to grain(0°<_0:5 90°)for any member in a 6= 90 degrees connection Ke= 1258 KD= 3.000 Single Shear I Double Shear Mode Main Member Im Zr 410179 lbs 4101.79 lbs Bearing ,Reduction 5.03 Term Mode - Im Zi= 815.14 lbs 815.14 lbs Mode Side Member I, Zr- 5343.75 lbs 10687.50 lbs Bearing ,Reduction 5.03 Term Mode - [ I. Zi= 1061.95 ,lbs 2123.91 F lbs Mode Side and Main II Zn= 175439 lbs Member Bearing A= 0.0002 B= 1.688 C= 3577.32 Reduction 3.52 Term Mode - - 11 2e= 498.07 lbs Mode Main Member Bearing Illm Zm= 1750.45 lbs and Dowel Yielding in the Side Member A= 00002 B= 1.500 C= 3293.45 Reduction 3.52 Term oJWON mrt, 9 Project Job Ref �a S PRADAS RESIDENCE Section Sheet no./rev. ASES� 425 BIRCH DRIVE AS.Engmee6ngSumms,P.C, LAUREL, NEW YORK 11948 24 of 31 112 Wilson Drive,Port Jefferson,NY 11777 Calc.by Date Chk'd by Date App'd by Date (C)631-560-0259 AS 7/27/16 Illm Zni= 496.95 y lbs Mode Side Member Bearing III, Zur- 114591 lbs 2291.81 lbs and Dowel Yielding in the Main Member A= 0.0004 B= 0.188 C= -718.09 Reduction 3.52 Term i Mode _ III, Zni= 325.32 lbs 650.64 lbs j Mode Dowel Yielding in the IV Z,v= 1040.89 lbs 2081.77 lbs Side and Main Member A= 0.0004 B= 0 000 C= -434.22 Reduction 3.77 Term - --- - - - — - - - - - Mode- --- --- - -- - - ---- , IV Ziv_=__ _ 275_80 Ibs 551.61 lbs Cd= 115 Load Duration C,= 1 000 Penetration Factor Single Lateral Allowable(Z':)= 317.2 lbs Double Lateral Allowable(Z'd)= 634.4 lbs aO,P1�OPo,MfE`�p9Q Project Job Ref PRADAS RESIDENCE a c Section Sheet no./rev ASES-`''- 425 BIRCH DRIVE 25 of 31 A.S.enpmewing Scwj es,R6. LAUREL, NEW YORK 11948 112 Wilson Drive,Port Jefferson,NY 11777 Calc by Date Chk'd by Date App'd by Date (C)631-560-0259 AS 7/27/16 ALUMINUM GLAZING BAR CLIP TO WOOD CONNECTION 3/8" Lag Screw into Douglas Fir-Larch w/0 in. of Gap Space. Wood Screw Type= - 3/8'.' _ Lag Screw Wood Screw Length= 350 in Wood Screw Embedment= in Wood Screw Thread 2.25 in Length= D= 0.375 in Dowel Diameter Dm= 0 265 in Dowel Diameter at max.stress in main member Ds= 0 265 in Dowel Diameter at max.stress in side member Fb= 70,000 psi Dowel bending strength Wood Screw Withdrawal Calculations Substrate- Mixed Maple-Southern Pine Tabulated withdrawal design value: W= 351 lbs Penetration Factor: CP= 2.25 in (based on 1/2 screw length+.5) Duration Factor: CD Withdrawal Allowable(W')= 1263.0 lbs Wood Screw Lateral Calculations Substrate(Main Douglas Fir-Larch Member). Frame(Side Member)- Aluminum 6005-T5 Cantilever Distance: = in Frame hollow space+shim g. 0 in Gap between members(if applicable cantilever/2) = 3.000 'I in Main member dowel bearing length = 0.375 in Side member dowel bearing length Fpm= 3,646 psi Main member dowel bearing strength 13 38,000 psi Side member dowel bearing strength q.= 1,367 lbs/in Main member dowel bearing resistance=F_D q�= 14,250 lbs/in Side member dowel bearing resistance=FO NaJPS�eN MEETg nq Protect Job Ref. PRADAS RESIDENCE Section Sheet no/rev. { ' 425 BIRCH DRIVE ASES 26 of 31 A.S.Enginecrng Semws,P.C. LAUREL, NEW YORK 11948 112 Wilson Drive,Port Jefferson,NY 11777 Calc by Date Chk'd by Date App'd by Date (C)631-560-0259 AS 7/27/16 Mm= 217.11 in-lbs Main member dowel moment resistance=Fb(Dm3/6) Ms= 217.11 in-lbs Side member dowel moment resistance=Fb(D,3/6) Maximum angle of load to grain(0':5 0:5 90°)for any member in a 0= 90 degrees connection Ke= 1.258 KD= 3.000 Single Shear Double Shear Mode Main Member Im Zr 4101.79 lbs 410179 lbs Bearing ,Reduction 5.03 Term -� ,Mode _ ,- - ._ - - .., - -- - -- - _._ --- •- ,-� '815.14 �, lbs _V 815.14` —A Mode Side Member is Zr 534375 lbs 1068750 lbs Bearing ,Reduction 5 03 Term r - - Mode__,..;_ - ---- -- -- ;----------- -- ,----------.r _"_ ._ --__.,--- --- ,-•- • --- - - �- ---- ,- �.__. ._---- Z,= 1061.95- lbs- 42123.991 — v ' -lbs Mode Side and Main II Zu= 1754.39 lbs Member Bearing A= 00002 B= 1.688 C= 3577.32 Reduction 352 Term Mode -- - II Zii= 498.07 lbs, Mode Main Member Bearing Illm Zni= 175045 lbs and Dowel Yielding in A= 00002 the Side Member B= 1.500 C= 3293.45 Reduction 352 Term MOWN"O"mrj'g O94 Project Job Ref PRADAS RESIDENCE 4Qb ��pf Section Sheet no/rev A�� 425 BIRCH DRIVE A.S.Enomeennasemccs,P,C, LAUREL, NEW YORK 11948 27 of 31 112 Wilson Drive,Port Jefferson,NY 11777 Calc.by Date Chk'd by Date App'd by Date (C)631-560-0259 AS 7/27/16 Mode - --- -_ -• -- --- - - -- --- - -lbs- Mode Ib;Mode Side Member Bearing IIIc Zw= 1145.91 lbs 2291.81 lbs and Dowel Yielding in the Main Member A= 0.0004 B= 0.188 C= -718.09 Reduction 3.52 Term III, Zm= - 325.32 lbs' 650.64` — Abs, + Mode Dowel Yielding in the IV Ziv= 1040.89 lbs 2081.77 lbs Side and Main Member A= 0.0004 B= 0.000 C= -434.22 Reduction 377 Term , , �_ ----IV -- —- -- -Ziv=. _275.80 ,.- --lbs --=- --551_61-- --lbs Cd= 1.15 Load Duration Cp= 1 000 Penetration Factor Single Lateral Allowable(Z',)= 317.2 lbs Double Lateral Allowable(Z'd)= 634.4 lbs a0y 1,0�acer�o9-0 Project Job Ref PRADAS RESIDENCE n. n Section Sheet no./rev. 1 ABES 425 BIRCH DRIVE A.S.EngimeringScrvlees,PC, LAUREL, NEW YORK 11948 28 of 31 112 Wilson Drive,Port Jefferson,NY 11777 Calc by Date Chk'd by Date App'd by Date (C)631-560-0259 AS 7/27/16 WOOD LEDGER TO EXISTING WOOD FRAMING CONNECTION 3/8" Lag Screw into Douglas Fir-Larch w/0 in. of Gap Space. Wood Screw Type= 3/8" Lag Screw Wood Screw Length= 6.00 in Wood Screw 3.00 in Embedment= ' Wood Screw Thread 350 in Length= D= 0 375 in Dowel Diameter Dm= 0 265 in ,Dowel Diameter at max stress in main member D�= 0 265 in Dowel Diameter at max.stress in side member Fb= 70,000 psi Dowel bending strength Wood Screw Withdrawal Calculations Substrate: Mixed Maple-Southern Pine Tabulated withdrawal design value. W= 351 lbs Penetration Factor. CP= 3.50 in (based on 1/2 screw length+.5) Duration Factor CD Withdrawal Allowable(W')= 1965.0 lbs Wood Screw Lateral Calculations Substrate(Main Douglas Fir-Larch Member): Frame(Side Member)- Douglas Fir-Larch Cantilever Distance: = in Frame hollow space+shim g: 0 in Gap between members(if applicable cantilever/2) = E3.000 1 in Main member dowel bearing length �= 3.000 in Side member dowel bearing length Fem= 3,646 psi ,Main member dowel bearing strength 13 3,646 psi Side member dowel bearing strength qm= 1,367 lbs/in Main member dowel bearing resistance=FemD OJ".N r4rc's aq Project Job Ref. ��- PRADAS RESIDENCE a `< Section Sheet no./rev. ASES 425 BIRCH DRIVE A.S.Engine.'iv se 'Rc LAUREL, NEW YORK 11948 29 of 31 rv+c 112 Wilson Drive,Port Jefferson,NY 11777 (C)631-560-0259 Calc by Date Chk'd by Date App'd by Date AS 7/27/16 q,= 1,367 lbs/in Side member dowel bearing resistance=Fe,D Mm= 217.11 in-lbs Main member dowel moment resistance=Fb(Dm3/6) M,= 217.11 in-lbs Side member dowel moment resistance=Fb(D,3/6) B= 90 degrees Maximum angle of load to grain(0°<_G!9 90°)for any member in a connection KB= 1.258 KD= 3.000 Single Shear I Double Shear Mode Main Member Im Zr 4101.79 lbs 4101.79 lbs Bearing 5.03 Reduction Term - - -- - ---- - --- --- -- ---- ------ -- ---- - --- - ---- - - - - --- - ---- -- j Mode - Im Zl= _ 815.14_ lbs — _ _ 815.14 lbs Mode Side Member 6 Zr 4101.79 lbs 8203.58 lbs Bearing 5.03 Reduction Term i Mode.- --'- I, Z= — __ 815.14 _ - lbs 1630.28 lbs Mode ,Side and Main Member II Zn= 1699.02 lbs Bearing A= 00004 B= 3 000 C= 615268 352 Reduction Term Mode - II I Zn= 482.35 lbs Mode Main Member Bearing Illm Zur- 1438.70 lbs and Dowel Yielding in the Side Member A= 0.0005 B= 1.500 C= 3293.45 352 Reduction Term d�JP�,oN MEEr6 o9q Project Job Ref. PRADAS RESIDENCE Section Sheet no/rev ASES 425 BIRCH DRIVE AB.Er4nvaring Semces,PC, LAUREL, NEW YORK 11948 30 Of 31 112 Wilson Drive,Port Jefferson,NY 11777 Calc.by Date Chk'd by Date App'd by Date (C)631-560-0259 AS 7/27/16 Mode - - - - -- — - - - - - - - —.- - - - - -- - - - - --- - - - � -- Ill. Zui 408.44 lbs Mode Side Member Bearing Ills Znr- 1438.70 lbs 287740 lbs and Dowel Yielding in the Main Member A= 00005 B= 1.500 C= 3293.45 3.52 Reduction Term Mode - I _III_ _ _ Zm= _ 408.44° lbs 816.89 __-_lbs_ --- - Mode Dowel Yielding in the IV Zrv= 770.52 lbs 1541.04 lbs Side and Main Member A= 0.0007 B= 0.000 C= -434.22 377 Reduction Term ` Mode - IV Z,v= 204.17 lbs 408.33 lbs Cd= 1.15 Load Duration Cp= 1.000 Penetration Factor Single Lateral Allowable(Z's)= 234.8 lbs Double Lateral Allowable(Z'd)= 469.6 lbs $',ON raeer8 Project Job Ref. PRADAS RESIDENCE Q� 9 � 1 Section Sheet no./rev. ASE=S 425 BIRCH DRIVE A.S.Engimmmg Semi is,Pc, LAUREL, NEW YORK 11948 31 of 31 112 Wilson Drive,Port Jefferson,NY 11777 Calc.b (C)631-560-0259 y Date Chk'd by Date App'd by Date AS 7/27/16 CONNECTION SUMMARY 230 SUN&STARS GEORGIAN CONSERVATORY MAX ALLOWABLE BACK UP ACTUAL FORCE GOOD CONNECTION FORCE(LBS) CALC PAGE (LBS) (YIN) TENSION SHEAR SEE PREV. TRUSS BAR TO TRUSS BRACKET N/A 1473 32 CALCS SEE PREV. TRUSS BRACKET TO BAR N/A 1473 31 CALCS COMPRESSION RING TO RAFTER-BACK TO SEE PREV. BACK 1292 4389 27 CALCS SEE PREV. COMPRESSION RING TO RAFTER 365 982 28 CALCS COMPRESSION RING TO HIP SEE PREV. CALCS SEE PREV. RIDGE TO RAFTER BAR N/A 232 25 CALCS RAFTER TO EAVE CLIP N/A 1082 26 450 EAVE CLIP TO EAVE 832 1623 20 450 SEE PREV. EAVE CORNER SPLICE PLATE TO EAVE 2005 2164 24 CALCS EAVE TO COLUMN-LITE H 1110 N/A 16 901 EAVE TO COLUMN-UTILITY H 1110 N/A 17 901 SILL TO COLUMN-LITE H 1300 N/A 14 901 SILL TO COLUMN-UTILILTY H 1300 N/A 18 901 SILL TO FOUNDATION 1478 1786 11 901 NOTE-FORCES SHOWN AS APPLIED IN CONNECTION, IE UPLIFT FORCE ON COLUMN TO SILL CONNECTION RESULTS IN SHEAR FORCE ON SCREWS Noyth Aiw&a'S PremUir sv-K room MA"faaturer t' „x FOUR SEASONS - : QNSUNROOMS 230 SUN AND STARS: GEORGIAN CONSERVATORY DESIGN ENGINEERING CALCULATIONS: ALLOWABLE MEMBER STRESSES AND CONNECTION LOADS FOUR SEASONS SOLAR PRODUCTS 5005 Veterans Memorial Highway Holbrook,New York 11741 (631)563.4000 Fax:(631)218-9076 North ArueI1CA'S aroxier s,.nrcaa maucfae�crzr JOB: 230 SUN AND STARS:GEORGIAN CONSERVATORY a , , SHEET NO: 1 OF: 33 o o CALCULATED BY: Lawrence Duffy DATE: 11/10/2003, CHECKED BY: Surya Lamsal DATE: 11/10/20.03 _ Outdoor Living-ladoordl)'! '- -N YLtItA/RAMI PLC CC2FAI%yt� 90 DEGREE CORNER COLUMN WITH WINDOW JAMBS(7C9-7NFJ) ALLOY:6063-T5 INPUTS Allowable Stresses for BUllding Effective Length Factor, k: 1.000 SPEC 3.4.1 Length, L(in): 97.000 a= 9500 psi Radius of Gyration, r(in): 1.278 SPEC 3.4.2 2 EDGE Width of Section, b(in): 2.839 a= 9500 psi Corresponding Thickness,t(in): 0.062 SPEC 3.4.7 SHEAR Height of Section,h(in): 3.571 a= 8.9-0.037(kUr) = 6092 psi Corresponding Thickness,t(in): 0.062 SPEC 3.4.9 Unbraced Length, Lb(in): 97.000 a= 10-0.071(b/t) = 6749 psi Radius of Gyration, ry(in): 1.278 SPEC 3.4.14 Moment of Inertia, Strong Axis(in4): 3.072 a= 9500 = 9500 psi Moment of Inertia,Weak Axis (in4): 3.066 SPEC 3.4.16 Centroid to Outer Fiber Comp.Side,Y(in): 1.958 a= 11.8-0.083(b/t) = 7999 psi Torsional Constant,J (in4): 3.672 SPEC 3.4.18 a= 12500 = 12500 psi SPEC 3.4.20 MEMBER CONSTANTS a= 6.7-.027(h/t) = 5145 psi KUr= 75.88 2 EDGE b/t= 45.79 SHEAR h/t= 57.60 Ldry= 75.88 MAXIMUM ALLOWABLE STRESSES Lblx/(0.5*Y*(ly*J)^0.5)= 90.45 TENSION = 9500 psi N COMPRESSION:= 6092 psi o BENDING:= 7999 psi SHEAR= 5145 psi tn 0078— W 078W 10 m ALL BARS OKAY BY INSPECTION 1.984 1.590 3574- N u O O C9 0 U9 N t\ 0.078 L? m Ln m I I .984 1 .590 3.574 ---------------- REGIONS ---------------- Area: 1.8762 Perimeter: 54,6695 Bounding box; X: -1,9836 -- 2.2152 Y: -1.9884 -- 2,2111 Centroid: X: 0,0000 Y: 0.0000 Moments of inertia: X: 3,0723 Y: 3,0661 Product of inertia: XY: -0.6028 Radii of gyration: X: 1.2797 Y: 1.2783 Principal moments and X-Y directions about centroid: I: 2,4664 along 10,7053 -0.70891 J: 3,6720 along [0,7089 0.70531 No. REVISION BY a FOUR SEASONS SOLAR PRODUCTS CORP. ALLOY R 6063-T5, 6005-T5 5005 VETERANS MEMORIAL HIGHWAY TYPICAL 0.078, 0.062 HOLBROOK, NEW YORK 11741 WALL - FINISH 2 DESIGNERS AND MANUFACTURES OF FOUR SEASONS SUNROOMS 3 TITLE SECTION PROPERTIES DIE NO. 8562, 4582C 4 90 DEGREE CORNER PART N0. 7C9, 7NFJ 5 DO NOT SCALE DRAWINGS SCALE 1 "=1 » DRAWN BY Wp DWG. 6 1 ITOLERANCES + N - N APPROVED DATE 08-08-03 7C9-7NFJ NC't�l RutkA'd rrEnait+suNYpONt MO.w{Nah/2r JOB: 230 SUN AND STARS:GEORGIAN CONSERVATORY SHEET NO: 2 OF: 33 o o E CALCULATED BY: Lawrence Duffy DATE: 11/10/2003 - CHECKED BY: Surya Lamsal DATE: 11/10/2003 Outdoor Livsng...Indoors O', 4N YLTR•FRAM■ ILL a:CLfe.Ni� LITE H COLUMNS WITH WINDOW JAMBS(7111-7NFJ1 ALLOY:6005-T5 INPUTS Allowable Stresses for BUgging Effective Length Factor, k: 1.000 SPEC 3.4.1 Length,L (in): 97.000 6= 19000 psi Radius of Gyration, r(in): 0.726 SPEC 3.4.2 2 EDGE Width of Section, b(in): 1.134 a= 19000 psi Corresponding Thickness,t(in): 0.050 SPEC 3.4.7 SHEAR Height of Section, h(in): 3.004 6= 51000/(k*Ur)`2 = 2857 psi Corresponding Thickness,t(in): 0.050 SPEC 3.4.9 Unbraced Length, Lb(in): 97.000 6= 23.1-0.25(b/t) = 17430 psi Radius of Gyration,ry(in): 0.726 SPEC 3.4.16 Moment of Inertia, Strong Axis(in4): 1.089 6= 27.3-0.29(b/t) = 20723 psi Moment of Inertia,Weak Axis (in4): 0.601 SPEC 3.4.18 Centroid to Outer Fiber Comp.Side,Y(in): 1.596 a= 28000 = 28000 psi Torsional Constant,J (in4): 1.089 SPEC 3.4.20 6= 15.6-.099(h/t) = 9652 psi MEMBER CONSTANTS KUr= 133.61 2 EDGE b/t= 22.68 SHEAR h/t= 60.08 Lb/ry= 133.61 Lblx/(0.5*Y*(ly*J)"0.5)= 67.05 MAXIMUM ALLOWABLE STRESSES TENSION= 19000 psi 0 050 COMPRESSION:= 2857 psi BENDING:= 19000 psi o,062 SHEAR= 9652 psi 0 m :37 0 ALL BARS OKAY BY INSPECTION 0.881 0.944 1.825 0.050 0.062 m LO O O m O C—j 0.881 0.944 1 .825 ---------------- REGI❑NS ---------------- Area: 1,1393 Perimeters 40.4717 Bounding box; X; -1,5203 -- 1.5548 Y: -1,4198 -- 1,6002 Centroidh X; 0.0000 Y; 0,0000 Moments of inertial X; 1,0886 Y: 0,6005 Product of inertial XYi -0,0021 Radii of gyration; X; 0.9775 Yl 0,7260 Principal moments and X-Y directions about centroid: Il 0,6005 along 10,0044 -1,00001 J: 1,0886 along 11,0000 0,00441 NO. REVISION BY FOUR SEASONS SOLAR PRODUCTS CORP. TEMPER 6105-T5, 600545 1 Q 5005 VETERANS MEMORIAL HIGHWAY TYPICAL 0.050, 0.062 HOLEROOK, NEW YORK 11741 WALL 2 DESIGNERS AND MANUFACTURES OF FOUR SEASONS SUNROOMS FINISH 3 TITLE SECTION PROPERTIES DIE NO. 5328B, 4582 4 LITE H COLUMNS PART NO. 7*111,7NFJ 5 DO NOT SCALE DRAWINGS SCALE 1 »_> » DRAWN BY WD DWG. 6 TOLERANCES + N - N APPROVED ,.. DATE 06-06-03 7111 U-7NFJ NCO a"t""`»s"u"s""`°°"`MQ_q"&..nv JOB: 230 SUN AND STARS:GEORGIAN CONSERVATORY SHEET NO: 3 OF: 33 CALCULATED BY: Lawrence Duffy DATE: 11/10/2003 CHECKED BY: Surya Lamsal DATE: 11/10/2003 Outdoor Living...lndoors°I)'i t AN OLTRAPRANX PLC Cv'JI'AN% Vb' ELECTRIC H COLUMN WITH WINDOW JAMBS(7145 7NFJ) ALLOY:6005-T5,6005-T5 INPUTS Allowable Stresses for BUII§M Effective Length Factor, k: 1.000 SPEC 3.4.1 Length,L(in): 97.000 6= 19000 psi Radius of Gyration,r(in): 1.035 SPEC 3.4.2 1 EDGE Width of Section, b(in): 0.612 6= 19000 psi Corresponding Thickness,t(in): 0.053 SPEC 3.4.7 2 EDGE Width of Section, b (in): 2.366 Cy= 51000/(k*Ur)^2 = 5810 psi Corresponding Thickness,t(in): 0.066 SPEC 3.4.8 SHEAR Height of Section, h (in): 3.045 6= 154/(b/t) = 13307 psi Corresponding Thickness,t(in): 0.065 SPEC 3.4.9 Unbraced Length, Lb(in): 97.000 Cy= 490/(b/t) = 13669 psi Radius of Gyration, ry(in): 1.640 SPEC 3.4.14 Moment of Inertia,Strong Axis(in4): 4.381 6= 21000 = 21000 psi Moment of Inertia,Weak Axis(in4): 1.747 SPEC 3.4.15 Centroid to x-axis,Y,comp. side(in): 1.796 a= 183/(b/t) = 15813 psi Torsional Constant,J (in4): 4.381 SPEC 3.4.16 a= 580/(blt) = 16180 psi MEMBER CONSTANTS SPEC 3.4.17 KUr= 93.69 CF= 40.5-1.41(b/t) = 24182 psi 1 EDGE b/t= 11.57 SPEC 3.4.18 2 EDGE b/t= 35.85 Cy= 28000 = 28000 psi SHEAR h/t= 46.85 SPEC 3.4.20 Lb/ry= 59.16 6= 15.6-.099(h/t) = 10962 psi LbIX/(0.5*Y*(ly*J)^0.5)= 43.07 MAXIMUM ALLOWABLE STRESSES oo62 0 066 F- - TENSION= 19000 psi N COMPRESSION:= 5810 psi BENDING: = 15813 psi , N SHEAR= 10962 psi - 2.056 2.058 ALL BARS OKAY BY INSPECTION 4.)14— 0.062 0.066 � m n LO It 0 C6 m d- N 2.056 2.058 4. 1 14 ---------------- REGI❑NS ---------------- Area; 1.6297 Perimeter: 50,9679 Bounding box; X; -2,6815 -- 2.6828 Y; -1.2666 -- 1,7956 Centroid; X; 0,0000 Y! 0,0000 Moments of inertia; X; 1,7468 Y; 4.3809 Product of inertia; XY; 0.0017 Radii of gyration; X; 1.0353 Y; 1,6396 Principal moments and X-Y directions about centroid: I; 1,7468 along E1,0000 0,00071 J; 4,3809 along E-0,0007 1,00001 NO. REVISION BY FOUR SEASONS SOLAR PRODUCTS CORP. TEMPER 6005-T5, soos-rs 1 5005 VETERANS MEMORIAL HIGHWAY WALL 0.066, 0.062 HOLBROOK, NEW YORK 11741 2 DESIGNERS AND MANUFACTURES OF FOUR SEASONS SUNROOMS FINISH 3 TITLE SECTION PROPERTIES DIE NO. 5339C, 4582 4 ELECTRIC H COLUMN PART N0. 7*145, 7NFJ 5 DO NOT SCALE DRAWINGS SCALE > DRAWN BY LJD DWG. 6 TOLERANCES f N - N APPROVED N DATE 08-08-03 7145-7NFJ NCfth A-Vi-A'S Pa-Ws—T—MA—fAaw tr JOB: 230 SUN AND STARS:GEORGIAN CONSERVATORY y + ' SHEET NO: 4 OF: 33 i ' o - s CALCULATED BY: Lawrence Duffy DATE: 11/10/2003 Zj CHECKED BY: Surya Lamsal DATE_: 11/10/2003 Outdoor Living...indoors wi �- �N VLTRATRAM! PL[..JtJ 7 IN 12 EAVE WITH WINDOW JAMB (7E7B 7133) ALLOY:6005-T5 INPUTS Allowable Stresses for Building Effective Length Factor, k: 1.000 SPEC 3.4.1 Length, L(in): 298.000 6= 19000 psi Radius of Gyration, r(in): 1.283 SPEC 3.4.2 1 EDGE Width of Section,b (in): 0.835 a= 19000 psi Corresponding Thickness,t(in): 0.115 SPEC 3.4.7 2 EDGE Width of Section,b(in): 2.378 6= 51000/(k`Ur)^2 = 945 psi Corresponding Thickness,t(in): 0.080 SPEC 3.4.8 SHEAR Height of Section, h(in): 4.648 a= 23.1-0.79(b/t) = 17361 psi Corresponding Thickness,t(in): 0.080 SPEC 3.4.9 Unbraced Length, Lb(in): 48.000 6= 23.1-0.25(b/t) = 15668 psi Radius of Gyration,ry(in): 1.283 SPEC 3.4.14 Moment of Inertia,Strong Axis(in4): 3.283 a= 21000 = 21000 psi Moment of Inertia,Weak Axis (in4): 2.513 SPEC 3.4.15 Centroid to Outer Fiber Comp.Side, f(in): 2.834 a= 27.3-0.93(b/t) = 20544 psi Torsional Constant,J (in4): 3.417 SPEC 3.4.16 U= 27.3-0.29(b/t) = 18679 psi MEMBER CONSTANTS SPEC 3.4.18 KUr= 232.27 6= 28000 = 28000 psi 1 EDGE b/t= 7.26 SPEC 3.4.20 2 EDGE b/t= 29.73 6= 15.6-.099(h/t) = 9848 psi SHEAR h/t= 58.10 Lb/r,= 37.41 Lbl,/(0.5'Y'`(ly*J)^0.5)= 25.42 MAXIMUM ALLOWABLE STRESSES o TENSION= 19000 psi T COMPRESSION: = 945, psi " BENDING:= 18679 psi a SHEAR= 9848 psi N !UJ. Q �u ALL BARS OKAY BY INSPECTION 22646 1 6&73 3 9479 0 0� 00 m CZi m ca CV Nr 2.2046 I .6833 3.9479 - ---------- REGIONS ---------------- Area: 1.526 sq in Perimeter: 40.805 in Bounding box: X: —2.272 -- 1.683 in Y: —2.439 -- 2.834 in Centroid: X: 0.000 in Y: 0.000 in Moments of inertia: X: 3.283 sq in sq in Y: 2.513 sq in sq in Product of inertia: XY: 0.348 sq in sq in Radii of gyration: X: 1.467 in Y: 1.283 in Principal moments (sq in sq in) and X—Y directions about centroid: I: 2.379 along [0.359 0.933] J: 3.417 along [-0.933 0.359] NO. REVISION BY Q FOUR SEASONS SOLAR PRODUCTS CORP. TEMPER 6005-T5,6005-T5 1 5005 VETERANS MY ORIAL HIGHWAY TYPICAL 0.080 OR N YORK 11741 WALL 2 DESIGNERS AND MANUFACTURES OF FOUR SEASONS SUNROOMS FINISH 3 TITLE SECTION PROPERTIES DIE N0, 7289 4 7 1 N 12 EAVE PART N0. 7E7,7133 5 DO NOT SCALE DRAWINGS SCALE DR0N BY LJD DING. 6 TOLERANCES + N — APPROVED N DATE 09-24-03 7E7-7133 NCrth ANGfGA'S Pnvtk5ua.wOxi MitnufAe:uKY JOB: 230 SUN AND STARS:GEORGIAN CONSERVATORY i r , SHEET NO: 5 OF: 33 CALCULATED BY: Lawrence Duffy DATE: 11/10/2003 CHECKED BY: Surya Lamsal DATE: 11/10/2003 Outdoor Living.-Indoors 1)' %N U1,16APRANS PLC C4 urhv.� 4GBA LITE RAFTER BAR ALLOY:6005-T5 INPUTS Allowable Stresses for Building Effective Length Factor,k: 1.000 SPEC 3.4.1 Length, L(in): 135.000 a= 19000 psi Radius of Gyration,r(in): 0.593 SPEC 3.4.2 2 EDGE Width of Section,b (in): 1.395 a= 19000 psi Corresponding Thickness,t(in): 0.090 SPEC 3.4.7 SHEAR Height of Section,h (in): 2.440 a= 51000/(k*L/r)^2 = 982 psi Corresponding Thickness,t(in): 0.090 SPEC 3.4.9 Unbraced Length, Lb(in): 135.000 a= 23.1-0.25(b/t) = 19225 psi Radius of Gyration, ry(in): 0.593 SPEC 3.4.14 Moment of Inertia,Strong Axis(in4): 0.783 a= 21000 = 21000 psi Moment of Inertia,Weak Axis (in4): 0.379 SPEC 3.4.16 Centroid to Outer Fiber Comp. Side,Y(in): 1.281 a= 21000 = 21000 psi Torsional Constant,J (in4): 0.783 SPEC 3.4.18 Ci= 28000 = 28000 psi SPEC 3.4.20 a= 11000 = 11000 psi MEMBER CONSTANTS KL/r= 227.85 SHEAR b/t= 15.50 2 EDGE h/t= 27.11 Lb/ry= 227.85 LbIX/(0.5*Y*(ly*J)^0.5)= 102.06 MAXIMUM ALLOWABLE STRESSES 3 TENSION = 19000 psi COMPRESSION: = 982 psi 12812 BENDING: = 19000 psi SHEAR= 11000 psi 0.0900 24400 LO ALL BARS OKAY BY INSPECTION 0.8551 0.8549 1.7100 U Ll 1.2812 0.0900 112,4400 Ln 0.8551 0.8549 1 .7100MM ---------------- REGIONS ---------------- Arew 1.0796 sq In Perimeter. 23.4878 In Bounding boxy Xi -0.8551 -- 0.8549 In Yi -1.1588 -- 1,2812 In Centrold, X; 0.0000 In Yi 0.0000 in Moments of Inertial Xi 0,7826 sq In sq In Yi 0.3790 sq in sq In Product of inertial XYt 0.0000 sq In sq In Radii of gyratlont Xi 0,8514 in Y, 0.5925 In Principal moments (sq In sq In) and X-Y directions about centroid, I1 0.3790 along 10,0000 1,00001 J; 0,7826 along 1-1,0000 0.00001 Section Modulusi Sx Top, 0.611 Ina Sx Rot: 0.675 In3 Sy Lefti 0.443 In3 Sy Righty 0.443 In3 NO. REVISION BY FOUR SEASONS SOLAR PRODUCTS CORP. TEMPER 6005'-T5 1 0 5005 VETERANS MEMORIAL HIGHWAY TYPICAL 0.090 HOLBROOK, NEW YORK 11741 WALL 2 DESIGNERS AND MANUFACTURES OF FOUR SEASONS SUNROOMS FINISH 3 TITLE SECTION PROPERTIES DIE NO. 3416 4 2-1 /2" LITE RAFTER BAR PART N0. 