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HomeMy WebLinkAbout48031-Z TOWN OF SOUTHOLD � rptw BUILDING DEPARTMENT TOWN CLERK'S OFFICE SOUTHOLD, NY <4" 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#: 48031Date: 6/30/2022 Permission is hereby granted to: _Ger_as,...A... ngala.........�. ... _�_ . __� w.w..............._............ �_ _..... ......................... -.�------ 5 ---.. . 545WEndAve _ . www...........w _ _.............. .. ....................... NewYork, NY .1 _ _........__ W_._.______.-..........._............. To: construct single-family dwelling as applied for per SCHD approval. At premises located at: 460 Marion Ln, East Marion SCT.M..#....473889 .............ma.........................._....._ ............ .......................... Sec/Block/Lot# 31.-8-1.2 Pursuant to application dated 2/23/2022 and approved by the Building Inspector. To expire on 12/30/2023. Fees: SINGLE FAMILY DWELLING -ADDITION OR ALTERATION $2,844.00 CO-NEW DWELLING $50.00 Total, wwww,_wwwwww.._._w.$2,894.00 Bu ding nspector art TOWN OF SOUTHOLD—BUILDING DEPARTMENT Town Hall Annex 54375 Main Road P. O. Box 1179 Southold,NY 11971-0959 Telephone (631) 765-1802 Fax(631) 765-9502 Itt�ll; / otlalllallY. Date Received PERMITAPPLICATION FOR BUILDING For Office Use Only 3 722 PERMIT NO. � Building Inspector. JL ,,__, „ Applications and forms must be filled out in their entirety. Incomplete applications will not be accepted. Where the Applicant is not the owner,an Owner's Authorization form(Page 2)shall be completed. Date: February 16, 2022 OWNER(S)OF PROPERTY: Name: Angela Geras SCTM#ZOoo- 31-8-1.2 Project Address: 460 Marion Lane, East Marion Phone#: 917-301-3406 Email: Mailing Address: 3410 Galt Ocean Drive, Apt 1701 N, Fort Lauderdale, FL 33308 CONTACT PERSON: Name: Stacey Bishop - East End Construction Services, LLC Mailing Address: PO Box 63, Southold Phone#: 631-905-4382 Email: modulargall@aol.com DESIGN PROFESSIONAL INFORMATION: Name: Ken Woychuk PLLC Mailing Address: PO Box 153, Aquebogue, NY 11931 Phone#: 631-298-1588 Email: kmw250@yahoo.com CONTRACTOR INFORMATION: Name: PENDING: Owner awaiting responses from 3 licensed contractors Mailing Address: Phone#: Email: DESCRIPTION OF PROPOSED CONSTRUCTION *New Structure ❑Addition *Alteration ❑Repair ❑Demolition Estimated Cost of Project: Eil Othe r New Modular Home,vacant cottage stripped for use as storage shed,existing septic to be abandoned $ 875,000 Will the lot be re-graded? *-Yes ❑No Will excess fill be removed from premises? ❑Yes *RNo 1 PROPERTY INFORMATION Existing use of property: Residential,vacant cottage onsite Intended use of property: New Modular single family home Zone or use district in which premises is situated: Are there any covenants and restrictions with respect to R40 I this property? ❑Yes MNo IF YES, PROVIDE A COPY. 54 Check Box After Reading: The owner/contractor/design professional is responsible for all drainage and storm water issues as provided by Chapter 236 of the Town Code. 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,alterations or for removal or demolition as herein described.The applicant agrees to comply with all applicable laws,ordinances,building code, housing code and regulations and to admit authorized inspectors on premises and in building(s)for necessary inspections.False statements made herein are punishable as a Class A misdemeanor pursuant to Section 210.45 of the New York State Penal Law. Application Submitted By(print name): Stacey Bishop WAuthorized Agent ❑Owner Signature of Applicant: Date: Feb 16, 2022 STATE OF NEW YORK) SS: COUNTY OF ) being duly sworn, deposes and says that(s)he is the applicant (Name of individual signing contract) above named, (S)he is the (Contractor,Agent, Corporate Officer, etc.) of said owner or owners, and is duly authorized to perform or have performed the said work and to make and file this application;that all statements contained in this application are true to the best of his/her knowledge and belief; and that the work will be performed in the manner set forth in the application file therewith. Sworn before me this day of 20 Notary Public PROPERTY OWNER U'11I'"I,,,1 RU 1 TION (Where the applicant is not the owner) Angela Geras residing at 3410 Galt Ocean Dr, Apt 1701 N, Fort Lauderdale, FL 33308 Stacey Bishop- East End Construction Svcs LLC do hereby authorize to apply on my behalf to the Town of Southold Building Department for approval as described herein. February 16, 2022 Own s Signature Date Angela Geras Print Owner's Name 2 SC.T,M, NO DISTRICT: 1000 SECTION:31 BLOCK: 8 LOT(S):1.2 #FR--21 0379 DRAINAGE CALCULALIENILS A)RWEU)NA I'LIOTPRST=3324 CQX 332 x 0.1—G�111,18 I552c1.0.111D (.0 AD.x 5'PEEP (1)IIDI 1. AR-1-442c1 11AD11LIC LAND N/FA OFE1 N IAND N/F QN1 y VEDA DALEY OF D-FRED JOSEPH AIN I ,as SALLY&RICHARD PERRONE DOELLINC DWELLING u W/Wca, \ A%, EL 32 0 WIWELL OVER 150, We OVER 150' Y—', s1., , MIN r e 0ass AY SK EXISTING I STY mdamium wK &9mak MASONRY RV'N� Ompkt.1 kind wvmm_-.4�mf OR RA&L 6 CIO AG -mn O ANR 11 V, 1, Y —1, AK,�ISI 01 VMITY ROOMPm a X.,AM,I IA61 3.3'x3.1 F r,O, LAND N/F I of `fE J, DEMFTR GAVARK3 TYPICAL CLEAN I — ft(j25),-,, 31 7 VA SIT SLATE OR— lk I OR,m 150' S'DITABLE �OV�,A STOPPER END v�,, 331 am—COOOP ,,,P, NIS,mu Ole" UNm'y Dly AD 1 5- B'DIAA5'0EEP ZNL a ,, Fl" LAND N/F �ww, 5w— OF ��,yw.em+A.^,nn "COUNTY OF SUFFOLK MOD 90 VACANT /w 150, 4, DWELLING I—A-west oor Al. W/PUBLIC WATER A .1 .a.--,A.1— PROPOSED12 1 '0 11 Ws. S�OL 6 BEDROOM .0 SAN17ARY SY 2000 CAL S t 10 4 $ 3'DUF. 4 A t'[ I-A,ID N/F OF LM KAREN SAUVIGNE NO s DWELLING r� rya W/PUBLIC WATER NY NN HAY SAL AND/OR 01 SILT F 10 a OC, d, CCW TR Lfr,Y ON EN MAN CE F 0 UNO-O OF COMPACTED . ,a \P`\ -p \ A��"ww �V 1,( / ELEV.31.2 3/4-STONE BLEND OR NY SAICOOT,APPROVED R CA OL DR BROWN 1.1, FILL TO 18'(Min.)ABOVE EXISTING GRAOC FOR DRAINAGE .A ..ANDY LOAM TYPIC,4DRMELL CROS] BROWN (OONC.PRECAST COMPONENTS) Sm I 161ri- ,11 .,r-- C-11-1 ON LOAMY SAND 1-1 ENIRANCE — RM"Z,11M.110--1 SO BROWN 2.4' LAND N/F BROWN �E..]E0 OFD 0 MEDIUM 0 DIANE DA ESSANDRO SP SAND IS & VACANT REVISED 03-08-21 RAVEL ZONED R-40 FRONT YARD: 50'MIN SIDE YARD: IS' MIN, 35' TOTAL REAR YARD: 50' MIN NO o-WATER 17- 8- -------- JUNE 1730-19 On THE WATER SUPPLY, WELLS, DRYWELLS AND CESSPOOL SACK DOL—N1 1.6E LOCATIONS SHOWN ARE FROM FIELD OBSERVATIONS K. WOYCHUK LSCLEAN SMID AND C-1- AMD OR DATA OBTAINED FROM OTHERS! AREA: 40,208.38 SQ.FT. or 0. ZF" F"S--- ELEVATION DATUM, UNAUTHORIZED ALTERATION OR ADD17701V TO THIS SUPWY IS A VIOLADON OF SECT70N 7209 OF TTfE NEW YORK STATE EDUCATION LAW. COPIES OF THIS SURVEY MAP NOT BE.-ARING THE CARD SURVEYORS EMBOSSED SEAT SHALL NOT BE CONSIDERED TO BE A VALID TRUE COPY GUARANTEES INDICA FED HEREON SHALL RIJN ONLY TO THE PERSON FOR WHOM THE SURVEY IS PREPARED AND ON HIS BEHALF TO THE TITLE COMPANY, GOVERNMENTAL AGENCY AND LENDING INSTITUTION LISTED HEREON, AND TO 7?qE ASSIGNEES OF THE LENDING IAL577FUTIOAT GUARANTEES ARE NOT TRANSFERABLE THE OFFSETS OR DIMENSIONS SHOWN HEREON FROM THE PROPERTY LINES TO THE STRUCTURES ARE FOR A SPECIFIC PURPOSE AND USE THEREFORE THEY ARE NOT INTENDED TO MONUMENT THE PROPERTY LINES OR TO GUIDE THE ERECTION OF FENCES, ADDITIONAL S7RUCIURES OR AND DINER IMPROVEMENTS. EASEMENTS AND/OR SUBSURFACE STRUCTURE,-RECORDED OR UNRECORDED ARE NOT GUARANTEED UNLESS PHYSICALLY EVIDENT ON THE PREMISES'AT THE" TIME OF SURVEY suRvEY OF: DESCRIBED PROPERTY Nt' CERfIFIEDJAI3EA CERAS ; MAP OF: A, M Pv 0 FILFD: SITUATE[) AT: EAST MARION TOWN OF:SOUrHOLDrF 0 4, KENNETH M WOYC11UK LAND SURVEYING, PLLC Professional Land Surveying i g and Design SUFFOLK COUNTY, NEW YORK 2 •11 A P.O. Box 153 Aquebogue, New York 11931 FULF # 17--.185 SCALE I- 50' DATE: JANUARY 5 2018 PHONE (631)298-1588 FAX(631) 298-15H8 N,Y.S. LISC. NOL 050882 mal-1,1,g the r--d,of R,b,,t J.H---y&K—Ath M.Woyah,k rFFS-TECO) A �V � .�•�- 1 • PFS Corporation d/b/a PFS TECO An Employee-Owned Company - Jonathan Aungst August 24,2021 Icon Legacy Custom Modular Homes,LLC. 246 Sand Hill Road Selinsgrove,Pennsylvania 17870 Re: Icon Legacy Custom Modular Homes,LLC., Selinsgrove,PA NYSDOS Systems Approval No.M006-2020-022 Re-Submittal: ON#7994 Angela Geras Residence at 460 Marion Lane in East Marion,NY in Suffolk County. Dear Mr.Aungst, Enclosed please find one (1) electronic copy of the accepted documents for the above referenced manufacturer. PFS Corporation has completed a review only of the enclosed documents and found them to be within the approved systems documents on file with New York Department of State Codes Division and comply with the 2020 NYS Uniform Fire Prevention and Building Code which incorporates the 2020 --: Residential Code of NYS, 2020 Energy Conservation Construction Code of NYS and 2017 National - Electrical Code. The review provided by PFS Corporation is to verify compliance within the approved systems documents only. The Design Professional of Record is responsible for the accuracy and ^ . compliance of the attached plans. To the best of our knowledge,these plans have been found to be within compliance with the State of New York Rules and Regulations,Department of State, Title 19 (NYCRR), Chapter XXXII Division of Code Enforcement and Administration, Part 1209 Regulations and Fees for Factory Manufactured Buildings. This is a file copy for your records, review and approval. Should you.have any question,please feel free to call this office at any time. Sincerely, Michelle M. Floyd Digitally signed by Michelle Floyd Michelle 3 DN:cn=Michelle Floyd,o=PFS- StaffPlanReviewer AhkTECO,ou, ern e 1 I®�� mail=michelle.Floyd@pfsteco.co michelle.floyd,apfsteco.com . m,c=US, Northeast Regional Office ` Date:2021.08.2415:19:51-04'00' Enc: As stated above. Cc: PFS—File copy Donald Thomas, Jr.,AIA(DOS) 570.784.8396 - 417 Central Rd.Ste.2 . BfoonlsbUrg,PA 17815 TECO TESTED WWW.PFSTEC.O.COM MARKS YOU CAN BUILD ON r, DIVISION OF BUILDING STANDARDS AND CODES STATE OF NEW YORK DEPARTMENT OF STATE ONE COMMERCE PLAZA ANDREW C. 99 WASHINGTON AVENUE ALBANY,NY 12231-0001 ROSSANA F TELEPHONE:(518)474-4073 SECRETARY VWM.DOS.NY.GOV July 20, 2020 Mr. Jonathan Aungst Icon Legacy Custom Modular Homes 246 Sand Hill Road Selinsgrove, PA 17870 NYS RESIDENTIAL MODULAR SYSTEM CODE UPDATE NEW SYSTEM APPROVAL NUMBER: M006-2020-022 PREVIOUS APPROVAL NUMBER: M006-2016-044 Dear Mr. Aungst: In reference to your written application for approval received February 28, 2020 to construct Factory Manufactured Detached One-and Two-Family Dwellings and Multiple Single-Family Dwellings(Townhouses) System of Models designated M006-2020-022 is hereby approved to allow such construction in compliance with the 2020 NYS Uniform Codes (2020 RCNYS).This approval is authorized under Title 19 NYCRR Part 1209 and will remain in effect until July 20, 2022, unless sooner revoked, and is subject to renewal at that time. A revision in the adopted code version will also warrant a revision in this approval. The conditions of this Systems Approval also include the following: Construction Classification: Type VB Maximum Ground Snow Load: 120 PSF Seismic Design Category: A, B, C Townhouses shall be designed to Seismic C or DO (Per 2020 RCNYS Section R301.2.2) Wind Speed: 115 mph to:5139 mph Vult Wind speed >140 mph will require engineered design. Individual Models located in regions having a ultimate wind speed of 140 miles per hour or greater shall be submitted to the Division for review and approval. Exposure Category: Exp B or C(standard) Climate Zone: 4, 5, and 6 Additional Conditions: See the System Cover Sheet for Wind Design Methodologies used in; "Hurricane Prone Regions" and"Non-Hurricane Prone Regions." 1. The manufacturer will submit their Monthly Permit Report summarizing (listing)all permit sets with information about project location, dwelling type, production serial number, and approval number. ` 2. Individual permit sets are to be submitted to your independent third party agent for review prior to fabrication. Any deficiencies that are found will be reported to the Manufacturer and corrective actions shall be immediately undertaken. Every sheet of each permit plan set submitted shall be signed and sealed by a licensed design professional registered to practice in New York State. The design professional must also provide a statement on the cover sheet of the permit plan set that certifies the plans have been developed from the original systems set of plans and specifications. Additionally, the certifying design professional shall not be in any way affiliated or associated with the manufacturer's third party quality assurance agency. The following statement may be used to provide this certification; Page 1 of 3 "The plans and specifications of this permit plan set are derived from and consistent with the systen plans and specifications approved and on file with the Department of State, which were approved on July 20, 2020 under Systems number M006-2020-022." The approval identified above is limited to all construction that takes place in the factory. Site related work installation and connection of the building and/or components,foundations, mechanical connections, stairs, etc. is the responsibility of the Code Enforcement Official. The presence of the insignia of approval sk presumptive evidence that the factory manufactured home or component complies with the provisions of th,_ RCNYS. If the code enforcement official believes that any factory manufactured component is in violation of more provisions of the above referenced code, he/she should contact the DOS for further review a, determination. 3. All trusses designed for use in Modular Buildings shall meet the requirements of the 2020 RCNYS and the des': methodology associated with the ASCE 7-16 design standard. Individual permit plan sets shall provide as a minimum the following information (but not limited to): Cover Sheet which provides information on: • The homeowner/project name, project address including Zip Code and County location • Structural design criteria listing applicable design loads such as ground snow load,seismic design category, wind speed, live loads, dead loads, flood hazard, etc. • Applicable building codes and design specifications • Energy code information including method of compliance, the climate zone used for thermal design parameters, and a statement by a design professional certifying that the plans are in compliance with Chapter 11 Energy Efficiency of the 2020 RCNYS. • The Occupancy Classification, Type of Construction and square footage • Applicable general notes • Index of drawings • Manufacturer's title block • List of items NOT being provided by the modular manufacturer • Verify the intended foundation type and show height above grade, and if the AHJ has determined whether the home is three stories above grade and required to be equipped with an NFPA 13D Sprinkler System. • Additionally, you must verify the location of the building on the lot according to the 2020 RCNYS Section R302"Fire-Resistant Construction". Identify the lines used to determine fire separation distance and provide protection complying with Table R302.1(1)"Exterior Walls"and Table R302.1(2)"Exterior Walls—Dwellings with Fire Sprinklers" and Table R302.6"Dwelling-Garage Separation". Foundation Plan (informational only) showing: • Identify all uniform and concentrated gravity loads in addition to all sliding, uplift, and overturning loads imposed on the foundation by this specific model, all of which need to be used by a design professional in developing the final foundation design. • Anchor bolt/hold down locations and spacing, specialty anchor locations and types • Stairwell location and framing enclosure if required to complete the conditioned space enclosure Floor Plans showing: • Location of the"insignia of approval" • Square footage area of rooms • Amounts of required/provided light and ventilation and emergency egress window locations • Location and amounts of wall bracing based on Table R602.10.3 and length requirements based on Table R602.10.5. • Location/type of fire rated wall assemblies • Header and beam sizes • Attic access locations • Locations of cathedral or vaulted ceilings • Applicable project specific notes Building Cross Sections showing: • Identification of structural members and roof system • Materials used in roof and wall assemblies • Insulation locations and types, sizes and "R"values • Field completed insulation assemblies Page 2 of 3 i r • Building integration details (module connections) • Location/type of horizontal fire separation and required fire blocking • Roof truss bracing and structural connections (uplift, lateral, etc.) • Attic ventilation • Applicable project specific notes Building Elevations showing: • Floor to floor wall heights • Finished grade line with distance to 1s'finished floor to show need for compliance with R313 for automatic sprinkler system. Show building mean roof height(MRH) • Siding materials • Window types, ventilation and egress area, U values • Statement concerning code required field completed items(stairs, landings, decks, handrails, lighting, etc.) • Label emergency egress windows • Applicable project specific notes Electrical Plans showing: • Smoke and carbon monoxide detector locations • GFCI outlet locations and arc fault protection provided • Junction box locations for field connections and miscellaneous future installations • Ventilation fan capacity and outlet locations • Electrical load calculations • Electric panel, Lighting and outlet locations • Applicable project specific notes Mechanical/Plumbing Plans showing: • Drain,waste and venting layout including all pipe sizes (specific to permit set) • Potable water supply piping (specific to permit set) • Type and location of domestic hot water heating system • Type and location of HVAC equipment and duct sizing information • Heat loss calculations (if HVAC is provided by manufacturer) Miscellaneous Plans and Details showing: • Manufacturers truss drawings including special requirements addressed such as sliding, drifting or unbalanced snow load conditions • Completed"Notice of Utilization of Truss Type Construction"form. (Title 19 NYCRR Part 1265) • Summary of references to system for selection of structural members • REScheck energy compliance reports (specific to permit set) • Window and Door Schedules providing manufacturers' information It should be noted that each page of drawings and calculations shall be signed, sealed, and dated by a New York State registered design professional. This approval is subject to the condition that all construction is to be in conformance with the 2020 New York State Uniform Code (2020 RCNYS). A copy of this letter shall accompany all plans and specifications submitted as part of a permit application to the local jurisdiction. Prior to shipment from the factory each manufactured home, model and component shall have securely attached thereto a NYS Insignia as stipulated in Part 1209 of Title 19 NYCRR, paragraph 1209.5. The Insignia of Approval Order form is available by emailed me at: donald.thomas@dos.ny.gov Please Note: Use the NEW System Approval Number(at the top of this letter)when ordering Insignia. Sincerely, Don Thomas Jr., AIA—Senior Architect Attachment: NYSDOS Stamped set of pdf Systems drawings cc: Harold Raup and Renee Moist-PFS Page 3 of 3 DESCRIPTION WAROOrt mlra ISAW ATION of A -E us o ITE s TO THE BEST OF MY KNOWLEDGE,BELIEF AND PROFESSIONAL JUDGEMENT: •, 1 SHEET ®UCATON LAW FOR ANY PERSON TO ALTER ANY 9.THIS FACTORY-MANUFACTURED HOME(FNH)PUN HAS BEEN OEPoVED FROM A DOQR.ENF THAT SEARS THE SEAL OF A PROFESSIONAL SYSTEM SET OF FNH PUNS APPROVED BY D.D.S..MANUFACTURERS APPROVAL O ENG4�IANLESS THE PES%IS AaRINQ MOM THE NO.N005-2020-022 EXV@ADON DAM 7/20/2022,OHICH HAS NOT BEEN CV COVER SHEET CJ7ECTION OF A LICENSED PROF�ONAL ENGINEER NOOFIED IN ANY WAY. ° 2 THE ENERGY PLANS ARE IN COMPJANCE NTH THE REOUIREMENTS OF THE ENERGY Q 0CO OCCUPANT LOAD: SINGLE FAMILY DWELLING CONSERVATION CONSTRUCTION CODE OF NEW YORK STATE. ¢( N` N U EV1 FRONT/REAR ELEVATION CONSTRUCTION TYPE: VB C)Q �U EV2 LEFT/RIGHT ELEVATION = a m Q ELEVATION HEIGHT: 79 L� FP1 1ST STORY FLOOR PLANLOA©� C�����J Icon - Legacy Custom D FP2 2ND STORY FLOOR PLAN 1 Pz P4 ..�� BM1 1ST STORY BEAMS ROOF LIVE LOAD: 10 PSF Modular Homes, LLC <Cn M,� BM2 2ND STORY BEAMS ROOF DEAD LOAD: 0 PSFCT a CEILING DEAD LOAD: 10 PSF 246 SAND HILL ROAD N a' 3 ELI I IST STORY ELECTRICAL PLAN (STORAGE) (HABITABLE) C®1 V ��ACY S E L I N S G R O V E, P A 17870 3 CEILING LIVE LOAD: 20 PSF STORAGE 30 PSF HABITABLE EL2 2ND STORY ELECTRICAL PLAN ELC ELECTRICAL LOAD CALC FLOOR LIVE LOAD: 40 PSF IN COMMON AREAS PHONE 570-374-3280 �I w FAX 570-374-1 122 �4 o FND FOUNDATION PLAN FLOOR'DEAD LOAD: 10 PSF I U 1 BIRD BIRD'S EYE HORIZONTAL WIND LOAD: 135 VULT WWW.ICONLEGACY.COM U ga 0j TR1 2T-6" 7/12 RAFTER EXPOSURE: B Custom Modular Homes, LLC _ S TR2 7/12 RAFTER CONNECTIONS GROUND SNOW LOAD: 25 rw-I o SEISMIC CATEGORY: C I TR3 30'-6" 7/12 RAFTER ONTR4 WINDBORNE REGION: Y(WITHIN 1 MILE OF THE COASTAL HIGH WATER LINE) 7994 R A N {i 7/12 RAFTER CONNECTIONS TR5 23'-9" 7/12 RAFTER APPLI]CADLE CODES m � � TR6 7/12 RAFTER CONNECTIONS 2020 New York State Uniform Fire Prevention and Building code TR7 24'-0" 7/12 VAULTED RAFTER (which incorporates by reference): > TR8 7/12 VAULTED RAFTER CONNECTIONS 2020 Residential Code of New York State 2020 Energy Conservation Construction Code of New York State TR8.1 I 7/12 VAULTED RAFTER CONNECTIONS 2017 National Electrical Code I z O TR9 13'-9" 7/12 RAFTER z 1 ! 1 I I I I III Ill 11 11 1.11 1 II L.L L Hi TR10 19'-0" 7/12 RAFTER l w > c Of w TR11 25'-0° 7/12-9/12 RAFTER TR12 7/12-9/12 RAFTER CONNECTIONS SE1 17/12 TWO-STORY CROSS SECTION -- SE2 7/12 RANCH CROSS SECTION _i ___- - D��n nLD��n ca cel �: .._ SE3 7/12 VAULT CROSS SECTION ���� ���� ¢ N o DINS D&W SCHEDULE �MSULATOOHVALUE PL1 PLUMBING LAYER ROOF TO EXTERIOR: R-38 FaorJr ELevAnoN EXTERIOR WALLS TO EXTERIOR: R-21 SW1 � 1ST STORY SHEAR WALL SW2 2ND STORY SHEAR WALL FLOOR INSULATION: R-19 o WHV WHOLE HOUSE VENTILATION REGIONS OF OPENINGS IN WIND BORNE DEBRIS w> REGIONS PER SECTION R301.2.1.2, NOT PROVIDED BY ICON a o C) RES CHECK SEE RESCHECK FOR ADDITIONAL INSULATION REQUIREMENTSN F2 RAFTER CACLS BEAMS CACLS TRUSS SIGNAGE ON-SITE BY OTHERS ENERGY TESTING AND RATING DONE BY- w o cc NEW YORK BUILDING TECHNOLOGY GROUP O 159 RT 25A,BUILDING#1/SUITE B WHOLE HOUSE VENTILATION PER M1505-N1103.6 ACHEIVED WITH BATH FAN ¢ o n MILLER PLACE,NY 11764z n� PHONE 631-495-0289 SEE WORKSHEET FOR CALCULATION-t•ELI(BATH#1)FOR LOCATION Z O U o R.A. AND P E STAMP Acs, New York z Q w I r oo z o NOT PROVIDED BY 5 o Review ®� ICON LEGACY CUSTOM w Q � d 1 • , `sa MODULAR HOMES,LLC("ICON") o � oL Z -;t, ( THESE DRAWINGS ARE DESIGNED TO BE USED wcn o cn -o Z� ' FOR THE CONSTRUCTION OF FACTORY BUILTFOUNDATION(WALLS,FOOTINGS,PIERS,ANCHOR BOLTS, wQ oC-0 wow Date: 08/24/2021 SILL PLATE)AND CRAWLSPACE VENTILATION. z W o d- LaJ o V)o r--LL O HOUSING UNITS. THESE UNITS — ,ARE DESIGNED IN FLOOR INSULATIDN. ACCORDANCE WITH THE APPROVED SYSTEMS HEATING SYSTEM&WATER HEA R. PFS Corporation WASHING MACHINE&DRY R. Bloomsburg, PA REFRIGERATOR,RANGE,&DISHWASHER. COVER PAGE FREEZER IN LAUNDRY ROOM. PACKAGE AND THE APPLICABLE STATE 9' PORCH FLOOR&SLAB. BUILDING CODES AS LISTED ABOVE ON THIS GARAGE. T .. sEwu 0/ORDER A PAGE p. 08/18/21 PAGE. 5 ° #7994 CV LTIIIACIFD FF91!AX AHRGND I�551F"�(SfA 4nfR N°0[L AFitOVu n 4 y a wARmmr¢rtsawaAnoNoFAmRc E: oFiHEp s TO THE BEST OF MY KNOWLEDGE,BELIEF AND PROFESSIONAL JUDGEMENT: A MLICAT10N LAW FOR ANY PE F43M 70 ALMM ANY 1.THIS FACTORY-MANUFACTURED HOME(FMH)PLAN HAS BEEN DERIVED FROM A DOO_MHJF114ATIBEARS71IE SEAL OFA R10F651CHAL SYSTEM SET OF FMH PLANS APPROVED BY D.O.S..MANUFACTURER'S APPROVAL 2517.71 SQ. FT. / 150 = 16.79 SQ. FT. OF VENT REQUIRED exO a�L LRdESS 7HEPEFIDON LS ACING UNOE317HE NO.MODE-2020-072.E%PIRATION DATE 7/20/2028 WHICH HAS NOT BEEN DSECTION OF A LICENSED PROF�IONAL ENGINEER MODIFIED N ANY MAY. 88.88 LN. FT. RIDGE VENT = 11.11 SQ. FT. OF VENT PROVIDED 2.THE ENERGY PLANS ARE IN COMPLIANCE VATH THE REQUIREMENTS OF THE ENERGY 180 LN. FT. VENTED SOFFIT 11.11 SQ. FT. OF VENT PROVIDED CONS RVARON CONSTRUCTION CODE OF NEW YORK STA E. 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A 1-p OF THE 2020 RCNYS(DONE ON-SITE IF APPLICABLE) 2.THE ENERGY PLANS ARE IN COMRIANCE VAH THE REQUIREMENTS OF THE ENERGY -WHERE THE OPENING OF AN OPERABLE WINDOW IS LOCATED MORE THAN CONSERVATION CONSTRUCTION CWE OF NEW YORK STATE. Q t--N N U 72 INCHES ABOVE THE FINISHED GRADE OR SURFACE BELOW 24•-0. CQ c U -WHERE THE LOWEST PART OF THE CLEAR OPENING OF THE WINDOW SHALL BE A MINIMUM '�F•� OF 24 INCHES ABOVE THE FINISHED FLOOR OF THE ROOM IN WHICH THE WINDOW IS LOCATED `. . P,r-�t Q -OPERABLE SECTIONS OF WINDOWS SHALL NOT PERMIT OPENINGS THAT ALLOW PASSAGE OF A IV-T-'' 'y ' Illy; 11'-3 � ,.$ ' � 4 INCH DIAMETER SPHERE WHERE SUCH OPENINGS ARE LOCATED WITHIN 24 INCHES OF THE FINISHED FLOOR FIS o12'-G' :� �7j p ^W AGxw-®n AxwKn,A n z 1Yi uuvm n I E-. xAi• f'� r ,,pi_ z L IIII L IIII ncm sumG I b 9� •Y"^ C4�I/-.��• 101 I R$� F}, AEA'+ .' F-•1 O Q • ici i F ° L N W Li IIII ; [y a Jul I 4# I g - IIII I . 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I I e�Hz A O AwT DMRJG ROOM 0 Z m:AA vEa wrov° x��ron I I 9rR°EM u°n Avo wn aoYA I I O as gam. > d w - Lr W Ir wT Arnc sus, -''a' Q ' j i 2'i3 SQ SIDING (STERLING GRAY): 32 SQ SIDING (COLONIAL WHITE): E-1/2 2 SQ SIDING B&B (STERLING GRAY): 1 wNx.A ms ' SQ SIDING B&B (COLONIAL WHITE): 12 1 /2 w �° g_r r SPACE smasol -4d- CD �$ HOMEOFi�CE ;'D:� „A• ; ; ;; �N° _ SQ SHINGLES: 49 1 /3 0 b CI°wI I,' = LF HIP & RIDGE: 153 �' LF RIDGE VENT: 151 9NFlttxxi uHi iw wrt metro 3'-21' 11'-OX! h ZT-g' 24-4' �-- 5'-TY• 5'S• 1}'_9• ” 1Y-9•J 10'-10• 1Y-6• rE n' z'-• LF DRIP EDGE: 485 o =x �� LF SOFFIT: 466 => cn 23-r 6.r--nye• asa3si^n x� r w o" LE FASCIA: 538 a' z wo IA HaOt fx(Ox-9k P,AIIox n yy�\ � �Ln CD 2 xG wet r m 466• ij x'zosxa+um�er mei N �� ~ a e Ilk 0 Y Y 1 D I ------ P,N W 4_ O V4•A A ;12 BEDROOM @1 m - - 'I V DY ---- J zx °"N`+ro°PDYO $ w1c, Y smimieA kxF rwvG elxI 7yy ZJARAGE w o AA°arC x vxu Ka:_' TEHP FLWR RtAHING T" / u FD m ap y„CD I U -------------------- A J - Q:f r� !a 194. � NZ NCV aI'7 (AAw xm ar rR ' A'-2yx• 5'-4' V Y-0• _, ups r-n 3/0 nnyrowl ii°'w' _`—__'_<__==_=—ae=_===_ '___"-_`- x 3r - 9'-B•o -- • _O c y q 5/B'TYPE°%•SHEEIROCK I-- `A 1/z•DRYWALL ON GARAGE WALLS U o BEDROOM 92 Cn w gra I % YY nuv wn Gt°D z J N 13'-5• a 6'-5• /}'-<75• m w+T ,r Q z .�T-A. }•- PFrBxi��0A•x A OMt GVNA 26-0 w U zCD O O rw GAr .n+A• e rs-17 6'-9•�.u. Y-S 6.-7' I 6-6Y+• xx°nrt v.x nxn. m0 Q ser I ;, POR a z W Q J d- w => C) � O N P16zAan"r'"zem Imse6+N 12'-0' Q 0� w(J1 w (n I—LI- 0�z I� NOTES: ®- ------ - xxxrti n• z W--4- Lj o c o n O 1. 2x6 & 2x8 EXTERIOR WALLS @ 16” O.C. a• �A• 2. 2x4 & 2x6 MARRIAGE WALLS @ 16" O.C. xA Sd0• B'-Y 0'-g g-Y 3. 9'-0" 1st STORY CEILING HEIGHT 3-108 s-6 8'-0" 2nd STORY CEILING HEIGHT n,1 a nwne I•SPACE IST STORY FLOOR PLAN 4. 7D 7700 SERIES DOUBLE HUNG & CASEMENT WINDOWS 5. HEATING SYSTEM ON-SITE BY OTHERS 6. 7/12 STORAGE RAFTER @ 16" O.C. SERIAL i/ORDER I PACE R 7/12 VAULTED RAFTER @ 16" O.C. °F" & "I" MODULES msUU-1 s6 N ��� 9/12 STORAGE RAFTER @ 16" O.C. "H" & "I" MODULES FRONT E -RUM°- 0#7994 51giF16 W GER YWEI NiROYAI 7. 8 1/4" I 9" STAIR GEOMETRY 11w 8. HANDRAIL MUST COMPLY WITH R311.7.8 NY RESIDENTIAL CODE WARM EF IS AVIOEATpN OFABBCLE TOS OFTTE NYS TO THE BEST OF MY KNOWLEDGE,BELIEF AND PROFESSIONAL JUDGEMENT: L 4 EDUCATION LAW FOR ANY PERSON TO ALTER ANY 1.THIS FACTORY-MANUFACTURED HOME(FMH)PLAN HAS BEEN DERIVED FROM A DOCLIFAHJf THAT BENS THE SEAL OF A PROFESSIONAL SYSTEM SET 0;MH PLANS APPROVED BY D.O.S.MANUFACTURER'S APPROVAL ENME$UNLESS THE PERSON S ACTNO UMM THE ND.MD06-2020-022.EXPIRATION DATE 7/20/2022,1WICH HAS NOT BEEN C, CXRE ON OF A LOOSED PROFESSKWAL ENORffiT MODIFIED IN ANY WAY. r-O o 2.THE ENERGY PLANS ARE IN COMPLIANCE NTH THE REOUIREMENTS OF THE ENERGY 00 r CONSERVATION CONSTRUCTION CODE OF NEW YORK STATE. ¢ N N V EGRESS WINDOWS ` S a ^M� �g Q,frcn W 1s8 .L:m NOH C)¢r� .. cn j i { Z,U 108/18/21] I ' I i L; 02 I I N I Owl I � :1 U : I ' I o: ------ ------ --- ------ -------------- I II I I 1 i I r w I °o I I I I I 1 I i I I I I i I 1 2]'-6• I I ' D'_S• fO._9. , KRVJ.E t'I�{i.F J z o z j Ln w j 1 BEDROOM#3 w 11-TIm�nirBEDROOM&4 � 'A' PAWu IIt vw aD I m 'A' send w imn"um�Hv"xr mow I! vreom I� _ ss',KRa usn vo w.T mmv I n c r _- __ � EI uoow rt.ws ' R s._yf. i' sem, A.a�zs,rr.0 j • \ \ w I aeL•:�° - -- -zio Q d- O y meg e u Ln (\ �- I I '-7Jf' 7'-Y b•-b� a 5-934•.-... �J O F. - _ _ ________-----_-______--_----_---______, __________________J_ ----_ �j `- , w \ / I F, H I LTJ O co I �------------------------------------------1 � �z NCV ori j w 1 I I \ O I w / \ i � z w0 z O ------------------------------------------l I o - '- CD W ¢ J I I I WcnwCD (n--I.-C�Z� '----------------- -----------------1 w Q o(D�-Q o w z LiJ o d-�w o(n o i-- 2ND S70RY FLOOR PLAN SERIAL{/ORDER/ 7Q /A� PACE/: '/®�J MRTNrsR -105a O#/ 994 PPP®. vix u���"�°ava I.ea WARM IT 6 AMIOLATION OF ARTIOL.E145 OFTHE NTS TO THE BEST OF MY KNOWLEDGE,BELIEF AND PROFESSIONAL JUDGEMENT: EDIIOATION LAW FOR ANY PERSON TO ALTER ANY 1.THIS FACTORY-MANUFACRLRED HOME(FMK)PLAN HAS BEEN DERIVED FROM A DOW431T THAT BEARS THE SEAL OF A PPOFTESSIMA. SYSTEM SET OF FMH PLANS APPROVED BY D.O.S..MANIGACTURER'S APPROVAL ENOtA331 UNLESS THE PERSON S ACING U`GER THE NO.MDDG-2020-022.ENPIRATION DATE 7/20/2022.WHICH HAS NOT BEEN DIRECTION A LICENSED PROFESSIONAL EHRiPffiI MODEM 94 ANY WAY. 2.THE ENERGY PLANS ARE IN COMPLIANCE WTH THE REQUIREMENTS OF THE ENERGY CONSERVATION CONSTRUCRON CODE OF NEW YORK STATE ¢ N'N U —I cn r Q�+Q.4iIU 5 � aaL " �W-cnnW cn L 101 I c p4 S,i/ kms°' CODO ~ r O Iii I N W CLl i IRI I I nI I C n h J1 �: V�u'gC*?Ap�°�` �� - i Ilii = I `• C { > O In V'`_ Do A BIi x 08/18/21 0a I � Iili 3 1 I i I to alae% j +ey >m ni I III IIII�Ifla,; Iy IN J S � I ILL � m C IIII �l�Nll /9a �- � y.a_: IN - -aVA HIIII -L'�iel - o�y� IF HnIH IIII - RIII 3 nII IF onn G x - Ill a bull 'dill Hnn G (IIII od.51IIIL O� J 21IIII _ ®H1111 z Q ni BIR C O z H Ell Z cn L� 1111 nnh= > ch: ' N HillIIII Hill L.L.I III 6M1` Bin C tY W i �inl Hill Elf II - u74°.L III W!n . n 22) IIII �n i III IIII S s nn N O �rt - � II tl II 3 ; III T-ve ' t—'='�—T v� O Ln a-2x4YYR a.mR 1nePFR vae __<-�•�� ISL T8 - I 1 xi4rt w� HAHcv �9�fA N� 333 LL4289 O.L=619 TL 4 LF }iL.�R R 1 1 312 LL.i2.0 L—T.L PLF I 1 CL. Z��f— I W o 1 77 LL44(-0.L=123 .L PLF /\ i 133 LLi]0 6'-1"1 T.1.PLT U 4 I 26'-i' � 6 1. 11 6•- �)s1 R 6_436 tYeT I \\ _ t7rlu (n N N g7�p q t9MC�I.Y I-11/T.c I/,•vl.y�eL iH 7 m vrR Mn 0 m atR(rw mLl M ae SFR TSR=Q l \ ;tel nuE —_ L--�=�anno 6uu>-,.,��.,=u1(rw uM ------- � Z zN C31 ) ffc;Yv __ + L v. W __________________��= �4=== --� ======== � L = __ ---- =�I = WARooLTISANttATIONOI=ARRCLEHASO l ENYS TO THE BEST OF MY KNOWLEDGE,BELIEF AND PROFESSIONAL JUDGEMENT: EDUCATION LAW FOR ANY PERSON TO ALTER ANY 1.THIS FACTORY-MANUFACNRED HOME(FMH)PLAN HAS BEEN DERIVED FROM A DOCUMENT THAT BEARS THE SEAL OF A ffgFESSc IONAL SYSTEM SET OF FYH PLANS APPROVED BY D.O.S.MANIGACRIRER'S APPROVAL ENGINEER UCESS THE PAWN IS ACRiO LANDER THE NO.M006-2020-022.EXPIRATION DATE 7/20/2022,WHIOI HAS NOT BEEN OPEOTTON A LICIaQEO RLOFE SSK AL @!04ffii MODIFIED IN ANY WAY. O 2.THE ENERGY PLANS ARE IN COMPLIANCE TNTH THE REQUIREMENTS OF THE ENERGY 00 CONSTIRVATON CONSTRUCTION CODE OF NEW YORK STATE. ¢ N N.0 aQ4; U ------------ -------- ----------, r-------- �O I I QLox Cl)� U 415 IN w C 1i o a 08/18/21 W o� , ,DI �_____________ _____J___________________- I I 1 i I r Li Q i m J I I � I I I I I i I 1 I I I I i I 1 I I I I I I I I I I z J (D z ------------------ LLJ � EL i 1 � I � n a J N a I o o of N N <O CN Q N o R a N I � Ln r` I I I I � I = � mJ O --------------------------------- r------------------ O i ��w F— I •.� I /- I ��zM � W i Cf) Q W o (, CY) 1 I > I -----------------------------------------� LLJ N N to (n I I I / •�••\ O I ( I I f— I I U Z z ¢ w I O N I - I I u U z O 0 ' of V+_______________________________________________J Q z � W J 0) �o� I I W Cn-CD cn H L:L o Z I� L-----------------l_________________� W Q p }Q U z W o-1-t-LLJ 2ND STORY BEAMS SERIAL I/INNER I PADS F iM51ANDMC KAS REDI `MPA.. 0#7994 M 2 srsrtus w PD:YWFL Mwmvu 1p—a WAPNRTQTrr AVIOLATCNoFARIICLE%s5 THENYs TO THE BEST OF MY KNOWLEDGE,BELIEF AND PROFESSIONAL_JUDGEMENT. L EDUCATION LAW FOR ANY PERSON TO ALTER ANY I.THIS FACTORY-MANUFACTURED HOME(FMH)PLAN HAS BEEN DERIVED FROM A DOCU EIVT THAT BEARS TTE SFAL OFA PROFESSOUJM SYSTEM SET OF MH PLANS APPROVED BY D.O.S.MANUFACTURERS APPROVAL ENW4EERL LVILESJ TFC-PELSON IS ACTINO ODER THE NO.MW6-2020-022.DPIRATION DATE 7/20/2022.NHICH HAS NOT BEEN O DPECTION OF A UCENSED PROFESWOL ENGINEER MDDEIED IN ANY WAY. I--I O O 2.THE ENERGY PLANS ARE IN COMPLIANCE.NTH THE REQUIREMENTS U"THE ENERGY 50 G H T BOXES R E Q U RED CONSERVATION CONSTRUCTION CODE OF NEW YORK STA E. ¢ N N U �a.4—U fivi r,;.: b W c� C7 L t z Oo iii i '� 3'& ,::q✓.Y�� {y ��'�w -------------------- 711t------_---- i ( tAf I ILII I I t �e i LNP1G ROOM iiii I 1 s ` ZI r' v� III i J U 1I -1 0. 1 i IRI I i 08/18/21 _ �0.1 !i ��W 'wo,.a iiii L------------I-- I i F-I I IDI II p I ��� T � w ne m, a m n `, €l -------------------- ___ j L- €Fi m — J m � Q f- IL SI I r�r yy I I I yam;- ELECTRIC FORP ANELIZED AREA Q , sAl I I I I I ' I l i IT DINING ROOM i I Z < TO BE DONE ON BY OTHERS ; ; I , (ICON TO SHIPLOOSE SWITCHES & RECEPTS) 'LJ (NOT INSTALLED BY ICON) w (WIRE NOT SUPPLIED BY ICON) I TO BE INSPECTED AND APPROVEDr---- BY LOCAL BUILDING INSPECTOR. wtc. I0" EAR momma. I n �iriot I W \ \ F CE w - - 1 /j Q <Y O HOME OF 1. �1 I4I� l i Q N N ou -4 ul rry ILII'"F� 6J �mw rto;m'ur I I I I �1mvI �- �m rn a ae _ am �♦ � W� 117-------- 2= K2 w I I • sj 1 I 11 GARAGE L _ylfi 1 I i i W O � I I wic. I I 1 0 ' `•y_�L_ � I I 1 I ; R ' ,un � r�-- �L17 t~i I\ I ' L " I iii \\ IT I I ® I � r-JET 10 II// \\ mi ' 1 N N t/1 � LLj C/ BEDROOM F I O I L�] --------- 91 \ /I 1 Elf LyJ �__ ___ _____ - BAiH�2 I I LHSJ '�' I 1 V .not I/ O ELEC DROPSa@I n a n x we 1 1 BEDROOM @2 m z TO BASEMENTJd- PANEL BOX Li z d'a 6) I Im�ua�c,m.a w C/7 u O ¢�Z F� m w wQ eco W o(n o O ---- s<�Tinne ia-ur 1. 