4GBA 5 DO NOT SCALE DRAWINGS SCALE 1 1,_1 ■f DRAWN BY WD DWG. 6 ITOLERANCES + - N APPROVED - DATE 08-12-03 4GBA NerlhRwtdea•avrtnut.s.wrcaxnaanufae:ura JOB: 230 SUN AND STARS:GEORGIAN CONSERVATORY SHEET NO: 6 OF: 33 #Lo t' CALCULATED BY: Lawrence Duffy DATE: 11/10/2003 goes UWOCHECKED BY: Surya Lamsal DATE: 11/10/2003 Outdoor Living...Indoorsl)'r,, CN VITRAFRAM■ •tc 4HBA HEAVY RAFTER BAR ALLOY:6005-T5 INPUTS Allowable Stresses for Building Effective Length Factor, k: 1.000 SPEC 3.4.1 Length, L(in): 135.000 a= 19000 psi Radius of Gyration, r(in): 0.648 SPEC 3.4.2 2 EDGE Width of Section, b(in): 1.233 a= 19000 psi Corresponding Thickness,t(in): 0.140 SPEC 3.4.7 SHEAR Height of Section,h (in): 2.440 Cr= 51000/(k*Ur)^2 = 1175 psi Corresponding Thickness,t(in): 0.140 SPEC 3.4.9 Unbraced Length, Lb(in): 135.000 Cy= 23.1-0.25(b/t) = 20898 psi Radius of Gyration, ry(in): 0.648 SPEC 3.4.14 Moment of Inertia,Strong Axis(in4): 1.051 Cy= 21000 = 21000 psi Moment of Inertia,Weak Axis (in4): 0.505 SPEC 3.4.16 Centroid to Outer Fiber Comp. Side, Y(in): 1.321 a= 21000 = 21000 psi Torsional Constant,J (in4): 1.051 SPEC 3.4.18 Cr= 28000 = 28000 psi SPEC 3.4.20 a= 11000 = 11000 psi MEMBER CONSTANTS KUr= 208.33 SHEAR b/t= 8.81 2 EDGE h/t= 17.43 Lb/ry= 208.33 Lbl„/(0.5*Y*(ly*J)^0.5)= 98.07 MAXIMUM ALLOWABLE STRESSES TENSION = 19000 psi COMPRESSION: = 1175 psi — BENDING:= 19000 psi m 0.1400 SHEAR= 11000 psi 0 0 �r �r � N ALL BARS OKAY BY INSPECTION fl 0.85510.8549 -]:::1.7100 --� N 0,1400 m 0 0 I- � N 0.8551 - 0.8549 1 .7100 ---------------- REGIONS ---------------- Area: 1.6594 sq in Perimeter: 21.3252 in Bounding box: X: —0.8551 -- 0.8549 in Y: —1.1189 -- 1.3211 in Centroid: X: 0.0000 in Y. 0.0000 in Moments of inertia: X: 1.0514 sq in sq in Y: 0.5045 sq in sq in Product of inertia: XY: 0.0000 sq in sq in Radii of gyration: X: 0.7960 in Y. 0.5514 in Principal moments (sq in sq in) and X—Y directions about centroid: I: 0.5045 along [0.0000 1.0000] J: 1.0514 along [-1.0000 0.0000] Section Modulus: Sx Top: 0.7959 in"3 Sx Bot: 0.9396 in^ Sy Left: 0.59 in^3 Sy Right: 0.59 in^3 NO. REVISION BY FOUR SEASONS SOLAR PRODUCTS CORP. TEMPER 6005—T5 Q 1 5005 VETERANS MEMORIAL HIGHWAY TYPICAL 0.140 HOLBROOK, NEW YORK 11741 WALL 2 DESIGNERS AND MANUFACTURES OF FOUR SEASONS SUNROOMS FINISH 3 TITLE SECTION PROPERTIES DIE NO. 3417 4 2-1/2" HEAVY RAFTER BAR PART NO. 41-113A 5 DO NOT SCALE DRAWINGS SCALE 1 "=1 "I DRAWN BY WD DWG. 6 TOLERANCES + N - N APPROVED ,. DATE 08-12-03 4HBA JOB: 230 SUN AND STARS:GEORGIAN CONSERVATORY SHEET NO: 7 OF: 33 y ._",<s • • CALCULATED BY: Lawrence Duffy DATE: 11/10/2003 CHECKED BY: Surya Lamsal DATE: 11/10/2003 Outdoor Living...Yndoorsl)" H I/LI•t•\1M■ PLC C:W PANIC 51-135 LITE RAFTER BAR ALLOY:6005-T5 INPUTS Allowable Stresses for Building Effective Length Factor, k: 1.000 SPEC 3.4.1 Length, L(in): 135.000 a= 19000 psi Radius of Gyration, r(in): 0.868 SPEC 3.4.2 2 EDGE Width of Section,b(in): 2.151 a= 19000 psi Corresponding Thickness,t(in): 0.100 SPEC 3.4.7 SHEAR Height of Section, h (in): 5.000 a= 51000/(k*Ur)"2 = 2106 psi Corresponding Thickness,t(in): 0.100 SPEC 3.4.9 Unbraced Length, Lb(in): 135.000 6= 23.1-0.25(b/t) = 17724 psi Radius of Gyration, ry(in): 0.868 SPEC 3.4.14 Moment of Inertia,Strong Axis(in4): 4.729 6= 21000 = 21000 psi Moment of Inertia,Weak Axis(in4): 1.219 SPEC 3.4.16 Centroid to Outer Fiber Comp. Side,Y(in): 2.659 6= 21000 = 21000 psi Torsional Constant,J (in4): 4.729 SPEC 3.4.18 MEMBER CONSTANTS a= 28000 = 28000 psi KUr= 155.60 SPEC 3.4.20 2 EDGE b/t= 21.51 6= 15.6-.099(h/t) = 10650 psi SHEAR h/t= 50.00 Lb/ry= 155.60 LbIX/(0.5*1?*(ly*J)"0.5)= 26.18 1.0000 —►1 1.0000 MAXIMUM ALLOWABLE STRESSES TENSION = 19000 psi COMPRESSION:= 2106 psi o.l000 0 BENDING:= 19000 psi SHEAR= 10650 psi 8 °o ui m N ALL BARS OKAY BY INSPECTION 1 3120 1.0000 ---I 1.0000 0 0.1000 m N 0 LO lD N 1.3120 ---------------- REGIONS ---------------- Area: 1,6198 Perimeter: 33,9256 Bounding box: X: -1.3120 -- 1.3120 Y: -2,6591 -- 2,3409 Centrold: X: 0.0000 Y: 0,0000 Moments of inertia: X: 4.7287 Y: 1,2192 Product of Inertia: XY: 0,0001 RadII of gyration: X: 1.7086 Y: 0.8676 Principal moments and X-Y directions about centroid: I: 1.2192 along 10.0000 1.00003 J: 4.7287 along 1-1,0000 0.00003 NO. REVISION BY FOUR SEASONS SOLAR PRODUCTS CORP. TEMPER 6005-T5 1 5005 VETERANS MEMORIAL HIGHWAY TYPICAL 0.010 HOLEIROOK, NEW YORK 11741 WALL 2 DESIGNERS AND MANUFACTURES OF FOUR SEASONS SMROOMS FINISH ' 3 TITLE SECTION PROPERTIES DIE NO. 7767 4 5" LITE BAR PART NO. 5L85 5 DO NOT SCALE DRAWINGS SCALE3/4"=1" DRAWN BY WD DWG. 6 ITOLERANCES + N - N APPROVED DATE 09-18-03 5LB5 NCflV!P-rntYLq'S PKM{fCY:wvCpxhwnu{gcturtY JOB: 230 SUN AND STARS:GEORGIAN CONSERVATORY r , , SHEET NO: 8 OF: 33 ' o o CALCULATED BY: Lawrence Duffy DATE: 11/10/2003 CHECKED BY: Surya Larnsal DATE: 11/10/2003 Outdoor Living...InndoorAl' +tN YLTRAlRAM■ ■L[ .. 4HCX HIP BEAM ALLOY:6005-T5 INPUTS Allowable Stresses for Building Effective Length Factor, k: 1.000 SPEC 3.4.1 Length, L(in): 175.000 a= 19000 psi Radius of Gyration, r(in): 0.628 SPEC 3.4.2 2 EDGE Width of Section,b(in): 3.235 CF= 19000 psi Corresponding Thickness,t(in): 0.160 SPEC 3.4.7 SHEAR Height of Section,h(in): 4.360 a= 51000/(k*Ur)"2 = 657 psi Corresponding Thickness,t(in): 0.160 SPEC 3.4.9 Unbraced Length, Lb(in): 175.000 a= 23.1-0.25(b/t) = 18045 psi Radius of Gyration,ry(in): 0.628 SPEC 3.4.14 Moment of Inertia,Strong Axis(in4): 6.270 CF= 21000 = 21000 psi Moment of Inertia,Weak Axis(in4): 1.045 SPEC 3.4.16 Centroid to Outer Fiber Comp.Side, Y(in): 2.307 a= 21000 = 21000 psi Torsional Constant,J (in4): 6.270 SPEC 3.4.18 a= 28000 = 28000 psi MEMBER CONSTANTS SPEC 3.4.20 KUr= 278.66 a= 11000 = 11000 psi 2 EDGE b/t= 20.22 SHEAR h/t= 27.25 Lb/ry= 278.66 Lbi./(0.5*Y*(ly*J)^0.5)= 25.29 MAXIMUM ALLOWABLE STRESSES R TENSION = 19000 psi u COMPRESSION:= 657 psi 0.3750 0 BENDING: 19000 psi 0 N SHEAR= 11000 psi o iboo 00 0 v 0 ALL BARS OKAY BY INSPECTION o N 0.8553 —� 0 8547 1.7100 0.3750 0 0 m N 0.1600 0 m 0 m to 0 N 0.8553 0.8547 1 .7100 ---------------- REGIONS ---------------- Area: 2.648 sq in Perimeter. 24.749 in Bounding box: X: —0.855 -- 0.855 in Y: —2.053 -- 2.307 in Centroid: X. 0.000 in Y: 0.000 in Moments of inertia: X: 6 270 sq in sq in Y: 1.045 sq in sq in Product of inertia: XY: 0.000 sq in sq in Radii of gyration: X: 1.539 in Y. 0.628 in Principal moments (sq in sq in) and X—Y directions about centroid: I: 1.045 along [0.000 1.000] J: 6.270 along [-1.000 0 000] N0. REVISION BY FOUR SEASONS SOLAR PRODUCTS CORP. TEMPER 6005—T5 1 50055 VETERANS MEMORIAL EW YORK 11741 WALL TYPICAL 0.160 HOLBWALL 2 DESIGNERS AND MANUFACTURES OF FOUR SEASONS SUNROOMS FINISH — 3 TITLE SECTION PROPERTIES DIE NO. 2770 4 230 SERIES HIP BAR PART N0, 4HCX 5 DO NOT SCALE DRAWINGS scALE 1 »_> » DRAWN BY WD DWG. 6 TOLERANCES + N - N APPROVED DATE 09-24-03 4HCX JOB: 230 SUN AND STARS:GEORGIAN CONSERVATORY SHEET NO: 9 OF. 33 CALCULATED BY: Lawrence Duffy DATE: 11/10/2003 CHECKED BY: Surya Lamsal DATE: 11/10/2003 RIDGE 8FRG ALLOY:6063-T5 INPUTS Allowable Stresses for Building Effective Length Factor, k: 1.000 SPEC 3.4.1 Length, L(in): 36.600 Cr= 9500 psi Radius of Gyration, r(in): 0.866 SPEC 3.4.2 1 EDGE Width of Section, b(in): 0.500 6= 9500 psi Corresponding Thickness, t(in)_ 0.065 _ SPEC 3.4.7 2 EDGE Width of Section, b (in): 0.500 6= 8.9-0.037(kUr) 7336 psi Corresponding Thickness, t(in): 0 065 SPEC 3.4 8 SHEAR Height of Section, h (in): 1.555 6= 10-0.22(b/t) _ 8.308 psi Corresponding Thickness, t(in): 0.065 SPEC 3.4.9 Unbraced Length, Lb(in): 37.000 6= 10-0.071(b/t) = 9454 psi Radius of Gyration, ry(in): 1.709 SPEC 3.4.15 Moment of Inertia, Strong Axis(in4): 3.819 CF= 9500 = 9500 psi Moment of Inertia,Weak Axis(in4): 0.979 SPEC 3.4.16 Centroid to Outer Fiber Comp: Side, Y(in): 1.479 C,= 9500 = 9500 _ psi _ _ --_Torsional Constant, J (in4). _ 3.819 SPEC 3.4.2.0 6= 5500 = 5500 psi MEMBER CONSTANTS KUr= 42.26 1 EDGE b/t= 7.69 2 EDGE b/t= 7.69 SHEAR h/t= 23.92 Lb/rY 21.65 Lblx/(0.5'Y'(ly'J)110.5)= 12.83 • - o MAXIMUM ALLOWABLE STRESSES oo I TENSION = 9500 psi COMPRESSION: _ 7336 ' psi BENDING: = 9454 psi SHEAR= 5500 psi W . I I ALL BARS OKAY BY INSPECTION — 3.1 IM- --- 3 1115 - 6 2224 - 0 0 �s 0 m m Ln N CC) 3. 1 109 �-�-� - 3. 1115 6.2224 ---------------- REGI❑NS ---------------- Area: 1,307 sq in Perimeter: 40,366 in Bounding box: X: -3.128 -- 3,129 in Y: -1.820 -- 1,487 in Centroid: X: 0.000 in Y: 0,000 in Moments of inertia: X: 0,979 sq in sq in Y: 3.819 sq 1n sq 1n Product of inertia: XY: 0,000 sq in sq in Radii of gyration: X; 0,866 in Y: 1,709 in Principal moments (sq in sq in) and X-Y directions about centroid: I: 0,979 along 11,000 0,0001 J: 3,819 along 10,000 1.0001 N0. REVISION BY FOUR SEASONS SOLAR PRODUCTS CORP. OY -T5 TEMPER 606-3 0 5005 VETERANS MEMORIAL HIGHWAY TYPICAL 0.065 HOLBROOK, NEW YORK 11741 WALL 2 DESIGNERS AND MANUFACTURES OF FOUR SEASONS SUNROOMS FINISH - 3 TITLE SECTION PROPERTIES DIE NO. 4988 4 CONSERVATORY RIDGE PART N0. 8FRG 5 DO NOT SCALE DRAWINGS SCALE DRAWN BY LSD DWG. 6 TOLERANCES + N - N APPROVED N DATE 09-24-03 8FRG-8FRG NA�1 RxC1icA'L Wf—gr JOB: 230 SUN AND STARS:GEORGIAN CONSERVATORY SHEET NO. 10 OF: 33 . 4 CALCULATED BY: Lawrence Duffy DATE: 11/10!2003 - CHECKED BY: Surya Lamsal DATE: 11/10/2003 Outdoor Living—ladoorsl)'i - iN 0LORA ORAN% ILC 4AH TRUSS BAR ALLOY:6005-T5 INPUTS Allowable Stresses for Buildlnp Effective Length Factor, k: 0.650 SPEC 3.4.1 Length, L (in): 150.000 a= 19000 psi Radius of Gyration, r(in): 0.569 SPEC 3.4.2 1 EDGE Width of Section, b(in): 1.750 a= 19000 psi Corresponding Thickness,t(in): 0.089 SPEC 3.4.7 2 EDGE Width of Section, b(in): 1.710 a= 51000/(k"Ur)^2 = 1737 psi Corresponding Thickness,t(in): 0.089 SPEC 3.4.8 SHEAR Height of Section, h (in): 1.750 a= 154/(b/t) = 7832 psi Corresponding Thickness,t(in): 0.089 SPEC 3.4.9 Unbraced Length, Lb(in): 150.000 a= 23.1-0.25(b/t) = 18297 psi Radius of Gyration, ry(in): 0.719 SPEC 3.4.11 Moment of Inertia, Strong Axis(in4): 0.232 a= 87000/(Lb/ry)"2 = 1999 psi Moment of Inertia,Weak Axis (in4): 0.145 SPEC 3.4.15 Centroid to Outer Fiber Comp. Side,Y(in): 1.128 Cr= 183/(b/t) = 9307 psi Torsional Constant,J (in4): 0.232 SPEC 3.4.16 a= 21000 = 21000 psi MEMBER CONSTANTS SPEC 3.4.17 KUr= 171.35 a= 4900/(b/t)^2 = 12674 psi 1 EDGE b/t= 19.66 SPEC 3.4.18 2 EDGE b/t= 19.21 a= 28000 = 28000 psi SHEAR h/t= 19.66 SPEC 3.4.20 Lb/ry= 208.62 a= 11000 = 11000 psi LbI)A0.5*'Y*(ly''J)"0.5)= 166.27 MAXIMUM ALLOWABLE STRESSES TENSION = 19000 psi co r COMPRESSION: = 1737 psi ALL BARS OKAY 0 BENDING:= 1999 psi BY INSPECTION Ln SHEAR= 11000 psi AREA OF THE BAR= 0.448 SQ IN 0.8548554 co N ALLOWABLE COMPRESSIVE FORCE= 778 # I.7100 C° 0 m � N N N Q — O p _ O un 0.8554 0.8546 N N 1 .7100 O ---------------- REGIONS ---------------- Area: 0.448 sq in Perimeter. 10.254 in Bounding box: X: —0.855 -- 0.855 in Y: —0.622 -- 1.128 in Centroid: X: 0.000 in Y: 0.000 in Moments of inertia: X: 0.145 sq in sq in Y: 0.232 sq in sq in Product of inertia: XY: 0.000 sq in sq in Radii of gyration: X: 0.569 in Y. 0.719 in Principal moments (sq in sq in) and X—Y directions about centroid: I: 0.145 along [1.000 0.000] J: 0.232 along [0.000 1.000] SECTION MODULUS Sx TOP: 0.129 IN3 Sx BOT: 0.233 IN3 Sy LEFT: 0.274 IN3 Sy RIGHT: 0.274 IN3 NO. REVISION BY FOUR SEASONS SOLAR PRODUCTS CORP. ALLOY EM ER 61 05—T6 1 5005 VETERANS MEMORIAL HIGHWAY TYPICAL 0.089 HOLBROOK, NEW YORK 11741 WALL 2 DESIGNERS AND MANUFACTURES OF FOUR SEASONS SUNROOMS FINISH 3 TITLE SECTION PROPERTIES DIE NO. 2412 4 TRUSS BAR PART NO. 4Ay 5 DO NOT SCALE DRAWINGS SCALE 1 "=1 " DRAWN BY LJD DWG, 61 1 1 TOLERANCES -I APPROVED N DATE 09-24-03 4AH 14ftthAmerkA-04t dh 5uw MA—fnau.a ,JOB: 230 SUN AND STARS:GEORGIAN CONSERVATORY SHEET NO: 11 OF: 33 M- 114FOXINPAL0' 19 Y CALCULATED BY: Lawrence Duffy DATE: 11/10/2003 CHECKED BY: Surya Lamsal DATE: 11/10/2003 Outdoor Living...lndoori(l�)'.�M� AN ULT IAV IAM• •LGl uPAN X`,Qb SILL RCS)TO FOUNDATION FASTENERS: 2 0.500 "X 3.000 " LAG BOLTS DETAIL ON AND 16"O.C. Equation Inputs. ALLOWABLE CONNECTION BEARING Al:Alloy of Piece 1: 6005-T5 Pns =2(D1)(T1)(Ft jyn„ T1:Thickness of Piece 1 (in): .055 _( .500 )( .055 )( 38 )2/2.34= 893.2# Fastener Type: LAG BOLTS Pas =Ns*Pnsmin Thread Type: SPACED THREADS _( 2 )( 893.2 )= 1786.3 # Crown(C)or Valley(V)Fastening: C D2:Diameter of Head/Washer(in): 1.5 D1:Nominal Diameter of Fastener(in): 0.500 L:Length of Fasteners(in): 3.000 ALLOWABLE CONNECTION TENSION Ns:Number of Screws: 2 Pnov =(D2-D1)(T1)(Ftu1)(CyN =( 1.5 - 0.5 )( .055 )( 38 )( 1 )/3= 696.7# Pat =Ns A Prion Aluminum Alloy Structural Values _( 2 )( 696.7 ) = 1393.3 # FWt:Ultimate Tension of Piece 1 (ksi): 38 Ftyt:Yield Tension of Piece 1 (ksi): 35 WASHER OF 1.5" 16"O.C.WILL CONTIBUTE A MAXIMUM OF 859 BASED ON A 0.1"DEFLECTION OF SILL. MAXIMUM ALLOWABLE LOADS SHEAR: 1786.3 # TENSION 1478.3# NOTE: THESE CALCULATIONS PERTAIN TO THE CONNECTIONS UP TO,BUT NOT INCLUDING, THE CONNECTIONS TO THE EXISTING STRUCTURE AND/OR ANY NEW CONSTRUCTION. THE CONNECTIONS TO THE EXISTING STRUCTURE AND/OR ANY NEW CONSTRUCTION MUST BE ANALYZED ACCORDING TO CONDITIONS SPECIFIC TO EACH JOB BY OTHERS. UNC THREADS: Types C,D,F,G,T SPACED THREADS:Types AB,B,BP,BF,BT Calculabons Conform to(AA)ADM2000 nlmtN Ar.K.tra's re+�£er Skwcpw.Mon"{auwa JOB: 230 SUN AND STARS:GEORGIAN CONSERVATORY i SHEET NO: 12 OF: 33 CALCULATED BY: Lawrence Duffy DATE: 11/10/2003 CHECKED BY: Surya Lamsal DATE: 11/10/2003 Outdoor Living...lndoors'�'> -w YLf.A1\AMC ILC c I-- SILL TO CORNER COLUMN FASTENERS: 8 0.164 "X 0.500 " TEK SCREWS DETAIL ON E uation Inputs. ALLOWABLE CONNECTION BEARING Al:Alloy of Piece 1: 6005-T5 Pns =2(D1)(T1)(Ft„t)/n„ T1:Thickness of Piece 1 (in): .055 =( .164 )( .055 )( 38 )2/2.34= 293.0# A2:Alloy of Piece 2: 6063-T5 Pns =2(D1)(T2)(Fta2)/n„ T2:Thickness of Piece 2(in): .062 _( .164 )( .062 )( 22 )2/2.34= 191.2# Fastener Type: TEK SCREWS Pns =((T2)(T2)(T2)(D1))E0.5"4.2(Ft„2)for T2<=T1 Thread Type: SPACED THREADS =(( .062 )( .062 )( .062 )( 0.164 ))E0.5"4.2( 22000 )= N/A Crown(C)or Valley(V)Fastening: C Pas =Ns'Pnsn,ln D2:Diameter of Head/Washer(in): .322 _( 8 )( 191.2 )= 1529.5 # D 1:Nominal Diameter of Fastener(in): 0.164, L:Length of Fasteners(in): 0.500 Asn:Thread Stripping Area of Internal Thread(Per inch): 0.014 ALLOWABLE CONNECTION TENSION n,Threads Per Inch: 32 Pnov =(D2-D1)(T1)(Ft„t)(C)/ns tc,Thread Engagement Depth: 0.062 _( .322 - 0.164 )( .055 )( 38 )( 1 )/3= 110.1 # Ns:Number of Screws: 8 Pnot = (Ks)(D1)(tc)(Fty2)/ns 54.8# Pat =Ns'Pntnln _( 8 )( 54.8 ) = 438.2# Aluminum Alloy Structural Values Ft,t:Ultimate Tension of Piece 1 (ksi): 38 Fty,:Yield Tension of Piece 1 (ksi): 35 Ftu2:Ultimate Tension of Piece 2(ksi): 22 F,yl:Yield Bearing of Piece 2(ksi): 16 MAXIMUM ALLOWABLE LOADS Coeffiecients: SHEAR: 1529.5# Coeffiecient,Ks= 1.01 TENSION 438.2# Coeffiecient 2/n= 0.0625 Coeffiecient,4/n= 0.125 UNC THREADS:Types C,D,F,G,T SPACED THREADS:Types AB,B,BP,BF,BT Calculations Conform to(AA)ADM2 000 Nati,AYJlI1G0'S Prt ltr5"xreou MNwc{ecWeY JOB: 230 SUN AND STARS:GEORGIAN CONSERVATORY SHEET NO: 13 OF: 33 CALCULATED BY: Lawrence Duffy DATE: 11/10/2003 - o ' CHECKED BY: Surya Lamsal DATE: 11/1012003 Outdoor Living...Indoors firms SILL TO LITE H COLUMN FASTENERS: 6 0.164 "X 0.500 " TEK SCREWS DETAIL ON E uation Inputs. ALLOWABLE CONNECTION BEARING Al:Alloy of Piece 1: 6005-T5 Pm =2(D1)(T1)(Ftuj)/n„ T1:Thickness of Piece 1 (in): .055 =( .164 )( .055 )( 38 )2/2.34= 293.0# A2:Alloy of Piece 2: 6005-T5 P„s =2(D1)(T2)(FtAlnu T2:Thickness of Piece 2(in): .05 =( .164 )( .05 )( 38 )2/2.34= 266.3# Fastener Type: TEK SCREWS Pns =((T2)(T2)(T2)(D1))E0.5*4.2(Fju2)for T2<=T1 Thread Type: SPACED THREADS =(( .05 )( .05 )( .05 )( 0.164 ))E0.5*4.2( 38000 )=722.6 Crown(C)or Valley M Fastening: C Pas =Ns*Pnsn,l„ D2:Diameter of Head/Washer(in): .322 _( 6 )( 266.3 )= 1597.9 # D1:Nominal Diameter of Fastener(in): 0.164 L:Length of Fasteners(in): 0.500 #8 FASTENER MAXIMUM SHEAR IS 216.5# Asn:Thread Stripping Area of Internal Thread(Per Inch): 0.014 ALLOWABLE CONNECTION TENSION n,Threads Per Inch: 32 P""„ =(D2-D1)(T1)(Ft"t)(Cyns tc,Thread Engagement Depth: 0.05 _( .322 - 0.164 )( .055 )( 38 )( 1 )/3= 110.1 # Ns:Number of Screws: 6 P.t = (Ks)(D1)(tc)(Fty2)/ns = 96.6# Pat =Ns*P%jr, _( 6 )( 96.6 ) = 579.7# Aluminum Alloy Structural Values Ftut:Ultimate Tension of Piece 1 (ksi): 38 Ft.,:Yield Tension of Piece 1 (ksi): 35 F42:Ultimate Tension of Piece 2(ksi): 38 Ftyz:Yield Bearing of Piece 2(ksi): 35 MAXIMUM ALLOWABLE LOADS Coeffiecients: SHEAR: 1299.0# Coeffiecient,Ks= 1.01 TENSION 579.7# Coeffiecient 2/n= 0.0625 Coeffiecient,4/n= 0.125 UNC THREADS: Types C,D,F,G,T SPACED THREADS:Types AB,B,BP,BF,BT Calculations Conform to(AA)ADM2000 Nertli Ansrim's AY,wi&swv cm Maw factwrer SOB: 230 SUN AND STARS:GEORGIAN CONSERVATORY SHEET NO: 14 OF: 33 CALCULATED BY: Lawrence Duffy DATE: 11/10/2003 CHECKED BY: Surya Lamsal DATE: 11/10/2003 Outdoor Living...dndoors�)'t' A.. ULTUAPIANC PLC ..s—y SILL TO ELECTRIC H COLUMN FASTENERS: 6 0.164 "X 0.500 " TEKSCREWS DETAIL ON E uation Inputs. ALLOWABLE CONNECTION BEARING Al:Alloy of Piece 1: 6005-T5 Pns =2(D1)(T1)(Ft"t)/n„ T1:Thickness of Piece 1 (in): .055 =( .164 )( .055 )( 38 )2/2.34= 293.0# A2:Alloy of Piece 2: 6005-T5 Pns =2(D1)(T2)(Ft„Zvn" T2:Thickness of Piece 2(in): .066 =( .164 )( .066 )( 38 )2/2.34= 351.5# Fastener Type: TEK SCREWS Pns =((T2)(T2)(T2)(D1))E0.5'4.2(F"2)for T2<=T1 Thread Type: SPACED THREADS =(( .066 )( .066 )( .066 x 0.164 ))E0.5"4.2( 38000 }= N/A Crown(C)or Valley(V)Fastening: C Pas =Ns`Pns d,, D2:Diameter of Head/Washer(in): .322 _( 6 )( 293.0 )= 1757.7 # D1:Nominal Diameter of Fastener(in): 0.164 L:Length of Fasteners(in): 0.500 #8 FASTENER MAXIMUM SHEAR IS 216.5# Asn:Thread Stripping Area of Internal Thread(Per-inch): 0.014 ALLOWABLE CONNECTION TENSION n,Threads Per Inch: 32 Pnov =(D2-D1)(T1)(Ft„t)(C)/ns tc,Thread Engagement Depth: 0.066 _( .322 - 0.164 )( .055 )( 38 )( 1 )/3= 110.1 # Ns:Number of Screws: 6 P"ot = ((Ks)(D1)(Fty2X4/n-tc)+3.26(D1)(Ftu2)(ta2/n))/ns 137.7# Pat =Ns'Pn in _( 6 )( 110.1 ) = 660.4# Aluminum Alloy Structural Values Ftut: Ultimate Tension of Piece 1 (ksi): 38 Ftyl:Yield Tension of Piece 1 (ksi): 35 FW2:Ultimate Tension of Piece 2(ksl): 38 FW:Yield Bearing of Piece 2(ksi): 35 MAXIMUM ALLOWABLE LOADS Coeffieclents: SHEAR: 1299.0# Coeffiecient,Ks= 1.01 TENSION 660.4# Coeffiecient 2/n= 0.0625 Coeffiecient,4/n= 0.125 UNC THREADS.Types C,D,F,G,T SPACED THREADS: Types AB,B,BP,BF,BT Calculatlons conform to(AA)ADM2000 14n1h,Auoiaa's Plf W&5uv�MQwfa l-ftr JOB* 230 SUN AND STARS:GEORGIAN CONSERVATORY SHEET NO: 15 OF: 33 y'.ai ! • CALCULATED BY: Lawrence Duffy DATE: 11/10/2003 CHECKED BY: Surya Lamsal DATE: 11/10/2003 Outdoor Lsiuzixig...It>adoors'T', EAVE TO CORNER COLUMN FASTENERS: 8 0.164 "X 0.500 " TEKSCREWS DETAIL ON Equation Innuts: ALLOWABLE CONNECTION BEARING Al:Alloy of Piece 1: 6005-TS P,, =2(D1)(T1)(Ft„t)/n„ T1:Thickness of Piece 1 (in): .08 =( .164 )( .08 )( 38 )2/2.34= 426.1 # A2:Alloy of Piece 2: 6063-TS P„s =2(D1)(T2)(Ft,2un„ T2:Thickness of Piece 2(in): .062 _( .164 )( .062 )( 22 )2/2.34= 191.2# Fastener Type: TEK SCREWS Pns =((T2)(T2)(T2)(D1))E0.5*4.2(Ft„Z)for T2<=T1 Thread Type: SPACED THREADS _(( .062 )( .062 )( .062 )( 0.164 ))E0.5*4.2( 22000 )= 577.7 Crown(C)or Valley(V)Fastening: C Pj, =Ns*Pnsn,ln D2:Diameter of Head/Washer(in): .322 _( 8 )( 191.2 )= 1529.5 # D1:Nominal Diameter of Fastener(in): 0.164 L:Length of Fasteners(in): 0.500 Asn.Thread Stripping Area of Internal Thread(Per Inch): 0.014 ALLOWABLE CONNECTION TENSION n,Threads Per Inch: 32 Pnov =(D2-D1)(T1)(FWt)(CyN tc,Thread Engagement Depth: 0.062 _( .322 - 0.164 )( .08 )( 38 )( 1 )/3= 160.1 # Ns:Number of Screws: 8 Pnot = (Ks)(D1)(tc)(Fty2)/ns 54.8# Pat =Ns*PrWn _( 8 )( 54.8 ) = 438.2# Aluminum Alloy Structural Values Ft„t: Ultimate Tension of Piece 1 (ksi): 38 Ftyt:Yield Tension of Piece 1 (ksi): 35 Ft,2:Ultimate Tension of Piece 2(ksi): 22 F1y2:Yield Bearing of Piece 2(ksi): 16 MAXIMUM ALLOWABLE LOADS Coeffiecients: SHEAR: 1529.5# Coeffiecient,Ks= 1.01 TENSION 438.2# Coeffiecient 2/n= 0.0625 Coeffiecient,41n= 0.125 UNC THREADS:Types C,D,F,G,T SPACED THREADS:Types AB,B,BP,BF,BT Calculations Conform to(AA)ADM200 Worth AmIrk2sPigmi&sur�"maw.OMa v JOB: 230 SUN AND STARS:GEORGIAN CONSERVATORY SHEET NO: 16 OF: 33 CALCULATED BY: Lawrence Duffy DATE: 11/10/2003 Y CHECKED BY: Surya Lamsal DATE: 11/1012003 Outdoor Litafttg...Indoors` l -'— AY uLTRAFRAMN PLC r ME TO LITE H COLUMN FASTENERS: 6 0.164 "X 0.500 " TEK SCREWS DETAIL ON E uation Inputs., ALLOWABLE CONNECTION BEARING Al:Alloy of Piece 1: 6005-T5 Pns =2(D1)(T1)(Ftui)/nu T7:Thickness of Piece 1 (in): .08 =( .164 )( .08 )( 38 )2/2.34= 426.1 # A2:Alloy of Piece 2: 6005-T5 Pns =2(D1)(T2)(Ftu2?/nu T2:Thickness of Piece 2(in): .05 =( .164 )( .05 )( 38 )2/2.34= 266.3# Fastener Type: TEK SCREWS Pns =((T2)(T2)(T2)(D1))E0.5`4.2(Fu2)for T2<=T! Thread Type: SPACED THREADS =(( .05 )( .05 )( .05 )( 0.164 ))E0.5'4.2( 38000 )=722.6 Crown(C)or Valley(V)Fastening: C Pas =Ns'Prisln D2:Diameter of Head/Washer(in): .322 _( 6 )( 266.3 )= 1597.9 # D1:Nominal Diameter of Fastener(in): 0.164 #8 FASTENER MAXIMUM SHEAR IS 216.5# L:Length of Fasteners(in): 0.500 Asn:Thread Stripping Area of Internal Thread(Per Inch): 0.014 ALLOWABLE CONNECTION TENSION n,Threads Per Inch: 32 P.. =(D2-D1)(T1)(Ft,,)(Cyns tc,Thread Engagement Depth: 0.05 _( .322 - 0.164 )( .08 )( 38 )( 1 )/3= 160.1 # Ns:Number of Screws: 6 Pnot = (Ks)(D1)(tc)(Fty2)/ns 96.6# Pat =Ns'Pn,,,, _( 6 )( 96.6 ) = 579.7# Aluminum Alloy Structural Values Ftul: Ultimate Tension of Piece 1 (ksi): 38 Ft,t:Yield Tension of Piece 1 (ksi): 35 Fbi2:Ultimate Tension of Piece 2(ksi): 38 F,y2:Yield Bearing of Piece 2(ksi): 35 MAXIMUM ALLOWABLE LOADS Coeffiecients: SHEAR: 1299.0# Coeffiecient,Ks= 1.01 TENSION 579.7# Coeffiecient 2/n= 0.0625 Coeffiecient,4/n= 0.125 UNC THREADS:Types C,D,F,G,T SPACED THREADS: Types AB,B,BP,BF,BT Calculations Conform to(AA)ADM2000 North Ama ca's T%9 u-r.iLLWfA"L MQw fgotkw JOB: 230 SUN AND STARS:GEORGIAN CONSERVATORY SHEET NO: 17 OF: 33 CALCULATED BY: Lawrence Duffy DATE: 11/10/2003 tl - • • CHECKED BY: Surya Lamsal DATE: 11/10/2003 Outdoor Living...IndoorO)- --- -"' r.H "LTNAVRAMA PLC f w AN 1:„ EAVE TO ELECTRIC H COLUMN FASTENERS: 6 0.164 "X 0.500 " TEK SCREWS DETAIL ON Equation In uts: ALLOWABLE CONNECTION BEARING All:Alloy of Piece 1: 6005-T5 Pns =2(D1)(T1)(Ft„tyn„ T1:Thickness of Piece 1 (in): .08 =( .164 )( .08 )( 38 )2/2.34= 426.1 # A2:Alloy of Piece 2: 6005-T5 Pns =2(Dl)(T2)(Fti2)/n" T2:Thickness of Piece 2(in): .066 =( .164 )( .066 )( 38 )2/2.34= 351.5# Fastener Type: TEK SCREWS Pns =((T2)(T2)(T2)(D1))E0.5*4.2(Fj 2)for T2<=T1 Thread Type: SPACED THREADS =(( .066 )( .066 )( .066 )( 0.164 ))E0.5*4.2( 38000 )= 1095.9 Crown(C)or Valley(V)Fastening: C Pas =Ns*Pns,,,;" D2:Diameter of Head/Washer(in): .322 _( 6 )( 351.5 )= 2109.3 # D1:Nominal Diameter of Fastener(in): 0.164 #8 FASTENER MAXIMUM SHEAR IS 216.5# L:Length of Fasteners(in): 0.500 Asn:Thread Stripping Area of Internal Thread(Per Inch): 0.014 ALLOWABLE CONNECTION TENSION n,Threads Per Inch: 32 Prov =(D2-D1)(T1)(Ft„t)(Cyn., tc,Thread Engagement Depth: 0.066 _( .322 - 0.164 )( .08 )( 38 )( 1 )/3= 160.1 # Ns:Number of Screws: 6 Prot = ((Ks)(D1)(Fty2)(4/n-tc)+3.26(D1)(Ftu2)(tc-2/n)yns = 137.7# Pat =Ns*Pr;wn _( 6 )( 137.7 ) = 826.3# Aluminum Alloy Structural Values Ftut:Ultimate Tension of Piece 1 (ksi): 38 Ftyt:Yield Tension of Piece 1 (ksi): 35 Ftu2:Ultimate Tension of Piece 2(ksi): 38 FW:Yield Bearing of Piece 2(ksi): 35 MAXIMUM ALLOWABLE LOADS Coeffiecients: SHEAR: 1299.0# Coeffiecient,Ks= 1.01 TENSION 826.3# Coeffiecient 2/n= 0.0625 Coeffiecient,4/n= 0.125 UNC THREADS:Types C,D,F,G,T SPACED THREADS:Types AB,B,BP,BF,BT Calculations Conform to(AA)ADM2000 Nart'n Aw"i='s AzmusSwvmM.MGwafawa.y JOB' 230 SUN AND STARS:GEORGIAN CONSERVATORY SHEET NO: 18 OF: 33 CALCULATED BY: Lawrence Duffy DATE: 11/10/2003 t ` CHECKED BY: Surya Lamsal _DATE- 11/10/2003 Outdoor Livfng...lssdoorsi)' An "LT!•TMAMT PLC`` "$AN 1/4"EAVE CORNER SPLICE PLATE TO EAVE FASTENERS: 6 0.250 "X 1.000 " TEK SCREWS DETAIL ON E uation In uts: ALLOWABLE CONNECTION BEARING Al:Alloy of Piece 1: 5052-H32 Pns =2(D1)(T1)(Ft„tynu T1:Thickness of Piece 1 (in): .25 =( .250 )( .25 )( 31 )212.34= 1656.0# A2:Alloy of Piece 2: 6005-T5 Pns =2(D1)(T2)(Ftu2)/n„ T2:Thickness of Piece 2(in): .08 _( .250 )( .08 )( 38 )212.34= 649.6# Fastener Type: TEK SCREWS Pns =((T2)(T2)(T2)(D1))E0.5.4.2(Ft„2)for 72<=T1 Thread Type: SPACED THREADS =(( .08 )( .08 )( .08 )( 0.25 ))E0.5*4.2( 38000 )= 1805.7 Crown(C)or Valley(V)Fastening: C Pas =Ns'Pnsn,tn D2:Diameter of Head/Washer(in): .48 _( 6 )( 649.6 )= 3897.4 # D1:Nominal Diameter of Fastener(in): 0.250 L:Length of Fasteners(in): 1.000 1/4"FASTENER MAXIMUM SHEAR IS 492# Asn:Thread Stripping Area of Internal Thread(Per Inch): 0.032 ALLOWABLE CONNECTION TENSION n,Threads Per Inch: 20 Pnov =(D2-D1)(T1)(Ft„j)(C)/ns tc,Thread Engagement Depth: 0.08 _( .48 - 0.25 )( .25 x 31 )( 1 )/3= 594.2# Ns:Number of Screws: 6 Pnot = (Ks)(D1)(tc)(Fty2)Ins 280.0# Pat =Ns'Pn,,, _( 6 )( 280.0 ) = 1680.0# Aluminum Alloy Structural Values Ft„t:Ultimate Tension of Piece 1 (ksi): 31 Ftyt:Yield Tension of Piece 1 (ksi): 23 Ft2:Ultimate Tension of Piece 2(ksi): 38 F1y2:Yield Bearing of Piece 2(ksi): 35 MAXIMUM ALLOWABLE LOADS Coeffiecients: SHEAR: 2952.0# Coeffiecient,Ks= 1.2 TENSION 1680.0# Coeffiecient 2/n= 0.1 Coeffiecient,4/n= 0.2 UNC THREADS:Types C,D,F,G,T SPACED THREADS: Types AB,B,BP,BF,BT Calculations Conform to(AA)ADM2000 North Ar,dd.A's Yreft WSuw -ma—fAA.,& JOB: 230 SUN AND STARS:GEORGIAN CONSERVATORY SHEET NO: 19 OF: 33 � � e CALCULATED BY: Lawrence Duffy DATE: 11/10/2003 CHECKED BY: Surya Lamsal DATE: 11/10/2003 Outdoor Living...lndoors�'i (' FA uLTawrRaaN PLC -,A iF� 1/8"EAVE CORNER SPLICE PLATE TO EAVE FASTENERS: 6 0.164 "X 0.500 " TEK SCREWS DETAIL ON Equation Inputs. ALLOWABLE CONNECTION BEARING Al:Alloy of Piece 1: 3003-1-114 Pns =2(D1)(T1)(Ftu,)/n, T1:Thickness of Piece 1 (in): .125 =( .164 )( .125 )( 20 )2/2.34= 350.4# A2:Alloy of Piece 2: 6005-T5 Pns =2(D1)(T2)(Ft 2yn„ T2:Thickness of Piece 2(in): .08 =( .164 )( .08 )( 38 )2/2.34= 426.1 # Fastener Type: TEK SCREWS Pns =((T2)(T2)(T2)(D1))E0.5*4.2(Ft„2)for T2<=T1 Thread Type: SPACED THREADS =(( .08 )( .08 )( .08 )( 0.164 ))E0.5*4.2( 38000 )= 1462.5 Crown(C)or Valley(V)Fastening: C Pas =Ns*Pnsnin D2:Diameter of HeadlWasher(in): .322 _( 6 )( 350.4 )= 2102.6 # D1:Nominal Diameter of Fastener(in): 0.164 L:Length of Fasteners(in): 0.500 #8 FASTENER MAXIMUM SHEAR IS 216.5# Asn:Thread Stripping Area of Internal Thread(Per.Inch): 0.018 ALLOWABLE CONNECTION TENSION n,Threads Per Inch: 32 Pnov =(D2-D1)(T1)(Ft„t)(C)/ns tc,Thread Engagement Depth: 0.08 _( .322 - 0.164 )( .125 )( 20 )( 1 )/3= 131.7# Ns:Number of Screws: 6 Pnut = ((Ks)(D1)(Fty2)(4/n-tc)+3.26(D1)(Ftu2)(tc-2/n))/ns 221.8# Pat =Ns*Prnin _( 6 )( 131.7 ) = 790.0# Aluminum Alloy Structural Values Ft,,,:Ultimate Tension of Piece 1 (ksi): 20 Fty,:Yield Tension of Piece 1 (ksi): 17 F1a2: Ultimate Tension of Piece 2(ksi): 38 Fty2:Yield Bearing of Piece 2(ksi): 35 MAXIMUM ALLOWABLE LOADS Coeffleclents: SHEAR: 1299.0# Coeffiecient,Ks= 1.2 TENSION 790.0# Coeffiecient 2/n= 0.0625 Coeffiecient,4/n= 0.125 UNC THREADS: Types C,D,F,G,T SPACED THREADS:Types AB,B,BP,BF,BT Calculations Conform to(AA)ADM2000 Hardt ArauPaws Prbwjlrbws mMaw.{Acaucr JOB: 230 SUN AND STARS:GEORGIAN CONSERVATORY SHEET NO: 20 OF: 33 CALCULATED BY: Lawrence Duffy DATE: 11/10/2003 CHECKED BY: Surya Lamsal DATE: 11/10/2003 Outdoor Living...lndoorin7'! ,9 YLi\AP&AN* PLC r 1/8"CLIP ANGLE TO EAVE FASTENERS: 6 0.190 "X 1.250 " TEKSCREWS DETAIL ON E uation Inputs. ALLOWABLE CONNECTION BEARING Al:Alloy of Piece 1: 6063-T5 Pns =2(D1)(T1)(Fwt)/n„ T1:Thickness of Piece 1 (in): .125 =( .190 )( .125 )( 22 )2/2.34= 446.6# A2:Alloy of Piece 2: 6005-T5 Pns =2(D1)(T2)(Fta)/n„ T2:Thickness of Piece 2(in): .08 =( .190 )( .08 )( 38 )2/2.34= 493.7# Fastener Type: TEK SCREWS Pns =((T2)(T2)(T2)(D1))E0.5*4.2(Ft„2)for T2<=T1 Thread Type: SPACED THREADS =(( .08 )( .08 )( .08 )( 0.19 ))E0.5*4.2( 38000 )= 1574.1 Crown(C)or Valley(V)Fastening: C Pas =Ns*Pnsn,n D2:Diameter of Head/Washer(in): .384 _( 6 )( 446.6 )= 2679.5 # D1:Nominal Diameter of Fastener(in): 0.190 L:Length of Fasteners(in): 1.250 #10 FASTENER MAXIMUM SHEAR IS 270.5# Asn:Thread Stripping Area of Internal Thread(Per Inch): 0.014 ALLOWABLE CONNECTION TENSION n,Threads Per Inch: 32 Pnov =(D2-D1)(T1)(Fhi1)(C)/na tc,Thread Engagement Depth: 0.08 _( .384 - 0.19 )( .125 )( 22 )( 1 )/3= 177.8# Ns:Number of Screws: 6 Pnot = ((Ks)(D1)(Fty2)(4/n-tc)+3.26(D1)(Ftu2)(tc-2/n))/ns 257.0# Pat =Ns*PrWn _( 6 )( 177.8 ) = 1067.0# Aluminum Alloy Structural Values Ftut:Ultimate Tension of Piece 1 (ksi): 22 Ftyt:Yield Tension of Piece 1 (ksi): 16 MAXIMUM ALLOWABLE LOADS Ftu2:Ultimate Tension of Piece 2(ksi): 38 SHEAR: 1623.0 # FW:Yield Bearing of Piece 2(ksi): 35 TENSION 1067.0# Coeffiecie ts: Coeffiecient,Ks= 1.2 Coeffiecient 2/n= 0.0625 Coeffiecient,4/n= 0.125 UNC THREADS:Types C,D,F,G,T SPACED THREADS:Types AB,B,BP,BF,BT Calculations Conform to(AA)ADM2000 M*rth AWrW's JOB: 230 SUN AND STARS:GEORGIAN CONSERVATORY ' SHEET NO: 21 OF: 33 CALCULATED BY: Lawrence Duffy DATE: 11/10/2003 CHECKED BY: Surya Lamsal DATE: 11/10/2003 Outdoor Living...lrsdooril)'i AN YLIRAERAMI PLL i- AN 114"CORNER CLIP ANGLE TO 1/4"EAVE SLICE PLATE FASTENERS: 8 0.190 "X 1.250 " TEK SCREWS DETAIL ON E uation In uts: ALLOWABLE CONNECTION BEARING Al:Alloy of Piece 1: 5052-H32 Pns =2(D1)(T1)(Fwj)/n„ T1:Thickness of Piece 1 (in): .25 =( .190 )( .25 )( 31 )2/2.34= 1258.5# A2:Alloy of Piece 2: 5052-H32 Pns =2(D1)(T2)(Ftu2)/n„ T2:Thickness of Piece 2(in): .25 =( .190 )( .25 )( 31 )2/2.34= 1258.5# Fastener Type: TEK SCREWS Pns =((T2)(T2)(T2)(D1))E0.5*4.2(Fu2)for T2 c=T1 Thread Type: SPACED THREADS _(( .25 )( .25 )( .25 )( 0.19 ))E0.5*4.2( 31000 )=7094.1 Crown(C)or Valley(V)Fastening: C Pas =Ns*Pnsntn D2:Diameter of Head/Washer(in): .384 _( 8 )( 1258.5 )= 10068.4 # D1:Nominal Diameter of Fastener(in): 0.190 L:Length of Fasteners(in): 1.250 #10 FASTENER MAXIMUM SHEAR IS 270.5# Asn:Thread Stripping Area of Internal Thread(Per Inch): 0.018 ALLOWABLE CONNECTION TENSION n,Threads Per Inch: 24 Pncv =(D2-D1)(T1)(FWt)(Cun5 tc,Thread Engagement Depth: 0.25 =( .384 - 0.19 )( .25 )( 31 )( 1 )/3= 501.2# Ns:Number of Screws: 8 Pnot = 1.63(D1)(tc)(Ftu2)/ns 800.1 # Pat =Ns*Pr6n _( 8 )( 501.2 ) = 4009.3# Aluminum Alloy Structural Values #10 FASTENER MAXIMUM TENSION IS 270.5# Ftut:Ultimate Tension of Piece 1 (ksi): 31 Ftyt:Yield Tension of Piece 1 (ksi): 23 MAXIMUM ALLOWABLE LOADS Ftu2: Ultimate Tension of Piece 2(ksi): 31 SHEAR: 2164.0# Ft,2:Yield Bearing of Piece 2(ksi): 23 TENSION 2164.0# Coeffiecients Coeffiecient,Ks= 1.2 Coeffiecient 2/n= 0.08333333 Coeffiecient,4/n= 0.16666667 UNC THREADS: Types C,D,F,G,T SPACED THREADS: Types AB,B,BP,BF,BT Calculations Conform to(AA)ADM2000 Narth A,utr"'s A1uw4r5uwoua Maw fttdx V JOB: 230 SUN AND STARS:GEORGIAN CONSERVATORY xy f L SHEET NO: 22 OF: 33 � � e CALCULATED BY: Lawrence Duffy DATE: 11/10/2003 CHECKED BY: Surya Lamsal DATE: 11/10/2003 Outdoor Living...lndoors�� -' AN YLINAFRAM■ PLC I- ura ' EAVE TO RAFTER BAR (CONNECTS FROM UNDERNEATH) FASTENERS: 1 0.190 "X 1.250 TEKSCREWS DETAIL ON E uation In uts: ALLOWABLE CONNECTION BEARING Al:Alloy of Piece 1: 6005-T5 Pns =2(D1)(T1)(Ftu,yn„ T1:Thickness of Piece 1 (in): .08 =( .190 )( .08 )( 38 )2/2.34= 493.7# A2:Alloy of Piece 2: 6005-T5 Pns =2(D1)(T2)(Ftayn„ T2:Thickness of Piece 2(in): .1 =( .190 )( .1 )( 38 )2/2.34= 617.1 # Fastener Type: TEK SCREWS Pns =((T2)(T2)(T2)(D1))E0.5*4.2(FW for T2<=T1 Thread Type: SPACED THREADS =(( .1 )( .1 )( .1 )( 0.19 ))E0.5*4.2( 38000 )=N/A Crown(C)or Valley(V)Fastening: C Pas =Ns*Pnsml„ D2:Diameter of Head/Washer(in): .384 _( 1 )( 493.7 )= 493.7 # D1:Nominal Diameter of Fastener(in): 0.190 #10 FASTENER MAXIMUM SHEAR IS 270.5# L:Length of Fasteners(in): 1.250 ALLOWABLE CONNECTION TENSION Asn:Thread Stripping Area of Internal Thread(Per Inch): 0.018 P.„ =(D2-D1)(T1)(Fti1)(C)/ns n,Threads Per Inch: 32 _( .384 - 0.19 )( .08 )( 38 )( 1 )/3= 196.6# tc,Thread Engagement Depth: 0.1 Pnot = ((Ks)(D1)(Fty2)(4/n-tc)+3.26(D1)(Ftu2)(tc-2/n)yns Ns:Number of Screws: 1 360.7# Pat =Ns*Prinin _( 1 )( 196.6 ) = 196.6# Aluminum Alloy Structural Values Ftut:Ultimate Tension of Piece 1 (ksi): 38 MAXIMUM ALLOWABLE LOADS Ftyl:Yield Tension of Piece 1 (ksi): 35 SHEAR: 270.5# Ftu2:Ultimate Tension of Piece 2(ksi): 38 TENSION 196.6# Ftyz:Yield Bearing of Piece 2(ksi): 35 Coeffleclents: Coeffiecient,Ks= 1.2 Coeffiecient 2/n= 0.0625 Coeffiecient,4/n= 0.125 UNC THREADS:Types C,D,F,G,T SPACED THREADS:Types AB,B,BP,BF,BT Calculations Conform to(AA)ADM2000 North Armrioa's Prew,Fer 5Maw factx er JOB: 230 SUN AND STARS:GEORGIAN CONSERVATORY SHEET NO: 23 OF: 33 ' CALCULATED BY: Lawrence Duffy DATE: 11/10/2003 CHECKED BY: Surya Lamsal DATE: 11/10!2003 Outdoor Living...lndoors))'i A. .-AFKANIS PLC I 118"CLIP ANGLE TO RAFTER BAR (CONNECTS FROM SIDE) FASTENERS: 4 0.190 "X 1.250 " TEK SCREWS DETAIL ON Equation Inputs: ALLOWABLE CONNECTION BEARING Al:Alloy of Piece 1: 6063-T5 Pns =2(D1)(T1)(Ft„t)/n„ T1:Thickness of Piece 1 (in): .125 =( .190 )( .125 )( 22 )2/2.34= 446.6# A2:Alloy of Piece 2: 6005-T5 Pns =2(D1)(T2)(Fti2ynu T2:Thickness of Piece 2(in), .09 =( .190 )( .09 )( 38 )2/2.34= 555.4# Fastener Type: TEK SCREWS Pns =((T2)(T2)(T2)(D1))E0.5*4.2(Fti2)for T2<=T1 Thread Type: SPACED THREADS =(( .09 )( .09 )( .09 )( 0.19 ))E0.5*4.2( 38000 )= 1878.3 Crown(C)or Valley(V)Fastening: C Pas =Ns*Pnsnin 132:Diameter of Head/Washer(in): .384 _( 4 )( 446.6 )= 1786.3 # D1:Nominal Diameter of Fastener(in): 0.190 #10 FASTENER MAXIMUM SHEAR IS 270.5# L:Length of Fasteners(in): 1.250 ALLOWABLE CONNECTION TENSION Asn:Thread Stripping Area of Internal Thread(Per Inch): 0.018 Pncv =(D2-D1)(T1)(Ft❑t)(Cyns n,Threads Per Inch: 32 =( .384 - 0.19 )( .125 )( 22 )( 1 )/3= 177.8# tc,Thread Engagement Depth: 0.1 P-ot = ((Ks)(D1)(Fty2)(4/n-tc)+3.26(D1)(Ftu2)(tc-2/n))/ns Ns:Number of Screws: 4 360.7# Pat =Ns*PRnln _( 4 )( 177.8 ) = 711.3# Aluminum Alloy Structural ypftes Ft"t:Ultimate Tension of Piece 1 (ksi): 22 MAXIMUM ALLOWABLE LOADS Ftyt:Yield Tension of Piece 1 (ksi): 16 SHEAR: 1082.0# Ftu2 Ultimate Tension of Piece 2(ksi): 38 TENSION 711.3# F1y2:Yield Bearing of Piece 2(ksi): 35 Coeffiecients• Coeffiecient,Ks= 1.2 Coeffiecient 2/n= 0.0625 Coeffiecient,4/n= 0.125 UNC THREADS:Types C,D,F,G,T SPACED THREADS:Types AB,B,BP,BF,BT Calculations Conform to(AA)ADM2001D NmtNJOB: 230 SUN AND STARS:GEORGIAN CONSERVATORY SHEET NO: 24 OF: 33 CALCULATED BY: Lawrence Duffy DATE: 11/10/2003 CHECKED BY: Surya Lamsal DATE: 11/10/2003 Outdoor Living...ladoors i)'A ULIKAWWAA41 PC 1/4"CORNER CLIP ANGLE TO HIP BAR FASTENERS: 8 0.190 "X 1.250 " TEK SCREWS DETAIL ON Equation Inputs: ALLOWABLE CONNECTION BEARING Al:Alloy of Piece 1: 5052-H32 Pns =2(D1)(T1XFwt)/n„ T1:Thickness of Piece 1 (in): .25 =( .190 )( .25 )( 31 )2/2.34= 1258.5# A2:Alloy of Piece 2: 6005-T5 Pns =2(D1)(T2)(Ft"2)/n" T2:Thickness of Piece 2(in): .16 =( .190 )( .16 )( 38 )212.34= 987.4# Fastener Type: , TEK SCREWS Pns =((T2)(T2)(T2)(D1))E0.5*4.2(F,,2)for T2<=T1 Thread Type: SPACED THREADS =(( .16 )( .16 )( .16 )( 0.19 ))E0.5*4.2( 38000 )=4452.4 Crown(C)or Valley(V)Fastening: C Pas =Ns*Pnsn,;n D2:Diameter of Head/Washer(in): .384 _( 8 )( 987.4 )= 7898.8 # D1:Nominal Diameter of Fastener(in): 0.180 #10 FASTENER MAXIMUM SHEAR IS 270.5# L:Length of Fasteners(in): 1.250 ALLOWABLE CONNECTION TENSION Asn:Thread Stripping Area of Internal Thread(Per Inch): 0.018 Pn"„ =(D2-D1)(T1)(Ft.t)(C)/ns n,Threads Per Inch: 24 =( .384 - 0.19 )( .25 )( 31 )( 1 )/3= 501.2# tc,Thread Engagement Depth: 0.16 Pnot = ((Ks)(D1)(Fty2)(4/n-tc)+3.26(D1)(Ftu2)(to-2/n))/ns Ns:Number of Screws: 8 619.2# Pat =Ns*Pn in _( 8 )( 501.2 ) = 4009.3# #10 FASTENER MAXIMUM SHEAR IS 270.5# Aluminum Alloy Structural Values Ft,,:Ultimate Tension of Piece 1 (ksi): 31 MAXIMUM ALLOWABLE LOADS Ftyt:Yield Tension of Piece 1 (ksi): 23 SHEAR: 2164.0 # Fsiz:Ultimate Tension of Piece 2(ksi): 38 TENSION 2164.0 # F1y2:Yield Bearing of Piece 2(ksi): 35 Coeffiecients Coeffiecient,Ks= 1.2 Coeffiecient 2/n= 0.08333333 Coeffiecient,4/n= 0.16666667 UNC THREADS:Types C,D,F,G,T SPACED THREADS:Types AB,B,BP,BF,BT Calculations Conform to(AA)ADM200D N'oWh AwArW'S Prew Lrskr-mnL MaP favtuyrr JOB: 230 SUN AND STARS:GEORGIAN CONSERVATORY SHEET NO: 25 OF: 33 CALCULATED BY: Lawrence Duffy DATE: 11/10/2003 CHECKED BY: Surya Lamsal DATE: 11/10/2003 Outdoor Livingt)'� bsdoors ..a uL*urewr1Ler -.., �, - RIDGE TO RAFTER BAR FASTENERS: 1 0.190 "X 0.375 ° TEK SCREWS DETAIL ON Equation Inputs, ALLOWABLE CONNECTION BEARING Al:Alloy of Piece 1: 6063-T5 Pns =2(D1)(T1)(Ft„jyn„ T1:Thickness of Piece 1 (in): .065 =( .190 )( .065 )( 22 )2/2.34= 232.2# A2:Alloy of Piece 2: 6005-T5 'Pns =2(D1)(T2)(Ftu2)/n" T2:Thickness of Piece 2(in): .12 =( .190 )( .12 )( 38 )2/2.34= 740.5# Fastener Type: TEK SCREWS Pns =((T2)(T2)(T2)(D1))E0.5*4.2(Fj 2)for T2<=T1 Thread Type: SPACED THREADS =(( .12 )( .12 )( .12 )( 0.19 ))E0.5*4.2( 38000 )= N/A Crown(C)or Valley(V)Fastening: C Pas =Ns*Pns ,n 132:Diameter of Head/Washer(in): .384 _( 1 )( 232.2 )= 232.2 # 131:Nominal Diameter of Fastener(in): 0.190 L:Length of Fasteners(in): 0.375 ALLOWABLE CONNECTION TENSION Asn:Thread Stripping Area of Internal Thread(Per Inch): 0.018 Pnov =(D2-D1)(T1)(Ft„j)(C)/ns n,Threads Per Inch: 24 =( .384 - 0.19 )( .065 )( 22 )( 1 )/3= 92.5# tc,Thread Engagement Depth: 0.12 Pnot = ((Ks)(D1)(Fty2)(4/n-tc)+3.26(D1)(Ftu2)(tc-2/n))/ns Ns:Number of Screws: 1 411.8# Pat =Ns*Pr6n 92.5 ) = 92.5# Aluminum Alloy Structural Values Ftul:Ultimate Tension of Piece 1 (ksi): 22 MAXIMUM ALLOWABLE LOADS Ft,,:Yield Tension of Piece 1 (ksi): 16 SHEAR: 232.2# Ftu2:Ultimate Tension of Piece 2(ksi): 38 TENSION 92.5# Fty2:Yield Bearing of Piece 2(ksi): 35 Coeffiecients: Coeffiecient,Ks= 1.2 Coeffiecient 2/n= 0.08333333 Coeffiecient,4/n= 0.16666667 UNC THREADS: Types C,D,F,G,T SPACED THREADS: Types AB,B,BP,BF,BT Calculatlons Conform to(AA)ADM2000 m.th ArtrUEWSA'GMil/SuvXC01%MRWAfRCFNI•J' JOB: 230 SUN AND STARS:GEORGIAN CONSERVATORY ' SHEET NO: 26 OF: 33 }, s s CALCULATED BY: Lawrence Duffy DATE: 11/10/2003 ca CHECKED BY: Surya Lamsal DATE:_ 11/10/2003 Outdoor Livitng...Indoorsr)'� AN ULINAFNAMI PLC� -AN COMPRESSION RING TO RAFTER BAR FASTENERS: 2 0.250 "X 1.000 " TEKSCREWS DETAIL ON E uation Inputs. ALLOWABLE CONNECTION BEARING Al:Alloy of Piece 1: 5052-H32 Pis =2(D1)(T1)(Ftuj/n„ T1:Thickness of Piece 1 (in): .25 _( .250 )( .25 x 31 )2/2.34= 1656.0# A2:Alloy of Piece 2: 6005-T5 Pis =2(D1)(T2)(FW2)/nu T2:Thickness of Piece 2(in): .062 =( .250 )( .062 )( 38 )2/2.34= 503.4# Fastener Type: TEK SCREWS P„s =((T2)(T2)(T2)(D1))E0.5*4.2(Fju2)for T2<=T1 Thread Type: SPACED THREADS =(( .062 )( .062 )( .062 )( 0.25 ))E0.5*4.2( 38000 )= 1231.9 Crown(C)or Valley(V)Fastening: C Pas =Ns*Pns,,,In D2:Diameter of HeadfWasher(in): .480 _( 2 )( 503.4 )= 1006.8 # D1:Nominal Diameter of Fastener(in): 0.250 114"FASTENER MAXIMUM SHEAR IS 491# L:Length of Fasteners(in): 1.000 ALLOWABLE CONNECTION TENSION Asn:Thread Stripping Area of Internal Thread(Per Inch): 0.032 P"o„ =(D2-D1)(T1)(Ftj)(CyN n,Threads Per Inch: 20 _( .480 - 0.25 )( .25 )( 31 )( 1 )/3= 594.2# tc,Thread Engagement Depth: 0.062 Pnot = (Ks)(D1)(tc)(Fty2yns Ns:Number of Screws: 2 182.6# Pat =Ns*Pnm." _( 2 )( 182.6 ) = 365.3# Aluminum Alloy Structural Values Ft.,:Ultimate Tension of Piece 1 (ksi): 31 MAXIMUM ALLOWABLE LOADS Fly,:Yield Tension of Piece 1 (ksi): 23 SHEAR: 982.0# Fti2:Ultimate Tension of Plece 2(ksi): 38 TENSION 365.3# Ftyz:Yield Bearing of Piece 2(ksi): 35 Coefflecients• Coeffiecient,Ks= 1.01 Coeffiecient 2/n= 0.1 Coeffiecient,4/n= 0.2 UNC THREADS: Types C,D,F,G,T SPACED THREADS: Types AB,B,BP,BF,BT Calculations Conform to(AA)ADM200 North Aruerka's Atrwier 5w ww ma—fnonun JOB: 230 SUN AND STARS:GEORGIAN CONSERVATORY SHEET NO: 27 OR 33 CALCULATED BY: Lawrence Duffy DATE: 11/10/2003 CHECKED BY: Surya Lamsal DATE: 11/10/2003 Outdoor Living. f)l Indoori COMPRESSION RING TO HIP BAR FASTENERS: 2 0.250 "X 1.000 " TEK SCREWS DETAIL ON E nation Inputs: ALLOWABLE CONNECTION BEARING Al:Alloy of Piece 1: 5052-H32 Pns =2(D1)(T1)(Ftujynu T1:Thickness of Piece 1 (in): .25 =( .250 )( .25 )( 31 )212.34= 1656.0# A2:Alloy of Piece 2: 6005-T5 Pns =2(D1)(T2)(Ftu2)/n„ T2:Thickness of Piece 2(in): .4 _( .250 )( .4 )( 38 )2/2.34= 3247.9# Fastener Type: TEK SCREWS Pns =((T2)(T2)(T2)(D1))E0.5*4.2(Fku2)for T2<=T1 Thread Type: SPACED THREADS =(( .4 )( .4 )( .4 )( 0.25 ))E0.5*4.2( 38000 )= N/A Crown(C)or Valley(V)Fastening: C Pas =Ns*Pn6"in D2:Diameter of HeadMasher(in): .480 _( 2 )( 1656.0 )= 3312.0 # D1:Nominal Diameter of Fastener(in): 0.250 1/4"FASTENER MAXIMUM SHEAR IS 491# L:Length of Fasteners(in): 1.000 ALLOWABLE CONNECTION TENSION Asn:Thread Stripping Area of Internal Thread(Per Inch): 0.032 Pnov =(D2-D1)(T1)(Fw,)(C)/r6 n,Threads Per Inch: 20 =( .480 - 0.25 )( .25 )( 31 )( 1 )/3= 594.2# tc,Thread Engagement Depth: 0.4 Pnot = 1.63(D1)(tc)(0.375yns Ns:Number of Screws: 2 1935.6# Pat =Ns*Pr6n _( 2 )( 594.2 ) = 1188.3# Aluminum Alloy Structural Values Ftu1:Ultimate Tension of Piece 1 (ksi): 31 MAXIMUM ALLOWABLE LQADS Fry,:Yield Tension of Piece 1 (ksi): 23 SHEAR: 982.0# Ft„2:Ultimate Tension of Piece 2(ksi): 38 TENSION 982.0 # FW:Yield Bearing of Piece 2(ksi): 35 Coeffieclents. Coeffiecient,Ks= 1.2 Coeffiecient 2/n= 0.1 Coeffiecient,4/n= 0.2 UNC THREADS: Types C,D,F,G,T SPACED THREADS: Types AB,B,BP,BF,BT Calculations Conform to(AA)ADM2000 NrNAntrieA'S Atrie sur�wxi.MaH[tfACtxKr JOB: 230 SUN AND STARS:GEORGIAN CONSERVATORY i i • , , SHEET NO: 28 OF: 33 �• CALCULATED BY: Lawrence Duffy DATE: 11/10/2003 CHECKED BY: Surya Lamsal DATE: 11/10/2003 Outdoor Living...lndoorsfi A� YLTRAPS AM ►ter mv„n.