210.12(A) DWELLING UNITS. ALL 120—VOLT, SINGLE PHASE,15— AND 20—AMPER BRANCH SUPPLYING OUTLETS INSTALLED IST STORY ELECTRICAL PLAN IN DWELLING UNITS FAMILY ROOMS, DINING ROOMS, LIVING ROOMS, PARLORS, LIBRARIES, DENS, BEDROOMS, SUNROOMS, RECREATION ROOMS, CLOSETS, HALLWAYS, OR SIMILAR ROOMS OR AREAS SHALL BE PROTECTED BY A LISTED ARC—FAULT CIRCUIT SERIAL e/ORDER t PAGE e INTERRUPTER, COMBINATION—TYPE, INSTALLED TO PROVIDE PROTECTION OF THE BRANCH CIRCUIT. FRONT07994 �1 2. ALL RECEPTACLES WILL BE TAMPER—RESISTANT. m" 3. ALL EXTERIOR RECEPTACLE COVERS WILL BE (UV PROTECTED) �, WAMM9rT1SAY,OLATIONOFAROCLETASOFTFENM TO THE BEST OF MY KNOWLEDGE,BELIEF AND PROFESSIONAL JUDGEMENT: EDUCATION LAW FON ANY PERSON TO ALTER ANY 1.THIS FACTORY-MANUFACTURED HOME(FMH)PLAN HAS BEEN DERIVED FROM A COCtMBii THAT BEAM THE SEAL OF A Pt101:ESSICINAL SYSTEM SET OF FMH PLANS APPROVED BY D.O.S..MANUFACTURER'S APPROVAL ENGINEER,UM_ESS THE PENSON 0 ACRiO'NO N TF' NO M005-2020-022.E%FIRATIDN DATE 7/20/2022,WHICH WAS NOT BEEN CIFECTION OF A LICE3SM PROFESSMAl_ENONEER MODIFIED IN ANY WAY. O 2 THE ENERGY PLANS ARE IN COMPLIANCE NTH THE REOIREMENTS OF TIL ENERGY 50G H T BOXES R E Q U RED CONSERVATON CONS RUCRON CODE OF NEW YORK STATE. o L�N00 N U ~M�� R:�M U i o �]Wm _w X51'! f �,r --------------------T-- ---------- �a 2�'w vo z H CIOo a NWP,w� I i I a p N y+y I I - )F Cx pp1`g"a p4' W I I i08/18/21 _ 0 ' I I � I , I I � 1 d: ------------- ----------------- I � I I I I I I L� I T I I I � I I I 1 I i i I I 1 .I ; �I faVart wrta I O Q I 1 � d BEDROOM 83 BEDROOM#4 Lil Of W 1 f � I I 1 V J � I I I m•na:aw — _ __ ____ _____J© , D 3° nmL�O)erwwB '° Lo I I I L a-- � I — � WAC. _ ctf ------------------ ` ----------------------------------------- �j V) �'\ I /•� i a� zr?�� \ I / LLU p U O) I I 4 pLC7-� -------------------------------------------------------------------� I I—Z 2C ol"7 W C/-) I ' I I /• \ I Z I LJJ \ I z Q Y0 — z wU Z O __________________________________________ CD I \ ; _ — i A+___________________________ -_______-____J 0 Q Of ,W I I I� i w C/)w 0 (n LL_-o-)z ---------------1--------------- w B c C0 r<=Z o r w `- ZW ad-�W o(nol\�O 1. 210.12(A) DWELLING UNITS. ALL 120-VOLT, SINGLE PHASE,15- AND 20-AMPER BRANCH SUPPLYING OUTLETS INSTALLED IN DWELLING UNITS FAMILY ROOMS, DINING ROOMS, LIVING ROOMS, PARLORS, LIBRARIES, DENS, BEDROOMS, SUNROOMS, 2ND STORY ELECTRICAL PLAN RECREATION ROOMS, CLOSETS, HALLWAYS, OR SIMILAR ROOMS OR AREAS SHALL BE PROTECTED BY A LISTED ARC-FAULT CIRCUIT INTERRUPTER, COMBINATION-TYPE, INSTALLED TO PROVIDE PROTECTION OF THE BRANCH CIRCUIT. SERIAL,/ORDER, PACEt 2. >HO���NAS 67TH ALL RECEPTACLES WILL BE TAMPER-RESISTANT. �N #7J94 3. ALL EXTERIOR RECEPTACLE COVERS WILL BE (UV PROTECTED) WAFMOrriSAVM AT,ONoFAm=ET0.50FTHEws TO THE BEST OF MY KNOWLEDGE,BELIEF AND PROFESSIONAL JUDGEMENT: MWA710M LAW FOR ANY FHBGI TO ALTER ANY 1.THIS FACTORY-MANUFACTURED HOME(MH)PLAN HAS BEEN DERIVED FROM A DOMAMENT THAT WARS THE SEAL OF A PROF690NAL SYSTEM SET OF MH PLANS APPROVED BY D.O.S.MANUFAC7UROWS APPROVAL E3i6PE8{UNLESS THE PERSON IS ACING UNIDE71 THE NO.M006-2020-022.EIPIRADOM.DATE 7/20/2022,WHICH HAS N07 BEEN DPECTION OF A UC9148M PROFESSIONAL.EN004EEI MODIFIED IN ANY WAY. Q 2.THE ENERGY PLANS ARE IN COMPLIANCE 1W7H THE REOUREMENTS OF THE ENERGY Q 00 OOO CONSERVATION CONSTRUCTION CODE OF NEW YORK STATE, ¢ N N U fV W CD tYT W C) r ELECTRICAL LOAD CALCULATION FOR ON#7994—NY Naw HOUSE SQFT: 3,796 AIR CONDITIONING AND HEATS W AIR CONDITIONING: 0 WATTS 0 WATTS 'Ua CENTRAL ELECTRIC SPACING HEATING: 0 WATTS (X 0.65) 0 WATTS - 0�-a �0.4 LESS THAN FOUR SEPARATELY CONTROLLED 0 WATTS (X 0.65) 0 WATTS �Wo ELECTRIC SPACE HEATING UNITS: r�.,i FOUR OR MORE SEPARATELY CONTROLLED 0 WATTS (X 0.45) 0 WATTS ELECTRIC SPACE HEATING UNITS: r � m � *NOTE: USE THE LARGER OF THE AIR CONDITIONING OR THE DIVERSIFIED DEMAND OF THE HEATING LOAD. OTHER LOADS WATTS OR CIRCUIT WIRE VOLT—AMPS AMPACITY SIZE o z GENERAL LIGHTING: (3,796 x 3) 11 ,388 15A 14-2 wO:fSMALL APPLIANCES: (3 X 1 ,500) 4,500 20A 12-2E>- RANGE: 11 ,400 50A 8-3 DISHWASHER: 1,200 20A 12-2 RANGE HOOD: 1,920 20A 12-2 L WASHER: 1,500 20A 12-2 0 DRYER: 5,800 30A 10-3 FURNACE: 0 N/A N/A r CLI-WATER HEATER: 5,500 30A 10-3 0 �w> cn 43,208 � K2 F, 3� r N m c W O t9 FIRST 10kW OF OTHER LOADS @ 100%: = 10,000 REMAINDER OF OTHER LOADS @ 40%: (33,208 0.40) _ LLJ NzzNal� x 13,283 AIR CONDITIONING OR HEAT FROM ABOVE: = 0 0 TOTAL CALCULATED LOAD: : = 23,283 CD REQUIRED SERVICE SIZE: (23,283 / 240) ; = 97 AMPS � z c INSTALLED PANEL SIZE: .w = 200 AMPS z J o z CD Of CD oCO>Q��o�J -: zWarc~-iW0Loo('�10 y - Ctf{j ELECTRICAL LOAD CALC � 0 ti SERIAL//ORDER 1 PACE P 08/18121 ~NGNRAH 0#7994 ELC D(IRACIED TIIW.AN MPROLID SSTEK W PGI YImFL ATNOYM THE FOUNDATION,OR ANY PART OF THE FOUNDATION,IS NOT PROVIDED BY ICON. THIS WAmawrzBAvroLATIDNoFAmicLEmsoPn.Nrs TO THE BEST OF MY KNOWLEDGE,BELIEF AND PROFESSIONAL JUDGEMENT: 4 1 FOUNDATION PLAN IS FOR DIMENSIONAL REFERENCE ONLY. ALL FOUNDATION NOTES ARE EDUCATION LAW FOR ANY PERSON TO ALTER ANY 1.THIS FACTORY-MANUFACTURED HOME(FMH)PLAN HAS BEEN DERIVED FROM A FOR REFERENCE ONLY. IT IS THE INDEPENDENT BUILDER'S RESPONSIBILITY TO HIRE A OOCLM3dF THAT SEARS THE BEN-OF A PROFESMONOL SYSTEM SET OF FMN PIANS APPROVED BY D.O.S.MANUFACTURER'S APPROVAL LICENSED PROFESSONAL ENGINEER('PE*)TO DESIGN,SUPERVISE THE CONSTRUCTION OF, ENGINEER UNLESS THE PERSON 19 ACRO UNOEER THE ND.MOD6-2020-022 EXPIRATION DATE 7/20/2022,WHCH HAS NOT BEEN C DE EC M OF A LCEtSED ET1Ot�1 MODIFIED IN ANY WAY. ^ �� O AND INSECT ALL ASPECTS OF THE FIX FOUNDATION PRIOR TO THE LN COLUMNS, P(SETTING) 2 THE ENERGY PLANS ARE IN COMPLIANCE WITH THE REQUIREMENTS OF THE ENERGY (.., r, OF THE MODULAR COMPONENTS. FWNOAIGN WALLS.FOOTINGS,D TO ME,PIERS, CONSERVATION CONSTRUCTION CODE OF NEW YORK STATE. Q N N U STEEL BEAMS AND SLAB NEED TO IN DESIGNED AND CONSTRUCTED TO MEET STALE N BUIL/OR LOCAL NSIBILYG CODES USING HES ILL SOIL ANALYSIS IT IS THE INDEPENDENT, O � BUILDER'S RESPONSIBILITY TO INSTALL THE SILL PULE AND TERMITE SHIELD. 5g_7' Wa a M Q ICON ASSUMES NO RESPONSIBILITY FOR ERRORS IN THE CONSTRUCTION OF THE 2d'-0' tl'-5' 24'-C FOUNDATION. ANY AND ALL DIMENSIONS ARE TO BE CHECKED AND VERIFIED(AGAINST O M W 7HE FINAL SERIAL NUMBERED FLOOR PLAN'INDEPENDENT BUILDER COPY)BY f7_0r 12•_0- INDEPENDENT BUILDER AND ITS PE PRIOR TO FOUNDATION CONSTRUCTION. THE LArr O O INDEPENDENT BUILDER MUST CONTACT ICON WITH ANY DISCREPANCIES PRIOR 70 >q THE START OF CONSTRUCTION OF THE MODULAR COMPONENTS r --_-_ �� ..v O I I �_ 55 W I I I I I I I J I I '/Ia I :1.4 _ �•T O.1 I I e:FDOTmc JJJ I I fT� q w I I J-xtoJ I ton.... H_ I -1 O ___ ______ ______J 1 ,, ______, F --------------- � I - --- I I ! 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N N q W - \ I tl I F- �t O q i \ \ I q I Lc) r__ I q I R-8 ; I q I I 2r-6• ?- I -n I o V) 1 NL O -1 F1 N� r- i 9 1 Y � 0 m u q Tn o 0 W O C-0 U R-4 ; j !Z �Z zcllor( -> R-5 z o U o � z clf w w J Ln o z oU Z O ----------------------------------- ----------------- ----------------- — I r � I -------------------------------------- ?m z Qf Q Y r �W Q J � I R6 I w � orn J Cn LL_o z d- a�(f) CD Cn-Li wQ o(.0>Q-=)wow w Z: BIRD'S -wocno� BIRD'S EYE SERIAL I/ORDER I PACE I: mis ammxc xAs SEEN O#7994 BIRD R 61SR1K D1 PDI MC9R MT2'A'M y.ea wAFNND;IfEAVIMATTONoFAiRROLEusoFTlENIs TO THE BEST OF MY KNOWLEDGE,BELIEF AND PROFESSIONAL JUDGEMENT: EDIICA7fON LAW FOR ANY PERSON TO ALTER ANY 1.THIS FACTORY-MANUFACTURED HOME(FNH)PLAN HAS BEEN DERVED FROM A DOQNBMT THAT BEARS THE SEAL CF A PFAFESSIONAL SYSTEM SET OF MH PIANS APPROVED BY D.D.S.MANUFACTURER'S APPROVAL BCONEER.INLESS THE PETSON 15 ACTINO UNDER THE NO.MO06-2020-D22.E%RRARON DATE 7/20/2022,WACH HAS NOT BEEN .J DIRECTION OP A LKAR45M PROFESSIONAL E3NO04 I MODIFIED W ANY WAY. 2.THE ENERGY PLANS ARE IN COMPLIANCE WTH THE REOUIREMENTS OF THE ENERGY Q O CONSERVATION CONSTRIICPON CODE OF NEW YGRN STATE ¢ N N U N �Q4 U C) w o s° }I u x w imNWQ ` J U 108/18/2 2x6 SYP#2 �8 6'-0" ISI r-e 1 r 2 w cn w w cn mz 0:� V) otf Qf V) 0 0 -D o o 2 1/2,I N� 00 0 \ J J J J 2x4 3 1/16" z < Q Q o �y-� o w z z z z l$ 2x4 .!�1�jco I I j � z L� Li Li Li II 2x6 _ 2x6 SYP 2 OVERHANG `L - ���Sye z;�9 BLOOK �7g, 11 7/8" 1 o 0 0 0 0 0 12 LLJ c',J C',J c"j CN CN i Q 2 \ N OJ \ CIA 7 GUSSET N � Ln Lo oo 00 Lo PLATE o co w J-) o v 1I1�' x 8'-0" X 5 7%8" fir, o 4'-0" 4,-0„ 10 2x8 SYP#2 2x8 SYP#2 cn w o � rn ¢� m, C-Y Er V1 1 13'-9" cn z 0 27'-6" U o � z w a cn 7/12O.C. COU Q n - 27'-6" WIDE - 25#GSL - 16" z C) �o mzOf Q Y STORAGE RAFTER w -I-N f- In, t 7 --1 wcnwo cn >r` ZW ad-�wo(not�LLO 27'-6" 7/12 RAFTER THIS TRUSS DESIGN MAY BE USED FOR LESSER SPANS PROVIDED SERIAL J/ORDER I PAGE1. �N NO MEMBER HAS A GREATER LENGTH AND ALL CONNECTIONS ARE AS SPECIFIED. -`��"m`��` 0#7994 TR1�`" WA"0rrISAVOUMONOFAnnOLEXSoFTHEms TO THE BEST OF MY KNOWLEDGE,BELIEF AND PROFESSIONAL JUDGEMENT: EDUCATION LAW FOR ANY PERSON TO ALTM ANY I.TNS FACTORY-MANUFACTURED HOME(FMH)PUN HAS BEEN DERIVED FROM A CONNECTION: A-2 CONNECTION: A-1 DOGTN@ f THAT BEARS 7HE EAL OF A R G KK4AL SYSTEM SET OF 02 PUNS APPROVED AT BY D D.S..MANUFA HAS NO APPROVAL BMJ�M6.ESS TFC-PEEN IS ACTING UNDER THE NO.M00SET OF FUN LANE EXPIRATION DALE Y D.O.077,NHICH HAS NOT BEEN DPEECTION OF A LICBMBf�PROFESSIONAL ENQNMR MODIFIED W ANY WAY. Q 2 THE ENERGY PLANS ARE IN COMPLIANCE WITH THE REQUIREMENTS OF THE ENERGY Q,�`�- r ---- --_ CONSERVADON CONSTRUC710N CODE OF NEW YORK STATE. ¢.0-I M N U 1 1/2" X 26GA. STRAP @ 16" O.C. USE 1-16D NAIL INTO END CONNECTION: B-1 Q 4 a-� GRAIN EACH END mW 2-10D NAILS EACH END USE 3-6D NAILS THROUGH SHEATHING V< OR AND -- OR W/2-16GA. STAPLES EACH END ------ USE 10D NAILS @ 26" O.C. USE 4-16GA. STAPLES THROUGH SHEATHING Q x`- z ------ - THROUGH PLATES ¢ `�� 'ALTERNATE 110 ¢3 Nwa��"3 -0 ell USE 2-8D NAIL EACH END OF 1X4 erot € CONNECTION: B-2 Yl y—USE 1-16D NAILS TOENAILED EACH END I�(= AND U USE 10D NAILS @ 26" O.C. THROUGH PLATES ----" CONNECTION: C USE 6-16D NAILS EACH END 07F; USE 2-16D NAILS I� : I ' THROUGH CHORD BLOCK 08/18/21 --- CONNECTION: D CONNECTION: E CONNECTION: A-1/2 1 1/2" X 26GA. STRAP W/3-10D NAILS EACH END USE 1-3/8" BOLT PLUS --- --" OR 4-6D NAILS PER GUSSET EACH SIDE CONNECTION: B-1/2 W/3-16GA. STAPLES EACH END o w --j z_ L�z_ z_ - _z -- - OR CONNECTION: C -= > L�`l- z 5-16GASTAPLES PER GUSSET EACH SIDE _- r C-1 ` -- w . w w w w �\ 8-6D NAILS PER GUSSET EACH SIDE CONNECTION: D-2 12 w o c 0 0 0 o OR :-- Q � � N N N 10-16GA. STAPLES PER GUSSET EACH SIDE USE 2-16D NAIL THROUGH o '- - 7 N n In 00 o CHORD BLOCK fo v a� � LLJ o c~n O C3') T w� CONNECTION: E `' rn N n o CONNECTION: F UPLIFT CONNECTION - CONNECTION: F UPLIFT CONNECTIONT c/') o c� ------------ MATE LINE - > Nz 'c-'j ar7 w cn USE 8-16D NAILS THROUGH DECKING EACH SIDE z OR C) 1 1/2" X 20GA. STRAP o W/4-10D NAILS EACH END zt ---1--- 1 o 7/1227 -6" `J N - WIDE _ 25#GSL - O.C. UPLIFT CONNECTIONS 5 CD UPLIFT CONNECTION Mz F 1 1/2" X 26GA. STRAP MATE LINE PER SIDE ���� CD STORAGE RAFTER W/2-10D NAILS EACH END ZcnwCD wD �Zr` -Li c5>o C-)m 1 1/2" X 26GA. STRAP OR Zw¢�t �wcno —LLO W/2-10D NAIL EACH END W/3-16GA. STAPLES EACH ENDOR GOOD TO 135 MPH WIND SPEED 7/12 RAFTER CONNECTIONS W/2-16GA. STAPLES EACH END THIS TRUSS DESIGN MAY BE USED FOR LESSER SPANS PROVIDED SERIAL/,ORDER, PACE®: NO MEMBER HAS A GREATER LENGTH AND ALL CONNECTIONS ARE AS SPECIFIED. iIN- , WARM IT IS AVIV-ATQN OFANRCLE 95 OFTENYS TO THE BEST OF MY KNOWLEDGE,BELIEF AND PROFESSIONAL JUDGEMENT: EDUCATION LAW"ANY PERSON TO ALTER ANY I.THIS FACTORY-MANUFACTURED HOME(FNH)PLAN HAS BEEN DERIVED FROM A DOCUMENTF DOF THAT BEAM'THE SEAL CFA PROFESSIONAL SYSTEM SET OF FMH PLANS APPROVED BY D.O.S..MANUFACTURER'S APPROVAL ENG {UM_ESS ITS PERSON IS ACING UNDO THE NO.N006-2020-022.EXPIRATION DATE 7/2012022,WHICH HAS N07 BEEN � f s DIRECTION OF A LICENSED PROFESSIQXAL ENGINEER MODIFIED IN ANY WAY. p Y 2.THE ENERGY PLANS ARE IN COMPLIANCE WITH THE REQUIREMENTS W THE ENERGY Q�C7 Q 4:f y. C1' ,gip CONSERVATION CONSTRUCPON CODE OF NEW YORK STATE. N(V U w tu 1r) z z o Z 078, 08/18/21 ,U= 6 3/4° 0; N 0 6 1/6° n i x, 91/4" r VT (n Q:� Qf (n CC (n 7 1/4" CHORD BLOCK 10°OVERHANG BLOCK 11 7/8" 2�/�6• 1Az GUSSET PLATE _O w _J Z Z Z Z F2x4 4�� (n Z wcif LLJ L Li LJi ^i �i 10 Qf 1�. S 2x I/lo, fid? 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CONNECTION: A-1 2 THE ENERGY RVADO PLANS ARE IN COMPLIANCEODOF NTH THE REQUIRE ENIs HE ENERGY F W O CON RVAl10N CONSTRUCTION CODE OF NEW YORK STATE. Q�N N U CONNECTION: A-2 ~"'N Ix 4 U 1 1/2" X 26GA. STRAP @ 16" O.C. USE 2-16D NAIL INTO END CONNECTION: B-1 ap"M�a �-- W/2-10D NAILS EACH END GRAIN EACH END E C) USE 3-6D NAILS THROUGH SHEATHING o OR USE 10D NAILDS @ 12" O.C. OR Z�' �O W/2-16GA. STAPLES EACH END y USE 4-16GA. STAPLES THROUGH SHEATHING W THROUGH PLATES u w ALTERNATE Nwa 3 USE 2-8D NAIL EACH END OF 1X4 CONNECTION: B-2 USE 2-16D NAILS TOENAILED EACH END ' W AND ° UT USE 10D NAILS @ 20" O.C. THROUGH PLATES ----------------- _-__- CONNECTION: C _ �° ! � USE 6-16D NAILS EACH END W r/ USE 2-16D NAILS THROUGH CHORD BLOCK �I L) CONNECTION: D m 1 1/2" X 26GA. STRAP �1 o o W/3-10D NAILS EACH END CONNECTION: E W/4-16GA. STAPLES EACH END USE 2-16D NAILS TOENAILED THROUGH RAFTER INTO PLATE LU USE 2-16D N PLSSTHROUGH PLATE INTO BOTTOM CHORD CONNECTION: A-1/2 w > > > > ww w w w CONNECTION: F ___ _- CONNECTION: B-1/2 USE 1-1/2" BOLT PLUS ___.- - 3-6D NAILS PER GUSSET AND BLOCK EACH SIDE CONNECTION: COcD R o 0 0 0 0 3-16GA. STAPLES PER GUSSET AND BLOCK EACH SIDE w 00 . N co N \ \ \ \ \ p N I`7 Lo EXE '\ 9-61) NAILS PER GUSSET AND BLOCK EACH SIDE >_ CONNECTION: D-2 ;2------- � OR USE 2-16D NAIL THROUGH 7 11-16GA. STAPLES PER GUSSET AND BLOCK EACH SIDE o� z w> 0 0 o�T o �F-- Z C) O CONNECTION: D CONNECTION: F CONNECTION: E CONNECTION: G -- - -- -- - cnco o '\ oNr ElfLLJ NZ NCV 7 (/7 CONNECTION: G UPLIFT CONNECTION`''._ %UPLIFT CONNECTION _ UPLIFT CONNECTION ( - UPL1FT CONNECTIONS z 1 1/2" X 26GA. STRAP 1 1/2" X 20GA. STRAP W/2-10D NAILS EACH END W/5-1 OD NAILS EACH END _ fes- OR c, zQ N I_ WHERE NO BEARING WALL BELOW: W/2-16GA. STAPLES EACH END _o USE (2) 16d NAILS TOENAILED INTO BOTTOM CHORD . J o ALTERNATE �/ `� ' w �C OK FOR (1) SIMPSON A34 CHORD TO BEAM 7/12 - 3® -6�� WIDE - 25#GSLT 16�� O.C. ,t & . �" ow = oo UPLIFT CONNECTION BOTH SIDE ' �~ w(nwo (n STORAGE RAFTER r w Q m c >¢z� � ? A Zw¢d-�wocnoF­- o 1 1/2" X 26GA. STRAP W/2-10D NAIL R EACH END GOOD TO 135 MPH WIND SPEED 08/18/21 7/12 RAFTER CONNECTIONS W/4-16GA. STAPLES EACH ENC THIS TRUSS DESIGN MAY BE USED FOR LESSER SPANS PROVIDED gRu°'�° ' PAGE 1. NO MEMBER HAS A GREATER LENGTH AND ALL CONNECTIONS ARE AS SPECIFIED. �� -mm 0#7994 TR4 WA "NS FF IS A VIOLATION OFARHCLE t650F THE Nf9 TO THE BEST OF MY KNOWLEDGE,BELIEF AND PROFESSIONAL JUDGEMENT: • . EDUCATION LAW FOR ANY PEBSON TO ALTER ANY 1.THIS FACTORY-MANUFACTURED HOME(FMH)PLAN HAS BEEN DERIVED FROM A DOCULEW THAT BFATL4 THE SEAL OF A P LAIL SYSTEM SET OF FNH PLANS APPROVED BY D.O.S.MANUFACTURER'S APPROVAL ENI UNLESS THE PERSON IS ACING U"N THE NO.MDD6-2020-022 EVIRATION DATE 7/20/2022,WHICH HAS NOT BEEN 0 DIOFA L ICBb®PROFE SSICNAL ENGP�1 MODIFIED IN ANY WAY. 2 THE ENERGY PLANS ARE IN COMPLIANCE WITH THE REOUIREMENTS OF THE ENERGY A 0 Q CONSERVATION CONSTRUCTION CODE OF NEW YORK STATE. N CJ U O R:Q�t U Nva N N orgmt� U o -- < 08/18/21 o o� L)W� 2x6 SYP#2 ��a 8'-9 1/4" m � 2r_ co of v) 0 0 o o X10 11'�V OME J J J J 1 I1/2" Lo 3 1/16" o Lu Q z z z z / in a- z w 714' � � `` wwww 2x4 OVERHANG N �2" 2x4 BLOCK S 2x6 11 7/8" 2x6 SYP 2 12 w o 0 0 0 0 0 � � � cl� cli "I 2�6" � 7 GUSSET � N Lo Lo c PLA T E CN cif Cv C/) 6 0" x 5 7/8" w(D 6'-10 1/2" 3'-1 1/2" Z —� co - 2x8 SYP#2 2x8 SYP#2 Zff cn w o �z NCV ori 10" T w 13'-9" 10'-0" U' z 0 23'-9" v CD � Z w z 7 12 — 23' 9" WIDE — 25#GSL — 16" OCz � p — . . z oU z p ?o O mz of Q � �w Oo NON—STORAGE RAFTER ��N V) u wcnwo ��w��Zr` °¢oco,Q��orn ZLLJ �wocnor`�O 23'-9" 7/12 RAFTER THIS TRUSS DESIGN MAY BE USED FOR LESSER SPANS PROVIDED HAS SERIAL p/ , PACE p. NO MEMBER HAS A GREATER LENGTH AND ALL CONNECTIONS ARE AS SPECIFIED. -Im­ ORDER0#7994 TRS WAW.mrrISANOLATI0N0FAM=EM50FTFENYS TO THE BEST OF MY KNOWLEDGE,BELIEF AND PROFESSIONAL JUDGEMENT., EDUCATION LAW FOR ANY PERSON TO AL.TM ANY R.THIS FACTORY-MANUFACTURED HOME(MH)PLAN HAS BEEN DERIVED FROM A • • C 0 N N E C T I 0 N: A-1 D��THAT BEAP9 THE BEAL OP A PROFESSIONAL SYSTERI SET MH PIANS APPROVED BY D.O.S.MANUFACTURERS APPROVAL CONNECTION: A-2 ENGINE 1 LN JBM T PERSON 13 ACTING IAG67 THE NO.NDD6-2020-022.EXPIRATION DATE 7/20/2022,WHICH HAS NOT BEEN DFEI=N OF A LI EIS PROFESSIGNAL ENOII�R MODIFIEDc W ANY WAY. 2.THE ENERGY PIANS ARE IN COWPUANCE NTH THE REOUIREMENTS OF THE ENERGY o CONSERVATION CONSTRUCTION WOE OF NEW YORK STATE. ¢ N N O 1 1/2" X 26GA. STRAP @ 16" O.C. USE 2-16D NAIL INTO END CONNECTION: B-1 aQ�r �U -'�-W/2-10D NAILS EACH END GRAIN EACH END USE 3-6D NAILS THROUGH SHEATHING �i-M 0 OR ---- o w W 2-16GA. STAPLES EACH END USE lOD NAILDS @ 21" O.C. OR `"P4�o o -------- / THROUGH PLATES �-USE 5-16GA. STAPLES THROUGH SHEATHING w U 'ALTERNATE w Nwa USE 3-8D NAIL EACH END OF 1X4 CONNECTION: B-2 USE 2-16D NAILS TOENAILED EACH END 0 AND !U ------ CONNECTION: C USE 10D NAILS @ 21" O.C. THROUGH PLATES �oa 0-3 -- --- _ 1 W USE 4-16D NAILS EACH END 0 �. �IaN ----=" USE 2-16D NAILS m cif ctf cf) cif Qf Tn THROUGH CHORD BLOCK CONNECTION: E CONNECTION: D J J J USE 1-1/2" BOLT PLUS 2-6D NAILS PER GUSSET EACH SIDE CONNECTION: A-1/2 - 1 1/2" X 26GA. STRAP o � Q z z z z ------ OR - W/3-10D NAILS EACH END > a z 2-16GA. STAPLES PER GUSSET EACH SIDE -- OR Of CONNECTION: B-1 2 W/3-160A. STAPLES EACH END Of --- CONNECTION: C -' 7-6D NAILS PER GUSSET EACH SIDE o 0 0 0 0 0 �- 12 � � � � � -_ OR 9-16GA. STAPLES PER GUSSET EACH SIDE 7 N �� o CONNECTION: D-2 LO 00 USE 2-16D NAIL THROUGH _ CHORD BLOCK C) C) 0 z O' > "' CONNECTION: ECDw� U N� —a9 CONNECTION: F UPLIFT CONNECTION I m CONNECTION: F UPLIFT CONNECTION` UPLIFT CONNECTIONS cn o co 1 1/2" X 26GA. STRAP Nz 2N tiro H' USE 8-16D NAILS THROUGH DECKING EACH SIDE r_—W/2-lOD NAILS EACH END v IL-ffli Buz ffll ffli ffillwiffi I MIN ffll OR OR o 1 1/2" X 20GA. STRAP W/3-16GA. STAPLES EACH ` : Z i W/4-10D NAILS EACH END ' SFri. Q:� Lij cn 7/12 - 23'-9" WIDE - 25#GSL - 16" O.C. � 0 o UPLIFT CONNECTION BOTH SIDE ; T mz Q w , Q NON-STORAGE RAFTER `, w �� Li Zd mc) W cn� o L-G,cn�L �Z(� 1 1/2" X 26GA. STRAP 7E751 1 Zwad��wocn21o W/2-10D NAIL EACH END - 2 OR�-- GOOD TO 135 MPH WIND SPEED ` W/2-16GA. STAPLES EACH END 7/12 RAFTER CONNECTIONS 08/18!21 THIS TRUSS DESIGN MAY BE USED FOR LESSER SPANS PROVIDED BWA ,/�DERY PAFF� NO MEMBER HAS A GREATER LENGTH AND ALL CONNECTIONS ARE AS SPECIFIED. j�°�' O#7994 TR6 WARNNRR6AVIOLATgNOFARDCLE10. TiEN1'S TO THE BEST OF MY KNOWLEDGE,BELIEF AND PROFESSIONAL JUDGEMENT: TA ®UCATION LAW FOR ANY PH6Q4 TO ALTER ANY I.THIS FACTORY-MANUFACTURED HOME(MH)PLAN HAS BEEN DERIVED FROM A OOCU @H THAT BE41,S THE SEAL OP A FROFESSIpUL SYSTEM SET OF FUJI PLANS APPROVED BY D.O.S.MANUFACTURER'S APPROVAL ENCN�EI UNLESS THE PH50N 6 ACTINO L*M"'THE N0.M000-2020-022.EXPIRATION DATE 7/20/2022,%WCH HAS NOT BEEN Q DEFECTION OF A LIC�PROFESSIMAL ENWIEER MODIFIED IN ANY WAY. ^ 2 THE ENERGY PLANS ARE IN COMPLIANCE WTH THE REQUIREMENTS OF THE ENERGY IL-1 0 C) CONSERVATION CDNSTRUCTION CODE OF NEW YORK STATE. ¢r-N N U C) cn aam'd'Q �L'Y7 LTa v �O O Q c�vWP,w3 1 E J, �0.1 �lwo U 3) 1 1/2"X18" mc):: off vcl�-' ct� n L.V.L. RIDGE BEAM o o I 12 J J J 7 O W J Z Z Z Z n z Li Of LLi> W W W W 01- NY NZ ti 0 0 0 0 0 0 CCN C"i N CN ¢ � � �. CV co CV CD \ \ \ \ \ p CN T� Ln LC) 00 2) 1 1/2"X11 1/4" 2) 1 1/2"X11 1/4"' �' �� cn L.V.L. THRUST BEAM L.V.L. THRUST BEAM N r) o �z m 10" 24'-0" 10" W o T9 U o) w>- �g:Lc)�r` �Z 2c-'J co h'7 W n o . s = z ___j 7/12 - 24'-0" WIDE - 25#GSL - 16" O.C. cn afo => ___j `zf- VAULTED RAFTER 7 7 =LJu w �a `M L-LJ t::I I J 08/18/21 24'-0" 7/12 VAULTED RAFTER THIS TRUSS DESIGN MAY BE USED FOR LESSER SPANS PROVIDED SERIAL I/ORDER, PACE 1. NO MEMBER HAS A GREATER LENGTH AND ALL CONNECTIONS ARE AS SPECIFIED. 0#7994 TR7 WAmMITsavauTONOFARnCEus OFTHEM TO THE BEST OF MY KNOWLEDGE,BELIEF AND PROFESSIONAL JUDGEMENT: MUCATION LAW FOR ANY PERSON TO ALTO ANY 1.THIS FACTORY-MANUFACTURED HOME(NH)PLAN HAS BEEN DERIVED FROM A DOOTl.@lf THAT SEARS TLE BEAL OF A Pte- SYSTEM SET OF FMN PUNS APPROVED BY D.O.S.,MANUFACTURER'S APPROVAL ENGINEER LUESS THE PERSON IS ACTNO LRU9T TFE NO.MDDB-2020-022.EXPIRATION DATE 7/20/2022,W14CH HAS NOT BEEN DDECRON OF A LG848M PROFESSIONAL H 024EM MODIFIED IN ANY WAY. 2.THE ENERGY PUNS ARE IN COL!PIANCE WITH THE REQUIREMENTS OF THE ENERGY F--i 0 0 CONSERVATION CONSTRUCTION MOE OF NEW YORK STATE. ¢ N U cq O M 7N CONNECTION: A-1 USE 10D NAILS @ 2" O.C. �,o �w CONNECTION: A-2 THROUGH PLATES q94 z Z ow 0 �c')zxY �o¢� w� fl fi. N V)------------- 3 1-A35 EACH SIDE OF RAFTER ` 1 1/2" X 26GA. STRAP @ 16" O.C. W/7-10D NAILS EACH END .T OR W/8-16 go STAPLES �I 12 J J J Z J ¢ ¢ ¢ ¢ 7 O w J Z Z Z Z vT rr w w w w w UPLIFT CONNECTIONS USE 16D NAIL AT 19" O.C. 0 0 0 0 0 0 THROUGH PLATE TO FLAT BEAM - "i N 00 N � \ \ \ \ \ p 1-A34 EACH RAFTER 1 1/2" X 26GA. STRAP N M LO U-) 0 W/2-10D NAILS EACH RAFTER OR r W/2-16 go STAPLES (D o=D I- Ls> v' TRUSS BEAM CONNECTIONSLn USE 5) 1/2" LAG SCREWS EACH END m w o � c Nz zo� w cf) x t o 3 = z w cn 7/12 - 24'-0" WIDE 25#GSL 16" O.C. y W,. o C> C mz ¢ Y VAULTED RAFTER =w ¢ J J7f�7 w C/ CD cn�1 0r- C-0 D 0r¢M= M ZwQ� �wo(nlu or`_O GOOD TO 135 MPH WIND SPEED 7/12 VAULTED RAFTER CONNECTIONS THIS TRUSS DESIGN MAY BE USED FOR LESSER SPANS PROVIDED SRU,/ORDER, PAGEr NO MEMBER HAS A GREATER LENGTH AND ALL CONNECTIONS ARE AS SPECIFIED. M - ' O#7994 WARmiT SANoLATIoNoFABDcLEM50FTYEum TO THE BEST OF MY KNOWLEDGE,BELIEF AND PROFESSIONAL JUDGEMENT. EDUCATION LAW FOR ANY PStSCN TO ALTER ANY I.THIS FACTORY-MANUFACTURED HONE(FMH)PLAN HAS BEEN DERIVED FROM A 1 M DOCIAO F THAT ElEARIS TT£SEAT.OF A PRA925SIONAL SYSTEM SET OF FNH PLANS APPROVED BY D.O.S.MANUFACTURER'S APPROVAL ENC213 t L"LESBTIE PERSON 9 ACTINO'"'ER THE NO.'MDO6-2020-022.EXPIRATION DATE 7/20/2022.WHICH HAS NOT BEEN E78ECIION OF A LIC@MW PROFESMNAL E3JO� MDDFIED IN ANY WAY. 2.THE ENERGY PLANS ARE IN COMPLIANCE NTH THE REQUIREMENTS OF THE ENERGY A C> Q CONSERVATION CONSTRUCTION CODE OF NEW YORK STATE. N(-q U O r•Cf1 cn W cin Cj AQ Z �O �, Qoa~ V) 3 to Fn 3 0.787,6 3) 1 1/2"X24" (1) CS18 W/10D NAILS M I = W/ 7 NAILS EACH END L.V.L. RIDGE BEAM RESISTING 3570 LBS. 08/18/21 - W�, L I 1�1 N 7 1`� U > w a a- V) m cif of cn af I)-- (n m 0 o o 12 �7 1`L o W J z z z z Ln Of z L� ()f w w w w w cr- cr_l Er cEf 2) SIMPSON A23 2) SIMPSON A23 EACH SIDE EACH SIDE CD CD 0 < C'4 CN \ \ \ CN \ \ p Er O F-- �� N �w DLCO O K2 5) 1 1/2" x 7 1/4" N� � ~ L.V.L. WIND COLUMN N m I c o III o C.) � NZ NCV ori w 2) SIMPSON A23 c' EACH SIDE zo U � z W BUILDER TO SUPPLY STRAP (" Q w 13-9 TO FOUNDATION TO WITH STAND 3570 LBS o� z o N o � ww o w� oF-N Lila �� wcnwo cn�L crnZt� 27'-6' a¢�Co>¢n�00�4 ZW oo awl o(n oto d0 24'-0" 7/12 VAULTED RAFTER SEXAL I/ORDER I PALE R Txs mmc xu raw T R^}Q,�.1 y� O#7994 S�SIFYS FA K0.Y6YL Nif9YN WAR&O rt IS A NTCLATION OF AROCLE ws OF THE Mrs TO THE BEST OF MY KNOWLEDGE,BEIJEF AND PROFESSIONAL JUDGEMENT: C 0 N N E C T I 0 N: A—1 EDUCATION LAW FON ANY PERSON TO ALTF�ANY 1.THIS FACTORY-MANUFACTURED HOME(FMH)PLAN HAS BEEN DERIVED FROM A T CONNECTION: A-2 DOCUR.ENT TIHAT BEARS TIC SEAL OF A PROFESSMAL SYSTEM SET O-FNH PLANS APPROVED BY D.O.S.MANUFACTURERS APPROVAL ENGINEER LMF33 THE PERSON IS ACING UNDER THE NO.M006-2020-022.E%PIRATION DATE 7/20/2022,WHICH HAS NOT B:LN � DIRECTION OF A LK13MM PBOFESLENf1'�1 MODIFIED N ANY WAY. 2.THE ENERGY PLANS ARE IN COMPLIANCE IMTH TRE REGUIRENENTS OF THE ENERGY 1 1/2" X 26GA. STRAP @ 16" O.C. USE 1-16D NAIL INTO END CONSERVATION CONSRUCTONCODE OFNEW YORKSTATE. Q�MNU �W/2-10D NAILS EACH END (GRAIN EACH END CONNECTION: C CONNECTION: B-1 x¢4 U Y OR Y( r AND a a m USE 1-6D NAILS THROUGH SHEATHING USE 10D NAILS @ 55" O.C. u]^M W/2-16GA. STAPLES EACH END USE 3-16D NAILS EACH END:----- OR o a - THROUGH PLATES �;: � ; 'ALTERNATE"''`., -USE 2-16GA. STAPLES THROUGH SHEATHING64 vU USE 2-8D NAIL EACH END OF 1X4 ¢' u. CONNECTION: A-1/2 N a 3 CONNECTION: B-2 CONNECTION: B-1/2 CONNECTION: CAUSE 1-16D NAILS TOENAILED EACH ENDI W _ AND u 0 12 USE 10D NAILS @ 55" O.C. THROUGH PLATES �I U° CONNECTION: E CONNECTION: E �� _ _ ~ 00.4 USE 1-3/8" BOLT PLUS �' z 2-6D NAILS PER GUSSET EACH SIDE z UPLIFT CONNECTION u a o ------ OR CON N N: is 2-16GA. STAPLES PER GUSSET EACH SIDE 1 1/2" X 26GA. STRAP UPLIFT CONNECTIONS W/2-10D NAILS EACH END � c- (,oq_ n- v) 1 1/2" X 26GA. STRAP W/2-16GA. STOAPLES EACH END O7 0 0 a o 6D NAILS PER GUSSET EACH SIDE W/2-10D NAILS EACH END CONNECTION: D-2 i �� OR — USE 2-16D NAIL THROUGH 6-16GA. STAPLES PER GUSSET EACH SIDE N/2-16GA. STAPLES EACH END CHORD BLOCK / J J J J iL CD w J z z z z af ¢ L� 7/12 - 13'-9" WIDE - 25#GSL - 16" O.C. Of > w w w w Li � � � cr: NON-STORAGE RAFTER GOOD TO 155 MPH WIND SPEED w o o o 0CD Q \ 00 CV 00 CV 01�� 1' 2x6 SYP#2 ��Z—jo 3'-10 1/8" �� c/')rn w> N (D 6 ti 1/2 �:_ co \ m 6 SyQ � 2x4 o M �, �� 2x6 rt O 3 1/i6" 19 SYP#2 7 1/4" U o C7)\��� 2x6 12 OVERHANG N �2„ ¢z ZN o� 6SQ � N N �7 BLOCK w a a N N I 11 7/8' `o 2x6 STP#2 Z U0 GUSSET ' � � c PLATE wo z C '.' O O 10" o z 13'-9" `+ LLJ � ' wcnwo cn�L��a�Z� 7/12 - 13'_9" WIDE - 25#GSL - 16" O.C. '' �� zw¢��wC8c 40 NON STORAGE RAFTER Qs�� /�� 13'-9" 7/12 RAFTER THIS TRUSS DESIGN MAY RE USED FOR LESSER SPANS PROVIDED SERIAL,/MGM I PAM III, NO MEMBER HAS A GREATER LENGTH AND ALL CONNECTIONS ARE AS SPECIFIED. -ga 0#7994 TR9 WARM N IS AVIOLAT70N OF ARTICLE 505 oFTFE NYS TO THE BEST OF MY KNOWLEDGE,BELIEF AND PROFESSIONAL JUDGEMENT: EDUCATION LAW FOR ANY PERSON TO ALTER ANY 1.THIS FACTORY-MANUFACTURED HOMBEEN!E(FHH)PLAN HAS BDEPoVED FROM A CONNECTION: B CN0aA EfT TWIT SEARS IM SEAL OF A PFroFBSIONN- SYSTNM SET OF FMH PLANS APPROVED BY D.O.S..MANUFACTURERS APPROVAL RCNMR UNLESS THE PERSON 0 AC`RNQ UNDER THE N0.M006-202'0-022.EMIRATION DATE 7/20/2022,WHICH HAS NOT BEEN DO R7ECTION OF A LK3MM PROFc5SI0Wil.EMEER MODIFIED IN ANY WAY. O V` ------- 2.THE ENERGY PLANS ARE IN COMPLIANCE WITH THE REQUIREMENTS OF THE ENERGY I�--i �6 CONSERVATION CONSTRUCTION CODE Of NEW YORK STATE Q F- 00 N N U USE 2-16D NAILS TOENAILED THROUGH RAFTER INTO PLATE O'"M \\ PLUS a PQ,M U USE 2-16D NAILS THROUGH PLATE INTO BOTTOM CHORD � CONNECTION: A a o M w 1 1/2" X 20GA. STRAP qs�Z O r y W/2-10D NAILS EACH END Z 0 w!a O 91IN ,�,5r� 2x8 - --__ CONNECTION: A _ OR � z< t2 = 12 W/2-16GA. STAPLES EACH END x w 3 2x4 INSTALLED ON-LINE 7 ,��, 7 N H2.5A ALTERNATE 2xB sTP�2 I 1 ----------- ;" W/ 4 SIMPSON OD NAILS row STRAP ISI w CONNECTION: B I U '° UPLIFT CONNECTIONS UPLIFT CONNECTION �_ o' 1 1/2" X 20GA. STRAP 1 1/2" X 20GA. STRAP � )�W o W/2-10D NAILS EACH END W/2-1 OD NAIL EACH END N ' + OR OR W/2-16GA. STAPLES EACH END W/2-16GA. STAPLES EACH END Y1 - ALTERNATE ALTERNATE + . �xM N HTS16 STRAP SIMPSON HTS16 STRAP m � � � � �-) SIMPSON C SIMPSO 0D NAILS W/24-10D NAILS CONNECTION: A o o o 1 1/2" X 20GA. STRAP W/2-10D NAILS EACH END CF37 .. --- — OR 00061 W/3-16GA. STAPLES EACH EN J J J J p8118/27 CONNECTION: B ALTERNATE o � Q z z z z __ SIMPSON HTS16 STRAP > z 1 W/24-10D NAILS 0�1 > w w w w w USE 2-16D NAILS TOENAILED THROUGH RAFTER INTO PLATE i 0f 0f co� Q:� PLUS i USE 2-16D NAILS THROUGH PLATE INTO BOTTOM CHORD ;' I CONNECTION: A o 0 0 0 2 � CD c, � c,cli c,00 c, 1`r8 31/2 12 N r7 L.L) 00 2n8 SYP$2- _ clf I ------- wF-J O CONNECTION: B ,=D 2x8 n� O rn 55115 cL� K2 12 UPLIFT CONNECTIONS UPLIFT CONNECTION 31/2 - 1 1/2" X 20GA. STRAP 1 1/2" X 200A. STRAP m W/2-10D NAILS EACH END W/2-10D NAIL EACH END cn OR OR L'i o 2x8 SYP(J2 ------- W/2-16GA. STAPLES EACH END / �� n�� W 2-16GA. STAPLES EACH END � �z ACV orsj li ALTERNATE ALTERNATE Lj v) SIMPSON HTS16 STRAP SIMPSON HTS16 STRAP z 1o" s-o W/24-10D NAILS W/24-10D NAILS o O o z n CD � W � z z � N o z 7/12 - 9'-0" WIDE - 25#GSL - 16" O.C. zz Q oo NON-STORAGE RAFTER W~N ~ wzF--JC) U7 CD w (./�Ir-w F— m z zw¢� �wocn�r`�o GOOD TO 135 MPH WIND SPEED 9'-0" 7/12 RAFTER THIS TRUSS DESIGN MAY BE USED FOR LESSER SPANS PROVIDED _ SERIAL ORDER PAGE NO MEMBER HAS A GREATER LENGTH AND ALL CONNECTIONS ARE AS SPECIFIED. � _ 0#7994 TR10 WA 4GrrISAVxxATQNGFAanaEWoFTHsm TO THE BEST OF MY KNOWLEDGE,BELIEF AND PROFESSIONAL JUDGEMENT: .� EDUCATION LAW FOR ANY PERSON TO ALTER ANY 1.THIS FACTORY-MANUFACTURED HOME(FMH)PLAN HAS BEEN DERIVED FROM A DOCLu ENf THAT DENS THE SEAL OF A PROFESSIONAL SYSTEM SET Or FNH PLANS APPROVED BY D.O.S.MANUFACTURER'S APPROVAL ENI UML.MS THE PERSON 19 ACING UHAER THE NO.MD06-2020-022.EXPIRATION DATE 7/20/2022,WHICH HAS NOT BEEN DIECITON OF A LICENSED PROFESSIONAL ENGINEER MODIFIED N ANY WAY. 2.THE ENERGY PLANS ARE IN COMPLIANCE PATH THE REOUIREMENTS OF THE ENERGY A O CONSERVATION CONSTRUCTION CODE OF NEW YDRK STATE. N N U n H GOC a a rL,r In� zr�til-0 = fi7I W U rO-8 1-8—/2—11 <Cl L)�oa W- W 10 3/8" la u f 66 3/4" � � 0 6 1/8° N � ,�.�� ✓ � � 9 5/8" n \ CD D D -� D D � 2, uT n _ N 9 1/4' CHORD BLOCK 7 1/4° CHORD BLOCK 1+NS ^� ) 11 7/8" J J J J 10"OVERHANG BLOCK 11 7/8" / +a /9• GUSSET PLATE 10"OVERHANG BLOCK (D W —j Z Z Z Z GUSSET PLATE 2SSYA�? ? 0- 2x4 g W �Elf LLJ W W W W W 2x4 � *b S�lQ�ti 0��0 2x6 `d, e• O O O (D O O N N N N N 2x6 SYP#2 co Q \ c N 00 N 6'-7 7/16" �2 O N r\-) LL LL N N sl� NJ 9• � i i2 SS�g• J O � 1�1a n i \a S/g• cn 12 m Cn W o C-0 U 0-) 2x8 SYP#2 2xB SYPp2 m0fZ ACV ol"7 w 2x10 2X12 (n z C) U o 10" 13'-9" 11'-3' 10" = z � lyi z 25-0' cn ¢ w O �v z o 7/12 & 9/12 - 25-0" NIDE - 25#GSL - 16" ®.C. z� o STORAGE RAFTER �~N ~ �z� wcnwo cn�L��rnZ� w¢oc�r¢��oo�J Zw'C �w u ID—o 25'-0" 7/12-9/12 RAFTER THIS TRUSS DESIGN MAY BE USED FOR LESSER SPANS PROVIDED .-BED, SERIAL I/ORDER/ PAM AROHEDV NO MEMBER HAS A GREATER LENGTH AND ALL CONNECTIONS ARE AS SPECIFIED. ea 112121. 0#7994 TR11 WAWA001TISAVIOLATIONOFARIICLEwwTHENYS TO THE BEST OF MY KNOWLEDGE,BELIEF AND PROFESSIONAL JUDGEMENT: EDUCATION LAW FOR ANY FERMIN TO ALT ANY 1.MIS FACTORY-MANUFACTURED HOME(FMH)PLAN HAS BEEN DERIVED FROM A DOCLUENT THAT BEARS TFE REAL.OFA PROFESSIONAL. SYSTEM SET OF FMH PLANS APPROVED BY D.O.S..MANUFACTURER'S APPROVAL ENI LR%JMS THE PERSON R ACTING"0"AHE NO.M006-2020-022.EXPIRATION DATE 7/20/2022.WHICH HAS NOT BEEN O DFECMN OF A LXNR43ED PROFESSIONAL ENGIMI MODIFIED IN ANY WAY. ^ 2.THE ENERGY PLANS ARE IN COMPLIANCE NTH THE REQUIREMENTS OF THE ENERGY 1-1�O O CONSERVATION CONSTRUCTION CODE OF NFYI YORK STATE. 00 N N U O cq CONNECTION: A-2 CONNECTION: A-1 ¢ 1 1/2" X 26GA. STRAP @ 16" O.C. USE 2-16D NAIL INTO END CONNECTION: B-1 O0 vW.) ' GRAIN EACH END �-O -W/2-IOD NAILS EACH END AND USE 2-6D NAILS THROUGH SHEATHING ¢�z X U ORR ��O¢ W/2-16GA. STAPLES EACH END ' USE 10D NAILS @ 28" O.C.OCU THROUGH PLATES SE 3-16GA. STAPLES THROUGH SHEATHING a x w cv FW a ALTERNATE 3 USE 2-81D NAIL EACH END OF 1X4 CONNECTION: B-2 'i W 1�= USE 1-16D NAILS TOENAILED EACH END U AND o; USE 10D NAILS @ 28" O.C. THROUGH PLATES 0.4 -- ". ��Wo �I CONNECTION: C � � En � ofN - m - USE 4-16D NAILS EACH END o o o 0 i CONNECTION: E USE 2-16D NAILS z USE 1-1/2" BOLT PLUS O$I1$I21 THROUGH CHORD BLOCK o w J z z z z CONNECTION: A-1/2 � > L` w w w w CONNECTION: D 0-1 w 1 1/2" X 26GA. STRAP \ 6-6D NAILS PER GUSSET AND BLOCK EACH SIDE --- CONNECTION: B-1/2 W/3-10D NAILS EACH END OR CONNECTION: C OR 8-16GA. STAPLES PER GUSSET AND BLOCK EACH SIDE -- W/4-16GA. STAPLES EACH END o 0 0 CN CN c"I 0 0 0 \ \ � \ \ \ .--- Ib �. N � N \ \ \ \ \ 2 � 12 CONNECTION: D-2 (D 7 USE 2-16D NAIL THROUGH cf) CHORD BLOCK m �Ln C:) z 12 zM CD U 8 w CONNECTION: E CONNECTION: F o N L) m T_n '� NZ =cl aFLLJP --'--LEFT SIDE UPLIFT CONNECTIONS -" cn CONNECTION: F UPLIFT CONNECTION z -- - 1 1/2" X 26GA. STRAP MATE LINE o W/2-10D NAILS EACH END 1 1/2" X 20GA. STRAP OR Z W/3-10D NAILS EACH END — W/2-16GA. STAPLES EACH END RIGHT SIDE UPLIFT CONNECTIONS z 1 1/2" X 26GA. STRAP wo z o 7/12 - 25-®�� WIDE - 25#GSL - 16"� O.C. W/2-10D NAILS EACH END o �- OR o w �r UPLIFT CONNECTION \ W/2-16GA. STAPLES EACH END -I--v STORAGE RAFTER /2-10D NAIL EACH END 7/12-9/12 RAFTER CONNECTIONS W C/-)u `� �' rz MATE LINE PER SIDE - - wQ oco Q��o� I---- 7 1 1/2" X 26GA. STRAP Zwwocno� o W OR GOOD TO 135 MPH WIND SPEED W/2-16GA. STAPLES EACH END THIS TRUSS DESIGN MAY BE USED FOR LESSER SPANS PROVIDED SERA.O/ORDER' PAGE(. NO MEMBER HAS A GREATER LENGTH AND ALL CONNECTIONS ARE AS SPECIFIED. `j - 0#7994 TR12 WAM4ID rr6AYloLATIONoFARRcLrusor'leFn'B TO THE BEST OF MY KNOWLEDGE,BELIEF AND PROFESSIONAL JUDGEMENT: EDUCATION LAW FOR ANY PERISM TO ALTER ANY I.THIS FACTORY-MANUFACM2ED HOME(MH)PLAN HAS BEEN DERIVED FROM A _ DOMA. fE THAT SEARS THE BEAL OF A PRCFETSIONAL SYSTEM SET OF MH PLANS APPROVED BY D.O.S.MANUFACTURER'S APPROVAL E3lCINESl LWE.EW THE PERSON 9 ACTINO UNDESR THE NO.M006-2020-022.EnRARON DATE 7/20/2022,WHICH HAS NOT BEEN O DEECIION OF A L.IC[3FID PROFE£Sx)NAL EN074EEi MOD;EED W ANY WAY. �( 12 "'d 2 THE ENERGY PLANS ARE IN COMPLIANCE WITH THE REQUIREMENTS 6 THE ENERGY Q 0 O IiI J �H CONSERVATION CONSTRUCTION MOE OF NEW YORK STATE 2X6 RIDGE BOARD ' U RIDGE VENT& SHINGLE W D W CAPS FIELD INSTALLED >v o -a FLIP RAFTER/TRUSS EXTENSIONS �0 Z X y ARCH ASPHALT SHINGLES OVER 15# FELT PAPER (MIN) N L7a LL ON 7/16"W.S.P. OR BETTER 12 REFERENCE PAGE TR1 &TR2 OF REFER TO RAFTER CALCULATIONS 7 SET FOR SPACING AND SPECIFICATIONS CP�GJ�P�\pC�S10 tp�PF�R u 0' FIXED OR FLIP EAVE OVERHANG ALL WIDTHS - ALL PITCHESICE SHIELD CONSISTING OF AT LEAST TWO WW o LAYERS OF UNDERLAYMENT CEMENTED TOGETHER OR A WATERPROOF MEMBRANE SHALL EXTEND FROM ALUM. DRIP EDGE THE EAVE'S EDGE TO A POINT 24"INSIDE THE U REFER TO RAFTER CALCULATIONS EXTERIOR WALL LINE. 1) 2x6 SUB. W/ALUM. fASCih—��-- '\\-5/8' DBL 2X6 TOP PLATE, STUD GRADE OR 1x6 CEDAR FASCIA COMPRESSION R-38 INSULATION W/VAPOR BARRIER `5/8°TYPE"X"SHEETROCK R-21 HIGH DENSITY INSULATION W/VAPOR BARRIER L` STRIP(CONT.) 2X10 MIN SPF #2 7/16"OSB SHEATHING m a VENTED SOFFIT CEILING GIRDER 2X6 SPF STUD GRADE @ 16"O.C. SH OVER AIR 1/8"THERM-O-PLY OR SETTER FINI 1/2" DRYWALL BARRIER EXTERIOROVER 7/16"AGEN YFIRAATEDDIO HTG MARRIAGE WALL SHEATHING OPTIONAL / CERTAINTEED MAINSTREET DOUBLE 4 PAPER ON EXTERIOR OF THE HOUSE "WATER RESISTIVE BARRIER" PER THE 2020 P,CNYS CLAPBOARD VINYL SIDING z 2X4 SPF#2 @ 16 OC � Z W/ DBL TOP PLATE 1/2"DRYWALL > i d w w 3/4"T&G O.S.B. (GLUED& NAILED) DBL. 2x10 SPF#2 FLOOR PERIMETER 2X10 SPF #2 @ 16" O.C. FLOOR JOIST 2X10 SPF #2 @ 16" O.C. FLOOR JOIST DBL. 2x10 SPF #2 CEILING PERIMETER FN 2X6 SPF #2 @ 16" O.C. CEILING JOIST 2X6 SPF 2 @ 16 O.C. CEILING JOIST w PERIMETER INSULATION 2x2 LEDGER DBL 2X6 TOP PLATE, STUD GRADE Q N N OR JOIST HANGERS5/8"TYPE "X"SHEETROCK R-21 HIGH DENSITY INSULATION W/VAPOR BARRIER Lo rl- 7/16"OSB SHEATHING 2X6 SPF STUD GRADE @ 16"O.C. 1/8"THERM-O-PLY OR BETTER 1/2" DRYWALL EXTERIOR FINISH OVER AIR INFILTRATION = MARRIAGE WALL SHEATHING OPTIONAL aHcr BARRIER OVER 7/16"AGENCY RATED SHTG vJ U CERTAINTEED MAINSTREET DOUBLE 4 0� F CLAPBOARD VINYL SIDING PAPER ON EXTERIOR OF THE HOUSE MATER RESISTIVE BARRIER" r/1 PER THE 2020 RCNYS L"> 2X4 SPF#2 @ 16"OC NL 1/2" DRYWALL o�w W/DBL TOP PLATE N sl i-- GRADE TO SILL PER DBL CAULKING BEAD ENTIRE PERIMETER OF EXT. WALLS LOCAL REQ AREMENTS DOUBLE PERIMETER BAND TOE NAILED TO SILL PLATE 3/4"T&G O.S.B. WITH 16d NAILS @ 6"O.C. ON-SITE BY BUILDER, n (GLUED & NAILED) EXTERIOR SHEATHING FASTENED OVER SILL PLATE& o TOP OF SILL PLATE w MODULE SEAM WITH (1) ROW OF 10d NAILS @ 8"OC (n o ON EACH SIDE OF SEAM BY BUILDER. W J 2X10 SPF #2 @ 16" O.C. FLOOR JOIST 2X10 SPF #2 @ 16" O.C. FLOOR JOIST PLATE SEAL AS REQ'D BY LOCAL OR STATE CODES. U J > o - R-19 INSULATION W/VAPOR BARRIER GRADE 2X6 MIN SP#2 PRESSURE TREATED SILL W n N N (FIELD SUPPLIED AND INSTALLED) 2x2 LEDGER � OR JOIST HANGERS i I (4) 2X10 SPF#2 FLOOR GIRDER BOLTED WITH ANCHOR BOLT OR MIN APPROVED FASTENERCD 1/2"THROUGH BOLTS @ 4' OC ON-SITE BY OTHERS 3/8"X6"x9"MIN U STEEL PLATE Elf w Z .yd cr) Q N ---STEEL SUPPORT COLUMN (SIZED BY OTHERS) �t p __j SEE FOUNDATION PLAN FOR SPACING a o U Z O FOUNDATION WALL, FOOTINGS, DRAINAGE, ETC " r O DESIGNED BY BUILDER PER LOCAL CODES t CO OfQ Y AND LOCAL SOIL CONDITIONS 3 1/2"MIN.CONCRETE FLOOR w W :2j JO �q787 bp 't w Q �y zW o�c~—iW o(n CD REBAR MAY BE REQUIRED LOLLY COLUMN/FOOTING p f p CROSS SECTION /DETAIL yi (PENDING SOIL CONDITIONS) 0p/182 2"MAX. DIA. GRAVEL MIN. 4"THICK VAPOR BARRIER 6 MIL POOVERLAYED 12"LYVAPOR BARRIER, COMPACTED AND LEVELED OFF AT SEAMS sE fiu p/aeaER PACE p (OR PREVIOUSLY UNDISTURBED) t mLcH�O N °R"° " °� O#7994 sm[�•¢n.`aR Pm uo-xL wsaovu O WARa�urzsaVl A7aNOFARncLE95o lT ENra TO THE BEST OF MY KNOWLEDGE,BELIEF AND PROFESSIONAL JUDGEMENT: F ®UOATlON LAW PON ANY PERSON TO ALTER ANY 1.THIS FACTORY-MANUFACTURED HOME(MH).PLAN HAS BEEN DERIVED FROM A DOCUMENT THAT BEARS TEE SEAL OF A PROFESSIONAL SYSTEM SET OF MH PLANS APPROVED BY D.0.5,MANUFACTURER'S APPROVAL er-133T UNLESS TTff PERSON IS ACTINO UNDER 7HE NO.MD06-2020-022:EXPIRATION DATE 7/20/2022.WHICH HAS NOT BEEN Cl DFECTTON OF A LICENSED PROFESSIONAL ENOL MODIFIED IN ANY WAY. 2.THE ENERGY PLANS ARE IN COMPLIANCE TWTH THE REQUIREMENTS OF THE ENERGY Q C:> C) CONS_ERAPON CONSTRUCTION CODE OF NEW YORK STATE. 00 N U O N N - M.--1 Ij P.-4 Q 0 � E/ U CIO) O Q H c��1W0.1W� 2X6 RIDGE BOARD RIDGE VENT&SHINGLE 4,U o CAPS FIELD INSTALLED Y a FLIP RAFTER/TRUSS EXTENSIONS 0'4 °oa s ARCH ASPHALT SHINGLES W° OVER 15# FELT PAPER (MIN) )--1 U) ON 7/16"W.S.P. OR BETTER 12 �I 0 REFER TO RAFTER CALCULATIONS 7 REFERENCE PAGE TR1 &TR2 OF SET FOR SPACING AND SPECIFICATIONS P�cJ�P�p�S m __j FIXED OR FLIP EAVE OVERHANG FEF ALL WIDTHS -ALL PITCHES ICE SHIELD CONSISTING OF AT LEAST TWO z LAYERS OF UNDERLAYMENT CEMENTED TOGETHER O Z OR A WATERPROOF MEMBRANE SHALL EXTEND FROM L� ALUM. DRIP EDGE THE EAVE'S EDGE TO A POINT 24" INSIDE THE w > d REFER TO RAFTER CALCULATIONS EXTERIOR WALL LINE. Elf w 1) 2x6 SUB. W/ALUM. FASCIA -- s (if OR 1x6 CEDAR FASCIA � DBL 2X6 TOP PLATE, STUD GRADE COMPRESSION R-38 INSULATION W/VAPOR BARRIER 5/8"TYPE "X"SHEETROCK R-21 HIGH DENSITY INSULATION W/VAPOR BARRIER 2X10 MIN SPF #2 STRIP (CONT.) 7/16"OSB SHEATHING VENTED SOFFIT CEILING GIRDER 2X6 SPF STUD GRADE ® 16"O.C. 1/8"THERM-0-PLY OR BETTER_____ EXTERIOR FINISH OVER AIR INFILTRATION MARRIAGE WALL SHEATHING OPTIONAL 1/2"DRYWALL BARRIER OVER 7/16"AGENCY RATED SHTG w PAPER ON EXTERIOR OF THE HOUSE "WATER RESISTIVE BARRIER" I-- d- O CERTAIMEED MAINSTREET DOUBLE 4 0 CLAPBOARD VINYL SIDING n PER THE 2020 RCNYS o 2X4 SPF#2 0 16"OC 1/2" DRYWALL W/ DBL TOP PLATE / GRADE TO SILL PER j DBL. CAULKING BEAD ENTIRE PERIMETER OF EXT. WALLS = >_ LOCAL REQUIREMEMS DOUBLE PERIMETER BAND TOE NAILED TO SILL PLATES O 3/4"T& G O.S.B. (— WITH 16d NAILS ® 6"O.C. ON-SITE BY BUILDER. o� C/) } GLUED& NAILED > o ( ) EXTERIOR SHEATHING FASTENED OVER SILL PLATE& TOP OF SILL PLATE MODULE SEAM WITH (1) ROW OF 10d NAILS® 8"OC L() O ON EACH SIDE OF SEAM BY BUILDER. 2X10 SPF #2 @ 16" O.C. FLOOR JOIST X10 SPF #2 @ 16" O.C. FLOOR JOIST N � -r(— PLATE SEAL AS REQ'D BY LOCAL OR STATE CODES. o - R-19 INSULATION W/VAPOR BARRIER 2X6 MIN SP#2 PRESSURE TREATED SILL-/ GRADE (FIELD SUPPLIED AND INSTALLED) 2x2 LEDGER -II OR JOIST HANGERS -109 (4) 2X10 SPF#2 FLOOR GIRDER BOLTED WITH ANCHOR BOLT OR MIN APPROVED FASTENER (n ¢ cfl 1/2"THROUGH BOLTS 0 4' OC ON-SITE BY OTHERS U of 0) 3/$"X6"x9" MIN => F� STEEL PLATE Z 2N o r7 0f u,ay b LLJ STEEL SUPPORT COLUMN (SIZED BY OTHERS) z SEE FOUNDATION PLAN FOR SPACING CD FOUNDATION WALL, FOOTINGS, DRAINAGE, ETC C-) z DESIGNED BY BUILDER PER LOCAL CODES AND LOCAL SOIL CONDITIONS 3 1/2" MIN. CONCRETE FLOOR w # s$ } z Q 1 3 QCD o O REBAR MAY BE REQUIRED LOLLY COLUMN/FOOTING t o N z -mm (PENDING SOIL CONDITIONS) ' t . VAPOR BARRIER 6 MIL W w O Ll 0-z I` 2" MAX. DL4 GRAVEL MIN. 4"THICK POLYVAPOR BARRIER, w Q o�r Q= -0-,J COMPACTED AND LEVELED OFF z w¢o d w o(/)a t\ O (OR PREVIOUSLY UNDISTURBED) OVERIAYED 12"AT SEAMS 08/18/21 VV1 O CROSS SECTION /DETAIL #2 SERAL I/ORDER I PACE k txa aNaL4c xAs mm srmsR�Ms m�Rm AN O#7994 S E WARNI R IS A VIOLATION OF ARTICLE 10.50E T NCB TO THE BEST OF MY KNOWLEDGE,BELIEF AND PROFESSIONAL JUDGEMENT: L EDUCATION LAW FOR ANY PERSON TO ALTER ANY L THIS FACTORY-MANUFACTURED rMHPLANS APPROVED BY PLAN HAS BEEN MANUFACTURER'S FROM A D00.'ddJT THAT BEARS IM SEAL OFA PgOFE890NP1. SYSTEM SET OF FMIi PLANS APPROVED BY 0.0.5.MANUFACTIIRER'S APPROVAL JAN]1 / @40@,1$1.LRd.69 THE PERSON IS AC@IO LRDEH THE NO.MODS-2020-022.EXPIRATION DATE 7/20/2D22,WHICH HAS NOT BEEN Q '� 7 D6{C-CIION OF A LIC@1�PNOF�ONAL E THE E D W ANY WAY. /-� u��\ 2 THE ENERGY PLANS ARE IN COMPiJANQ V4TH THE REOUIREYENTS iXE ENERGY Mei Q CONSERVATION CONSTRUCTION NDE OF NEW YOW(STATE. ¢�N cV U c_1In��+ Ix <.4 U �� sr ,-z.."'O .. 3) 1 1/2"x18" M.L. RIDGE BEAM 7n7 Z V CIO RIDGE VENT & SHINGLE N W 4 u¢ CAPS FIELD INSTALLED ARCH ASPHALT SHINGLES 2X10 j m OVER 15# FELT PAPER (MIN) W ON 7/16" W.S.P. OR BETTER i' 2X2 A&M4I u_ �U1� REFERENCE PAGE TR3 OF SET FOR lL_l!�4 0 u SPACING AND SPECIFICATIONS \I [T�]O �Y ^1 0 u c�P 12 �7 m ¢ FIXED OR FLIP EAVE OVERHANG ALL WIDTHS - ALL PITCHES 5/B" TYPE "X" SHEETROCK ICE SHIELD CONSISTING OF AT LEAST TWO __j R-38 INSULATION W/VAPOR BARRIERLAYER �O z S OF UNDERLAYMENT CEMENTED TOGETHER OR A WATERPROOF MEMBRANE SHALL EXTEND FROM N ¢ ALUM. DRIP EDGE THE EAVE'S EDGE TO A POINT 24" INSIDE THE w > a EXTERIOR WALL LINE. 0fw 1) 2x6 SUB. W/ALUM. FASCIA--�� OR 1x6 CEDAR FASCIA 2) 1 7/2°x11 1/4" M.L. THRUST BEAM DBL 2X6 TOP PLATE, STUD GRADE COMPRESSION R-21 HIGH DENSITY INSULATION'W/VAPOR BARRIER VENTED SOFFIT STRIP (CONT.) 7/16" OSB SHEATHING 2X6 SPF STUD GRADE ® 16" O.C. EXTERIOR FINISH OVER AIR INFILTRATIONui N N BARRIER OVER 7/16" AGENCY RATED SHTG o\ CERTAINTEED MAINSTREET DOUBLE PAPER ON EXTERIOR OF THE HOUSE "WATER RESISTIVE BARRIER" o Ln 4 CLAPBOARD VINYL SIDING PER THE 2020 RCNYS I 1/2" DRYWALL }- DBL. CAULKING BEAD ENTIRE PERIMETER OF EXT. WALLS � GRADE TO SILL PER �_ 'O LOCAL REQUIREMENTSo� � DOUBLE PERIMETER BAND TOE NAILED TO SILL PLATE cn Ls 3/4"T & G O.S.B. WITH 16d NAILS ® 6" O.C. ON-SITE BY BUILDER. a> o (GLUED & NAILED) EXTERIOR SHEATHING FASTENED OVER SILL PLATE & NLn CD MODULE SEAM WITH (1) ROW OF 10d NAILS @ 8" OC a z } 2X10 SPF #2 ® 16" O.C. FLOOR JOIST 2X10 SPF #2 @ 16" O.C. FLOOR JOIST ON EACH SIDE OF SEAM BY BUILDER. PLATE SEAL AS REQ'D BY LOCAL OR STATE CODES. o R-19 INSULATION W/VAPOR BARRIER 2X6 MIN SP#2 PRESSURE TREATED SILL _ GRADE m (FIELD SUPPLIED AND INSTALLED) 2x2 LEDGER lwi OR JOIST HANGERS7T U (4) 2x10 SPF#2 FLOOR GIRDER BOLTED WITH ANCHOR BOLT OR MIN APPROVED FASTENER 51 a} oLn '• 1/2"THROUGH BOLTS ® 4' OC ON-SITE BY OTHERS w NZ zCV ori 3/8"X6"x9" MIN r� STEEL PLATE CD U o STEEL SUPPORT COLUMN (SIZED BY OTHERS) Z SEE FOUNDATION PLAN FOR SPACING :. z Q FOUNDATION WALL, FOOTINGS, DRAINAGE, ETC . N DESIGNED BY BUILDER PER LOCAL CODES ¢ AND LOCAL SOIL CONDITIONS 3 1/2" MIN. CONCRETE FLOOR 4. w� Z ZO " + w ¢ _J 71;7' _ w O o o7 Cy Z cn cn L�z d' o� �'�"�' l wV7w0 (n�L�c6�zl� REBAR MAY BE REQUIRED o uo �tI o LOLLY COLUMN/FOOTING (PENDING SOIL CONDITIONS) z VAPOR BARRIER 6 MIL 2" MAX. DIA. GRAVEL MIN. 4"THICK POLYVAPOR BARRIER, 08/18/21 CROSS SECTION /DETAIL #3 COMPACTED AND LEVELED OFF OVERLAYED 12"AT SEAMS (OR PREVIOUSLY UNDISTURBED) SERAL B/ORDER A PACE J: Txs aranroc Ivs eax Iea LllIR1C,FU LRWI AN APPR°"° O#7994 S 3 5121[45°R PFA YO°FL P14gTYl1 WAWiNRrTISAVIOLATIONOFARRCLETASOPI NY3 TO THE BEST OF MY KNOWLEDGE,BELIEF AND PROFESSIONAL JUDGEMENT: ®UCAATION LAW POR ANY PERSON TO ALTO ANY 1.THIS FACTORY-MANUFACTURED HCME(FMH)PLAN HAS BEEN DERIVED FROM A ' DOOLAM F THAT BEAREI 11E SEAL OF A PFIC,14 NAL. SYSTEM SET OF FMH PLANS APPROVED BY O.O.S.MANUFACTURER'S APPROVAL e=EM TIMELESS 11E PSISON IS ACTINO UMM THE NO.M006-2020-022.EYPIRABON DATE 7/20/2022,W1CCR HAS NOT BEEN O DFECTTCN CF A L.ICIMM FRDFESWJAL ENOINEER MODIFIED W ANY WAY. 2.THE ENERGY PLANS ARE IN COMPLIANCE WITH THE REQUIREMENTS OF THE ENERGY A O O CONSERVATION CONSTRUCTION CODE OF NEW YORK STATE. N N U O~M��+ P'Q-4 U a��Mv xD�o� Z�WtnZO In Nwa.,w3 PROTECTION OF OPENINGS IN WIND BORNE DEBRIS REGIONS PER SECTION R301.2.1.2, NOT PROVIDED BY ICON 'AI W E I�I EGRESS WINDOWS -I U 00.1 :5 DOOR AND WINDOW SCHEDULE WINDOWS CLEAR OPENING CLEAR OPENING DESCRIPTION ROUGH OPENING AREA LIGHT WIDTH EACH HEIGHT EACH VENT U-FACTOR SHGC QTY TOTAL AREA 7D 7700 SERIES AWNING 3015AW 36 1/2" X 17 1/2" 4.44 2.2 32.000 6.750 1.50 0.28 0.22 1 4.44 7D 7700 SERIES AWNING 3020AW 36 1/2" X 24 1/2" 6.21 3.6 0.000 0.000 1.50 0.27 0.33 1 6.21 m 2 7D 7700 SERIES CASEMENT 2835CA 32" X 41 1/2" 9.22 6.0 0.000 0.000 5.80 0.27 0.33 3 27.66 7D 7700 SERIES DOUBLE HUNG 2421ODH 30 1/8" X 37 1/2" 7.85 5.1 25.562 14.562 2.60 0.29 0.39 1 7.85 *7D 7700 SERIES DOUBLE HUNG 304.6DH 38 1/8" X 57 1/2" 15.22 11.2 33.562 24.562 5.70 0.29 0.39 12 182.64 *7D 7700 SERIES DOUBLE HUNG 3056DH 38 1/8" X 69 1/2" 18.40 13.9 33.562 30.562 7.10 0.29' 0.39 8 147.20 7D 7700 SERIES PICTURE TRAPEZOID #1 73 9/16" X 42 15/16" 10.97 18.1 0.000 0.000 0.00 0.27 0.41 2 21.94 7D 7700 SERIES PICTURE TRAPEZOID #2 37 11/16" X 68 3/8" 15.03 18.1 0.000 0.000 0.00 0.27 0.41 2 30.06 z TOTAL AREA: 428.00 0 w Qf w EXTERIOR DOORS CLEAR OPENING CLEAR OPENING DESCRIPTION ROUGH OPENING AREA LIGHT WIDTH EACH HEIGHT EACH VENT U-FACTOR SHGC QTY •TOTAL AREA 7D 7700 SERIES SLIDER PATIO DOOR PD776068 71 3/4" X 80 1/4" 39.99 31.3 0.000 0.000 15.80 0.29 0.37 2 79.98 THERMA-TRU (SINGLE DOOR) 3068 (<50% GLASS) 38 3/8" X 82 1/2" 21.99 5.5 33.313 79.250 18.34 0.25 0.17 1 21.99 THERMA-TRU (SINGLE DOOR) 3068 (>50% GLASS) 38 3/8" X 82 1/2" 21.99 9.8 33.313 79.250 18.34 0.29 0.27 1 21.99 CN THERMA-TRU 3068 (< 50% GLASS) 38 1/2" X 82-1/8" 21.96 0.0 0.000 0.000 20.00 0.17 0.01 2 43.92 L1J -- THERMA-TRU 3068 (FIRE) 37 1/8" X 81 1/8" 20.92 0.0 0.000 0.000 20.00 0.17 0.01 1 20.92 Q N oN TOTAL AREA: 188.80 � LnLn o c��> w Ln o a� K2 w N m W o v 0-3 of Nz zNo� w rn C) C> � z c a _ 153. o z o CD m� Q Q �W Q Y d o w day y�g w Cn u O Z I� o m J 108/1812 � ZWQ��WoU7 � O o � v8/1$/2� DOOR &WINDOW SCHEDULE SMIM-g/ORDER F PACE¢. 1X15&MPG XIS BEFA 0#7994 DWS SISRNS IN GLR YmFI IPPROVAt I.ea WAAl OrrISAVO.ATIONOFARnCEUSWT1Ews TO THE BEST OF MY KNOWLEDGE,BELIEF AND PROFESSIONAL JUDGEMENT: ') EDUCATION LAW FOR ANY PERSON TO ALTER ANY 1.THIS FACTORY-MANUFACTURED HOME(FMH)PLAN HAS BEEN DERIVED FROM A 'DOCUMENT THAT BEARS THE SEAL OF A PROFES90NAL SYSTEM SET OF FMH.PLANS APPROVED BY D.O.S,MANUFACTURER'S APPROVAL WATER HAMMER ARRESTER TO BE INSTALLEDALL WATER LINES FROM STUBS TO FIXTURES AND MAIN WATER LINES DASHED ARE TO ENGNET�w+ESS T�PESO RN ACFM CER TMg NO.MWS-2D20-022.EXPIRADON DATE 7/20/2022,WHICH HAS NOT BEEN D61ECilON OF A LICH� � INNIFCNAL EMYMffiiUODEIED BY ANY WAY. 2.THE ENERGY PLANS ARE IN COMPLIANCE WIN THE RVIUREMENTS OF THE ENERGY ON DISHWASHER, ICE MAKER, AND WASHER BE SUPPLIED AND COMPLETED ON-SITE BY OTHERS AND SUBJECT TO LOCAL INSPECTION CONSERVATION CONSTRUCTION CODE OF NEW YORK STATE Co O IN CONFORMANCE WITH ASSE 1010. N N u WATER LINES IN 1ST & 2ND STORY WALLS(STUBBED THROUGH WALL) AND WATER LINES d c U WATER HEATER = ON-SITE BY OTHERS IN 2ND STORY FLOOR (HORIZONTALS IN FLOOR) TO BE COMPLETED IN FACTORY. p.m Q >o_W "o� TUB LAV 0/ v In O 0 WCn T T Of)�z0Q T/z•--� I — — — — --- —.— — — --- --- — — — —'—'—'— — — —.— —' i—�N-91-,3/4 �n— WATER CONN. I W I IUB I 0�JD o, I boa KIT KIT 3/4• j_3/4• FTS ICE SINK SINK I LAV SHOWER WO WASHER UTILITY LAV SHOWER w r O �7 v y y y WO y I I DWJ I T11 1 �',`�`�. 7 1/2--1 '/2 — I /2 JI 1/2. t/x.- 1/2• T/x.--�T /2" T/x.—rt1/2• 1 1/2• 1/2• t/2•� i/2' ttOm ISA � �` ed - - - - - --- - - -'- r- r -r - - -I - - -'-/2• ON-SITE WATER LINES - r d (/0 12 IZ cn WATER SUPPLY LAYOUT TO ON-SITE WATER HEATER2 fi INDICATES COLD WATER SUPPLY +� +.' �,� " ---------INDICATES HOT WATER SUPPLY J J J J Z J Q Q Q Q LIJ J z z Z z z ` �� w . :s _..._ W W LxJ LTJ W L Of Of 08/18/21 TABLE P2903.2 OF THE 2020 RESIDENTIAL CODE OF NEW YORK ROOF EXTENSION VENTS INSTALLED ON-SITE ROOF EXTENSION VENTS INSTALLED ON-SITE ROOF EXTENSION VENTS INSTALLED ON-SITE o 0 0 0 0 0 BY OTHERS SEE PAGE PL2 NOTE#21 BY OTHERS SEE PAGE PL2 NOTE 1'21 BY OTHERS SEE PAGE PL2 NOTE#21 PLUMBING FIXTURE MAXIMUM FLOW RAE FOR ADDITIONAL INSTRUCTIONS FOR ADDITIONAL INSTRUCTIONS FOR ADDITIONAL INSTRUCTIONS LTJ N N N N N N I SUBJECT TO LOCAL INSPECTION SUBJECT TO LOCA_INSPECTION SUBJECT TO LOCAL INSPECTION — \ \ \ \ OR FIXTURE FITTING OR QUANTITY ¢ 00 a N 00 N LAVATORY FAUCET 1.5 qpm AT 60 psi I 3 VENT I 3'VENT �3 VENT I—3•VENT N o SHOWER HEAD INCLUDING A HANDHELD SHOWER SPRAY 2.0 gpm AT 80 psi THRU ROOF THRU ROOF HRU ROOF l THRU ROOF n SINK FAUCET 2.2 gpm AT 60 psi WATER CLOSET 1.28 GALLONS PER FLUSHING CYCLE` r FOR SI: 1 GALLON = 3.785 L, 1 GALLON PER MINUTE = 3.785 L/M, 1 POUND PER SQUARE INCH 6.895 kPA wj cn a. A HANDHELD SHOWER SPRAY SHALL BE CONSIDERED TO BE A SHOWER HEAD o a� N c5 t- b. CONSUMPTION TOLERANCES SHALL BE DETERMINED FROM REFERENCED STANDARDS. c. THE FLUSH VOLUME FOR A DUAL-FLUSH WATER CLOSET IS DEFINED AS THE COMPOSITE, AVERAGE uy FLUSH VOLUME OF TWO REDUCED FLUSHES AND ONE FULL FLUSH ;;;. m ''/2- 2 Y 2. (n co ALL ITEMS DASHED ARE TO BE SUPPLIED AND COMPLETED m _ _ _ _ _ x _ _ _ n;>> _ _ Ig— _ _ _ _n�a �_ J —•� — __ _ _ — — — — — .—.—.— —� THRU ROOF .— — — —.—.—.—.— — — —.— RU ROOF Q��Lo ON-SITE BY OTHERS AND SUBJECT TO LOCAL INSPECTION Y -- T ---x � �z NN�o� ON-SITE 2' ¢ON-SITE 3• ON-SITE 3' N-SITE 2' , 1 LLJ VENT CONN. VENT CONN, VENT CONN. VENT CONN. 1 1/2• O Y Y Y U VENT PIPES IN WALL AND SECOND STORY DRAINS Z TO BE COMPLETED IN FACTORY. z w z Q N O � 9NK WASHER W U z O SEE PAGE CV FOR ALL ADDITIONAL PLUMBING ITEMS t t/x o z- .uvrt . umra =m 2 Q THAT ARE COMPLETED ON-SITE AND REQUIRE LOCAL INSPECTION r "/x r "" w ¢ _j` d z - -�Y- z wo UD rr-OIzM ZF� z 3 2 r x oHRY - YC fix. - -________a _-_________=_______r________z_____ _ _______________________ ____? ____°L__? _______ z W¢�cr~—.T W o(nlo =O ______________ _______ TO YA!Y SEWER NOTES: Pm Fm N.. PIPING SUPPORT: DWV 4'-0" O.C. VER. / 3'-0" O.C. HOR. �I...BIMMMT 1. KITCHEN SINK WHICH ARE 2" DIA. PLUMBING LAYER 2. ALL TRAP SIZES ARE 1 1/2" DIA. EXCEPT SHOWER, WASHER AND 3. THIS HOME IN NOT IN AN AREA REQUIRING FROST CLOSURE PROTECTION PER P3103.2 OF 2020 RCNYS THISBUILD FROM ABEAEN PPROVEO SERIAL I/ORDER/ PACE{: SYSTEMS OR PER MODE L IMO#7994 APPROVAL P L1 A METHOD BRACE WIND SPEED BRACE WALL CONTINUOUS SHEATHING EXPOSURE/HEIGHT FACTORS ROOF EAVETO RIDGE NUMBER OF BRACE WALL REDUCTION LENGTH REQUIREMENTS FOR FULL HEIGHT TYPE WALL <140 LINESPACING REQUIRED R602.10.3(1) EXPOSUREC R301.2(2) HEIGHT 8.5 FT R602.10.3(2) WALL LINES FACTOR BRACE WALL PANELS WITH SHEATHING PROVIDED p LINE 1.2 0.9 1 CONTINUOUS SHEATHING ¢00 C:> N OU CS-WSP 24 BRACE WALL#1 20 5.000 5.000 X 1.2 = 6.000 6.000 X 0.9 = 5.400 5.400 X 1.00 = 5.400 5.400 X 1.00 = 5.400 27" 17.58 Feet O""cn 5-' CS-WSP 20 BRACE WALL#2 24 5.800 5.800 X 1.2 = 6.960 6.960 X 0.9 = 6.264 6.264 X 1.00 = 6.264 6.264 X 1.00 = 6.264 27"/35" 10.00 Feet 4Q CS-WSP 24 BRACE WALL#3 20 5.000 5.000 X 1.2 = 6.000 4.800 X 0.9 = 5.400 5.400 X 1.00 = 5.400 5.400 X 1.00 = 5.400 35 " 13.42 Feet Gl?o C, CS-WSP 20 BRACE WALL#4, 24 5.800 5.800 X 1.2 = 6.960 6.960 X 0.9 = 6.264 6.264 X 1.00 = 6.264 6.264 X 1.00 = 6.264 27" 8.67 Feet x O p CS-WSP 30.5 BRACE WALL#5 32 13.800 13.800 X 1.3 = 17.940 17.940 X 1.0 = 17.940 17.940 X 1.00 = 17.940 17.940 X 1.00 = 17.940 35 " 17.25 Feet Q P4 W) CS-WSP 32 BRACEWALL#6 33 14.200 14.200 X 1.3 = 18.460 18.460 X 1.0 = 18.460 18.460 X 1.00 = 18.460 18.460 X 1.00 = 18.460 27"/35" 17.75 Feet Q Z X CS-WSP 36.583 BRACE WALL#7 32 13.800 13.800 X 1.3 = 17.940 17.940 X 1.0 = 17.940 17.940 X 1.00 = 17.940 17.940 X 1.00 = 17.940 35 " 26.17 Feet 1.0 0 w CS-WSP 32 BRACEWALL#8 33 14.200 14.200 X 1.3 = 18.460 18.460 X 1.0 = 18.460 18.460 X 1.00 = 18.460 18.460 X 1.00 = 18.460 27"/35" 18.67 Feet cV W 0.1 CS-WSP 72 BRACEWALL#9 26.667 6.333 6.333 X 1.2 = 7.600 7.600 X 0.9 = 6.840 6.840 X 1.00 = 6.840 6.840 X 1.00 = 6.840 27/35" 55.08 Feet V' CS-WSP 29.5 BRACE WALL#1C 27 6.400 6.400 X 1.2 = 7.680 7.680 X 0.9 = 6.912 6.912 X 1.30 = 8.986 8.986 X 1.00 = 8.986 27 " 25.00 Feet CS-WSP 72 BRACEWALL#11 26.667 6.333 6.333 X 1.2 = 7.600 7.600 X 0.9 = 6.840 6.840 X 1.00 = 6.840 6.840 X 1.00 = 6.840 27"/35" 29.75 Feet ; w CS-WSP29.5 BRACE WALL#12 45 10.000 10.000 X 1.2 = 12.000 12.000 X 0.9 = 10.800 10.800 X 1.30 = 14.040 14.040 X 1.00 = 14.040 27 " 14.83 Feet CS-WSP 29.5 BRACE WALL#13 45 10.000 10.000 X 1.2 = 12.000 12.000 X 0.9 = 10.800 10.800 X 1.30 = 14.040 14.040 X 1.00 = 14.040 35 " 25.42 Feet I U o rc waTown lT TSAVIOLmm�aP,wncLB 155 op TFe NiH TO THE BEST OF MY KNOWLEDGE,BELIEF AND PROFESSIONAL JUDGEMENT: U 24'-O" ETNI =A!LAW FO AUYFssaNTO ALT RANY 1.iWS FACIORY-MANUFACTURED HDME(FWI)PLAN HAS BEEN DERVED FROM A cl DOCW IHAT� ARiOF6S1]N4L SYSTEM 5'_T OF FMR PLANS APPROVED BY D.0.5,W FACTURER'S APPROVAL 14'-6" BRACE WALL #,'1 � L�+� NO.M.DDB-2020-022 EPIRATON DATE 7/20/2072,WHICH HAS NIH BEEN �a .� D6�CfILW OF AL PROFESSIONAL E NDTT�M MODIFIED IN ANY WAY. p 2 1HE ENERGY PLANS ARE IN COMPLIANCE WITH THE REQUIREMENITS OF THE ENERGY 12'-8' 2'-6" 2'-5 CONSERVATION CUdSIRUCTIOA CODE a NEN YORK STATE. F IIII i -_ HORIZONTAL BLOCKING WILL BE INSTALLED L r r Q Tui i .........................__:..:._............_,.._........_..................._.............. .......... ........... _...... _.............._ �� WI 1 C:iriva�vl%a�v1OW x. Ii 7. Aa0 cxv® s Ov[x¢lac uL rz r¢erw 0... co UI 'J II i J ® mmea u of af /) of Crf (n TAI' i �¢ < waw m 7 0 CD G6 i W I DI � U w�avam I U I WI wa C:) MI Y N m I nIl i m I III i A w of i iiii i �• p .. „";q�e10 .°,..ro.m LH " 13'-5" BRACE WALL� #3, LSM I � GI' i 4 '' J J J J I I z � o LJ _J z z z z r4'-101 0. v� � -T i i y Li c z_ in I IIIW Li ID 1 Ipm v.LYL 11EIDLN p I N L.J cr: 01- cr_ orf a � m �a 1 13'-9" I 1 g'-g" 3'-8" tp 1 1 1 -17'-3" BRACE WALL #5 a.�..� 1 o0 IN I 00 ih i O O O O O O LLJ N POI..1l 33'-7" C) m I T N r) LCA LCA 00 I ii U M 36'-7" < cn O o= ~ C, > c/') x•1• i � iii j 26'-4" BRACE W27; U N �i`-_~ 1 61-01, 3'-4" i I jIK e\i AXYY ' _ 6'- 6 4'-0" 10" 3-4" 14'-1" WALL iT LL 1#95RACE ' o�O cZOOF(UQzn�- Z� imJn L�L7 �z 0) ;5 CN a r7C 17 cn <w < � x€ - 4m4 - �•- w m 10 01 Ln Z O C OI .3ww17. �p ---------- ---------------------- -- ___ ------------------------------- ----- `:`.•I..(,•m W Ir- -- --------------- --------------------------- in•- ,^ �:s z W¢c W o(n O I IY_11 08/18/21 21'=T,2'-3i 3'-7" 3'-7" 1ST STORY SHEAR WALLS 45-0" 27'-0" SCRAL 0/ORDER/ PAGE(: r 29'-9" BRACE WALL #11 Imsw�AD��" 72'-0" �] e °� 0#7994 swi METHOD BRACE WIND SPEED BRACEWALL CONTINUOUS SHEATHING EXPOSURE/HEIGHTFACTORS ROOF EAVE TO RIDGE NUMBER OF BRACE WALLREDUCTION LENGTH REQUIREMENITS FOR FULL HEIGHF ® R uw °F > Nre TO THE BEST OF MY KNOWLEDGE,BELIEF AND PROFESSIONAL JUDGEMENT: A TYPE WALL <140 UNESPACING REQUIRED 860210.31 EXPOSURIC R3OL2 2 HEIGHT &58 FT R602.10.3 2 WALLUNES FACTOR BRACE WALL PANELS WITH SHEATHING PROVIDED DOQ.N7JFDZATK)N THAT BFJ R4 TE SEALERSON OF ARALTr�IONAL I THIS FACTORY-MANUFAC111RE0 HQVE(MM)PLAN HAS BEEN DERIVED FROM A R607-10.3(1) C I I SYSTEM SET OF FMH PLANS APPROVED BY OAS..MANUFACNRER'E A➢PROVAL C l.T6.6S THE PEF-S N IS ACTINO UNOEATE NO.M006-2020-022.EXPIRATION DATE 7/20/2022,WHICH HAS NOT BEEN UNE 1.2 0.9 0.95 CONTINUOUS SHEATHING DI1EOMM OF A LJCEN9®PROFIS3KKJAL ENGW:ER MODIFIED IN ANY WAY. C) 2.THE ENERGY PLANS ARE IN COMPLIANCE WITH THE REQUIREMENTS OF THE ENERGY Q�O Q CS-WSP 27.5 BRACE WALL#1 20 5.000 5.000 X L2= 6.000 6.000 X 0.9 = 5.400 5.400 X 1.00 = 5.400 5.400 X 0.95 = 5.130 27 27.50 Feet CONSENERGYN PLANS ARE CODE OF NEW YORK STATE. ¢1-N N U CS-WSP 20 BRACE WALL#2 27.5 6.500 6.500 X L2= 7.800 7.80D X 0.9 = 7.020 7.020 X 1.00 = 7.020 7.020 X 0.95 = 6.669 27° ]2.17 Feet O N M- CS-WSP 27.5 BRACE WALL 43 20 5.000 5.000 X 1.2= 6.000 6.000 X 0.9 = 5.400 5.400 X 1.00 = 5.407 5.400 X 0.95 = 5.130 27" 27.50 Feet Q 4.--I U CS-WSP 20 BRACE WALL#4 27.5 6.500 6.500 X 1.2= 7.800 7.800 X 0.9 = 7.020 7.020 X 1.00 = 7.020 7.020 X 0.95 = 6.669 27" 12.17 Feet a a� M O Q+ Cn Y9-I�j o r,W W� �O r-------------------- ------------------- '��0 I 1--- ku �p p 0 I I N W a w I I I I I I I I I I I I I I I i �H I I �jU I I I"V O..1 I I v �lw0 I � I 1 I 1 H- I N I I U L-____ _____________ ------J________--_-_____-_- I ' I ' I 1 I i I r m Q I I m Q I 27'-6" BRACE WALL #1 I I I iI I I i I I J (D z L 'N- N, W W j I I P m W I m I �t I N � I � I J I J J I J Q O I I f--LLJ W p I WC14 c"i Q \ \U .-__________�_____1 U N ._.... .... ._. .._.._ .... Q Q N O m _ _ m o \ \ N � � N cn I N R\ N O r__________________J_ __-_______ ____________________________, p� f- O 27'-6 BRACE WALL #3 cn I I W ¢o Cfl _ i �2 -------------------------------------------------------------------- -----------------------------------------iLLJ t-Z zN ol"� n n N Ln 6 ' .'.•" O Z 3 L------------------------------------------� O CD ------------- ' ' m 0- Q Irl Lz H, t• w -< -Mi -i o L-----------------1------------------ HORIZONTAL BLOCKING WILL BE INSTALLED 2ND STORY SHEAR WALLS MIMMUM Y-D ULTIMATEOFSIGN W IND SP®Voll YllMMUM NAIL -RAL MINIMUM NDM1IINAL MAIUMUM WALL PANEL MILLING SPAQNG IMPHI SERAL I/ORDER I PAGE I: PAN3 TIROtN65 STUD DPAONG 5� PENETRATION PAN65PAN D��) DNCIESI FIIGE6 FIB.D OS R CAT ImOr�tl RATIG RNCHB C.C. RNCHB D.RI B P c D iM6 BNLNG 1U.5 ERM 1, //�� 6 t3 1N 9 110 u5n1F�YCI5L9 Pq YµWR�IFR�OVA; 0#7994' RDSD,i19T 'G 3 6 iW D vs w6 TMD G 1� lro D lu RGh6191 2A t3 ta0 ttG t10 WARD,l0ITISAVIOLATMNOFAROCLERASOI- ENYS TO THE BEST OF MY KNOWLEDGE,BELIEF AND PROFESSIONAL JUDGEMENT: E EDUCATION LAW FOR ANY FERSON TO ALTER ANY 1.THIS FACTORY-MANUFACTURED HONE(FNH)PLAN HAS BEEN DERIVED FROM A �THAT BEARD THE SEAL OF A PROFS . SYSTEM SET OF{MH PLANS APPROVED BY O.O.S.MANUFACTURER'S APPRDVAL E?41NEE R,VA.ESS TFE PERSON 19 ACTINO UNDER THE NO.NDO6-2020-022.E%PIRATION DATE 7/20/2024.WRCH HAS NOT BEEN rJ D6ECITON OF A UCE35M PROFE5910NAL E3A4ffiR MODIFIED N ANY WAY. 2.THE ENERGY PLANS ARE IN COMPLIANCE WiTM THE REQUIREMENTS OF THE ENERGY CONSERVATION CONSTRUCTION CODE OF NEW YORK STATE. ¢ N NU O - In �+ P;¢4-"U gar Manual J Table SA Default Air Change Values for Three or Four Exposures ¢ z Nwa.lu"3 Default Air Change for Single Story Construction 3 N R� 1M1 Construction Air Changes per Hour - Heating Infiltrations �H CFM for One U Floor Area of Heated Space (SgFt) Fireplace ' 900 or Less 901 to 1500 1501 to 2000 2001 to 3000 3001 or More �� N Tight 0.21 0.16 0.14 0.11 0.10 0 �I U Semi-Tight 0.41 0.31 0.26 0.22 0.19 13 a- co a_ a- N m Of ctf (n Tz of (n Average 0.61 0.45 0.38 0.32 0.28 20 Semi-Loose 0.95 0.70 0.59 0.49 0.43 27 Loose 1.29 0.94 0.80 0.66 0.58 33 1) For one additional fireplace, add 7 CFM to the above fireplace values. For two or more additional fireplaces, add 10 CFM (total) to the above. z __JQ C) LLI z z z z 2020 RCNYS Table M1505.4.3(1) www w w � ui ui CONTINUOUS WHOLE-HOUSE MECHANICAL VENTILATION SYSTEM AIRFLOW RATE REQUIREMENTS DWELLING UNIT NUMBER OF BEDROOMS FLOOR AREA 0 - 1 2 - 3 4 - 5 6 - 7 > 7 000000 (square feet) cc CN Airflow in CFM o \ N � � � -7- o 00 < 1,500 30 45 60 75 90 N �' Ln �' 1,501 - 3,000 45 60 75 90 105 3,001 - 4,500 60 75 90 105 120 �J o Cn 4,501 - 6,000 75 90 105 120 135 � oM� 6,001 - 7,500 90 105 120 135 150 > 7,500 105 120 135 150 165 For SI: 1 square foot = 0.0929 m2, 1 cubic foot per minute = 0.0004719 m3/s. wco � Nz0Nor7 w C/-) Construction: Semi-Tight o 1st story area: 2643.08 SOFT 1st story ceiling height: 9 FT Elf w 2nd story area: 550 SOFT $ Cn z w 2nd story ceiling height: 8 FT zo Total building area: 3,193.08 SOFT ' *� ., ozo zo Total building volume: 28,187.72 CUFTQ Air change/hour: 0.25 ACH . w`J s o o (f)w o cn (ACH x Volume 60 min: 117.45 CFM Provided - Supply OK It=I I ' / PPY c. Zwad wg(nol�_o CFM required*: 90 CFM 4 *Per 2020 RCNYS Table M1505.4.3(1) ? " + WHOLE HOUSE VENTILATION Whole house ventilation exhaust is provided by a continuous bath fan. See electrical plan for the identified fixture location and size. �Wu°/DRDeR° PAGE g. Location: BATH#1 �8T8/21 DQM�O4 NY ���"""��"°" 0#7994 WHV ga -Web Software Generated by EScheck Compliance Certificate s�` r Project 0#7994 K• " Energy Code: 2018 IECC ' Location: Greenport, New York } Construction Type: Single-family Project Type: New Constructions Conditioned Floor Area: 3,310 ft2 t7xif Glazing Area 16% Climate Zone: 4 (5572 HDD) Permit Date: Permit Number: OS-- 8/21 Construction Site: Owner/Agent: Designer/Contractor: 460 MARION LANE EAST END CONSTRUCTION ICON LEGACY CMH EAST MARION, NY 11939 SERVICES 246 SAND HILL RD 150 WATERVIEW DR. SELINSGROVE, PA 17870 SOUTHOLD, NY 11971 Compliance: 10.1%Better Than Code Maximum UA: 552 Your UA: 496 Maximum SHGC: 0.40 Your SHGC: 0.37 The%Better or Worse Than Code Index reflects how close to compliance the house is based on code trade-off rules. It DOES NOT provide an estimate of energy use or cost relative to a minimum-code home. Envelope Assemblies Ceiling 1: Flat Ceiling or Scissor Truss 2,161 38.0 0.0 0.030 0.026 65 56 Ceiling: Cathedral Ceiling (no attic) 480 38.0 0.0 0.027 0.026 13 12 Wall 1:Wood Frame, 16" o.c. 3,026 21.0 0.0 0.057 0.060 143 151 Door 3: Solid 65 0.170 0.320 11 21 Door 1: Glass SHGC: 0.29 80 0.033 0.320 3 26 Door 2: Glass 25 0.029 0.320 1 8 SHGC: 0.29 Window 1:Vinyl/Fiberglass Frame:Double Pane with Low-E 301 0.290 0.320 87 96 SHGC: 0.39 Window 2:Vinyl/Fiberglass_Frame:Double Pane with Low-E 4 0.280 0.320 1 1 SHGC: 0.22 Window 3:Vinyl Frame 34 0.270 0.320 9 11 SHGC: 0.33 2X8 Wall:Wood Frame, 16"o.c. 372 27.7 0.0 0.050 0.060 14 17 Window 1:Vinyl Frame 37 0.290 0.320 11 12 SHGC: 0.39 Window 4:Vinyl Frame 52 0.270 0.320 14 17 SHGC: 0.41 Project Title: 0#7994 Report date: 08/16/21 Data filename: Page 1 of 10 e oo _o oo o Floor 1:All-Wood Joist/Truss:Over Unconditioned 2,642 19.0 0.0 0.047 0.047 124 124 Space Compliance Statement. The proposed building design described here is consistent with the building plans,specifications,and other calculations submitted with the permit application.The proposed building has been designed to meet the 2018 IECC requirements in REScheck Version : REScheck-Web and to comply with the mandatory requirements listed in the REScheck Inspection Checklist. Icon Legacy CMH Brett Hebert 8/16/21 Name-Title Signature Date Project Title: 0#7994 Report date: 08/16/21 Data filename: Page 2 of 10 � J REScheck are Version : REScheck-Web Inspection checklist Energy Code: 2018 IECC Requirements: 0.0% were addressed directly in the REScheck software Text in the "Comments/Assumptions" column is provided by the user in the REScheck Requirements screen. For each requirement, the user certifies that a code requirement will be met and how that is documented, or that an exception is being claimed. Where compliance is itemized in a separate table, a reference to that table is provided. $ektiom, � Plans Verified Pie9ti'/erified' ° # Pre=Inspection/Plan;lReview Corriplies' Comments/Assumptions +t"$te ,ID Value Vi due°„ 103.1, :Construction drawings and ❑Complies 103.2 :documentation demonstrate ) ❑Does Not [PR111 !energy code compliance for the �¢ :building envelope.Thermal „ ❑Not Observable , {envelope represented on ❑Not Applicable :construction documents. 103.1, :Construction drawings and ❑Complies 103.2, documentation demonstrate3 ❑Does Not , 403.7 ;energy code compliance for [PR3]1 f lighting and mechanical systems [:]Not Observable !Systems serving multiple n : `❑Not Applicable ;dwelling units must demonstrate a icompliance with the IECC Commercial Provisions. 302 I ;Heating and cooling equipment is; Heating: Heating: ❑Complies 40317 :sized per ACCA Manual S based Btu/hr Btu/hr ❑Does Not [PR2J]2a`=?on loads calculated per ACCA ; Cooling: Cooling: ` 6, Manual J or other methods : Btu/hr Btu/hr ❑Not Observable z'approved by the code official. I ❑Not Applicable 3 f f f Additional Comments/Assumptions: 11 High Impact(Tier 1) 2 Medium Impact(Tier 2) 3 Low Impact(Tier 3) Project Title: 0#7994 Report date: 08/16/21 Data filename: Page 3 of 10 Section # ouncla#Nati Nnspection CanBptres Camtnents/Assuonptions &Req.ID, ;. 3012 1_,A protective covering is installed to ❑Complies [F011J2 protect exposed exterior insulation ❑Does Not and extends a minimum of 6 in. below ygrade. ❑Not Observable; ❑Not Applicable 463ASnow-and ice-melting system controls ❑Complies [F02]2 installed. ❑Does Not '❑Not Observable ❑Not Applicable Additional Comments/Assumptions: 1 JHigh Impact(Tier 1) ,2;`,Medium Impact(Tier 2) 3.> Low Impact(Tier 3) Project Title: 0#7994 Report date: 08/16/21 Data filename: Page 4 of 10 t � Secoon Pl its Verified Field�[ omei! # Fr."aming/Rough-In Inspection complies ? Comments/Assumption's &,Req,1E1 Value: Value 402.1.1, ;Door U-factor. ! U- U- ❑Complies See the Envelope Assemblies 402.3.4E E ❑Does Not table for values. [FRl]1 ; f E ❑Not Observable ❑Not Applicable 402.1.1, ;Glazing U-factor(area-weighted U- U- ❑Complies ':See the Envelope Assemblies 402.3.1, :average). ❑Does Not ;table for values. 402.3.3, 402.5 E ❑Not Observable [FR2]1 ❑Not Applicable ! F i i E 3 f f 303.1.3 ;U-factors of fenestration products ❑Complies [FR4]1 ,are determined in accordance ❑Does Not ;with the NFRC test procedure or € !taken from the default table. ❑Not Observable "❑Not Applicable 402.4.1.1 ;Air barrier and thermal barrier ' ElComplies [FR23]1 :installed per manufacturer's ]❑Does Not instructions. ❑Not Observable E g i❑Not Applicable 402.4.3 ;Fenestration that is not site built ❑Complies [FR20]1 its listed and labeled as meeting ❑Does Not E AAMA/WDMA/CSA 101/I.S.2/A440 :or has infiltration rates per NFRC •❑Not Observable 1400 that do not exceed code ❑Not Applicable E d �a E limits. 402 4 S „IC-rated recessed lighting fixtures ❑Complies [FR16]2: 3sealed at housing/interior finish �:)❑Does Not and labeled to indicate<_2.0 cfm leakage at 75 Pa. ❑Not Observable 4 ❑Not Applicable 403.3.1 Supply and return ducts in attics ` ❑Complies [FR12]1 !insulated >= R-8 where duct is .y ❑Do es Not k>= 3 inches in diameter and >= ) R-6 where< 3 inches.Supply and ❑Not Observable !return ducts in other portions of ❑Not Applicable ;the building insulated >= R-6 for € j !diameter>= 3 inches and R-4.2 !for<3 inches in diameter. 403.3.2 !Ducts, air handlers and filter ) alb ;} ❑Complies [FR13]1 !boxes are sealed with ! s❑Does Not ;joints/seams compliant with ❑Not Observable !International Mechanical Code or " IInternational Residential Code,as ,.<❑Not Applicable !applicable. , 403 3 5 Building cavities are not used as ❑Complies jfRlS]3 ducts or plenums. ] ❑Does Not j❑Not Observable ] ❑Not Applicable 403.4HVAC piping conveying fluids R- R- ;❑Complies {FR17]z .';above 105°F or chilled fluids E❑Does Not below 55°F are insulated to >_R- ! �` i3 ;❑Not Observable ❑Not Applicable 403.4.1 ;Protection of insulation on HVAC ❑Complies [FR24)1 I piping, ❑Does Not .i ' ( (❑Not Observable r ;❑Not Applicable 403 5 3 Hot water pipes are insulated to R- R- ❑Complies jFRj,6]2_.: zR-3. ! :❑Does Not :❑Not Observable ❑Not Applicable 1 High Impact(Tier 1) ;2;'Medium Impact(Tier 2) 1,8 Low Impact(Tier 3) Project Title: 0#7994 Report date: 08/16/21 Data filename: Page 5 of 10 i section` Piart5/er�fied..•. Field,Veri#ied__ Framing./Baugh !ri lrspectson Carroplees? Coanry entslAssgmptions &>Eteq.ID .0 Values Value , 4Q3 6 'Automatic or gravity dampers areF f ❑Complies jFR19J� installed on all outdoor air Does Not intakes and exhausts. f z ❑Not Observable , I ❑ Not Applicable Additional Comments/Assumptions: 1 High Impact(Tier 1) Medium Impact(Tier 2) '3 Low Impact(Tier 3) Project Title: 0#7994 Report date: 08/16/21 Data filename: Page 6 of 10 i Section Pi ttis Verif. ti' Field'Ver fi;e�p,; _ � ` insulation.Inspeet�on Coexegities� 1®mments7Assumptlons; &RegJD, Vaiue Vague 303 1 All installed insulation is labeled ❑Complies [IN°Z3]2or the installed R-values 4 ❑Does Not provided. " #' `M ❑Not Observable ❑Not Applicable 402.1.1, ;Floor insulation R-value. R- R- ':❑Complies ;See the Envelope Assemblies 402.2.6 1 ;E] wood F1Wood '❑Does Not ;table for values. [IN1]1 ❑ Steel ❑ Steel ❑Not Observable f i ❑Not Applicable F E f t 303.2, ;Floor insulation installed per ❑Complies 402.2.8 :manufacturer's instructions and ) „❑Does Not [IN2]1 f tin substantial contact with the ' i,❑ 3 :underside of the subfloor, or floor Not Observable !framing cavity insulation is in ❑Not Applicable f :contact with the top side of sheathing,or continuous !insulation is installed on they E underside of floor framing and extends from the bottom to the [ :top of all perimeter floor framing [ !members. 402.1.1, ;Wall insulation R-value. If this is a! R- R- !❑Complies ;See the Envelope Assemblies 402.2.5, :mass wall with at least 1/2 of the E E] Wood F] Wood ❑Does Not ;table for values. 402.2.6 ;wall insulation on the wall :❑ Mass ❑ Mass ❑Not Observable [IN3]1 !exterior,the exterior insulation ; :requirement applies(FR10). ;❑ Steel El Steel ❑Not Applicable ; F f F f t a 303.2 !Wall insulation is installed per A ❑Complies [IN4]1 tmanufacturer's instructions. ❑Does Not ' ❑Not Observable ! []Not Applicable Additional Comments/Assumptions: 11 High Impact(Tier 1) 2 Medium Impact(Tier 2) 3` Low Impact(Tier 3) Project Title: 0#7994 Report date: 08/16/21 Data filename: Page 7 of10 i r section Pla�nsVerifrelFieid UerFfied # FInaL!gSP CtIIQ� Prevision Cofnlilie ? oma�ents/A sump ions &Req.ID" Value V lue 402.1.1, :Ceiling insulation R-value. ; R- R- ;❑Complies I See the Envelope Assemblies 402.2.1, 1 ;E] Wood F-1Wood ❑Does Not ;table for values. 402.2.2, f 402.2.6 ;E] Steel E] Steel ❑Not Observable [FI1]1 E f ❑Not Applicable E i F E E 303.1.1.1,;Ceiling insulation installed per ❑Complies 303.2 :manufacturer's instructions. ]❑Does Not [FI2]1 ;Blown insulation marked every s 300 ftp. ❑Not Observable '. 4❑Not Applicable 40J3r, ,.It Vented attics with air permeable ❑Complies (Fl2'2]? „ S insulation include baffle adjacent 1❑Does Not to soffit and eave vents that ;', h❑Not Observable extends over insulation. '❑Not Applicable 402.2.4 ;Attic access hatch and door R- R- `❑Complies [FI3]1 :insulation >_R-value of the ❑Does Not 3 :adjacent assembly. ❑Not Observable ❑Not Applicable 402.4.1.2 Blower door test @ 50 Pa. <=5 ACH 50 = ACH 50 = ❑Complies [FI17]1 :ach in Climate Zones 1-2, and ❑Does Not :<=3 ach in Climate Zones 3-8. ❑Not Observable ❑Not Applicable 403.3.3 :Ducts are pressure tested to cfm/100 cfm/100 ;❑Complies [FI27]1 :determine air leakage with : ftz ft2 ❑Does Not 3 ;either: Rough-in test:Total leakage measured with a ❑Not Observable pressure differential of 0.1 inch : ❑Not Applicable w.g. across the system including :the manufacturer's air handler :enclosure if installed at time of : :test. Postconstruction test:Total :leakage measured with a ; 'pressure differential of 0.1 inch : w.g, across the entire system ;including the manufacturer's air ; :handler enclosure. : 403.3.4 ;Duct tightness test result of<=4 `:, cfm/100 cfm/100 ❑Complies [FI4]1 cfm/100 ft2 across the system or : ft2 ft2 ❑Does Not <=3 cfm/100 ft2 without air handler @ 25 Pa. For rough-in ❑Not Observable :tests,verification may need to : ❑Not Applicable :occur during Framing Inspection. 