[„ COMPRESSION RING TO RAFTER BAR(BACK-TO-BACK) FASTENERS: 2 0.500 "X 2.750 " THRU-BOLTS DETAIL ON E uation Inputs: ALLOWABLE CONNECTION BEARING Al:Alloy of Piece 1: 5052-H32 Pns =2(D1)(T1)(Ft„jyn„ T1:Thickness of Piece 1 (in): .25 =( .500 )( .25 )( 31 )2/2.34= 3312.0# A2:Alloy of Piece 2: 6005-T5 P. =2(D1)(T2)(Ft„Z)/n„ T2:Thickness of Piece 2(in): .2 _( .500 )( .2 )( 38 )2/2.34= 3247.9# Fastener Type: THRU-BOLTS Pns =((T2)(T2KT2)(D1))E0.5"4.2(Fta)for T2<=T1 Thread Type: SPACED THREADS =(( .2 )( .2 )( .2 )( 0.5 ))E0.5"4.2( 38000 )_ ##### Crown(C)or Valley(V)Fastening: C Pas =Ns'PnS in D2:Diameter of Head/Washer(in): .75 _( 2 )( 3247.9 )= 6495.7 # D1:Nominal Diameter of Fastener(in): 0.500 L:Length of Fasteners(in): 2.750 Asn:Thread Stripping Area of Internal Thread(Per•Inch): 0.142 1/2"FASTENER MAXIMUM SHEAR IS 2195# n,Threads Per Inch: 13 tc,Thread Engagement Depth: 0.18 ALLOWABLE CONNECTION TENSION Ns:Number of Screws: 2 Pr =(D2-D1)(T1)(Fj)(C)/rs _( .75 - 0.5 )( .25 )( 31 )( 1 )/3= 645.8# Pat =Ns'Pr6ln _( 2 )( 645.8 ) = 1291.7# Aluminum Alloy Structural Values Ft,.,:Ultimate Tension of Piece 1 (ksi): 31 Fye:Yield Tension of Piece 1 (ksi): 23 Fhiz:Ultimate Tension of Piece 2(ksi): 3B F,y2:Yield Bearing of Piece 2(ksi): 35 MAXIMUM ALLOWABLE LOADS Coeffi cien : SHEAR: 4390.0# Coeffiecient,Ks= 1.2 TENSION 1291.7# Coeffiecient 2/n= 0.15384615 Coeffiecient,4/n= 0.30769231 UNC THREADS:Types C,D,F,G,T SPACED THREADS: Types AB,B,BP,BF,BT Calculations Conform to(AA)ADM2000 NoithAnmira•sPremarJOB: 230 SUN AND STARS:GEORGIAN CONSERVATORY SHEET NO: 29 OF: 33 r '� =, -11 CALCULATED BY: Lawrence Dully DATE: 11/10!2003 CHECKED BY: Surya Latnsal DATE: 11/10/2003 Oufdoor Living-indoorsm" CLIP INSERT ME)TO HIP BAR FASTENERS: 2 0.190 "X 1.000 " TEKSCREWS DETAIL ON Egualtion In uts• ALLOWABLE CONNECTION BEARING Al:Alloy of Piece 1: 6063-T5 Pns =2(D1)(T1)(Ft„t)/n„ T1:Thickness of Piece 1 (in): .07 =( .190 )( .07 )( 22 )2/2.34= 250.1 # A2:Alloy of Piece 2: 6005-T5 Pns =2(D1)(T2)(Ftu2yn„ T2:Thickness of Piece 2(in): .16 =( .190 )( .16 )( 38 )2/2.34= 987.4# Fastener Type: TEK SCREWS Pns =((T2)(T2)(T2)(D1))E0.5*4.2(Fiu2)for T2<=T1 Thread Type: SPACED THREADS =(( .16 )( .16 )( .16 )( 0.19 ))E0.5*4.2( 38000 )= N/A Crown(C)or Valley(V)Fastening: C Pas =Ns*PnSroin D2:Diameter of Head/Washer(in): .384 _( 2 )( 250.1 500.2 # D1:Nominal Diameter of Fastener(in): 0.190 L:Length of Fasteners(in): 1.000 ALLOWABLE CONNECTION TENSION Asn:Thread Stripping Area of Internal Thread(Per Inch): 0.018 Pnov =(D2-D1)(T1)(Ft„f)(Cyns n,Threads Per Inch: 24 =( .384 - 0.19 )( .07 )( 22 )( 1 )/3= 99.6# tc,Thread Engagement Depth: 0.16 Pnot = ((Ks)(D1xFty2)(4/n-tc)+3.26(D1)(Ftu2)(tc-2/n)yns Ns:Number of Screws: '2 619.2# Pat =Ns*Pn(nin _( 2 )( 99.6 ) = 199.2# Aluminum Allov Structural Values Ftot:Ultimate Tension of Piece 1 (ksi): 22 MAXIMUM ALLOWABLE LOADS Fly,:Yield Tension of Piece 1 (ksi): 16 SHEAR: 500.2# Ft„2:Ultimate Tension of Piece 2(ksi): 38 TENSION 199.2# Ftp:Yield Bearing of Piece 2(ksi): 35 Coeffiecients: Coeffiecient,Ks= 1.2 Coeffiecient 2/n= 0.08333333 Coeffiecient,4/n= 0.16666667 UNC THREADS:Types C,D,F,G,T SPACED THREADS:Types AB,B,BP,BF,BT Calculations conform to(AA)ADM2000 NDrth AMCIEWY MAw fUtkrV JOB: 230 SUN AND STARS:GEORGIAN CONSERVATORY OR 1 , SHEET NO: 30 OF: 33 • • CALCULATED BY: Lawrence Duffy DATE: 11/1012003 CHECKED BY: Surya Lamsal DATE: 11/10/2003 Outdoor Liviug...ladoora"I) AN YL7RA►\Ab/ PLC' ...an tom,,,-` CLIP INSERT(5RE)TO JACK BAR FASTENERS: 2 0.250 "X 1.000 " TEKSCREWS DETAIL ON E uation In uts: ALLOWABLE CONNECTION BEARING Al:Alloy of Piece 1: 6063-T5 Pns =2(D1)(T1)(Ft,t)/nu T1:Thickness of Piece 1 (in): .07 =( .250 )( .07 )( 22 )2/2.34= 329.1 # A2:Alloy of Piece 2: 6005-T5 Pns =2(D1)(T2)(Fw2)/n„ T2:Thickness of Piece 2(in): .09 =( .250 )( .09 )( 38 )2/2.34= 730.8# Fastener Type: TEK SCREWS Pns =((T2)(T2)(T2)(D1))E0.5;4.2(F.2)for T2<=T1 Thread Type: SPACED THREADS =(( .09 )( .09 )( .09 )( 0.25 ))E0.5.4.2( 38000 )= N/A Crown(C)or Valley(V)Fastening: C Pas =Ns'Pnsn,ln D2:Diameter of HeadlWasher(in): .480 _( 2 )( 329.1 )= 658.1 # D1:Nominal Diameter of Fastener(in): 0.250 L:Length of Fasteners(in): 1.000 ALLOWABLE CONNECTION TENSION Asn:Thread Stripping Area of Internal Thread(Peninch): 0.032 Pnov =(D2-D1)(T1)(Ft„f)(Cft n,Threads Per Inch: 20 _( .480 - 0.25 )( .07 )( 22 )( 1 )/3= 118.1 # tc,Thread Engagement Depth: 0.09 Pnnt = (Ks)(D1)(tc)(Fty2yns Ns:Number of Screws: 2 315.0# Pat =Ns'Pr6ro _( 2 )( 118.1 ) = 236.1 # Aluminum Alloy Structural Values Ft,,:Ultimate Tension of Piece 1 (ksi): 22 MAXIMUM ALLOWABLE LOADS Fly{Yield Tension of Piece 1 (ksi): 16 SHEAR: 658.1 # Ftu2:Ultimate Tension of Piece 2(ksi): 38 TENSION 236.1 # Ft:Yield Bearing of Piece 2(ksi): 35 Coefflecients: Coeffiecient,Ks= 1.2 Coeffiecient 2/n= 0.1 Coeffiecient,4/n= 0.2 UNC THREADS:Types C,D,F,G,T SPACED THREADS:Types AB,B,BP,BF,BT Calculations Conform to(AA)ADM200 .tort�Aw.a.Pca'zwC—&S r�nmw.facauer JOB: 230 SUN AND STARS:GEORGIAN CONSERVATORY SHEET NO: 31 OF: 33 j CALCULATED BY: Lawrence Duffy DATE: 11/10/2003 CHECKED BY: Surya Lamsal DATE: 11/10/2003 Outdoor Living...Indoors`i)', AN YLTtAIPtAMR PLC! -AN.Q TRUSS BRACKET(CN4204)TO RAFTER BAR* FASTENERS: 3 0.250 "X 1.250 " TEK SCREWS DETAIL ON E uation Inputs. ALLOWABLE CONNECTION BEARING Al:Alloy of Piece 1: 6005-T5 Pns =2(D1)(T1)(Fki1)/n„ T1:Thickness of Piece 1 (in): .25 =( .250 )( .25 )( 38 )2/2.34= 2029.9# A2:Alloy of Piece 2: 6005-T5 Pns =2(D1)(T2)(Fti2)/n„ T2:Thickness of Piece 2(in): .062 =( .250 )( .062 )( 38 )2/2.34= 503.4# Fastener Type: TEK SCREWS Pns =((T2)(T2)(T2)(D1))E0.5*4.2(Fji2)for T2<=T1 Thread Type: SPACED THREADS =(( .062 )( .062 )( .062 )( 0.25 ))E0.5*4.2( 38000 )= 1231.9 Crown(C)or Valley(V)Fastening: C Pas =Ns*Pnsn,l„ D2:Diameter of Head/Washer(in): .480 _( 3 )( 503.4 )= 1510.3 # D1:Nominal Diameter of Fastener(in): 0.250 1/4"FASTENER MAXIMUM SHEAR IS 491# L:Length of Fasteners(in): 1.250 ALLOWABLE CONNECTION TENSION Asn:Thread Stripping Area of Internal Thread(Per-Inch): 0.032 Pr.p„ =(D2-D1)(T1)(Ft„t)(C)/ns n,Threads Per Inch: 20 _( .480 - 0.25 )( .25 )( 38 )( 1 )/3= 728.3# tc,Thread Engagement Depth: 0.1 Pnot = (Ks)(D1)(tc)(Fty2)/ns Ns:Number of Screws: 3 350.0# Pat =Ns*Pry„,. _( 3 )( 350.0 ) = 1050.0# Aluminum Alloy Structural Values Ft„,:Ultimate Tension of Piece 1 (ksi): 38 MAXIMUM ALLOWABLE LOADS Fty,:Yield Tension of Piece 1 (ksi): 35 SHEAR: 1473.0# Ftu2:Ultimate Tension of Piece 2(ksi): 38 TENSION 1050.0# Fty2:Yield Bearing of Piece 2(ksi): 35 Coeffleclents: Coeffiecient,Ks= 1.2 Coeffiecient 2/n= 0.1 Coeffiecient,4/n= 0.2 UNC THREADS: Types C,D,F,G,T SPACED THREADS:Types AB,B,BP,BF,BT Calculations Conform to(AA)ADM2000 nlatn Awtrica'sRenJu Sur�raw.Maw.{ac+rcr JOB: 230 SUN AND STARS:GEORGIAN CONSERVATORY SHEET NO: 32 OF: 33 CALCULATED BY: Lawrence Duffy DATE: 11/10/2003 CHECKED BY: Surya Lamsal DATE: 11/10/2003 Outdoor Living...indoorif) ---- A% YLTUA!\AM/ PLCO .- TRUSS a♦TRUSS BAR TO TRUSS BRACKET (CONNECTS FROM SIDE) FASTENERS: 3 0.250 "X 1.000 " TEK SCREWS DETAIL ON Equation Inputs. ALLOWABLE CONNECTION BEARING Al:Alloy of Piece 1: 6005-T5 Pns =2(D1)(T1)(Ftu,)1n„ T1:Thickness of Piece 1 (in): .089 =( .250 )( .089 )( 38 )2/2.34= 722.6# A2:Alloy of Piece 2: 6005-T5 Pns =2(D1)(T2)(Fti2yn„ T2:Thickness of Piece 2(in): .25 =( .250 )( .25 )( 38 )2/2.34= 2029.9# Fastener Type: TEK SCREWS Pns =((T2)(T2)(f2)(D1))E0.5'4.2(Ftu2)for T2 r—T1 Thread Type: SPACED THREADS =(( .25 )( .25 )( .25 )( 0.25 ))E0.5.4"2( 38000 )= N/A Crown(C)or Valley M Fastening: C Pas =Ns'Pnsrnln D2:Diameter of Head/Washer(in): .442 _( 3 )( 722.6 )= 2167.9 # D1:Nominal Diameter of Fastener(in): 0.250 114"FASTENER MAXIMUM SHEAR IS 491# L:Length of Fasteners(in): 1.000 ALLOWABLE CONNECTION TENSION Asn:Thread Stripping Area of Internal Thread(Per Inch): 0.032 Pnnv =(D2-D1)(T1)(Ftut)(Cyns n,Threads Per Inch: 20 _( .442 - 0.25 )( .089 )( 38 )( 1 )/3= 216.4# tc,Thread Engagement Depth: 0.1 Pnnt = (Ks)(D1)(tc)(Fty2)/ns Ns:Number of Screws: 3 350.0# Pat =Ns`Prfmn _( 3 )( 216.4 ) = 649.3# Aluminum Alloy Structural Values Ftuf:Ultimate Tension of Piece 1 (ksi): 38 MAXIMUM ALLOWABLE LOADS Ft,,:Yield Tension of Piece 1 (ksi): 35 SHEAR: 1473.0# Ftu2:Ultimate Tension of Piece 2(ksi): 38 TENSION 649.3 # Fty2:Yield Bearing of Piece 2(ksi): 35 Coeffiecients: Coeffiecient,Ks= 1.2 Coeffiecient 2/n= 0.1 Coeffiecient,4/n= 0.2 UNC THREADS:Types C,D,F,G,T SPACED THREADS: Types AB,B,BP,BF,BT Calcufatfons Conform to(AA)ADM2 OCC nlmtk A,utric='s iSYwSN Suv.FLrrx Ma—factwa• JOB: 230 SUN AND STARS:GEORGIAN CONSERVATORY SHEET NO: 33 OF: 33 CALCULATED BY: Lawrence Duffy DATE: 11/10/2003 ' o o CHECKED BY: Surya Lamsal DATE: 11/10/2003 Outdoor Living...Indoori 1'i ----- - YL7LRFlaM9 PLC • .,r,.K �,✓ ' SILL(7CS)(WALL)TO EXISTING STRUCTURE FASTENERS: 5 0.375 "X 3.000 " LAG BOLTS DETAIL ON Equation Inputs: ALLOWABLE CONNECTION BEARING Al:Alloy of Piece 1: 6005-T5 Pns =2(D1)(T1 XFwtNnu T1:Thickness of Piece 1 (in): .055 _( .375 )( .055 )( 38 )212.34= 669.9# Fastener Type: LAG BOLTS Pas =Ns'Pnsy„In Thread Type: SPACED THREADS _( 5 )( 669.9 )= 3349.4 # Crown(C)or Valley(V)Fastening: C D2:Diameter of Head/Washer(in): .875 D1:Nominal Diameter of Fastener(in): 0.375 L:Length of Fasteners(in): 3.000 ALLOWABLE CONNECTION TENSION Ns:Number of Screws: 5 Pnov =(D2-D1)(T1)(Ftut)(CNns =( .875 - 0.375 )( .055 )( 38 )( 1 )13= 348.3# Pat =Ns'Pn im Aluminum Alloy Structural Values _( 5 )( 348.3 ) = 1741.7# Ft.,: Ultimate Tension of Piece 1 (ksi): 38 Ft,,:Yield Tension of Piece 1 (ksi): 35 WASHER OF 0.875" MAXIMUM ALLOWABLE LOADS SHEAR: 3349.4# TENSION 1826.7# NOTE: THESE CALCULATIONS PERTAIN TO THE CONNECTIONS UP TO,BUT NOT INCLUDING, THE CONNECTIONS TO THE EXISTING STRUCTURE AND/OR ANY NEW CONSTRUCTION. THE CONNECTIONS TO THE EXISTING STRUCTURE AND/OR ANY NEW CONSTRUCTION MUST BE ANALYZED ACCORDING TO CONDITIONS SPECIFIC TO EACH JOB BY OTHERS. UNC THREADS: Types C,D,F,G,T SPACED THREADS-Types AB,B,BP,BF,BT Calculations Conform to(AA)ADM2000 Noyt� Amemin Is7>revid-eYSuwroomMAvvufACturer Outdoor Livi c ....-alff—dooars" ' AN U LTRA F RAM E PLC (. .) ?AF AN i ALUMINUM DESIGN MANUAL REFERENCES FOUR SEASONS SOLAR PRODUCTS 5005 Veterans Memorial Highway Holbrook,New York 11741 (631)563-4000 Fax:(631)218-9076 Table 3.3-1 MINIMUM MECHANICAL PROPERTIES FOR ALUMINUM ALLOYS TENSION COMPRESSION SHEAR 1COMPRESSIVE ALLOY THICKNESS MODULUS OF AND PRODUCT RANGE Fwt Fyt Fry FF,y ELASTICITYt TEMPER IN. ksi ksl ksi ksi ksi E ksi 1100-1-112 Sheet,Plate All 14 11 10 9 65 10,1 DO H14 (Rolled Rod&Bar) All 16 14 13 10 8 10,100 2014-T6 Sheet 0.040-0.249 66 58 59 40 33 10,900 -T651 Plate 0.250-2.000 67 59 58 40 34 10,900 -T6,T6510,T6511 Extrusions All 60 53 52 35 31 10,900 -T6,T651 Cold Finished Rod All 65 55 53 38 32 10,900 &Bar,Drawn Tube Alclad 2014-T6 Sheet 0025-0.039 63 55 56 38 32 10,800 -T6 Sheet 0.040-0.249 64 57 58 39 33 10,800 -T651 Plate 0.250-0.499 64 57 56 39 33 10,800 3003-H12 Sheet&Plate 0.017-2.000 17 12 10 11 7 10,100 -1-114 Sheet&Plate 0.009-1.000 20 17 14 12 10 10,100 -1-116 Sheet 0.006-0.162 24 21 18 14 12 10,100 -1-118 Sheet 0.006-0.128 27 24 20 15 14 10,100 -H12 Drawn Tube All 17 12 11 11 7 10,100 -H14 Drawn Tube All 20 17 16 12 10 10,100 -H16 Drawn Tube All 24 21 19 14 12 10,100 -H18 Drawn Tube All 27 24 21 15 14 10,100 Alclad Alclad3003-H12 Sheet&Plate 0.017-2.000 16 11 9 10 6.5 10,100 -H14 Sheet&Plate 0.009-1.000 19 16 13 12 9 10,100 -1-116 Sheet 0.006-0.162 23 20 17 14 12 10,100 -H18 Sheet 0.006-0.128 26 23 19 15 13 10,100 Alclad 3003-H14 Drawn Tube 0.025-0.259 19 16 15 12 9 10,100 -1-118 Drawn Tube 0.010-0.500 26 23 20 15 13 10,100 3004-H32 Sheet&Plate 0.017-2.000 28 21 18 17 12 10,100 -1-134 Sheet&Plate 0.009-1.000 32 25 22 19 14 10,100 -1-136 Sheet 0.006-0.162 35 28 25 20 16 10,100 -1-138 Sheet 0.006-0.128 38 31 29 21 18 10,100 3004-H34 Drawn Tube 0.018-0.450 32 25 24 19 14 10,100 -1-136 Drawn Tube 0.018-0.450 35 28 27 20 16 10,100 Alclad 3004-H32 Sheet 0.017-0.249 27 20 17 16 12 10,100 H34 Sheet 0.009-0.249 31 24 21 18 14 10,100 -H36 Sheet 0.006-0.162 34 27 24 19 16 10,100 -H38 Sheet 0.006-0128 37 30 28 21 17 10,100 -1-1131,H241,H341 Sheet 0.024-0.050 31 26 22 18 15 10,100 -1-1151,H261,H361 Sheet 0.024-0.050 34 30 28 19 17 10,100 3005-1-125 Sheet 0.013-0.050 26 22 20 15 13 10,100 -1-128 Sheet 0.006-0,060 31 27 25 17 16 10,100 3105-1-125 Sheet 0.013-0.080 23 19 17 14 11 10,100 5005-H12 Sheet&Plate 0.017-2.000 18 14 13 11 8 10,100 -H14 Sheet&Plate 0.009-1 000 21 17 15 12 10 10,100 -H16 Sheet 0.006-0.162 24 20 18 14 12 10,100 -H32 Sheet&Plate 0.017-2.000 17 12 11 11 7 10,100 -H34 Sheet&Plate 0.009-1.000 20 15 14 12 8.5 10,100 -H36 Sheet 0.006-0.162 23 18 16 13 11 10,100 5050-1-132 Sheet 0.017-0.249 22 16 14 14 9 10,100 -H34 Sheet 0.009-0.249 25 20 16 15 12 10,100 -1-132 Cold Fin.Rod&Bart All 22 16 15 13 9 10,100 Drawn Tube -H34 Cold Fin.Rod&Bart All 25 20 19 15 12 10,100 Drawn Tube For all footnotes,see last page of this Table January 2000 I-A-15 Table 3.3-1 MINIMUM MECHANICAL PROPERTIES FOR ALUMINUM ALLOYS TENSION COMPRESSION SHEAR COMPRESSIVE ALLOY THICKNESS I MODULUS OF AND PRODUCT RANGE Fwt Ftyt FY F,,, F,y ELASTIC TEMPER IN. ksi ksi ksi ksi ksl E ksi 5052-0 Sheet&Plate 0.006-3000 25 95 9.5 16 5.5 10,200 -1-132 Sheet&Plate All 31 23 21 19 13 10,200 -H34 Cold Fin.Rod&Bar All 34 26 24 20 15 10,200 (Drawn Tube -H36 Sheet 0.006-0.162 37 29 26 22 17 10,200 5083-0 Extrusions up thru 5.000 39 16 16 24 9 10,400 -H111 Extrusions up thru 0.500 40 24 21 24 14 10,400 -1-1111 Extrusions 0.501-5.000 40 24 21 23 14 10,400 -O Sheet&Plate 0.051-1.500 40 18 18 25 10 10,400 -H116 Sheet&Plate 0.188-1.500 44 31 26 26 18 10,400 -1-1321 Sheet&Plate 0.188-1.500 44 31 26 26 18 10,400 -1-1116 Plate 1.501-3.000 41 29 24 24 17 10,400 -1-1321 Plate 1.501-3.000 41 29 24 24 17 10,400 5066-0 Extrusions up thru 5.000 35 14 14 21 8 10,400 -1-1111 Extrusions up thru 0.500 36 21 18 21 12 10,400 -1-1111 Extrusions 0.501-5.000 36 21 18 21 12 10,400 -O Sheet&Plate 0.020-2.000 35 14 14 21 8 10,400 H112 Plate 0.250-0.499 36 18 17 22 10 10,400 -H112 Plate 0.500-1.000 35 16 16 21 9 10,400 -1-1112 Plate 1.001-2.000 35 14 15 21 8 10,400 -1-1112 Plate 2.001-3.000 34 14 15 21 8 10,400 -1-1116 Sheet&Plate All 40 28 26 24 16 10,400 -1-132 Sheet&Plate All 40 28 26 24 16 10,400 Drawn Tube -1-134 Sheet&Plate All 44 34 32 26 20 10,400 Drawn Tube 5154-1-138 Sheet 0.006-0128 45 35 33 24 20 10,300 5454-0 Extrusions up thru 5.000 31 12 12 19 7 10,400 -1-1111 Extrusions up thru 0.500 33 19 16 20 11 10,400 -1-1111 Extrusions 0.501-5.000 33 19 16 19 11 10,400 -1-1112 Extrusions up thru 5.000 31 12 13 19 7 10,400 -0 Sheet&Plate 0.020-3.000 31 12 12 19 7 10,400 -1-132 Sheet&Plate 0.020-2.000 36 26 24 21 15 10,400 -H34 Sheet&Plate 0.020-1.000 39 29 27 23 17 10,400 5456-0 Sheet&Plate 0.051-1.500 42 19 19 26 11 10,400 -1-1116 Sheet&Plate 0.168-1.250 46 33 27 27 19 10,400 -1-1321 Sheet&Plate 0.188-1.250 46 33 27 27 19 10,400 -1-1116 Plate 1.251-1.500 44 31 25 25 18 10,400 -1-1321 Plate 1.251-1.500 44 31 25 25 18 10,400 -1-1116 Plate 1.501-3.000 41 29 25 25 17 10,400 -1-1321 Plate 1.501-3.000 41 29 25 25 17 10,400 6005-T5 Extrusions up thru 1.0D0 3B 35 35 24 20 10,100 6061-T6,T651 Sheet&Plate 0.010-4.000 42 35 35 27 20 10,100 -T6,T6510,T6511 Extrusions All 38 35 35 24 20 10,100 T6,T651 Cold Fin.Rod&Bar up thru 8.000 42 35 35 25 20 10,100 -T6 Drawn Tube 0.025-0.500 42 35 35 27 20 10,100 -T6 Pipe All 38 35 35 24 20 10,100 6063-T5 Extrusions up thru 0.500 22 16 16 13 9 10,100 -T5 Extrusions 0.500-1.000 21 15 15 12 8.5 10,100 -T6 Extrusions&Pipe All 30 25 25 19 14 10,100 6066-T6,T6510,T6511 Extrusions All 50 45 45 27 26 10,100 6070-T6,T62 Extrusions up thru 2.999 48 45 45 29 26 10,100 6105-T5 Extrusions up thru 0.500 38 35 35 24 20 10,100 6351-T5 Extrusions up thru 1.000 38 35 35 24 20 10,100 6463-T6 Extrusions up thru 0.500 30 25 25 19 14 10,100 t F,,and F, are minimum specified values(except F4,for 1100-H12,-H14 Cold Finished Rod and Bar and Drawn Tube,Alclad 3003-H18 Sheet and 5050-H32,-1-134 Cold Finished Rod and Bar which are minimum expected values);other strength properties are corresponding minimum expected values. $Typical values.For deflection calculations an average modulus of elasticity is used;this is 100 ksi lower than values in this column I-A-16 January 2000 For angles,the gross width shall be the sum of the widths 5.1.10 Spacing of Stitch Rivets,Screws and Bolts of the legs less the thickness.The gage for holes in opposite in'Webs legs shall be the sum of the gages from the back of the Where two or more web plates are in contact,there shall angles,less the thickness. be stitch rivets,screws or bolts to make them act in unison. For splice members,the thickness shall be only that part of the thickness of the member that has been developed by In compression members,the pitch and gage of such rivets rivets or bolts,beyond the section considered. or bolts shall be determined as outlined in Section 5.1.9.In tension members,the maximum pitch or gage of such rivets, 5.1.7 Effective Sections of Angles screws or bolts shall not exceed a distance,in inches,equal to 3+20t,(in mm,76+20t)in which t is the thickness of the If a discontinuous angle(single or paired)in tension is outside plates. connected to one side of a gusset plate, the effective net section shall be the net section of the connected leg plus 5.1.11 Edge Distance of Rivets,Screws or Bolts one-third of the section of the outstanding leg unless the The minimum distance from the center of rivet,screw or outstanding leg is connected by a lug angle. In the latter case,the effective net section shall be the entire net section bolt under computed stress to the edge of the sheet or shape of the angle.The]ug angle shall be designed to develop at toward which the pressure is directed shall be twice the least one-half the total load in the member and shall be nominal diameter of the rivet,screw or bolt when using the �] connected to the main member by at least two fasteners. allowable bearing stress shown in Tables 5.1.1.3-1 and-2. For double angles placed back-to-back and connected to When a shorter edge distance is used,the allowable bearing both sides of a gusset plate,the effective net section shall be stress shall be reduced by the ratio: actual edge dis- thenet section of the connected legs plus two-thirds of the tante/twice the fastener diameter(See Section 3.4.5).The edge distance shall not be less than 1.5 times the fastener section of the outstanding legs. For intermediate joints of continuous angles,the effec- diameter to extruded, sheared, sawed, rolled or planed five net area shall be the gross sectional area less deductions edges. for holes. 5.1.12 Blind Rivets 5.1.8 Grip of Rivets,Screws and Bolts Blind rivets shall not be used unless the grip lengths and i If the grip (total thickness of metal being fastened) of rivet-hole tolerances are as recommended by the respective rivets, screws or bolts carrying calculated stress exceeds manufacturers. four and one-half times the diameter,the allowable load per rivet,screw or bolt shall be reduced.The reduced allowable 5.1.13 Hollow-End(Semi-tubular)Rivets load shall be the normal allowable load divided by If hollow-end rivets with solid cross sections for a [1/2+Gf/(9D)]in which Gfis the grip and D is the nominal portion of the length are used,the strength of these rivets diameter of the rivet or bolt If the grip of the rivet exceeds shall not be taken equal to the strength of solid rivets of the six times the diameter,special care shall be taken to insure same material,unless the bottom of the cavity is at least 25 that holes will be filled completely. percent of the rivet diameter from the plane of shear, as measured toward the bollow-end,and further provided that 5.1.9 Spacing of Rivets,Screws and Bolts they are used in locations where they will not be subjected Minimum distance between rivet centers shall be 3 times to appreciable tensile stresses. the nominal rivet diameter; minimum distance of bolt or 5.1.14 Steel Rivets screw centers shall be 2'/s times the nominal diameter. In built-up compression members the pitch in the direction of Steel rivets shall not be used in aluminum structures stress shall be such that the allowable stress on the individ- unless the aluminum is to be joined to steel or where ual outside sheets and shapes,treated as columns having an corrosion resistance of the structure is not a requirement,or effective length equal to one half the rivet, screw or bolt where the structure is to be protected against corrosion(See pitch exceeds the calculated stress.The gage at right angles Section 6.6.1). to the direction of stress shall be such that the allowable stress in the outside sheets, calculated from Section 3.4.9 5.1.15 Loekbolts exceeds the calculated stress. In this case the width b in Section 3.4.9 shall be permitted to be taken as 0.8g where g Lockbolts shall only be used when installed in confor- is the gage. mance with the lockbolt manufacturer's specifications and when the body diameter and bearing areas under the head and nut, or their equivalent, are not less than those of a conventional nut and bolt. January 2000 1-A-59 5.1.16 Steel Bolts In addition to the requirements of Section 5.1.17.4,bolts shall be proportioned so that the allowable slip load per unit When steel bolts are used they shall be hot-dip galva- of bolt area determined from the following table is not nized,mechanically galvanized,zinc electro-plated,alumi- exceeded.The nominal diameter of the bolt shall be used to nized, or 300 series stainless steel. When other platings calculate its area. and/or coatings are to be used,evidence shall be submitted Hole Type and Direction of Load to substantiate the corrosion resistance of these products. Any Direction Transverse Parallel Contact Surface Oversize 5.1.17 Slip-Critical Connections of Bolted Parts Standard &Short Long Slots Long 5.1.17.1 General Slots Slots (ksi) MPa)(ksi) MPa) (ksi) (MPa) Slip-critical connections between aluminum members or between aluminum and steel members shall comply with the Class B(Slip 28 195 24 165 20 140 17 115 Research Council on Structural Connections (RCSC) Coefficient 0.50) Specification for Structural Joints Using ASTM A325 or A490 Bolts, Allowable Stress Design, except as modified Bolts shall be installed to develop the minimum bolt here.The shear on a bolt in a slip-critical connection shall tension specified in Section 5.1.17.7. not exceed the allowable shear for the bolt (Section The effect on slip resistance of temperature changes from 5.1.17.4),the allowable bearing for the connected members the installation temperature and the difference in coeffi- (Section 3.4.5),or the allowable slip load(Section 5.1.17.5). cients of thermal expansion of aluminum and steel shall be addressed. 5.1.17.2 Material 5.1.17.6 Washers Aluminum used m slip-critical connections shall have a tensile yield strength of at least 15 ksi (105 MPa). Bolts a) Washers shall be used under bolt heads and under shall comply with ASTM A325, nuts shall comply with nuts. ASTM A563 Grade DH or ASTM A194 Grade 2H, and b) At a long slotted hole in an outer ply, a galvanized washers shall comply with ASTM F436. Bolts,nuts, and steel plate washer or bar at least 5/16 in. (8 mm)thick with washers shall be zinc coated by the hot-dip or mechanically standard holes,shall be used. The plate washer or bar shall deposited processes as specified in ASTM A325. completely cover the slot but need not be hardened. c)Where the outer face of the bolted parts has a slope 5.1.17.3 Holes greater than 1:20 with respect to a plane normal to the bolt axis,a beveled washer shall be used. Holes shall be standard holes, oversize holes, short slotted holes,or long slotted holes.The nominal dimensions 5.1.17.7 Installation for each hole type shall not exceed those shown in the RCSC Specification Table 1. Bolts shall be tightened in accordance with the RCSC Specification. 5.1.17.4 Design for Strength 5.2 Metal Stitching Staples The shear stress on a bolt shall not exceed 21 ksi (145 MPa)for bolts with threads in the shear plane and 30 ksi Allowable strength values for metal stitches in joints (205 MPa)for bolts without threads in the shear plane. Bolt carrying calculated loads shall be established on the basis of shear stresses are based on the nominal cross sectional area tests in accordance with Section 8. (unthreaded body area)of a bolt. The bearing stress on the connected parts shall not exceed the allowable bearing stress 5.3 Tapping Screw Connections specified in Section 3.4.5. The following notation applies to this section: 5.1.17.5 Design for Slip Resistance A,, = thread stripping area of internal thread per Aluminum surfaces abrasion blasted with coal slag to unit length of engagement SSPC SP-5 to an average substrate profile of 2.0 mils(0 05 C _ coefficient which depends on screw location mm) in contact with similar aluminum surfaces or zinc D = nominal screw diameter painted steel surfaces with a maximum dry film thickness of 4 mils(0.1 mm)are Class B surfaces. Slip coefficients for Dn = nominal hole diameter other surfaces shall be determined in accordance with the D = nominal washer diameter RCSC Specification Appendix A. I-A-60 January 2000 DNS = larger of the nominal washer diameter and pns shall be the lesser of the screw head F, = tensile ultimate strength of member in pns = 2F,n�Dt1 ns (Eq. 5.3.1.1-2) contact with the screw head nn F,a, = tensile ultimate strength of member not in contact with the screw head n Pns = 2F,,,,Dt2 (Eq. 5.3.1.1-3) n� Fry, = tensile yield strength of member not in contact with the screw head For t2/t� _< 1.0,P,,,shall not also exceed Ks = coefficient which depends on member 3 v2 thickness Pns = 4.2(t2D) F,n2 (Eq. 5.3.1.1-4) n — number of threads per unit length for a screw n, = factor of safety=3.0 5.3.1.2 Shear in Screws Pas = allowable shear force per screw The ultimate shear capacity of the screw shall be deter- Pn, = nominal shear strength per screw mined by multiplying the allowable shear capacity deter- mined according to Section 5.1.1 by the factor of safety Pa = allowable tensile force per screw used or by test according to Section 8.The ultimate shear Pn, = nominal tensile strength per screw capacity of the screw shall not be less than 1.25 Pns. Pna, = nominal pull-out strength per screw 5.3.2 Tension Pno, = nominal pull-over strength per screw For screws which carry tensile loads, the head of the t� = thickness of member in contact with the screw or washer, if a washer is provided, shall have a screw head diameter D.not less than 5/16 in.