403.3.2.1 ;Air handler leakage designated ❑Complies [FI24]1 I by manufacturer at<=2%of ❑Does Not ;design airflow. ( J❑Not Observable : ❑Not Applicable 403 1 1 Programmable thermostats ❑Complies �[FI4l2 installed for control of primary €: 4❑Does Not hheating and cooling systems and (initially set by manufacturer to ❑Not Observable ; code specifications. ❑Not Applicable 40' 1 2 Heat pump thermostat installed ❑Complies [FI1,0]z on heat pumps. t `=[❑Does Not %❑Not Observable ❑Not Applicable 403 5 1 = Circulating service hot water 1EIComplies jFll]2 2systems have automatic or ❑Does Not :accessible manual controls. ( ❑Not Observable ❑Not Applicable 1 High Impact(Tier 1) Medium Impact(Tier 2) '•3 Low Impact(Tier 3) Project Title: 0#7994 Report date: 08/16/21 Data filename: Page 8 of 10 loo s Plans Verf#aed P�eId;,Uerafa�d � � # Faal EnspeGtlon Prte ons Complaes� o wme,'n siASsump�tfans` n &Req:9D Value Valu 403 6 1 x All mechanical ventilation system ❑Complies 3 {Fl2'm5]2 ,fans not part of tested and listed .j❑Does Not EHVAC equipment meet efficacy fl" and airflow limits per Table ❑Not Observable R403.6.1. ,. ,. ❑Not Applicable 40&.2 Hot water boilers supplying heat '❑Complies [F,126_1F through one-or two-pipe heating �� :❑Does Not systems have outdoor setback ❑Not Observable ; control to lower boiler water ',temperature based on outdoor a❑Not Applicable temperature. a 403 5 S 1� Heated water circulation systems ❑Complies JFI28]z have a circulation pump.The ❑Does Not system return pipe is a dedicated F return pipe or a cold water supplya❑Not Observable , pipe. Gravity and ❑Not Applicable thermos- syphon circulation systems are C not present.Controls for Y circulating hot water system 3 pumps start the pump with signal ^� `- jfor hot water demand within the ` eoccupancy.Controls automatically turn off the pump ; ;when water is in circulation loop f Iis at set-point temperature andfV no demand for hot water exists. _ �i 403,5-12­1 Electric heat trace systems ❑Complies comply with IEEE 515.1 or UL $ EI Does Not 515.Controls automatically ¢£ ; °m -adjust the energy input to the g, a ❑Not Observable j heat tracing to maintain the 10Not Applicable desired water temperature in the piping. ° . ,. ... °"' _: "' 511 403 S 2 Demand recirculation water a fi `❑Complies jF(30] systems have controls that ❑Does Not 3 manage operation of the pump Viand limit the temperature of the ° ❑Not Observable ;water entering the cold water ❑Not Applicable "piping to<= 104°F. 403 5 4 # Drain'water heat recovery units ;j❑Complies I'1311, ;nested in accordance with CSA ❑Does Not j B55.1. Potable water-side ' pressure loss of drain water heat f ❑Not Observable recovery units< 3 psi for F� '❑Not Applicable i u, individual units connected to one or two showers. Potable water- side pressure pressure loss of drain water heat recovery units< 2 psi for individual units connected to three or more showers. 404.1 90%or more of permanent ; ❑complies [FI6]1 %fixtures have high efficacy lamps. ❑Does Not W I H � ❑Not Observable ❑Not Applicable 404 1 1 Fuel gas lighting systems have ❑Complies [F13]� Ino continuous pilot light. �' ❑Does Not to a �� j❑Not Observable ❑Not Applicable 403.3 Compliance certificate posted. 5 j❑Complies [Fl7j� - j❑Does Not 8 P IEINot Observable -d❑Not Applicable 1 High Impact(Tier 1) 2;Medium Impact(Tier 2) 3,y Low Impact(Tier 3) Project Title: 0#7994 Report date: 08/16/21 Data filename: Page 9 of 10 Section- Plans Veret8� F�eld,U,ereti # Final lnsp'e taon Pcaeris6eiras - Gomp ies7. _ omnientslAss amistiair►s ,, &Req.l65 Value= Valuue,% 303 3 ;Manufacturer manuals for x° ❑Complies [FI18�3 mechanical and water heating ❑Does Not systems have been provided. = 3 E a W ❑Not Observable s El Not Applicable Additional Comments/Assumptions: 11 High Impact(Tier 1) 2: Medium Impact(Tier 2) 3"i Low Impact(Tier 3) Project Title: 0#7994 Report date: 08/16/21 Data filename: Page 10 of 10 1 r ­ .C2018 IECC Energy Effidency Certificate o Above-Grade Wall 21.00 Below-Grade Wall 0.00 Floor 19.00 Ceiling / Roof 38.00 Ductwork(unconditioned spaces): Window 0.29 0.39 Door 0.03 0.29 Heating System: Cooling System• Water Heater: Name: Date: Comments i r F APPROVED C LEGACY CUSTOM MODULAR HOMES DATE 3/2/20 PFS CORPORATION Bloomsburg, PA SECTION 7 20,30&40 psf GROUND SNOW DOUBLE BOX TRUSSES W/CONNECTIONS&LOAD SUMMARIES TR5-23-6-1 P1 _P9 TR5-23-8-2 P10-P18 TR5-23-8-3 P19-P27 TR5-27 6-1 P28-P36 TR5-27-6-2 P37-P45 TR5-27-6-3 P46-P54 TR5-31-6-1 P55-P63 TR5-31-6-2 P64-P72 TR5-31-6-3 P73-P81 TR7-23-8-1 P82-P90 TR7-23-8-2 P91 -P99 TR7-23-8-3 13100-P108 TR7-27 6-1 P109-P117 TR7-27-6-2 P118-P126 TR7-27-6-3 P127-P135 TR7-31-6-1 P136-P144 TR7-31-6-2 P•145-P153 TR7-31-6-3 P154-P162 TR9-23-8-1 P163-P171 TR9-23-8-2 P172-P180 TR9-23-8-3 P181 -P189 TR9-27-6-1 P190-P198 TR9-27-6-2 P199-P207 TR9-27-6-3 P208-P216 TR9-31-6-1 P217-P225 TR9-31-6-2 P226-P234 TR9-31-6-3 P235-P243 TR12-23-8-1 P244-P252 TR12-23-8-2 P253-P261 TR12-23-8-3 P262-P270 TR12-27-6-1 P271 -P279 TR12-27-6-2 P280-P288 TR12-27-6-3 P289-P297 TR12-31-6-1 P298-P303 TR12-31-6-2 P304-P312 TR12-31-6-3 P313-P321 ME( rye b♦i�;eat y� si��Elxxtft���;;r ��, �" x," `�`� 3 Eke a`'• ti..���'�y, � ;a Y�,r'r. 0. el 3 "t W ` s= 02/26/2020 - Professional Certification.I hearby certify That these documents were prepared or approved by me,and that I am a duly licensed ow axwaaarexc,oc �:m+m+m+ewua,aaEcnrnx�e professional engineer under the laws of the State of Maryland, �v�roaK�san saraxm.a License No.33421,Expiration Date 711620, cn�cmm APPROVED DATE 3:2!30 - TRUSS CALCULATIONS PFSOCORPORAT'ON LEGACY CUSTOM MODULAR HOMES R-1 2'—38" 13 14 12 5 15'-108,• " 1 23 16 s'-o4" 10 20 21 17 19 22 18 1 Q2 3 4 4 5 6 7 8 4'-0" 4'-0" 9—9"- 13'-9" I— 27'-6" GROUND SNOW LOAD: 20 psf 30 psf 40 psf TC DL: 10 psf *BALANCED SNOW LOAD: 20.4 23.1 30.8 psf BC DL: 10 psf TRUSS NO.:TR7-27-6-1 UNBALANCED SNOW LOAD: 36.02 42.72 54.32 psf BC LL: 10 psf WHERE h<42" JOB NO.: 180180 OPPOSITE SIDE UNB.SNOW LOAD: 6.12 6.93 9.24 psf BC LL: 20 psf WHERE h z 42" PITCH: 7112 UNBALANCED SNOW LOAD LENGTH: 4.3 5.01 5.6 ft BC LL: 20 psf BETWEEN KNEEWALLS SPAN:27'-6'• APPLIED MWFRS UPLIFT: 22.43 psf WINDWARD AT 9D/117 mph TRUSS CENTERS: FOR 20 psf GROUND SNOW: 16 in O.C. 12.74 psf LEEWARD AT 90/117 mph FOR 30 psf GROUND SNOW. 16 in O.C. 36.87 psf WINDWARD AT 120/155 mph FOR 40 psf GROUND SNOW: 16 in O.C. 20.94 psf LEEWARD AT 120/155 mph FOR 90/117 mph WIND: 16 in O.C. APPLIED C&C UPLIFT: 38.52 psf AT 901117 mph FOR 120/155 mph WIND: 16 in O.C. 63.32 psf AT 120/155 mph MEMBER INFORMATION: *5 psf RAIN ON SNOW SURCHARGE APPLIED SIZE& MEMBER SPECIES MAXIMUM SUPPORT REACTIONS(Ibsl: MWFRS UPLIFT C&C UPLIFT 1-B 2x8SYP#2 DL+LL+ DL+LL+ DL+LL+ 0,6 DL+ 0.6 DL+ 0.6 DL+ 0.6 DL+ 9-12&15-18 2 x 6 SYP#2 DEAD 20 psf 30 psf 40 psf 90/117 mph 120/155 mph 90/117 mph 120/155 mph 13&14 2 x 4 SYP#2 1 LOAD GSL GSL GSL I UPLIFT UPLIFT UPLIFT I UPLIFT 19-22 2 x 4 SYP#2 EXTERIOR WALLI 427 872 1 924 1 1075 1 -85 1 -304 -420 1 -855 23 2 x 6 SYP#2 MATING WALLI 90 1 346 1 390 1 486 0 1 -32 1 -61 1 -135 11 MAXIMUM INTERACTION&DEFLECTION: NOTES: 1.MATING WALL REACTIONS ARE TOTAL FOR BOTH SIDES. ' MAXIMUM 2.WIND PER ASCE 7-16,117&155 mph(Vult)=90&120 mph(Vasd),EXP.C. MAXIMUM DEFLECTION ,.'� ) 3.SNOW PER ASCE 7-16,20,30&40 psf GSL,Ct=1.1,Ce=1.0 CSI (in DRIFTING LENGTH IS LATERAL DISTANCE FROM RIDGE. BOTTOM CHORD 0.775 0.411 417 4.COMPONENT DESIGN IS BASED ON C&C PRESSURES . ° TOP CHORD 0.908 0.603 329 TRUSS UPLIFT CONNECTIONS ARE BASED ON MWFRS PRESSURES. 711 WEB 0.280 0.00 N t � Q 13ARLOW ENGINEERING,P.C. 6512 SIX FORKS RD.,SUITE 203-8 P?2018118018012018 TRUSSESIFOLDING120-30-0O1TR7.27-6-1 •-- RALEIGH,NC 27615 SECTION 7/pp.109 APPROVED ..DATE 3:?;20 TRUSS CALCULATIONS PFs cORPORATiON LEGACY CUSTOM MODULAR HOMES B�oems0,np.PA n.3y 'I r � T TRUSS CONNECTIONS _ I0� PROJECT NUMBER: 180160 ° TRUSS NUMBER: TR7-27-6-1 TRUSS PITCH: 7/12 TRUSS SPAN: 27'-6" D E F UPLIFT CONNECTIONS(MWFRS LOADS): 901117 mph EXTERIOR WALL CHECK STRAP I QTY/END QTY/END CHECK ALT.STRAP QTY/END QTY/END CHECK ALT.STRAP QTY/END UPLIFT(IDS) CASE CD 1 1/2"x 26ga STRAP 1 10 d NAILS 16 ga STAPLE 1 1/2"x 20 ga STRAP 10 d NAILS 16 ga STAPLE SIMPSON CS20 STRAP 10 d NAILS 85 WIND 1.6 OK 2 2 OK 2 2 OK 2 ALTERNATE:(2)16 d NAILS TOENAILED THROUGH BC INTO BAND PLUS(2)16 d NAILS THROUGH SHEATHING INTO BAND AND STUD MATING WALL I CHECK STRAP QTY/END QTY/END CHECK ALT.STRAP QTY/END QTY/END I CHECK ALT.STRAP QTY/END UPLIFT(Ibs/PER SIDE)I CASE CD 1 1/2"x 26ga STRAP 10d NAILS 16 ga STAPLE 1 1/2"x 20 ga STRAP 10d NAILS 16 ga STAPLE SIMPSON C820 STRAP 10 d NAILS 0 WIND 1.6 1 NO CONN REQ'D N/A N/A NO CONN REQ'D N/A N/A NO CONN REQ'D N/A ALTERNATE:NO CONN REQ'D 120/155 mph EXTERIOR WALL CHECK STRAP QTY/END QTY/END CHECK ALT.STRAP QTY/END QTY/END CHECK ALT.STRAP QTY/END UPLIFT(Ibs) CASE CD 1 1/2"x 26ga STRAP 10 d NAILS 16 ga STAPLE 1 1/2"x 20 ga STRAP 10 d NAILS 16 ga STAPLE SIMPSON CS20 STRAP 10 d NAILS 304 1 WIND 1.6 OK 2 3 OK 1 2 3 OK 3 ALTERNATE:(4)16 d NAILS TOENAILED THROUGH BC INTO BAND PLUS(3)16 d NAILS THROUGH SHEATHING INTO BAND AND STUD MATING WALL I CHECK STRAP QTY/END QTY/END CHECK ALT.STRAP QTY/END QTY/END CHECK ALT.STRAP QTY/END UPLIFT(Ibs/PER SIDE) CASE CD 11/2"x 26ga STRAP 10 d NAILS 16 ga STAPLE 1 1/2"x 20 ga STRAP 10 d NAILS 16 ga STAPLE SIMPSON CS20 STRAP 10 d NAILS 16 WIND 1.6 OK 2 2 OK 2 2 OK 2 ALTERNATE: (2)16 d NAILS TOENAILED THROUGH BC INTO BAND PLUS(2)16 d NAILS THROUGH SHEATHING INTO BAND AND STUD BARLOW ENGINEERING,P.C. 6512 SIX FORKS RD.,SUITE 20348 P:\2018\160180%2018 TRUSSES\FOLDING\20.30L-40\TR7-27.6-1 RALEIGH,NC 27615 SECTION 7/pp.110 APPROVED DATE 7:?/30 TRUSS CALCULATIONS PF BCORPORATION LEGACY CUSTOM MODULAR HOMES laort¢Curp,VA TRUSS CONNECTIONS 0 �, PROJECT NUMBER: 180180 s " % TRUSS NUMBER: TR7-27-6-1 TRUSS PITCH: 7/12 s " O TRUSS SPAN: 27'-6" D E IO c i F O ' . "AMA, ' s: MAXIMUM OF DL+LL+30 psf GSL&0.6 DL+1201155 mph WIND CONDITION"A"-RIDGE: CHECK STRAP QTY/END QTY/END CHECK ALT.STRAP QTY/END QTY/END CHECK ALT.STRAP QTY/END TENSION(lbs) CASE CD 1 1/2"x 26ga STRAP 10 d NAILS 16 ga STAPLE 1 1/2"x 20 ga STRAP 10 d NAILS 16 ga STAPLE SIMPSON CS20 STRAP 10 d NAILS 162 WIND 1.6 OK 1 2 2 OK 2 2 OK 2 ALTERNATE:USE(2)8 d NAILS EACH END OF 1 x 4 SHEAR(Ibs) CASE CD 95 WIND 1.6 USE(1)16 d NAILS INTO END GRAIN EACH END PLUS USE 10 d NAILS AT 26 in O.C.THROUGH PLATES CONDITION"B"-TOP CHORD FLIP: TENSION(Ibs) I CASE CD 152 1 WIND 1 1.8 JUSE(3)6 d NAILS THROUGH SHEATHING EACH SIDE ALTERNATE:USE(4)16 ga STAPLE THROUGH SHEATHING EACH SIDE SHEAR(Ibs) CASE CD 95 WIND 1.6 USE(1)16 d NAILS TOENAILED EACH END PLUS USE 10 d NAILS AT 26 in O.C.THROUGH PLATES CONDITION"C"-COLLAR TIE: AXIAL(Ibs) CASE CD 959 WIND 1.6 USE(6)16 d NAILS EACH END CONDITION"D"-KNEE WALLS: CHECK STRAP I QTY/END I QTY/END CHECK ALT.STRAP QTY/END QTY/END I CHECK ALT.STRAP QTY/END TENSION(Ibs) I CASE CD 1 1/2"x 26ga STRAP 10 d NAILS 16 ga STAPLE 1 1/2"x 20 ga STRAP 10 d NAILS 16 ga STAPLE SIMPSON CS20 STRAP 10 d NAILS 278 1 SNOW 1.15 OK 3 3 OK 2 3 OK 3 COMPRESSION(lbs) I CASE CD 119 1 SNOW 1 1.15 JUSE(2)16 d NAILS THROUGH CHORD BLOCK(WHEN USED) CONDITION"E"-HEEL: TOP CHORD(lbs) CASE CD 776 SNOW 1.15 USE(1)3!8"BOLT(DOUBLE SHEAR;3/8"SIDE PLATES) PLUS(4)6 d NAILS OR(5)16 ga STAPLES PER GUSSET EACH SIDE ALTERNATE: USE(1)5/8"BOLT(DOUBLE SHEAR;1/2"SIDE PLATES) PLUS NO ADDITIONAL FASTENERS REQUIRED BOTTOM CHORD(Ibs) CASE CD 789 SNOW 1.15 USE(8)6 d NAILS OR(10)16 ga STAPLES PER GUSSET EACH SIDE CONDITION"F"-BOTTOM CHORD AT MATING LINE: CHECK STRAP I QTY/END QTY/END CHECK ALT.STRAP QTY/END QTY/END CHECK ALT.STRAP QTY/END TENSION(Ibs) CASE CD 1 1/2"x 26ga STRAP 10 d NAILS 16 ga STAPLE 1 1/2"x 20 ga STRAP 10 d NAILS 16 ga STAPLE SIMPSON CS18 STRAP 10 d NAILS 789 SNOW 1.15 NO GOOD I NIA N/A OK 4 8 OK 8 ALTERNATE:USE(8)16 d NAILS THROUGH DECKING EACH SIDE BARLOW ENGINEERING,P.C. 6512 SIX FORKS RD.,SUITE 203-8 P:\2018\180180\2018 TRUSSES\FOLDING120-30-401TR7-27.6.1 RALEIGH,NC 27615 SECTION 7/pp.114 Pte.+°APPROVED DATE 3:2:2F TRUSS CALCULATIONS PFS CORPORATION LEGACY CUSTOM MODULAR HOMES eio" e,�m,vn COMPONENT LOAD SUMMARY *CROSS SECTION IS FOR REFERENCE ONLY AND MAY NOT REFLECT ACTUAL TRUSS EXTERIOR WALL DEAD LOAD= 12 psf x 10 ft = 120 plf MATING WALL DEAD LOAD= 8 psf x 10 ft = 80 plf FLOOR DEAD LOAD= 10 psf x 13.75 ft/2= 68.75 plf FLOOR LIVE LOAD= 40 psf x 13.75 ft/2= 275 plf CEILING DEAD LOAD= 5 psf x 13.75 ft/2= 34.38 plf LOCATION 1=EXT.WALL HEADER&EXT.WALL STUD O O O O LOCATION 2=M.WALL HEADER&M.WALL STUD LOCATION 3=PERIMETER BAND LOCATION 4=CENTER GIRDER LOCATION 5=EXT.WALL HEADER&EXT.WALL STUD O ® ® O LOCATION 6=M.WALL HEADER&M.WALL STUD 00 LOCATION 7=PERIMETER BAND LOCATION 8=CENTER GIRDER LOCATION 9=EXT.WALL HEADER&EXT.WALL STUD LOCATION 10=M.WALL HEADER&M.WALL STUD LOCATION 11=PERIMETER BAND OO Q 6 7 LOCATION 12=CENTER GIRDER ----- LOCATIONS 3,4,7,8,11&12 MAY BE USED TO GENERATE 0 10 10 Os FOUNDATION LOADS TRUSS TR7-27-6-1.7/12 PITCH,27'-6"WIDTH 11 1© 12 11 COMPONENT LOADS(lbs/ft) 20 psf GROUND SNOW (MATING WALL LOADS ARE PER SIDE OF LINE) LOCATION 1 2 3 4 5 6 7 8 9 10 11 12 DEAD LOAD 320 34 509 183 543 217 732 366 766 400 955 549 LIVE LOAD 334 113 609 388 609 388 884 663 884 663 1159 936 TOTAL LOAD 654 147 1118 571 1152 605 1616 1029 1650 1063 2114 1487 30 psf GROUND SNOW LOCATION 1 2 3 4 5 6 7 6 9 10 11 12 DEAD LOAD 320 34 509 183 543 217 732 366 766 400 955 549 LIVE LOAD 373 130 648 405 648 405 923 680 923 680 1198 955 ' TOTAL LOAD 693 164 1157 588 1191 622 1655 1046 1689 1080 2153 1504 40 psf GROUND SNOW " LOCATION 1 2 3 4 5 6 7 8 9 10 11 12 " ✓tn DEAD LOAD 320 34 509 183 543 217 732 366 766 400 955 549 ` �i. LIVE LOAD 487 166 762 441 762 441 1037 716 1037 716 1312 991 a TOTAL LOAD 807 200 1271 624 1 1305 658 1769 1082 1803 1116 2267 1540 N O o t;Aa' C&C UPLIFT IV LOCATION 1 2 3 4 5 6 7 8 9 10 11 12 UPLIFT(0.6)DEAD LOAD 192 20 305 110 326 130 439 220 460 240 L-6 329 90/117 mph UPLIFT -315 -23 -10 -120/155 mph UPLIFT -641 -51 -336 -315 -202 -181 - BARLOW ENGINEERING,P.C. 6512 SIX FORKS RD.,SUITE 203-8 P:12018118018012018 TRUSSESIFOLDING120-30-401TR7-27.6-1 RALEIGH,NC 27615 SECTION 7/pp.117 TRUSS CALCULATIONS LEGACY CUSTOM MODULAR HOMES R-2 12 13 !' h 17'-8 „ 17 4 az 5 10 20 16 9 a 1s 21 17 © tQ 2 3 4B 67 2 4 � 30'-6" GROUND SNOW LOAD: 25 psf TC DL: 10 psf *BALANCED SNOW LOAD: 19.25 psf BC DL: 10 psf TRUSS NO.:TW7-30-6-SPECIAL UNBALANCED SNOW LOAD: 36.89 psf BC LL: 10 psf WHERE h<42" JOB NO.:200497 OPPOSITE SIDE UNB.SNOW LOAD: 5.78 psf BC LL: 20 psf WHERE h z 42" PITCH:7/12 UNBALANCED SNOW LOAD LENGTH: 4.68 It BC LL: 20 psf BETWEEN KNEEWALLS SPAN:30'-6" APPLIED MWFRS UPLIFT: 29,94 psf WINDWARD AT 105/135 mph TRUSS CENTERS: 16 in O.C. 17 psf LEEWARD AT 105/135 mph APPLIED C&C UPLIFT: 49.9 psf AT 105/135 mph MEMBER INFORMATION: *20 psf MINIMUM USED SIZE& MEMBER SPECIES MAXIMUM SUPPORT REACTIONS(lbs): MWFRS C&C 1 2 x 8 SYP#2 1 DL+LL+ 0.6 DL+ 0.6 DL+ 2-3 2 x 8 SYP#2 DEAD 25 psf 105/135 mph 105/135 mph 4-7 2 x 8 SYP#2 LOAD GSL UPLIFT UPLIFT 8-12 2 x 6 SYP#2 EXTERIOR WALL(2) 351 777 -178 -377 13 2 x 4 SYP#2 MATING WALL(2) 135 384 -326 -391 14-17 2 x 6 SYP#2 MATING WALL(4) 54 158 -11 0 18-21 2 x 4 SYP#2 MATING WALL(5) 42 137 -64 -62 22 12 x 6 SYP#2 EXTERIOR WALL(8) 465 989 -231 -680 NOTES: 1.MATING WALL REACTIONS ARE PER SIDE. -+ MAXIMUM INTERACTION&DEFLECTION: 1!" 2.WIND PER ASCE 7-16,135 mph(Vult)=105 mph(Vasd),EXP.C. r' MAXIMUM 3.SNOW PER ASCE 7-16,25 psf GSL,Ct=1.1,Ce=1.0 f Y MAXIMUM DEFLECTION DRIFTING LENGTH IS LATERAL DISTANCE FROM RIDGE. +a '`r. CSI 4.COMPONENT DESIGN IS BASED ON C&C PRESSURES BOTTOM CHORD 0.446 0.202 857 TRUSS UPLIFT CONNECTIONS ARE BASED ON MWFRS PRESSURES. N F p TOP CHORD 0.664 0.412 416 5.MEMBER 22 SHALL BE LATERALLY BRACED AT MID-SPAN. Q "- WEB 0.153 0.00 ***** BARLOW ENGINEERING,P.C. 6512 SIX FORKS RD.,SURE 2D3-B C120201200407TTW7-30.6-SPECIAL RALEIGH,NC 27615 TRUSS CALCULATIONS LEGACY CUSTOM MODULAR HOMES TRUSS CONNECTIONS A� B PROJECT NUMBER: 200497 TRUSS NUMBER: TW7-30-6SPECIAL � r ( �\ TRUSS PITCH: 7/12 TRUSS SPAN: 30'-6" D G UPLIFT CONNECTIONS(MWFRS LOADS): 105/135 mph EXTERIOR WALL CHECK STRAP QTY/END QTY/END CHECK ALT.STRAP T QTY/END QTY/END CHECK ALT.STRAP QTY/END UPLIFT(Ibs) CASE CD 1 1/2"x 26ga STRAP 10 d NAILS 16 ga STAPLE 1 1/2"x 20 ga STRAP 1 10 d NAILS 16 ga STAPLE SIMPSON CS20 STRAP 10 d NAILS 178 WIND 1.6 OK 2 2 OK 2 2 OK 2 ALTERNATE:(2)16 d NAILS TOENAILED THROUGH BC INTO BAND PLUS(2)16 d NAILS THROUGH SHEATHING INTO BAND AND STUD MATING WALL I CHECK STRAP QTY/END QTY/END CHECK ALT.STRAP QTY/END QTY/END CHECK ALT.STRAP QTY/END UPLIFT(Ibs/PER SIDE) CASE CD 1 1/2"x 26ga STRAP 10 d NAILS 16 ga STAPLE 1 1/2"x 20 ga STRAP 10 d NAILS 16 ga STAPLE SIMPSON CS20 STRAP 10 d NAILS 326 WIND 1.6 OK 2 4 OK 2 4 OK 3 ALTERNATE:(4)16 d NAILS TOENAILED THROUGH BC INTO BAND PLUS(3)16 d NAILS THROUGH SHEATHING INTO BAND AND STUD 1 �. in z w.. N i - I Q � .., BARLOW ENGINEERING,P.C. 6512 SIX FORKS RD.,SURE 203-8 C:120201200497\TW7-30- SPECIAL RALEIGH,NC 27615 TRUSS CALCULATIONS LEGACY CUSTOM MODULAR HOMES TRUSS CONNECTIONS PROJECT NUMBER: 200497 TRUSS NUMBER: TW7-30-6-SPECIAL V TRUSS PITCH: 7112 TRUSS SPAN: 30'-6" 0 ��,` D F L/ MAXIMUM OF DL+LL+25 psf GSL&0.6 DL+105/135 mph WIND CONDITION"A"-RIDGE: CHECK STRAP QTY/END I QTY/END CHECK ALT.STRAP QTY/END QTY/END CHECK ALT.STRAP QTY/END TENSION(Ibs) CASE CD 11/2"x 26ga STRAP 10 d NAILS 16 ga STAPLE 1 1/2"x 20 ga STRAP 10 d NAILS 16 ga STAPLE SIMPSON CS20 STRAP 10 d NAILS 196 WIND 1.6 OK 2 2 OK 2 2 OK 2 ALTERNATE:USE(2)8 d NAILS EACH END OF 1 x 4 SHEAR(Ibs) CASE I CD 146 SNOW 1 1.15 JUSE(2)16 d NAILS INTO END GRAIN EACH END PLUS USE 10d NAILS AT 12 in O.C.THROUGH PLATES CONDITION"B"-TOP CHORD FLIP: TENSION(Ibs) I CASE I CD 158 1 WIND 1 1.6 JUSE(3)6 d NAILS THROUGH SHEATHING EACH SIDE ALTERNATE:USE(4)16 ga STAPLE THROUGH SHEATHING EACH SIDE SHEAR(Ibs) CASE CD 125 1 WIND 1 1.6 JUSE(1)16 d NAILS TOENAILED EACH END PLUS USE 10 d NAILS AT 20 in O.C.THROUGH PLATES CONDITION"C"-COLLAR TIE: AXIAL(Ibs) CASE CD 782 SNOW 1.15 USE(6)16 d NAILS EACH END CONDITION"D"-KNEE WALLS: CHECK STRAP QTY/END QTY/END CHECK ALT.STRAP QTY/END QTY/END CHECK ALT.STRAP QTY/END TENSION(Ibs) CASE CD 1 1/2"x 26ga STRAP 10 d NAILS 16 ga STAPLE 1 1/2"x 20 ga STRAP 10 d NAILS 16 ga STAPLE SIMPSON CS20 STRAP 10 d NAILS 425 WIND 1.6 OK 3 4 OK 2 4 OK 3 COMPRESSION(Ibs) CASE CD • 251 SNOW 1.15 USE(2)16 d NAILS THROUGH CHORD BLOCK " All L 10 � tAA w O e u BARLOW ENGINEERING,P.C. 6512 SIX FORKS RD.,SURE 203-B CV02M200497MV-30-6-SPECIAL RALEIGH,NC 27615 TRUSS CALCULATIONS LEGACY CUSTOM MODULAR HOMES + TRUSS CONNECTIONS A — PROJECT NUMBER: 200497 TRUSS NUMBER: TW7-30-6-SPECIAL C TRUSS PITCH: 7/12 Li\` o TRUSS SPAN: 30'-6" D CONDITION"E"-HEEL: TENSION(lbs) CASE CD 42 SNOW 1.15 USE(2)16 d NAILS TOENAILED THROUGH RAFTER INTO PLATE PLUS USE(2)16 d NAILS THROUGH PLATE INTO BOTTOM CHORD CONDITION"F"-HEEL: TOP CHORD(lbs) CASE CD 931 SNOW 1.15 USE(1)1/2"BOLT(DOUBLE SHEAR;3/8"SIDE PLATES) PLUS(3)6 d NAILS OR(3)16 ga STAPLES PER GUSSET EACH SIDE ALTERNATE: USE(1)3/4"BOLT(DOUBLE SHEAR;1/2"SIDE PLATES) PLUS NO ADDITIONAL FASTENERS REQUIRED BOTTOM CHORD(Ibs) CASE CD 898 SNOW 1.15 1 USE(9)6 d NAILS OR(11)16 ga STAPLES PER GUSSET EACH SIDE CONDITION"G"-BOTTOM CHORD AT MATING LINE: CHECK STRAP QTY/END QTY/END CHECK ALT.STRAP QTY/END QTY/END CHECK ALT.STRAP QTY-/END TENSION(lbs) CASE CD 1 1/2"x 26ga STRAP 10 d NAILS 16 ga STAPLE 1 1/2"x 20 ga STRAP 10 d NAILS 16 ga STAPLE SIMPSON CS18 STRAP 10 d NAILS 898 SNOW 1.15 NOG N/A NIA OK 5 9 OK 9 ALTERNATE:USE(10)16 d NAILS THROUGH DECKING EACH SIDE SHEAR(Ibs) CASE CD WHERE NO BEARING WALL BELOW: 158 SNOW 1.15 JUSE(2)16 d NAILS TOENAILED INTO BAND ALTERNATE:OK FOR(1)SIMPSON A34 CHORD TO BEAM - JAM , -4. CD OR, C) 13ARLOW ENGINEERING,P.C. 6512 SIX FORKS RD.,SURE 203-9 C:120201200497\TN7-3DESPECIAL RALEIGH,NC 27615 TRUSS CALCULATIONS LEGACY CUSTOM MODULAR HOMES COMPONENT LOAD SUMMARY CROSS SECTION IS FOR REFERENCE ONLY EXTERIOR WALL DEAD LOAD= 12 psf x 10 ft = 120 pit AND MAY NOT REFLECT ACTUAL TRUSS MATING WALL DEAD LOAD= 8 psf x 10 ft = 80 pit FLOOR DEAD LOAD= 10 -psf x 3 fl/2= 15 pit X 13.75 ft/2= 68.75 pit X 13.75 ft/2= 68.75 pit FLOOR LIVE LOAD= 40 psf x 3 ft/2= 60 pit X 13.75 R/2= 275 pit X 13.75 ft 12= 275 pit CEILING DEAD LOAD= 5 psf x 3 ft/2= 7.5 pit X 13.75 ft/2= 34.38 pit X 13.75 ft/2= 34.38 pit LOCATIONS 1&65=EXT.WALL HEADER&EXT.WALL STUD \ LOCATIONS 2-4=M.WALL HEADER&M.WALL STUD LOCATIONS 6&10=PERIMETER BAND \� LOCATIONS 7-9=CENTER GIRDER �\ LOCATIONS 11&15=EXT.WALL HEADER&EXT.WALL STUD LOCATIONS 12-14=M.WALL HEADER&M.WALL STUD LOCATIONS 16&20=PERIMETER BAND r LOCATIONS 17-19=CENTER GIRDER LOCATIONS 6-10&16-20 MAY BE USED TO GENERATE FOUNDATION LOADS 06 Q7 1© 12 13 x-14 15 17 18 19 20 TRUSS TW7-30-6-SPECIAL,7112 PITCH,30'-6"WIDTH COMPONENT LOADS Obs/ft) 25 psf GROUND SNOW (MATING WALL LOADS ARE PER SIDE OF LINE) LOCATION 1 2 3 1 4 5 1 6 7 8 9 10 DEAD LOAD 263 101 41 32 349 398 196 190 181 498 LIVE LOAD 320 167 78 71 393 380 247 353 346 668 TOTAL LOAD 583 288 119 103 742 778 443 543 527 1166 LOCATION 11 12 13 14 15 16 17 18 19 20 DEAD LOAD 406 204 224 215 532 541 299 373 364 681 LIVE LOAD 380 247 353 346 668 440 307 628 621 943 TOTAL LOAD 786 451 577 561 1200 981 606 1001 985 1624 * f�a C&C UPLIFTCD LOCATION 1 2 3 4 5 6 7 8 9 10 UPLIFT(0.6)DEAD LOAD 158 6125 19 209 239 118 114 109 299 iM% 105/135 mph UPLIFT -283 -293 0 47 4 -510 -202 -236 -420 N s N LOCATION 11 12 13 14 15 16 17 18 19 20 O ' :` r UPLIFT(0.6)DEAD LOAD 244 122 134 129 319 325 179 224 218 409 105/135 mph UPLIFT -197 -232 400 -116 -175 -310 BARLOW ENGINEERING,P.C. 6512 SIX FORKS RD.,SURE 203-B C:12020V2004071TW7-308SPECIAL RALEIGH,NC 27615 TRUSS CALCULATIONS LEGACY CUSTOM MODULAR HOMES R-3 4'-4---"' m 1 / 4 , 3,-0„ f GROUND SNOW LOAD: 25 psf TC DL: 10 psf BALANCED SNOW LOAD: 19.25 psf BC DL: 10 psf TRUSS NO.:HT7-3 DRIFTING SNOW LOAD: 38.5 psf BC LL: 10 psf WHERE h<42" JOB NO.:200497 OPPOSITE SIDE UNB.SNOW LOAD: 5.78 psf BC LL: 20 psf WHERE h z 42" PITCH:7/12 UNBALANCED SNOW LOAD LENGTH: 4.68 It SPAN:T-0" APPLIED MWFRS UPLIFT: 29.30 psf WINDWARD AT 105/135 mph TRUSS CENTERS: 16 in O.C. 16.64 psf LEEWARD AT 105/135 mph APPLIED C&C UPLIFT: 48.84 psf AT 105/135 mph MEMBER INFORMATION: SIZE& MAXIMUM SUPPORT REACTIONS(Ibs): MWFRS C&C MEMBER SPECIES DL+LL+ 0.6 DL+ 0.6 DL+ 1 2 x B SYP#2 DEAD 25 psf 105/135 mph 105/135 mph 2-3 2 x 6 SYP#2 LOAD GSL UPLIFT UPLIFT 4 2 x 4 SYP#2 EXTERIOR WALL(1)l 60 1 197 1 -18 1 -54 EXTERIOR WALL(2)l 43 1 116 -58 -114 MAXIMUM INTERACTION&DEFLECTION: MAXIMUM NOTES: 1.WIND PER ASCE 7-16,135 mph(Vult)=105 mph(Vasd),EXP.C. MAXIMUM DEFLECTION 2.SNOW PER ASCE 7-16,25 psf GSL,Ct=1.1,Ce=1.0 1 CSI (in) 1 DRIFTING SNOW FROM AN UPPER ROOF HAS BEEN CONSIDERED IN THIS DESIGN. BOTTOM CHORD 0.022 0.01 3225 3.COMPONENT DESIGN IS BASED ON C&C PRESSURES TOP CHORDI 0.090 1 0.06 1 870 TRUSS UPLIFT CONNECTIONS ARE BASED ON MWFRS PRESSURES. WEBI 0.022 0.00 *"" BARLOW ENGINEERING,P.C. 6512 SIX FORKS RD.,SUITE 2D3-EI C:1202012004971HT7-3 RALEIGH,NC 27615 TRUSS CALCULATIONS LEGACY CUSTOM MODULAR HOMES ,AIN (o . 1 ' TRUSS CONNECTIONS N cl PROJECT NUMBER: 200497 ' TRUSS NUMBER: HT7-3 \^J TRUSS PITCH: 7112 TRUSS SPAN: T-0" UPLIFT CONNECTIONS(MWFRS LOADS): 105/135 mph EXTERIOR WALL(1) CHECK STRAP CHECK ALT.STRAP QTY/END QTY/END I CHECK ALT.STRAP QTY/END UPLIFT(Ibs) CASE CD SIMPSON HTS16 STRAP w/(24)10 d NAILS 1 1/2"x 20 ga STRAP 10 d NAILS 16 ga STAPLE I SIMPSON CS20 STRAP 10 d NAILS 18 1 ' WIND 1.6 OK OK 2 2 OK 2 ALTERNATE:(2)16 d NAILS TOENAILED THROUGH BC INTO BAND PLUS(2)16 d NAILS THROUGH SHEATHING INTO BAND AND STUD EXTERIOR WALL(2) CHECK STRAP CHECK ALT.STRAP QTY/END QTY/END I CHECK ALT.STRAP QTY/END UPLIFT(Ibs/PER SIDE) CASECD SIMPS0N HTS 16 STRAP wl(24)10 d NAILS 1 1/2"x 20 ga STRAP 10 d NAILS l6 ga STAPLE SIMPSON CS20 STRAP 10d NAILS 58 WIND 1.6 OK OK 2 2 OK 2 ALTERNATE:(2)16 d NAILS TOENAILED THROUGH BC INTO BAND PLUS(2)16 d NAILS THROUGH SHEATHING INTO BAND AND STUD MAXIMUM OF DL+LL+25 psf GSL&0.6 DL+1051135 mph WIND CONDITION"A"-KNEE WALL: CHECK STRAP CHECK ALT.STRAP QTY/END QTY/END CHECK ALT.STRAP QTY/END TENSION(Ibs) CASE CD SIMPSON HTS16 STRAP w/(24)10 d NAILS 1 1/2"x 20 ga STRAP 10 d NAILS 16 ga STAPLE SIMPSON C820 STRAP 10 d NAILS 127 1 WIND 1.6 OK OK 2 2 OK 2 CONDITION"B"-HEEL: SHEAR(Ibs) I CASE CD 78 1 WIND 1 1.6 JUSE(2)16 d NAILS TOENAILED THROUGH RAFTER INTO PLATE PLUS JUSE(2)16 d NAILS THROUGH PLATE INTO BOTTOM CHORD BARLOW ENGINEERING,P.C. 6512 SIX FORKS RD.,SUITE 203-8 C:12020120D4971HT7-3 RALEIGH,NC 27615 TRUSS CALCULATIONS LEGACY CUSTOM MODULAR HOMES = c COMPONENT LOAD SUMMARY 'CROSS SECTION IS FOR REFERENCE ONLYT{ AND MAY NOT REFLECT ACTUAL TRUSS I j1 ,` en EXTERIOR WALL DEAD LOAD= 12 psf x 10 ft = 120 plf _ r MATING WALL DEAD LOAD= 8 psf x 10 ft = 80 plf C) FLOOR DEAD LOAD= 10 psf x 3 ft/2= 15 plf ') , FLOOR LIVE LOAD= 40 psf x 3 ft/2= 60 plf CEILING DEAD LOAD= 5 psf x 3 ft/2= 7.5 piF LOCATION 1=EXT.WALL HEADER&EXT.WALL STUD LOCATION 2=M.WALL HEADER&M.WALL STUD LOCATION 3=PERIMETER BAND LOCATION 4=CENTER GIRDER LOCATION 5=EXT.WALL HEADER&EXT.WALL STUD 3 LOCATION 6=M.WALL HEADER&M.WALL STUD LOCATION 7=PERIMETER BAND Q� LOCATION 8=CENTER GIRDER LOCATION 9=EXT.WALL HEADER&EXT.WALL STUD LOCATION 10=M.WALL HEADER&M.WALL STUD 7 6 LOCATION 11=PERIMETER BAND �a O LOCATION 12=CENTER GIRDER LOCATIONS 3,4,7,8,11&12 MAY BE USED TO GENERATE FOUNDATION LOADS 1 12 TRUSS HT7-3,7112 PITCH,T-0"WIDTH COMPONENT LOADS(lbsfft) 25 psf GROUND SNOW (MATING WALL LOADS ARE PER SIDE OF LINE) LOCATION 1 2 3 4 5 6 7 8 9 10 11 12 DEAD LOAD 45 32 180 127 188 135 323 230 331 238 466 333 LIVE LOAD 103 55 163 115 163 115 223 175 223 175 283 235 TOTAL LOAD 148 87 343 242 351 250 546 405 554 413 749 568 C&C UPLIFT LOCATION 1 2 3 4 5 6 7 8 9 10 11 12 UPLIFT(0.6)DEAD LOAD 27 19 108 76 113 81 194 138 199 143 280 200 1051135 mph UPLIFT -41 -86 - -29 -24 - - - - - BARLOW ENGINEERING,P.C. 6512 SOC FORKS RD.,SURE 203-B C:V0201200497W7-3 RALEIGH,NC 27615 TRUSS CALCULATIONS LEGACY CUSTOM MODULAR HOMES —4 3._1 Q3» 13'-9�» � 12 13 14 11 23 1816 g'-77, 8'-94- 4,-343.. 10 20 21 17 $ 99 22 18 1(-)223 4 9 6 5 78 8._t02_ 6.`1p1 _� 3-1g>. �+--5'_t0 17, 23'-4- GROUND SNOW LOAD: 25 psf TC DL: 10 psf *BALANCED SNOW LOAD: 19.25 psf BC DL: 10 psf TRUSS NO.:TR7-23-9-SPECIAL UNBALANCED SNOW LOAD: 35.89 psf BC LL: 10 psf WHERE h<42" JOB NO.:200497 OPPOSITE SIDE UNB.SNOW LOAD: 5.78 psf BC LL: 20 psf WHERE h i 42" PITCH:7/12 UNBALANCED SNOW LOAD LENGTH: 4.68 ft BC LL: 20 psf BETWEEN KNEEWALLS SPAN:23'4" APPLIED MWFRS UPLIFT: 29.76 psf WINDWARD AT 105/135 mph TRUSS CENTERS: 16 in O.C. 16.90 psf LEEWARD AT 105/135 mph APPLIED C&C UPLIFT: 49.61 psf AT 1051135 mph *20 psf MINIMUM USED MEMBER INFORMATION: SIZE& MAXIMUM SUPPORT REACTIONS(Ibs): MWFRS C&C MEMBER SPECIES DL+LL+ 0.6 DL+ 0.6 DL+ 1-8 2 x 8 SYP#2 DEAD 25 psf 105/135 mph 105/135 mph 9-12&15-18 2 x 6 SYP#2 LOAD GSL UPLIFT UPLIFT 13&14 2 x 4 SYP#2 EXTERIOR WALL(2) 385 825 -215 -579 19-22 2 x 4 SYP#2 MATING WALL(5) 61 163 0 0 23 2 x 6 SYP#2 MATING WALL(6) 16 149 -94 -25 EXTERIOR WALL(9) 373 769 -1541 -577 MAXIMUM INTERACTION&DEFLECTION: NOTES: 1.MATING WALL REACTIONS ARE PER SIDE. MAXIMUM 2.WIND PER ASCE 7-16,135 mph(Vult)=105 mph(Vasd),EXP.C. y MAXIMUM DEFLECTION 3.SNOW PER ASCE 7-16,25 psf GSL,Ct=1.1,Ce=1.0 1,A3 T CSI (in) G/ DRIFTING LENGTH IS LATERAL DISTANCE FROM RIDGE. —� r BOTTOM CHORDI 0.390 1 0.153 1 1132 4.COMPONENT DESIGN IS BASED ON C&C PRESSURES 3 �" TOP CHORDI 0.326 1 0.198 1 641 TRUSS UPLIFT CONNECTIONS ARE BASED ON MWFRS PRESSURES. , WEBI 0.794 1 0.00 1 "*•' O L Q BARLOW ENGINEERING,P.C. A,g S'S 6512 SIX FORKS RD.,SUfTE 203-B C:1202012004971TR7-23-MPECIAL f:"StiF �� ,' RALEIGH,NC 27615 TRUSS CALCULATIONS LEGACY CUSTOM MODULAR HOMES r TRUSS CONNECTIONS / PROJECT NUMBER: 200497 TRUSS NUMBER: TR7-23-9-SPECIAL TRUSS PITCH: 7/12 \ TRUSS SPAN: 23'-9" Q UPLIFT CONNECTIONS(MWFRS LOADS): 1051135 mph EXTERIOR WALL CHECK STRAP QTY/END QTY/END CHECK ALT.STRAP QTY/END QTY/END CHECK ALT.STRAP QTY/END UPLIFT(Ibs) CASE CD 1 1/2"x 26ga STRAP 10 d NAILS 16 ga STAPLE 1 1/2"x 20 ga STRAP 10 d NAILS 16 ga STAPLE SIMPSON CS20 STRAP 10 d NAILS 215 WIND 1.6 OK 2 3 OK 2 3 OK 2 ALTERNATE:(3)16 d NAILS TOENAILED THROUGH BC INTO BAND PLUS(2)16 d NAILS THROUGH SHEATHING INTO BAND AND STUD MATING WALL I CHECK STRAP QTY/END QTY/END CHECK ALT.STRAP QTY/END QTY/END CHECK ALT.STRAP QTY/END UPLIFT(Ibs/PER SIDE) CASE CD 1 1/2"), /2"x 26ga STRAP 10d NAILS 16 ga STAPLE 1 1/2"x 20 ga STRAP 10d NAILS 16 ga STAPLE SIMPSON CS20 STRAP 10d NAILS 94 WIND 1.6 OK 2 2 OK 2 2 OK 2 ALTERNATE:(2)16 d NAILS TOENAILED THROUGH BC INTO BAND PLUS(2)16 d NAILS THROUGH SHEATHING INTO BAND AND STUD JAN � . -. , �. coo �n C) © r +fir 4BARLOW ENGINEERING,P.C. 6512 SIX FORKS RD.,SUITE 203-B C:Y202=0049ATR7-23-9-SPECIAL RALEIGH,NC 27615 TRUSS CALCULATIONS LEGACY CUSTOM MODULAR HOMES M TRUSS CONNECTIONS O— PROJECT NUMBER: 200497its TRUSS NUMBER: TR7-23-9-SPECIAL TRUSS PITCH: 7/12 TRUSS SPAN: 23'-9" D O , MAXIMUM OF DL+LL+25 psf GSL&0.6 DL+1051135 mph WIND CONDITION"A"-RIDGE: CHECK STRAP QTY!END QTY/END CHECK ALT.STRAP QTY!END QTY/END CHECK ALT.STRAP QTY/END TENSION(Ibs) CASE CD 1 112"x 26ga STRAP 10 d NAILS 16 ga STAPLE 1 1/2"x 20 ga STRAP 10 d NAILS 16 ga STAPLE I SIMPSON CS20 STRAP 10 d NAILS 203 WIND 1.6 OK 2 2 OK 2 2 OK 2 ALTERNATE:USE(3)8 d NAILS EACH END OF 1 x 4 SHEAR(lbs) CASE CD 118 1 WIND 1 1.6 JUSE(2)16 d NAILS INTO END GRAIN EACH END PLUS USE 10 d NAILS AT 21 in O.C.THROUGH PLATES CONDITION"B"-TOP CHORD FLIP: TENSION(Ibs) I CASE CD 186 1 WIND 1 1.6 JUSE(3)6 d NAILS THROUGH SHEATHING EACH SIDE ALTERNATE:USE(5)16 ga STAPLE THROUGH SHEATHING EACH SIDE SHEAR(Ibs) CASE CD 118 1 WIND 1 1.6 JUSE(1)16 d NAILS TOENAILED EACH END PLUS USE 10 d NAILS AT 21 in O.C.THROUGH PLATES CONDITION"C"-COLLAR TIE: AXIAL(Ibs) CASE CD 647 WIND 1.6 USE(4)16 d NAILS EACH END CONDITION"D"-KNEE WALLS: CHECK STRAP QTY/END QTY/END CHECK ALT.STRAP QTY/END QTY/END CHECK ALT.STRAP QTY 1 END TENSION(Ibs) CASE CD 1 1/2"x 26ga STRAP 10 d NAILS 16 ga STAPLE 1 1/2"x 20 ga STRAP 10 d NAILS 16 ga STAPLE SIMPSON CS20 STRAP 10 d NAILS 284 SNOW 1.15 OK 3 3 OK 2 3 OK 3 COMPRESSION(Ibs) CASE CD 140 1 SNOW 1 1.15 JUSE(2)16 d NAILS THROUGH CHORD BLOCK CONDITION"E"-HEEL: TOP CHORD(Ibs) CASE CD 830 SNOW 1.15 USE(1)1/2"BOLT(DOUBLE SHEAR;3/8"SIDE PLATES) PLUS(2)6 d NAILS OR(2)16 ga STAPLES PER GUSSET EACH SIDE ALTERNATE:USE(1)314"BOLT(DOUBLE SHEAR;1/2"SIDE PLATES) PLUS NO ADDITIONAL FASTENERS REQUIRED BOTTOM CHORD(Ibs) CASE CD 759 SNOW 1 1.15 JUSE(7)6 d NAILS OR(9)16 ga STAPLES PER GUSSET EACH SIDE CONDITION"F"-BOTTOM CHORD AT MATING LINE: CHECK STRAP QTY/END QTY/END CHECK ALT.STRAP QTY/END QTY/END CHECK ALT.STRAP QTY/END TENSION(Ibs) CASE CD 1 1/2"x 26ga STRAP 10 d NAILS 16 ga STAPLE 1 1/2"x 20 ga STRAP 10 d NAILS 16 ga STAPLE SIMPSON CS18 STRAP 10 d NAILS 759 SNOW 1 1.15 NO GOOD N/A N/A OK 4 8 OK 7 ALTERNATE:USE(8)16 d NAILS THROUGH DECKING EACH SIDE BARLOW ENGINEERING,P.C. 6512 SIX FORKS RD.,SUITE 203-B C:1202012004971TR7-23-MPECIAL RALEIGH,NC 27615 TRUSS CALCULATIONS LEGACY CUSTOM MODULAR HOMES COMPONENT LOAD SUMMARY EXTERIOR WALL DEAD LOAD= 12 psf x 10 ft = 120 plf MATING WALL DEAD LOAD= 8 psf x 10 ft = 80 plf FLOOR DEAD LOAD= 10 psf x 13.75 ft/2= 68.75 plf x 10 ft/2= 50 plf FLOOR LIVE LOAD= 40 psf x 13.75 ft/2= 275 plf x 10 ft/2= 200 plf CEILING DEAD LOAD= 5 psf x 13.75 ft/2= 34.38 plf x 10 ft/2= 25 plf LOCATIONS 1&4=EXT.WALL HEADER&EXT.WALL STUD LOCATIONS 2&3=M.WALL HEADER&M.WALL STUD LOCATIONS 5&8=PERIMETER BAND 'CROSS SECTION IS FOR REFERENCE ONLY LOCATIONS 5&7=CENTER GIRDER AND MAY NOT REFLECT ACTUAL TRUSS LOCATIONS 9&12=EXT.WALL HEADER&EXT.WALL STUD LOCATIONS 10&11=M.WALL HEADER&M.WALL STUD LOCATIONS 13&16=PERIMETER BAND ____._ LOCATIONS 14&15=CENTER GIRDER LOCATIONS 17&20=EXT.WALL HEADER&EXT.WALL STUD LOCATIONS 18&19=M.WALL HEADER&M.WALL STUD LOCATIONS 21&24=PERIMETER BAND ---—'— LOCATIONS 22&23=CENTER GIRDER 10 LOCATIONS 5-8.13-16&21-24 MAY BE USED TO GENERATE FOUNDATION LOADS TRUSS TR7-23-9-SPECIAL,7/12 PITCH,23'-9"WIDTH COMPONENT LOADS fibs/ft) 25 psf GROUND SNOW (MATING WALL LOADS ARE PER SIDE OF LINE) s� 1U 11 LOCATION 1 2 3 4 5 6 7 8 DEAD LOAD 289 46 12 280 478 235 142 450 LIVE LOAD 330 77 100 297 605 352 300 497 TOTAL LOAD 619 123 112 577 1083 587 442 947 Q 1a t6 LOCATION 9 10 11 12 13 14 15 16 DEAD LOAD 512 269 167 475 701 458 297 645 C �� LIVE LOAD 605 352 300 497 880 627 500 697 TOTAL LOAD 1117 621 467 972 1581 1085 797 1342 LOCATION 17 18 19 20 21 22 23 24 DEAD LOAD 735 492 322 670 924 681 452 840 LIVE LOAD 880 627 500 697 1155 902 700 897 TOTAL LOAD 1615 1119 822 1367 2079 1583 1152 1737 C&C UPLIFT LOCATION 1 2 3 4 5 6 7 8 ys UPLIFT(0.6)DEAD LOAD 173 28 7 16B 287 141 85 270 :. 105/135 mph UPLIFT 434 0 -19 -433 -320 - - -331 '' LOCATION 9 10 11 12 13 14 15 16 UPLIFT(0:6)DEAD LOAD 307 161 100 285 421 275 178 387 CO r 105/135 mph UPLIFT -300 -316 -186 - - -214 LOCATION 17 18 19 20 21 22 23 24 IG UPLIFT(0.6)DEAD LOAD 441 295 193 1 402 554 409 271 1 504 " 105/135 mph UPLIFT -166 - - -199 -53 - - 1 -97 `r3 ..w" BARLOW ENGINEERING,P.C. 6512 SIX FORKS RD.,SURE 203-B C92020120049MR7-23-9-SPECIAL RALEIGH,NC 27615 TRUSS CALCULATIONS LEGACY CUSTOM MODULAR HOMES 2'_i11 On" GROUND SNOW LOAD: 25 psf LEFT(7112)SIDE •BALANCED SNOW LOAD: 19,25 psf UNBALANCED SNOW LOAD: 36.69 psf OPPOSITE SIDE UNB.SNOW LOAD: 5.76 psf UNBALANCED SNOW LOAD LENGTH: 4.68 It 7'-6" --- 6'-3" 5'-6" 5'-9" APPLIED MWFRS UPLIFT: 29.80 psf WINDWARD AT 105/135 mph 16.93 psf LEEWARD AT 105/135 mph APPLIED C&C UPLIFT: 49.66 psf AT 105/135 mph •20 psf MINIMUM USED 12 15 i1 23 76 RIGHT(9112)SIDE •BALANCED SNOW LOAD: 19.25 psf UNBALANCED SNOW LOAD: N/A psf 10 17 OPPOSITE SIDE UNB.SNOW LOAD: NIA psf / 2n 21 UNBALANCED SNOW LOAD LENGTH: N/A ft g i92 16 APPLIED MWFRS UPLIFT: 29.99 psf WINDWARD AT 105/135 mph 17.03 psf LEEWARD AT 105/135 mph t� 3 4 9 5 5 QB APPLIED C&C UPLIFT: 49.97 psf AT 105/135 mph TRUSS NO.:TR-712-912-25-SPECIAL '20 psf MINIMUM USED JOB NO.:200497 LEFT SIDE PITCH:7/12 TC DL: 10 psf RIGHT SIDE PITCH:9/12 BC DL: 10 psf SPAN:25'-0" BC LL: 10 psf WHERE h<42" TRUSS CENTERS: 16 in O.C. BC LL: 20 psf WHERE h z 42" LOWER BC LL: 20 psf BETWEEN KNEEWALLS MEMBER INFORMATION: SIZE& sem= MAXIMUM SUPPORT REACTIONS fibs): MWFRS C&C MEMBER SPECIES DL+LL+ 0.6 DL+ 0.6 DL+ . . 