(8 mm).Washers shall be at least 0.050 in.(1.3 mm)thick. 12 = thickness of member not in contact with the The tension force shall not exceed Pa, calculated as screw head follows: depth of full thread engagement of screw p _- p /n (Eq. 5.3.2-1) ar P.,1n, into t2 not including tapping or drilling point Pn,shall be taken as the lesser of Pna,and Pna,determined All the requirements of this section shall apply to tapping below in Sections 5.3.2.1 and 5.3.2.2. screws with diameter D=0.164 in.(4.2 mm)through 0.25 in. (6.3 mm). The screws shall be thread-forming or 5.3.2.1 Pull-Out thread-cutting,with or without a self-drilling point.Alterna- tively, design values for a particular application shall be The nominal pull-out strength,Pna,,for pulling a screw permitted to be based on tests according to Section 8. out of a threaded part,is: Screws shall be installed and tightened in accordance 1)for UNC threads(screw thread types C,D,F,G,and T) with the manufacturer's specifications. The tensile stress on the net section of each member a)for 0.060 in. 0 s t�s .125 in. (I.5 mm s rC s 3 mm) joined by a screw connection shall not exceed the allowable pna =Ks D to Fh,2 (Eq.5.3.2.1-1) stress from Sections 3.4.1 through 3.4.4. The net section shall be determined according to Section 5.1.6. where K,= 1.01 for 0.060 in. s tc<0.080 in. (1.5mm_< tc<2mm) 5.3.1 Shear K,= 1.20 for 0.080 in. s t, s 0.125 in. (2 mm s t,s 3 mm) The shear force shall not exceed the allowable bearing force for a screw according to Section 3.4.5 nor the allow- b)for 0.125 in.<tc<0.25 in. (3 mm<tc<6.3 mm) ables according to subsections of this section. pnu!= 1.2D Fryz a(0.25- t.)+ 1.16Asn F!4(tc -0.125) 5.3.1.1 Connection Shear (Eq. 5.3.2.1-2) The shear force per screw shall not exceed Pas calculated c)for 0.25 in. <_ t,<_ 0.375 in. (6.3 mm s tc s 10 mm) as follows: Pna,=0.58A,. tcF,..,. (Eq. 5.3.2.1-3) Pas = Pnslns (Eq. 5.3.1.1-1) where January 2000 I-A-61 2) for spaced threads (screw thread types AB,B,BP,BF, The block shear rupture allowable force P,,of welded and BT) connections on a failure path with shear on some segments and tension on the other segments is: a)for 0.038 in. s t,<-2/n (1 mm s t, <- 2/n) for F,"Ag,t F,"Ag,, P"",=KD t,F,.,, (Eq.5.3.2.1-4) Ps,_(F.o,Aa,,+F,"Aa,)l"" (Eq.5.4-3) where K,=1.01 for 0.038 in. <- t,<0.080 in_ (1 mm-< t,<2 mm) otherwise K,=1.20 for 0.080 in. s t,s 2/n p = (F A +F,A )ln" (Eq. 5.4-4) (2 mm s t,s 2/n) ,� r � g„ ' Br here b)for 2/n<t,<4/n A —gross area in shear P"",=1.2D FY,(4/n- t�)+3.26D F,,,Z(t�- 2/n) Ag,=gross area in tension A,,,,=net area in shear (Eq.5.3.2.1-5) I ,yam=net area in tension c}for 4/n_< t,s 0.375 in.(4/n <_ t<<_ 8mm) P = 1.63D t (Eq.5.3.2.1-6) 5.5 Laps in Building Sheathing ""r ��"z 15.5.1 Endlaps 5.3.2.2 Pull-Over Minimum endlaps shall be those expressed in Table The nominal pull-over strength, P., for pulling con- nected material over the head of a screw or washer, if present,is: 5.5.2 Sidelaps Pnov = Ct1 Frul(Dwt Dh) (Eq.5.3.2.2-1) For a sinusoidal corrugated sheet,the minimum sidelap where C is a coefficient that depends on screw location(1.0 for roofing shall have a width equal to the pitch of the cor- for valley fastening and 0.7 for crown fastening),DW,is the rugations,and the minimum sidelap for siding shall have a larger of the screw head diameter or the washer diameter, width equal to half the pitch. and shall be taken not larger than 1/2 in.(13 mm). For a trapezoidal sheet of a depth greater than 1 in.(25 mm)the minimum sidelap for both roofing and siding shall 5.3.2.3 Tension in Screws have a developed width equal to the width of the narrowest flat plus 2 in. (50 mm)A trapezoidal sheet with a depth of The ultimate tensile capacity of the screw shall be 11 in.(25 mm)or less shall have an overlap of proven design determined by multiplying the allowable tensile capacity including an antisiphoning feature. determined according to Section 5.1.1 by the factor of safety used or by tests according to Section 8.The ultimate 5.5.3 Fasteners in Laps tensile capacity of the screw shall not be less than 1.25 P",. Minimum size of#12 screws or 3/16 in.(5 mm)diameter 5.4 Block Shear Rupture rivets shall be used in end laps and side laps. Maximum spacing for required sidelap fasteners shall be 12 in. (300 The block shear rupture allowable force P of bolted mm).Endlap fasteners added for the purpose of improving connections on a failure path with shear on some segments closure shall be located not more than 2 in. (50 mm)from and tension on the other segments is: the end of the overlapping sheet. I for F,"A z F,"A",, 5.6 Flashings and Closures P = (F ,Ab„+F`" "'A )ln" (Eq.5.4-1) P,, n ' Flashings shall be formed from aluminum alloy sheet of otherwise approximately the same thickness as the roofing or siding P = (F A .+F.A }/n (Eq.5.4-2) sheet. Unless engineering computations determine other- s' s" "` 8' wise,use minimum#12 screws or 3/16 in.(5 mm)diameter rivets to secure flashings to the roofing or siding. i I i I-A-62 January 2000 i i I Table 5.5.1-1 MINIMUM END LAPS Minimum End Laps Depth of section Roofing,slope greater than 2 on Roofing slope 3 on 12 or more Siding 12,less than 3 on 12 1 in.or less 6 in. 4 In. (25 mm or less) (150 mm) (100 mm) Greater than 1 in., less than 2 in. 9 in. 6 i4 in. m (greater than 25 mm, (230 mm) (150 mm) (100 mrn) less than 50 mm) 2 in.or more 9 in. 6 in. 6 in (50 mm or more) (230 mm) (150 mm) (150 mm) January 2000 I-A-63 Section 6. Fabrication 6.1 Laying Out c. Some elevated temperature processes, such as factory paint curing or firing of porcelain enamel coatings,can a. Hole centers shall be center punched and cutoff lines reduce the mechanical properties of the metal.Since the shall be punched or scribed.Center punching and scrib- amount of the reduction will vary with the alloy and ing shall not be used where such marks would remain on temper used, as well as with the elevated temperature fabricated material. exposure,the supplier shall be consulted for mechanical b. A temperature correction shall be applied where property specifications for the processed material. necessary in the layout of critical dimensions. The coefficient of expansion shall be taken as 0.000013 per 6.4 Punching, Drilling, and Reaming degree Fahrenheit(0.000023 per degree Centigrade). The following rules for punching,drilling,and reaming shall be observed: 6.2 Cutting a. Rivet or bolt holes shall be either punched or drilled. a. Material shall be sheared, sawed, cut with a router,or Punching shall not be used if the metal thickness is arc cut. All edges which have been cut by the arc greater than the diameter of the hole. The amount by process shall be planed to remove edge cracks. which the diameter of a sub-punched hole is less than b. Cut edges shall be true and smooth, and free from that of the finished hole shall be at least 1/4 the excessive burrs or ragged breaks. thickness of the piece and in no case less than 1/32 in. (0.8 mm). c. Re-entrant cuts shall be filleted by drilling prior to cutting. b. The finished diameter of holes for cold-driven rivets shall be not more than 4% greater than the nominal d. Oxygen cutting shall not be used on aluminum alloys. diameter of the rivet. 6.3 Heating c. The finished diameter of holes for hot-driven rivets shall be not more than 7%greater than the nominal diameter Structural material shall not be heated,with the follow- of the rivet. ing exceptions; d. The finished diameter of holes for bolts shall be not a. Material shall be permitted to be heated to a temperature more than 1/16 in.(1.6 mm)larger than the nominal bolt not exceeding 400°F (200 °C) for a period not diameter,unless slip-critical connections are used. exceeding 30 minutes.Such heating shall be done only e. If any holes must be enlarged to admit the rivets or when proper temperature controls and supervision are bolts,they shall be reamed.Poor matching of holes shall provided to insure that the limitations on temperature be cause for rejection.Holes shall not be drifted in such and time are carefully observed.If structural material is subjected to elevated temperatures or times in excess of a manner as to distort the metal. All chips lodged between contacting surfaces shall be removed before the foregoing,the allowable stresses shall be reduced consistent with mechanical properties specified for the assembly. material after the hearing process. 6.5 Riveting b. For 5XXX series alloys with magnesium contents greater than 3 percent,holding within the temperature 6.5.1 Driven Head range from 150 (66 °C) to 450 °F (230 °C) must be The driven head of aluminum alloy rivets shall be of the avoided in order to minimize the possibility of flat or the cone-point type,with dimensions as follows: sensitization to exfoliation and stress corrosion cracking. The length of time at temperature is a critical factor in a. Flat heads shall have a diameter not less than 1.4 times determining the degree of sensitization. Hot forming the nominal rivet diameter and a height not less than 0.4 techniques must include quick heat up to a temperature tunes the nominal rivet diameter. not to exceed 550°F (290 °C) to minimize loss of b. Cone-point heads shall have a diameter not less than 1.4 mechanical properties. Forming must be completed times the nominal rivet diameter and a height to the before the metal cools below 450°F(230°C).The metal apex of the cone not less than 0.65 rimes the nominal shall then be fan cooled,to drop the metal temperature rivet diameter. The included angle at the apex of the from 450°F(230°C)to 150°F (66'C)in the minimum cone shall be approximately 127. time possible to prevent sensitization. I-A-64 January 2000 6.5.2 Hole Filling surfaces shall be given a heavy coat of alkali resistant bituminous paint or other coating providing equivalent Rivets shall fill the holes completely.Rivet heads shall protection before installation.Aluminum in contact with be concentric with the rivet holes and shall be in proper concrete or masonry shall be similarly protected in cases 04 contact with the surface of the metal. where moisture is present and corrodents will be entrapped between the surfaces. 6.5.3 Defective Rivets c. Aluminum surfaces to be embedded in concrete Defective rivets shall be removed by drilling. ordinarily need not be painted, unless corrosive components are added to the concrete or unless the 6.6 Painting assembly is subjected for extended periods to extremely corrosive conditions.In such cases,aluminum surfaces Structures of the alloys covered by this Specification are not ordinarily painted.Surfaces shall be painted where: shall be given one coat of suitable quality paint,such as zinc molybdate primer conforming to Federal Speci- a. 2014-T6 alloys are exposed to corrosive environments, fication TT-P-645B or equivalent,or a heavy coating of alkali resistant bituminous paint, or shall be wrapped b. aluminum alloy parts are in contact with,or are fastened with a suitable plastic tape applied in such a manner as to,uncoated steel members or other dissimilar materials, to provide adequate protection at the overlaps.Alumi- c. exposed to extremely corrosive conditions, num shall not be embedded in concrete to which cor- d. required by the designer for reason of appearace. rosive components such as chlorides have been added if the aluminum will be.electrically connected to steel. Painting procedure is covered in the following Sections 6.6.1 and 6.6.2, and methods of cleaning and preparation d. Aluminum shall not be exposed to water that has come in contact with a heavy metal such as copper as such are found in Section 6.7. (Treatment and painting of the metals can cause corrosion of aluminum. The heavy structure in accordance with United States Military metal shall be painted or coated with plastic or the Specification MILT-704 is also acceptable.) drainage from the metal diverted away from the 6.6.1 Contact with Dissimilar Materials aluminum. Where the aluminum alloy parts are in contact with,or e. Prepainted aluminum only requires additional protection when specified by the designer to abate extremely are fastened to,steel members or other dissimilar materials, corrosive conditions. the aluminum shall be kept from direct contact with the steel or other dissimilar material by painting as follows: 6.6.2 Over-All Painting a. Steel surfaces to be placed in contact with uncoated Structures of the alloys covered by this Specification are aluminum shall be painted with good quality non lead containing priming paint,such as zinc molybdate,alkyd either not ordinarily painted for surface protection(with the exception of 2014-T6 when exposed to corrosive environ- type primer in accordance with Federal Specification TT-P-645B,followed by two coats ofpaint consisting of ments) or are made of prepainted aluminum components. 21b.of aluminum paste pigment(ASTM Specification Where structures are to be exposed to extremely corrosive conditions over-all painting shall be specified. D962-81, Type 2, Class B) per gallon of varnish meeting Federal Specification TT-V-81,Type Il,or the equivalent. Where severe corrosion conditions are 6.7 Cleaning and Treatment of Metal expected, additional protection can be obtained by Surfaces applying a suitable sealant to the faying surfaces, Prior to field painting of structures, all surfaces to be capable of excluding moisture from the joint during painted shall be cleaned immediately before painting,by a prolonged service in addition to the zinc molybdate, method that will remove all dirt,oil,grease,chips,and other alkyd type primer. Aluminized, hot-dip galvanized or foreign substances. electro-galvanized steel placed in contact with alumi- Exposed metal surfaces shall be cleaned with a suitable num need not be painted. Stainless steel (300 series) chemical cleaner such as a solution of phosphoric acid and placed in contact with aluminum is not required to be organic solvents meeting United States Military Specifica- painted except in high chloride containing tion MIL-M-1 D578.Abrasion-blasting shall not be used on environments. aluminum less than or equal to 1/8 in. (3 mm)thick. b. Aluminum shall not be placed in direct contact with wood,fiberboard or other porous material that absorbs water and causes corrosion.When such contacts cannot be avoided,an insulating barrier between the aluminum and the porous material shall be installed. Aluminum January 2000 I-A-65 Section 7. Welded Construction 7.1 Allowable Stresses for Welded 7.1.2 Members with Part of the Cross Section Members Weld-Affected For members with part of the cross section weld-af- 7.1.1 General fected,the allowable stress is The weld-affected zone shall be taken to extend 1 in.(25 F AH. F = - (F - F,) (Eq. 7.1.2-1) A mm) to each side of the center of a weld. Mechanical y„, n n N properties for weld-affected metal shall be taken from Table where 3.3-2 except tbatF,,,,,, values shall be multiplied by 0.9. The modulus of elasticity for weld-affected metal is the same as F,,..= allowable stress on the cross section, part of for non-welded metal. which is weld-affected. F. = allowable stress if no part of the cross section Allowable stresses calculated in accordance with Section were weld-affected.Use buckling constants for 7.1.1 apply to: unwelded metal from Table 3.3-3 or 3.3-4 and 1) Members in axial tension with transverse welds mechanical properties from Table 3.3-1. affecting their entire cross section, 2)Bearing stresses at weld-affected metal, FN, = allowable stress if the entire cross sectional area 3) Columns or beams supported at both ends with were weld-affected.Use buckling constants for transverse welds affecting their entire cross section and no annealed material(Table 3.3-3)regardless of the farther than 0.05L from the ends, temper before welding,and mechanical proper- 4) Columns or beams of tubes or curved components ties from Table 3.3-2 except that for longitudinal with transverse welds affecting their entire cross section, welds values for F,,, and Fn,,,, from Table 3.3-2 and shall be multiplied by 0.75. 5)Flat components of columns or beams with welds at the supported edges only. A = net cross sectional area of a tension member or tension flange of a beam; gross cross sectional area of a column or compression flange of a Allowable stresses for these welded members shall be beam. Abeam flange shall consist of the portion , calculated from the same formulas as for non-welded of the section farther than 2c/3 from the neutral members with the following adjustments. axis,where r.is the distance from the neutral axis 1) Allowable stresses for axial or flexural tension to the extreme fiber. (Sections 3.4.1 through 3.4.4),bearing(Sections 3.4.5 and 3.4.6),and axial or flexural compression or shear(Sections A,,, = weld-affected cross sectional area. 3.4.7 through 3.4.21)with slenderness less than S, shall be If A,,<0.15A,A.,shall be taken as zero. calculated using welded mechanical properties from Table 3.3-2. 7.1.3 Columns or Beams with Transverse 2)Allowable stresses for tubes and curved components Welds Away From Supports and in axial or flexural compression or shear(Sections 3.4.10, Cantilevers with Transverse Welds 3.4.12,and 3.4.16.1)with slenderness greater than S, shall be calculated using welded mechanical properties from For columns or beams supported at both ends with Table 3.3-2 and buckling constants from Table 3.3-3 transverse welds farther than 0.05L from the member ends regardless of temper before welding. and cantilever columns or cantilever beams with transverse 3)Allowable stresses for all other members and compo- welds,allowable stresses shall be calculated in accordance nents in axial or flexural compression or shear (Sections with Section 7.1.2 as if the entire cross sectional area were 3.4.7 through 3.4.21)with slenderness greater than S, shall weld-affected. be calculated using non-welded mechanical properties from Table 3.3-1 and buckling constants from Table 3.3-3 or 3.3- 7.2 Filler Wire 4 as appropriate for the temper before welding; however, Filler alloys shall be selected from Table 7.2-1. The the allowable stress at the weld shall not exceed the allow- able stress calculated in accordance with (])above. allowable shear stress in fillet welds shall be taken from Table 7.2-2 or 7.2-3 For filler wires not shown in Table 7.2-2 or 7.2-3 minimum mechanical properties shall be determined by testing in accordance with Section S. I-A-66 January 2000 < Sec. Table 2-20 Ty, f Stress Type of Member or Component �.,owable Stress 4 3.4. Allowable Stresses for BUILDING YP and Similar Type Structures � 4 TENSION,axial Any tension member 19 6005—T5 Extrusions �•P t 1.51.`.`. Rectan ulartubes,structural . Thicknesses Up Through 1.00 in. g � ` shapes bent around strong axis 2 19 �gfr TENSION IN ;>'n- 6105—T5 Extrusions ., BEAMS, -0 Round or oval tubes 3 24 Thicknesses Up Through 0.50 in. extreme fiber, -Q O- �`,"�a net section = WHITE BARS Shapes bent about weak axis, I r-� $1 apply to nonwelded members and to welded bars,plates 4 28 ` i members at locations farther than 1.0 in.from a weld. "*° �` CArt3AF apply within 1.0 in.of a weld. On nvets and boltsz ` 5 39 �� Equations that straddle the shaded and unshaded areas apply to both. BEARING On flat surfaces and pins and on bolts in slotted6 26 � �cx *For tubes with circumferential welds,equations of Sections 3.4.10, holes � � 3.4.12,and 3.4.16.1 apply for Rb/t- 20 Allowable Allowable Stress Sec. Slenderness Slenderness Allowable Stress Type of Stress Type of Member or Component Stress Slenderness 3.4. Slenderness s S, Limit S, Between S,and S. Limit S2 Slenderness i SZ COMPRESSION kLIr =0 20.2-0.126 kUr Wr=66 51.000/(kUr)x IN COLUMNS, ( ) All columns axial,gross .v�,'`�°s'" ;;r':x� '� .�rF ' ;�;z� � 4 ° �, ,; 'W:;,' ; rc,a•,'::",". .c �->;r s..<« �:3 v" 4� '� �«.. 7 � y`'��c.s'_ �>' rf�•F",' < .*c" r• v'�,^,'C«>r �;;s "x'6:f."..,y.�sn+,f+,xK_ S@CtiO :a�ss�>`>rr-.ixe'^v .�..,u .�.v'S.T3"^e .:a;."v 7FX",+ '".��lM�«fis'h.�� -n�5. Ssi• Flat plates supported along one 21 b/t=2.7 23.1-0.79(b/r) b/t=10 154/(b/r) edge-columns buckling about a -I -,-- $ k. ;:ra y � :te>;,hFi>:v�r; ,x"r,^, ta`2•i S$NNX «" s ,. 3rm , +N: �M;.4"r?xi. . �symmetry axis r" s ; `• -`��..... ry. d Flat plates supported along one 21 b/t=2x 7 23.1-0.79(bR) b/(=12 1970/(6/r) edge-columns not buckling about $,1 ::d�£;.uIM,""5.7a" �.,<S, ^'t"3.'�*`"I.�;n�?�.'?R.J`:s" � x ,ter r �.. 'Z e�'`«"� 5"',> ✓y- _ a symmetry axis '.. <' �1a'r> E;X Y rw+ s b/1�•.'«''�.t t Y rY s <Y axwF '*' s a,rc g a�jy<"r%'rr 8, COMPRESSION Fiat plates with both I I 21 b/t=8.4 23.1-0.25(b/t) b/r=33 490/(b/r) �___{ 9 .. ^�tiTL r>;: su1-R,• Yu,Y, �¢: x v 5 T5 xr> C r", ?;r. 5'r w• 1 IN edges supported I I 1 II .,r s R, ,6, "r Y� 1 z� 3':ts r #sr *u5: .<Y� « .rix;::. �m;s�r>:t � 9 P -Ib~ a 'cz p ffi 5w, .< :`�I? w'v <ir.ra.. F •'rr�' 7,: S �; w.tkn7n J Y" }i ,k. 4i �; 7L � � Lb.,,,, � 3'✓,N .•�:l�s �.` i,f7°`<4. &..« {; siF COMPONENTS .r ^_ l ��»x#30. ` ' hl• 3� `a?a " 3f Y s"+`. OF COLUMNS Flat plates with one edge gross supported and other edge with 9.1 See Section 3,4.9.1 section stiffener C_ Flat plates with both � w edges supported and withF—"*-7 FT] 9,2 See Section 3.4,9.2 an intermediate stiffener IV oCurved plates supported Rb Rb R, 21 Rb/t=2.2 22.2-0.80 FR,,It R,,If=141 3200 on both edges,walls of 10* �Yx`xY ' Xr:;._"cam;-``i"wr""..r'rax' ' •• '><''`•l�. (1 R bh/35) 2 �round or oval tubesb f,Sr All') CD Allowable Allowable Stress See. Slenderness Slenderness Allowable Stress Type of Stress Type of Member or Component 8.4. Stress Limit S Slenderness Limit S Slenderness i S tenderness s S, Between S,and S. a 2 N Single web beams bent about _T_ _[ 21 Ln/r�,=23 23.9-0 124L,fr�, L!/r,=79 87,000 strop axis "Ls s � -,.. ;: a s s F" .<'41-1»4- Y Fbr. ( x � g � > .�w � �; r�'`H�Ms�; � t'• � ;ar Lblr�,) COMPRESSION Re R, R, 25 R It=28 39.3-2.70 FRb/t R,/t=81 Same as Round or oval tubes 12* l - -V,"' yIIZ . -' �IN BEAMS, taSection 3.4.10 ::s5 extreme fiber ` gross Solid rectangular and t 28 d/t F,/d =13 40.5-093d(t F,/d d/t Ln/d=29 11,400 -¢mgrs .� �rva'rzz>'rx' x.vx z:a�;�,,;^ .;ec :"`'4 a,-,.".;>.....;_,L, �.• .,eC3r:..=.�>r section round section beams - - "� ,<� � r FFA-r r �, a=` 4.�; (dlt) (L ld) �rrT rx ❑ 21 L S 5 J J =146 23.9-0 24 L S 5�7,- LbS� 5 !,J=1700 24,000 Rectangular tubes and _1_ n� 14 b �� r n �' 1L Jl �., � x :. r'.�. r :-,'.rJ'>.;� - y,"c"�"r„7'r�•4:,z'°'"Y' b yt.Mv,�svTsw �.'y� ; box sections �f' "ti ;, >. a �' ;As '> '' -z�7 ` . 5 : .s x5 ',- , N (LbS�I'SY` ") r Flat plates supported on b-I r 1 rb 21 b/t=6.8 27.3-0.93 b/t b/t=10 183/(b/r) e b-i F 15 $? r 4 $ .3 `�� D a. �✓ SGS tr ^Y w' #s r t: er d; \,a, 4r a} '_,zyr one ed 9 � COMPRESSION Flat plates with both -1bl-�b)- 21 blt=22 #27.3-0.29 b/t b/t=33 580/(b/t) 16 :.^^�^35ti;; '� '� +aa a, x"N,4st- .,e,. ;: wur<*.;.a•.*« _: •,•.�-^-��, r' /--� IN edges supported K i. 77JJll ,��MIT xYYFM1�( fi'y rY �' COMPONENTS ; OF BEAMS, Curved plates supported Rb 16.1* 25 R, t=1.6 26.2-0.94 Ry/r R,r=141 3800 (component on both edges �: s R„l^ cM ;:Vs M 2 "`'. ii' 4a t� t.:. (Rb/Q(1 + R6/t/35) under uniform Xs compression), Flat plates with one edge gross section supported and the other 16,2 See Section 3.4.16.2 edge with stiffener Flat plates with both edges supported and with 16,3 See Section 3.4.16.3 an intermediate stiffener Flat plates with 28 b/t= - , s �X8.9 40r_.5yfy,.-.wr`.,1«;.41.a.mab/t:.' b-ltz=1,=9 4,r9a0`0:<./J,(.sb/atn)2 COMPRESSION compression edge free, b 17 p 7ii ;r, ,s5 k $;IN ",. � ufi COMPONENTS tension edge supported 1a F '<�' • ' 1` OF BEAMS, Flat plate with both edges �h 28 h1t=46 40.5-0.27 h/t h/t=75 1520/(!h/t) h 18 ".°"i r�lr .>�' '.F •e';.,k sM: eux ^z^ :I�a�.a','"w°j�e=X.�Essr,:y.�Kt:.: ""':X.e:'S.?.e�a-sF"SX:ar 'wa�',2*3+:4;-a (Com supported ?>F., ri``'' ,',�a`Jr'' ar r `'� `✓�.�.:-�c�:�<�:'S r;: v ".-q,''r �zl'e�. '" S ..r„» ,:,•..°d•r1'. Y �^v, .�a i k•:fir ,=s' (component CI �a�1:.5 �~�?k�,w x> �f3., under bending in " Flat plate with horizontal Ilc Id, T , 28 ;lift 107 40.5 0.-5'£si-�3 0+.11a7Y:k!r,•'„ <Y a•'fi r�a�h':ljt=1^:7:w33t. 350F0�/i"(•r h. as'/tt>i)own plane) stiffener,both edges TZa, 1g ;; 7 gross section ' supported )� I�Nµ.'/'kA-�, ' SHEAR Unstiffened 12 h/t=36 15.6-0.099 h/t lift=65 39,000/(11/1)2 h 20i'8" '+2ri:� 'r-,.,r dY'r!a'_-.p ;.k^i,',>F,?vku; .s;r;9"3'r..'`'p;,.�'i�?'' a '"�.'�"'<`''=;3'�"�'`n.•rr?; A'rp39; N ai, .«rR•o. "• -s`' !> .1' R;. a:, y3.}Y^�.,p,_ x<e'<` ,">>,;.,. .;s«. r r'" y, fic:Er flat webs rnIN WEBS, ;. � �< � �Fy££•"�"`a; � `a,�%>EL.S �� ' �' e "��,�:s�: :r�Jjy�'<�f ��.�3� �,��"��„�r�� gross Stiffened flat webs T_�a,� e. 12 - 12 a,It=66 53,000/(a,/1)2 section 1-+rT�T�}.-L' �� 21 S z "c r ;.5-�a5r° `' r. a.�"a =a ! 1 +0.7 a /a 2 LL L� m' �yrx� .^u f";�;s� ,. ,F=_ . ( ) lamjana a ' L � 34 R " S CI f �y�e 1 2 . .+,' x S ,/ ...<' M,. 3 ! ./A'.<. ,� ." u cwt s' -k, {.. < See. Table 2-21 I of Stress Type of Member or Component 3.4. owable Stress Allowable Stresses for BUILDING and Similar Type Structures TENSION,axial Any tension member 1 HI19A '; . 6061-T6, -T651, -T6510, -T6511 Rectangular tubes,Structural -1-o- 2 19 im Extrusions u thru 1 in., Sheet &Plate Pi eTENSION INshapes bent around strong axis � p 'Pipe, Standard Structural Shapes, Drawn Tube, extreme,flber, Round or oval tubes 11 3 zaRolled Rod and Bar,6351-T5 Extrusions {� O- � : net section "��, WHITE BARS Shapes bent about weak axis, 1 — 1-4 i apply to nonwelded members and to welded bars,plates 28 �" members at locations farther than 1.0 in.from a weld. ` . .> ? apply within 1.0 in,of a weld On rivets and bolts 5 39Equattons that straddle the shaded and unshaded areas apply to both. BEARING On flat surfaces and pins and on bolts in slotted F s 'For tubes with circumferential welds,equations of Sections 3.4.10, holes 6 26 Wa 3.4.12,and 3.4.16.1 apply for R.It s 20. Allowable Allowable Stress Sec, Slenderness Slenderness Allowable Stress Type of Stress Type of Member or Component Stress Slenderness � Between S,and 5, 3.4. Slenderness s 5 Limit S, Limit S2 Slenderness i S2 COMPRESSION IN COLUMNS, Wr =0 20.2-0.126(kUr) Wr=66 51.000!(kL/r)2 All columns 7 %r axial,gross a, a` 5. ;'., a 0='R :;Yc,s„-ta„" •r,'� t`)r•:A �,.{tea'. �.µ,.�'a�-`",+si F.I M10011 '"Yt..''." n section ,. Flat plates supported along one 21 b/r=2.7 23.1-0.79(6/r) b/r=10 1541(b/r) edge-columns buckling about a - $ -M. o x y, all". », r-• ,,,",� „, .»- ;Y ' .s. �' r F` >r s2 t m• �a "" r,T% 's�"'•."y,.,,,,}x�`:" ." .ry*m; �'�''• 5b.,'ys"r+' �� :?,.. td i n Yrt'i,.'',��`�+fa:-"�.:t, ;k`r.tcc): .q''a� 77E'l3a%�, x:..:e z�.;r;`•,.V�r,.�,.,.:,� ss� ..,+,,-'F' -tl<W:1. symmetry axis " . �> b y ee ., r<� D4 17� ` 'b' '` - p�t..wq�. ""i y ^•f-a'.,3zra+3 ! ''_s#%` 3Ci;,A•.:k i:' a ' `'a+'. w"�'rt+. s`>�� !>�. ''�,�L?t' ey,;,;s ,; � �•a�y}.�.:i`'�is" Flat plates supported along one 21 b/t=2.7 23.1-0.79(b/r) 6/1=12 1970/(b/r)' edge-columns not buckling about .�: ,y'w'�^',� �r •''�,."." � ;sy;�, ;zz^.:rx: ;x r s..,�._.._ri;.„..,, ori x i, .�.+>. y :: Tx, g ;5�x51;'r 'e.sM,,T;z -mow p .'�:•< .,'f, •t%x �`i �;.Yr.;. >t,a w. -"'y:'"'re. a symmetry axis � rr ,. �; 5 A y»= F ,y,,. . + °•, �4 w.. ,, .. ;" .rr: Y rY A d 9 f y r. .,a ,y 7 {},. tea" t'o rs '�; <;�, •p];�`,;yy. �r',.' ,,e.R< 9 3>,py,d•w,., ��.. f Pr ^ "Ti, .. 'moi ! .vi,� .''c`y,:rr q�j�i: '��'^pT.y'E`t 'k`.rriEj "Y.""'•N' ,.(,!:,,`5 Y.1'b�''�i.A . COMPRESSION Flat plates with both ~ S 21 b/r=8.4 23.1-0.25(b/r) b/t=33 490/(b/r) 9 damls`�,r'' ":.sa%> ' sok-,,.°"y�'• :,i;•:r;r.''.=-`.�xx".,M1j'r.,'°,'7.«.rc`..r .�`",.°y':?ss'.:.;� '�, -•3''."�*.�:r3iYs-'.fie-q-'K•�p3z, IN edges supported H5 ' �,en� ' ?. �` K " 4 —I b I- -`igr k 1" 1Gro r. ° r':>- f; r '� xr''s �>:y• SL ?�a'n r q:7:.,'.i',:a;rk L ,�s a a E. IN f7k' x "tri „ 1't :tfii .rt17 COMPONENTS , ?r s'Tb r s� "� law >' ✓ a BIf%" <F�; OF COLUMNS Flat plates with one edge gross supported and other edge with 9,1 See Section 3.4.9.1 section stiffener Fiat plates with both F SDedges supported and with I I I 9.2 See Section 3.4.9.2 11 an intermediate stiffener to o Curved plates supported Rb Re Rb 21 R,/r=2.2 22.2-0,80 Rr/t IZ,/r=141 3200 on both edges,walls of 10* M,�.,"e`I u�•Mter .-.+r.wa ,' :�. �' .� , :r�• rf>r,�� R / 1 )2'round or oval tubes + Rt/f/35 r A'W I NAllowable Allowable Stress :3Sec. Slenderness Slenderness Allowable Stress Type of Stress Type of Member or Component C 3.4. Stress Limit S Slenderness Limit S Slenderness i S Wtenderness s S, Between S,and S, Single web beams bent about o — _ _ _ 1 1 21 Lh/ra=23 23.9-0.124LWr, L,/r,=79 87,000 rp:X-' :5"^:F• r :CY", r+.r w ."1"', '11— "Ill",- "' Z o strong axis Wit. skis➢iF:Y she k Ty j- »€i:au io3x' i..s?'} v, Via, L 1r 'SA�j's.<s�, ��':'"K:�� 's•=F``''Sr%=:�?rrr�:�r�,�r.'`,'c�?„y �„w''� :u� ,�.�,'��:,�r�;:�bs:•"r3 Y,":�^.��S�F;;�,,.��+�'", ',<:e COMPRESSION Re Re Rb * 25 Rdt=28 39.3-2.70 Rh1 t R,/t=81 Same as IN BEAMS Round or oval tubes 1 Z �r :rt H.�.s: : u x •;� rAK.> - Ss ii'h Y'r w rE„ n3 a,`h',s A c:>:. 1C1� Section 3410 Ile"""'11 u'?"x, latjj,�„ . ' ! , .•`"t�. r�' �' 'y.w"•i�:,- ss:' �;S�x: extreme fiber �`� � . ,,;Q. x>5+F`>�,eJ^� .f�i`• =r��s "��t�',i;,� €aw,.s-.�r i•,.p, j��yr�f;"1' f;��a:,��;;=1 '„�,"sv K��c< "A �:vi7s`.Gf.<'A aJ:4.}u f;L„1n,4 <E:�3'ivx+,::# 8 d/t L�1d =13 405-0.93d1t L ld/d dlr L�1d =29 11,400 gross Solid rectangular and 2 �~ � Y n 4 n V n d 13t :1 i ci„i Xvr::r n. $. ^u.rc,<ra;-: •a "rT�'1k ”' 2 section round section beams —I fir, , * 3 `"= u (dlt) (L'Id) .; a��1$ >;r £ • % X3�/ 15:•,r1�5 d4.3 :(3u I tr J.i s'u;•,K.>°,x ll fi�•Iii-`W,2 's, h 3f:..''sk r r,.'s`fit.;-r,�`...'"s dv:{' .r'� ..,?N,¢1' "�t :r,>Y: Rectangular tubes and L _ +•Mg,w a21 L<,"Arny ,..Ik�.'t 5rz =1�w46 n�%o,"t^,s'�;fi$'•:.2�;t•#'<r3r�,�9,+-•.0.24 .24afiY�.arLr+,5?S:� •rt5 ,15%sr>, L h i4;Sal'§5'.rr ,t=17�+0, 0 24,000 14 box sections x`. (L6Sc/.5FJ ) - Flat plates supported on b-{t--1 1--b 21 blt=6.8 27.3-0.93 b1t bit=10 182/(b/r) b—{ 15 ycs, �.Fi�='%`>rz+r,^"^� :k,+'rszzj §r.• i > .,Y, h;" ��. one edge �•y:,� r.;:r,�.S, ` 'r: n;; ;f;,.. ,"'Y"> , °,.';';xra,:. y ..' ,•'.e'; ,; 'a• si g a s"' y ;F '..az, .,.y5�J,'.x•= ty �" G'`d y. a�w;' `as s• :'+'m-''s'"�«�5,;,sc„hj1; {35 { Ya'az''3.,=gr.-,<.fj„s,}#$?f(b/1 .'>"y"�'r;> J+` ,9. ''^vr'1 a.�i .`<.<6'<'s- f'•A,A.•„zii;.t .,r. ,'>`Y,*'r.(c.tm :t.> ^>dro -A;4 Y;'iY`.. COMPRESSION Flat plates with both -1b~-1 b 1— 2S,}.1 bit =2Q^2 2k>pusl7)y.'^3:.F->TTFs0fni<,s'2`•rc^'9 d`w7.b1n tivt. b<;i«'t�=k`t3,s3"�£Y�;r�,r�k,`tis:;;•_ �4•;��.,<H7-^�x-?+:vv3l:.5l}a8r;0r/r,(b./.!) 16 t.: S#z!o "ism edgessuPPorted ? xb{YtisaCOMPONENTS .` •k,.,«F3,a;12 ?51' .r OF BEAMS, Curved plates supported Rb 245 r,RR,,y�/t=ex21.is6 26.2 0.9$44k RR-1/1 tR,ttf;=;1411 3800 16.1* a~ ra'Azb " R h/(/35(component On both edges ftT, ) 2 b under uniform `{k t .3'` •..t_,- "F, 'sem a� "�drS?k :a-- .c. ?��.r!..F< v "x;;. ,> .r,,.>ta;fzz'�v^xrt•,,,, compression), Flat plates with one edge gross section supported and the other 16,2 See Section 3.4.16 2 edge with stiffener Flat plates with both edges supported and with 16.3 See Section 3.4.16.3 an intermediate stiffener F F� COMPRESSION Flat plates with _ 28 bit=8 9 40 5-141 b1t bit=19 4,900/t17/r)2 compression edge free, -I{.�II b 17 ;-"Y t:, ::'Oa"• ^ b & u ', %; y „ .1)" S"•: r .� -+3µ1;IN tension edgesuPPorted �� 490 W COMPONENTS , 'r. OF BEAMS, Flat plate with both edges (component supported 28 hit=46 40 5-0.27 h/r hit=75 1520/(h/1) h Lh 1jj v "'ins?; ;?:fiz%!a*"t.r r.�sy-'ha,4�,�x;"w`v « 5+' ,:>r.,�.i Y.roy+...�„�.y 3,�.�'�;_:r;' r'';,}"h"cr'>'�E:`?. '` +�':�; ii7` •:Ai s,.y,..., I ?��X[['" ieL,�'tiF1•,�.Y r4k< y£uPp2. an under bending iycmh , . ✓� ,xY � . ky own plane) Flat late with horizontal l0 4d, kw-"2x8.<ryc:,:5.r:�:.1•j'3a":ST.rM`''»*++,ri.r.h�aitT�=a.+..•.-1.s07 4f0'rr..5.Fnc-?<,0Y£F„1.11:7 sY/V<s.>t 3^•„`xr"4«,,+s`n :,az';tr��}.i9.1hit =173. r <'t,2•`r`3,�.":'.•,'3530u0•vr/.1.(�.!<dtZ) n T d' stiffener,both edges 19 gross section supported d .." c r,Nr<: r ,•* ,. ff:$ x - :. x.<',ti.iu G_ Unstiffened 12 lilt=36 15 6-0.099 10 hit=65 r 39.000/(h/t)2 SHEAR h 2Q * Ve, ; T %=<`Y;f Pf y?� v tt :; 7"S •rb.�;tk' r.: ` " s 7::,'3 ph ",- 'z y.,f:a •,.; r flat webs 1 � ., r :,,k:� W. ` ,:,v m=,; _ '" c %at s 7 s.; ': ts� 2'' i*�,` �s��' y "t,rr. ., �,��,r�'>t;:X'^'�...;;4• r' 1 °,!.G, Q) IN WEBS, s ,.? e.1,Rq, c , "', s+zx j z a x` w�titq s "a<:"^ �',,•,r";.,, "F- {�< 1'c+�s �o.'1'U' J r 1,3fWNt /. r�<s-uY:L �'�t.,i:'t:.a .•'s,.: Ix".., �?�iP",'hi':/ _<;:tixa`4^'" ,.c.... •as ,roti, ,.5.•3'kt�r:.: ., =a gross Stiffened flat webs a ii12 ix�z ,u>lcY.s;> >•;.S >g.,::,%rirr,E3>�x.';�."0'1 f,,:',' a.'azt." r, '.�,"f�„,c•a'Y.n;•�'sk"".,=,+.sF�-5„,y>.�.s.stia'�r12T 9"•,'rh';s,,,,,1_,="i`^s':".c.ea 3 n,�/1=$z6L6 X.�53ti.000°/(ia`./st)2 section )z Zi ae=a / N .D.Q�/ LG7J ' Cu14":, . +ixv , ( /a. (a, apr ,M• .•+i•v�b'3.,r;r , < I Sec. Table 2-22 r Ty. if Stress Type of Member or Component 3.4. ....owable Stress Allowable Stresses for BUILDING and Similar Type Structures TENSION,axial Any tension member 9.5 �';1410 24 6063-T5 Rectangular tubes,structural 2 95 Extrusions shapes bent around strong axis TENSION IN BEAMS, (Thickness up thru 0.500 in.) A Round or oval tubes 3 extreme fiber, net section Shapes bent about weak axis, WHITE BARS apply to nonwelded members and to welded bars,plates • 4 12.5 members at locations farther than 1.0 In.from a weld. 0000AA $tfl apply within 1.0 In.of a weld. HM On rivets and bolts 5 23J"' 111.K�'Vp'?' Equations that straddle the shaded and unshaded areas apply to both. BEARING On flat surfaces and pins and on bolts in slotted 'For tubes with circumferential welds,equations of Sections 3.4.10, holes 6 15 1� 3.4.12,and 3.4.16.1 apply for Rb/t�20. Type of Stress Sec. Allowable Slenderness Allowable Stress Slenderness Allowable Stress Type of Member or Component Stress Slenderness 3.4. Slenderness S1 Limit 8, Between S,and S, Limit S2 Slenderness 2: S, COMPRESSION IN COLUMNS, kL/r =0 B.9-0.037(kLIr) kL/r=99 5 1,0001(kLIrf All columns 7 axial,gross section 6 "S 9499 M41i Flat plates supported along one 9.5 bli=2.3 10-0.22(blt) b1f 16 1011(bli) edge-columns buckling about a I-E-�-4 8 - �z�v'A z�' '-g uegaiw"�� "T� symmetry axis V nbll Flat plates supported along one 9.5 1511 2.3 10-0.22(b1f) b1f=18 1970/(I)/t)2 edge-columns not buckling about 8.1 a symmetry axis -A RR, �'R COMPRESSION Flat plates with both 9.5 b1f=7 0 10 0-0 071(blr) 1717=50 320/(b/t) IN edges supported f-\2r 9 -'X 4 b COMPONENTS E' OF COLUMNS Flat plates with one edge gross supported and other edge with 9.1 See Section 3.4.9.1 section stiffener E- W Flat plates with both edges supported and with I I Fr] 9.2 See Section 3.4.9.2 an Intermediate stiffener 0 Curved plates supported R R R, 9.5 R,A=1.2 9.8-0.27 R,11 270 0 on both edges,walls of b 10* D ew., FbIr 11-11-1 1"^ -'� 3200 )2 rr 4A St It)(1 Vfk,—lt 135 (Rb round or oval tubes ry;7��"4 0 TM , RE -0, m WOO: NA TvAi A3 Allowable Allowable Stress Type of Stress Type of Member or Component Sec. Stress Slenderness Slenderness Slenderness Allowable Stress 0 3.4. kendemess s S, Limit S, Between S,and S, Limit Sz Slenderness i S1 TO Single web beams bent about -�- [ 9.5 q Ldry=28 10.5-0.036L,/r, Ll/,, =119 87,000 Ostrongaxis L 11 ;t;;$„r,' 'Y^e`-••,'rV"-�kr ;N.s:4;''v?"�yA?'. ''s`; <: •ib''`'S2` v'�a"'moi';:,v.;�>;,-H�-� >'� r:'. :r"rJt^"^':s z COMPRESSION Rb R, Rb 11.5 Rdf=43 17.5-0.92 Rh/t R,lt=140 Round or oval tubes r�* Same as IN BEAMS '] 12 ?{i tt' �i3,G ? y&e•.�r"'�ynrF ;sx +"F^'a,.te.,F-? r sfus>,��i s.'«Sr/,''`�,t06'-'rn• Section 3.4.10rfu, e ,a '1extreme fiber 41,11 gross Solid rectangular and �~ 12.5 dA Lb/d =18 17.2-0.26d/r L,/d d/t F,1 d =45 11,400 section 13 round section bea s n' 4-,� R 7- 3 2 f p' '�' d/t z L d ` ` , :d7" its= 3:? a ` " i;If �� x ( ) ( / ) Wilt 3a s- -Ppe`;> .t <'u`,.,.L..ia�e«l an �r�ly� Rectangular tubes and 9.5 LAI.S I, .5 l,J J=204 10.5-0.070 LhS LA1.5 !„J=3830 24,000 box sections L g 14 ,,;C 'S3 'ZY3S•i""_ Y' 3Y� Y .c'�r�` VOTY; Jh3Z "' f)13 tlfl 0 �`iTd 1p•�� Cr Sfi1'�t'' $3 (L Se/.5 1 J) Y`.<5N rrs :sK �S' Flat plates supported on b1 r-1 t-•b b-i F 9.5 b/t=8.5 11.8-0 27 b/t b1t=16 120/(b/t) one edge 15 •'x*h:.7:F`"� s``=Y '"v'� ;;99�r• •�yY >yx>�'tFH-.r�i^"�;•;,>,..:;�:r,.> Zr,,,'•`,;€-rz�-'";_s�`.F'; n' ,�„s> ?;.r�, t, ,�, <� L ',`a�`�'"s�;4 Y:^"F" ''""`t..�d.z.. "'n,S.., ,,fin.•. .i t ..aa J 7.:.<S"�,Y� _y, F"P- ba •1"_�J ' �<¢°Y•' ;X H Qt ,L "'tii':. i''. , kid t.,� y.•�Z� M�r>t'�.�:"rz'�&�'s.. :a�x�'`:�a-'r�:h„�`�� '��e'�r'' n�:=4J`�� =;'t"�+4;` °=ya.":�1�,.z��$�ts• .;%<,4r,,'•�•' �' {�!S� 7 «k�.. :'AF" .twi a' v=6' �e,.��"M'T�.�iro',i?F�•ei`��" ",<r:kS:'��.v.,>�3�:r;'y,d'-i.�:�J�."+, b~-I b f- 9.5 btt=28 11 8-0 083 b/r b/r=5 COMPRESSION Flat plates with both /--� � 0 380/(b/t) IN edges16 'M �fv�rz ^: rnr° >r;xX ;-: ;si,,;; ;^K ,r vy k>, Y. „,}; :,w:.u,`r yw` a>?,•<r,,e a ;;�;, 9 �+4;:'a 4•�+�(�'< rL�a o,,aw?r a>l;,�s <.� "v'�;Sf:s«l�'irp� ;}, �' Fir, ,✓„��s..." !r<;- a':a�r t'iit'«>';" s� a t,," a, ' i" a; r .Sr•FC n,<.4 d 5{'w:tY:;;y 'r COMPONENTS 3�. ,.�v,•..,aq..«r s arz"." �a.z w�e7',. �;?;��<. .,�i `�:r,�,ar`' {r2'�',rS''x;. { a, M OF BEAMS, R 11.5 11 3 A Curved plates supported b R,Jr=0.1 6-0._2 Rh/r R✓t=270 3800 (component on both edges 16.1* 1,, 4L�a. �� Yz,"�.?:3i,�3 t",:5:Jy ds 7; y+k�.>„ ;v sx x Fi' d• Y;kC'.'u. =t3 !-• "+•tt•"r:ac-., v .!,'.;,+,'• 2 >x ar<:' (1 + R /t/35 „� ' ;. 1 i •r. Z 5 h ) under uniform � F:.� ,1�'' .r 3 .:e''°,`".r «^�,=� a�I �.t!„.gi� �",Mrs.��!� t 'a<:��r :a ��--s'f :y" h compression), Flat plates with one edge gross section supported and the other 16,2 See Section 3.4.16.2 edge with stiffener Flat plates with bath edges supported and with -N/7 F7 16,3 See Section 3.4 16.3 an intermediate stiffener COMP Flat plates with COMPRESSION �_ b 12.5 b/t=12 17.2-0.39 b/t b/r=29 4,900/(b/()z compression edge free, IN 17u -'KF' sF,>; yixrlc : - ._;r iv°::<;sr� <, t•s�.��'�; tension edge supported FOR' s a�Il i 2 :s: ,. �� :s•„ b1- �9 `' ``�. �� ;a. 0 . -#I Irr- COMPONENTS 9 PP s sS fi ;,�r ') > : 9 3 a" >, ,,�>. *::€a'"`b :•Z;)(v. t ;z•�•''ysv4r tM,.... zf-h?tg... ,3s.':'t C'Y".r•'�y1'Sr.w.^r �s•u`sS'+ j.,.,.F M3:.. =�.,s�{„ �,: OF BEAMS, Flat plate with both edges 18o 1:2'?`.5g� h/i,.t 64 15:7.y2-f.r„0-uy,r07..4'<�'JA+;/m•""�r��; rt«<.'z.,xa.-':'h^/rtt•ix==,.1.F'.15 v"?Sr•G3S:^x3"9'. .�;«'a'`�n''2gr9•i9x0!!/1f(1A}€/tj t:) Ih h (component supported ; under bending in ) „ s"x%r81? < -'�':.F-t;�i`"�;�i;sts"ur• own plane) - Flat plate with horizontal 1-1041, .z:rm•�v':,y1,>2r.K,:c.W.5' yX r�•�?-»;�,`3,.�`hi<./r=147 4.G.7��., 1r�7;>.'2i�c-•;.0�..032;,•,.x.h�/,..sr r.ff;.,,�£'�i,y-w�d,:^•'},_,�i.ti, /Cri7=x•a270 `z22w.'33Md0'�0Qa7!"(>hJ}J'7pbyr)y) stiffener,both edges jh TId, 19 gross sectionsupported ;fi-, ` .2 ' �4N.,,Y �•,�:�<u:.sem. �.�,.�v.,<��:sn �>,.F'a�a SHEAR Unstiffened 5.5 h1t=44 6.7-0.027 10 11/r=99 39,0001(h/t)z flat webs h 20 J.x gy,..x�«`' a'- :�7''�,g,' >s n �a fir:= .•rw £'t €ago,;: ,�-� t r.` �m�vr>r'•a;.x: " r av <E n' x _+r< ,`z Y �r,^.'Si""S•.• , ,. r +' r{" '1•'.;".`••i':,'?°ir.1S w„yrN IN WEBS, ,: k-N j�, y.,,r w f'''= z 4 3 f. • € , ,, y '-'�'>�Y �y 1'.e,, "`�"%i,y tr '>'•xp.,<„'' '••.,'3>,'.rz",`w.`:'",,�`'i: '�r.i�biYi^�"y ;#C, t^Y.{3:•>hYa< �{ ^l��}� ,,,� 1!l.`�'�' "i'et> � �.} ( h"r,'�,''� �Xy �,G 'E• 9 '�'-"` II/ 31�{ `�<y(�� 32q �7�OV/I!/tl „.h'',�•;y` +5 a ,';L"%;` F ,r V(1e�`yk`, �.'`.., ,1 i<•j{r;-,,f.^: r' F (O 'i�Z".. t^<4md• �P`:r.`T�:,i�+'<�.�,:�.cs•,:z a='r'r<+sf g ross " Stiffened flat webs 5.5 - 5.5 aI/t=98 53,000/(a,/t)2 section I=� I 2 21 y,a^,,ay� w•<< 3 'f:.`.' �,y..,.<.v,,aa.,;.a>•,�<a.,3.r..;y<• a•.,,o Vis,,s_..wFa•,�ar„<.r ,nc.:<ca krtt�r' .N.N<a �.,.<ql ae-a,/ 1 y Q.7(a /a ) ;s, s� ""v>aF"-..C'd't :�a'•irs,�:i?�::;r' ry�. .,.�'$'• `s'Y •eraa<^ -'�=<. h,<e.�t£��,>,.,' .'.^'x ^jro .� �+�' t 2 <;, s'<^,x r •rY,,.i;• •>;"ir .i>> x t£`„w,�}>�,w ` kar�3;.0^ ',4`.�da,.F. �v j :l a•.., ,11V y�+%��'> z ,aa�<,,-' :a9.zST•i,:. i;'+'}„G"„'`3?>'L`f'.`'t°fi."^`Yom, .'.,!"4A�'i4..„�':9�j`w;c,„rx •t,' Y ,l;,r.✓'a`� a:Cy 4 <v' j:.�:xa•R k�y,^.'z C �%}�?�,.„v.;:<Y:,..lr,"`.;'<"•:`.S`>�:;r^•<.i.+ «<;`�^'"Ai_ ..'kr,�;fps'�><.'�'''<e;<'?.,.«at-Y"�Y7.�t;';z,'�¢v:. F.:n�+mt'r..s+.o�< Sec. Table 2-23 Ty, if Stress Type of Member or Component „aowable Stress 0 34 Allowable Stresses for BUILDING ;=, ? and Similar Type Structures TENSION,axial Any tension member 1 15 R'. 5 6063-T6 a Rectangular tubes,structural shapes bent around strong axis 4 4T r, 2 15 Extrusions, Pipe TENSION IN Ar °sr BEAMS, Round or oval tubes 'k"h1 )'. extreme fiber, -0-0(Z3' - 3 18 } $ net sectioncuTc p) �s WHITE BARS Shapes bent about weak axis, _ H ;> ., apply to nonwelded members and to welded • 4 20 bars,plates members at locations farther than 1,0 In.from a weld. 'wze ^ `" 13. 5,;," apply within 1.0 In.of a weld. On rivets and bolts 5 31f N i Equations that straddle the shaded and unshaded areas apply to both. BEARING On flat surfaces and pins and on bolts in slotted 6 21 Tor tubes with circumferential welds,equations of Sections 3.4.10, holes € `F3.4.12,and 3.4.16,1 apply for Rb/t s 20. Allowable Allowable Stress Sec. Slenderness Slenderness Allowable Stress Type of Stress Type of Member or Component Stress Slenderness 3.4. Slendemess s St Limit S, Between S,and S, Limit S2 Slenderness a Sz COMPRESSION IN COLUMNS, — Wr =0 14.2-0.074(kUY) kUr'=78 51,000/(kUr)' axial gross All columns 7 1" u;" '�<'.+�° �yz;zr,.; = tW<si" `3Pk TF"fl ePv $ ';,.° r='- 7ic• w"F._ i w at'b>3y r.?a*R,se:v>•'i . 9 �:.. .6l � A r -Lw.��_c. k�'W„«C,”,kkv ��•aa+yspNrc"� s;s m-Y,,.sr;Los"".,z"y`rY6%:u'.�r• Yw4%sec ion ARkRL:..t•K'yu t4i°a1+}��5+tfJr/G"Jx�"�v'k/'�,a',jj.,v,nAJ;dv.u't'f.y„r ” Flat plates supported along one 15 b/t=2.4 16.1-0.46(b/r) b/r=12 129/(b/r) edge-columns buckling about a ---- - $ �;;'u" �,;. '";�s n" .,5�", <> ,�'•".�"�`y�"ix„...f.�y �S'�• �,...;. ;<."sr'<',`>:�i:` 7."-^y. -" '^�` 's•.Y!;r;<ts;.� s7�-ti,;s.;;r; L. ry` .r�r-u��s t �.�;"t� 4 �`<,s�'N' .z' fi",^;�.'•,3, ^}'' �"sE``z`��'�`'.""", � e�i�fir, symmetry axis Zk Tt31�1 arFfxe<x.,-^?'�%`.3r�?,.�._,fi'c,d9f:8K•'.+ :,;ff'?q!EweS��",,r<`,n.„��.�<a,E.�{a. �.�:"iZ.'�'",I:'-;m.•`:.•<:,s�.r''�avd'>`'�.5 i%'rr3si's�',F,�r5k•s4:na";W:.rx;,-k'Jh x-reX,u.sa<�'.c'.:7.ac.v;iE�,;�'a•C�•'s<.a"_,"<Ys�,”'.3c5=;<>i{-i3'.�;'• �'c(':„'S;'-1','+.'',Il.,:9,.�'4�3'SP^ A, wti< Flat plates supported along one 15 b/t=2.4 16,1-0.46(b/r) b/r=15 1970/(b/r)' edge-columns not buckling about -�- $.1 �c's b^sr,a.S;F'S.fiSL1i.s':'J<:.'?:'.x:�n''>'erfisr•,�$i+7=n"%dh_';.Ss,V s"Y�..r�.,...y<�,., 3z''' 2;.'ia�+s,iF�y� tit.',',• tS:'y•.=t.;Ix'K^.?y;Y;:"K,`'?:'.,:'d„:r•v;q•-!KrJ'',•`,.,'.nx:`3.'•.z.,r�}t,�ar:&�swa�:-'�tFw'''µ3.y...;'"�Wy<�.•,♦C/�x�Trv"?""ra,%;;}n;.1�.g.S,<.Ji,tr.„Ec�...i1,`xt s�:s.;.>m.i,,s >A,:✓wJ y as symmetry axisi - ' •v"n COMPRESSION Flat plates with both H �t 15 b/t=7.6 16.1 -0,144(b/t) b/r=39 4101(b/r) ,:i,'',,,t"t{,a .xy:=;a'S''�»''�''"t�:S *•arm r rryr?T'„,. <d >'. "x �.,, --,.