1-8 2 x 8 SYP#2DEAD 25 psf 105/135 mph 105!135 mph 9-12 2 x 6 SYP#2 LOAD GSL UPLIFT UPLIFT 13 2 x 4 SYP#2 -J� LEFT EXTERIOR WALL(1) 377 793 -209 -584 14 2 x 4 SYP#271 `sh 43D LEFT MATING WALL(5) 104 281 -73 -99 15-18 2 x 6 SYP#2 N ;°, RIGHT MATING WALL(6) 36 122 -47 0 19-22 2 x 4 SYP#2 d � RIGHT EXTERIOR WALL(9) 373 778 -163 1 -572 23 2 x 6 SYP#2 O MAXIMUM INTERACTION&DEFLECTION: NOTES: 1.MATING WALL REACTIONS ARE PER SIDE. MAXIMUM 2.WIND PER ASCE 7-16,135 mph(Vult)=105 mph(Vasd),EXP.C. MAXIMUM DEFLECTION 3.SNOW PER ASCE 7-16,25 psf GSL,Ct=1.1,Ce=1.0 CSI (in) G/ DRIFTING LENGTH IS LATERAL DISTANCE FROM RIDGE, BOTTOM CHORD 0.587 0.446 388 4.COMPONENT DESIGN IS BASED ON C&C PRESSURES TOP CHORD 0.772 0.835 248 TRUSS UPLIFT CONNECTIONS ARE BASED ON MWFRS PRESSURES. WEB 0.133 0.00 •••'• BARLOW ENGINEERING,P.C. 6512 SDC FORKS RD.,SUITE 203-8 C:1202012004971TR-712-912-25-SPECIAL RALEIGH,NC 27615 TRUSS CALCULATIONS LEGACY CUSTOM MODULAR HOMES + TRUSS CONNECTIONS PROJECT NUMBER: 200497 TRUSS NUMBER: TR-712-912-25-SPECIAL TRUSS PITCH: 7/12&9/12 TRUSS SPAN: 25'-0" E F UPLIFT CONNECTIONS(MWFRS LOADS): 1051135 mph LEFT SIDE EXTERIOR WALL CHECK STRAP QTY/END QTY!END CHECK ALT.STRAP QTY/END QTY/END CHECK ALT.STRAP QTY/END UPLIFT(Ibs) I CASE CO 1 1/2"x 26ga STRAP 10 d NAILS 16 ga STAPLE 1 1/2"x 20 ga STRAP 10 d NAILS 16 ga STAPLE SIMPSON CS20 STRAP 10 d NAILS 209 WIND 1.6 OK 2 2 OK 2 2 OK 2 ALTERNATE:(3)16 d NAILS TOENAILED THROUGH BC INTO BAND PLUS(2)16 d NAILS THROUGH SHEATHING INTO BAND AND STUD MATING WALL(PER SIDE) I CHECK STRAP QTY/END QTY/END CHECK ALT.STRAP QTY/END QTY!END CHECK ALT.STRAP QTY/END UPLIFT(Ibs) CASE CD 1 1/2"x 26ga STRAP 10 d NAILS 16 ga STAPLE 1 1/2"x 20 ga STRAP 10 d NAILS 16 ga STAPLE SIMPSON CS20 STRAP 10 d NAILS 73 WIND 1.6 OK 2 2 OK 2 2 OK 2 ALTERNATE:(2)16 d NAILS TOENAILED THROUGH BC INTO BAND PLUS(2)16 d NAILS THROUGH SHEATHING INTO BAND AND STUD RIGHT SIDE EXTERIOR WALL CHECK STRAP QTY/END QTY/END CHECK ALT.STRAP QTY/END QTY/END CHECK ALT.STRAP QTY/END UPLIFT(Ibs/PER SIDE) CASE CD 1 1/2"x 26ga STRAP710dAILS 16 ga STAPLE 1 1/2"x 20 ga STRAP 10 d NAILS 16 ga STAPLE SIMPSON CS20 STRAP 10 d NAILS 163 WIND 1.6 OK 2 OK 2 2 OK 2 ALTERNATE:(2)16 d NAILS TOENAILED THROUGH BC INTO BAND PLUS(2)16 d NAILS THROUGH SHEATHING INTO BAND AND STUD 3AM ` . O CD BARLOW ENGINEERING,P.C. 6512 SIX FORKS RD.,SURE 203-B C:1202012004971TR-712-912-25-SPECIAL RALEIGH,NC 27615 TRUSS CALCULATIONS LEGACY CUSTOM MODULAR HOMES TRUSS CONNECTIONS PROJECT NUMBER: 200497 TRUSS NUMBER: TR-712-912-26-SPECIAL © ~� TRUSS PITCH: 7/12&9/12 TRUSS SPAN: 25'-0" D E OF_l MAXIMUM OF DL+LL+25 psf GSL&0.6 DL+105/135 mph WIND CONDITION"A"-RIDGE: I CHECK STRAP QTY/END QTY/END I CHECK ALT.STRAP QTY/END QTY/END CHECK ALT.STRAP QTY/END TENSION(lbs) I CASE I CD 1 1/2"x 26ga STRAP 10 d NAILS 16 ga STAPLE 1 1/2"x 20 ga STRAP 10 d NAILS 16 ga STAPLE SIMPSON CS20 STRAP 10 d NAILS 131 1 WIND 1 1.6 1 OK 2 2 OK 2 2 OK 2 ALTERNATE:USE(2)8 d NAILS EACH END OF 1 x 4 SHEAR(Ibs) ICASE CD 89 WIND 1.6 USE(2)16 d NAILS INTO END GRAIN EACH END PLUS USE 10d NAILS AT 28 in O.C.THROUGH PLATES CONDITION"B"-TOP CHORD FLIP: TENSION(Ibs) I CASE CD 117 1 WIND 1 1.6 JUSE(2)6 d NAILS THROUGH SHEATHING EACH SIDE ALTERNATE:USE(3)16 ga STAPLE THROUGH SHEATHING EACH SIDE SHEAR(Ibs) CASE CD 89 WIND 1.6 JUSE(1)16 d NAILS TOENAILED EACH END PLUS USE 10 d NAILS AT 28 in O.C.THROUGH PLATES CONDITION"C"-COLLAR TIE: AXIAL(Ibs) CASE CD 636 WIND 1.6 USE(4)16 d NAILS THROUGH TIE INTO RAFTER CONDITION"D"-KNEE WALL: CHECK STRAP QTY/END QTY/END CHECK ALT.STRAP QTY/END QTY/END CHECK ALT.STRAP QTY/END TENSION(lbs) CASE CD 1 1/2"x 26ga STRAP 10 d NAILS 16 ga STAPLE 1 1/2"x 20 ga STRAP 10 d NAILS 16 ga STAPLE SIMPSON CS2D STRAP 10 d NAILS 360 SNOW 1.15 OK 3 4 OK 2 4 OK 4 COMPRESSION(Ibs) CASE CD 266 SNOW 1.15 JUSE(2)16 d NAILS THROUGH CHORD BLOCK R' ' CONDITION"E"-LOW SIDE HEEL: TOP CHORD(Ibs) CASE CD 647 SNOW 1.15 USE(1)1/2"BOLT(DOUBLE SHEAR;3/8"SIDE PLATES) PLUS NO ADDITIONAL FASTENERS REQUIRED 0 ALTERNATE:USE(1)1/2"BOLT(DOUBLE SHEAR;1/2"SIDE PLATES) O PLUS NO ADDITIONAL FASTENERS REQUIRED " BOTTOM CHORD(Ibs) CASE CD + ° " • 647 SNOW 1 1.15 JUSE(6)6 d NAILS OR(8)16 ga STAPLES PER GUSSET EACH SIDE CONDITION"F"-BOTTOM CHORD AT MATING LINE: STRAP ACROSS MATING LINE CHECK STRAP I QTY/END QTY/END CHECK ALT.STRAP QTY/END QTY/END CHECK ALT.STRAP QTY/END TENSION(Ibs) CASE CD1 112"x 26ga STRAP 10 d NAILS 16 ga STAPLE 1 1/2"x 20 ga STRAP 10 d NAILS 16 ga STAPLE SIMPSON CS20 STRAP 10 d NAILS 554 SNOW 1.95 I, GOOD N/A N/A OK 3 6 OK 6 BARLOW ENGINEERING,P.C. 6512 SIX FORKS RD.,SURE 203-B C:120201200497XTR-712-912-25-SPECIAL RALEIGH,NC 27616 TRUSS CALCULATIONS LEGACY CUSTOM MODULAR HOMES COMPONENT LOAD SUMMARY EXTERIOR WALL DEAD LOAD= 12 psf x 10 ft = 120 plf MATING WALL DEAD LOAD= 8 psf x 10 ft = 80 plf FLOOR DEAD LOAD= 10 psf x 13.75 ft/2= 68.75 plf x 11.25 ft/2= 56.25 plf FLOOR LIVE LOAD= 40 psf x 13.75 ft/2= 275 plf x 11.25 ft/2= 225 plf CEILING DEAD LOAD= 5 psf x 13.75 ft/2= 34.38 plf x 11.25 ft/2= 28.13 plf LOCATIONS 1&4=EXT.WALL HEADER&EXT.WALL STUD LOCATIONS 2&3=M.WALL HEADER&M.WALL STUD LOCATIONS 5&8=PERIMETER BAND 'CROSS SECTION IS FOR REFERENCE ONLY LOCATIONS 5&7=CENTER GIRDER AND MAY NOT REFLECT ACTUAL TRUSS LOCATIONS 9&12=EXT.WALL HEADER&EXT.WALL STUD LOCATIONS 10&11=M.WALL HEADER&M.WALL STUD LOCATIONS 13&16=PERIMETER BAND LOCATIONS 14&15=CENTER GIRDER LOCATIONS 17&20=EXT.WALL HEADER&EXT.WALL STUD LOCATIONS 18&19=M.WALL HEADER&M.WALL STUD LOCATIONS 21&24=PERIMETER BAND Q �� 0-,/ LOCATIONS 22&23=CENTER GIRDER LOCATIONS 5-8,13-16&21-24 MAY BE USED TO GENERATE FOUNDATION LOADS s E)—\, Q (D TRUSS TR-712-912-25-SPECIAL.7/12&9/12 PITCH,25'-0"WIDTH COMPONENT LOADS(lbs/ft) 1v 25 psf GROUND SNOW (MATING WALL LOADS ARE PER SIDE OF LINE) LOCATION 1 2 1 3 4 1 5 6 7 8 DEAD LOAD 283 78 27 280 472 267 163 456 i 6 is LIVE LOAD 312 133 65 304 587 408 290 529 TOTAL LOAD 595 211 92 584 1059 675 453 985 Q 16 LOCATION 9 10 11 12 13 14 15 16 DEAD LOAD 506 301 191 484 695 490 327 660 LIVE LOAD 587 408 290 529 862 683 515 754 i 3 � TOTAL LOAD 1093 709 481 1013 1557 1173 842 1414 LOCATION 17 18 19 20 21 22 23 24 DEAD LOAD 729 524 355 688 918 713 491 864 LIVE LOAD 862 683 515 754 1137 958 740 979 " ^S TOTAL LOAD 1591 1207 870 1442 2055 1671 1231 1 1643 C&C UPLIFT LOCATION 1 2 3 4 5 6 7 8 " UPLIFT(0.6)DEAD LOAD 170 47 16 166 283 160- 98 274 105/135 mph UPLIFT 438 -74 0 -429 -325 -323 O a. LOCATION 9 10 11 12 13 14 15 16 s UPLIFT(0.6)DEAD LOAD 304 181 115 290 417 294 196 396 C:> 105/135 mph UPLIFT -304 -307 -191 - -201 0 ; LOCATION 17 18 19 20 21 22 23 24 UPLIFT(0.6)DEAD LOAD 437 314 213 413 551 426 295 518 105/135 mph UPLIFT -171 -184 -57 -79 BARLOW ENGINEERING,P.C. 6512 SIX FORKS RD.,SURE 203-B C:U020\200497\TR-712-912-25-SPECIAL RALEIGH,NC 27615 LEGACY CUSTOM MODULAR HOMES APPROVED F-PFSCOPPOP-ATIONII 3/2/20 Bloomsburg, PA SECTION 6 20,30&40 psf GROUND SNOW SINGLE BOX TRUSSES w/CONNECTIONS&LOAD SUMMARIES TR5-13-9-1 P1 -P9 TR5-13-9-2 P10-P18 TR5-13-9-3 P19:P27 TR5-15-9-1 P28-P36 TR5-15-9-2 P37-P45 TR5-15-9-3 P46-P54 TR7-13-9-1 P55-P63 TR7-13-9-2 P64-P72 TR7-13-9-3 P73-P81 TR7-17-9-1 P82-P90 TR7-17-9-2 P91 -P99 TR7-17-9-3 P100-P108 TR9-13-9-1 P109-P117 TR9-13-9-2 P118-P126 TR9-13-9-3 P127-P135 TR9-19-9-1 P136-P144 TR9-19-9-2 P145-P153 TR949-9-3 P154-P162 TR12-13-9-1 P163-P171 TR12-13-9-2 P172-P180 TR12-13-9-3 P181 -P189 TR12-12-9-1 P190-P198 TR12-12-9-2 P199-P207 TR12-12-9-3 P208-P216 4?3 ,k a�ieyi gib`ya xey 1�t �^ 51X rEs�! tM061 00 b,fll AL � Professional Certif cation.I hearby certify that these documents 102/26/2020 were prepared or approved by me,and that I am a duly licensed BrnIOW ExwxEEPoxc,v.c �.vmm,m,mw.+,WnmEc.crWr,Er:n,e professional engineer under the laws of the State of Maryland, 651 WaRDR a po.„�2,13 License No.33421,Expiration Date 711620. PTWL`i..APPROVED DATE 3!'!.'20TRUSS CALCULATIONS PFSCORPORATION LEGACY CUSTOM MODULAR HOMES R-6 � PA 2" 1 3 7'-117 1 14 15 1 6'-S4" 3'3,-1081" 22 2'-911-- 9 19 20 16 g 18 71 17 1 2 3 4 5 6a 7 1 4,-47 I 5'-0" �� 4-42., .1 13'— GROUND SNOW LOAD: 20 psf 30 psf 40 psf TC DL: 10 psf *BALANCED SNOW LOAD: 20.4 23.1 30.8 psf BC DL: 10 psf TRUSS NO.:TR7-13-9-1 UNBALANCED SNOW LOAD: 36.02 42.72 54.32 psf BC LL: 10 psf WHERE h<42" JOB NO.: 180180 OPPOSITE SIDE UNB.SNOW LOAD: 6.12 6.93 9.24 psf BC LL: 20 psf WHERE h z 42" PITCH:7/12 UNBALANCED SNOW LOAD LENGTH: 4.3 5.01 5.6 ft BC LL: 10 psf BETWEEN KNEEWALLS SPAN:13'-9" APPLIED MWFRS UPLIFT: 22.16 psf WINDWARD AT 901117 mph TRUSS CENTERS: FOR 20 psf GROUND SNOW: 16 in O.C. 12.59 psf LEEWARD AT 90/117 mph FOR 30 psf GROUND SNOW: 16 in O.C. 36.43 psf WINDWARD AT 120/155 mph FOR 40 psf GROUND SNOW: 16 in O.C. 20.69 psf LEEWARD AT 120/155 mph FOR 901117 mph WIND: 16 in O.C. APPLIED C&C UPLIFT: 38.65 psf AT 90/117 mph FOR 120/155 mph WIND: 16 in O.C. 63.53 psf AT 120/155 mph *5 psf RAIN ON SNOW SURCHARGE APPLIED MEMBER INFORMATION: SIZE& MAXIMUM SUPPORT REACTIONS(Ibs): MWFRS UPLIFT C&C UPLIFT MEMBER SPECIES DL+LL+ DL+LL+ DL+LL+ 0.6 DL+ 0.6 DL+ 0.6 DL+ 0.6 DL+ 1-7 2 x 6 SYP#2 DEAD 20 psf 30 psf 40 psf 90/117 mph 120/155 mph 90/117 mph 120/155 mph 9-12&15-18 2 x 6 SYP#2 1 LOAD GSL GSL GSL UPLIFT UPLIFT UPLIFT UPLIFT 12-13 2 x 4 SYP#2 EXTERIOR WALLI 245 1 515 1 577 693 -45 -169 -241 491 18-21 2 x 4 SYP#2 22 2 x 4 SYP#2 * MAXIMUM INTERACTION&DEFLECTION: MAXIMUM NOTES: 1.WIND PER ASCE 7-16,117&155 mph(Vult)=90&120 mph(Vasd),EXP.C. ° MAXIMUM DEFLECTION 2.SNOW PER ASCE 7-16,20,30&40 psf GSL,Ct=1.1,Ce=1.0 - CSI (in) l/ DRIFTING LENGTH IS LATERAL DISTANCE FROM RIDGE. get BOTTOM CHORD 0.393 1 0.073 1 2473 3.COMPONENT DESIGN IS BASED ON C&C PRESSURES ORDI 0.240 1 0.109 1 722 TRUSS UPLIFT CONNECTIONS ARE BASED ON MWFRS PRESSURES. WEBI 0.098 1 0.00 1 ***** O osl tis,a O x + i BARLOW ENGINEERING,P.C. ,•�$° 6512 SIX FORKS RD.,SUITE 203-B P:@018118018012018 TRUSSESIFOLDING120-30-401TR7-13-9-1 *app RALEIGH,NC 27615 .' SECTION 6 1 pp.55 .,. APPROVED `:..DATE 3:'2;20 TRUSS CALCULATIONS PFSCORPORATION LEGACY CUSTOM MODULAR HOMES aowemno.Pu TRUSS CONNECTIONS PROJECT NUMBER: 180180 TRUSS NUMBER: TR7-13-9-1 TRUSS PITCH: 7/12 TRUSS SPAN: 13'-9" D E UPLIFT CONNECTIONS(MWFRS LOADS): 90!117 mph EXTERIOR WALL CHECKSTRAP I QTY END QTY/END CHECK ALT.STRAP QTY/END QTY END CHECK ALT.STRAP QTY END UPLIFT(Ibs) CASE CD 1 1/2"x 26ga STRAP 10 d NAILS 16 ga STAPLE 1 1/2"x 20 ga STRAP 10 d NAILS 16 ga STAPLE SIMPSON CS20 STRAP 10 d NAILS 45 WIND 1.6 OK 2 2 OK 2 2 OK 2 ALTERNATE:(2)16 d NAILS TOENAILED THROUGH BC INTO BAND PLUS(2)16 d NAILS THROUGH SHEATHING INTO BAND AND STUD 120/155 mph EXTERIOR WALL CHECK STRAP QTY/END QTY/END CHECK ALT.STRAP QTY/END QTY/END I CHECK ALT.STRAP QTY!END UPLIFT(lbs) CASE CD 1 1/2"x 26ga STRAP 10 d NAILS 16 ga STAPLE 1 1/2"x 20 ga STRAP 10 d NAILS 16 ga STAPLE I SIMPSON CS20 STRAP 10 d NAILS 169 WIND 1.6 1 OK 2 2 OK 2 2 OK 2 ALTERNATE: (2)16 d NAILS TOENAILED THROUGH BC INTO BAND PLUS(2)16 d NAILS THROUGH SHEATHING INTO BAND AND STUD '+ 11 C7 "s: s c--) .. Q tea. BARLOW ENGINEERING,P.C. 6512 SIX FORKS RD.,SUITE 203-6 P:VOM1801802018 TRUSSES\FOLDING120-30-401TR7-13-9-1 RALEIGH,NC 27615 SECTION 6!pp.56 APPROVED DATE 3:2!26 TRUSS CALCULATIONS PFS CORPORATION LEGACY CUSTOM MODULAR HOMES 9loomsEury,PA TRUSS CONNECTIONS O PROJECT NUMBER: 180180 TRUSS NUMBER: TR7-13-9-1 TRUSS PITCH: 7/12 TRUSS SPAN: 13'-9" D E MAXIMUM OF DL+LL+30 psf GSL B 0.6 DL+12D/155 mph WIND CONDITION"A"-RIDGE: I CHECK STRAP I QTY/END QTY/END CHECK ALT.STRAP QTY!END QTY/END CHECK ALT.STRAP QTY/END TENSION(Ibs) CASE CD 1 1/2"x 26ga STRAP 10 d NAILS 16 ga STAPLE 1 1/2"x 20 ga STRAP 10 d NAILS 16 ga STAPLE SIMPSON CS20 STRAP 10 d NAILS 78 WIND 1.6 1 OK 1 2 2 1 OK 2 2 OK 2 ALTERNATE:USE(2)B d NAILS EACH END OF 1 x 4 SHEAR(Ibs) CASE CD 46 WIND 1.6 JUSE(1)16 d NAILS INTO END GRAIN EACH END PLUS USE 10 d NAILS AT 55 in O.C.THROUGH PLATES CONDITION"B"-TOP CHORD FLIP: TENSION(Ibs) CASE CD 73 WIND 1.6 USE(1)6 d NAILS THROUGH SHEATHING EACH SIDE ALTERNATE:USE(2)16 ga STAPLE THROUGH SHEATHING EACH SIDE SHEAR(Ibs) CASE CD 46 1 WIND 1 1.6 JUSE(1)16 d NAILS TOENAILED EACH END PLUS USE 10 d NAILS AT 55 in O.C.THROUGH PLATES CONDITION"C"-COLLAR TIE: AXIAL(Ibs) CASE CD 556 WIND 1.6 USE(3)16 d NAILS EACH END CONDITION"D"-KNEE WALLS: CHECK STRAP QTY/END QTY/END CHECK ALT.STRAP QTY/END QTY/END CHECK ALT.STRAP QTY!END TENSION(Ibs) I CASE CD 1 1/2"x 26ga STRAP 10 d NAILS 16 ga STAPLE 1 112"x 20 ga STRAP 10 d NAILS 16 ga STAPLE SIMPSON CS20 STRAP 10 d NAILS 206 1 SNOW 1.15 OK 2 2 OK 2 2 OK 2 COMPRESSION(Ibs) I CASE CD 77 1 SNOW 1 1.15 JUSE(2)16 d NAILS THROUGH CHORD BLOCK(WHEN USED) CONDITION"E"-HEEL: TOP CHORD(Ibs) CASE CD 481 SNOW 1.15 USE(1)3/6"BOLT(DOUBLE SHEAR;3/8"SIDE PLATES) „ : ZAM PLUS(2)6 d NAILS OR(2)16 ga STAPLES PER GUSSET EACH SIDE _ ALTERNATE:USE(1)1/2"BOLT(DOUBLE SHEAR;1/2"SIDE PLATES) PLUS NO ADDITIONAL FASTENERS REQUIRED _a s BOTTOM CHORD(Ibs) CASE CD C7ry 435 SNOW 1 1.15 JUSE(4)6 d NAILS OR(6)16 ga STAPLES PER GUSSET EACH SIDE O •` N;. C) a AMA W GINEERING,P.C. RKS RD.,SUITE 203-B P:12018118018012018 TRUSSESIFOLDING120-30-401TR7-13-9-1 RALEIGH,NC 27615 SECTION 6/pp.60 gPPROVED ...DATE 3:2;28 Y TRUSS CALCULATIONS 1 PFSCORPORATION LEGACY CUSTOM MODULAR HOMES �,oA COMPONENT LOAD SUMMARY 'CROSS SECTION IS FOR REFERENCE ONLY AND MAY NOT REFLECT ACTUAL TRUSS EXTERIOR WALL DEAD LOAD= 12 psf x 10 ft = 120 plf MATING WALL DEAD LOAD= 8 psf x 10 ft = 80 plf FLOOR DEAD LOAD= 10 psf x 13.75 ft/2= 68.75 plf FLOOR LIVE LOAD= 40 psf x 13.75 ft/2= 275 plf CEILING DEAD LOAD= 5 psf x 13.75 ft/2= 34.38 plf LOCATION 1=EXT.WALL HEADER&EXT.WALL STUD LOCATION 2=PERIMETER BAND LOCATION 3=EXT.WALL HEADER&EXT.WALL STUD OO OO LOCATION 4=PERIMETER BAND LOCATION 5=EXT.WALL HEADER&EXT.WALL STUD LOCATION 6=PERIMETER BAND LOCATIONS 2,4&6 MAY BE USED TO GENERATE FOUNDATION LOADS TRUSS TR7-13-9-1.7/12 PITCH,13'-9"WIDTH COMPONENT LOADS(lbs/ft) 20 psf GROUND SNOW (MATING WALL LOADS ARE PER SIDE OF LINE) LOCATION 1 2 3 4 5 6 DEAD LOAD 184 373 407 596 630 819 LIVE LOAD 203 476 478 753 753 1028 TOTAL LOAD 387 851 885 1349 1383 1847 30 psf GROUND SNOW LOCATION 1 2 3 4 5 6 © s DEAD LOAD 184 373 407 596 630 819 LIVE LOAD 249 524 524 799 799 1074 TOTAL LOAD 433 897 931 1395 1429 1893 40 psf GROUND SNOW LOCATION 1 2 3 4 5 6 DEAD LOAD 184 373 407 596 630 819 LIVE LOAD 336 611 611 886 886 1161 s TOTAL LOAD 520 984 1018 1482 1516 1 1980 a w. C&C UPLIFT JAM � R LOCATION 1 2 3 47 5 6 nqa UPLIFT(0.6)DEAD LOAD-1 110 1 224 1 244 358 1378 491 �q�` 90/117 mph UPLIFT181 - c:) ; 120/155 mph UPLIFT -368 -144 -124 -10po CD c . BARLOW ENGINEERING,P.C. 6512 SIX FORKS RD.,SUITE 203-8 P:%2018118018012018 TRUSSE$kFOLDING120-30-401TR7-13-9-1 RALEIGH,NC 27615 SECTION 6 1 pp.63 TRUSS CALCULATIONS LEGACY CUSTOM MODULAR HOMES R-7 Y 2 1 2 27.-6.. _ GROUND SNOW LOAD: 50 psf 60 psf 70 psf BALANCED SNOW LOAD: 38.5 46.2 53.9 psf TRUSS NO.:V7-275 UNBALANCED SNOW LOAD: 65.86 77.44 89.02 psf JOB NO.:200459 OPPOSITE SIDE UNB.SNOW LOAD: 11.55 13.86 16.17 psf PITCH:7/12 UNBALANCED SNOW LOAD LENGTH: 6.1 6.55 6.95 It SPAN:27'5" TC DL: 10 psf TRUSS CENTERS: FOR 50 psf GROUND SNOW: 16 in O.C. APPLIED MWFRS UPLIFT: 22.43 psf WINDWARD AT 90/117 mph FOR 60 psf GROUND SNOW: 16 in O.C. 12.74 psf LEEWARD AT 90/117 mph FOR 70 psf GROUND SNOW: 12 in O.C. 25.66 psf WINDWARD AT 120/165 mph FOR 90/117 mph WIND: 16 in O.C. 17.99 psf LEEWARD AT 120/155 mph FOR 1201155 mph WIND: 16 in O.C. APPLIED C&C UPLIFT: 38.52 psf AT 90/117 mph 63.32 psf AT 120/155 mph MEMBER INFORMATION: MAXIMUM SUPPORT REACTIONS(ibs): MWFRS UPLIFT C&C UPLIFT SIZE& DL+LL+ DL+LL+ DL+LL+ 0.6 DL 0.6 DL+ 0.6 DL+ 0.6 DL+ MEMBER SPECIES DEAD 50 psf 60 psf 70 psf 90/117 mph 120/155 mph 90/117 mph 120/155 mph 1-2 12 x 12 SPF#2 1 LOAD GSL GSL GSL I UPLIFT UPLIFT UPLIFT UPLIFT EXTERIOR WALL VERTICALl 131 1 598 1 698 1 607 1 -112 1 -145 -275 1 -502 EXTERIOR WALL LATERALl 0 1 0 1 0 1 0 1 148 1 160 1 209 1 344 RIDGE1 261 1 1083 1 1246 1 1069 1 -166 1 -244 1 550 1 -1005 NOTES: 1.RIDGE REACTIONS ARE TOTAL FOR BOTH SIDES. 2.WIND PER ASCE 7-16,117&155 mph(Vult)=90&120 mph(Vasd),EXP.C. MAXIMUM INTERACTION&DEFLECTION: 3.SNOW PER ASCE 7-16,50,60&70 psf GSL,Ct=1.1,Ce=1.0 MAXIMUM DRIFTING LENGTH IS LATERAL DISTANCE FROM RIDGE. r MAXIMUM DEFLECTION 4.COMPONENT DESIGN IS BASED ON C&C PRESSURES ,/ i .° CSI TRUSS UPLIFT CONNECTIONS ARE BASED ON MWFRS PRESSURES. TOP CHORDI 0.924 1 0.49 1 391 ' BARLOW ENGINEERING,P.C. 6612 SIX FORKS RD.,SUITE 203.8 C1202012004691V7-278 RALEIGH,NO 27616 TRUSS CALCULATIONS LEGACY CUSTOM MODULAR HOMES TRUSS CONNECTIONS PROJECTNUMBER: 200469 TRUSS NUMBER: V7-27-6 ~ TRUSS PITCH: 7/12 / TRUSS SPAN: 27'-6" UPLIFT CONNECTIONS(MWFRS LOADS): 90/117 mph EXTERIOR WALL CHECK STRAP QTY/END QTY/END CHECK ALT.STRAP QTY 1 END QTY 1 END CHECK ALT.STRAP QTY/END UPLIFT(lbs) CASE CD 1 1/2"x 26ga STRAP 10 d NAILS 16 ga STAPLE 1 1/2"x 20 ga STRAP 10 d NAILS 16 ga STAPLE SIMPSON CS20 STRAP 10 d NAILS 112 WIND 1.6 OK 2 2 OK 2 2 OK 2 RIDGE(MAXIMUM OF SNOW OR WIND) CHECK STRAP ALTERNATE STRAP LOAD(lbs l PER SIDE) CASE CD SIMPSON A35 EACH RAFTER SIMPSON A34 EACH RAFTER 542 SNOW 1.15 OK FOR(1) OK FOR(2) 1201155 mph EXTERIOR WALL I CHECK STRAP QTY/END QTY/END I CHECKALT.STRAP QTY/END I QTY/END I CHECKALT.STRAP QTY/END UPLIFT(Ibs) CASE CD 1 1/2"x 26ga STRAP 1 10 d NAILS 16 ga STAPLE 1 1/2"x 2D ga STRAP 10d NAILS 16 ga STAPLE SIMPSON CS20 STRAP 10 d NAILS 145 WIND 1.6 OK 2 2 OK 2 2 OK 2 RIDGE(MAXIMUM OF SNOW OR WIND) CHECK STRAP ALTERNATE STRAP LOAD(IDS/PER SIDE) CASE CD SIMPSON A35 EACH RAFTER SIMPSON A34 EACH RAFTER 542 SNOW 1.15 OK FOR(1) OK FOR(2) ji 71 0 C r 9ARL-ENGINEERING,P.C. 6612 SIX FORKS RD.,SUITE 203-8 C:12020X200459W7-27-6 RALEIGH,NC 27615 TRUSS CALCULATIONS LEGACY CUSTOM MODULAR HOMES TRUSS CONNECTIONS PROJECT NUMBER: 200459 0 A TRUSS NUMBER: V7-27-6 TRUSS PITCH: 7112 TRUSS SPAN: 27'-6" MAXIMUM OF DL+LL+50 psf GSL&0.6 DL+901117 mph WIND CONDITION"A"-RIDGE: CHECK STRAP QTY/END QTY/END CHECK ALT.STRAP QTY/END QTY 1 END CHECK ALT.STRAP QTY/END TENSION(Ibs) CASE CD 1 1/2"x 26ga STRAP 10 d NAILS 16 ga STAPLE 1 1/2"x 20 ga STRAP 10 d NAILS 16 ga STAPLE SIMPSON CS20 STRAP 10 d NAILS 378 SNOW —1.15--1 OK 7 6 OK 4 8 OK 3 ALTERNATE:USE(6)8 d NAILS EACH END OF 1 x 4 SHEAR(Ibs) CASE CD 639 SNOW 1.15 USE 10 d NAILS AT 2 in O.C.THROUGH PLYS CONDITION"B"-THRUST BEAM: CHECK STRAP LATERAL(Ibs) CASE CD SIMPSON A34 RAFTER TO TOP PLATE 148 WIND 1.6 OK PLUS USE 16 d NAILS AT 20"O.C.THROUGH PLATE TO FLAT BEAM MAXIMUM OF DL+LL+50 psf GSL&0.6 DL+120/155 mph WIND CONDITION"A!'-RIDGE: CHECK STRAP I QTY/END I QTY/END CHECK ALT.STRAP QTY/END QTY/END CHECK ALT.STRAP QTY/END TENSION(Ibs) CASE CD 1 1/2"x 26ga STRAP 10 d NAILS 1 16 ga STAPLE 1 1/2"x 20 ga STRAP 10 d NAILS 16 ga STAPLE SIMPSON CS20 STRAP 10 d NAILS 378 SNOW 1.15 1 OK 1 7 8 OK 4 8 OK 3 ALTERNATE:USE(2)8 d NAILS EACH END OF 1 x 4 SHEAR(Ibs) CASE CD 639 SNOW 1.15 USE 10 d NAILS AT 2 in O.C.THROUGH PLYS CONDITION"B"-THRUST BEAM: CHECK STRAP a ;� LATERAL(Ibs) CASE CD SIMPSON A34 RAFTER TO TOP PLATE s 160 WIND 1.6 OK S- PLUS USE 16d NAILS AT 19"O.C.THROUGH PLATE TO FLAT BEAM s O € SJ2 c:1 BARLOW ENGINEERING,P.C. 6612 SIX FORKS RD.,SUITE 2D3-B C:1202012004591V7-27-6 RALEIGH,NO 27615 TRUSS CALCULATIONS LEGACY CUSTOM MODULAR HOMES COMPONENT LOAD SUMMARY 'CROSS SECTION IS FOR REFERENCE ONLY AND MAY NOT REFLECT ACTUAL TRUSS •"n s-"" EXTERIOR WALL DEAD LOAD= 12 psf x 10 it = 120 pif MATING WALL DEAD LOAD= 8 psf x 10 fl - 80 Of FLOOR DEAD LOAD= 10 psf x 13.75 ft/2= 68.75 Of r j FLOOR LIVE LOAD= 40 psf x 13.75 fl 12= 275 Of s CEILING DEAD LOAD= 5 psf x 13.75 ft/2= 34.38 pifO ay CD LOCATION 1=EXT.WALL HEADER&EXT.WALL STUD O . LOCATION 2=RIDGE BEAM(TOTAL FOR BOTH SIDES) Q) Q N ` o LOCATION 3=PERIMETER BAND LOCATION 4=CENTER GIRDER LOCATION 5=EXT.WALL HEADER&EXT.WALL STUD LOCATION 6=M.WALL HEADER&M.WALL STUD --- - LOCATION 7=PERIMETER BAND LOCATION 8=CENTER GIRDER LOCATION 9=EXT.WALL HEADER&EXT.WALL STUD LOCATION 10=M.WALL HEADER&M.WALL STUD LOCATION 11=PERIMETER BAND LOCATION 12=CENTER GIRDER LOCATION 13=THRUST BEAM LATERAL LOCATIONS 3,4,7,8,11&12 MAY BE USED TO GENERATE FOUNDATION LOADS TRUSS V7-27-6,7112 PITCH,27'-U'WIDTH COMPONENT LOADS(lbs/ft) 50 psf GROUND SNOW (RIDGE BEAM LOADS ARE TOTAL FOR BOTH SIDES&MATING WALL LOADS ARE PER SIDE OF LINE) LOCATION 1 2 3 4 5 6 7 8 9 10 11 12 13(LAT) DEAD LOAD 98 196 287 69 321 103 510 252 544 286 733 435 D LIVE LOAD 351 617 626 275 626 275 901 550 901 550 1176 825 0 TOTAL LOAD 449 813 913 344 947 378 1411 802 1445 836 1909 1260 0 60 psf GROUND SNOW LOCATION 1 2 3 4 5 6 7 8 9 10 11 12 13(LAT) DEAD LOAD 98 196 287 69 321 103 510 252 544 286 733 435 0 LIVE LOAD 426 739 701 275 701 275 976 550 976 550 1251 825 D TOTAL LOAD 524 935 988 344 1022 378 1486 802 1520 836 1984 1260 0 70 psf GROUND SNOW LOCATION 1 2 3 4 5 6 7 8 9 10 11 12 13(LAT) DEAD LOAD 98 196 287 69 321 103 510 252 544 286 733 435 0 LIVE LOAD 509 873 784 275 784 275 1059 550 1059 550 1334 825 0 TOTAL LOAD 607 1069 1071 344 1105 378 1569 802 1603 836 2067 1260 0 C&C UPLIFT LOCATION 1 2 3 4 5 6 7 8 9 10 11 12 13(LAT) UPLIFT(0.6)DEAD LOAD 59 118 172 41 193 62 306 151 326 172 440 261 0 90/117 mph UPLIFT -206 -206 -34 -165 -13 -144 - -55 -34 157 1201155 mph UPLIFT -377 -377 -205 -336 -184 -315 -71 -226 -51 -205 -116 1 258 BARL—ENGINEERING,P.C. 6612 SIX FORKS RD.,SURE 2DV3 C:12D20V00459iV7-27.6 RALEIGH,NC 27615 TRUSS CALCULATIONS LEGACY CUSTOM MODULAR HOMES NOTES: 1. LOADS ARE UNIFORM ALONG BEAM.LENGTH. 4. DURATION FACTOR(Cd)=1.6&FLAT USE FACTOR(Cfu)=1.2. 2. SEE INSTRUCTIONS FOR REQUIRED BRACING. 5. MULTIPLE PLIES ARE TO BE FASTENED PER MANFACTURER/CODE REQUIREMENTS. 3. SPANS ARE LIMITED BY THE MAXIMUM SPAN DUE TO 6. DESIGNER TO ACCOUNT FOR DEFLECTION AND SUPPORT CONNECTION. BENDING,DEFLECTION,OR SHEAR. 7.MID-SPAN SPLICING IS NOT ALLOWED. FLAT THRUST BEAM SPANS V7-27-6,1201 156 mph WIND BASED ON 1/240 DEFLECTION I BASED ON 1/360 DEFLECTION I BASED ON 1/480 DEFLECTION BASED ON 1/2"MAX.DEFLECTION MAXIMUM LIMITED DEFLECTIO MAXIMUM I LIMITED DEFLECTIO MAXIMUM LIMITED DEFLECTIO MAXIMUM LIMITED DEFLECTION MEMBER LOAD(plf) QUANTITY d/b SPAN BY (in) SPAN BY (in) SPAN BY (in) SPAN BY (in) 2 x 12 SPF#2 258 1 7.5 111-81, Lb 0.437 11'-2" Ld 0.375 10'-2" Ld 0.256 11'-8" Lb 0.437 2 3.8 20'-4" Ld 1.02 17'-9" Ld 0.594 16'-2" Ld 0.405 17'-0" Ld 0.5 3 2.5 26'-8" Ld 1.335 23'-3" Ld 0.777 21'-2" Ld 0.53 20'-10" Ld 0.5 4 1.9 32'-3" Ld 1.614 28'-2" Ld 0.94 25'-7" Ld 0.641 24'-1" Ld 0.5 2 x 12 SYP#2 258 1 7.5 ll'-2" Lb 0.365 11'-2" Lb 0.365 10'-2"_ Ld 0.255 11'-2" Lb 0.365 2 3.8 20'-4" Ld 1.02 17'-9" Ld 0.594 16'-2" Ld 0.405 17'-0" Ld 0.5 3 2.5 26'-8" Ld 1.333 23'-3" Ld 0.777 21'-2" Ld 0.529 2D'-10" Ld 0.5 4 1.9 32'-2" Ld 1.612 28'-1" Ld 0.939 25'-7" Ld 0.64 24'-0" Ld 0.5 2 x 12 HEM-FIR#2 258 1 7.5 11.-6" Lb 0.444 10'-11" Ld 0.366 9'-11" Ld 0.249 11'-U. Lb 0.444 2 3.8 19'-10" Ld 0.995 17'-4" Ld 0.58 15'-9" Ld 0.395 16'-9" Ld 0.5 3 2.5 26'-0" Ld 1.302 22'-9" Ld 0.758 20'-8" Ld 0.517 20'-6" Ld 0.5 4 1.9 31'-5" Ld 1.575 27'-6" Ld 0.917 24'-11" Ld 0.625 23'-7" Ld 0.5 2 x 12 SP SELECT STR. 258 1 7.5 14'-0" Ld 0.7 12'-2" Ld 0.408 11'-1" Ld 0.278 12'-10" Ld 0.5 2 3.8 22'-2" Ld 1.11 19'-4" Ld 0.646 17'-7" Ld 0.44 18'-2" Ld 0.5 3 2.5 29'-0" Ld 1.452 25'-4" Ld 0.846 23'-0" Ld 0.576 22'-3" Ld 0.5 4 1.9 35'-1" Ld 1.757 30'-8" Ld 1.023 27'-10" Ld 0.697 25'-7" Ld 0.5 K 11 ZLEL 2�8 1 7.5 14'-5" Ld 0.725 12'-7" Ld 0.422 11'-6" Ld 0.268 13'-2" Ld 0.5 } �8, 2b-'-�13 Ld ,8 20'-0" Ld 0.669 18'-2" Ld 0.456 18'-7" Ld D.5 3 2.5 30'-0" Ld 1.502 26'-2" Ld 0.875 23'-10" Ld 0.596 22'-9" Ld 0.5 4 1.9 36'-3" Ld 1.816 31'-8" Ld 1.057 28'-9" a 0.721 26'-3" Ld 0.5 Y a PV "` 4 ,. SARLOW ENGINEERING,P.C. C:1202012004591V7-27-6 6612 SIX FORKS�LEIGH,NC 27615 TRUSS CALCULATIONS LEGACY CUSTOM MODULAR HOMES NOTES: 1. LOADS ARE UNIFORM ALONG BEAM LENGTH. 4. DURATION FACTOR(Cd)=1.6&FLAT USE FACTOR(Cfu)=1.2. 2. SEE INSTRUCTIONS FOR REQUIRED BRACING. 5. MULTIPLE PLIES ARE TO BE FASTENED PER MANFACTURER/CODE REQUIREMENTS. 3. SPANS ARE LIMITED BY THE MAXIMUM SPAN DUE TO 6. DESIGNER TO ACCOUNT FOR DEFLECTION AND SUPPORT CONNECTION. BENDING,DEFLECTION,OR SHEAR. 7.MID-SPAN SPLICING IS NOT ALLOWED. FLAT THRUST BEAM SPANS V7-27-6,1201 155 mph WIND BASED ON 11240 DEFLECTION BASED ON 1/360 DEFLECTION BASED ON 1/480 DEFLECTION BASED ON 1/2"MAX.DEFLECTION MAXIMUM LIMITED DEFLECTIO MAXIMUM LIMITED DEFLECTIO MAXIMUM LIMITED DEFLECTIO MAXIMUM I LIMITED DEFLECTION MEMBER LOAD(pIf) QUANTITY d/b SPAN BY (in) SPAN BY (in) SPAN BY (in) SPAN BY (in) 1.5x12LVL 258 1 8 15'-5" Ld 0.773 13'-6" Ld 0.45 12'-3" Ld 0.307 13'-10" Ld 0.5 2 4 24'-5' Ld 1.225 21'-4" Ld 0.713 19'-5" Ld 0.486 19'-6" Ld 0.5 3 2.7 32'-0" Ld 1.601 27'-11" Ld 0.933 25'-5" Ld 0.635 23'-11" Ld 0.5 4 2 38'-8" Ld 1.936 33'-9" Ld 1.127 30'-8" Ld 0.766 27'-7" Ld 0.5 1.5x14LVL 258 1 9.3 18'-0" Ld 0.902 15'-9" Ld 0.525 14'-3" Ld 0.358 15'-6" Ld 0.5 2 4.7 28'-6" Ld 1.428 24'-11" Ld 0.831 22'-7" Ld 0.567 21'-11" Ld 0.5 3 3.1 37'-3" Ld 1.866 32'-7" Ld 1.087 29'-7" Ld 0.741 26'-10" Ld 0.5 4 2.3 45'-1" Ld 2.255 39'-4" Ld 1.313 35'-9" Ld 0.895 30'-11" Ld 0.5 1.5x16LVL 258 1 10.7 20'-7" Ld 1.03 17'-11" Ld 0.6 16'-4" Ld 0.409 17'-2" Ld 0.5 2 5.3 32'-7" Ld 1.63 28'-5" Ld 0.95 25'-10" Ld 0.647 24'-3" Ld 0.5 3 3.6 42'-7" Ld 2.13 37'-2" Ld 1.241 33'-9" Ld 0.845 29'-7" Ld 0.5 4 2.7 51'-5" Ld 2.574 44'-11" Ld 1.499 4D'-10" Ld 1.021 34'-2" Ld 0.5 1.5x18LVL 258 1 12 23'-2" Ld 1.158 20'-2" Ld 0.675 18'-4" Ld 0.46 18'-9" Ld 0.5 2 6 36'-7" Ld 1.833 32'-0" Ld 1.068 29'-1" Ld 0.727 26'-5" Ld 0.5 3 4 47'-10" Ld 2.394 41'-9" Ld 1.394 38'-0" Ld 0.95 32'-4" Ld 0.5 4 3 57'-9" Ld 2.891 50'-6" Ld 1.684 45'-10" Ld 1.147 37'-3" Ld 0.5 1.5 x 20 LVL 258 1 13.3 25'-8" Ld 1.287 22'-5" Ld 0.749 20'-5" Ld 0.511 20'-3" Ld 0.5 2 6.7 40'-8" Ld 2.035 35'-6" Ld 1.185 32'-3" Ld 0.808 28'-7" Ld 0.5 3 4.4 53'-1" Ld 2.657 46'-5" Ld 1.548 42'-2" Ld 1.055 35'-0" Ld 0.5 4 3.3 64'-1" Ld 3.208 56'-0" Ld 1.868 50'-11" Ld 1.273 40'-3" Ld 0.5 1.5x22LVL 258 1 14.7 28'-3" Ld 1.415 24'-8" Ld 0.824 22'-5" Ld 0.561 21'-9" Ld 0.5 2 7.3 44'-8" Ld 2.237 39'-1" Ld 1.303 35'-6" Ld 0.8BB 30'-9" Ld 0.5 3 4.9 58'-4" Ld 2.92 51'-0" Ld 1.7D1 46'-4" Ld 1.159 37"-6" Ld 0.5 4 3.7 70'-5" Ld 3.524 61'-6" Ld 2.052 55'-11" Ld 1.398 43'-3" Ld 0.5 1.5x24LVL 258 1 16 30'-10" Ld 1.543 26 -11" Ld 0.899 24'-5" Ld 0.612 23'-3" Ld 0.5 2 8 48'-9" Ld 2.439 42'-7" Ld 1.42 38'-B" Ld 0.968 32'-9" Ld 0.5 3 5.3 63'-7" Ld 3.182 55'-7" Ld 1.853 50'-6" Ld 1.263 40'-0" Ld 0.5 4 4 76'-9" Ld 3.839 67'-0" Ld 2.236 60'-11" Ld 1.524 46'-1" Ld 0.5 END CONNECTIONS: 1/4"LAG SCREWS Z= 82 lbs x 1.6= 131.2 lbs 3/8"LAG SCREWS Z= 192 lbs x 1.6= 307.2 lbs 1/2"LAG SCREWS. Z= 376 lbs x 1.6= 601.6 lbs FOR(2)1/4"LAG SCREWS: 131.2 lbs x 2 x 2 = 2.03 ft= 2'-0" MAXIMUM SPANy 258 pIf e� " ALLOWABLE BEAM SPANS FOR LAG SCREW CONNECTIONS: g`` QUANTITY PER,END OF BEAM O ^Af SCREW 2 3 4 5 6 7 B 9 10 1W'LAG SCREWS 2'-0" 3'-0" 4'-0" 5'-1" 6'-1" 7'-1" 6'-1" 9'-1" 10 _2„ © A8 ' 318 LAGS,CREWS 4'-9" 7'-1" 9'-6" 11 -10 14'-3" 16'-8" 19'-0" 21'-5" 23'-9" O 2_IdtC3SCRE1 - '� 9'-3" 13'-11" 18'-7' `m -j 27 _11„ 32 _7„ 37 _3„ 41 _11„ 46'-7-1 5 BARLOW ENGINEERING,P.C. 6512 SIX FORKS RD.,SUITE 203-B 0:12020000459\V7-27-6 RALEIGH,NC 27615 TRUSS CALCULATIONS LEGACY CUSTOM MODULAR HOMES 10'-2" 2 1 02 Sl,`o„ GROUND SNOW LOAD: 25 psf TC DL: 10 psf BALANCED SNOW LOAD: 19.25 psf BC DL: 10 psf TRUSS NO.:HT3.5-9 DRIFTING SNOW LOAD: 38.5 psf BC LL: 10 psf WHERE h<42" JOB NO.:200497 OPPOSITE SIDE UNB.SNOW LOAD: 5.78 psf BC LL: 20 psf WHERE h z 42" PITCH:3.5/12 UNBALANCED SNOW LOAD LENGTH: 6.66 ft SPAN:Y-0" APPLIED MWFRS UPLIFT: 29.38 psf WINDWARD AT 105/135 mph TRUSS CENTERS: 16 in O.C. 19.51 psf LEEWARD AT 105/135 mph APPLIED C&C UPLIFT: 46.97 psf AT 105/135 mph MEMBER INFORMATION: µ• , SIZE& MAXIMUM SUPPORT REACTIONS(Ibs): MWFRS C&C MEMBER SPECIES DL+LL+ 0.6 DL+ 0.6 DL+ -- DEAD 25 psf 1051135 mph 105/135 mph 1 2x8 SYP#2 , P P P 2-3 2 x 8 SYP#2 (O a { LOAD GSL UPLIFT UPLIFT 4 2 x 4 SYP#2 N & EXTERIOR WALL(1)l 151 432 -97 -222 EXTERIOR WALL(2)l 139 1 372 106 232 0 MAXIMUM INTERACTION&DEFLECTION: MAXIMUM NOTES: 1.WIND PER ASCE 7-16,135 mph(Vult)=105 mph(Vasd),EXP.C. MAXIMUM DEFLECTION 2.SNOW PER ASCE 7-16,25 psf GSL,Ct=1.1,Ce=1.0 1 CSI (in) l! DRIFTING SNOW FROM AN UPPER ROOF HAS BEEN CONSIDERED IN THIS DESIGN. BOTTOM CHORDI 0.236 1 0.0571846 3.COMPONENT DESIGN IS BASED ON C&C PRESSURES TOP CHORD 0.492 D.145 834 TRUSS UPLIFT CONNECTIONS ARE BASED ON MWFRS PRESSURES. EBI 0.048 1 0.00 1 **— BARLOW ENGINEERING,P.C. 6512 SOC FORKS RD.,SURE 20343 C:C20200004971HT3.5-9 RALEIGH,NC 27615 TRUSS CALCULATIONS LEGACY CUSTOM MODULAR HOMES TRUSS CONNECTIONS PROJECT NUMBER: 200497 TRUSS NUMBER: HT3.5-9 TRUSS PITCH: 3.5112 �( TRUSS SPAN: 9'-0" UPLIFT CONNECTIONS(MWFRS LOADS): 1051135 mph EXTERIOR WALL(1) CHECK STRAP CHECK ALT.STRAP QTY 1 END QTY!END CHECK ALT.STRAP QTY/END UPLIFT(Ibs) CASE CD SIMPSON HTS16 STRAP w/(24)10 d NAILS 1 1/2"x 20 ga STRAP 10 d NAILS 16 ga STAPLE SIMPSON CS20 STRAP 10 d NAILS 97 WIND 1 1.6 OK OK 2 2 OK 2 ALTERNATE:(2)16 d NAILS TOENAILED THROUGH BC INTO BAND PLUS(2)16 d NAILS THROUGH SHEATHING INTO BAND AND STUD EXTERIOR WALL(2) 1 CHECK STRAP 7 CHECK ALT.STRAP QTY/END QTY!END CHECK ALT.STRAP QTY/END UPLIFT(Ibs/PER SIDE)I CASE CD SIMPSON HTS16 STRAP w/(24)10 d NAILS 1 1/2"x 20 ga STRAP 10 d NAILS 16 ga STAPLE SIMPSON CS20 STRAP 10 d NAILS 106 WIND 1.6 OK OK 2 2 OK 2 ALTERNATE:(2)16 d NAILS TOENAILED THROUGH BC INTO BAND PLUS(2)16 d NAILS THROUGH SHEATHING INTO BAND AND STUD MAXIMUM OF DL+LL+25 psf GSL&0.6 DL+1051135 mph WIND CONDITION"A"-KNEE WALL: I CHECK STRAP CHECK ALT.STRAP QTY/END QTY/END CHECK ALT.STRAP QTY/END TENSION(Ibs) CASE CD SIMPSON HTS16 STRAP w/(24)10 d NAILS 1 1/2"x 20 ga STRAP 10 d NAILS 16 ga STAPLE SIMPSON CS20 STRAP 10 d NAILS 274 WIND 1.6 OK OK 2 3 OK 2 CONDITION"B"-HEEL: SHEAR(Ibs) CASE CD 100 1 WIND 1 1.6 JUSE(2)16 d NAILS TOENAILED THROUGH RAFTER INTO PLATE PLUS USE(2)16 d NAILS THROUGH PLATE INTO BOTTOM CHORD _ BARLOW ENGINEERING,P.C. C:1202012004971HT3.5-9 -,.' i 6512 SIX FORKSRALEIGH.NC 27615 TRUSS CALCULATIONS LEGACY CUSTOM MODULAR HOMES COMPONENT LOAD SUMMARY *CROSS SECTION IS FOR REFERENCE ONLY AND MAY NOT REFLECT ACTUAL TRUSS EXTERIOR WALL DEAD LOAD= 12 psf x 10 ft = 120 plf MATING WALL DEAD LOAD= 8 psf x 10 ft = 80 plf FLOOR DEAD LOAD= 10 psf x 9 ft/2= 45 plf FLOOR LIVE LOAD= 40 psf x 9 ft/2= 180 plf CEILING DEAD LOAD= 5 psf x 9 ft/2= 22.5 plfe I _. ......._........... LOCATION 1=EXT.WALL HEADER&EXT.WALL STUD LOCATION 2=M.WALL HEADER&M.WALL STUD LOCATION 3=PERIMETER BAND LOCATION 4=CENTER GIRDER LOCATION 5=EXT.WALL HEADER&EXT.WALL STUD 3 LOCATION 6=M.WALL HEADER&M.WALL STUD LOCATION 7=PERIMETER BAND LOCATION 8=CENTER GIRDER LOCATION 9=EXT.WALL HEADER&EXT.WALL STUD LOCATION 10=M.WALL HEADER&M.WALL STUD 7 �— LOCATION 11=PERIMETER BAND LOCATION 12=CENTER GIRDER to LOCATIONS 3,4,7,8,11&12 MAY BE USED TO GENERATE FOUNDATION LOADS TRUSS HT3.5-9 3.5/12 PITCH,9'-0"WIDTH COMPONENT LOADS(lbslft) 25 psf GROUND SNOW (MATING WALL LOADS ARE PER SIDE OF LINE) LOCATION 1 1 2 3 4 5 6 7 8 9 10 11 12 DEAD LOAD 113 104 278 229 301 252 466 377 489 400 654 525 LIVE LOAD 211 1 175 391 355 391 355 571 535 571 535 751 715 z TOTAL LOAD 324 279 669 584 692 607 1037 912 1060 935 1405 1240 " C&C UPLIFT LOCATION 1 2 3 4 5 6 7 8 9 10 11 12 UPLIFT(0.6)DEAD LOAD 68 62 167 137 181 151 280 226 293 240 392 315 " w 105/135 mph UPLIFT -167 -174 0 99 - 85 10 c:> Q .Jett. BARLOW ENGINEERING,P.C. 6512 SIX FORKS RD.,SUITE 203-B C:I2020I200497\HT3.5-9 RALEIGH,NC 27615 � L LEGACY CUSTOM MODULAR HOMES APPROVED DATE 3/2/20 PFS CORPORATION Bloomsburg, PA SECTION 22 UNIFORMLY LOADED BEAM CHARTS P1 -P137 ggv^>"�s-� �etxeririp�i k it Y; e 1'.� � } titres �t 3T �A+ nul 906100 FE * r S� Lir. tWAL 0212612020 Wessional Cerlfcalion.I hearty cartify that these documents were prepared or approved by me,and that I am a duly licensed v,m,n,eo, arw.u,;Arvmo�ro,a professional engineer under the laws of the State of Maryland, License No.33421,Expiration Date 7/1620. ,,.:APPROVED DATE 3:?2D PFS CORPORATION =cuy,va 7/12 RANCH SECTION CEILING BEAMS NOTES: 1.LOADS ARE UNIFORM ALONG BEAM LENGTH. 4.DURATION FACTOR(Cd)=1.0 R REPETITIVE FACTOR(Cr)=1.0. 7.SINGLE MEMBER LVUS GREATER THAN 14"DEEP ARE NOT TO BE 2.SEE INSTRUCTIONS FOR REQUIRED BRACING. 5.MULTIPLE PLIES ARE TO BE FASTENED PER MANFACTURER/CODE REQUIREMENTS. USED EXCEPT FOR MATING WALL LOCATIONS WHERE ONE EACH 3.SPANS ARE LIMITED BY THE MAXIMUM SPAN DUE TO 6.DESIGNER TO ACCOUNT FOR DEFLECTION,REQUIRED.BEARING LENGTH SIDE ARE FASTENED TOGETHER TO FORM A DOUBLE MEMBER BENDING,DEFLECTION,OR SHEAR, AND SUPPORT STUDS. 8.MID-SPAN SPLICING IS NOT ALLOWED. UNIFORMLY LOADED BEAM SPAN CALCULATIONS BASED ON 1/240 DEFLECTION BASED ON It 360 DEFLECTION BASED ONI/480 DEFLECTION BASED ON 1/2"MAX.DEFLECTION MAXIMUM LIMITED BEARING DEFLECTION MAXIMUM LIMITED BEARING DEFLECTION MAXIMUM LIMITED BEARING DEFLECTION MAXIMUM LIMITED BEARING DEFLECTION MEMBER LOAD(pl1) QUANTITY d/b SPAN BY LENGTH(n) (in) SPAN BY LENGTH(in) (in) SPAN BY LENGTH(in) (i n) SPAN BY LENGTH(in) (i n) 4.8 +'-$ Lb ..(f6 0..4r" ;' 6'-9" Lb 1.D66 0.142 6'-9" Lb 1.066 0.142 6'-9" Lb 1.068 0.142 2 2.4 9'-6" Lb 0.755 0.283 9'-6" Lb 0.755 0.283 9'-0" Ld 0.714 0.226 9'-6" Lb 0.755 0.283 3 1.6 11'-8" Lb 0,618 0.423 11'-4" Ld 0.601 D.378 10'-3" Ld 0.546 0258 11'-8" Lb 0.618 0.423 4 1.2 13'-5" Lb 0.536 0.561 12'-5" Ld 0.498 0.416 11'-4" Ld 0.452 0,263 13'-0" Ld 0.521 0.5 2x8SYP#2 2DO 1 4.8. 6'-4" Lb 0.753 0.11 6'-4" Lb 0.753 0.11 6'-4" Lb 0.753 0.11 6'-4" Lb 0.753 0.11 2 2.4 8'-11" Lb 0.534 0.219 8'-11" Lb 0.534 0.219 8'-1V Lb 0.534 0.219 8'-11" Lb 0.534 0,219 3 1.6 10'-11" Lb 0.437 0.327 10'-11" Lb 0.437 0.327 11) 3" Ld 0.412 D.258 10'-11" Lb 0.437 0.327 4 1 1.2 12'-7" Lb 0.379 0.434 12'-5" 1 Ld 0.375 0.415 11'-3" Ld 0.341 0.283 12'-7" Lb 0.379 0.434 2x8HEM-FIR#2 200 1 4.8 6'-8" Lb 1.103 0.144 6'-B" Lb 1.103 0.144 6'-8" Lb 1.103 0.144 6'-8" Lb 1.103 0.144 2 2.4 9'-4" 1 Lb 0.781 0.286 9'-4" Lb 0.781 0.288 8'-9" Ld 0.731 0.22 9'-4" Lb 0.781 0.288 3 1,6 11'-6" Lb 0.639 0.43 11'-0" Ld 0.615 0.369 10'-0" Ld 0.559 0.252 11'-6". Lb 0.639 0.43 4 1.2 13'-3" Lb 0.555 0,571 12'-2" Ld 0.509 0.406 11 1-0" Ld 0.463 0.277 12'-9" Ld 0,537 0.5 2 x 8 SP SELECT STR. 200 1 4.8 9'-9" Ld 1.164 0.491 8'-7" Ld 1.017 0.286 7'-9" Ld 0.924 0.195 9'-10" Ld 1.169 0.5 2 2.4 12'-4" Ld 0.735 0.618 10'-9" Ld 0.642 0.36 9'-9" Ld 0.583 D245 11'-8" Ld 0,897 0,5 3 1.6 14'-1" Ld 0.562 0.707 12'-4" Ld 0.491 0.412 11'-2" Ld 0.446 0.281 12'-11" Ld 0.516 0.5 4 12 15'-6" Ld 0.465 0.777 13'-6" Ld 0.406 0.453 12'-4" Ld 0,369 0.308 13'-11" Ld 0.417 0.5 1.5x 7.25 LVL 200 1 4,8 10'-2" Ld 0.775 0.509 8'-10" Ld 0.677 0.296 B'-0" Ld 0.615 0.202 10'-1" Ld 0.771 0.5 2 2.4 12'-9" 1 Ld 0.49 0.64 11'-2" Ld 0.428 0.373 10'-1" Ld 0.389 0.254 12'-0" Ld 0.46 0.5 3 1.6 14'-7" Ld 0.375 0.731 12'-9" Ld 0.328 0.426 11'-7" Ld 0.298 0.29 13'-3" Ld 0.341 0.5 4 1.2 16'-D" Ld 0.311 D.803 14'-0" Ld 0.271 0.468 12'-9" Ld 0.246 0.319 14'-3" Ld 0.278 0.5 2x 10 SPF#2 200 1 6.2 8'-3" Lb 1.303 D.152 8'-3" Lb 1.303 0.152 8'-3" Lb 1.303 0.152 8'-3" Lb 1,303 0.152 2 3.1 11 V-7" Lb- 0.924 D.303 11'-7" Lb 0.924 0.303 ll'-6" Ld 0.912 0.288 11'-7" Lb 0.924 0.303 3 2.1 14'-2" Lb 0.756 D.452 K8120' Lb 0.756 0.452 13'-1" Ld 0.698 0,329 14'-2" Lb 0,750 0.452 4 1.5 16'-4" Lb 0.657 0.599 Ld 0.637 0.53 14'-5" Ld 0,579 0.361 15'-8" Ld 0.62B 0.5 2x I0SYP#2 200 1 6.2 7'-6" Lb 0.894 D.105 Lb 0.894 0.105 7'-6" Lb 0.894 0.105 7'-6" Lb 0.894 0.105 2 3.1 10'-7" Lb 0.634 0.209 Lb 0.634 0.209 10'-7" Lb 0.634 0.209 10'-7" Lb 0,634 0,209 3 2.1 12'-11" Lb 0.519 0.311 Lb 0,519 0.311 12'-11" Lb 0.519 0.311 12'-11" Lb 0.519 0.311 4 1.5 14'-10" Lb 0.451 0.412 Lb 0.451 0.412 14'-5" Ld 0.436 0.361 14'-10" Lb 0.451 0.412 2x 10 HEM-FIR it2 200 1 6.2 8'-1" Lb 1.348 0.155 Lb 1.348 0.155 8'-1" Lb 1.348 0.155 8'-1" Lb 1.348 0.155 2 3.1 11'-5" Lb 0.956 D.308 11'-5" Lb 0.956 0.308 11'-2" Ld 0.934 0.281 11'-5" Lb 0.956 0.308 3 2.1 14'-0" Lb 0.782 0.459 14'-0" Lb 0.782 0.459 12'-9" Ld 0.715 0.321 14'-0" Lb 0.782 0.459 4 1.5 16'-1" Lb 0.679 0.609 15'-6" Ld 0.652 0.517 14'-1" Ld 0.592 0.1 15'-4" Ld 0.647 0,5 2 x 10 SP SELECT STIR. 200 1 6.2 11'-6" Lb 1.366 0.447 10'-11" Ld 1.298 0,365 9'-11" Ld 1.179 0.249 - 11'-6" Lb 1 1.366 0.447 2 3.1 15'-9" Ld 0.939 0.788 13'-9" Ld 0.82 0.459 12'-6" Ld 0.745` 14'-0" Ld O.B38 0.5 3 2.1 18'-0" Ld 0.719 0.901 15'-8" Ld 0,628 0.525 14'-3" Ld '� '1-6" Ld 0.62 0.5 4 1.5 19'-9" Ld 0.595 0.99 17'-3" Ld 0.52 0.577 15'-8" Ld At.::.