> �(� edges supported r, R., rr; ti• 'i "NA�: R �.a Y y a :ry 'Mor: IN 9b G- z > " .< ., r4t ,azo< d.a .kap €:a:`, "`p. 'v Sri'Yfa t .r z k� ' t:'- 4 r;7N. TY->`;i t y. fit' r�; ,�`v -•' '�.': Nv ' ...�Z°( �' Fh.`$'. �..S•6t f,•<�t.uF.' - y.t,.r., �u`%.t�."'i'3'f',:y,if;..�y �. COMPONENTS r� w,r �r ,1;. �MMZ? - 4;:'; +. 3%.., t•'a:+�9 Yr:�^.:dam;.'S'^' t•..a.:a',.,•...;? OF COLUMNS Flat plates with one edge gross supported and other edge with 9,1 See Section 3.4.9.1 section stiffener L Flat plates with both O edges supported and with I I I 1 9,2 See Section 3.4.9.2 w 1 an Intermediate stiffener N o Curved plates supported Rb Rb Rb 15 RbA=1.4 15.6-0.50 Rh/r Rh/r=188 on both edges,walls of 10* 3200 (`\/[\—�/� •-rh''.; ,r'.x,,.,°#5 F.•L r5i, ;:ec"g.-��-:. sza�,4v '"r <'&,�;,s"' �<3t .urc..a•'i:y., '/`\�1 V ,yam( :3 `'• : ��[,rw t c's»,_ 'r'4^.'6 ,;.r`;,..-a"",,.- \ • 'uk�'Cx��/,b' 3v'f.,K,',�"!>»� 'A;,i.wr.a 7r�..s la„ ,I Esti^`}'a""`' <a�k!!`k: S AYi"" �� ,w.•.. :2^': 2 round or oval tubes � 'e'' r 1 r �' (R h)(1 + R�/r/35) r" Xk ,�i6raY �`' 7,' 1y' 2 i?'Wfta.`., s!`"j�„ _513 r.�Six, b V h `. NMI ..e sc•;i � z"T,„ �y, 1;} ,y,S'"^` � '"'�,.'`-aa;,�,.sa;<>�,�, z ��`.w.�'.=. � I 1 C_ AllowableAllowable Stress Sec, Slenderness Slenderness Allowable Stress � Type of Stress Type of Member or Component Stress Slenderness W 3.4, tenderness s S, Limit S, Between S,and SZ Limit S, Slenderness i S, N r ,/ L,/r,=94 87,000 o Single web beams bent about -T- _F- - 11 15 L,Jt,,=23 16.7-0.073G r, 1 L azo «;as€:zg xti wa v'x sysla :; i3.•'<S•' ;,<• ,•.u' K< m diff 2 o strop axis ti zi.w;3.t x� `N ,53 Qn'+? 8# ° wJ ik g 3�> n,.<r' rY F�,S s � t (L lY ) 9 ^.:fie 4;. a.t•., ,a .:e"Fd r �._, Y "• .> •1 r^F''.% `J .. ``iX y , la V'a'xpK;>N°+:Xa h ) COMPRESSION Rb Rb Rb 18 RAIL=33 27.7-170 Rb/t R,/t=102 Same as Round or oval tubes 12* Axl. ,• ' �s �;w,>. ' s rs IN BEAMS � e=;r f < ` s 9 a, •.,k?:" � r °' ;. yf i" r Section 3.4.10 {fin�«` '.-,c{1r< •',,'• •'`sr., f�g?'< ", ,,.x,,;is ,•3 i,.6*»z`.�.<,x.^i'Xx"...a �"^ T+"s:,a+.iif,w"><a:A': :'t -:i.": �x;;rx, extreme fiber gross Solid rectangular and 20 d/t F,/d =15 27.9-0.53d/t LAId dlt LAId =35 11,400 d 13 f i a Cly e7r FY, 2 ( ) ( ) r =r:•i u r;e Jr,` , �. iii x dlf L ld section round section beams yy� t re w' f 8>mr N"Sr s v''x zit,+ r y zY;� q y iy4n',"'•`h ', `:y^, ^� �6.., yx: x.;;K• r'� K' .ay 44 Rectangular tubes and i 4 15 L,,S,1.5 l�,J=145 16.7-0.141 I LbS� .5 I3,J LbS,l_9V1_/=2380 24,000 box sections - fl- b-1 '_,;u u r z a: �v=> ,`z,� ` � � y , <c <=,• K,,a•n„d'-`''- '>°"o;;r 2tj >'t`rir+,r`.,.,'x .sF,'z+, ,,.'iK tr�'<,r;3 z T*Ye=,,rS s„+;"•e•a•.,.z•f'Ns: ,6.,�.<.+i.x, i.� la - •, :v =KxJk x�3 'g,. Frnr Ss F lt� 5 �J•�96r. (LbSd .5 /J) Flat places supported on t--1 I-b 15 b/r=7.4 19.0-0.54 b/t blt=12 1521(b/t) b-1 i 5 �;y,_,.;;tl;:�:";y,�� >.r',>-;;;:,x;^';;v;a'^t?x^s�,,;��vs;`i •'::r� ,vt':,:v:a"''�„%« %';;"<.r •'r,�;.• -w,�...1;Fo. : one edge 1111- I L ,k •r;r1, � �a"r . g !V_ g ��5�. y ,�F >&;;` s��`,, ;;n �e a. � r>t�'�=•••�.�'>:%: •-fax �°� ��-��;:,;.:��'�.a;.,e:;:�'�� ,�l1�5��''u �� r �rn aw `.k" ,a: '� r'•• ,�^;• ;y.<.�.:.3"x!.;4�{s•, r�; 5,., �J� �+��`: �i3><»"'3s�:x:>',.:5 x,„bSE.. :,.,��`f' >v<5hz?a�:° •�iwf ^h;v�•'. ":„'i,.<tr�.r"5; ��.rj H ev3. �3;ss;^:�"?" 2 vsi'�=::"' '�• �,:>y. COMPRESSION Flat plates with both -Ib~-1 b .1711„/t=x2a4.t,r .•;<'.;;,L;S,S�'fi Jrf 19 %.i0',M.-x.�0,•„+1704:bi S/+t b/t=t3:9• a, i( 480/(b/it) IN edges supported \J16 %i�"; % : ; rwY.Cwr s ' ;�a<,y:>!•->. �' �<J:.�;: ,1�• �:, y,y �>`. " •r"L�"'p -8'u'%.,•'.`d.�'yY cs< fl (a"j �S`F'' .ry�.<1.*`., " a4W�D�t •,',3, (>'" COMPONENTSn ,1", st �' <r �s-• xiaZ <,' `; '* 'ya�a.,,, OF BEAMS, Curved plates supported Rb 16.1* 18 RA/t=0.7 18.5-0.59 Rb/t RAIL=188 3800 o both edges n ^t''ar YS sx 1 .x � a :ti:3ti •Rn;�:',<rr Y z (component n g % 'rs� 1, y ? e�, s °, e< �gg 3,•„fir p,x"u Baa 5,a (R It + R�lt/35) >�' g-n�"Rjta d x }r"�39`"Rei•,: u F �t- ' �V+,.<,< b Y h under uniform E y r �" � . Ku kz BMs:^�l r r ar .?£ .. r eta amt -_3 1 1 z.a.u compression), Flat plates with one edge gross section supported and the other 16,2 See Section 3.4.16.2 edge with stiffener Flat plates with both �7 m edges supported and with I I I I 16,3 See Section 3.4 16 3 an Intermediate stiffener Flat plates with 20 � b/�°;t=c 9.8 2,+t7p-.9-�30fFr tmx8:r1<b/;t•�Fa>F4;'x' >1w•,> n AbS J/!r=•<.2�i3 t 44,990i30Q/�(b�/y.ltx))z COMPRESSION b compression edge free, 11 �x IN z.. < COMPONENTS tension edgesuPPorted a_ r ' OF BEAMS, Flat plate with both edges �h 20 lilt=51 27.9-0.155 It/t h/t=90 1260/(h/0 h 18 z.;,x <gi„.n"� 'a- yy.n;•, - a> s,. <'i v -a�• ^r, x w'...-:.bre "_^••4�•>',aw�z,s�-.rr.3•..f-.M�r�,q,<t^;. (component supported I Ik8 a,WrSila"k 5,:c,r;3.<`ra`yx.a^in„t."•:Ri.sr;s�HS!3i•<'5•• 4 -_F�H9 n d� •,s7%»Srurkx'=;l.Ya.G>'tiKL.":��:,.rF-,`Y.>+i g'4'x`c.r,r fq..x',,n`'„„ttr.t,r2S,QS`+8U«,si•;;�<m �rs'rZ t•r";uS'>L',s"�b.,%'rS`z.��3-a;M�•`ti�i2 under bending in Flat plate with horizontal T_EOd ME�.sra)�'lrF�lt./<.t�b�.; ; own plane) hT1e, 20 lilt 118 27.9-0.067 I✓t lilt 209 290 /(1,/1) stiffener,both edges 19 �:Qyg'jM +« gross section �^ : : supported ` sx- < s Unstiffened 8.5 lilt=39 10.7-0.056/1/t rr hit=78 39.000/(m)z SHEAR h 2U w1ry'>pkif5* � ✓, �u r• s n� r. �, T z sa %?' sK r,or .s:::.^: �>fi;�✓fi<.'z: S F.;xra::. . flat websk*fit. i'01, r a• ara9 J IN WEBS, 5` �r,� t '« '�s.�<r1 �.<ti .. = ke,<fi. v as 1 %F 9esly r(K y'Y t`r£ ...L 1•w-a•: ,gib' ?Sn;:J's.ri5.r 73.>'"'3�5.. •,<"'"i "-•."i;:;�.e>�^Y'Nsn:tc•^H3•;�',,,xt2':>s2:':r f,�.*s` '?°'.".;'.x:�;k,.>`• Nz:,`< I ..4'e gross Stiffened flat webs B.S - 8.5 n,/t=79 53.000/(n,/t)z Z 1 section T *rlr 1r�*Ta Ta q s;.sykax. •- r +r x ,• ,x: ,r. fis 1-U.L_IL 1 ;r7: ,c �: ws,3s�:ak,:i: v;,€zs ;; •? �.,rr,},yn. ;� r,H r,.rt1,>'•..N`"•, "';�%,nY`: fs.w`r5a:,.r,4ir ' ,,z�r>, x;4Y,;;: B 1 � 1la Z)2 S <�' `�< K..4x:yf•'�O,n "'>,2Y."" �'',.4�i;.z",>,wr+>+�•.. �., 7< J.. `(^<i�"N^' .�'r<,i='F+ °S,c."�'".�„. '�Sl.,"•;,s' Y�x-x�°�.:�:'n� y�':�ii"��' � =z= .,s.<.w :��'•,,:��;;u"n.:>�cs`b [i�.�•`=L•1�Fs" �. ,<.fi� f,. z5gt)i)07a'f '�'Y i�«w g>_oE�:kz.��. �`�gd.v"�'.i,'��:F ;sr"+�.':i':4<'E#a 3„�Z, '«-a,. �,•,. a�y[�'s"�'"'�s�z'?z �'hc�<s>W"f'"x M'u:*�y` "�� -�t��'��... s „.3";•,�.,^`F.P�vr ea.,:v�F'i£54 •�Si<<f..w,rA.Kf''e.'<5.,, xa •?"<. ��; .:>;c TABLE 6. NOMINAL SHEAR AND TENSILE STRESSES FOR STAINLESS STEEL STEEL BOLTS NAME TYPE DIAMETER AREA DIA. HEAD Fnv Fr1 Pv P, in in` in ksi ksi lbs lbs #6 S.S. 0.138 0.015 0.262 33.7 560 295 565 #8 SS. 0.164 0.021 0 312 33.7 56.0 416 798 #10 S.S. 0 190 0.028 0.361 33.7 56 0 559 1071 #14 S.S. 0 242 0.046 0 480 33.7 560 906 1738 114 " S.S. 0.250 0.049 0.480 33.7 56.0 967 1855 # 17 S.S. 0.285 0 064 0.500 33 7 56.0 1257 2410 3/8 " S.S. 0.375 0.110 0.625 33.7 56.0 2176 4173 112 " S.S. 0.500 0.196 0.750 33.7 560 3869 7418 314 " S.S. 0.750 0.442 1.000 33.7 56.0 8705 16691 REFERENCE: ASCE STANDARD: Specification for the design of Cold-Formed Stainless Steel Structural Members ASCE-8-90 page 29 i BUILD the REST 230 CONSERVATORIES: GEORGIAN DESIGN FOUR SEASO�NS� ENGINEERING AND STRUCTURAL LOADING INFORMATION ► SUNROO to V Aji'vica for O.er 30 Ytwb EFFECTIVE DATE 8-04 LD REVISION:B SYSTEM 4 BX MODEL BH,BT MODE. FX,Fit MODEL FT MODEL GEORGIAN TRUSS&GLAZNG RAFTER ALLOWABLE EXPOSURE EXPOSURE EXPOSURE EXPOSURE CONSERVATORY BAROC.SPACING BARTYPEROOFLOAO B C O B C D B C D B C D MODELS (pat) (mph) (mph) (mph) (mph) (mph) (mph) (mph) (mph) (mph) (mph) (mph) (mph) 1005 2'-6516" 4GBA 75 170 150 140 170 ISD 140 155 140 125 120 105 95 1005 2'-6 518' 4GBA 75 170 150 140 170 150 140 155 140 125 120 105 95 1010 7-6518' 4GBA 75 1S5 ISO 135 165 150 135 145 130 115 120 105 95 1013 2'-6518' 4GBA 75 155 140 125 155 140 125 140 125 115 115 105 90 1015 2'-6518' 4GBA 65 145 130 115 145 130 115 130 115 105 110 100 90 1018 Y-6 518' 4GBA 60 145 130 115 145 130 115 120 105 95 105 85 85 •ti,F;:CI :;.7.,;;;c:.i�i.:Ll`4'c:;;e..`-�i-�_�`�.�:\"Y y.., ' - _r,,.at y,i',£S; - - •�'•�ti i'a:,: -a�Si..p.; 1205 T.0 518" SLBS 75 170 150^ V 140` 170 150 140 4 145 130 115 115 100 90 1209 T-0 S18^ 5LB9 75 160 145 130 ISO 145 130 140 125 115 115 100 90 1212 3'-0 S/8" 51-85 75 150 135 120 150 135 120 130 115 105 110 100 90 1215 T-0518- 5LB5 75 145 130 115 145 130 115 130 115 105 105 95 85 1215 3'-0518" SLB5 65 140 125 115 140 125 115 125 110 100 100 90 80 1221 T-0$18' SLBS 55 135 120 110 135 120 110 120 105 95 100 90 80 "Y s .t 4a- ^q tkl�.\s 't,h t\'i:i` .ti,�' 40BA' 40 130` 115 `105^y ,130 `115; 105 *'130 115 a 105 120 105 95 1508 2'-5318" 41415A 40 150 135 120 150 135 120 150 135 120 120 105 95 4GBA 40 130 115 105 130 115 105 130 115 105 120 105 95 1610 T-6 S/B" 4HBA 40 150 135 120 ISO 135 120 ISO 135 120 120 105 95 4GBA 18 130 115 105 130 115 105 130 115 105 115 100 90 1613 T-6 518" 4HBA 25 140 125 115 140 125 115 135 120 110 115 100 90 40BA 18 130 115 105 130 115 105 125 110 100 110 100 90 1615 T-6 518^ 4HBA 25 130 115 105 130 115 105 125 110 100 110 1 100 90 468A 18 125 110 100 125 110 100 120 105 95 105 95 85 1818 2'-6518" 4HBA 25 125 110 100 125 110 100 120 105 95 105 95 65 1620 T.6 Sir4GBA 18 120 105 95 120 105 95 115 100 90 105 05 85 -HBA 25 120 105 95 120 105 95 115 100 90 105 95 85 t 1809 3'-0 516" atSLBS 70 ,160 `145 130 .160 145 130 140 125 1154 110 100 90 1812 31-0518, 51-85 60 140 125 115 140 125 115 135 120 110 110 100 90 IBIS T-0 518" SLBS 50 125 110 100 125 110 100 125 110 150 105 95 85 1818 3'-0518" 51-B5 45 120 105 95 120 105 95 120 105 95 105 95 85 1821 3'-0518' 5185 35 120 105 95 120 105 95 115 10D 90 100 90 80 1824 3'-0 518' SLBS 35 120 105 95 120 105 93 115 100 90 100 90 80 �,`'"g % . ..� 8 ,,''h ''\.' ,l, .�••iia y�z p L "H n'4r` i �.��f,�� •��a.e ft�-�.� l .!` f"ss'��_ r�.r�o i',.f.Jilt»x �'!" /, - -� `j Fi: „a,P ��"s`Yl'+�d° � � �`•al�R rw , • t:� �arsP � -tel:�,�` .�t�ll• `�4y�c ::1t;CbF, '.�Pa ` \�v.•�� `�-'a.:l� ALABAMA ARIZONA ARKANSAS CALIFORNIA COLORADO CONNECTICUT DELAWARE FLORIDA GEORGIA IDAHO ILLINOIS ��{y.�pl�,��4,�•i� ,}�.�;1,��,.�r�,yl��l'�''�' jj ,eyn h �, �d�ye�,r,`�4. f�;•'' �_ ty,.y1li/ /•r/tiY',g1-"\"3l!+''�'+.i!�"_i"•ni''Y7•j�F,•!�-{��;76.�'..w�wu!rt�R.,.-''i�'_ l -3��' If rr �t y7��y)��7f9^a72Sir'�f' ��.�tc)"3'�'.:�!��t�a..,a�L�".° \ti. .w^�-_•.'F{r."-'r / f INDIANA IOWA KANSAS KENTUCKY LOUISIANA MAINE MARYLAND MASSACHUSETTS MICHIGAN MINNESOTA MISSISSIPPI z�=f- 4i��P .r.•:i� ✓f -tr ..•(;eT� `.��',"r•. �,o-u ,� �y+,[,. �j'"yy�3�� .!j v.♦ /�j in"'� .2 r to t ��i�•�,,'+�)� 1 !L _ H� �t l�/i, _ �=J; 3•yc.��t(,I��:/ rAj 1, "�' �- :'�,O,,AO�r 'af." ' a�`,�"" o" y- �t,,,r��, 1� ��`.+•:a-Cse�'.'..f �'`JN CARd`y ( >,r.Wy MISSOURI MONTANA NEBRASKA NEVADA NEW HAMPSHIRE NEW JERSEY NEW MEXICO NEW YORK NORTH CAROLINA NORTH DAKOTA OHIO a .nwa wr NOTES 1)4GBA=2.5-LITE BAR,4HBA=2 T HEAVY BAR,5LB5=5'LITE BAR 2)ALUMINUM ALLOY FOR GLAZING BARS IS 6005-T5 .I��" 3)DEAD LOAD OF ROOF SYSTEM IS 7 PSF '"'""'" ,,_- - •,,, �'+•);,h1%+1' l 4)ALL UNITS SHOWN ON THIS PAGE ARE ACCEPTABLE FOR CONSTRUCTION IN OKLAHOMA OREGON PENNSYLVANIA PUERTO RICO RHODE ISLAND SOUTH CAROLINA SEISMIC ZONE 4 5)DEFLECTION ARE BASED ON U120 DEAD+LIVE CRITERIA,U180 LIVE CRITERIA 6)WINDS ARE BASED ON AN ENCLOSED STRUCTURE 7)THIS SUMMARY PERTAINS TO THE STRUCTURAL INTEGRITY OF OUR UNIT UP TO,BUT NOT INCLUDING,THE CONNECTIONS TO THE EXISTING STRUCTURE j " AND/ORANYNEW CONSTRUCTION.ALL SUBSTRUCTURE DESIGN +tip `teem uw4 w: `ran. REQUIREMENTSAND CONNECTIONS TO THE EXISTING STRUCTURE ARE NOT SOUTH DAKOTA TENNESSEE TEXAS UTAH VERMONT VIRGINIA INCLUDED IN THE SCOPE OF WORK FOR THE FOUR SEASONS PRODUCT,AND MUST BE DESIGNED BY OTHERS. ,,�a.'t�.L �,,, - "1 ow ", r a 8)THE ENGINEERING DESIGN SCOPE FOR THE FOUR SEASONS PRODUCT DOES NOTACCOUNT FOR SPECIAL LOAD CONDITIONS CREATED BY ATTACHMENT TO THE EXISTING STRUCTURE THESE MAY INCLUDE SNOW 0 DRIFTING OR UNBALANCE SNOW LOADING ANY SPECIAL LOADING CONDITIONS MUST BE EVALUATED BY OTHERS. 9)ENGINEERS CERTIFICATION I CERTIFY THAT THESE ENGINEERING SPECIFICATIONS HAVE BEEN PREPARED UNDER MY DIRECT SUPERVISION AND THAT I AM A REGISTERED PROFESSIONAL ENGINEER IN THE STATES SHOWN REFERENCE NUMBER 1300 '-j'f lnR`Ge' U t a PG f i��un��i, � j�N� \(J 0". W .0 425 �II�CH D �. , LAUREL, NY I 1948 wP DA5 RE51DENCf. �_ 00 z cD 0 � �m a ��!m LOT PLAN N W Lu a DRAWING INDEX BIRCH DR. S I - PLOT PLAN T) 2� 52 - GEN. NOTE 1 Q Fwl 195.00 =�<w 53 - FOUND./FLR. FRAMING PLAN _ O � _ _ w 1,Fn.- "-a� S4 - STRUCTURAL DETAILS - - - - - - - - - - - - - - - - - - - - - -- - - - - - � Q�� U �_ � 55 - STRUCTURAL DETAILS w SG - STRUCTURAL DETAILS I N W S o o IIvw� 57 - STRUCTURAL DETAILS ' o I Z z o (nZ -qu 58 - STRUCTURAL DETAILS I o O o m oo 59 - STRUCTURAL DETAILS I CONC. WALK _ o oG A I - PARTIAL FLOOR PLAN ' ' LO 0g WEIN R I SUNROOM PLAN * ELEV. I ' RyV.a OL song R2 - SUNROOM DETAILS I 39,00' 92.70 6om000 R3 - SUNROOM DETAILS ' W 23.30' w I Oto R4 - SUNROOM DETAILS I z BITUMINOUS Im z O ¢� O w 2 STORY o w R5 - SUNROOM DETAILS Ln I o DRIVEWAY a o o I < FRAME VINYLLn RG - SUNROOM DETAILS m l 2 N GARAGE I RESIDENCE N g I m NE R7 - SUNROOM DETAILS I ��pF 62.30' P s S R8 - SUNROOM DETAILS I C,`Q- y,� y90 O PAVER IWALK o EXIST. to PAVER r_— PATIO I W 32 5' to �O 082359 Qin 71,1 40.00' PROP05ED SUNROOMAROFEss�ONP�. FASTENER SCHEDULE FOR 230 SUN STARS I 18'-9" x 12'-6 3/4" N TO EXISTING STRUCTURES 4 FOUNDATIONS I FASTENER NO/SPACING WOOD FENC DRAWING TITLE. COMPONENT (MIN.) FASTENERS —— 3/8"OHILTI KWIK 2(MIN)@ EACH COLUMN 195.00' COVER 5 N E ET COLUMN/SILL BOLT III w/WA5HER AND 24"O.0 (MAX.) 2X8 RIDGE 3/6'0 A PLOT PLAN BOARD (2)ROW5 @ 10 O C TO EXISTING W/WASHER I 5CALE• I'= 20'-0" app Rf-V1510H5 WALL COLUMN 3/510 2 IN TOP G"(3"APART) NOTE: W/WASHER 30"O.C.(MAX.)VERTICALLY 8/25/1 G - LOT COVERAGE I , THIS PLOT PLAN IS FOR REFERENCE ONLY, A CALCULATIONS ALUM.RIDGE 3/5"0 BOLT w/ (2)ROWS @ 16"O.0 FOR ADDITIONAL INFORMATION SEE SURVEY @ LEDGER WASHER PROVIDED BY A LICENSED LAND SURVEYOR, INTERNAL RAFTER 3/8" BOLT w/ (3)PER GUP CLIP WASHER 2, LOT COVERAGE CALCS (FOOT PRINT ONLY) Bldg Dept copy from ZBA DRAWN BY: GWN NOTE: LOT AREA: = 18,525 SQ.FT. Finai review—d d cuments REVIEWED BY: AS 1. ALL FASTENERS CONNECTING ALUM.TO ALUM.5HALL BE EXIST, HOUSE: = 1,472 5Q,FT. ZBA File# 6Cq srAINLESssTEEL, PROPOSED ROOM: = 236 SQ,FT. Date; SCALE: SEE PLAN 2. ALL FASTENERS CONNECTING ALUMINUM COMPONENTS TO TOTAL: = 1,708 SQ.FT, DATE: 07-0 I-16 STRUCTURAL FRAMING OR FOUNDATION SHALL BE HOT DIPPED GALVANIZED. 3 ALLFA5TENER5 SMALL HAVE A MINIMUM OF 3"EMBEDMENT LOT COVERAGE = 9.23% C I of= Q ELI GEIWERA�.. NOTES A EOUNOATIONS5 M.DESIGN LIVE(AADS i i} uj " 0 1.MAXIMUM PRESUMPTIVE ALLOWABLE SOIL BEARING FRZ55LM FOR NEW FOOTINGS m 3000 FSF. M HAVE BEEN DESIGNED FOR FULL DEAD LOADS AND THE � I_ t � M -� c0 1.G1A95 UNITS CONSISTS STP T3N17 PANES OF!!8°THICK TEMPERID GLASS FOLLOWING LIVE LOADS IN ACCORDANCE WITH THE 2010 NEW YORK STATE 1(y 0 O 0$ R.FOOTING ELEVATE NS SONO FORMS SHALL eP REVIEWED BY LOCAL BUILDING OFFICIAL EMIR TO PLACING CONCRETE. WITH A 5!8'STAINLESS STEEL SPACER BETWEEN PANES WITH AN ARGON FILL. BUILDING CODE: 3.FOOTING ELEVATIONS SMALL NOT BE RAISED OR LOWERED WITHOUT APPROVAL OF THE BNGItNEER 2.GLASS CONFORMS TO A5TM E 1300. PILL 3.ALL MC•16(CODE 78)CLEAR ARGON ROOF GLA55 HAS THE FOLLOWING 1.GROUND SNOW LOAD;20 PW 1,ALL CONCRETL'SHAD.DEVELOP A MINIMUM COMPRESSIVE STRENGTH AT 28 DAYS OF 3,000 PSI. MINIMUM FROPERTIES: N 2.ALL CONCRETE WORKSHALL CONFORM TO AC1318. VISIBILITY TRANSMITTANCE - 16% 2.WAND LOAD: -- 3.PLACE P EXPANSION JOINT MATERIAL BETWEEN EDGES OF SLABS AND VERTICAL SURFACES UNLESS OTHERWISE NOTED• 50LAR TRANSMITTANCE = to% BASIC WIND SPEED: 120 MPH ULTRAVIOLET7RAN5MITANCE -7% WIND I]1PO5uRE:C C.REINFORCING STEEL VISIBLE OUTSIDE REPFEMViTY = 11')o VELOCITY PRESSURE EV05URE COEFFICIENT.Kzs 0.85 1.BARS SHALL BE ROLLED FROM NEW BILLET-STEJS.,CONFORMING TO ASTM A615.GRADE 60. V1515LE INSIDE REPLECTIV1tY =29% DIRECTIONAIM FACTOR,KdI 0.85 2.WELDED WARE FABRIC SHALL CONF09M TO A5TM A]89 OR ASTM A497. SHADING COLTFLCIENT -.18 GUST EFFECT FACTOR,G,0.85 S.DETAIL AND FABRICATE REINFORCING STem IN ACCORDANCE WITH-ACI DETAIUNG MANUAL°,PUBLICATION SP-66. SOLAR HEAT GAIN COMICiEmT =.15 IMPORTANCE FACTOR,1: 1.0 �s 4.REINFORCING'STEM SHAD.BE REVIEWED BY THE LOCAL OUXI)ING OFFICIAL PRIOR TO PLACING CONCRETE. RELATIVE HEAT GAIN 39 INTERNAL PRE55URE COEFFICIENT,GCpt 10.55 (� Off 5.PROVIDE BARS AT CORNERS AND 1NTER5ED7IQN5 OF Tt1E SAME NUMBER AND 512E A5 LONGITUDINAL 5AR51N FOOTiNLs`J A511M MNTI R U VALUE =.25 DESIGN WIND PRE55URE(WALL};32 P5F 8 g � ,e WALLS. A5HRAE WINTER R VALUE 4.0 DESIGN WIND PRESSURE(ROOF),35 PSF 4 4.ALL MG56(CODE 74)t'dFPIt ARGON WALL GLASS HAS THE FOLLOWING CONFORMS WITH PARTIALLY ENCLOSED DESIGN AND DOES NOT REQUIRE HURRICANE gt1UTTERS ��16 D.STRUCTURAL LUMBER MINIMUM PROPERTIES: LLJ RIP; 41 I. T CT SHALL BE GREEN DOUGLAS FIR LARCH NO.2,ORBEIlER.UNLESS OTHiS;WISE NOTED Vi51HiLfTY TRANSMITTANCE =56 WIND-60RNE DEBRl5 REGAON5:(EITHER) � ON THE PLANS WITH THE FOLLOWING MiNIMUM PROPERTIES: SOLAR TRANSMUTANCE '+2 9 1)AREAS WITHIN HURRICANE-PRONE REGIONS WITHIN i MILE OF THE COASTAL � -+�M V a. Fb-850 PSI ULTRAVIOLETTRANSMITANCE - 13 MEAN HIGH WATER LINE WHERE THE BA51C WIND SPEED 15 11O MILE`a PER HOUR OR GREATER. � Q�M � ' b. Fc(PERPENDICULAR)0625 PSI VISIBLE OUTSIDE REFlECTiV(7Y ea 10 2)AREAS WITH A BASIC WIND SPEED OF 120 MILES PER HOUR OR GREATER. C)-M JU Ha 11 o Fv-95 PSI VISIBLE INSIDE REFLECTIVITY = 17 u7 d. E_ I.600.000 P51 SHADING COaFICIENT 38 IN THESE REGION5 ACCORDING TO SECTION 1609.I.2 OF 2010 NYSBC,THE GLA55 51YALLBE � 2.ALL PR 5 5URE TREATED LUMBER SHALL BE No.2 SOUTHERN YELLOW FINE,OEt BETTER VVTTFI SOLAR HEA)GAIN COEFFICIENT -.33 ASSUMED TO BE OPEN. THE SUNROOM 15 THEREFORE ANALYZED A5 A PARTIALLY OPEN STRUCTURE to o m ACO(ALKALINE COPIER QUATERtNAR1?•fRFATMENf. RELATIVE HEAT GAIN n3 79 ACCORDING TO ASCE 7-05 $ 3.PROVIDE WASHERS BETWEEN ALL THE BOLT HEADS AND WOOD AND BEiWM N ALL NUTS ASHRAE WANTER U VALUE =.25 AND WOOD. ASHRAE WTNTIER R VALUE -4.0 S.LATERAL DESIGN CONTROLLED BY WIND. Q O gl 4.GAG TER T AND 5CREW9 SHALL BE�PCVITHREAD ED AME LEAD HOLES HAVING A DIAMETER NOT 1,SEALANT 4-FLOOR LVE LOAD=40 P5F, �y Or Q Ln © � 01,116 116 gE GREATER THAN 70 PERCENT RT THE THREAD DIAMETER RN THE BOLT D S W CI ALL TAG BOLTS 1-ALL SEALANT CONFORMS TO TTS-001543-A.TT-5-x02306, � 5 AND RIVING 5 SHAM BE INSERTED IN LEAD HOLES BYTURMNG AND UNDER 1N0 CIRCUMSTANCES A5TM C-920 trFE 5,GRADE N5.CLA55 25. ENERGY INFORMATION: /n O g R p lill BY DRIVING WITH A HAMMER R-VALUE 3'SOLID ROOF PANEL. 13.4 V J O 5.THE UGHBOLT BOLTS SHALL BE PROVIDED WITH BOLT HOLES WHICH ARE r TO INCH LARGER THAN J.CASKETS R VALUE 4.25'SOLID ROQF PANEL: 18.61 THE L FOR T ACL GMM ARE CO-EKTRUDW AND ARE NON-MiGR�TOKY. RIVAWE W ROOF GLASS FANELI 4.0 2 6.BTtI�.FOR ALL ACCESSORIES SHALL CONFORM TO ASTM A36. � �"' R VALE 3°SOLID WALLSPANEbFAN L-4. ® $jq q 9 7.PLWdOOD SHALL 8E C C EXfEPJGNt,DFPA GRADE MARKED OR EQUIVALENT;Of THE TNttO}DESS K ROOM SPECIFICS R-VAUUE 3' WALL GLASS PATH .4 SHOWN ON THE DRAWINGS, 0 £ � 8.PROVIDE OTHER MANUFACTURED ACCESSORIES AS REC1tnRED AND A5 SPECIFIED. I.ROOM DEAD LOADS N.COORDINATIONIL 9.ALL FABRICATED STEEL ASSEMBLIES EXPOSED TO WEATHEX AND ALL STEEL FASTENERS.INCLUDING SHALL TAKE FIELD ROOF:7 PSPCONTRACTOR SHALL VERIFY CONDITIONS 1N THE FIELD AND IMMEDIATELY a� � �`m BUT NOT S 5SHA TO NA#5,ANCHOR BOLTS,CONNECTION BOLTS,MJT9,WASHERS,LAG BOLTS WADS:5 P5F wonrY THE ENGINEER OF ANY COND(TtON NOT A5 A55UMlD. Ht'_ OR SCREWS SHALL BE GALVANIZED IN ACCORDANCE WiTH THE ASTM STANDARD TOR THAT ACC!'550RY. FLOOR. 1 O PSP AU ASTM A2IS.A153 OR OTHER MEASUREMENTS AND BE RESPONSIBLE FOR THE S4E 10.FABRICATED ITP.5A5 INDICATED ON THE PIANS ARE P1516NATED A5 PRODUCTS PRODUCED BY THE REFERENCE 5TANDARDS; O.A BREVIATIONS SIMP50H STRONG TIE COMPANY. PROVIDE ITEMS NOTED OR EQUIVALENT PRODUCTS. A5TM E 1 t 9 t1E F=AT T OP A135RVAAT10N515 NOT INTENDED TO REPRESENT G of: NE�/ 1 1.ALL(AMINATED VENEER LUMBER(L.VU SHALL HAVE THE FOLLOWING MINIMUM PROPERTIES: A5TM E 13LIO ALL TM05E USED ON THESE DRAWINGS.BLUE TO 5UPPLEMENT THE MORE �v a. F =2,600 PSI1 ASCE 7-02 COMMON ABBREVIATIONS USED: y�Q► fl$$R}�,Q (� = P b. Fv d. E (PERPE0.000 AFOPSI =750 FSI a)ROOF GLASS CODE 78.R VALLUE-4.0 1.TYP--TYPICAL d. E= 1,900.D00 PSI WALL GLASS CODE 74.R--VALE=4.0 2.91M.-51MILIAR * # E.STRUCTURAL$Tt'Ed b)WALL PANELS TO BE 3'INSULATED,R=13.4 3.UON-UNLESS OTHERWISE NOTED r- e A 5 RAL STEEL CONFORMS TO A5TM A36 OR A51M A572 GRADE 50. 4.CONT.-CONDNUOU5 L DEELECr CRS_ F.AL iN L ALL MEMBERS M OR EXCEED$THE FOLLOWING MINIMUM P.CONS�RllCTION SAFETY I.ALL STRUCTURAL ALUMINUM CONFORMS Til HW THE MINIMUM REQUIRENTS OF 6005-T5 FOR ALLOY AND TEMPI'R DEFLECTION LIMITS: I.THESE DRAWINGS DO NOT CONTAIN NECESSARY COMPONENTS FOR SAFETY ED D(CEPT AS NOTBELOW: LL DL DURING CONSTRUCTION. a.STRUCTURAL ALUMINUM: 2.THE INSTALLER SHALL PROVIDE ADEQUATE TEMPORARY BRACING.SHORING# A CORNER COLUMN...............................6963-T5 1/120 p� b.GLASS,. 1/175 GING OF FRAMING AGAINST WIND.CONSTRUCTION LOADS 4P OTHER S$10N "-COLUMN........................................6063 Tri a.FLOORS.- 1J36O 0240 TTEMPORARY FORCES UNTIL NO LONGER REQUIRED FOR THE SUPPORT OF UTILITY W COLUMN.............................6063-T6 FRAMING. 2,ALL STRUCTURAL ALUMINUM WORK CONFORMS,TO'PM i-A-SPECIFICATIONS FOR ALUMINUM STRUCTURES- Q.M15CEU AMBMS ALLOWA51E 5TR -95 DESIGN°OR'PART 1-5-5PEClfICATiON5 FOR ALUMINUM STRUCTURES-BUILDING LOAD AND 1. CON$ CTiON SHALL MEET THE REQUIREMENTS OP THE 2010 BUILDING CODE DRAWING 7mf°s RESISTANCE FACTOR DESIGN'OF THE ALUMINUM ASSOCIATION,INC.SEVENTH WITI�b EFFECTIVE JANUARY 2000. QP NEW YORK STATE,THE R>51DEN17AL CODE OF NEW YORK STATS,THE EN6ZGY 4.W ALL INSTANCES W ALUMINUM RECEIVALUMINES JM ONE MESCOAT OF CONTACT WITH STEEL,CO %ADEORDINATED ED C H M SEPARATION. C045MVATION CONSTRUCTION CODE OF NEW YORK STATE.AND THE LOCAL /�` � 4.ALL NOSED ALUMINUM RL`CgVES ONE CQAT OF PAINT. COLOR TO 15 COORDINATED Y14Tt1 MODEL AVAILABILITY. ZONING RULES AND REGULATIONS. v 5.ALL FASTENERS CONNECTiNG ALUMINUM Co MF014WM ARE STAINLESS STEEL TYPE 300 I8$UNLESS OTHMMSE 2.NO NOTE OR LACK THERE AT SHALL HE CONSTRUED A81@EUEVING THE JO�jj NOTED ON PLANS. COMPACTOR FROM EXECUTING ALL THE WORK IN ACCORDANCE IWITI•A THE N®��J G.STAIRS BUILDING CODE OF NEW YORK STATE.THE RESIDENTUU.CODE OF NEW $l5 NEW YORK SPATE P.ES1D YORK STATE AND ALL LOCAL REGULATIONS HAVING JURISDICTION. ENTiAL BUILDING CODE 3.THE V4GENAER SHALL.NOT pE RESPONSIBLE FOR ACTS OF OM155tpN OP 5MMON5 R3 i 1.5 THRtU R311.5,45,1 FOR STAIR RE0UIRP.MENTS. THE CONTRACTOR OR ANY SUBCONTRACTOR OR AGENTS or,ANY OTHER PERSONS PERFORMING THE WORK. 4.THE ENGINEER 15 NOT RESPONSIBLE FOR OBTAINING ANY BUILDING PERMITS ANDUDR VARIANCE APPROVAL. CLIMATIC C GEOGRAPHIC DESIGN CRITERIA GROUND SNOW WIND SEISMIC 5UBJECT TU DAMAGE FROM Bldg Dept copy 1frr�om ZBA DRAWN BY: GWN LOAD DESiGN HAZARD Final rIeie(e W6uments RIMMED BY: AS 5PEED(MPH) CATEGORY WEATHERING F TUE TERMITES DECAY DZBA ate: / 7 / SCALE: SEE PIAN 5 G NE SEE EN L C g / 36" MOD.TO HEAVY SLIGHT TO MOD, NO DATE: 07-01-1 6 NOTES N 52 OF 9 W fffal � $ DENOTES 5MARTDECK PANEL - �p OUTRIDE FACE EXISTING WALL In y -,, – u 5TRUCTURAL FRAMING?TYP. U �} AND TYPE. 5EE DETAILS FOR M SPLICE AND CONNECTION *�;'` O 12EQUIREMENT5 2x8 LEDGER CONT. 2x LEDGER 4 � � 11 2x6 I 1 ____,_.___. ---- - --- ---.. - -.,.. - ----- - ---- —_�__._,_ – —_ � 86- �� u,.! flit _ � B a1 to n�a j o—c W H9 Oda a II 2x6 ,fill o or � r n a � OC ILS c ��M � g 3-6 x 6'-6 LANDING c' c� p is 5TEP5, CONISTRUCT IN 2x6 I� 2xG SPLINE 2x6 5PLINE 11 cq ACCORDANCE TO 201 O NEW _ YORK 5TATE REI'1DENTAIL D o A Ln BUILDING CODE. SEE: _ 6 - ++ n a air A u� Ila N HPS- �A L. R I 11 II 11 >3 57 59 (2) 2x6 2xG SPLINE 2:c6 SPLINE p 0 ; 4x4 P05T ON&0 I "I t- I nr>a a—cJu- � H FOOTING TYP. 4 PLACES SPUME SPLINE o -- 2x6 5PL N 0V- c\1 � N � N 4 9 1 ,tSP �I C7 I.. z c4 II D II OV in AIV S6 55 T {� stn tl ( h O o 2} 2XIO O DROP GIRDER A NOTE= I. FOR INFORMATION NOT SHOWN SEE A CONT. (a} 2xs?BAND� D i ; B � oRr%VlNG TffW: s1 DRAWINGS. 542, DECK MGhT tS 28-F A60VE FINISH Ft��GRADE TYP. LION oDING UO 55 f FOUND. FLM. 3.CO GENERAL NOTA FOR MINIMUM I FRAMING � PLANCONCRETE REQUtt2E�AENTS 4.MAXIMUM ALLOWABLE CANTILLVEIZ ; ; f EQUALS°d°WHERE"d°I5 DEM OF Gil 8'-1 O 112° $'-10 112" 1. Gil REV151C3Nar CANTILEVFKD MEMBER AS MEASURED FROM EDGE OF SUPPORT. S. ALL GIRDER$PUCE5 5"ALL OCCUR OVER , SUPPORT. ( } r � s DRAWN BY: GWN A FOUNDATION CON5ERVADECK PLAN Bldg Dept copy from ZBA REVIEWED 6Y: A5 1La Final reviewed do ments 53 ZBA File# 5CAL.E: 5EE PLAN 17 QQW, DATE: 07-01-16 53 OF - `I' ��t{ !i W0 0 in tu IL WOOD POST I . ---�-' ME PLAN) N SIMP50N STRONG o TIE PB POST BASE LJzz CONCRETE FOOTING, pt`M L!J gul O ra IS 5EE PLAN ON SHEET 53 FOR LOCATIONS 3/40 UP A5 PROVIDED �a-' to �� HIM N FINI5HED 8Y FACTORY o0,R v N GRADE _ � ':44 tn in 01 tL a< d APPLY SEALANT PRIOR To tLWill � INSTALLATION OF SPLINE n `r� 4' d• .d c • . z STEP I v°. :4° :O d q g Sd NAILS ®8"O.C. OF IV A e m 5TAGGERED EACH ,��'� ��S 3P�.A r WE OF SPLINE 2 X G SPLINE °'. . w CONSERVADECK r ar. � � m P /�/ ;'�' t'• :,x`-•.\^,r::` :. :_ PANEL W 9d ''d y..'• •r, .w .t° •Iy• as f �� .4. .a �/j`/,/ •��:.+.,+b;.t CY'`.yi.'•• ,�.•t'�°r'+73•r..ti• .mob w.y� �� \\ Q /��\/\� �•. .•'\ii+eL'•.;?'fµ•pl.F.: ry::'^.�y:•v{.•.�'+t.•,rw.1'r �jQ. BG�r� 9 NOTE, :o •c'. :>, .'... ,bra �0\ AT S . 5ECT1oN DROP GIRDER IN ACCORDANCE APPLY 5EALANT TO EDGE OFFASTEN PANELS To ,,� j T4 DETAIL 57E? 2 OSB PANEL ONCE FIRST PANEL STRUCTURAL D HA3 BEEN INSTALLED BUT SEE PLAN 55 MOP,TO INSTALLATION OF 515COND PANEL. DETAILS A TYP. P05T FOUNDATIONB Ty P CONSERVADECK CGNNECTIUN AT SPLJNE �t5IONS NOT TO SCALE NOT TO 5C1LLE S4 DRAWN BY: GM REVIEWED BY: 5 BI gDept copy from ZBA SCALE: SEE PLAN Pifl®I pevined documents DBAA Pile#�4�$ �� DATE: 07-01-16 54 cr 9 WM7 oot 5UNROOM WALL co_ 'ice, N T-A--r TRUFA5T 51PID8Q00 FLA5HIN6 AS SCREW® I G"'O.C. 1 t (PIN:HN8000) REQUIRED EXI5TING ' 3!8°0 LAG BOLTS � $cI NAILS Q$"O.C. GON5ERVADECK STRUCTURE WITH 30 MIN.EMBED. � j PANEL 59E SHEET 51 FOR MIN.CONNECTIONS I 1-4 y ^ CON5EKVADECK 2X$CO TINUOLIS ��"• ra... ,�• _--_2 101211 1211 (�Vq AROUND ENTIRE -----— `II t1.! 1' FLOORPERIMEfER Il :;s`''• `'w;p �aS;y o' li f �s=�,.:'1�3Y"Y .'r• +`'e�� "'` a m z � .y r. tkwt ' N. moi' `t ;c' ,`L�lt�,+;A? :•J�:•:r.~� r C,.: rA I`1�7 • 'ice 'a.. •-�r y „ V J � li1 � lu :'t1 �..'�. t�it :'.•w:xr eft �yCRai 1 150LATOR TAPE 101. I-----r=te^�_ 1 �� z C (P/N.HN3130) 150LATOR TAPE O CE m z o � � FOR INFO.NOT 2X4 LEDGERATTACHED `r SHOWN SEE0 3!$° LAG BOLTS in p EXISTINGW/ HOUSE BAND W 12"O.C. ,� € DROP GIRDER IF EXIST FLOOR EL PROVIDE � 11,1P 5EE PLANS . . 55 PARALLEL PROVIDE 2x 1 O LEDGER FASTEN TO EX/7I�STING p R AD BLOCKING N REION STRUCTURE(3)ROW5 318°0 LAG BOLT5 ( 1111 ' 51 FOR ADEQUATE CONNECTION WIMIN,3°EMBEDMENT @ 121 O.C.. BOLTS LL � NO CLOSER THAN Z FROM TOP 4�BOTTOM AND NO CLOSER THAN 5"FROM ENDS. m �+ TYP FRAMING CONNECTION AT EXTERIOR DROPPED GIRDER C TYP FRAMING CONNECTION AT LEDGER TO EXISTING 5TRUCTURE -_ SS, for t°-wpm 55 nor rn srnLe f ` tS SPyR CON5ERVADECK PANEL (CONTINUOU5 OVER R w DROPPED 61RDER). 0 :_• TRUFA5T 5IPLD8000 •'' ^;•s:: SCREW Q I G"O.C. �,p HN8000) CON5ERVADECKPANEL RoF gyp',' ' p, (CONTINUOUS OVER �$$�� DROPPED GIRDM. TRUCTU RAL DETAILS 1 DROP GIRDER,(1)OR(2)� �DROP GIRAER,(I)OR(2) 15OLATOR.TAPE (PIN:HN3 130) t REl/fSIC>� T",W/mn 51DE5 OF MAIN GIRDER SIDES,OF MAIN GIRDER ` DROP GIRDER AS OCCURS.SEE PUNS . AS OCCURS.SEE PLANS SEE PLANS, MAIN DROP GIRDER. :a POST SEE PLANS SEE PLANS SIMPSON STRONG TIE THA 51MP50N STRONG ADJUSTABLE TOP FLANGE HANGER TYP. Bldg Dept copy from ZBA TIE 5C4 P05T GAP . Final --view, '�cuments o ZPA:.,e# 64g� POST 5E[:PLANS 51MP50N 5TRONG Date: / / /(� DRAWN BY: GWN - — TIE BC4 P05T CAP REVIEWED 8Y: A5 B TYP GIRDER TO GIRDER CONN. 0 P05T / D"N TYP CON5ERVADECK CONNECTION TO INTERJOR DROPPED GIRDER 5C►4LE: 5EL'PLANars DATE; 07-0 f-16 SS, 55 TO 55 Or 9 EXIST. 2x STUD WALL n; j BdNAllS ®b"O.C. Qss ,_ �u—N EXIST. 2ND 1 i i I x DECKING sr► Q 1 I! rF. FLOOR FRAMING a°!'m 1 11 � � _.. m... cu tl ----------.- EXISTING HOUSE BANDI Z t—`"' z � LANDING DECK FRAMING °—A lL i IF EXIST FLOOR FRAMING 15 i (5EE FRAMING PLAN) PARALLEL PROVIDE! 5IMP50N LU526-2 HANGER p m to z— 50UD BLOCDA\ADSON A5 ROD FOR ADEQUATE CONNECTION 2x8 LEDGER FASTEN TO EX15TING to 1 i STRUCTURE ° g EX15T. FOUND. ! wl t2)ROWS 318° LAG > Q � 1 BOLTS wl MIN. 3"EMBEDMENT INTO EAST, FLOOR,JOISTS @ I G.O.C. in WOOD LANDING FRAMING AND LEDGER TO EXI5TING STRUCTURE COUNTED FLASHING AND of Ne AN SEALANT BY CONTRACTOR 7/8' IN5ULATED GLA55 PANELS BY 5UNROOM DOOR FOR►NFO. NOT FOUR 5EA50N5 SU ROOMS SHOWN SEE: cu FLASHING A 0 7 I (I Z� '�.? © I I �fiESS10��`• I( II WOOD LANDING, SEE FRAMING PLAN CON5ERVADECK PANEL I I I I ARAwIM6 7tFLE f!XTRUDED ALUMINUM GLAZING BAR I I {I S t RU C I V RAL. BY FOUR 5EA50NS 5UNR»OOM5 I I I I .7�r��•y-i, .T:'V�.�C�;. EXIST. '''"''�.P:..�. :::a+: ?"i•::. 5T. 2x STUDS @ 16N O.C. REVKHONS (2)2xG CONTINUOUS BAND AROUND ENTIRE NOTE: f7d9 Dept copy from ZBA FLOOR PERIMEM, SUNROOM ROOF DOES NOT APPLY ANY Final review ocuments GRAVITY LOAD TO EXIST. STRUCTURL° Z6A Fil (MILK fb=850) Date: ) / / l(� DRAWN BY: GWIN REVIEWED BY: A5 C35CALE: 5EE FLAN E3115T. WOOD DECK ADJACENT TO 5UNROOM C 5UNROOM ROOF GABLE END TO EX15T. STRUCTURE DATE: 07-01-1 G NOT TO 56 NUT TO 3CAL� cJG OF � i� 4x4 WOOD POST @ LANDING CORNERS ��r �'n CONT. (2)2x6 RIM JOIST '; ; s 1i;O �, i I (5EE FLAMING PLAN) ►.n y 0 p car 1no ^ye ' •f 1 I r In NOTE: 5EE STRUCTURAL NOTES 5HEET 5ECTIC7N A-A 5 1/2" 53 FOR,CODE COMPLIANCE ��3!'ni° � o 2x2 WOOD BALUSTERS a@ 5"O.C.MAX. 1 xG CONTINUOU5 TOP RAIL. I x6 CONTINUOUS TOP t ATTACH TO TOP PLATE WITH RAIL 5LOPE TOP TO DRAIN (2)5D8x 1.25 WOOD Lu SCREWS @ 12"O.C. ,SLOPE h m ( } TOP TO DRAIN = 0- W B E (n gzXo nag � li 6 CONT, 2x4 RAIL,ATTACH TO M N -, to s- gig CONT. 2x4 RAIL O � m P05T5 4 TOP PLATE WITH(2) O � 1/4"WOOD 5CREW5 WITH ib z MIN. 1"EMBED. (I 3shills CONT. 2x4 TOP PLATE, ATTACH TO POSTS WITH (fi 12fl (2) 1 GdHDG SINKERSto 2x2 WOOD BALUSTERS Q = a tP 5"O.C.,ATTACH TO TOP* "� BOTTOM RAILS WITH 1/4" 21 WEMB[:D.�WITH MIN. 11481 Q m5 O O cs) N 4x4 WOOD P05T LANDING ,� IVSD,J+ tr CORNERS TYP. (5EE PLAN) �Q� ��v SP 4x4 WOOD P05T BEYOND p� 4k1 CONT.20 BOTTOM RAIL,ATTACH TO CONT. 2x4 082359 -i rWOOD 4TH(2) 111411 4TH BOTTOM RAIL +b OF ti MIN. 1"EMBED, � ESS1a P A rA I x DECKING I x DECKING � DR4IMNG 71•REt 5TRUCTU RAL r4x4 P05T 7z^o.C. DETAILS I I MAX. -ATTACH FOST5 = i TO(2) 2x6 RIM J015T VW 1 (3) 1/2"0 THRJ BOLTS �— REVrAON5 (COUNTERBORA CONT.(2)2xG LANDING PP.AMIMC LANDING FRAMING RIM J015T CONT. t2i 2x6 SEE 5HW 53 FOR SEE Shtt7 531 RIM JOIST 4x4 WOOD POST @ SIZE 4 SPACING. 51M *SPACING. LANDING CORNERS (Yl C CONT.(2)PJM J015T (SEE PLAN) (5EE FRAMING PLAN) DRAWN 13Y: GWN NOTE:ALL WOOD SHALL.BE SECTION 1343 SECTION C-C RM WED BY A5 WEATHER SEALED. Bldg Dept copy from ZBA 5CALE. 5EE FLAN nal A TW- WOOD GUARD RAIL EDGE OF WOOD LANDING ZBA File i* QdJi�l�yments DATE; 07-01-16 cJ7 moT To crate Date: I / /`13b 57 OF RIP s, x V 47 � 0 in b it NOTE: 5EE 5TRUCTURAL NOTE5 5HEET " 51MP5DN ASS ANGLE EA. Tor OF DECK 53 FOR CODE COMPLIANCE I x WOOD DEC.'�NG & � 51DE ad(G)8d TO Hr-ADER OR LANDING (G)8d To 5TRINGER 5IMnON A35 ANGLE EA. 3 51DE MOM)tad TO HEADER 4 �P t (6)8d TO STRINGER 11 a a;to m Un lu to SIR 11 � WOOD STAIR TREADS ( �z+n C� 0- 1y � Y. 1 ( 1 I ¢ AND RISL .S. a o 2 � Ho 'o, ? jig o ° N - 1I 11 CLOSED R15ER TYF. in p ' s 1 1 I 1 t!1 (2) 1/2"0 x 4 1140 HiLIT WK Zw:o DECK OR � a BOLT 3 MAN51ON ANCHORS OR APPROVED EQUAL o ° ° ° o LANDING(5FX PLAN) 1 I I STAIR HEADER(SIX O g, 5" 1 I I 3" CONT. 2x4 PLATE. DECK FRAMING LAN) PRESSUf:E TREATED ° I 1 I 2x 12 STRINGER Q 12"Q.C. A, I 1 1 I GIRADE 51MF50N TA I OZ STAIR ANGLE TYP. a. d f} a J Q a n .4 A o Q ' �.', "�\\ rf\ f\\/\r/! , • \ 121 G WIDE x 12"DEEP x5 /A A 4 '/ \/ /\ d. d e / / LONG c CRf CE FOOTING �Op 235' 4 . \ 4 °. ` /\�\/\ �` \\/\�`� a \ NOTES: " m A ° /�/ °' /��/ 1.ALL WOOD SHALL BE WEATHER.SEALED :r\v N. \ /`\~1l \\ \\\� , �/\j 2. R15E*RUN HAD.CONFORM TO lx ONG ME- 1Z /r �� 1 / / .� / / /r APPUCABLE BUILDING CODES(SEE G,5,N.)\\\ \\ \ r \f\\� 3' HANDRAIL AND GUAP.DRAiL NOT SHOWN 5TRUCTU RAL DETAI L5 (2)#5 BARS CONTINUOUS 3" 3W MIN. 3e 45" A TYF. WOOD 5TAIR CON5TRUCTION DRAM BY: GWN 58 NOT TO REVIEWED 15Ys A5 Bldg Dept copy from ZBA 5CpJI: 5FT PLAN Final reviewgg uments� ZBA File* b DATE: 07-01-1C Date: / 7 / PUV �V OF QCs 0; �-Nti 2x2 WOOD 5ALU5TER5 @ 5° 4 oZ O O.C.,ATTACH TO TOP 1 BOTTOM NOTE: t a RAILS WITH 114'WOOD 5CREW5 SEE STRUCTURAL NOTES SHEET W o o inn WITH MIN, i EMBED. 53 FOR CODE COMPLIANCE f d 5 if2° 5 1121 1121 1 )/2° ISG � ifG cD I x6 CONTINUOU5 TOP RAIL. ATTACH TO TOP PLATE WPTH 1 1/2°CLR. ,!� (2)5Dex 1.25 WOOQHIM ACRFWS @ 12°O.C. .SLOPE Iliaa TOP TO DRAIN HANDRAIL HANDP.AiL Lu b_ :21 gers w 3 o o N � �4 1/2 MAX. O to � dig coNriNL►ous 2x4 PLATE-ATTACH WITH (fl $ (2) 1 GdHDG SINKERS ko "' EA.P05T A/ �- X § P 4x4 POST 48°O.c. MAX.-ATTACH TO I ?-x2 WOOD BAW5TER.5 @ � N STRINGER w1(2) 1/2°0 54 O.C..ATTACH TO TOP� �i THRU BOL-f5 b BOTTOM RAIL5 WITH 114" (COUNTERBORE) r;' WOOD S REWS WITH MIN. ,,��OF NES sp 2x 12 STAIR TREAD w151MP50N TA)OZ ANGLE EA.SIDE , n Z ROFESS%QP~ © nRnwlnl�m►F: STRU CTU TEAL -= DETAI L5 5°TYP. R�N1.5IOtdS 2x12 5TRiNGER Q SECTION A-A 5ECTION 13-5 4x4 POST @ 4&O.C.MAX. -ATTACH TO STRINGER w/(2) 1/21-0 THRU 00LT5 DRAWN BY: GWN {COUNTERBORE) [Date: dg Dept copy from ZBA REVIEWED BY: AS al review menta 5CALE: 5E1+PLAN A A File# m DATE: 07'-01-1 b TYP. WOOD STAID GUARD RAIL AND HANDRAIL DETAIL ! / L2 / a!(i sg NOT OF 9 • ,�-; to "dk• 'v C . Et7 Z Z in Q 9 OPEN FLOOR PLAN 0 3 Imp CU5TOMER TO REMOVE W5T. I1J b� � GDG8 S.G.D.,AND REPLACE WITH z i` Z � NEW 3068 SWING DOOR AND 1 � INFILL REMAINING OPENING m10 DINING z 1 0 a 9 � �� KITCHEN $ Via mx a� U, �zOR NEW exist. pctST. g 5ECTION H 105 LIGHT AND 3oG8 3050 3050 VENTILATION/EMERGENCY EGRE55 D.H. D.H. H 105. 1 General. Exterior openings required for light and ventilation shall be 4F N�tM/, permitted to open into a patio structure Conforming to 5ection AH 10 1 , provided PROPOSED 5UNROOM that the patio structure shall be 1$�_9N X 12_6 3/4" unenclosed if such openings are serving N i as emergency egress or rescue openings from sleeping rooms. Where such exterior openings serve a5 an exit i:) 9p� tyA from the dwelling unit, the patio ESS1Q structure, unless unenclosed, shall In provided with exits conforming to the DRAWING Tnv- provisions of 5echon R31 O of this code. PARTIAL FLOOK PLAN RLMIONS DRAWN BY: GWN A PARTIAL FLOOD PLAN g l�t)�pt eopY from ZBA REVIEWED BY: A5 5CA1.E: 1/4°= P-0* 1�1 �l,ff�ogwments 5CALE: 5EE PLAN ! Ap DATE: 07-01-1 G Al OF ! v a� �rn � i N rn c�p � n mC D� D RIDGE HBGHT >r- W-10 7/18" CCD11 UNDERSIDE OF EAlt O SLIDER DOOR •___ 12'-63/4" 391 S/8' B S/8' 3615 0� D 0) y 9 v T M a f.A � r N 0 0 II y r Ab I W asrn 4) I n SLOPE b ` II c, L L<Pl Z >n rn II► ZU�4� � I� W '� QQ I �WWu � r � c W—s 1/is' r7 TRUSS HEIGHT A � O i ra • A r Dai apm a > ® b � c.0 Z d` pCD N N �D N YU1 a cum 70 2 -t3 �g Sall *s� FOUR 5FA5ON5 5UNROOM5 5005 VETERANS MEMORIAL HIGHWAY w �a -7c • O� q HOLBROOK,NY 11741 ,, ,, rr rn z z ,� — MOO 631-563-3381 �� tib 1%) N Paoaetr, a o, PRADA5 RESIDENCE 425 BIRCH DR. ASErm LAUREL,NY 1 1948ni A.S. t1a� ere s4>ic,�s,i0. TMQ DRA45M,9PtL7MVOtaAMOUR DOMAKS �PAt&O BYTHE tNQNCWKG fOR7ryM�tRC7tGT 1 12 WILSON DRIVE ACL tN9TRIM97(39aMG evG4cCd<9�fp9 SOIAY1x%1CCTT1.Mm RORGTIADTt� • R '� eNcweexSM.Moaara�mew+macoemsenoar Km�+�u�ranw oor�raauiw, PORT JEFFER30N,NY 11777 srxTUTORr,wornnseRese�aae�rems�nauar�mecaPrw�ert.TmaR�wr� eeearrcAnorsumamrRoaasiwieeuswsrTncaaaana�ont�ve CELL:(631)560-0259 roR.00ma�sm+4cr+wacraR►nRoon�4rnaiernuseaoecreroRroRmrtiet9 PAX:((;S 1)938-0784 C9r7l)> fir. ov oZV ��. 0 82 1/16- UNDERSIDE OF EAVE z� 1 �x = GLASSKICK58" WINDOW TRANSOM G 3/8" n REFS 81 11/'16" CUT HEIGHT OF ' VERTICAL EXTRUSIONS a 7QQ D - DOOR HEIGHT= 80" \ i i 2 i 3 i \ s Tru 0 �� OGo3 o� d �7 G -g Fri >0,10 0 m70 O US 713 0 o c o �y _ 33 N D q _ p coeur: FOUR 5EA5ON5 5UNROOM5 �,tis� as sr '• __ ao .�h 5005 VErM*a MEMORIAL HIGHWAY "r O HOLMOK,NY 11741 =�• t N :{ 70 (Office)631.5G3-3381y rl } 7U �' N it PRADA5 RE51DENCE 428 BIRCH DR ASE �} a "A'� IAUREL,NY 1 1948 A,�$.Lti;;;i;t►�':rint!�i•.e=�-i:t::4,C?�: >•nAU::(w�x�ne;%-Mricnnora warnnaroowaax:9 artrrcaacaneezaectaKm:st oxer 1 12 WILSON DRIVE F'lNEEi� * a'@'sfw� ToFORTJE1sFl:R50N, NY 1 177'7 aeec a'�0na a`quo°m�rcRm rs wine om avomet CELLMI :(G31)5GO-0259 roeaoanous�onuxronsooe�ermN�nreravoaratotnr� FAX:(691)93$-Q7Y4 na�f f\In In L� zcppD M �4in OUTSIDE INSIDE � a' �- ROOLQj - or OF #8 x 1/2"TEK 5CR.W(H7`150) f� , * --a ROOM M s @ 16°Q.C. MAX.EACH #8x 1!21TEK SCREW{7"!50) Stir E7XTR'D ALUMINUM EIGHT AT FACN CORNER ¢foRA' WEEP HOGS 2 CLOSED SILL(A•7C5) EXFR'D ALUMINUM (BY INSTALLER) 2x6 DECKING OR 3/4"PLWMOD CORNER COLUMN (EY7C9) to €� FLOOR SHEATHING CONT-EXTR'D ALUMINUM FLASHING -_ �_= - -_=w -_-_- CLOSED SILL.(A-7C5)BELOW (BY INSTALLER) BRR'D ALUMINUM Q ► cp BE MINIMUM CONNECTIONS ARE WINDOW.IAMB(AV 13 I U) 0 ��- Ca o PS �a SHOWN IN THE SCHEDULE Z MINIMUM ARE SHOWN ON PAGES 1. IN THE SCHEDULEEDULE ONNPAGE 5 1, 0 cm DOUBLE 2X6 J015T ROOM PERIMETEREXTR ALUMINUM _ / �0 tE � G- .42(MINIMUM) WINDOW JAMB(A7.131 U) m ` ?s Ov e"D ALUMINUM f r j, LITE"H°COLUMN Rjjjr FINISH--^—� BLOCKING (A7`i I I) t " (� Ln R (BY INSTALLER) 42(MINIMUM) / � 3 I/2 EXPOSED = Irk a MINIMUM CONNECTIONS ARE R PLAN VIEW SHOWN IN THE SCHEDULE � � �b ! ON PAGE! r 51. s UNIT WIDTH/LENGTH----- -� - NOTE. B F1&HANNEL CONNECTION AT SILL. C CORNER P05T CONNECTION AT 5ILL I.CONNECTION TO FOUR 5EASON5 �3 Nor ro scute NQT Ta "CONSERVA DECK"SAME AS SHOWN O� NE's,, A 51LL TO DECK CONNECTION DETAIL SPY�o O R3 Nor ro sCM OUTSIDE PACE OF OUTSIDE FACE OF r tett EXISTING STRUCTURE EXISTING STRUCTURE (@ STRUCTURAL (0 5TRUCFURAL FRAMING) FRAMING) %p C7 iia $ APPLY CAULKING ElfiR'D ALUMINUM � BEFWEEN SILL 4 WALL CLOSED SILL(A•7C5) ROFEss�a��' PLACED VERTICALLY AGAINST MINIMUM CONNECTIONS ARE WALL) SHOWN IN THE SCHEDULE mtF ON PAGE 51. MINIMUM CONNEGTIOW5 ARE EXTR'D ALUMINUM L{TE°H°COLUMN C�" U N ROaM SHOWN IN THE SCHEDULE (A7•I I I) ON PAGE 51. rr C b, D ETAI 2 LAG MOLTS @ TOP ts"of fION5 COLUMN SPACE®3"O.C. VERTICALLY 4 as 30"O.C. #8 x 1/21 TEK SCREW(H7`150) EM'D ALUMINUM VERTICALLY(COORDINATE 51X AT EACH COLUMN CL05ED SILL(A67C5) WITH SCHEDUtE-) EMD ALUMINUM PLAN VIEW PLACED VERTICALLY AGAINST WAIL' APPLY CAULKING PLAN Vi kW SLIDING DOOR JAM13 BETMEN SILL 4 WALL (7AJ) DRAWN BY: AB %Q�—P05T CONNECTION AT SILL GABLEAi?ACtiMENTATHOUSEWi4LLw/SUDINGDO REVIMD BY: AS scatF aor ro scute pept copy from ZBA SCALE: 5EE PLAN Final reviewed documents ZBA File# (1fq DATE: 07-01-16 Date• )I / /ca10 R3 OF 01 { rdT°� f8 EXTR'D ALUMINUM MUNTIN CAP (A*4MXB) } In N 1/16" THK. GLAZING EXTR'Q ALUMI all` 3 Z Q TAPE (HK1009ACR) MUNTIN GAP (A* INSULATED GLASS u. WaD 10-24 x 3/13" o 0 1/8" SETTING SCREW (HN2011) ° BLOCK (HK1023) a RUBBER SETTING GLAZING CORD ` N .. - BLOCK (HK1023B) (RKSNGL) �;-. �,� "-?�� EXTR'D ALUMINUM r" _ u"- ,,. MUNTIN (A*4MTS) D 10-24 x 3/4" MACHINE SCREW (HN2008) WITH THERMAL EXTR'D ALUMI BUSHING 01) 5" RAFTER BAR RUBBER MUNTIN (A*5CB5) COVER (A*4M1) NOTE: 5CB5 SHOWN EXTR'D ALUMINUM m Ug� 5° RAFTER BAR EXTR'D ALUMINUM = r tz � .� /'O'\ �� (A*5CB5) MUNTIN (A*4MTB) O l cis M 11vnN DEFAIL GLAZING TAPE t�°? �? 0 A R �� r3�i sa 7 R4 �v � GLAZIN (NK1C109ACR) � g sc m � R (5GC} G CAP0 a-3 if' 7/!I" GLASS -,28- ! �Y � in C, g � ti� EAVE ALUMINUM % RUBBER N GABLE IYD g , SAVE TRIM (A*5GT) [E�C�MUNTIN#RAf[!R BAR CpNNECTION FLASHING�RIC456B9� #10 x 3/8" MACI-N ALUM CUP ANGLE W/fig sc .s- w �7 p !� CL SCREW (FiN2011) SCREWS AT EACH BAIL R� EEEU YAC��AuUPMMI A 4BC) Q� � (tl�sR-AC) INGACAFI �SGc} iL filu, EXTR'D ALUMINUMEAVE END CAP (C* EXTR'D ALUMINUM GLAZING CORD _lP I II 1¢ SILICONE SEALA EBXT�R�J ALCCAAP�(_A*4BC) f ,, (RK5NGL) 8Y INSTALLER �JTOTAL #10 X 3/4 SD SCREWS (H*2027) u Iw CLIP GLAZING CAP (A*5GC) EXTR'D ALUMINU EAVE CLIP 65 OF GLAZING CORD 7/8" INSULATED WALL BAR (A*SWBB) .� ONE EACH SDE OF GLAZING BAR (RK5NGL) GLASS ®F Need/ 1'/4" Y4 "INSTALLERWEEHO to�5) ALUM GLAZING BAR #10 x 1 1/2" S.S. ��' $SP�.R to MACHINE SCREW (HN2004) *C7 C✓ W/ THERMAL BUSHING LAA DECRNSUPP�OpR 7/$" INSULATED (CN4201) G1t 100 O.C. MAX C#B x(7,VQ&)SCR ! #1QSx 1 f/2" S.S rn e t (7*150) / MACHINE SCREW (HN2 MINIMUM CONNECTIONS ARE SHOWN �pl _ �( #10 x 1/2" SCR r W/ THERMAL BUSHING IN THE SCHEDULE ON PAGE S1. �d D2$5g rN2111 CENTER OF (CN42O1') ft 10" O.C. �+ CH R (4) SETTING BLOCK r 314" SHIMQ� (HK1023) o (BY INSTALLER) � �� EXTR'D ALUMINUM a' EXTR'D ALUMINUM 5" RAFTER BAR per, UNIVERSAL GUTT1: 5" GUTTER FASCI i o 5" RAFTER BAR (A*5CB5) {k8G) (5GFG) (A*50135) I 5/8^ T 5 U N RO® WEEP HOL DETAI L5 BYY INSTALLER 'D AWM FIXED EAVE s RAFMR BAR rlFTAIL QE7B} R4 �'�'� C RBAR QEI'AIL AT tl(3USEUVALL TTOSSIL�CON49TION AND THREE)Ar W C14AANNELL TO SAVE CONNECTION A SAVE WAIL ` - - DRAWN BY: A5 =111dBAntsltd BY: A5 5CA1F: 5EE PLAN DAT1 : 07-01-1 G R4 or •j U �Y''7j\Jk• a �� I? r= oow0 f} L (� c GCWZ ? 75rcv w =f� oil CONT. GASKETS (RKSNGL) Do- CONT. CONT. GASkETS (RK5NGL) EXTR'D ALUM a EXTR'D ALUM BEAUTY CAP (4BC) _ �� BEAUTY CAP (48fy) X10 x 1 1/2" SCREW (HN2004) tz.t fir, f0 x 1 1/2" SCREW (HN2004) AT APPROX. 10" O.C. 4 h 9 T APPROX. 10" O.C. XTR'D ALUM HIP CAP z EXTR'D ALUM GLAZING CAP (BGCB) fn 9 C3 A g (BGCB} CUSTOM EXTR'D ALUM (n 2 o� N _ THERMAL BUSHING (CN4201) HIP RAR ® 12� u �� (4HCX) f =� in y` EXTR'D ALUM �' sogglQ f HIP BAR 1/4" X 1-1/4" SCREWS (HN2080) 1-i (4HCX) 1/4" THK ALUM C I PER ALUM CUP W/ 1OjP I iC4283Lj/R)RAFTER EACH �2"� WASHERS PER SCREW 3 €vas #17 x 2 1/2" (HOW 10180) SIDE OF RAFTER HEX HEAD SS SCREWS ��Q ,r TWO PER JACK RAFTER F NE 1/4" THK ALUM SAVE SPLICE P �$Sp�R (CN8275) 1/4" X 1-1/4" SCREWS (HN2 r a� .� (12) PER EAVE SPLICE PLATECIAw 3/4" ALUM. HIP BAR SPACER (C*4130) ZS- I 1 1 I I I ssloP�. 4 x i 1/4" ST ��4' 1� DRAwir nTtF SCREWS (HN20$0) 5UNROOM 4RSB RAFTER STIFFENS 12" O.C. 4RS8 RAFTER STIFFENER DET/'t`L5 A JACK BAR.CONNECTION RS 5CgtC-9HIP BAR r)FTAiI. Ric1/i51ON5 DRAWN BY: A5 Bfdg Dept copy from ZBA REVlD BY: AS Final review uments ZBA File# � �' SCALI<: 5EE PLAN Date: / `71 L DATE: 07-01-1 G R5 OF g Ali o (0.12, 00�m ALUM RI=CAPR N � (A 4RC7) 9?, 'y X1,5�� ( ^OL)IL ONe�8 x 1!2° 5CMW AT 10'O.C. 5eAIA NT BY a M. 2 ALONG EACH Sim OP RIDGE M I50) CONT. MM AWM MDGe � (A'BFRG) ¢ CJt #Iox9/9° O�T QL ADAR CQN WOUS BEAD OF {HN20 t() GLASS INDMTS tM R E 8 LU Sv(jMx I I/4'5O BY INSTALLER m u ScKeft PER Z Z Pagal RIDGE Ma CMN20ao) _ S—m 10 UMIP (n p cff r V— Pio ce�i 19-11 d (f) Rd a $oug tntn ce a_ egHPF 1121 $� P � OF y,�Q. s sp r°4o Q AWM * `� sPlleetoraxeeral: B RIDGE QUAIL 082 $9 ALUM TRU65 p� sa�,Qr MAKE PROM WAQ DRAIMNG TiiLEa 5uNRooM C� Oleg DETAILS (10)TOTAL 11+4 X 1 1/4'SO 5CRM 1/4°THK ALUM ftwa0)PER TRUSS PIATF SPUM PLATE. ONe FACH 51DE OP TR1:55 OAR. ' A T�LI55 DETAIL , Bldg Dept copy from ZBA DRAWN SYo A5 Final reviewed,dq�ents WIWI)ft AS ZBA File# !P`�j Date: 1 / 17 / illi SCALE: SEE PIAN DATE: 07-0 t-16 �� Of M Cl in Mi;&6) 1/4 x 1 1/4' SD a _^ _ W � SCREWS (NN2080) ami u �& EXTR'D ALUM Y 5" OLLAZING BAR ( {e g a � � INTERNAL ALUM RIDGE I I z SPLICE (CN4908) o g I ul�y L� N (4) 9/2 x 3" S.S. 7HRU u Q d g0,11 SOLT (HDW10812) (2) 1 to $ 1/2" WASHERS PER BOLT in a- � I� 1/4" ALUM IM COMPRESSION RING I (C*4280A) I 3 - I y I O of NF'SP y�,Y (a2 )R COVER OC 82AI r•. ac I CONTINUOUS WELD StcTiyN A-A �OFi:Ssia�� MEANS(H 1 I/W' S� TAPPING A � 082) PER BAR AT COMPRESSION RING (y.Dr�MPRE55tON RING DETAIL 5 U I V I OO Y' DETAI L5 RVns NS DRAWN BY: A5 Bldg Dept copy from ZBA �E�IEWED BY:Final revle�dpcuments ZBA File# g 5CIALE: SEE PLAN Date: 11, DAM 07-0 t-16 K7 or 43 ' G7 o O p 1n in • fill�3 U..ji? � i z Q h o;-M w to 4 c„ � i S o o HEADER PLATE moo, if (CNt3030 OR CN 13036) IM x 1 !/4°PAN HMO � � ,� o�1,p a _1w TMRMING SCREW / €c (ti°2080)(3 PER CUFF \ \ / na=CUPlt�unn NE�a� (C"I303.7) \ ,SSG \ \ / �,�Q•��t8 SPy 5EE DETAI L N FWD ALUMINUM(A!7E FWD EAV2(A•7£76) ON DRAWING 'R41 A�� 'Fss►o��' FOR ALL OTHER CALLOUT5 #8x u2°TEK SCREW (T°150»g t 2°D.C. EXMD ALUMINUM "Nom HEAP DR14"NO T"m W7I3 ) 5UNROOM DETAI L5 A HEADER DETAIL OVER WINDOW AT DIGHT GABLE END 5CAM rav Bldg Dept copy from ZBA DRAWN BY. A$ Final reviewed dnents ZBA File# 6$`� I REVIEWED BY: A5 SCALE: 5EE PLAN DATE. 07-0 I-16 Re� OF