� 1, Ld 0.502 0.5 1.5 x 9.25 LVL 200 1 6,2 12'm 11 Ld 0.989 0.649 11'-4" Ld 0.864 0.376 10'-3' Ld �t3 2 »- i Ld 0.927 0.5 2 3.1 16'-3" Ld 0.626 0,816 14'-3" Ld 0,547 0.475 12'- Ld :49 ,' a. Ld 0.554 0.5 3 2.1 18'-7" Ld 0.48 0.932 16'-3" Ld 0.419 0.543 14'- Lc- X0.38' � "`a 7 Ld 0.411 0.5 4 1.5 20'-5" Ld 0.398 1.023 17'-10" Ld 0.347 0.596 16'- _11 .31,' "' s4 Ld 0.332 0.5 °I-- IV TTi C7 ° C) �. UNIBEAM SECTION 221 pp.13 APPROVED __DATE 312;26 PFS CORPORATION Bloams ,PA 7/12 RANCH SECTION DOOR AND WINDOW HEADER NOTES: 1.LOADS ARE UNIFORM ALONG BEAM LENGTH. 4.DURATION FACTOR(Cd)=1.0&REPETITIVE FACTOR(Cr)=1.0. 7.SINGLE MEMBER LVUS GREATER THAN 14"DEEP ARE NOT TO BE 2.SEE INSTRUCTIONS FOR REQUIRED BRACING. 5.MULTIPLE PLIES ARE TO BE FASTENED PER MANFACTURER/CODE REQUIREMENTS. USED EXCEPT FOR MATING WALL LOCATIONS WHERE ONE EACH 3.SPANS ARE LIMITED BY THE MAXIMUM SPAN DUE TO 6.DESIGNER TO ACCOUNT FOR DEFLECTION,REQUIRED BEARING LENGTH SIDE ARE FASTENED TOGETHER TO FORM A DOUBLE MEMBER BENDING,DEFLECTION,OR SHEAR. AND SUPPORT STUDS. 8.MID-SPAN SPLICING IS NOT ALLOWED. UNIFORMLY LOADED BEAM SPAN CALCULATIONS BASED ON 1/240 DEFLECTION BASED ON 11360 DEFLECTION BASED ON I/48D DEFLECTION BASED ON 1/2"MAX.DEFLECTION MAXIMUM LIMITED BEARING DEFLECTION MAXIMUM LIMITED BEARING DEFLECTION MAXIMUM LIMITED BEARING DEFLECTION MAXIMUM LIMITED BEARING DEFLECTION MEMBER LOAD,(Plt?_ QUANTITY d/b SPAN BY LENGTH(n) (in) SPAN BY LENGTH(in) (in) SPAN BY LENGTH(in) (in) SPAN BY LENGTH(n) (in) 33 ,�46PF .,� kF50 1 2.3 2'-0" Lb 1.036 D.033 2'-0" Lb 1.036 0.033 2'-0" Lb 1.036 0.0 2'-0" Lb 1.036 0.033 s •% 2 1.2 2'-10" Lb 0.732 0.066 2'-10" Lb 0.732 0.066 2'-10" Lb 0.732 0.066 2'-10" Lb 0.732 0.066 R, yRe, .. •';,, „0, __ 3"4 - L& .S2 ,:`0.05 •^=. 3'-6" Lb 0.598 0.099 3'-4" Ld 0.574 0.084 3'-6" Lb 0.598 0.099 4 0.6 4'-0" Lb 0.518 0.132 4'-0" Lb 0.518 0.132 3'-B" Ld 0.474 0.093 4'-0" Lb 0.518 0.132 2 x 4 SYP#2 650 1 2.3 1'-10" Lb D.713 0,023 1 1-10" Lb 0.713 0.023 1'-10" Lb 0.713 0.023 1'-10" Lb 0.713 0.023 2 12 2'-7" Lb 0.504 0,046 2'-7" Lb 0.504 0.046 2'-7" Lb 0.504 0.046 2'-7" Lb 0.504 0.046 3 0.8 3'-2" Lb 0.412 0.07 3'-2" Lb 0.412 0.07 3'-2" Lb 0.412 0.07 3'-2" Lb 0.412 0.07 4 0.6 3'-8" Lb 0.357 0.093 3'-8" Lb 0.357 0.093 3'-8" 1 Lb 0.357 0.093 3'-8" Lb 0.357 0.093 2x4HEM-FIR#2 650 1 2.3 2'-0" Lb 1.071 0.034 2'-0" Lb 1.071 0.034 2'-0" Lb 1.071 0,034 2'-0" Lb 1.071 0.034 2 1.2 2'-9" Lb 0.758 0.067 2'-9" Lb 0.758 0.067 2'-9" Lb 0.758 0.067 2'-9" Lb 0.758 0.067 3 0.8 3'-5" Lb 0.619 0.101 3'-5" Lb 0.619 0.101 3'-3" Ld 0.588 0.082 3'-5" Lb 0.619 0.101 4 0.6 3'-11" Lb 0.536 0.134 3'-11" Ld 0:535 0.133 3'-7" Ld 0.486 1 0.091 3'-IV Lb 0.536 0.134 2 x 4 SP SELECT STIR. 650 1 2.3 2'-5" Lv 0.947 0.056 2'-5" Lv 0.947 0.056 2'-5" Lv 0.947 0.056 2'-5" Lv 0.947 0.056 2 12 4'-0" Ld 0.775 0.202 3'-6" Ld 0.677 0.118 3'-2" Ld 0.615 0.08 4'-4" Lv 0.835 0.271 3 0.8 4'-7" Ld 0.592 0.231 4'-0" Ld 0.517 0.135 3'-8" Ld 0.47 0.092 5'-7" Ld 0:718 0.5 4 0.6 5'-1" Ld 0.489 0.254 4'-5" Ld 0.427 0.148 4'-0" Ld 0.388 0.101 6'-0" Ld 0.579 0.5 1.5x 3.5 LVL 850 1 2.3 3'-0" Lb 0.753 0.119 2'-10" Ld 0.715 0.097 2'-7" Ld 0.649 0.066 3'-0" Lb D:753 0.119 2 1.2 4'-2" Ld 0.516 0.209 3'-7" Ld 0.451 0.122 3'-3" Ld 0.409 0.083 4'-3" Lb 0.533 0.239 3 0.8 4'-9" Ld 0.394 0.239 4'-2" Ld 0.344 0.139 3'-9" Ld 0.313 0.095 5'-3" Lb 0.435 0.358 4 0.6 5'-3" 1 Ld 0.325 0.263 4'-7" Ld 0.284 0.153 4'-2" Ld 0.258 0.1 D5 6'-1" Lb 0.377 0.476 xu P5 60 1 3.7 2'-11" LbM0.756 0.039 2'-11" Lb 1.515 0.039 2'-11" Lb 1.515 0.039 2'-11" Lb 1.515 0.039 ?' 2 1.8 4'-2" Lb0.078 4'-2" Lb 1.072 0.078 4'-2" Lb 1.072 O.D78 M1'-2" Lb 1.072 0.078 I •6`„ ;EL2,, ..5,•1'` LII; "'Lf.'117 5'-1" Lb 0.876 0.117 5'-1" Lb 0.876 0.117 5'-1" Lb 0.876 0.117 v 4 0.9 5'-11" Lb0.156 5'-11" Lb 0.759 0.156 5'-9" Ld 0.746 0.146 5'-11" Lb 0.759 0.156 2x65YP#2 650 1 3.7 2'-9" Lb 0.03 2'-9" Lb 1.069 0.03 2'-9" Lb 1.069 0.03 2'-9" Lb 1.069 0.03 2 1.8 3'-11" Lb 0.06 3'-11" Lb 0.756 0.06 3 -11" Lb 0.756 0.06 3'-11" Lb 0.756 0.06 3 1.2 4'-9" Lb 0.09 4 -9" Lb 0.616 0.09 4 -9" Lb 0.618 0.09 4'-9" Lb 0.618 0.09 4 0.9 5'-6" Lb . 0.12 5'-6" Lb 0.535 0.12 5'-6" Lb 0.535 0.12 5'-6" Lb 0.535 0.12 2x 6HEM-FIR#2 650 1 3.7 2'-11" Lb 1.567 0.04 1 2'-11" Lb 1.567 0.04 2'-11" Lb 1.567 0.04 2'-11" 1 Lb 1.567 0.04 2 1.8 4'-1" Lb 1.109 0.079 4'-1" Lb 1AD9 0.079 4'-1" Lb 1.109 0.079 4'-1" Lb 1.109 0.079 3 12 '-0" Lb 0.906 0.119 5'-0" Lb 0.906 0.119 5'-0" Lb 0.906 0.119 5'-0" Lb 0.906 0.119 4 0.9 5'-10" Lb 0.785 0.158 5'-10" Lb 0.785 OA58 5'-8" Ld 0.764 0.142 5'-10" Lb 0.785 0.158 2 x 6 SP SELECT STR. 650 1 3.7 3'-10" Lv 1.488 0.088 3'-10" Lv 1.488 0.088 3'-10" Lv 1.488 0.088 10" Lv 1.488 0.088 2 1.8 6'-4" Ld 1.219 0.317 5'-6" Ld 1.065 0.185 5'-0" 1 Ld 0.967 0.126 6'-B Lb 1249 0.35 3 12 7'-3" Ld 0.931 0.363 6'-4" Ld 0.813 0,211 5'-9" Ld 0.739 "" 4 "T„L Ld 1,008 0.5 4 0.9 7'-11" Ld 0.769 0.4 6'-11" Ld 0.672 0.233 6'-4" Ld 0,61 5 -d 0.813 0.5 1.5x 5.5 LVL 65D 1 3.7 4'-8" Lb 1.167 1 0.177 1 4'-6" 1 Ld 1.124 0.152 4'-1" Ld 1.02 �5 ry 1.167 0.177 2 1.8 6'-6" Ld 0.811 0.329 5'-8" Ld 0708 0.191 -1 2" L 0. . 0.13 0.826 0.353 3 12 7'-6" Ld 0.619 0.376 6'-6" Ld 0.541 0219 5'-11" 0,.0'(r• X14 .�.0 #: y 0.665 0.5 4 0,9 8'-3" Ld 0.512 0.414 7'-2" Ld 0.447 0.241 6'-6" - 7 4U H 44 0.536 0.5 O 6mF UNIBEAM SECTION 22/pp.39 ..APPROVED PFS CORPORATION omsin"9.PA PATIO SLIDER DOOR HEADERS NOTES: 1.LOADS ARE UNIFORM ALONG BEAM LENGTH. 4.DURATION FACTOR(Cd)=1.0&REPETITIVE FACTOR(Cr)=1.0. 7.SINGLE MEMBER LVL'S GREATER THAN 14"DEEP ARE NOT TO BE 2.SEE INSTRUCTIONS FOR REQUIRED BRACING. 5.MULTIPLE PLIES ARE TO BE FASTENED PER MANFACTURER/CODE REQUIREMENTS. USED EXCEPT FOR MATING WALL LOCATIONS WHERE ONE EACH 3.SPANS ARE LIMITED BY THE MAXIMUM SPAN DUE TO 6.DESIGNER TO ACCOUNT FOR DEFLECTION,REQUIRED BEARING LENGTH SIDE ARE FASTENED TOGETHER TO FORM A DOUBLE MEMBER BENDING,DEFLECTION,OR SHEAR. AND SUPPORT STUDS. 8.MID-SPAN SPLICING IS NOT ALLOWED. UNIFORMLY LOADED BEAM SPAN CALCULATIONS BASED ON 1/240 DEFLECTION BASED ON 1/360 DEFLECTION BASED ON 1100 DEFLECTION BASED ON 1/2"MAX.DEFLECTION MAXIMUM LIMITED BEARING DEFLECTION MAXIMUM LIMITED BEARING DEFLECTION MAXIMUM LIMITED BEARING DEFLECTION MAXIMUM LIMITED BEARING DEFLECTION MEMBER LOAD(plo QUANTITY d/b SPAN BY LENGTH(n) (in) SPAN BY LENGTH(in) (in) SPAN BY LENGTH(n) (in) SPAN BY LENGTH(n) 1 (n) 1 4.6 3'-10" Lb 1.644 0.048 3'-1 D" Lb 1.844 0.048 3'-10" Lb 1.844 0,048 3'-10" Lb 1.844 0.048 ' s 24 5'-6 Lb 1.305 0.095 5'-6" Lb 1.305 0.095 5'-6" Lb 1.305 0.095 5'-6" Lb 1.305 0.095 2 „ J'c , ^,f'F' Lbs' 7xc5B •C'T i 6'-9" Lb 1A66 0.142 6'-9" Lb 1.066 0.142 G'-9" Lb 1.066 0,142 4 1.2 7'-9" Lb 0.924 T. 0.189 7'-9" Lb 0.924 0.189 7'-9" Lb 0.924 0.189 7'-9" Lb 0.924 0.189 2x BSYP#2, 600 1 4.8 3'-8" Lb 14302 0.037 3'-8" Lb 1.302 0.037 3'-8" Lb 1.302 0.037 3'-8" Lb 1.302 0.037 2 2.4 5'-2" Lb 0.921 0.074 5'-2° Lb 0.921 0.074 5'-2" Lb 0,921 0.074 5'-2" Lb 0.921 0,074 3 1.6 6'-4" Lb 0.753 0.11 6'-4" Lb 0.753 0.11 6'-4" Lb 0.753 0.11 6'-4" Lb 0.753 0.11 4 1.2 7'-3" Lb 0.653 0,147 7'-3" Lb 0.653 0.147 7'-3" Lb 0.653 0.147 7'-3" Lb 0.653 0.147 2x8HEM-FIR#2 600 1 4.8 3'-10" Lb 1.907 0.046 3'-10" Lb 1.907 0.048 3'-10" Lb 1.907 0.048 3'-10" Lb 1.907 0.048 2 2.4 5'-5" Lb 1.349 0.096 5'-5" Lb 1.349 0.096 5'-5" Lb 1.349 0.096 5'-5" Lb 1.349 0.096 3 1.6 6'-8" Lb 1.103 0.144 6'-8" Lb 1.103 0.144 6'-8" Lb 1.103 0.144 6'-B" Lb 1.103 0.144 4 1.2 7'-8" Lb 0.956 0.192 7'-8" Lb 0.956 0.192 7'-8" Lb 0.956 0.192 7'-B" Lb 0,956 0.192 2 x 8 SP SELECT STIR. 600 1 4.8 5'-5" Lv 1.925 0.137 5'-5" Lv 1.925 0.137 5'-4" Ld 1.918 0.135 5'-5" Lv 1.925 0.137 2 2.4 8'-3" Lb 1.465 0.367 7'-6" Ld 1.331 0.25 6'-9" Ld 1.209 0.17 8'-3" Lb 1.465 0.367 3 1.6 9'-9" Ld 1.164 0.491 8'-7" Ld 1.017 0.286 7'-9" Ld 0.924 0.195 9'-10" Ld 1.169 0.5 4 1.2 10'-9" Ld 0.962 0.541 9'-5" Ld 0.84 0.315 8'-6" Ld 0.763 0.215 10'-7" Ld 0.943 0.5 1.5x 7.25 LVL 600 1 4.8 6'-5" Lb 1.465 0,244 6'-2" Ld 1.405 0.206 5'-7" Ld 1.276 0.14 6'-5" Lb 1.465 0.244 2 2.4 6'-10" Ld 1.014 0,445 7'-9° Ld 0.886 0.259 7'-0" Ld 0.805 0,176 9'-1" Lb 1.037 0.486 3 1.6 10'-2" Ld 0.775 0.509 8'-10" Ld 0.677 0.296 8'-0" Ld 0.615 0.202 10'-1" Ld 0.771 0.5 4 1.2 11'-2" Ld 0.64 0.56 9'-9" Ld 0.559 0.326 8'-10" Ld 0.508 0.222 10 -10" Ld 0.622 0.5 2x10SPF#2 600 1 6.2 4'-9" Lb 2.253 D.051 4'-9" Lb 2.253 0.051 4'-9" Lb 2.253 0.051 4'-9" Lb 2,253 0.051 2 3.1 6'-9" Lb 1.594 0,102 6'-9° Lb 1,594 0.102 6'-9" Lb 1.594 0.102 6'-9" Lb 1.594 0.102 3 2.1 8'-3" Lb 1.303 0.152 8'-3" Lb 1.303 0.152 1'-3" Lb 1.303 0.152 1 8'-3" Lb 1.303 0.152 4 1.5 9'-6" Lb 1.129 0.203 9'-6" Lb 1.129 0.203 9'-6" Lb 1.129 0203 9'-6" Lb 1.129 0,203 2x10SYP#2 600 1 6.2 4'-4" Lb 1.545 0.035 4'-4" Lb 1.545 0.035 4'-4" Lb 1,545 0.035 4'-4" Lb 1.545 0.035 2 3.1 6'-1" Lb 1.094 0.07 6'-1" Lb 1.094 0.07 6'-1" Lb 1.094 0.07 6'-1" Lb 1.094 0.07 3 2.1 7'-6" Lb 0.894 0.105 7'-6" Lb 0.894 0.105 7'-6" Lb 0.894 0.105 7'-6" Lb U0.8940.105 4 1.5 8'-6" Lb 0.775 0.14 8'-8" Lb 0.775 0.14 6'- " Lb 0.775 0.14 8'-8" Lb .14 2x 10 HEM-FIR#2 600 1 6.2 4'-8" Lb 2.33 0.052 4'-8" Lb 2.33 0.052 4'-8" Lb 2.33 0.052 4'-8" Lb 052 2 3.1 6'-7" Lb 1.649 0.103 6'-7" Lb 1.649 0.103 6 -7" Lb 1.649 0.103 6 -7" Lb 103 3 2.1 8'-1" Lb 1.348 0.155 8'-1" Lb 1.348 0.155 B'-1" Lb 1.348 0.155 8'-1" Lb 155 4 1.5 9'-4" Lb 1,168 0.206 9 -4" Lb 1.168 0.206 9 -4" Lb 1.168 020E -4" Lb 206 2 x 10 SP SELECT STIR. 600 1 6.2 6'-7" Lb 2.362 0.15 6 -7" Lb 2.362 0,15 6 -7" Lb 2.3627 Lb .15 2 3.1 9'-4" Lb 1.671 0.299 9'-4" Lb 1,671 0.299 B'-8" Ld 1.544: 7°'A7 Lb 1.671 0.299 3 2.1 11'-6" Lb 1.366 0.447 10'-11" Ld 1.298 0.365 9'-11" Ld 1.1',- Lb 1.366 0.447 4 1 1.5 13'-3" gLb1.184 0.595 12'-0" Ld 1.073 0.402 10 -11" Ld 0•5L *,Tsr- ;..'d 1.133 0,5 1.5x 9.25 LVL 600 1 6.2 8'-1" 1.855 0.301 7'-10" Ld 1.793 0.262 7'-1" y d �' 0.77 L 1.855 0.301 2 3.1 11'-4" 1.295 0.567 9 -10" Ld 1.131 0.33 9'-0" .� ^ 1.254 0.5 3 2.1 12'-11° 0.989 0.649 11'-4Ld 0.864 0.378 10'-3" s1i(`� Lr= 0.927 0.5 4 1.5 14'-3" 0.818 0.714 12' 0.748 0,5 Ga 4, a 3 ti ;r t�J O UNIBEAM SECTION 22/pp.37 '.APPROVED DATE PFS CORPORATION 81 b 1 ST STORY OF 2 STORY SECTION HEADER NOTES: 1.LOADS ARE UNIFORM ALONG BEAM LENGTH. 4.DURATION FACTOR(Cd)=1.0&REPETITIVE FACTOR(Cr)=1.0. 7.SINGLE MEMBER LVUS GREATER THAN 14"DEEP ARE NOT TO BE 2.SEE INSTRUCTIONS FOR REQUIRED BRACING. 5.MULTIPLE PLIES ARE TO BE FASTENED PER MANFACTURER/CODE REQUIREMENTS. USED EXCEPT FOR MATING WALL LOCATIONS WHERE ONE EACH 3.SPANS ARE LIMITED BY THE MAXIMUM SPAN DUE TO 6.DESIGNER TO ACCOUNT FOR DEFLECTION,REQUIRED BEARING LENGTH SIDE ARE FASTENED TOGETHER TO FORM A DOUBLE MEMBER BENDING,DEFLECTION,OR SHEAR. AND SUPPORT STUDS. 8.MID-SPAN SPLICING IS NOT ALLOWED. UNIFORMLY LOADED BEAM SPAN CALCULATIONS BASED ON 1/240 DEFLECTION BASED ON 1/360 DEFLECTION BASED ON 1/480 DEFLECTION BASED ON 1/2"MAX.DEFLECTION MAXIMUM LIMITED BEARING DEFLECTION MAXIMUM LIMITED BEARING DEFLECTION MAXIMUM LIMITED BEARING DEFLECTION MAXIMUM LIMITED BEARING DEFLECTION MEMBER LOAD(pll) QUANTITY d/b SPAN BY LENGTH(in) (in) SPAN BY LENGTH(in) (in) SPAN BY LENGTH(in) On) SPAN BY LENGTH(in) (in) 2x4SPF#2 1200 1 2.3 l'-4" Lv 1.29 0.013 1'-4" Lv 1.29 0.013 1'-4" Lv 1.29 0.013 1'-4" Lv 1.29 D.013 2 1.2 2'-1" Lb 0.995 D.036 2'-1" Lb 0.995 0.036 2'-1" Lb 0.995 0.036 2'-1" Lb 0.995 0.036 3 0.8 2'-7" Lb 0.812 0.054 2'-7" Lb 0.812 0.054 2'-7" Lb 0.812 0.954 2'-7" Lb 0.812 0.054 4 0.6 2'-11" Lb 0.704 0.072 2'-11" Lb 0.704 0.072 2'-11" Lb 0.704 0.072 2'-11" Lb 0.704 0.072 2x4SYP#2 1200 1 2.3 l'-4" Lb D.969 0.013 1'-4" Lb 0.969 0.013 1'-4" Lb 0.969 0.013 1'-4" Lb 0.969 0.013 21.2 1'-Il" Lb D.685 0.025 1'-11" Lb 0.685 0.025 1 1-11" Lb 0.685 0.025 1'-11" Lb 0.685 0.025 3 0.8 2'-4" Lb 0.56 0.038 2'-4" Lb 0.56 0.038 2'-4" Lb 0.56 0.038 2'-4" Lb 0.56 0.038 4 0.6 2'-8" Lb 0.485 0.05 2'-8" Lb 0.485 0,05 2'-8" Lb 0.485 0.05 1 2'-8" Lb 0.485 0.05 2x4HEM-FIR#2 1200 1 2.3 1'-5" Lv 1.441 0.018 1'-5" Lv 1.441 D.018 1'-5" Lv 1.441 0.018 1'-5" Lv 1.441 0.018 2 1.2 2'-0" Lb 1.029 0.036 2'-0" Lb 1.029 0.036 2'-D" Lb 1.029 0.036 2'-0" Lb 1.029 0.036 3 0.8 2'-6" Lb 0.84 0.055 2'-6" Lb 0.84 0.055 2'-6" Lb 0.84 0.055 2'-6" Lb 0.84 0.055 4 0.6 2'-11" Lb 0.728 0.073 2'-11" Lb 0.728 0.073 2'-11" Lb 0.728 0.073 2'-11" Lb 0.728 0.073 2 x 4 SP SELECT STIR. 1200 1 2.3 l'-7" Lv 1.136 0.019 1'-7" Lv 1.136 0.019 1'-7" Lv 1.136 0.019 1'-7" Lv 1.136 0.019 2 1.2 2'-7" Lv 0.929 0.066 2'-7" Lv 0.929 0.066 2'-7" Ld 0.926 0.065 2'-7" Lv 0.929 0.066 3 0.8 3'-9" Ld 0.89 0.166 3'-3" Ld 0.778 0.11 2'-11" Ld 0.707 0.075 3'-9" Lv 0.9 0.197 4 D.6 4'-1" Ld 0.735 0.207 3'-7" Ld 0.642 0.121 3'-3" Ld 0.583 0.082 4'-10" Lb 0.867 0.402 1.5x 3.5LVL 1200 1 2.3 2'-2" Lv 1.021 0.064 2'-2" Lv 1.021 D.064 2'-1" Ld 0.977 0.054 2'-2" Lv 1.021 0.064 2 1.2 3'-2" Lb 0.724 0.129 2'-11" Ld 0.678 0.099 2'-8" Ld 0.616 0.068 3'-2" Lb 0,724 0.129 3 0.8 3'-10" Lb 0.591 0.194 3'-4" Ld 0.517 0.114 3'-1" Ld 0.47 0.077 3'-10" Lb 0.591 0.194 4 D.6 4'-3" Ld 0.489 0.215 3'-9" Ld 0.427 0.125 3.'-4" Ld 0.388 0.085 4'-5" Lb 0.512 0.258 Fx5SPF 42 1200 1 3.7 2'-1" Lv 2.028 0.02 2'-1" FLv28 0.02 2'-1" Lv 2.028 0.02 2'-.1" Lv 2.028 0.02 2 1.8 3'-1" Lb 1.456 0.042 3'-1" 6 0.042 3'-1" Lb 1.456 0.042 3 -V. Lb 1.456 0.042 3'"?* 1.t,� E,iy$__ _U>D&3, 3'-9" 9 0.063 3'-9" Lb 1.189 0.063 3'-9" Lb 1.189 0.063 4 0.9 4'-4Lb 1.03 0.085 4'-4" 3 0.085 4 -4" Lb 1.03 0.085 4'-4" Lb 1.03 0.085 2x6SYP#2 1200 1 3.7 2'-0" Lb 1.452 0.016 2'-0" 52 0.016 2 -0" Lb 1.452 0.016 2 -0" Lb 1.452 0.016 2 1.8 2'-10" Lb 1.027 0.033 2'-10" 27 0.033 2'-10" Lb 1.027 0.033 2'-10" Lb 1.027 0.033 3 1.2 3 -6" Lb 0.839 D.049 3'-6" 39 0.049 3'-6" Lb 0.839 0.049 3'-6" Lb 0.839 0.049 4 0.9 4'-1" Lb 0.726 0.065 4'-1" 26 0.065 4'-1" Lb 0.726 0.065 4'-1" Lb 0.726 0.065 2x6HEM-FIR#2 1200 1 3.7 2'-1" Lb 2.129 0,022 2'-1" .29 0.022 2'-1" Lb 2.129 0.022 2'-1" Lb 2.129 0.022 2 1.8 3'-0" Lb 1.506 0.043 3'-0" Lb 1.506 0.043 3'-D" Lb 1.506 0.043 3'-0" Lb 1.506 0.043 3 1.2 3'-8" Lb 1.23 0.064 3'-8" Lb 1.23 D.064 3'-8" Lb 1.23 0.064 3'- Lb 1.23 0.064 4 0.9 4'-3" Lb 1.065 0.086 4'-3" Lb 1.065 0.086 4'-3" Lb 1.065 0.086 '-3 Lb 1.065 0.086 2 x 6 SP SELECT STIR. 1200 1 3.7 2'-6" Lv 1.785 0.029 2'-6" Lv 1.785 0.029 2'-6" Lv 1.785 0.029 '-Lv 1.785 0.029 2 1.8 4'-1" Lv 1.46 0.104 4'-1" Lv 1.46 0,104 4'-1" Ld 1.455 " ` 1.46 0.104 3 1.2 5'-8" Lv 1.352 0.258 5'-2" Ld 1.223 0.172 4'-8" Ld 1.111 _ m' 1.352 0.258 4 0.9 6'-6" Ld 1.156 0.326 5'-8" Ld 1.009 0.19 5'-2" Ld 0.917 °o�Vss "'b ;, 1.2 0.379 1.5x 5.5 LVL 1200 1 3.7 3'-5" Lb 1.585 0.096 3'-5" Lb 1.585 0.096 3'-4" Ld _1 536 '.084 I 1.585 0.096 2 1.8 4'-11" Lb -41 1.121 0.192 4'-8" Ld 1.065 0.156 4'-3" Ld 9681 a 0.10 I - =x.121 0,192 3 L2 6'-0" Lb 0.916 0.287 5'-4" Ld 0.813 0.179 4'-10" Ld 731 D.1 x •:; 0'316 0.287 4 0.9 6'-8" Ld 0.769 0.337 5'-10" Ld 0.672 0.197 5'-4" Ld Q 6 '�`�D.1 1. �1"' 2��73 0.383 UNIBEAM SECTION 221 pp.66 _".-APPROVED ..DATE 3.•'2/20 PFS CORPORATION GARAGE DOOR HEADER NOTES: 1.LOADS ARE UNIFORM ALONG BEAM LENGTH. 4.DURATION FACTOR(Cd)=1.0&REPETITIVE FACTOR(Cr)=1.0. 7.SINGLE MEMBER LVL'S GREATER THAN 14"DEEP ARE NOT TO BE 2,SEE INSTRUCTIONS FOR REQUIRED BRACING. 5.MULTIPLE PLIES ARE TO BEFASTENEDPER-MANFACTURER/CODE REQUIREMENTS. USED EXCEPT FOR MATING WALL LOCATIONS WHERE ONE EACH 3.SPANS ARE LIMITED BY THE MAXIMUM SPAN DUE TO 6.DESIGNER TO ACCOUNT FOR DEFLECTION,REQUIRED BEARING LENGTH SIDE ARE FASTENED TOGETHER TO FORM A DOUBLE MEMBER BENDING,DEFLECTION,OR SHEAR. AND SUPPORT STUDS. 8.MID-SPAN SPLICING IS NOT ALLOWED. UNIFORMLY LOADED BEAM SPAN CALCULATIONS BASED ON 11240 DEFLECTIONBASED ON 11360 DEFLECTION BASED ON I/480 DEFLECTION BASED ON 1/2"MAX.DEFLECTION MAXIMUM LIMITED BEARING DEFLECTION MAXIMUM LIMITED BEARING DEFLECTION MAXIMUM LIMITED BEARING DEFLECTION MAXIMUM LIMITED BEARING DEFLECTION MEMBER LOAD(plo QUANTITY d/b SPAN BY LENGTH(n) (in) SPAN BY LENGTH(in) (in) SPAN BY I LENGTH(in) (in) SPAN BY LENGTH(n) I (n) 2 x 8 SPF#2 600 1 4.8 3'-10" Lb 1.844 0.048 3'-10" Lb 1.844 0.048 3'-10" Lb 1.844 0.046 3'-10" Lb 1.044 D.048 2 2.4 5'-6" Lb 1.305 0.095 5'-6" Lb 1.305 0.095 5'-6" Lb 1.305 0.095 5'-6" Lb 1.305 0.095 3 i.6 6'-9" Lb 1.066 0.142 6'-9" Lb 1,066 0.142 6'-9" Lb 1.066 0.142 6'-9" Lb 1.066 0.142 4 1.2 7'-9" Lb 0.924 0.189 7'-9" Lb 0.924 0.189 7'-9" Lb 0.924 0.189 7'-9" Lb 0.924 0.189 2x8SYP#2 600 1 4.8 3'-8" Lb 1.302 0.037 3'-8" Lb 1.3D2 0.037 3'-S" Lb 1.302 0.037 3.'-8" Lb 1.302 0.037 2 2.4 5'-2" Lb 0.921 0.074 5'-2" Lb 0.921 0.074 5'-2" Lb 0.921 0.074 5'-2" Lb 0,921 0,074 3 1.6 6'-4" Lb 0.753 0.11 6'-4" Lb 0.753 0.11 6'-4" Lb 0.753 0.11 6'-4" Lb 0,753 0.11 4 1.2 7'-3" 1 Lb 0.653 0.147 7'-3" Lb 0.653 0.147 7'-3" Lb 0,653 0.147 7'-3" Lb - 0.653 0.147 2x8HEM-FIR#2 600 1 4.8 3'-10" Lb 1.907 0.048 3'-10" Lb 1.907 0.048 3'-10" Lb 1.907 0.048 3'-10" Lb 1.907 0.048 2 2.4 5'-5" Lb 1.349 0.096 5'-5" Lb 1.349 0.096 5'-5" Lb 1.349 0.096 5'-5" Lb 1.349 0.096 3 1.6 6'-8" Lb 1.103 0.144 6'-8" Lb 1.103 0.144 6'-8" Lb 1.103 0.144 6'-8" Lb 1.103 0.144 4 12 7'-8" Lb 0.956 0.192 7'-8" Lb 0.956 0.192 7'-8" Lb 0.956 0,192 7'-8" Lb 0,956 0.192 2 x 8 SP SELECT STR. 600 1 4.8 5'-5" Lv 1,925 0.137 5'-5" Lv 1.925 D.137 5'-4" Ld 1.918 0.135 5'-5" Lv 1.925 0.137 2 2.4 8'-3" Lb 1.465 0.367 7'-6" Ld 1.331 0.25 6'-9" Ld 1.209 0.17 8'-3" Lb 1.465 0.367 3 1.6 9"-9" Ld 1.164 0.491 8'-7" Ld 1.017 0:286 7'-9" Ld 1 0.924 0.195 9'-10" Ld 1.169 0,5 4 1.2 10'-9" Ld 0.962 0.541 9'-5" Ld 0.84 1 0.315 8'-6" Ld 0.763 0.215 10'-7" Ld 0.943 0.5 E5t8Ce,rL G3• 1 4.6 6'-5" Lb 1.465 0.244 6'-2" Ld 1.405 0.206 5'-7" Ld 1.276 0.14 6'-5" Lb 1.465 0.244 2 2,4 S'-10" Ld 1.014_. 0.445 7'-9" Ld 0.886 0.259 7'-0" Ld 0.605 0.176 9'-1" Lb 1.037 0,486 1.d 0-775'_ £}5d41' t 8,-Io" Ld 0.677 D.296 0'-0" Ld 0.615 0.202 10'-11, Ld 0.771 0.5 _4 1.2 11'-2" Ld 0.64 0.56 9'-9" Ld 0.559 0,326 8'-10" Ld 0.508 0.222 10'-10" Ld 0.622 0.5 "2x 10SPF#2 �6DD 1 6.2 4'-9" Lb 2.253 0.051 4'-9" Lb 2.253 D.051 4'-9" Lb 2.253 0,051 4'-9" Lb 2.253 0.051 2 3.1 6'-9" Lb 1.594 0.102 6'-9" Lb 1.594 0.102 6'-9" Lb 1.594 0.102 6'-9" Lb 1.594 0.102 3 2.1 8'-3" Lb 1.303 0.152 8'-3" Lb 1.303 0.152 6'-3" Lb 1.303 0.152 8'-3" 1 Lb 1.303 0.152 4 1.5 9'-6" Lb 1.129 0.203 9'-6" 1 Lb 1.129 0.203 9'-6" Lb 1.129 0.203 9'-6" Lb 1.129 0.203 2%10SYP#2 600 1 6.2 4'-4" Lb 1,545 0.035 4'-4" Lb 1.545 0.035 4'-4" Lb 1.545 0.035 4'-4" Lb 1.545 0.035 2 3.1 6'-1" Lb 1.094 0.07 6'-1" Lb 1,094 0.07 6'-1" Lb 0.07 6'-1" Lb 1.094 0.07 3 2.1 7'-6" Lb 0.894 0.105 7'-6" Lb 0.894 0,105 7'-6" Lb .894 0.105 7'-6" Lb 0.894 0.105 4 1.5 8'-8" Lb 0.775 0.14 8'-8" Lb 0.775 0.14 8'-8" - 0.14 8'-8" Lb 0.775 0.14 2x 10 HEM-FIR#2 600 1 6.2 4'-.8" Lb 2.33 0.052 4'-8" Lb 2.33 0.052 4'-8" -i:tt052 4'-8" Lb 2.33 0.052 2 3.1 6'-7" Lb 1.649 0.103 6'-7" Lb 1.649 0.103 6'-7 +° R,r�� - � W;ia`73 6'-7" Lb 1.649 0.103 3 2.1 8'-i" Lb 1.348 0.155 8'-1" Lb 1.348 0.1 B' SSk "*'� k 8'-1" Lb 1.348 0.155 4 1.5 9'-4" Lb 1.168 0.206 9'-4" Lb 1.168 0.2 " 9 L u3 9'-4" Lb 1.168 0.206 2 x 10 SP SELECT STR. 600 1 62 6'-7" Lb 2.362 0.15 6'-7" Lb 2.362 0. Lb; 2` 6'-7" Lb 2.362 0.15 47 2 3.1 9'-4" Lb 1.671 D.299 9'-4" Lb 1.671 0.2 3 L. „OJ ,CF-7 9'-4„ Lb 1.671 0.299 3 2.1 11'-6" Lb 1.366 0.447 10'-11" Ld 1.298 0.3 Lb 1.366 0.447 4 1.5 13'-3" Lb 1.184 0.595 12'-0" Ld 1.073 0.4 IQ 9,.6D.1T, L "- (12'-8" Ld 1.133 0.5 4 1.5x 9.25 LVL 600 1 6.2 6'-1" Lb 1.855 0.301 7'-1D" Ld 1.793 0.2 L � � � � 8'-1" Lb 7.855 0.301 2 3.1 11'-4" Ld 1.295 0.567 9'-10" Ld 1.131 0. �• Ld � J P' 10 -11" Ld 1.254 0.5 3 2.1 12 -11" Ld 0.889 0.649 71'-4" Ld 0.864 0.3 10 _ d O.i 5; .- W" 12'-1" Ld 0.927 0.5 4 1.5 14'-3" Ld 0.818 0.714 12'-5" 1 Ld 0.714 0.416 11 --' 13'-0" Ld 0.748 0.5 UNIBE M SECTION 22/pp.37 APPROVED GATE 3220 � PFS CORPORATION Boom:Mry,PA VAULT SECTION WINDOW HEADERS NOTES: 1.LOADS ARE UNIFORM ALONG BEAM LENGTH. 4.DURATION FACTOR(Cd)=1.0&REPETITIVE FACTOR(Cr)=1.0. 7.SINGLE MEMBER LVUS GREATER THAN 14"DEEP ARE NOT TO BE 2.SEE INSTRUCTIONS FOR REQUIRED BRACING. 5.MULTIPLE PLIES ARE TO BE FASTENED PER MANFACTURER/CODE REQUIREMENTS. USED EXCEPT FOR MATING WALL LOCATIONS WHERE ONE EACH 3.SPANS ARE LIMITED BY THE MAXIMUM SPAN DUE TO 6.DESIGNER TO ACCOUNT FOR DEFLECTION,REQUIRED BEARING LENGTH SIDE ARE FASTENED TOGETHER TO FORM A DOUBLE MEMBER BENDING,DEFLECTION,OR SHEAR. AND SUPPORT STUDS. 8.MID-SPAN SPLICING IS NOT ALLOWED. UNIFORMLY LOADED BEAM SPAN CALCULATIONS BASED ON 1/240 DEFLECTION BASED ON 11360 DEFLECTION BASED ON 1/460 DEFLECTION BASED ON 1/2"MAX.DEFLECTION MAXIMUM LIMITED BEARING DEFLECTION MAXIMUM LIMITED BEARING DEFLECTION MAXIMUM LIMITED BEARING DEFLECTION MAXIMUM LIMITED BEARING DEFLECTION MEMBER LOAD(pit) QUANTITY d/b SPAN BY LENGTH(in) (n) SPAN BY LENGTH On) (in) SPAN BY LENGTH(in) (n) SPAN BY I LENGTH(In) (n) +: :: 1 2.3 2'-3" Lb 0.908 0.043 2'-3" Lb 0.908 0.043 2'-3" Lb 0.908 0.043 2'-3" Lb 0.906 0.043 2 1.2 3'-3" Lb 0.642 0.086 3'-3" Lb 0.642 0.086 3'-2" Ld 0.632 0608 3'-3" Lb 0.642 0.086 4 t£. ;6JJ;" '," �D . G:`mss_.x 0.129 3'-8' Ld 0.482 0.092 4'-0" Lb 0.525 0.129 W325, 4'-0" Lb 0.525 0.6 4'-7" Lb 0.455� 0.172 4'-5" Ld 0.439 0.149 4'-0" Ld 0.398 0.107 4'-7" Lb 0.455 0.772 2x4SYP#2 500 1 2.3 2'-1" Lb 0.626 0.03 2'-1" Lb 0.626 0.03 2'-1" Lb 0.626 0.03 2'-1" Lb 0.626 0.03 2 1.2 2'-11" Lb 0.443 0.06 2'-11" Lb 0.443 0.06 2'-11" Lb 0.443 0.06 2'-11" Lb 0.443 0.06 3 0.8 3'-7" Lb 0.361 0.09 3'-7" Lb 0.361 0.09 3'-7" Lb 0.361 0.09 3'-7" Lb 0.361 0.09 4 0.6 4'-2" Lb 0.313 0.121 4'-2" Lb 0.313 0,121 4'-0" Ld 0.3 0.101 4'-2" Lb 0.313 0.121 2 x 4 HEM-FIR#2 500 1 2.3 2'-3" Lb 0.939 0.044 2'-3" Lb 0.939 0.044 2'-3" Lb 0.939 10442'-3" Lb 0.939 0.044 2 1.2 3'-2" Lb 0.665 0.087 3'-2" Lb 0.665 0.087 3'-1" Ld 0.647 3'-2" Lb 0.665 0.087 3 0.8 3'-11" Lb 0.543 0.131 3'-11' Lb 0.543 0.131 3'-7" Ld 0.494 3'-11" Lb 0,543 0.131 4 0,6 4'-6" Lb 0.47 0.174 4'-4" Ld 0.449 0.145 3'-11" Ld 0-408 4'-6" Lb 0.47 0.174 2 x 4 SP SELECT STIR. 500 1 2.3 3'-0" Lv 0.895 0.099 3'-0" Lv 0.895 0.099 2'-9" Ld 0.82 3'-0" Lv 0.895 0.099 2 7.2 4'-4" Ld 0.851 0.22 3'-1D" Ld 0.568 0.128 3'-5" Ld 0.517 5'-4" Lb 0.792 0.483 3 0.8 5'-0" Ld 0.497 0.252 4'-4" Ld 0.434 0.147 4'-0" Ld 0.3955'-11" Ld 0.59 0.5 4 D.6 5'-6" LdV0.411 0.278 4'-10" Ld 0.359 0.162 4'-4" Ld 0.326 0.11 6'-5" Ld 0.476 0.5 1.5x 3.5 LVL 500 1 2.3 3'-5" Lb61 0.155 3'-1" Ld 0.6 0.106 2'-10" Ld 0.545 0,072 3'-5" Lb 0.661 0.155 2 1.2 4'-6" Ld33 0.228 3'-11" Ld 0.378 0.133 3'-7" Ld 0.344 0.091 4'-11" Lb 0.468 0.31 3 0.8 5'-2" Ld31 0.261 4'-6" Ld 0.289 0.152 4'-1" Ld 0.262 0.104 6'-0" Lb 0.382 0.465 4 D.6 5'-8" Ld73 0.287 5'-0" Ld 0.239 0.167 4'-6" Ld 0.217 0.114 6'-7" Ld 0.314 0.5 2x6 SPF#2 500 1 3.7 3'-4" Lb29 0.051 3'-4" Lb 1.329 0.051 3'-4" Lb 1.329 0.051 3'-4" Lb 1.329 0.051 2 1.8 4'-9- Lb4 0.101 4'-9" Lb 0.94 0.101 4'-9" Lb 0.94 0.101 4'-B" Lb 0.94 0.101 3 1.2 5'-10" Lb 0.768 0.152 5'-10" Lb 0.768 0.152 5'-9" Ld 0.759 0.145 5'-10" Lb 0.768 0.152 4 0.9 6'-9" Lb 0.666 0.202 6'-9" Lb 0.666 0.202 6'-4" Ld 0.627 0,159 6'-9" Lb 0.666 0.202 2x6SYP92 500 1 3.7 3'-2" Lb 0.937 0.039 3'-2" Lb 0.937 0.039 3'-2" Lb 0.937 0.039 3'-2" Lb 0.937 0.039 2 1.8 4'-5" Lb 0.663 0.078 4'-5" Lb 0.663 0.078 4'-5" Lb 0.663 0,078 4'-5" Lb 0.663 0.078 3 1.2 5'-5" Lb 0.542 0.117 5'-5" Lb 0.542 0.117 5'-5" Lb 0.542 1 0.117 5'-5" Lb 0.542 1 0.117 4 0.9 6'-3" Lb 0.47 0.156 6'-3" Lb 0.47 1 0.156 6'-3" 1 Lb 0.47 0.156 6'-3" Lb 0.47 0.156 2 x 6 HEM-FIR#2 5DD 1 3.7 3'-4" Lb 1.375 0.052 3'-4" Lb 1.375 0.052 3'-4" Lb 1.375 1,052 3'-4" Lb 1.375 0.052 2 1.8 4'-8" Lb 0.973 0.103 4'-8" Lb 0.973 0.103 4'-8" Lb '74, '`63 4'-8" Lb 0.973 0.103 3 1.2 '-9" Lb 0.795 0.154 5'-9" Lb 0.795 0.154 5'-7" L '"-4 5'-9" Lb 0.795 0.154 4 0.9 6'-7" Lb 0.689 0.206 6'-7" Lb 0.689 0.206 6'-2" •_ 't� } .1> .�6'-7" Lb 0.689 0.206 2 x 6 SP SELECT STIR. 500 1 3.7 4'-9" Lv 1.406 0.155 4'-9" Lv 1.406 0.155 '-4ti 7.219 9" Lv 1.406 0.155 2 1.8 6'-11" Ld 1.024 0.346 6'-0' Ld 0.894 0.202 5 �'+"'; 0.8 0:1' tt-4" Lb 1.096 0.454 3 1.2 7'-11" Ld 0.782 0.396 6'-11" Ld 0.683 0.2311 3 � sf`-1 .1 S'T jaav''t14' Ld 0.829 0.5 4 0.9 8'-8" Ld 0.646 0.436 7'-7" Ld 0.504 0.254 ...,,fit4 -� "-0" Ld 0.668 0.5 1.5x 5.5 LVL 500 1 3.7 5'-4" Lb 1.024 0.23 4'-11" Ld 0.943 0.166 Lb 1.024 0.23 2 1.8 7'-2" Ld 0.681 0.358 6'-3" Ld 0.595 0.209 N 6, ';ro' Lb 0,724 0.459 3 1.2 8'-2" Ld 0,52 0.41 7'-1" Ld 0,455 0.239 8` 51 0.547 0.5 4 D,9 9'-0" 11 Ld 0.43 0.451 7'-10" Ld 0.376 0.263 4 1.1 c Ld 0,441 0,5 UNIBEAM SECTION 22/pp.30 ..APPROVED ...DATE 3'7.20 t PFS CORPORATION wn 1G PA 2ND STORY WINDOW HEADERS NOTES: 1.LOADS ARE UNIFORM ALONG BEAM LENGTH. 4.DURATION FACTOR(Cd)=1.0 8 REPETITIVE FACTOR(Cr)=1.0. 7.SINGLE MEMBER LVL'S GREATER THAN 14"DEEP ARE NOT TO BE 2.SEE INSTRUCTIONS FOR REQUIRED BRACING. 5.MULTIPLE PLIES ARE TO BE FASTENED PER MANFACTURER/CODE REQUIREMENTS. USED EXCEPT FOR MATING WALL LOCATIONS WHERE ONE EACH 3.SPANS ARE LIMITED BY THE MAXIMUM SPAN DUE TO 6.DESIGNER TO ACCOUNT FOR DEFLECTION,REQUIRED BEARING LENGTH SIDE ARE FASTENED TOGETHER TO FORM A DOUBLE MEMBER BENDING,DEFLECTION,OR SHEAR. AND SUPPORT STUDS. 8.MID-SPAN SPLICING IS NOT ALLOWED. UNIFORMLY LOADED BEAM SPAN CALCULATIONS BASED ON 11240 DEFLECTION BASED ON 1/360 DEFLECTION BASED ON 1/480 DEFLECTION BASED ON 1/2"MAX.DEFLECTION MAXIMUM LIMITED BEARING DEFLECTION MAXIMUM LIMITED BEARING DEFLECTION MAXIMUM LIMITED BEARING DEFLECTION MAXIMUM LIMITED BEARING DEFLECTION MEMBER LOAD(pIQ QUANTITY d/b SPAN BY LENGTH(in) On) SPAN BY LENGTH(in) (in) SPAN BY LENGTH(in) I (in) SPAN I BY I LENGTH(in) On) 7+x 4SE?Ff 7C3" 1 2.3 1'-11' Lv 1.062 0.029 1'-11" Lv 1.062 0.029 1'-11" Lv 1.062 0.029 1 1-11" Lv 1.062 0.029 i'• •• ,., 2 1.2 2'-9" Lb 0.76 0.061 2'-9" Lb 0.76 0.061 2'-9" Lb 0.76 0.061 2'-9" Lb 0.76 0.061 0;9- 31r4`, LL" ,0,62i -,C,092 "' 3'-4" Lb 0.821 0.092 3'-3" Ld 0.603 0.082 3'-4" Lb 0.621 0.092 4 0.6 3'-10" Lb 0.538 0.123 3'-10" Lb 0.538 0.123 3'-7" Ld 0.49B 0.091 3'-10" Lb 0.538 0.123 _w 2 x 4 SYP#2 _ 70D 1 2.3 1'-9" Lb 0.74 0.022 1'-9" Lb 0.74 0.022 1'-9" Lb 0.74 0.022 1'-9" Lb 0.74 0.022 2 1.2 2'-6' Lb 0.523 0.043 2'-6" Lb 0.523 0.043 2'-6" Lb 0.523 0,043 2'-6" Lb 0.523 0.043 3 D.8 3'-1" Lb 0.428 0.065 3'-1" Lb 0.428 0.065 3'-1" Lb 0.428 0.065 3'-1" Lb 0.428 0.065 4 D.6 3'-6" Lb 0.37 1 0,086 3'-6" 1 Lb 0.37 0,086 3'-6" Lb 0.37 0.086 3'-6" Lb 0.37 0.086 2x4HEM-FIR#2 700 1 2.3. 1'-11' Lb 1.111 0.031 1'-11" Lb 1.111 0.031 1'-11" Lb 1.111 0.031 1'-11" Lb 1.111 0.031 2 1.2 2'-B" Lb 0.786 0.062 2'-B" Lb 0.786 0.062 2'-8" Lb 0.786 0.062 2'-8" Lb 0.786 0.062 3 0.8 3'-4" Lb 0.642 0.094 3'-4' Lb 0.642 0.094 3'-2" Ld 0.618 0.08 3'-4" Lb 0.642 0.094 4 1 0,6 3'-10" Lb 0.556 0.125 3'-10" Lb 0.556 0.125 3'-6" Ld 0.51 0.088 3'-10" Lb 0.556 0.125 2 x 4 SP SELECT STR. 700 1 2.3 2'-3' Lv 0.964 0.048 2'-3" Lv 0.964 0.048 2'-3" Lv 0.964 D.048 2'-3" Lv 0.964 0.048 2 1.2 3'-11" Ld 0.815 0.197 3'-5" Ld 0.712 0.115 3'-1" Ld 0.646 0.078 4'-0" Lv 0.843 0.226 3 0.8 4'-6" Ld 0.622 0.226 3'-11" Ld 0.543 0.131 3'-6" Ld 0.494 0.089 5'-6" Ld 1 0.759 0.5 4 0.6 4'-11' Ld 0.513 0.248 4'-4" Ld 0.449 0.145 3'-11" Ld 0,4D8 0.098 5'-10" Ld 0.612 0.5 1.5x 3.5 LVL 700 1 2.3 2'-11" Lb 0.782 0.111 2'-9" Ld 0.751 0.094 2'-6" Ld 0.682 0.064 2'-11" Lb 0.782 0.111 2 1,2 4'-0" W 0.542 0.204 3'-6" Ld 0.473 0.119 3'-2" Ld 0.43 0.081 4'-1" Lb 0.553 0.222 3 0.8 4'-8" Ld 0.414 0.234 4'-0- Ld 0.361 0.136 3'-8" Ld 0.328 0.093 5'-1" Lb 0.452 0.332 4 0.6 5'-1" Ld 0.342 0.257 4'-5" Ld 0.298 0.15 4'-0" Ld 0.271 0.102 5'-10" Lb 0.391 0.442 2 x 6 SPF 02 700 1 3.7 2'-10- Lb 1.572 0.036 2'-10" Lb 1.572 0.036 2'-10" Lb 1.572 0.036 2'-10" Lb 1.572 0,036 2 1.8 4'-0" Lb 1.112 0.072 4'-0" Lb 1.112 0.072 4'-0" Lb 1.112 0.072 4'-0' Lb 1.112 0.072 3 1.2 4'-11" Lb 0.909 0.109 4'-11" Lb 0.909 0.109 4'-11" Lb 0.909 0.109 4'-11" Lb 0.909 0.109 4 0.9 5'-B" Lb 0.787 D.145 5'-8" Lb 0.787 0.145 5'-8" Ld 0.784 0.142 5'-8" Lb 0.787 0.145 2x6SYP#2 700 1 3.7 2'-B" Lb 1.109 0.028 2'-8" Lb 1.109 0.028 2'-B" Lb 1.109 0.028 2'-8" Lb IA09 0.028 2 1.8 3'-9" Lb 0.785 0.056 3'-9' Lb 0.785 0.056 3'-9' Lb 0.785 0.056 3'-9' Lb 0.785 0.056 3 1.2 4'-7" Lb D.641 0,084 4'-7' Lb 0.641 0.084 4'-7" Lb 0.641 0,084 _ 4'-7" Lb 0.641 0.084 4 0.9 5'-4" Lb 0.555 0.112 5'-4" Lb 0.555 0.112 5'-4" Lb 0.555 0.112 5'-4" Lb 0.555 0.112 2x6HEM-FIR#2 700 1 3.7 2'-9" Lb 1.626 0.037 2'-9" Lb 1.626 0.037 2'-9" Lb 1.626 0.037 2'-9" Lb 1.626 0.037 2 1.8 3'-11' Lb 1.15 0.074 3'-11" ELd 1.15 0.074 3'-11" Lb 1.15 3'-11" Lb 1.15 0.074 3 1.2 4'-10' Lb 0.94 0.11 4'-10' 0.94 0.11 4'-10' Lb 0.94 0.11 4'-10" Lb 0.94 0.11 4 0.9 5'-7" Lb 0.814 0.147 5'-7" 0.814 0.147 5'-6" Ld 0 5'-7" Lb 0.814 0.147 2 x 6 SP SELECT STIR. 700 1 3,7 3'-7' Lv 1.515 0.076 3'-7" 1.515 0.076 3'-7" Lv "" 'a!,, -7" LV 1.515 0.076 2 1.8 6'-2" Ld 1.28 0.31 5'-4" 1.119 0.18 4'-10" Ld '" �^ s' s�' .5,•`.' Lb 1.296 0.325 3 1.2 7'-1" Ld 0.978 0.354 6'-2" 0.854 0.206 5' Ld-' 76 0.'K`.'t -8' Lb 1.059 0.487 4 0.9 7'-9" Ld 0.807 0.39 6'-9' 0.705 0.227 6'- L, Ld 0.859 D.5 1.5 x 5.5 LVL 700 1 3.7 4'-6' Lb 1.211 0.164 4'-5" Ld 1.18 0.148 4' ` ):71 1 0 - '" fY' n Lb 1.211 0.164 2 1.8 6'-4' Ld 0.852 0.321 5'-7" Ld 0.744 0.187 5' � 06,1p�ay."' '1' x ,,.,, Lb 0.857 0.328 3 1.2 7'-4" Ld 0.651 0.367 6'-4" Ld 0.568 0.214 5' a+; OP'"M J`f40, ( �"' Lb 0.7 0.492 4 0.9 8'-0' Ld 0.537 0,404 7'-0" Ld 0.469 0,235 6' O0 „? LS<" •*ks- j Ld 0.567 0.5 Ot UNiBEAM SECTION 22/pp.42 Page 1 DATE: 10/30/2020 COMPANY: Icon Legacy Custom Modular Homes, LLC VITRUVIUS BUILD: Base DESIGNED BY: Jon Aungst CUSTOMER: 7994 REVIEWED BY: Jon Aungst PROJECT LOCATION: 17870 LEVEL: Main Floor LOADING: ASD LOCATION: #01 VAULTED RIDGE BM CODE: 2018 International Building Code TYPE: FLOOR BEAM NDS: 2018 NDS MATERIAL STRUCTURALCOMPOSITE LUMBER = Roseburg Forest Products 2 t:Rigidlam LVL (3)15 X 1,$ DRY I MCI RAM IT unH . MA I.. N.Taxw 11/10/20 10/2020 Start(ft):0 End(ft):18.938 Member Slope:0/12 Actual Length(ft):18.94 Area Ix ly BSW Lams ' Cfn Kcr (int) (in') (in") (Ibf/ft) Creep Factor W ...... ' 81 2187 x.15.19 - = 21.38 y. ...,., ... ... .. .. .._, _Fb"(ps) Ft(psi) Fv(psi).' Fc.{phi} a Fc1(psi) E(psi)x103„ Erriin'(Ps)x103 m '_I Base Values 3100 2100 290 3000 750 2000 1056.958 Adjusted Values ; 31002100 290 3000, 750 ': 2000 , _ 1057 �. n 1. d .1 1 1 1 : 1 1 1 Bending Adjustment Factors CV =0.95Cr=1 Volume factor Is applied on a load combination basis And Is Not reflected in the adjusted values r.. Un race Length{ft} Beam Erid .._._.. Span Length(ft) Top Bottom Elev.Diff(ft) CL(Top) CL(Bottom) CL(Left) CL(Right) 1< 18 9,375 0 18.9375.,;:... 0 100 014 100 100 PASS/FAIL MAGNITUDE STRENGTH LOCATION(ft) LOAD COMBO DURATION FACTOR CD. _ ShearStress Y(psi) PASS(49.5%) 146.3 290.0 18.94 D+L 1 Bending Stress Y{psi) PdASS{37 3%) 18471 2946 8 9#7 D+L 1 T. �. a .,__.... Deflection(in) PASS(56.3%) 0.552(=L/412) 1.263(=L/180) 9.47 D+L Bearing Stress(psi) PASS{331% 5016, 7500,._ 0 ' • V-(Ibf) M-(Ibf-ft) Y axis DEAD LIVE LIVE ROOF SNOW WIND+ WIND- SEISMIC+ SEISMIC- ICE RAIN EARTH A 2058 5842 0. 0 0 3570 B 2058 5842 0 0 0 -3570 0 0 0 0 0 Reaction Location A B -Live Load Applied Project Name:7994 2018 International Building Code ASD • + Page 2 is Type „Left Magnitude Right Magnitude Egad Start(ft} Eoad End(ft} Eoad Type,'; Direction f , Uniform(Ibf/ft) 617 617 0 18.9375 Live Y r. UnifI /ffj r 196 9 0 m 18; -79375 orm _..Y a(bf __:..... ,.1 .6. � 93 .,......._ ,.� _,..... , Uniform(Ibf/ft) -377 -377 0 18.9375 Wind(-) Y Self Weight{Ibf/ft) 2138 2138 > _.._4.. �.__ �, ._ 78 9315 _ . .___ Dead Y waF • .. a r 0:787.6 ' 1z ljs_. 111/10/202 0 Project Name:7994 2018 International Building Code ASD Page 1 �x a DATE: 11/18/2020 COMPANY: Icon Legacy Custom Modular Homes, LLC VITRUVIUS BUILD: Base DESIGNED BY: Jon Aungst CUSTOMER: 7994 REVIEWED BY: Jon Aungst PROJECT LOCATION: 17870 LEVEL: Main Floor LOADING: ASD LOCATION: #02 CLG BM CODE: 2018 International Building Code TYPE: FLOOR BEAM NDS: 2018 NDS MATERIAL STRUCTURAL COMPOSITE LUMBER Roseburg Forest',,, orest Products ( 2 OE f�gidlam LVL D ( 15 tX 1 . DRY __.,..,. ��"""ar m ,. '�_�d�µfi�,^Se ,'w....... +. � �.:e�w..u$tts.��uw'+ u��,.ax 3mttr-..u� �^' T �S• �'i,w {"¢�*3�«t'� F _ -.....xC1.,Q .. Start(ft) 0 End(ft):18.75 Member Slope 0/12 Actual Length(ft):18.75 111/19/2020 Area." Ix Iy BSW Lams a: Gfn . ... .S,.V.. Kcr'. .., ........ _ . (in=) (in') (in') (Ibf/ft) Creep Factor i —784 1372 15.75 22.17 4" ..o. .,. I. Fb(psi} Ft�(ps�) ., Fv(psi) ', Fc p51 Fc1(psi) . E(psi)x]03Emiti(psi)x10 Base Values 3100 2100 290 3000 750 2000 1056.958 Adjust ed Values 3100 2100 r 290 3000 750 _.. 2000 1057 CM 1 1 1 1 1 1 1 1' t T 1 Bending Adjustment Factors CV =0.98Cr =1 Volume factor Is applied on a load combination basis And Is Not reflected in the adjusted values UnbracedLen th(ft): Beam Erid g ...__: _. .. ...._.�.._ . Span Length(ft) Top Bottom Elev.Diff(ft) CL(Top) CL(Bottom) CL(Left) CL(Right) 835 a 0 100 0 78 100: 100 ..,.„,., ........,... .......... .... PASS/FAIL MAGNITUDE STRENGTH LOCATION(ft} ry LOAD COMBO DURATION FACTOR CD. Shear Stress Y(psi) PASS(46.6%) 154.9 290.0 0 D+L 1 304 Bendin Stress Y(pst} PASS 40 8% 1770 5 0 8 6 75 D+L 1 9 _ ._..__ . �...�. �_._ �. ., 7. _ o. Deflection(n) PASS(32.0%) 0.638(=L/353) 0.938(=L/240) 8.81 D+L Beann Stress(psi) PASS 44,9°I° ) 410,.__._ 7500 ' Q D+L ( 1 • V-(Ibf) M-(Ibf-ft) Y axis DEAD LIVE LIVE ROOF SNOW WIND+ WIND- SEISMIC+ SEISMIC- ICE RAIN EARTH i A 3915 478 0 _..�. 3376 0 0 0 0 0 ....... .,._,. _ __ ..., _.. M.._.m .__. ._._... B 1811 2468 0 0 0 -2897 0 0 0 0 0 Reaction Location A B i ® � t -Live Load Applied Project Name:7994 2018 International Building Code ASD +l s o Location:#02 CLG BM Page 2 iu Type " Left Magnitude:Y' Rigfit Magriifude load Start{ft) Type'. Direction Uniform(Ibf/ft) 648 648 0 7.2083 Live Y Uniform((hf/ft).. . F.,., _. 543 543 0 7.2083 Dead.., ...Me< _. �... _ �_ ... �.. Uniform(Ibf/ft) -315 -315 0 7.2083 Wind(-) Y Uniform(Ibflft} 55 55 0 7.20 3Lwe Y Uniform(Ibf/ft) 32 32 0 7.2083 Dead Y }`, Uniform(Ibf/ffj 385 y 86 0 72083 Wmd{ Y ?. Uniform(Ibf/ft) 187187 7 2083 18 75 Live Y _Uniform(Ibf/ftj_. . .__.. __.._101 __. ` ..: _101 .__7 2083 .._ _ _ 18.75 __ Dead Y__ Uniform(Ibf/ft) -293 -293 7.2083 18.75 mV 4 Wind(-) _ Y Weiht(IbfJft) ..w r. 221 2217 ,,0 1835 g ._... _._..._ ,„.._.. _ ...._ ..w d , MINNOW 111/19/202 Project Name:7994 2018 International Building Code ASD r Page 5 DATE: 11/9/2020 COMPANY: Icon Legacy Custom Modular Homes, LLC VITRUVIUS BUILD: Base DESIGNED BY: Jon Aungst CUSTOMER: 7994 REVIEWED BY: Jon Aungst PROJECT LOCATION: 17870 LEVEL: Main Floor LOADING: ASD LOCATION: #03 CLG BM CODE: 2018 International Building Code TYPE: FLOOR BEAM NDS: 2018 NDS MATERIAL STRUCTURAL COMPOSITE LUMBER Roseburg Forest Products ( r3 2 OE Rig�dlam LVL 2 3z5 X7 25 DRY ®.®. ---111/19/20270 - Start 11/19/2020Start(ft):0 End(ft):9.083 Member Slope:0/12 Actual Length(ft):9.08 Al Area ':. ;: ty Bit Laros; fn CKcr (in') (in') (in') (Ibf/ft) Creep Factor °� a..'�2175 . .,•:. ,,,,,,,,,._. 95.2 ' 4138 s „_,_574 . '' 2 i � 8 1 F 10 Me .»9r, ps ' m), (psr)x103 Base Values 3100 2100 290 3000 750 2000 1056.958 . A_dlustedlralues 3100;:—, X100 ". 29D 3000 `" 750' 2000 f�,a< 105? CM 1 1 1 1 1 1 1 21,.,,,,E n ...n,•:' .. ,_ _ ,,,." 1 Bending Adjustment Factors CV =1.07cr =1 Volume factor Is applied on a load combination basis And Is Not reflected in the adjusted values 0.1 WTI IN .:. a - �7lbraced Length(ft),q Beam End ».._ a..M Span Length(ft) Top Bottom Elev.Diff(ft) CL(Top) CL(Bottom) CL(Left) CL(Right) 1 �' 90833 0083 0 100100; 100 .., n....,i m.. , e PASSI�AIL` ' 'as I r UDE : STREN GTH' LOCATION(ft} LOAD COMBO ' DURAT MAGNITION FACTOit CD Shear Stress Y(psi) PASS(69.2%) 89.2 290.0 0 D+L 1 Bending Stress Y(psi) r PASS(59 °fj 1340 9 3301 5 '4 b4UD+L' 1 .,, Deflection(in) PASS(62.2%) 0.229(=L/476) 0.606(=L/180) 4.54 D+L Searing Stress(psi) P�&SS(S3 6�0) 123.2 750.0 1 • V-(Ibf) M-(Ibf-ft) Y axis DEAD LIVE LIVE ROOF SNOW WIND+ WIND- SEISMIC+ SEISMIC- ICE RAIN EARTH A 498 795 e '01 U r 790 0 0 0 0 0 B 498... 795 . 0 0 0_.. :. .. 790. 0: ...... . :, 0 0 0 0 Reaction Location A B E'TIM-Live Load Applied 'r�"s:,': , ,_,,. •.�.�,+m,�'�r�<..e ��..�€:'�'.:F�ia" �,.�� 3�.m�. i,.,.. ,, �e:���, a m � ��r�:; '"wu.� k ;.:.ir%;� Project Name:7994 2018 International Building Code ASD V ) ® � Page 6 Type Left Magnitude Right Magnitude Load Start(ft3 Load End(ft)„ Load Type: Direction Uniform(Ibf/ft) 175 175 0 9.0833 Live Y nifor Uniform(Ibf/ft) -174 -174 0 9.0833 Wind(-) Y Self Weight.(ibfit) 5 79 74 . ._ .. :0 9 0833 , Dead Y .. vFN„ ,,. .: • I Hvit"i 111/19/2020 Project Name:7994 2018 International Building Code ASD s T Page 7 DATE: 11/9/2020 COMPANY: Icon Legacy Custom Modular Homes, LLC VITRUVIUS BUILD: Base DESIGNED BY: Jon Aungst CUSTOMER: 7994 REVIEWED BY: Jon Aungst PROJECT LOCATION: 17870 LEVEL: Main Floor LOADING: ASD LOCATION: #04 CLG BM CODE: 2018 International Building Code TYPE: FLOOR BEAM NDS: 2018 NDS MATERIAL: I STRUCTURAL COMPOSITE LUMBER 'Roseburg Forest Products �' 2 0�>`Rigidlani LVL {7 15 X 9.25 DRY 014 Start(ft):0 End(ft):13.5 Member Slope:0/12 Actual Length(ft):13.5 111/19/2 Area 1x ,, Ly BSW Lams Gfn Kcr'. (int) (in') (in") (Ibf/ft) Creep Factor 13 88 98 93 2 5 3 b6 .1 8 1 • •• • ` Fb: ss " =<Fc si Fc L si El' i x103 Em�n si x10 -...3,. 'P )_ (Psi) r• Fv Base Values 3100 2100 290 3000 750 2000 1056.958 Adjusted Values 3100 21tl0 290 °300Q e750 20tl0 1657 M C 1 1 1 1 1 1 1 9T L„S,, ,, 1` T""" T 1 1 1 1 Bending Adjustment Factors CV =103 Cr 1 Volume factor Is applied on a load combination basis And Is Not reflected in the adjusted values s Unbraced length{ft) Beam End a._... Span Length(ft) Top Bottom Elev.Diff(ft) CL(Top) CL(Bottom) CL(Left) CL(Right) 1 13 5 it 13 5. 0 100 -,,0,37 100 _' �...._ ....... '. __....... ,_ _....:.. ,.. . ar�__.. ' .,._., ..._... PASS/FAIL MA NIT NgST RECATION(ft) LOAL)COMBO DURATION FACTOR CD Shear Stress Y(psi) PASS(62.3°/x) 109.2 290.0 0 D+L 1 Bending Stress Y(psi) PASS{40 3 1912 7 32023 6 75 DQ 1 Deflection(in) PASS(37.2%) 0.565(=L/287) 0.900(=L/180) 6.75 D+L mw $eanng`Stress iP�1, ORAS t94fl�4) ,.. 192,4 750,Q,' 0� D+L _ P, .e_ J ,. ,._.. , ® V-(Ibf) M-(Ibf-ft) Y axis DEAD LIVE LIVE ROOF SNOW WIND+ WIND- SEISMIC+ SEISMIC- ICE RAIN EARTH r 675 0 0 0 !28 a,_.. _ 0 0 B 335 675 0 0 0 -128 0 0 0 0 0 Reaction Location A B -Live Load Applied r Project Name:7994 2018 International Building Code ASD • Page 8 `_ Type Left Ma°gnitude Y:; Right Magnitude Load Start(ftj ' Load Erid Sftj Load Type'A` Direction , Uniform(Ibf/ft) 100 100 0 13.5 Live Y `-.s.Uniform(Ibf/ft);. ..., 46 460 d 13 5 Dea _,_ , ...:Y _._.. ..... . . .�._ .. __. Uniform(Ibf/ft) -19 -19 0 13.5 Wind() Y Dead Y • tit 11/1902020 Project Name:7994 2018 International Building Code ASD r Page 1 b DATE: 11/18/2020 COMPANY: Icon Legacy Custom Modular Homes, LLC VITRUVIUS BUILD: Base DESIGNED BY: Jon Aungst CUSTOMER: 7994 REVIEWED BY: Jon Aungst PROJECT LOCATION: 17870 _ LEVEL: Main Floor LOADING: ASD LOCATION: #05 S/L WINDOW HDR CODE: 2018 International Building Code TYPE: FLOOR BEAM NDS: 2018 NDS MATERIAL: I SOLID SAWN Spruce Pme-Fir No.2` ', (3)1.5 X 9.25 - ._. DRY 1 •M101931.41111 L ) a x � , A. ✓ -j�" `" ,k "a h S �r" P .a,...,°'^.w�a.'�. T +bP. .^ i �i 2a1 LY`.......A.�...wx,...a....'�" '_'.....e,.......... _ ...��n.•.:.:,ui...�...................,uW.........we, ..,.,....... ...a...a...a� e..tv...a^ ... ._......,. • 7777 i- Start(ft).0 End(ft) 3.177 Member Slope 0/12 Actual Length(ft) 318 Area Ix ly BSW Lams G Kcr 111/19 (in') (in') (in') (Ibf/ft) Creep Factor .,... ._ 4162 296.79 7 8 8.03' 3 0 42 1 Fb'{psi) Ft;;(psi) F.v(Psi) fr`(ps�), Fcl(psi) "` E(psi)x1fl3, Emirr(psi)x103 Base Values 875 450 135 1150 425 1400 510 Adjusted Values 962'., ­495 135 1150' .425 1400 W 510 v C 1 1 1 1 1 1 1 _CT 1 1 __.........,: _._..._._ . Bending Adjustment Factors Cfu=1 Cr =1 .... ------- ............ Unbreced Len th(ft) Beam End; Span Length(ft) Top Bottom Elev.Diff(ft) CL(Top) CL(Bottom) CL(Left) CL(Right) 1 -3.1771 �0`� 3.1771 0' 1.00 '0.98 1.00 1.00 PASS/FAIL MAGNITUDE STRENGTH LOCATION(ft} LOAD COMBO DURATION FACTOR CD �w.._. _.. . �a w. OMBO . , .UR .,0 -.. Shear Stress Y(psi) PASS(63.3%) 49.6 135.0 0 D+L 1 4Bending Stress Y(P ) ._ ?64SS(S9 8%) 29 -$.. .. ' 962 5.. .: W..._ 1.78_. D+L Deflection(in) PASS(97.4%) 0.006(=L/6932) 0.212(=L/180) 1.49 D+L w Bearing,Stress(psi) PASS(79 5%) 87 3 425 0 0 D+L 1 • V-(Ibf) M-(Ibf-ft) Y axis DEAD LIVE LIVE ROOF SNOW WIND+ WIND- SEISMIC+ SEISMIC- ICE RAIN EARTH ------------ ..,.459 ... 916 fl ... U 0 162 0 0 p 0 0 •--..... _ B 284 562 0 0 0 -94 0 0 0 0 0 Reaction Location A B C2 11 • � 1 ®' Live Load Applied g � , Project Name:7994 2018 International Building Code ASD i y Ere _ Location:#05 S/L WINDOW HDR Page 2 ' Type . .W v W Left Magnitude Right Ma'griitude - Load;:Start(ft) Load End(ft) W Load Type; Direction Uniform(Ibf/ft) 40 40 0 3.1771 Live y p Uniform(16f/ffj �t ... _�5 u 15 Dead.Mee .. _ s �. Point(Ibf) 675 1.1719 - Live Y ]719 Point(Ibf) -128 - 1.1719 Wind(-) Y 1171 Point(Ibf) 335 - 1.1719 Dead Y _µPoint(Ibf) ]2$u �x= µst._._. _ _ _.. _..1 1 11719 7. Self Weight(Ibf/ft) 8.03 8.03 0 3.1771 Dead Y • Y. W, 111/19/202 Project Name:7994 2018 International Building Code ASD Page 11 DATE: 11/9/2020 COMPANY: Icon Legacy Custom Modular Homes, LLC VITRUVIUS BUILD: Base DESIGNED BY: Jon Aungst CUSTOMER: 7994 REVIEWED BY: Jon Aungst PROJECT LOCATION: 17870 LEVEL: Main Floor LOADING: ASD LOCATION: #06 CLG BM CODE: 2018 International Building Code TYPE: FLOOR BEAM NDS: 2018 NDS MATERIAL: STRUCTURAL COMPOSITE LUMBER 3eRoseburg Forest Products .I 2 OE Rigidtaf VL (3)15 X 18 " DRY .3's rrsj' 1111111174 W. 41 Few X 101 IMT FT-11 IV,W 7,71 U: :)ylei Start(ft):0 End(ft):26.083 Member Slope:0/12 Actual Length(ft):26.08 11119/20 Y` Area Ix ly BSW Lams Cfn „µKer w. .._.._.,w.,. ,... (in') (in') (in') (Ibf/ft) Creep Factor 81 2187 1519 2138 3 8 1 Ft'"(psi) Fv(psi),eFc(Psi) Fc1(psi) "E{psi)x103 Emm(psi)x10'. Base Values 3100 2100 290 3000 750 2000 1056.958 Adjusted Values 3100 2100 . „ _290 " 3000 750 2000 1057 CM._ 1 1 1 1 1 1 1 CT L 1 1`' 1. jr 1 Bending Adjustment Factors CV =0.95Cr =1 Volume factor Is applied on a load combination basis And Is Not reflected in the adjusted values ilk i'. Unbraced Length{ft) Beam End ' _.....__ ..__.__x_ _____. __. Span Length(ft) Top Bottom Elev.Diff(ft) CL(Top) CL(Bottom) CL(Left) CL(Right) 2UB3j, 0 26 0833 0 10Q 010 100' 104 " PASS/FAIL MAGNITUDE STRENGTH LOCATION(ft) LOAD COMBO DURATION FACTOR CD Shear Stress Y(psi) PASS(80.6%) 56.1 290.0 0 D+L 1 Bending Stress Y(psi) PiASS{ 6,9%} 975 9 2946 8 13 04 D+L 1 _. _._ ,r...._ Deflection(in) PASS(57.6%) 0.553(=L/566) 1.304(=L/240) 13.04 D+L M _ Beanng Stress(psi) PiASS(74 3% _ ) 192 4 750 0 0 , D+L 1 I V-(Ibf) M-(Ibf-ft) Y axis DEAD LIVE LIVE ROOF SNOW WIND+ WIND- SEISMIC+ SEISMIC- ICE RAIN EARTH A 296 1735 0 0 0 5 96 0 0 0 0 0 _.... .. . 65 B 1296 1735 0 0 0 -965 0 0 0 0 0 Reaction Location A B 1111111110 I RTI will I Fill MA 1 115671 • =-Live Load Applied Project Name:7994 2018 International Building Code ASD s , DIRMW Page 12 _. „. Left Magrntud', Right Magnitude, Coad Start"(ft)' Load End,(ft) Load Type Direction TYpe �. Uniform(Ibf/ft)_ 133 133 0 26.0833 Live Y Urnfocm(Ibf/ftp ._ ' �$ _ ... ..._. . 78_. _ _. '"0 .,_a_.. ,_M. 26 0833_a Dead - _ m o _ -'Y ... Uniform(Ibf/ft) -74 -74 0 26.0833 Wind(-) Y 26A833, ..__... , a. Dead... Yf._,_ ._.. • g p 111/19/2020 Project Name:7994 2018 International Building Code ASD Page 1 DATE: 11/18/2020 COMPANY: Icon Legacy Custom Modular Homes, LLC VITRUVIUS BUILD: Base DESIGNED BY: Jon Aungst CUSTOMER: 7994 REVIEWED BY: Jon Aungst PROJECT LOCATION: 17870 LEVEL: Main Floor LOADING: ASD LOCATION: #07 CLG BM CODE: 2018 International Building Code TYPE: FLOOR BEAM NDS: 2018 NDS MATERIAL STRUCTURAL COMPOSITE LUMBER Roseburg Forest Products 2 OE Rigidlam LVL ' ..®. 11/19/2020 Start(ft):0 End(ft):19.375 Member Slope:0/12 Actual Length(ft):19.37 Area Ix ly BSW L ams ', Cfn Kcr. (int) (in') (in') (Ibf/ft) Creep Factor ... _. 'S062 .. •. Fb(psi) Ft`(psi}" F.v'(psi)" Fc(psi),. °Fel(psi) E(psi)'003 Emm„(psi)x103 w_ Base Values 3100 2100 290 3000 750 2000 1056.958 Atl�usted Values 310U 2100 290 .;:' 3000 ;”7SD 2000 ` "1057 C 1 1 1 1 1 1 1 M.. w CT" Bending Adjustment Factors CV =101 Cr 1 Volume factor Is applied on a load combination basis And Is Not reflected in the adjusted values Unbraced Length(ft): Beam End _.. ......Length(ft) . �._... Bottom .... . ...... Diff(ft) �. Span Len g g p L(Top) CL(Bottom) CL(Left) CL(Right) 1 " •6 5#17 0 6 5417 0 100 0 88 100, 100 .. .w .. , _..r. . _.w.... __ 2 12.833 0 12.833 0 1.00 0.36 1.00 1.00 PASS/FAIL MAGNITUDE, - STRENGTH LOCATION(ft) LOAD COMBO DURATION FACTOR CO Shear Stress Y(psi) PASS(54.7%) 131.2 290.0 6.59 D+L 1 Bending Stress Y(psi) PASS-(6.9%) 105.8 7 1136.9 6 59 D+L 1 ...-a-_ _. � . _ Deflection(in) PASS(77.0%0) 0.197(=L/783) 0.856(=L/180) 13.56 D+L Bearnng'Stress(psi) PASS(48 6010) 4271 8304 6.54 D+L 1 • V-(Ibf) M-(Ibf-ft) Y axis DEAD LIVE LIVE ROOF SNOW WIND+ WIND- SEISMIC+ SEISMIC- ICE RAIN EARTH T" .—._, A 267= 619 0 ' �0 0 395 0 0 B 3887 2840 0 0 0 -5751 0 0 0 0 0 Fr C 1529 1590 0 0 0 =2263 0', 0-5 ra.0 0 0 Reaction Location A B C : 1 • � � wive• -Live Load Applied A A Project Name:7994 2018 International Building Code ASD Ac v • Location:#07 CLG BM Page 2 Type Left Magrtrtude `•• Right Magnitude Load Start(ft)'!; x „=Load Erid(ft) Load Type Direction Uniform(Ibf/ft) 297 297 0 19.3747 Live y Uniform{Ibf/ft) 2$0 Uniform 280 0 19 3747 Dead Y (Ibf/ft„... � �_ ..,_ -434 434 0 19.3747 Wind( y IfWel (Ib f/ft) 13 36 13 36 0 19 3747 Dead Y.. • > ,oi 717. 11/19/2020 Project Name:7994 2018 International Building Code ASD f 3 m r, Page 15 �y. DATE: 11/9/2020 COMPANY: Icon Legacy Custom Modular Homes, LLC VITRUVIUS BUILD: Base DESIGNED BY: Jon Aungst CUSTOMER: 7994 REVIEWED BY: Jon Aungst PROJECT LOCATION: 17870 _ LEVEL: Main Floor LOADING: ASD LOCATION: #08 CLG BM CODE: 2018 International Building Code TYPE: FLOOR BEAM NDS: 2018 NDS MATERIAL STRUCTURAL COMPOSITE LUMBER ,Roseburg"Forest Products 2 OE Rigidlam tVL (2}1 5X4, 1 _ . _. .__ _ _ .._ . _ ._,._. . ._, _.v_. F Cua r. : NO-Wo• 111/19/2020 Start(ft):0 End(ft):20.375 Member Slope:0/12 Actual Length(ft):20.38 Area Ix ly BSUV Lams Efn Kcr (ins) (in") (in°) (Ibf/ft) Creep Factor , fb.(psi} Ft'(Psi) FV(psi). Fc(psi} _ Fcl(Psi) E(psi)z103 Emm(As)x103 Base Values 3100 2100 290 3000 750 2000 1056.958 �.._ Aii�usted Values '310012100 290' ,' 3000 .,750 2000 °'. 1057 CM 1 1 1 1 1 1 1 �_ CT� 1 �� ,'1 a1 ) , 1 3;. Bending Adjustment Factors CV „0 98Cr 1 Volume factor Is applied on a load combination basis And Is Not reflected in the adjusted values ' Urabraced Len th(ft) Beam End' 8 .,,i. .. ......- ........� ...... .......... ....� _i�. ... ....,,,,�;_"_.... ..... ,.... ......: ..o. ,,.....,__,_,� .,.........., .. ...._. _. ....... 3.,s.... ..L,.. ..., Span Length(ft) Top Bottom Elev.Diff(ft) CL(Top) CL(Bottom) CL(Left) CL(Right) 1 5.251, (l 5 25 0 10Q 0 91 100. 100 2 15.125 0 15.125 0 1.00 0.34 1.00 1.00 -, -. n,_ PA55/FAIL„w x MAGNITUDE „;' STRENGTH:_ n. LOCATION(ft) LOAD COMBO. ,DURATION FACTOR CD N�Shear Stress Y(psi) PASS(51.9%) 139.6 290.0 5.3 D+L 1 Bending Stress Y(psi} PRSS(1 9 2%) 923 6 _.. 1039 8 < 5 .,, �`., D+L v Deflection(in) PASS(83.9%) 0.122(=L/1488) 0.756(=L/240) 13.04 D+L M Bearing Stress(psi) PASS 08.9- .111., %) 673 6 831A _ ? _ D+L • V-(Ibf) M-(Ibf-ft) Y axis DEAD LIVE LIVE ROOF SNOW WIND+ WIND- SEISMIC+ SEISMIC- ICE RAIN EARTH A_56 734 0 �0 _y 0 i12 0 ', 0 0 0 0 B 2579 4494 0 0 0 -277 0 00 0 0 �a. C 421 667 0 9"; 0 -259 4,Y 0 Q 0 0 Reaction Location A B C Project Name:7994 2018 International Building Code ASD • Page 16 �'' TYPe .:Left Magnitude � RightMagmtude Load,Start(ft) ;.Load End(ft) ;`, Load Type', �' ,,, D�rectio i Uniform(Ibf/ft) 405 405 0 1133 Live Y 77 1`11R P` Uniform{Ibf/ft) 217 217 x 0 11'33' Dead Y Uniform(Ibf/ft) 78 78 11.33 20.375 Live Y U(lbf%ft} =7 Uniform .,_..., .41 Uniform(Ibf/ft) 47 47 1133 20.375 Wind( y w' Self Welght(ibflft)�_ 11 QB1108 .,.. .T _ . 0 a 20375.. • k:r� r 111/19/2020 Project Name:7994 2018 International Building Code ASD I E NOTICE OF UTILIZATION OF TRUSS TYPE CONSTRUCTION, PRE-ENGINEERED WOOD CONSTRUCTION AND/OR TIMBER CONSTRUCTION IN RESIDENTIAL STRUCTURES (In accordance with Title 19 NYCRR PART 1265) Local Authority having jurisdiction logo: TO:Nance of Authority havingjurisdiction: 't OWNER OF PROPERTY: ANGELA GERAS j SUBJECT PROPERTY(ADDRESS AND TAX MAP NUMBER): 3; 460 MARION LANE 3 a EAST MARION, NY 11939 PLEASE TAKE NOTICE THAT THE(CHECK ALL THAT APPLY): New Residential Structure I Addition to Existing Residential Structure Rehabilitation to Existing Residential Structure TO BE CONSTRUCTED OR PERFORMED AT THE SUBJECT PROPERTY REFERENCE ABOVE WILL UTILIZE (check each applicable line): Truss Type Construction(TT) Pre-Engineered Wood Construction(PW) I' Timber Construction(TC) IN THE FOLLOWING LOCATION(S)(CHECK APPLICABLE LINE): - Floor Framing,Including Girders and Beams(F) Roof Framing(R) -Floor Framing and Roof Framing(FR) SIGNATURE: DATE: PRINT NAME: CAPACITY(Check One): F-1 Owner F-1 Owner's Representative SPECIAL INSPECTIONS: ' ...t,- 3 STRUCTURAL 1. PRIOR TO BEGINNING ANY WORK, THE OWNER SHALL RETAIN THE SERVICES OF S.E.T. , P.C., OR LIST OF SHEETS fc ANOTHER ACCEPTABLE LICENSED PROFESSIONAL ENGINEER WHO SHALL HAVE PROVEN ENGINEERING EXPERIENCE ACCEPTABLE TO THE OWNER AND ARCHITECT. MINIMUM REQUIRED QUALIFICATIONSE SHEET NUMBER SHEET TITLE DRAWING TITLE TECHNOLOGIES, P.C. SHALL INCLUDE A PROFESSIONAL LIABILITY INSURANCE COVERAGE OF 1 MILLION DOLLARS AND A - --- -- - - MINIMUM PROVEN EXPERIENCE OF 5 YEARS WITH SIMILAR WORK. 1 T-001.00 TITLE SHEET 2. SPECIAL AND PROGRESS (CONTROLLED) INSPECTIONS REQUIRED BY THE NYS BUILDING CODE 2 FO-001.00 GENERAL NOTES SHALL BE PERFORMED BY A TESTING AGENCY AND / OR PROFESSIONAL ENGINEER RETAINED BY 3 FO-002.00 GENERAL NOTES THE OWNER AT NO COST TO THE CONTRACTOR FOR THE FOLLOWING CHECKED ITEMS: 4 FO-101.00 FOUNDATION PLAN SPECIAL INSPECTION CATEGORIES Fo-201.00 TYPICAL FOUNDATION DETAILS CONSULTING STRUCTURAL, GEOTECHNICAL, CONCRETE SAMPLING AND TESTING 6 FO-202.00 FOUNDATION SECTIONS & ENVIRONMENTAL ENGINEERS FOOTING AND FOUNDATION PLACEMENT 40-12 28TH STREET LONG ISLAND CITY, NY 11101 3. THE CONTRACTORS ENGINEER SHALL PREPARE PLANS, CALCULATIONS, AND NOTES IN THE FORM . 8)706-7196 Email: info@set-ny.com OF SHOP DRAWINGS, FOR ALL ITEMS OF WORK WHICH DIFFER FROM WHAT IS SHOWN ON THE STRUCTURAL DRAWINGS DUE TO FIELD CONDITIONS. HE SHALL ALSO PREPARE PLANS IN THE FORM OF SHOP DRAWINGS, CALCULATIONS AND NOTES FOR ALL TEMPORARY SHORES AND BRACES AND SHOP DRAWING NOTES: ALL RIGHTS RESERVED CLEARLY INDICATE METHOD OF INSTALLATION, SEQUENCE OF OPERATIONS, AND QUALITY ALL DRAWINGS SPECIFICATIONS AND COPIES THEREOF CONTROL. SUBMISSION AND REVIEW OF SHOP DRAWINGS IS REQUIRED BECAUSE IT WILL BETTER ENSURE A MORE FURNISHED BY S.E.T., P.C. ARE AND WILL REMAIN THEIR SUCCESSFUL PROJECT COMPLETION, AND WILL ENABLE THE SPECIAL INSPECTIONS AGENCY (SIA) AND PROPERTY. THEY ARE.NOT TO BE USED ON THIS OR ANY 4. THESE SHOP DRAWINGS SHALL BE REVIEWED BY THE ENGINEER OF RECORD AND ARCHITECT ENGINEER OF RECORD (EOR) TO PERFORM THEIR RESPECTIVE SITE INSPECTION AND OBSERVATION OTHER PROJECT UNLESS WRITTEN PERMISSION IS GIVEN. PRIOR TO CONSTRUCTION. WORK SHALL BE EXECUTED FROM REVIEWED SHOP DRAWINGS ONLY. GENERAL CONDITIONS: DUTIES IN A CLEAR, DEFINITIVE WAY. OWNER: 5. COPIES OF SUCH DRAWINGS WHICH INCLUDE THE ARCHITECT'S AND ENGINEER'S COMMENTS SHALL 1THESE DRAWINGS ARE INTENDED TO BE USED BY ONLY AN EXPERIENCED CONTRACTOR AFTER IF OWNER AND/OR CONTRACTOR CHOOSE TO NOT PROVIDE SHOP DRAWINGS: . BE FILED WITH THE DEPARMENT OF BUILDINGS (ON AMENDMENT FORMS). ADDITIONALLY, AT I CONSULTATION WITH THIS OFFICE. THIS OFFICE WILL NOT BE RESPONSIBLE FOR JOB SITE a) COMPLETION OF WORK, FORMS INCLUDING ALL INSPECTION REPORTS PREPARED BY THE CCONS .EMS DUE WFAILURE TO INTERPRET THE DOCUMENTS CORRECTLY. REPRESENTATIVES OF SIA MUST INFORM EOR, OWNER, AND CONTRACTOR IF THEIR INSPECTIONS CAN BE PERFORMED CONTRACTOR'S ENGINEER SHALL BE FILED WITH THE DEPARTMENT OF BUILDINGS. PROBS.E.T., P.C. ARE AVAILABLE TO ANSWER QUESTIONS AND TO ASSIST THE CONTRACTOR BY PROPERLY OR NOT, AND WRITTEN AGREEMENT MUST BE REACHED WITH ALL INVOLVED PARTIES AS EXPLAINING THE DESIGN INTENT. FAILURE BY THE CONTRACTOR TO UNDERSTAND THE TO HOW TO PROCEED FURTHER. 6. THE SPECIAL INSPECTIONS ENGINEER SHALL DETERMINE THE FREQUENCY OF INSPECTIONS EXPLAINING THE PROJECT AND THE SEQUENCE OF CONSTRUCTION CAN RESULT IN INJURY b)IF CONSTRUCTION ERRORS, OMISSIONS, AND UNSAFE CONDITIONS, OCCUR DUE TO LACK OF SHOP NEEDED AND WHETHER HE OR SHE SHOULD INSPECT THE SITE PERSONALLY OR SEND A PERSON COMPLEXITIES OR DEATH TO WORKERS. PROCEEDING WITH CONSTRUCTION WITHOUT FULL UNDERSTANDING OF DRAWING SUBMISSIONS, OR LACK OF REQUIRED RE-SUBMISSIONS, OR FOR ANY OTHER REASONS T UNDER HIS OR HER DIRECT SUPERVISION. AT A MINIMUM, THE SITE MUST BE INSPECTED TWICE, T A COMPLETE SET T DESIGN DOCUMENTS WILL PUT BOTH THE NOT DUE TO FAULT OF EOR AND SIA,THEN SIA MUST SUBMIT NON-CONFORMANCE REPORT(NCR) ON THE PROJECT AND WITHOUT ONCE AT A PRE-CONSTRUCTION MEETING WITH THE CONTRACTOR AND ONCE DURING PROJECT AND INDIVIDUALS U PERIL. THE CONTRACTOR ASSUMES TOTAL RESPONSIBILITY FOR ANY THE SAME DAY OF OCCURRENCE TO ALL INVOLVED PARTIES, AND EOR RESERVES THE RIGHT TO CONSTRUCTION OPERATIONS. CONSEQUENCE OF THAT ACTION. STOP WORK UNTIL DEFECTIVE CONDITIONS ARE CORRECTED. ALL TIME SPENT BY EOR FOR THESE CONDITIONS WILL BE BILLED AS ADDITIONAL SERVICES. 7. THE SPECIAL INSPECTIONS ENGINEER, SHALL MAINTAIN A LOG IN HIS OR HER OFFICE WHICH 2 ALL CONTRACTORS AND SUBCONTRACTORS ARE RESPONSIBLE FOR ADHERING TO THE INCLUDES THE FOLLOWING INFORMATION: REQUIREMENTS AS SPELLED OUT ON THESE NOTES. ALL PARTIES MUST CAREFULLY STUDY ALL 1. SUBMIT ONE REPRODUCIBLE AND TWO (2) PRINTS EACH OR AN ELECTRONIC DRAWING SUBMISSION, DOB NOW BUILD JOB # : DRAWINGS AND NOTES FOR ITEMS WHICH MAY PERTAIN TO THEIR TRADES. FAILURE TO READ OF ALL SHOP DRAWINGS TO ARCHITECT AND ENGINEER OF RECORD (EOR) FOR REVIEW. THE EOR (i) ADDRESS OF THE PREMISES, JOB NUMBER, CONTRACTOR NAME AND ADDRESS THESE DRAWINGS AND NOTES DOES NOT PERMIT THE CONTRACTOR TO DEVIATE FROM THEIR WILL SEND HIS/HER REVIEWED SHOP DRAWINGS TO THE ARCHITECT, WHO WILL PERFORM HIS/HER B001010010010-I 1 (ii) DATE AND TIME OF EACH INSPECTION INCLUDING REQUIREMENTS. QUESTIONS WILL BE CHEERFULLY ANSWERED BY THE ENGINEER. REVIEW OF THESE DRAWINGS AND SEND TO THE CONTRACTOR FOR HIS OR HER REVIEW, AND TO (A) NAMES OF PERSONNEL WHO INSPECTED THE SITE ALL OTHERS REQUIRING COPIES. SHOP DRAWINGS MUST BE CHECKED BY THE DETAILER PRIOR TO (B) ANY SIGNIFICANT OBSERVATIONS OR INSTRUCTIONS GIVEN RELATING TO ANY OF THE 3. ALL CONTRACTORS MUST VISIT SITE AND NOTE ALL EXISTING CONDITIONS AS WELL AS ALL SUBMISSION, FAILURE TO DO SO WILL BE CAUSE FOR REJECTION. FOLLOWING: CONDITIONS TO BE MET BEFORE SUBMITTING BID. LACK OF THOROUGH UNDERSTANDING OF THE NOTE: (1) DEVIATIONS FROM THE CONTRACT DOCUMENTS. 2. REPRODUCTIONS OF STRUCTURAL CONTRACT DOCUMENTS MAY BE SUBMITTED AS ERECTION 2) ANTICIPATED FIELD CONDITIONS; PROJECT REQUIREMENTS SHALL NOT CONSTITUTE AN EXCUSE FOR ERRORS OR OMISSIONS, NOR ( JUSTIFY A REQUEST FOR EXTRA COMPENSATION. PLANS PROVIDED THAT S.E.T., P.C. IS CONTACTED AND GRANTS APPROVAL. A NOMINAL FEE WILL BE STRUCTURAL ENGINEERING TECHNOLOGIES, P.C. HAS (3) PROPER EXECUTION OF THE STRUCTURAL WORK; CHARGED FOR THIS RELEASE OF FILES IN ELECTRONIC FORMAT. DETAILER MUST USE COLUMN AND NOT BEEN RETAINED TO PERFORM CONTROLLED (4) GOOD ENGINEERING PRACTICE; 4. GENERAL CONTRACTOR SHALL VERIFY ALL CONDITIONS AND CHECK ALL MEASUREMENTS ON JOB LINTEL DESIGNATIONS AS SHOWN ON ARCHITECTURAL AND STRUCTURAL DRAWINGS. INSPECTIONS OF ANY KIND FOR THIS PROJECT. (5) PRECAUTIONS TAKEN TO MAINTAIN SAFE CONDITIONS, IF WORK IS STOPPED FOR ANY AND SHALL BE RESPONSIBLE FOR SAME. REASON. 3. ALL REVISIONS TO SHOP DRAWINGS AFTER FIRST SUBMISSION MUST BE SO IDENTIFIED ON THE DESIGN PROFESSIONAL SHALL BE RELEASED FROM SUBSEQUENT SUBMISSIONS I.E. WITH REVISION BUBBLES).(iii)THE DATE OF AND PARTICIPANTS IN ANY CONVERSATIONS WITH THE SPECIAL INSPECTIONS 5. ALL WORK SHALL BE DONE IN ACCORDANCE WITH THE CURRENT BUILDING CODE OF ALL ( ) ANY AND ALL LIABILITY IN THE COMMENCEMENT OF ANY GOVERNING AUTHORITIES. WORK PERFORMED WITHIN THESE DOCUMENTS PRIOR TO ENGINEER OCCURING OFF-SITE AND RELATING TO ANY SIGNIFICANT OBSERVATIONS OR 4. REVIEW OF SHOP DRAWINGS SHALL NOT RELIEVE THE CONTRACTOR OF ANY CONTRACT OBTAINING ALL REQUIRED PERMITS FROM THE INSTRUCTIONS. RESPONSIBILITIES, EVEN IF SUCH ITEMS ARE NOT SHOWN ON SHOP DRAWINGS. 6. ALL WORK SHALL BE DONE IN ACCORDANCE WITH THE SPECIFICATIONS, AND DRAWINGS. RESPECTIVE JURISDICTIONAL AGENCIES 8. THE SPECIAL INSPECTIONS E=NGINEER SHALL RETAIN A COPY OF THE DOCUMENTS DESCRIBED 7 ALL CONTRACTORS AND SUBCONTRACTORS ON THIS PROJECT SHALL BE RESPONSIBLE FOR THE 5. ANY DESIGN CHANGES PROPOSED BY THE DETAILER, MUST BE CLEARLY IDENTIFIED ON THE SHOP ABOVE IN HIS OR HER OFFICE AND SHALL PROVIDE A COPY TO THE CONTRACTOR AND/OR OWNER DRAWINGS AND, UPON REQUEST OF THE EOR, SUBSTANTIATED BY SUBMISSION OF THE TO BE KEPT AT THE CONSTRUCTION SITE. PROPER PERFORMANCE OF THEIR WORK, COORDINATION WITH OTHER TRADES, METHODS, SAFETY AND SECURITY ON THE JOB SITE. S.E.T., P.C. AND ITS AGENTS AND EMPLOYEES ARE NOT CALCULATIONS USED TO DESIGN SUCH CHANGES. 9. THE SPECIAL INSPECTIONS ENGINEER RESPONSIBLE FOR SPECIAL INSPECTION SHALL REPORT RESPONSIBLE OR LIABLE FOR THE ABOVE AND SHALL BE HELD HARMLESS AND INDEMNIFIED BY ALL TS, TO THE DEPARTMENT CO`•!TRACTORS AND SUBCONTRACTORS FROM ANY AND ALL CLAIMS, LOSSES, SUITS AND LEGAL 6. ALL SUBCONTRACTORS MUST WORK WITH A FULL SET OF DRAWINGS, INCLUDING, STRUCTURAL, UNSAFE CONDITIONS, WHEN AND IF OBSERVED DURING HIS/HER SITE VISI OF BUILDINGS AND/OR ANY OTHER AFFECTED PARTIES OR AGENCIES. IT TO BE NOTED THAT THE ACTION'%A"HATSOEVER ARISING FROM THE PERFORMANCE OF WORK ON THIS PROJECT. ARCHITECTURAL AND MECHANICAL, ELECTRICAL, PLUMBING. IT IS THE SUBCONTRACTOR'S RESPONSIBILITY TO REQUEST ANY DR..:,:�-i!NGS NOT FURNISHED BY THE GENERAL CONTRACTOR. SPECIAL INSPECTIONS ENGINEER AND ENGINEER OF RECORD ARE NOT RESPONSIBLE IN ANY WAY 8 A ,CEr�TANCE OF DEVIATIONS FROM ANY OF THE REQUIREMENTS OF THESE NOTES SHALL BE AT FOR SITE SAFETY. SITE SAFETY SHALL REMAIN THE RESPONSIBILITY OF THE CONTRACTOR. ,�� THE SOLE :ISCRETION OFTHEENGINEER. ACCEPTANCE OF A DEVIATION FROM ANY REQUIREMENT 7. CONTRACTORS SHALL SUBMIT SHS,. �1WINGS FOR REVIEW AT LEAST TEN WORKING DAYS PRIOR SHALL P:C`i BE CONSTRUED AS PERMITTING ANY OTHER DEVIATION. TO THE REQUIRED DATE FOR R:=T URN FROM REVIEW. THE CONTRACTOR WILL BE RESPONSIBLE FOR 10. UPON REQUEST OF THE BUILDINGS DEPARTMENT, THE SPECIAL INSPECTIONS ENGINEER SHALL DEADLINES MISSED DUE TO LATE SHOP I"FRAWING SUBMISSION. MAKE AVAILABLE FOR REVIEW BY THE BUILDINGS DEPARTMENT DOCUMENTS AND THE LOG DESCRIBED ABOVE. .. 8. SHOP DRAWINGS MUST BE SU�;NIITTED TO THE E.O.R. FOR STRUCTURAL WORK RELATED TO THE PIDDERS WARRANTY: FOLLOWING: 8.1. STRUCTURAL CONCRETE,. BY THE ACT OF SUBMITTING A BID FOR THE PROPOSED CONTRACT, THE BIDDER WARRANTS THAT: 8.2. ANY OTHER STRUCTURAL WORK NOT PREVIOUSLY MENTIONED. 1. THE BIDDER AND ALL SUBCONTRACTORS HE INTENDS TO USE HAVE CAREFULLY AND THOROUGHLY MINIMUM SHOP DRAWINGS REQUIREMENTS REVIEWED THE DRAWINGS, SPECIFICATIONS AND OTHER CONSTRUCTION CONTRACT DOCUMENTS - 1 2022-01-18 FOR REVIEW AND HAVE FOUND THEM COMPLETE AND FREE FROM AMBIGUITIES AND SUFFICIENT FOR THE AT A MINIMUM, THE FOLLOWING INFO IS TO BE PROVIDED ON SHOP DRAWINGS: CONTRACTOR TO BID, FABRICATE,AND INSTALL THE WORK ON TIME, FURTHER THAT, 1. CONCRETE STRUCTURES: NO. DATE: DESCRIPTION 1.1. SLAB AND BEAM TOP & BO�T.-" 1Vi E-INFORCEMENT, CONCRETE STRENGTH, PLANS AND REVISIONS: 2. THE BIDDER AND ALL WORKMEN, EMPLOYEES AND SUBCONTRACTORS HE INTENDS TO USE ARE SECTIONS,WITH BAR SPLICE LEN`S i HS AND LOCATIONS CLEARLY SHOWN. SKILLED AND EXPERIENCED IN THE TYPE OF CONSTRUCTION REPRESENTED BY THE 1.2. COLUMN REINFORCEMENT & TIES SECTIONS, WITH BAR SPLICE LENGTHS, ELEVATIONS, AND PROJECT CONSTRU�;TION CONTRACT DOCUMENTS BID UPON; FURTHER THAT, LOCATIONS CLEARLY SHOWN. 3. NE-ITHER THE BIDDER NOR ANY OF HIS EMPLOYEES, AGENTS INTENDED SUPPLIERS OR 1.3. REBAR SCHEDULES. ^ GO MARION L-ANE EAST SUBCONTRACTORS HAVE RELIED UPON ANY VERBAL REPRESENTATIONS, ALLEGEDLY AUTHORIZED 1.3.1. EDGE OF SLAB LOCATION PLANS. OR UNAUTHORIZED FROM THE OWNER, HIS EMPLOYEES OR AGENTS INCLUDING ARCHITECTS, 1.3.2. COLUMN LOCATION PLANS(COORDINATES OR GRID). 46 ENGINEERS OR CONSULTANTS, IN ASSEMBLING THE BID FIGURE; AND FURTHER THAT,THE BID 1.3.3. FORMWORK, FOR LOCATIONS OF "STA-FORM" SYSTEM, OR ANY OTHER FORM SYSTEMS MARION , NY-11939 FIGURE IS BASED SOLELY UPON THE CONSTRUCTION CONTRACT DOCUMENTS AND PROPERLY THAT WILL ELIMINATE LATERAL LOADS AGAINST EXISTING STRUCTURES DURING POURING ISSUED WRITTEN ADDENDA AND NOT UPON ANY OTHER WRITTEN REPRESENTATION. OF CONCRETE. 1.3.4. SEE ALSO CONCRETE NOTES AND DETAILS FOR MORE INFO. 4. THE BIDDER, ALSO WARRANTS THAT HE HAS CAREFULLY EXAMINED THE SITE OF THE WORK AND THAT FROM HIS OWN INVESTIGATIONS HE HAS SATISFIED HIMSELF AS TO THE NATURE AND DRAWING TITLE: LOCATION OF THE WORK AND THE CHARACTER, QUALITY, QUANTITIES OF MATERIALS AND DIFFICULTIES TO BE ENCOUNTERED, THE KIND AND EXTENT OF EQUIPMENT AND OTHER FACILITIES NEEDED FOR THE PERFORMANCE OF THE WORK, THE GENERAL AND LOCAL CONDITIONS, AND OTHER ITEMS WHICH MAY, IN ANY WAY,AFFECT THE WORK OR ITS PERFORMANCE. GENERAL NOTES DISCLAIMER: PRE-CONSTRUCTION NOTES: THE DRAWINGS HEREIN ARE RELATED TO A NEW BUILDING STRUCTURE. THE STRUCTURAL DESIGN 1) DURING THE DESIGN PHASE, AND PRIOR TO CONSTRUCTION, THE FOLLOWING STEPS, AT A MINIMUM, MUST BE WAS BASED UPON AS MUCH OBSERVATION, MEASUREMENT, TESTING, ETC. AS CIRCUMSTANCES TAKEN: PERMITTED. HOWEVER, THERE WERE ASSUMPTIONS MADE ABOUT UNKNOWN CONDITIONS. SHOULD THE OWNER DECIDE NOT TO UTILIZE S.E.T. , P.C. TO VERIFY AND INSPECT THESE CONDITIONS IN THE A. PRIOR TO CONSTRUCTION IT IS REQUIRED THAT OWNER CONDUCT A CONDITION SURVEY OF ADJACENT FIELD, S.E.T. , P.C. WILL NOT BE RESPONSIBLE FOR ANY FAILURE, DAMAGE, INJURY, DELAY, LOSS OF PROPERTIES, INCLUDING DATED PHOTOGRAPHS, IN ORDER TO DOCUMENT PRE-EXISTING CONDITIONS, SEAL & SIGNATURE INCOME, EXTRA COST, OR ANY OTHER LOSS DUE TO EXISTING CONDITIONS. STRUCTURAL STABILITY OF ALL ADJACENT STRUCTURES AND THEIR FOUNDATIONS, AND ASSESSMENT OF DATE: 12-06-21 ADJACENT STRUCTURES & FOUNDATIONS ABILITY TO SAFELY WITHSTAND THE EFFECTS OF PROPOSED CONSTRUCTION, AND RECOMMENDED BRACING & SHORING, IF REQUIRED. IF CRACKS EXIST ON ADJACENT f SCALE: SHOP DRAWING REVIEW: AS NOTED THE ENGINEER WILL REVIEW CONTRACTOR'S SHOP DRAWINGS AND RELATED SUBMITTALS WITH PROPERTIES, IT IS REQUIRED THAT CRACK MONITORS BE INSTALLED AT LOCATIONS DICTATED BY AP &0 �'A DRAWING BY: RESPECT TO CONFORMANCE WITH THE STRUCTURAL DRAWINGS AND THE SPECIFICATIONS. IF ENGINEER OF RECORD,AND BE PL MONITORED. co G � A.P. REQUIRED BY SPECIFICATIONS, SHOP DRAWINGS SHALL BEAR THE SEAL AND SIGNATURE OF A B. OWNER TO OBTAIN SITE SURVEY SHOV�'Iiu, AT A MINIMUM, ALL PROPERTY LINES, PARTY WALLS WITH * � : q,, * CHECKED BY: G.J.C. O r>". ^ a' LICENSED ENGINEER WHO IS LICENSED IN THE STATE WHERE THE PROJECT IS TO BE CONSTRUCTED. THEIR DIMENSIONS ON EACH SIDE OF PROPERTY LINE, INDEPENDENT WALLS, ENCROACHMENTS BEYOND r w +��C w BEFORE SUBMITTING A SHOP DRAWING OR ANY RELATED MATERIAL TO THE ENGINEER, PROPERTY LINE FOR ENTIRE HEIGHT OF ALL ADJOINING PROPERTIES, NAVD ELEVATIONS, UTILITIES, ETC. � c9 �_ � uj DWG NO: CONTRACTOR SHALL: REVIEW EACH SUCH SUBMISSION FOR CONFORMANCE WITH THE MEANS, C. SOIL BORINGS,TEST PITS,AND EXPLORATORY PROBING THAT MAY BE REQUIRED. 4LP FO-�� .00 METHODS, TECHNIQUES, SEQUENCES AND OPERATIONS OF CONSTRUCTION, AND SAFETY �O 06 � PRECAUTIONS AND PROGRAMS INCIDENTAL THERETO, INCLUDING REFLECTION OF EXISTING FIELD D. MONITORING PLAN, SHOWING TYPE OF MONI"ORS AND THEIR LOCATIONS. A CONDITIONS, ALL OF WHICH ARE THE SOLE RESPONSIBILITY OF CONTRACTOR; APPROVE EACH SUCH ROp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� ; � STRUCTURAL 1. ALL CAST-IN-PLACE CONCRETE SHALL BE STONE CONCRETE WITH A MINIMUM COMPRESSIVE STRENGTH AT 28 DAYS OF 4,000 PSI. LAP SPLICE LENGTH'Ls'(in) ' ENGINEERING 2. ALL REINFORCEMENT SHALL BE A-615 GRADE 60 STEEL. WELDED WIRE FABRIC SHALL CONFORM TO ASTM STANDARD A-185. �""' _ TECHNOLOGIES, P.C. 4000 PSI 5000 PSI 6000 PSI - 3. ALL REINFORCEMENT SHALL BE SECURELY HELD IN PLACE WHILE PLACING CONCRETE. IF REQUIRED, ADDITIONAL BARS OR STIRRUPS SHALL BE PROVIDED BY THE CONTRACTOR TO FURNISH SUPPORT FOR ALL BARS. SIZE TENSION'Lts' TENSION 'Lts' TENSION 'Lts' COMP. 'Lcs' COMP. 'Lcs' COMP. 'Lcs' 4. MINIMUM CONCRETE COVER FOR REINFORCING STEEL SHALL BE 3/4" FOR SLABS, 1-1/2" FOR BEAMS AND 1" FOR WALLS. ALL CONCRETE TYP. TOP. TYP. TOP. TYP. TOP. EXPOSED TO WEATHER OR EARTH FILL SHALL HAVE MINIMUM CONCRETE COVER OF 2" FOR BARS LARGER THAN #5, 1-1/2" FOR#5 BARS OR #3 18 24 12 17 22 12 17 20 12 SMALLER, AND 3" FOR ALL CONCRETE PLACED AGAINST EARTH. ALL CONCRETE PLACED AGAINST PERMANENT SHEETING SHALL HAVE MINIMUM CONCRETE COVER OF 4". #4 25 32 15 22 29 15 20 26 15 CONSULTING STRUCTURAL, GEOTECHNICAL, 5. ALL CONCRETE EXPOSED TO WEATHER SHALL HAVE AN AIR-ENTRAINMENT AGENT. #5 31 40 19 28 36 19 25 33 19 & ENVIRONMENTAL ENGINEERS 6. VERTICAL CONSTRUCTION JOINTS USING APPROVED BULKHEADS MAY BE MADE AT CENTER OF BEAM AND SLAB SPANS WHERE STOP IN #6 46 60 23 42 54 23 38 50 23 40-12 28TH STREET CONCRETE WORK IN NECESSARY. LOCATION OF VERTICAL CONSTRUCTION JOINTS IN EXPOSED STRUCTURAL ELEMENTS SHALL BE #7 54 70 27 49 63 27 45 58 27 LONG ISLAND CITY NY 11101 COORDINATED WITH ARCHITECTURAL DRAWINGS. VERTICAL WALL CONSTRUCTION JOINTS SHALL BE LOCATED SO AS TO PROVIDE A 60'-0" MAXIMUM LENGTH OF CONCRETE PLACEMENT. SUCH JOINTS SHALL BE LOCATED AT CENTERLINES OF WALL SPANS BETWEEN SUPPORTS. #8 62 80 30 56 72 30 51 66 30 T:(718)706-7196 Email: info@set-ny.com 7. CONTRACTOR SHALL SUBMIT DRAWINGS SHOWING INTENDED POURING SEQUENCE AND LOCATION OF CONSTRUCTION JOINTS TO THE #9 70 91 34 63 81 34 57 74 34 ALL RIGHTS RESERVED ARCHITECT FOR APPROVAL. #10 79 102 39 71 92 39 64 84 39 ALL DRAWINGS SPECIFICATIONS AND COPIES THEREOF 8. NO HORIZONTAL CONSTRUCTION JOINT WILL BE PERMITTED IN BEAMS, WALLS, AND SLABS UNLESS SPECIFICALLY SHOWN ON PLANS OR #11 109 142 62 98 127 53 89 116 53 FURNISHED BY S.E.T., P.C. ARE AND WILL REMAIN THEIR SECTIONS. PROPERTY. THEY ARE NOT TO BE USED ON THIS OR ANY #14 OTHER PROJECT UNLESS WRITTEN PERMISSION IS GIVEN. 9. ALL BEAMS AND SLABS TO BE POURED MONOLITHICALLY UNLESS OTHERWISE NOTED. 10. CONTRACTOR SHALL VERIFY DIMENSIONS AND LOCATIONS OF ALL SLOTS, PIPE SLEEVES, ETC., AS REQUIRED FOR MECHANICAL TRADES #18 MECHANICAL SPLICE ONLY OWNER: BEFORE CONCRETE IS PLACED. #20 11. PIPES OR CONDUITS PLACED IN SLAB ON GRADE SHALL NOT BE SPACED CLOSER THAN 3 X DIAMETER OF PIPES AND CONDUITS PLACED IN SLAB ON GRADE SHALL NOT HAVE AN OUTSIDE DIAMETER LARGER THAN 1/3 OF SLAB THICKNESS. ALUMINUM CONDUITS SHALL NOT BE STRAIGHT BAR DEVELOPMENT LENGTFI 'Ld'(in) FOUNDATIONS NOTES: PLACED IN CONCRETE. NO CONDUITS SHALL BE PLACED IN SLAB WITHIN 2"OF COLUMN FACE. 4000 PSI 5000 PSI 6000 PSI 1. FOOTING SHALL BEAR ON UNDISTURBED SOIL AND/OR SUPERVISED COMPACTED FILL, FREE OF FROST, SOIL BEARING CAPACITY IS 1.5 TSF IN 12. CONTRACTOR SHALL BE RESPONSIBLE TO CHECK AND COORDINATE ALL DIMENSIONS WITH ARCHITECTURAL AND MECHANICAL DRAWINGS. SIZE THIS PROJECT. RETAINING/BASEMENT WALLS HAVE BEEN DESIGNED UTILIZING AN ACTIVE FLUID PRESSURE OF 40 PCF AND AN AT REST TENSION 'Ldt' TENSION 'Ldt' TENSION 'Ldt' FOR WATERPROOFING DETAILS AND LOCATIONS PRESSURE OF 50 PCF. ELEVATIONS ARE FOR ESTIMATING AND ARE SUBJECT TO REVISION WHEN THE TRUE CONDITIONS ARE REVEALED BY 13. , SEE ARCHITECTURAL DRAWINGS. COMP. 'Ldc' COMP. '!-dc' COMP. 'Ldc' TYP. TOP. TYP. TOP. TYP. TOP. EXCAVATION. CONTRACTOR SHALL NOTIFY ARCHITECT AND ENGINEER OF ANY DOUBTFUL CONDITIONS. 14. FOR LOCATION OF FLOOR DRAINS, CURBS, CONCRETE PADS AND FLOOR DEPRESSIONS SEE ARCHITECTURAL_AND MECHANICAL DRAWINGS. #3 14 18 8 13 17 8 12 16 8 2. CONCRETE FOR FOOTINGS, PIERS, AND SLABS ON GRADE SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH OF 4000 PSI AT 28 DAYS 15. CHAMFER ALL EXPOSED CONCRETE CORNERS. SEE ARCHITECTURAL DRAWINGS FOR DETAILS. DOB NOW BUILD JOB # : UNLESS OTHERWISE NOTED ON DRAWINGS. #4 19 25 9 17 22 9 15 20 9 3. ALL REINFORCEMENT SHALL CONFORM TO ASTM A615 GRADE 60, WELDED WIRE FABRIC SHALL CONFORM TO ASTM A185. 16. REINFORCED CONCRETE DESIGN IS ULTIMATE STRENGTH DESIGN AS PER A.C.I. BUILDING CODE. (A.C.I. 318). #51 24 31 12 21 29 11 19 25 10 8001010010010-11 4. BEFORE ANY FOOTING IS PLACED, THE CONTRACTOR SHALL ESTABLISH BY SURVEY THE EXACT LOCATION OF ALL UNDERGROUND UTILITIES, 17. COORDINATE LOCATION OF SLOTTED INSERTS, WELD PLATES, AND ALL OTHER ITEMS TO BE EMBEDDED IN CONCRETE WITH #6 36 47 14 32 42 13 29 38 12 TRENCHES AND PIPING TO REMAIN IN THE FINISHED WORK.THESE LOCATIONS SHALL BE SUBMITTED ON DRAWINGS TO THE ARCHITECT FOR ARCHITECTURAL AND MECHANICAL DRAWINGS. #7 42 54 17 38 49 15 34 45 14 NOTE: REVIEW. THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE SAFETY OF ALL EXISTING CONSTRUCTION AND SHALL REPAIR ANY DAMAGE 18. THE CONTRACTOR SHALL BE COMPLETELY RESPONSIBLE FOR THE SAFETY OF ADJACENT STRUCTURES. TO THE SATISFACTION OF THE OWNER AT NO EXTRA COST TO THE OWNER. #8 48 62 19 43 56 17 39 51 15 STRUCTURAL ENGINEERING TECHNOLOGIES, P.C. HAS 19. ALL CONTRACTORS ARE REQUESTED TO EXAMINE THE DRAWINGS AND SPECIFICATIONS CAREFULLY, VISIT THE SITE, FULLY INFORM #9 54 70 21 48 63 19 44 57 17 NOT BEEN RETAINED TO PERFORM CONTROLLED 5. THE ELEVATIONS OF THE FOOTINGS ARE BASED ON THE BORINGS WHICH CONSTITUTE THE BEST POSSIBLE INFORMATION AVAILABLE. THEMSELVES AS TO ALL EXISTING CONDITIONS AND LIMITATIONS, PRIOR TO SUBMITTING THE PROPOSAL. FAILURE TO VISIT THE SITE AND INSPECTIONS OF ANY KIND FOR THIS PROJECT. ACTUAL SITE CONDITIONS MAY NECESSITATE DEVIATIONS FROM THESE ELEVATIONS. ANY DEVIATIONS FROM THE ELEVATIONS SHALL BE NOT FAMILIARIZING WITH THE EXISTING CONDITIONS AND LIMITATIONS WILL IN NO WAY RELIEVE SUCCESSFUL BIDDER FROM FURNISHING #10 61 79 24 54 71 22 50 64 20 NOTED ON DRAWINGS AND SUBMITTED TO THE ARCHITECT AND EOR. FOR THEIR APPROVAL PRIOR TO CONSTRUCTION. ANY MATERIALS OR PERFORMING ANY WORK THAT MAY BE REQUIRED TO COMPLETE WORK IN ACCORDANCE WITH DRAWINGS AND THE DESIGN PROFESSIONAL SHALL BE RELEASED FROM 6. SOIL UNDER FOOTINGS SHALL BE PROTECTED FROM FREEZING. SPECIFICATIONS WITHOUT ADDITIONAL COST TO OWNER. #11 84 109 27 75 98 24 69 89 22 ANY AND ALL LIABILITY IN THE COMMENCEMENT OF ANY WORK PERFORMED WITHIN THESE DOCUMENTS PRIOR TO 20. PROVIDE WATERSTOPS AT ALL CONSTRUCTION JOINTS IN BASEMENT WALLS AND CONCRETE SLABS ON GROUND. #14 101 131 32 90 117 29 82 107 26 OBTAINING ALL REQUIRED PERMITS FROM THE 7. BOTTOMS OF ALL EXTERIOR FOOTINGS SHALL BE AT LEAST 4 FEET BELOW FINISHED GRADE. RESPECTIVE JURISDICTIONAL AGENCIES #18 134 174 43 120 156 39 110 143 35 8. CHANGES TO LEVEL OF FOOTINGS MUST BE KEPT WITHIN THE SAFE ANGLE OF REPOSE OF THE SOIL(ONE VERTICAL TO ONE HORIZONTAL). _ #20 159 206 48 142 184 45 130 168 45 9. DO NOT BACKFILL BASEMENT OR RETAINING WALLS WITHOUT AUTHORIZATION OF THE ENGINEER. FLOOR SLABS PROVIDING SUPPORT FOR STANDARD HOOK GEOMETRY FOR DEVELOPMENT OF DEFORMED BARS SUCH WALLS MUST BE IN PLACE PRIOR TO BACKFILLING, OR DIAGONAL BRACING MUST BE PROVIDED TO HOLD THE FULL FORCE OF THE BACKFILL UNTIL THE FLOOR SLABS HAVE ATTAINED FULL STRENGTH. IN TENSION 10. CONTRACTOR MUST ADEQUATELY PROTECT WALLS, PIERS, ETC. FROM DAMAGE DUE TO BACKFILLING. TYPE OF MINIMUM INSIDE STRAIGHT HOOKED TENSION DEVELOPMENT LENGTHS'Ldh' (in) HOOKED BAR STRAIGHT EXTENSION 'Lext'(in) 11. CONTRACTOR MUST PREVENT THE FOUNDATIONS FROM BEING PUT IN JEOPARDY BY THE EXCAVATIONS FOR UTIL ITIE13, ETC. STANDARD HOOK BAR SIZE BEND DIAMETER, in. EXTENSION [1] Lext, in. TYPE_ OF STANDARD HOOK SIZE 12. WHERE PIPES PASS THROUGH NEW WALLS, DROP FOOTINGS SO THAT PIPES PASS OVER THE TOP OF THE FOOTINGS. [--POINT AT WHICH BAR i 13. DEWATERING PROCEDURES, IF REQUIRED, SHALL NOT DISTURB THE SOIL STRUCTURE. NO. 3 THROUGH NO. 8 6 db ISDEVELOPED 4000 PSI 5000 PSI 6000 PSI 4000 PSI 5000 PSI 6000 PSI L dh 14. THE CONTRACTOR SHALL EMPLOY ALL MEANS NECESSARY TO INSURE THAT THE STRUCTURAL INTEGRITY OF ANY AND ALL ADJACENT -- 900 #3 8 7 6 6 6 6 STRUCTURES WILL NOT BE COMPROMISED. END #4 10 9 8 8 8 8 15. DOWELS FROM FOOTINGS INTO PIERS AND GRADE BEAMS SHALL BE THE SAME SIZE AND NUMBER AS VERTICAL REINFORCEMENT IN PIERS, 90-DEGREE HOOK NO.9 THROUGH NO. 11 8 db 12 db BUTTRESSES,AND WALLS,AND SHALL BE EXTENDED 30 BAR DIAMETER IF NOT OTHERWISE NOTED. p�P #5 12 11 10 10 10 10 1 2022-01-18 FOR REVIEW 16. CENTERLINES OF FOOTINGS, AND CENTERLINES OF PIERS, COLUMNS, AND BEAMS SHALL BE THE SAME UNLESS OTHERWISE NOTED. J #6 15 13 12 12 12 12 18 10 d 14 AND NO. NQ, DATE: DESCRIPTION 17. ALL REINFORCING BARS SHALL BE LAPPED AS PER EMBEDMENT AND SPLICE LENGTH SCHEDULE ON THE DRAWINGS. LAP GRADE BEAM TOP NO. b I #7 17 15 14 14 14 14 REINFORCEMENT AT CENTER OF SPAN. LAP GRADE BEAM BOTTOM REINFORCEMENT AT SUPPORT. TERMINATE CONTINUOUS BARS AT NO. DISCONTINUOUS ENDS WITH STANDARD HOOKS. #8 19 17 16 15 15 15 PROJECT NO. 3 THROUGH NO. 8 6 db 18. CONTRACTOR SHALL SUBMIT DRAWINGS SHOWING INTENDED PLACEMENT SEQUENCE AND LOCATION OF CONSTRUCTION JOINTS TO THE DINT AT WHICH BAR IS i DEVELOPED #9 22 20 18 1 19 19 ARCHITECT FOR APPROVAL. FOUNDATION WALL CONSTRUCTION JOINTS SHALL BE LOCATED SO AS TO PROVIDE A 60'-0" MAXIMUM LENGTH OF CONCRETE PLACEMENT. L dh 180. #10 25 22 20 21 21 21 460 MARION LANE, EAST 19 VERTICAL LINION EE AND C NTER L NES BETWEEN SUPPORTS FOR GRAD BEAMS NTS IN FOUNDATION WALLS SHALL BE USED ONLY WHEN AVOIDABLE AND SHALL BE LOCATED AT LEAST 8'-0" N0.9 THROUGH NO. 11 g db �"'- " BEND FROM ANY COLUMN 180- DEGREE HOOK GREATER OF 4 db AND 2.5 in. ��e- #11 34 30 28 23 23 23 MARION, NY-11939 I � 20. NO HORIZONTAL CONSTRUCTION JOINT WILL BE PERMITTED IN WALLS AND SLABS UNLESS SPECIFICALLY SHOWN ON STRUCTURAL OSP #14 DRAWINGS. 21. NO BACK FILLING SHALL BE DONE AGAINST UNBRACED FOUNDATION WALLS UNTIL CONCRETE HAS ATTAINED AT LEAST 75% OF ITS 28 DAY N0. 14 AND NO. 18 10 db L #18 NOT PERMITTED DRAWING TITLE: e STRENGTH, AND WALLS SUSTAIN NO MORE THAN T-0" OF EARTH PRESSURE. PROVIDE BRACING AT TOP OF WALLS (OR PROVIDE FLOOR #20 FRAMING) FOR WALLS SUSTAINING MORE THAN T-0" OF BACKFILL. [1]A STANDARD HOOK FOR DEFORMED BARS IN TENSION INCLUDES THE SPECIFIC INSIDE BEND DIAMETER AND STRAIGHT EXTENSION LENGTH. 22. PROVIDE 4" MINIMUM DRAINAGE FILL BENEATH CONCRETE SLAB ON GROUND. IT SHALL BE PERMITTED TO USE A LONGER STRAIGHT EXTENSION AT THE END OF A HOOK.A LONGER EXTEN31ON SHALL NOT BE CONSIDERED GENE RAL NOTES TO INCREASE THE ANCHORAGE CAPACITY OF THE HOOK. NOTES FOR THE BAR LENGTH TABLES: 23. CONTRACTOR SHALL USE RIGID TEMPLATE TO INSTALL ANCHOR BOLTS. 1. THESE DEVELOPMENT AND SPLICE LENGTHS ARE COMPUTED FOR UNCOATED BARS IN THE ELEMENTS OF NORMAL WEIGHT CONCRETE 24. CONTRACTOR SHALL BE RESPONSIBLE TO ADEQUATELY PROTECT ALL EXCAVATION SLOPES EJ. EXPANSION JOINT N.T.S NOT TO SCALE ABBREVIATIONS WITH THE MINIMUM CLEAR COVER OF ONE BAR DIAMETER,THE MINIMUM CLEAR SPACING OF ONE BAR DIAMETER IN BEAMS AND COLUMNS,AND TWO TIMES THE BAR DIAMETER IN OTHER ELEMENTS. 25. IN NO CASE SHALL BULLDOZERS OR OTHER HEAVY EQUIPMENT BE PERMITTED CLOSER THAN 8'-0" FROM ANY FOUNDATION WALL. IF IT IS EL. ELEVATION NO. NUMBER SEAL & SIGNATURE ELEV. ELEVATION OR ELEVATOR No. NUMBER NECESSARY TO OPERATE SUCH EQUIPMENT CLOSER THAN 8'-0"TO THE WALL, THE CONTRACTOR SHALL BE THE SOLE RESPONSIBLE PARTY ARCH. ARCHITECTURAL 2. THESE DEVELOPMENT AND SPLICE LENGTHS SHALL BE MULTIPLIED BY ALL OF THE APPLICABLE FACTORS THAT FOLLOW: DATE: E.O.R. ENGINEER OF RECORD NYSBC NEW YORK CITY BUILDING CODE �OF NF 12-06-21 AND AT HIS OWN EXPENSE SHALL PROVIDE ADEQUATE SUPPORTS OR BRACE THE WALL TO WITHSTAND THE ADDITIONAL LOADS EQ. EQUAL # NUMBER '� SCALE: SUPERIMPOSED FROM SUCH EQUIPMENT. BC. BUILDING CODE A. REINFORCING WITH COVER OR SPACING LESS THAN THAT SPECIFIED IN NOTE1:....................X 1.30 ,�P CA . AS NOTED BLDG. BUILDING EXIST. EXISTING B. EPDXY-COATED REINFORCING FOR TYPICAL REINFORCEMENT:..................................................X 1.50 * � 0 "1/ DRAWING BY: A.P. OC. ON CENTER 26. FOR LOCATION OF FLOOR DRAINS, CURBS, CONCRETE PADS AND FLOOR DEPRESSIONS SEE ARCHITECTURAL AND MECHANICAL DRAWINGS BM. BEAM C. EPDXY-COATED REINFORCING FOR TOP REINFORCEMENT:..........................................................X 1.31 FL. FLOOR O/C ON CENTER r "°A. . 27. TOP REINFORCEMENT. IN SLAB AT PARKING OR CAR AREAS SHALL HAVE MINIMUM CLEAR COVER OF 1 1/2 INCHES. BOT. BOTTOM D. REINFORCING PLACED IN LIGHTWEIGHT CONCRETE:......................................................................X 1.30 - J CHECKED BY: G.J.C. FLR. FLOOR OD. OUTSIDE DIAMETER n w � ; ' FND'N FOUNDATION 3. 'Ld'CAN BE USED AS ACI CLASS A SPLICE; 'Ls'CAN BE USED AS ACI CLASS B SPLICE. Z U' DWG NO: CC. CENTER TO CENTER FT. FEET/FOOT PL. PROPERTY LINE o rA � C/C CENTER TO CENTER PSF. POUND PER SQUARE FOOT 4. USE TOP CONDITION FOR ANY HORIZONTAL BARS WITH MORE THAN 12 INCH OF FRESH CONCRETE BELOW. 0 3 ,1 �a� FO-002.00 CFS COLD FORMED STEEL GC. GENERAL CONTRACTOR PROP. PROPOSED CL. CENTER LINE GA. GAUGE CMU. CONCRETE MASONRY UNIT GALV. GALVANIZED REINF. REINFORCED CLR CLEAR RQ'D. REQUIRED SHEET NO: 1 3 OF 6 COL. COLUMN HORIZ. HORIZONTAL CONC. CONCRETE SQ-FT SQUARE FOOT BSCAN STICKER CONST. CONSTRUCTION ID. INSIDE DIAMETER CONT'D CONTINUED IN. INCH T.O.C. TOP OF CURB T.O.S TOP OF SLAB DBO DESIGNED BY OTHERS LGS LIGHT GAUGE STEEL TOW. TOP OF WALL DIA. DIAMETER TSF TON PER SQUARE FOOT DIST. DISTANCE MAX. MAXIMUM TYP. TYPICAL 0 DIAMETER MC MOMENT CONNECTION VIF. VERIFY IN FIELD DOB APPROVAL STAMP DIM. DIMENSION MTL. METAL VERT. VERTICAL DET. DETAIL MIN. MINIMUM DTL. DETAIL MISC. MISCELLANEOUS U.O.N UNLESS OTHERWISE NOTED DWG DRAWING W/ WITH WT. WEIGHT 24'-0" 12'-0" STEEL BM. !` n TO PROP. LINE 10 POCKET DETAIL 30'-7 1/ " 2 TC-2 ;.. STRUCTURAL TC-3 N 32.5' o - -3° ENGINEERING bo TECHNOLOGIES, P.C. 1 11'-2" N I (5) 1 %2'x 7 Y4' LVL TC-3 WIND COL. ABOVE I • wiv 2'-0"WIDE x 1'-6" 10"CONC. FDN. WALL Z ( a, DEEP CONT. WALL REINF.WITH 1 #5 VERT. FTGCONSULTING STRUCTURAL GEOTECHNICAL, J I . REINF.WITH 4 EA. FACE @12" O.C. p #5 BOTT. CONT., TYP. 1 #4 HORIZ. EA. FACE I - a I Oo @12"O.C.,TYP. & ENVIRONMENTAL ENGINEERS ti o oI r � 40-12 28TH STREET "' - I i 0 N � co I FOUNDATION PLAN LONG ISLAND CITY, NY 11101 °' ITN x T:(718)706-7196 Email: info@set-ny.com N r I I N 1'-0" SCALE: 1/4" = I I I I co co ALL RIGHTS RESERVED ALL DRAWINGS SPECIFICATIONS AND COPIES THEREOF TC-31 r NOTES: FURNISHED BY S.E.T., P.C. ARE AND WILL REMAIN THEIR PROPERTY. THEY ARE NOT TO BE USED ON THIS OR ANY STEEL BM. TC-3 1.TOP OF SLAB ELEV. IS 23.00'. 6"CONCRETE SLAB ON GRADE REINFORCED WITH WWF 4x4-W4.0xW4.0 OTHER PROJECT UNLESS WRITTEN PERMISSION IS GIVEN. (4) 2x6 POST POCKET DETAIL ABOVE I 10"NF. WITH FDN.WALL 2. DENOTES TOP OF GRADE ELEVATION.ALL ELEVATIONS ARE WITH RESPECT TO NAVD88. I ( _ REINF. WITH 1 #5 VERT. OWNER: (5)2x6 POST I EA. FACE @12" O.C. 3. BOTTOM OF FOOTING ELEVATION IS AT 21.0' U.O.N. AS (........) ABOVE ( 1 #4 HORIZ. EA. FACE co L TC-3 TC-2 T @12" O.C., TYP, 4.TOP OF FOUNDATION WALL IS 8-6"ABOVE CELLAR. TC-1 5. DENOTES THE LOCATION OF SIMPSON STRONG TIE TENSION ANCHORS, SEE SCHEDULE BELOW 00 1TC-1 SEE NOTE 5 in --�_ 6. P-1 DENOTES HSS4X0.188 STEEL POST UP OVER 10X10X%2 POST WITH 4-Y2'O X 8" F1554 HEADED ANCHOR. Lo �—_ -� —� TC-3 I 2'-0"WIDE x 1'-6" DEEP N P L I CONT.WALL FTG. REINF. m ( ( WITH 4#5 BOTT. CONT., (3) 2x6 POST TYP F1 ( HOLDDOWN SCHEDULE I DOB NOW BUILD JOB # : v ABOVE iv C° I Fri �n 6" 6" TC-1 LSTHD8N STRONG TIE LSTHD8/ B001010010010-11 _ rM J LSTHD8RJ WITH (20) 0.148x 3 Y4 NAILS TC-3 I L F - I 11.0', TC-2 SIMPSON STRONG TIE HDU8-SDS2.5 10 GAGE F1 C� SIMPSON STRONG TIE STHD14/ NOTE: rn I I F I TC-2 STHD14RJ WITH (2) 0.148x 3%4" NAILS ISTRUCTURAL ENGINEERING TECHNOLOGIES, P.C. HAS `° TC-3I iv I NOT BEEN RETAINED TO PERFORM CONTROLLED INSPECTIONS OF ANY KIND FOR THIS PROJECT. (V N I' 1 � IP- -1 1 THE DESIGN PROFESSIONAL SHALL BE RELEASED FROM I J �, I ANY AND ALL LIABILITY IN THE COMMENCEMENT OF ANY I WORK PERFORMED WITHIN THESE DOCUMENTS PRIOR TO I LI FOOTING SCHEDULE F1 L OBTAINING ALL REQUIRED PERMITS FROM THE BOTT REINF. TOP REINF.F1 I RESPECTIVE JURISDICTIONAL AGENCIES I _ `� COLUMN FOOTINGS, I MARK SIZE DEPTH REMARKS SEE FO-202 FOR DETAILS ( M LONG DIR SHORT DIR LONG DIR SHORT DIR zo � ,� F-1 4'-0"X 4'-0" 1'-6" 5#5 5#5 - I I � I I I II F1 I NOTE: �J 6'-1" L I POST INSTALLED ANCHORS ARE co F1 wE NOTE 5 °O PERMITTED FOR THIS PROJECT co Lo 7'-11" TC-1 (2)2x6 POST ABOVE '-� ( I UP �_ 2 SIM ( I 24'-3" FO-202 I' 1 f P-1 I � I L�� I 20'-9„ l._ I_ 1 2022-01-18 FOR REVIEW 11'-0 1/2" I I 2 I I _ F1 F1 ( NO. DATE: DESCRIPTION E EQ 6'-2 11/16" FO-202 � 10"CONC. I WALL STEPPED FTG. REVISIONS: J -- I "v _- FDN. WALL — PROJECT L (28.0') (28.0') TC-1_ t I s _ - - � X60 MARION LANE EA � (22.01) � ST 14'-1" 13'-10" I MARION , NY-11939 SILL PLATE TO BE CONNECTED TO WALL WITH 1"0 F1554 HEADED ANCHOR 2-0 WIDE x 1'-6"CONT. 2 WALL FTG. REINF. WITH WITH 8" EMBED. DEPTH @16"O.C. 4#5 BOTT. CONT. DRAWING TITLE: 2'-0"WIDE °' WALL FTG. I M ( r> I 10" 6"-3" 7'-1" 3'-4" 4'-51/2" 2'4" 7'-1" 4'-0" 6'-4" ( T1 FOUNDATION PLAN 3 i 3 2x6 POST ( PROPERTY ( ( ) (3) 2x6 POST I LINE (2)2x6 POST FO-202 ABOVE ABOVE ABOVE I UNEXCAVATED SEE NOTE 5 AREA SEE NOTE 5 SEAL & SIGNATURE TC-1 Fri ,� I' 1 7 I' 1 I' 1 7 I' 1 (' 1 I TC-1 FOR INFO. FOR INFO.�� e. � �� ;� eL ; r� ' r� ITC DATE: 12-06-21 I I LJ� I C J LC J L :J I L�J j1 1 L'�J ffj— —! L� J TC-1 ,off^! SCALE: L_ L_ J ITC-1 AS NOTED F1 F1 F1 F1 F1 FO-202 F1 F1 F1 e0 DRAWING BY: A.P. (3)2x6 POST (3)2x6 POST (3)2x6 POST 8-2 1/2" 13-4 1/2 ABOVE ABOVE ABOVE I I '4i1 DWG N 47 O: BY: G.J.C. o I I -..� 4'k$} FO-101 .00 I I M �O 6� i Q. I _ [43 11'-5 1/2" o FO-202 � A (3)2x6 POST I o A�FESSI� ABOVE I (3) 2x6 POST 2'-0"WIDE x 1'-6"CONT.WALL FTG. I co ' co ABOVE REINF.WITH 4#5 BOTT. CONT. I I SHEET NO: 4 OF 6 BSCAN STICKER (22.0'> (28.0') (28.0') TC-2 ITC- - - - - TC-1 SEE NOTE 5 10"CONC. FDN. WALL REINF. WITH 1 #5 VERT. EA. FACE @12' O.C. `c" FO-202 N 1 #4 HORIZ. EA. FACE @12" O.C.TYP. w I I I STEPPED 10"CONC.FDN. WALL REINF.WITH 1 _ z 2'-0"WIDE x 1'-6" DEEP CONT. ui N WALL FTG. #5 VERT. EA. FACE @12"O.C. CO I DOB APPROVAL STAMP 32. ' WALL FTG. REINF.WITH 4#5 BOTT. L, Lo J I 1 #4 HORI,7Ir,v. FACE @12"O.C.I YP. `r CONT., TYP. ( a O tY 31.5' a 24'-7" 6'-6 1/2" 13'-9" -0 8'-3" 10'-8" 8'-2" O o , I � o �oLo I 71'-11 1/2" r -i M o z TOP OF FRAMED SLAB COLUMN, SEE BASE PLATE,SEE PLAN FOR DETAILS MIN. - CONT. PLAN FOR DETAILS TOP OF WALL REING.AT �M _ STRUCTURAL 1 ENGINEERING TOP OF WALL I 3/16 i' "' - TECHNOLOGIES P.C. 4" HIGH STRENGTH —� x FUTURE SLAB TO BE PLACED ( -j NON-SHRINK GROUT \g„ A. n „,� - - - - -- - - - - - - - - -a SLAB REINF. SEE #4 CONT. 9 I- - - - - -- - - - - - - - - - - - PLAN ANDDETIALS #3 @ 12" PIERS TIES(M N. 3 TIES 4-1/2" DIA. F 554 FOR DEPTH & EXTENT OF PER HEIGHT OF PIER) HEADED A CHOR BOLTS EXCAVATE AS REQ'D FOR PLACEMENT DEPRESSION SEE PLAN CONSULTING STRUCTURAL, GEOTECHNICAL, ' OF NEW FOOTING, & ENVIRONMENTAL ENGINEERS CONCRETE PIER 16" 16" MIN. AND BACKFILL W/COMP, ACTED FILL (MIN.) SLAB REINF. W/4#7 VERT #4 CONT. FOR DEPTH & t : ro,,, LEVEL BEARING MTR'L MIN. BRG.CAPACITY-2 TSF SEE PLAN EXTENT OF - a ^m. , SEE PLANS FOR BOTT. OF FOOTING 4-0 AX �,•,. ,` '''• DEPRESSION 40-12 28TH STREET " 4'-0" x x x x-x x SEE PLAN LONG ISLAND CITY, NY 11101 O o T:(718)706-7196 Email: info@set-ny.com IN X—x x x x x ALL RIGHTS RESERVED 1'-0"MIN. 4'-0" FOOTING DOWELS SAME SIZE& NO.AS PIER VERT. REINF. C"C,/\�/{tTE AS REQ'D FOR C�L/;GEMrPlT ". , ; SPECIFICATIONS AND COPIES THEREOF T., P G ARE AND WILL REMAIN THEIR Ck� OF P IE`!J FOC?T1C!G, /�PII C3ACKI"il.l_.W?(,:�f=16'. f�C"i L"I.) f=11..L '" 1'-6"MIN. FURNISHED BY S E PROPERTY. THEY ARE NOT TO BE USED ON THIS OR ANY MIN. 4" X 4" KEY NOTES: FOR 9" < "D" < 30" OTHER PROJECT UNLESS WRITTEN PERMISSION IS GIVEN. M 1.ALL INTERRUPTED BARS IN EACH DIRECTION SHALL BE ADD'L BARS EQUAL — — FOR "D" < 9" TO I THE INTERRUPTED AREA, (OR 2#7 MIN.AT EACH SIDE OPENING. OWNER: 2.ALL ADD'L CORNER BARS AT OPNGS ARE 2#3 X 4'-0" (EACH FACE). 3.WHERE FDN. WALL OPENINGS ARE WIDE THAN 4'-0"CONTRACTOR SHALL SUBMIT LOCATIONS& DIMENSIONS TO ENGINEER FOR REDESIGN. TYPICAL POST DETAIL TYPICAL ADUL REINFORCEMENT AT CONC. TYPICAL DEPRESSION 1 SCALE: N.T.S. ) FOUNDATION WALL OPENINGS AND OF STEPS OF SLAB ON GRADE IN TOP & BOTTOM OF FOUNDATION WALL SCALE: N.T.S. SCALE: N.T.S. DOB NOW BUILD JOB # : B001010010010-11 BENTONITE WATERSTOP, TYP.AT ALL SLAB ON WALL REINF.TO RUN GRADE JOINTS THRU CONSTRUCTION NOTE: JOINT M WT13 - ADD'L#5 @ STRUCTURAL ENGINEERING TECHNOLOGIES, P.C. HAS 12"X 5'-0"E.F. NOT BEEN RETAINED TO PERFORM CONTROLLED ADD'L 2#5 X 5'-0" BENTONITEAT ALL SLAB ON INSPECTIONS OF ANY KIND FOR THIS PROJECT. ABOVE KEY&2#5 D/6 GRADE JOINTS WATERSTOP, SEE GROUND FLOOR 1"CLEAR TYP. X 5'-0" BELOW KEY o TYP. PLAN FOR SLAB REINF. THE DESIGN PROFESSIONAL SHALL BE RELEASED FROM ANY AND ALL LIABILITY IN THE COMMENCEMENT OF ANY WORK PERFORMED WITHIN THESE DOCUMENTS PRIOR TO 1'-0"MIN. /X F- I OBTAINING ALL REQUIRED PERMITS FROM THE RESPECTIVE JURISDICTIONAL AGENCIES x ROUGHEN CONC. &COAT W/ M CEMENT GROUT BEFORE �X POURING NEW CONC. BEAM REINF. TO p AD RUN THRU T&B WHERETHEREARE CONSTRUCTION JT. PERMITTED IN WALL AT ANY POINT 8'-0" MIN.AWAY FROM NO CONT. TOP BARS ' CUT TRANSFER BARS @ OVERLAP OPNGS., COL CENTER LINES OR FACE OF BUTTRESS ALL HORIZ. REINF.TO RUN THRU FORCURB IZEs. IN F=OUNDATION WALLS 1 B IN GRADE BEAM BENT SLAB-ON-GF:A RAMPS) �— REINFORCEMENT TO SEE FDN PLAN UNLESS OTHERWISE NOTED ♦ 2#4 CONT. RUN CONT. THRU JT. D/3 FOR SLAB REINF. ON PLANS OR SECTIONS M ROUGHEN x x x x SURFACE #3 @ 12" E.F. - r- x x x x x x x x in x x x x x x x x x x x p 6"COMPACTED POROUS FILL 1 2022-01-18 FOR REVIEW r "4 SEE SPECIFICATIONS TYP. NO. DATE: DESCRIPTION co 3-45 CONT. REVISIONS: . . :.. 1A SLAB ON GRADE _._.......:::...:...........................':.:..,...:........ BENTONITE WATERSTOP, PROJECT TYP.AT ALL SLAB ON ADD'L#4 @ 12" GRADE JOINTS TYPICAL CURB ON O.C.4'-6" LG. IN SLAB TYPICAL SLAB ON GRADE 460 MARION LANE, EAST 4 (:6 SCALE: N.T.S. MARION, NY-11939 SLAB-ON-GRADE TYPICAL CONSTRUCTION JOISTS SCALE: N.T.S 5:) SCALE: N.T.S. DRAWING TITLE: FOUNDATION PROVIDE BEAM POCKET TYPICAL FOUNDATION WALL AS REQ'D. FILL POCKET SOLID WITH CONCRETE DETAILS AFTER BEAM IS PLACED FIRST FLOOR, LTS - SEE STRUCT DWG's N SEAL & SIGNATURE FOR INFO. DOWEL FROM FTG 2-0 LTS DATE:TO 12-06-21 WALL RE NF.ATCH ETTPCAL �,�pF AS NOTED SCALE: (MIN,2-#.5) P CA114&b O,A DRAWING BY: 4 NEW STEEL BEAM SEE PLANS A.P. 1 1/4" FOR SIZE o �,, . v * CHECKED BY: G.J.C. w a ` NEW 1 MIN.)/2"THICK X 6" BRG. PLATE,WIDTH y w DWG NO: CONCRTEWALL, SEEE TYP. +O2"ON EQA. SIDEO BEAM FLANGE WIDTH p 234'� ���\ FO-2O 1 .00 o DETAILS FOR REINF. DETAILS AROFESSI 4"X 3"KEY N N 1"GROUT LEVEL IN FOOTING AT EXTEND ALL HORIZ/BARS INTO FOR FULL BEARING SHEET NO: 5 OF 6 CENTER OF WALLS& HOOK OR PROVIDE KEYED /i WALL TYP. EQUIVALENT DOWELS AS SHOWN CONCRETE BSCAN STICKER BRG. WALL 2- %2"0 X 0'-6"LONG 1 STEEL STUDS WELDED FOR BOTTOM WHERE REINF. IS TO BRG. PLATE FOUNDATION WALL 2 OF FOOTING DIFFERENT BEND&LAP FOOTING ELEVATION SEE FOUNDATION LARGER SIZE BAR T�'P. LEAN CONCRETE FILL TO PLAN DOB APPROVAL STAMP DEVELOP 1:2 SLOPE IN SOIL TYPICAL HORIZONTAL GRADE BEAM OR TYPICAL BEAM POCKET DETAIL ON CONCRETE TYPICAL STEPPED WALL FOOTING WALL REINFORCEMENT WALLS 7 SCALE: N.T.S. 8 9 SCALE: N.T.S SCALE: N.T.S STRUCTURAL ENGINEERING TECHNOLOGIES, P.C. • • 10" FDN. WALL. SEE ' 10" FDN. WALL. SEE PLAN FOR FOR REINF. PLAN FOR REINF. CELLAR SLAB. SEE CELLAR SLAB. SEE #3X36" LONG SEE STRUCT. DWGS. &_ PLAN FOR SIZE AND • PLAN FOR SIZE AND @18"O.C. �a FOR POST INFO. REINF. REINF. (4)1" 0 F1554 PRE-SET HEADED STUDS 6"GRAVEL x—x—x x—x—x x—x—x CONSULTING STRUCTURAL, GEOTECHNICAL, x—x—x—Y x x—x—x—x—x & ENVIRONMENTAL ENGINEERS • • t .r 2 28TH STREET �" LONG ISLAND CITY, NY 11101 / 10x10x$ T:(718)706-7196 Email: info@set=ny.com BASE PLATE 6"GRAVEL / 6"GRAVEL ALL RIGHTS RESERVED • ALL DRAWINGS SPECIFICATIONS AND COPIES THEREOF FURNISHED BY S.E.T., P.C. ARE AND WILL REMAIN THEIR PROPERTY. THEY ARE NOT TO BE USED ON THIS OR ANY \' CONC. FTG. OTHER PROJECT UNLESS WRITTEN PERMISSION IS GIVEN. SEE PLAN OWNER: CONC. FTG. — CONC. FTG. SEE PLAN SEE PLAN SECTION 1 SECTION 2 SECTION 3 SCALE: 3/4" = 1'-0" SCALE: 3/4" = 1'-0" SCALE: 3/4" = 1'-0" DOB NOW BUILD JOB # STUDS 6001010010010-11 —C NOTE: STRUCTURAL ENGINEERING TECHNOLOGIES, P.C. HAS HOLDOWN NOT BEEN RETAINED TO PERFORM CONTROLLED INSPECTIONS OF ANY KIND FOR THIS PROJECT. THE DESIGN PROFESSIONAL SHALL BE RELEASED FROM HOLDOWN BEARING PLATE ANY AND ALL LIABILITY IN THE COMMENCEMENT OF ANY WORK PERFORMED WITHIN THESE DOCUMENTS PRIOR TO OBTAINING ALL REQUIRED PERMITS FROM THE RESPECTIVE JURISDICTIONAL AGENCIES SEE SCHEDULE 2DIA ROD ON FO-101 FOR DETAILSI 12L 50 SLOPE MAX.� 1 I �• - / SEE STRUCT DRAWINGS SEE STRUCT DRAWINGS00 ee e • FOR POSTS SIZES FOR POSTS SIZES FOR POST SIZE e e e COUPLER SEE FO-101 SEE STRUCT DWG'S O e 0 a o FOR STRAP DETAILS • SILL PLATE SEE FO-101 e e AND LOCATION FOR STRAP DETAILS °,e TOP OF CONCRETE AND LOCATION 8" DIA HOOKED TENSION RODS WITH d.• d e ° ' . °. CONCR. FDN WALL, . ., ;�y.t ° ° CONCR. FDN WALL, ° MIN 8"EMBED INTO CONCRETE Ad ° SEE FO-101 FOR 9 SEE FO-101 FOR "O d.° REINF. DETAILS "{`f; REINF. DETAILS ° .• ..• ° .. e a CONCR. FDN WALL, °.:° ° e a q n d °' ° a' ° ° SEE FO-101 FOR DETAILS °r.� ° ° d Y2"min. qq^MiN Simpson Strong-Tie O end distance HEADED ANCHORS CAN BE STHD Edge installation 1 2022-01-18 FOR REVIEW ISOMETRIC VIEW SIDE VIEW PLACED IN LIEU OF HOOK ANCHORS NO. DATE: DESCRIPTION AT CORNER AT MIDLENGTH REVISIONS: PROJECT HOLDOWN RAISED OFF SILL PLATE TYPICAL DETAILS i TENSION STRAPS TYPICAL DETAILS 460 MARION LANE, EAST NTS NTS MARION, NY-11939 DRAWING TITLE: FOUNDATION SECTIONS SEAL & SIGNATURE DATE: 12-06-21 OF A41 1-0 SCALE: AS NOTED cto .06 "p DRAWING BY: A.P. 1 * CHECKED BY: k G.J.C. w DWG NO: 10 6023�� P��� FO-202.00 FES SHEET NO: 6 OF 6 BSCAN STICKER DOB APPROVAL STAMP �... ,.mow' - �• 2x8 LEDGER BOARD TYP. FASTENED TO BUILDING WITH rt _. s STRUCTURAL FACADE. SEE TIMBERLOK COUNTERSUNK ',.} SCREWS "'' ENGINEERING ARCH. DWGS. TECHNOLOGIES, P.C. • 10"FDN.WALL.SEE PLAN FOR REINF. SIMPSON JOIST x • • HANGERS AS REQ'D #3X36"LONG SEE STRUCT.DWGS. 18 O.C. y4 FOR POST INFO. ( 3 (4) ' 0 F1554 PRE-SET<7 / 1 / HEADED STUDS 2x6 ACQ SILL PLATE • • 6"GRAVEL ` SIMPSON H3 TIE CONSULTING STRUCTURAL, GEOTECHNICAL, / COPPER COATED TERMITE J • o CELLAR SLAB. SEE x—x—x—x—x x—x—x—x—x SHIELD-OVER-SILL SEAL r TOP OF GRADE ELEV. PLAN FOR SIZE AND & ENVIRONMENTAL ENGINEERS VARIES 31.5'TO 32.5' REINF. �� ��� Z � � �jo�o( � ` 40-12 28TH STREET _� TOP OF CELLAR LONG ISLAND CITY NY 11101 0 ANCHOR BOLT W/3x3 SLAB ELEV. 23.33' T:(718)706-7196 Email: info set-n COm SQUARE WASHER AND NUT /\//��///��//��//��//��//��//��//�\! \\' ��� (3)2x8 ACQ GIRDER @ y' (11.p ) . \/ �� //\10x10x8 BOX IN SPACING TO BE 36"O.C.AND /� GRADE TO SLOPE x—x—x x—x—x \, ���BASE PLATE { ) \\ AWAY FROM BLDG. �j ;/, 2x8 RR @16"O.C. ALL RIGHTS RESERVED WITHIN 12"OF CORNERS AND /� INTERSECTIONS \\/ � ����� �� • • • • • j ALL DRAWINGS SPECIFICATIONS AND COPIES THEREOF / / T-6" HT. FURNISHED BY S.E.T. P.C. ARE AND WILL REMAIN THEIR \\\ j� • • • • \� \\\\/\\/\�j\\ ��j\�j\�j\/\�j j\�j\�j� 2x6 CJ @16"O.C. PROPERTY. THEY ARE NOT TO BE USED ON THIS OR ANY /i RAILINGS, �/ X TYP. OTHER PROJECT UNLESS WRITTEN PERMISSION IS GIVEN. #4 HORIZ. BAR @16 O.C. — \ �f CONC. FTG. BOTT. OF FTG. 60 KSI \\� �\\\/\\/\\/\\��\/��//\\� SEE PLAN ELEV. 20.83' OWNER: CONC. FTG. BOTT. OF WALL FTG. (3)PORCH 10 PC WALL \\ SEE PLAN ELEV. 22.0' (MIN. 6x6 ACQ) T 3500 PSI #4 VERT. BAR @24"O.C. — �� SLA O BE MIN. 6"THICK 60 KSI \\� SECTION 2 SECTION 3 6x6 1 /10 W I OVER#4 W/ \' REB @24'1D.C. E.W. \\i SCALE: 3/4" = 1'-0" SCALE: 3/4" = 1'-0" #4 24"o• • i �I PSO i POST BS BITUMINOUS /HUR (CANE STRAP DOB NOW BUILD JOB # 30" DOWEL TO MATCH \ COATING AX 7�"RISERS, VERT, REINF. \\/ \\ x x x x—x a = x—, NrIN. 9"STRINGERS 8001010010010-I 1 \/ EXT:WALL(TYP.) • \\/ CONT. 6"PVC WATER STOP #3 NOSING BAR(TYP.) %2'EXPANSION JOINT / 2x6 ACQ SILL #5 REBAR ,a - 2x4 KEYWAY PLATE @16"O.C. ALL FILL BENEATH -1 TOP OF GRADE 4"CONC. SLAB / 4" CONC. SLAB EXPANSION #4 REBAR CONC. SLABS TO BE #4 @24" -I _ a NOTE: ANCHOR COMPACTED TO 95" O.C. E.W. / JOINT TYP. @18"O.C. 4, %` i�!ii �� % iii /i /i x—x—x—x—x— j / ' , BOLT COPPER COATED 3 0 APRON RELATIVE DENSITY / STRUCTURAL ENGINEERING TECHNOLOGIES P.C. HAS /\ MIN. PITCH <: i� \ \ BOTT. OF WALL FTG. TERMITE SHIELD // a � NOT BEEN RETAINED TO PERFORM CONTROLLED ELEV. 22.0'U.O.N. ON PLAN 6x6 10/10 WWF z %� #4 REBAR g x—x—x—x—x—x d„ DRIVEWAY INSPECTIONS OF ANY KIND FOR THIS PROJECT. #4 REBAR �/ / �� � —,-x % 2#3 HORIZ. REBAR e• /� THE DESIGN PROFESSIONAL SHALL BE RELEASED FROM \` /` x—x—x x—x—x �/// / , / Jv �� �, a/, ,U�?/�,�U� ° vim/ _ + � q ANY AND ALL LIABILITY IN THE COMMENCEMENT OF ANY �) � )I 1� (, ., %, WORK PERFORMED WITHIN THESE DOCUMENTS PRIOR TO ` U,� a (J<� U��U j\, v x -�c )a ��i� CONC. BEAM �. \` -�;�, �C�;�U���,�,,�/�,1^��,-„- /� a OBTAINING ALL REQUIRED PERMITS FROM THE SECTION 1 a \ 6x6 10/10 WWF RESPECTIVE JURISDICTIONAL AGENCIES SCALE: 3/4" = 1'-0" ° z 2 %i / a I 8 I d /\ #5 a a d Q 14F���----------►►_..111 , GRADE BEAM BEYOND a #4 REBAR °d V-4" d d d GARAGE FOUNDATION GARAGE ENTRANCE SECTION \\ \ \\ 5 SCALE: 1/2" = 1'-0" V SCALE: 1/2" = 1'-0" SECTION 4 SCALE: 1/2" = 1'-0" 1 2022-01-18 FOR REVIEW INO. DATE: DESCRIPTION REVISIONS: FACE-MOUNT FLOOR JOIST PROJECT HANGERS OR OR LANDING CLIP ANGLES (NAILED) -C 460 MARION LANE, EAST MAX. 7 Y2"RISERS, MIN. 9"TREADS + STUDS HOLDOWN MARION, NY-11939 HOLDOWN BEARING PLATE DRAWING TITLE: 2x CONT. FL' DOUBLE JOISTS OR WOOD BEAM SEE SCHEDULE z"DIA ROD FOUNDATION SECTIONS AND FLR. ON FO-101 FOR DETAILS X I 12L SEE STRUCT DRAWINGS SEE STRUCT DRAWINGS ° SHTG. MIN. 2x10 WOOD 50 SLOPE MAX. FOR POSTS SIZES FOR POSTS SIZES DETAILS STAIR STRINGER •• 1 , . SEE FO-101 FOR POST SIZE . _ ; . COUPLER FOR STRAP DETAILS + • 0 a FOR STRAP DETAILS AND LOCATION SEE STRUCT DWG's • °°; SEAL & SIGNATURE + • SILL PLATE AND LOCATIONDATE: 12-06-21 + TOP OF CONCRETE ° ° --� SCALE: AS NOTED L3x3x%4"x 6"LONG a4 CONCR. FDN WALL, .. ° ° CONCR. FDN WALL, .�'�\ `'1 DRAWING BY: FLOOR JOISTS ° '1 .' °d SEE FO-101 FOR ' 9 SEE FO-101 FOR A.P. (SEE PLANS 5" DIA HOOKED A. ' . • REINF. DETAILS !{•�> REINF. DETAILS � ° CHECKED BY: FOR SIZE& (2)%"QJ LAG SCREWS ° TENSION RODS WITH °' a G.J.C. SPACING) „ w DWG NO: (2)%"0 EXPANSION °° MIN 8 EMBED INTO a' . 4 ' 'd'•e ��" " t � (i " � DOUBLE JOISTS CONC. SLAB ..° a a. :.. a A. endd€ €e�e 24 M oInstallation ON GRADE BOLTS INTO SLAB CONCRETE ° . N ' FO-202.00 NCR. FDN WALL o. o • . ° ° ° Simpson Strong-Tie < O; /t` e :e STH Edge < OR WOOD BEAM SEE FO-101 FOR DETAILS •'° ° A `=t, .. ��'r✓ < ° z a HEADED ANCHORS CAN BE a ° a ISOMETRIC VIEW PLACED IN LIEU OF HOOK SIDE VIEW AT CORNER AT MIDLENGTH ISHEET NO: 1 2 OF 3 ANCHORSBSCAN \ \ \\ \\/\\/\\/��\ \\ \\ \ \\ X��\\/�\\/�\ /\/\/\/, i, /, i\/\/\/\/\ STICKER TYPICAL WOOD STAIR DETAIL HOLDOWN RAISED OFF SILL PLATE TYPICAL DETAILS TENSION STRAPS TYPICAL DETAILS SCALE: 1"=1'-0" NTS NTS DOB APPROVAL STAMP STRUCTURAL ENGINEERING TECHNOLOGIES, P.C. FACADE. SEE i ARCH. DWGS. 3 -6 HT. RAILINGS T)"P. CONSULTING STRUCTURAL, GEOTECHNICAL, 3'-6" HT. & ENVIRONMENTAL ENGINEERS RAILING, TYP. 40-12 28TH STREET s"SLAB /#4 @2491 O.C. LONG ISLAND CITY, NY 11101 WWF E.W. T:(718)706-7196 Email: info@set-ny.com 1 #3 CONT. x x—x x— —x ALL RIGHTS RESERVED ALL DRAWINGS SPECIFICATIONS AND COPIES THEREOF FURNISHED BY S.E.T., P.C. ARE AND WILL REMAIN 3'-0"L NG PLA ORM \\�\\/ • • PROPERTY. THEY ARE NOT TO BE USED ON THIS OR ANY OTHER PROJECT UNLESS WRITTEN PERMISSION IS GIVEN. o / ° (2):Y8"0 LAG SCREWS \\ TOP OF GRADE 0 \T/2x6 ACQ SILL PLATE COPPER COATED TERMITE7 J---- \/\�� --__7 L SHIELD-OVER-SILL SEAL i��i\\�"\\`\ j / i//i//i i /i. /i /�. /i /i.//i//i//i,//i 2#3 HORIZ. REBAR o 0 ANCHOR BOLT W/3x3 ° SQUARE WASHER AND NUT // DOB NOW BUILD JOB # : (TYP.) • %� SPACING TO BE 36"O.C.AND GRADE TO SLOPE a \/ WITHIN 12"OF CORNERS AND — AWAY FROM BLDG. \� � 0 B001010010010-11 INTERSECTIONS a a \ DIA.A307 ANCHOR ° BOLT W/4" HOOK a CONC. GRADE \X, %� NOTE: 12" DIA.x 48" DEEP BEAM \ \/ SONOTUBE FILLED STRUCTURAL ENGINEERING TECHNOLOGIES, P.C. HAS WITH CONCRETE° NOT BEEN RETAINED TO PERFORM CONTROLLED INSPECTIONS OF ANY KIND FOR THIS PROJECT. 2#5 THE DESIGN PROFESSIONAL SHALL BE RELEASED FROM ANY AND ALL LIABILITY IN THE COMMENCEMENT OF ANY WORK PERFORMED WITHIN THESE DOCUMENTS PRIOR TO jam\j�\�j /1'-0'\ OBTAINING ALL REQUIRED PERMITS FROM THE RESPECTIVE JURISDICTIONAL AGENCIES. SECTION 7 SECTION 8 SCALE: 3/4" = 1'-0" SCALE: 3/4" = 1'-0" 1 2022-01-18 FOR REVIEW NO. DATE: DESCRIPTION REVISIONS: PROJECT 460 MARION LANE, EAST MARION , NY-11939 DRAWING TITLE: FOUNDATION SECTIONS r SEAL & SIGNATURE DATE: 12-06-21 SCALE: AS NOTED DRAWING BY: A.P. CHECKED BY: G.J.C. s.,, �, rU DWG NO: FO-203.00 SHEET NO: 1 3 OF 3 BSCAN STICKER DOB APPROVAL STAMP 24'-0" 12'-0" SSS , SSSM 30'-71/2"TO PROP, LINE 10" 11'-2" 10" (23.17') TC-2, SEE NOTE 7 32.5 3STRUCTURAL a TC3 N � E GI EERI G 32.5' o L o LO _. TECHNOLOGIES P.C. r -3" '_ _ f i TC-3 STEEL BM. w ti I w n I N POCKET DETAIL 20"WIDE x 10" DEEP 1 V-4" Z M -1 CONT. WALL FTG. d v I I REINF.WITH 3#5 10" CONC. FDN.WALL �� CONSULTING STRUCTURAL, GEOTECHNICAL, O BOTT. CONT.,TYP. o rf�.� & ENVIRONMENTAL ENGINEERS I _ 3 3 6 x 3 0 WOOD �/ 40-12 28TH STREET M = I I I = FOUNDATION PLAN LONG ISLAND CITY NY o O co PLATFORM WITH 11101 LO N I - �' o j I WOOD STEPS N _ V-10" T:(718)706-7196 Email: info@set-ny.com SEE NOTE 7 I DOWN TO GRADE SCALE: 1/4" — 12"DIA x 48"DEEP co SONOTUBES FILLED ALL RIGHTS RESERVED 20"WIDE x 10" DEEP W/CONC. ALL DRAWINGS SPECIFICATIONS AND COPIES THEREOF NOTES: FURNISHED BY S.E.T., P.C. ARE AND WILL REMAIN THEIR 10" 10" '-0" TC-3 14CONT. WALL FTG. ( C PROPERTY. THEY ARE NOT TO BE USED ON THIS OR ANY REINF.WITH 3#5 STEEL BM. TC-3 j j 1 1.TOP OF CELLAR SLAB ELEV. IS 24.33'.4"CONCRETE SLAB ON GRADE REINFORCED WITH WWF 6x6-W2.OxW2.0 OTHER PROJECT UNLESS WRITTEN PERMISSION IS GIVEN. EQ ' I I EQ i BOTT. CONT.,TYP. POCKET DETAIL 7 10"CONC. 2. $ DENOTES TOP OF GRADE ELEVATION.ALL ELEVATIONS ARE WITH RESPECT TO NAVD88. OWNER: FO-203 FDN.WALL 00 LO 3. BOTTOM OF WALL FOOTING ELEVATION IS AT 23.17'U.O.N.AS (........) "' � L-N TC-3 TC-2 (23.17') TC-J „ 4.TOP OF FOUNDATION WALL IS 8-8"ABOVE CELLAR. I " 7-777!t 5 DENOTES THE LOCATION OF STRONG TIE TENSION ANCHOR EE SCHEDULE BELOW _ ...- ._. _..._ .. _...--_......__...pN..._. __.. _.. ....... .._. __ _ p � a SIMPSON STR , FF-11 6. P-1 DENOTES HSS4XO.188 STEEL POST UP OVER 16X10V2' BASE PL.WITH 4-Y2"O X 8" F1554 HEADED i I TC-1 SEE NOTE 5 �n y •I• TC-3 I = N I' ' 5 ANCHOR. 12" DIA x 48" DEEP I I I I I I cfl �J I 7. PROVIDE BILCO STAKWEL EGRESS WINDOW WELLS WITH LOAD BEARING COVERS AT LOCATIONS SHOWN SONOTUBES FILLED W/CONC: . ;. . I. I `D 4" I 4" ON PLAN o Io o o N F1 DOB NOW BUILD JOB # : I N M I I N I I) I P_1 �, ,� I 1'-0" HOLDDOWN SCHEDULE w N N- N I�,,-I I B001010010010-11 PLATFORM WITH I I .. III v I II SIMPSON L— r v LSTH 8RJ WTOH (0)I0. 4 x 3/4/NAILS WOOD STEPS P-1 I TC-1 „ DOWN TO GRADE • i DN - I ^ F1 �� i c) ti L j I TC-2 SIMPSON STRONG TIE HUU8-SDS2.5 10 GAGE NOTE: IN `O F1 SEE OTE SIMPSON S STRUCTURAL ENGINEERING TECHNOLOGIES P.C. HAS 3 ( N 7 STRONG TIE STHD14/ TC-3 „ NOT BEEN RETAINED TO PERFORM CONTROLLED STHD14RJ WITH (2)0.148,:�Y4 NAILS r1 � ...... .. . I � FO-202 ( INSPECTIONS OF ANY KIND FOR THIS PROJECT. N N P-1 � T_6"x T-0"WOOD THE DESIGN PROFESSIONAL SHALL BE RELEASED FROM 12"DIA x 48" DEEP i I I I—r,� I' 17 I , III I i I I I �LL'J� C� I PLATFORM WITH WOOD ANY AND ALL LIABILITY IN THE COMMENCEMENT OF ANY SONOTUBES FILLED STEPS DOWN TO GRADE WORK PERFORMED WITHIN THESE DOCUMENTS PRIOR TO W/CONC. . i. FOOTING SCHEDULE OBTAINING ALL REQUIRED PERMITS FROM THE _ � � I I F1 I F1 7 _ RESPECTIVE JURISDICTIONAL AGENCIES 12" DIAx48" DEEP _ BOTT REINF. TOP REINF. c`' COLUMN FOOTINGS, MARK SIZE DEPTH REMARKS FO-203 SONOTUBES FILLED LONG DIR SHORT DIR LONG DIR SHORT DIR 3-0 -1w (0 `n SEE FO-202 FOR DETAILS I W/CONC. M 2X10 @16"O.C. III 2X10 @16"O.C. 71 F-1 4'-0"X 4'-0" 1'-6" 5#5 5#5 - - I' 1 • I I �` � ;; 2x4 VERT. STUDS @16" O.C. FULL L_ � HEIGHT BETWEEN CELLAR AND 1ST F1 FLOOR WITH R13 FIBERGLASS I 3'-6" HT. WOOD NOTE: INSULATION + GYP. BOARD ON I HANDRAILS POST INSTALLED ANCHORS ARE FO-203 I( 6'-1" F1 SEE NOTE 5 ao ONE SIDE WITH GRAB RAILS J^ I PERMITTED FOR THIS PROJECT o ,. TC-1 _. _-_ __. .._..__..__ _..._ �.._ _. _. PROVIDE SMOKE LO 7'-11" DETECTOR WITHIN UTILITY 12" DIA x 48" DEEP i ( ROOM HARDWIRED PER SONOTUBES FILLED Fri ' W/CONC. 7'-11 NEC 2020 CODEI I I - I F1 I I STAIRS WITH STEEL STRINGERS AND WOOD STEPS DOWN TO THE CELLAR I 2 SIM I I UTILITY ROOM M 24'-3" c WITH STANDARD"C" BILCO DOOR I FO-202 rP-1 I ',� �� �, I T.O. WALL ELEV, 32.0' 20' 1 2022-01-18 FOR REVIEW 11-0 1/2 I 2 L. ',. ';, Li, I AT GARAGE DOOR NO. DATE: 3'-0" STEEL DOOR E EQ I FO-202 _ 1 y , °;v f F1 IDESCRIPTION 4 6-211/16 � UP I I STEPPED i WALL FTG. REVISIONS: (23.1 T) e � � � ' ` i � (28.0') (28.01) PROJECT 1717 , L Rl (23.17) 10"CONC. -- J h " I I 460 MARION LANE, EAST FDN. WALL (23.17') I 8'_9" 14'-1" 13'-10" I ' MARION NEW YORK " WOOD STAIRS BETWEEN I 5 SILL PLATE TO BE CONNECTED TO 20 WIDE x 10 CONT. WALL WITH%8"f11 F1554 HEADED EMERGENCY CELLAR AND 1ST FLOOR, FO-202 SHUT-OFF WALL FTG. REINF.WITH SEE WOOD STAIR DETAILS. ( GARAGE DRAWING TITLE: ANCHOR WITH 8" EMBED. DEPTH 3#5 BOTT. CONT. I ° - - o @16"O.C. SWITCH 2'-0"WIDE C", WALL FTG. I � � I I 10, 6'-3" 7'-1" 3'-4" 4'-51/2" 2'-4" 7'-1" 4'-0" 6'-4" FOUNDATION PLAN L _ j 3 ( PROPERTY 6'-0" I LINE FO-202 I U N EXCA`IATE D o SEE NOTE 5 AREA � SEE NOTE 5 I SEAL & SIGNATURE TC-1 I f P-1" 1 ;�� (P=1 � r I TC-1 FOR INFO. FOR INFO. TC-1 N = ( LJ �' CJ EJ LJ CJ Ej I LJ I� DATE: 12-06-21 L_ L; L_ L_ _I L_ _I 4 L L_ _I L_ _I I TC-1 I "' TC-1 SCALE: AS NOTED -F F1 F1 F1 F1 F1 F1 F1 F1 DRAWING BY:FO-202 I I a.% • A.P. 20"WIDE X 10" DEEP ,� I I r �' ti .. ��� CHECKED BY: G.J.C. 8'-2 1/2" 13'-4 1/2" �' CONT.WALL FTG. DWG NO: REINF.WITH 3#5 G '° _ BOTT. CONT.,TYP. ^ I 20 WIDE x 10 CONT. WALL FTG.rL 1 REINF.WITH 3#5 BOTT. CONT. t I `��t> t �f'_ FO-101 .00 FO-202 10"CONC. SEE I I 6 I N ^� FDN.WALL 2.8'x 1.7'WINDOW NOTE 5 z FO-202 ISHEET NO: 1 OF 3 BSCAN STICKER (23.17) (28.0) (28.0) ITC- I Z .,..j — 11'-5 1/2" (23.17') TC-1 I w NjCE) G� r�PORCH 1 ` ! `j 8 N FO-202 N FO-203 I STEPPED 10"CONC. FDN. WALL = z I 3 N WALL FTG. SEP 2 8 Z�2� DOB APPROVAL STAMP 32.0' 24--7" 6-6 1/2" L .• T-6" HT. WOOD w HANDRAILS WOOD 31.5' 0 STEPS 13'-9" 27'-1" 12"0 x 48"DEEP O z `o SONOTUBES FILLED z � I WITH CONC. J 71'-11 1/2" o a U.) � a 2x8 LEDGER BOARD TYP. FASTENED TO BUILDING WITH STRUCTURAL TIMBERLOK COUNTERSUNK ' 10" FDN.WALL. SEE SCREWS ENGINEERING PLAN FOR REINF. FACADE. SEE TECHNOLOGIES, P.C. ARCH. DWGS. ... SIMPSON JOIST ' • ,: :' STRUCTURAL ENGINEERING TECHNOLOGIES, P.C. t FACADE. SEE T-6" ARCH. DWGS. ' RAILINGS,TYP. ................... ......................... ................ ......................................... (......... ., I t CONSULTING ULTING STRUCTURAL, GEOTECHNICAL, & ENVIRONMENTAL ENGINEERS T-6" HT. RAILING,TYP. 40-12 28TH STREET s"SLAB #4 @24' LONG ISLAND CITY, NY 11101 i O.C. E.W. i T:(718)706-7196 Email: info@set-ny.com I WWF 1 #3 CONT. ALL RIGHTS RESERVED i x x—x x— —x I I ALL DRAWINGS SPECIFICATIONS AND COPIES THEREOF , , FURNISHED BY S.E.T., P.C. ARE AND WILL REMAIN THEIR j 3'-0- LONG PLATFORM �/\/'"'' A' '``/' PROPERTY. THEY ARE NOT TO BE USED ON THIS OR ANY OTHER PROJECT UNLESS WRITTEN PERMISSION IS GIVEN. OWNER: (2)3/8.0 LAG SCREWS TOP OF GRADE < I\7\ , " I DOUBLE 2x6 ACQ \i COPPER COATED TERMITE �. SILL PLATE SHIELD—OVER—SILL SEAL �' /�i �/\/�/ / / / , ,�/� 2#3 HORIZ. REBAR GRADE TO SLOPE I( 0 ANCHOR BOLT W'/3x3 AWAY FROM BLDG. ' DOB NOW BUILD JOB # SQUARE WASHER AND NUT / X, (TYP.) • SPACING TO BE 36"O.C.AND >% - B001010010010-11 WITHIN 12"OF CORNERS AND INTERSECTIONS s/8• DIA.A307 ANCHOR BOLT W/4" HOOK CONC. GRADE =/._ j; NOTE: 12"DIA.x 48"DEEP BEAM \� SONOTUBE FILLED j' STRUCTURAL ENGINEERING TECHNOLOGIES, P.C. HAS WITH CONCRETE NOT BEEN RETAINED TO PERFORM CONTROLLED t INSPECTIONS OF ANY KIND FOR THIS PROJECT. 2#5 THE DESIGN PROFESSIONAL SHALL BE RELEASED FROM ANY AND ALL LIABILITY IN THE COMMENCEMENT OF ANY WORK PERFORMED WITHIN THESE DOCUMENTS PRIOR TO OBTAINING ALL REQUIRED PERMITS FROM THE RESPECTIVE JURISDICTIONAL AGENCIES SECTION 7 SECTION 8 SCALE: 3/4" = 1'-0" SCALE: 3/4" = 1'-0" 1 2022-01-18 FOR REVIEW FACADE. SEE NO. DATE: DESCRIPTION ARCH. DWGS. REVISIONS: NOTE: ALL WOOD TO BE PROJECT PRESSURE TREATED 460 MARION LANE, EAST MARION , NEW YORK 2X10 @16"O.C. DRAWING TITLE: \j f FOUNDATION SECTIONS DOUBLE 2x6 ACQ —� SILL PLATE • COPPER COATED TERMITE \`' `'� �� \ \, \` �\ i' , '`X SEAL & SIGNATURE SHIELD—OVER-SILL SEAL - '!%/ /. % /. //, ,%, / . . i ����% � �, \�'/:'%':'% / .. / '% /. i. , i'' '%�< ,s z DATE: 12-06-21 Mv (2)2X10 SCALE: 0 ANCHOR BOLT W/3x3 AS ER AND NUT DRAWING BY: NOTED SQUARE W H a (TYP.) c SIMPSON STRONG TIE 2 2X10 "?L�: CHECKED BY: A.P. SPACING TO BE 36 O.C.AND (2)3X10 O tam �,, G.J.C. WITHIN 12"OF CORNERS AND BASE TYPE CB-9 OR EQUAL CONT. 18"WIDE X 12" DEEP AT EACH SONOTUBE TYP. .an 'FY C- INTERSECTIONS CONC. PAD DWG NO: pis : G FO-203.00 12" DIA,x 48"DEEP 12" DIA.x 48" DEEP 12" DIA.x 48"DEEP SONOTUBE FILLED SONOTUBE FILLED SONOTUBE FILLED �g� c ` 4 WITH CONCRETE WITH CONCRETE � / WITH CONCRETE ��^` ,6 +..... SHEET NO: 3 OF 3 BSCAN STICKER DOB APPROVAL STAMP SECTION 9 SCALE: 3/4" = 1'-0"