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HomeMy WebLinkAbout37901-Z 4 Town of Southold Annex 5/19/2014 P.O.Box 1179 �r 54375 Main Road �F Southold, New York 11971 CERTIFICATE OF OCCUPANCY No: 36929 Date: 5/19/2014 THIS CERTIFIES that the building SINGLE FAMILY DWELLING Location of Property: 1570 Jacobs Ln, Southold, SCTM#: 473889 Sec/Block/Lot: 79.-7-31 Subdivision: Filed Map No. Lot No. conforms substantially to the Application for Building Permit heretofore filed in this officed dated 3/12/2013 pursuant to which Building Permit No. 37901 dated 4/1/2013 was issued, and conforms to all of the requirements of the applicable provisions of the law. The occupancy for which this certificate is issued is: one family dwelling(modular)with front porch and rear screened porch as applied for The certificate is issued to Viets, Richard&Viets, Rosemary (OWNER) of the aforesaid building. SUFFOLK COUNTY DEPARTMENT OF HEALTH APPROVAL R10-13-0006 1/8/14 ELECTRICAL CERTIFICATE NO. 37901 1/17/14 PLUMBERS CERTIFICATION DATED 12/12/13 Dayio Day' H. Roy, Jr. Autho ' d gna re TOWN OF SOUTHOLD BUILDING DEPARTMENT > TOWN CLERK'S OFFICE SOUTHOLD, NY BUILDING PERMIT (THIS PERMIT MUST BE KEPT ON THE PREMISES WITH ONE SET OF APPROVED PLANS AND SPECIFICATIONS TIL FULL COMPLETION OF THE WORK AUTHORIZED) Permit#: 37901 Date: 4/1/2013 Permission is hereby granted to: Viets, Richard & Viets, Rosemary 2160 Poe Ave East Meadow, NY 11554 To: construct a new Single Family Dwelling (modular) with covered front porch & rear screen porch as applied for At premises located at: 1570 Jacobs Ln, Southold SCTM #473889 Sec/Block/Lot# 79.-7-31 Pursuant to application dated 3/12/2013 and approved by the Building Inspector. To expire on 10/1/2014. Fees: SINGLE FAMILY DWELLING -ADDITION OR ALTERATION $2,188.00 CO -NEW DWELLING $50.00 Total: $2,238.00 n Building Inspector 02/28/2016 10: 08 6317659054 ZONINGSDOFAPPEALS PAGE 01/01 >iorrn No.6 TOWN OF SOUTHOLD, BUILDING DEPARTMENT TOWN FALL 765-1802 APPLICATION FOR CERTIFICATE OF OCCLfPANCY This alip,Heation must be filled in by typewriter or ink andel submitted to the Building Department with the following: A. For now building or new use: 1. Final survey of property with accurate location of all buildings,property lines,streets, and utiusual natural-or topographic features. 2. Final Approval from Health Dept,of water supply and sewerage-disposal(S-9 form). 1 Approval of electrical installation from Board rif Fire Underwriters. 4. Sworn statement'frons plumber certifying that the solder used in system contains less than V1i1 of 1% lead. . 5. Commercial building,industrial building,ttatiltiple residences and similar buildings and installations,a certificate of Code Compliatice,froze architect or engineer responsible for.the building. 6. Submit Planning Board Approval of,completed site plan requirments. 13. For existing buildings(prior to April 9, 1.95'7) nom-conforming uses,or buildings and"pre-existing" knnd uses: I. Accurate survey of property showing all property lines.streets,building and unusual natural or topographic fetitures. 2. A properly completed application and consent to inspect signed-by the applicant. if� Certificate of Occupancy is denied,the Building inspector shall state talc reasons therefor in writing to the applicant. C. Fees 1. Ceitifacaie of Occupancy-New dwelling;$50.00, Additions to dwelling$50.00,Alterations to dwelling$50.00, Swimming pool$50.00, Accessory building$50.00, Additions to accessory building $50.00.Businesses$50.00'. 2_ Certificate of Occupancy on Pre-,existing Building- $100,00 3. Copy of Certificate of.OccupanQy -'1.25 4. Updated Certificate of Occupancy- $50.00 5. Temporary Certificate of Occupancy -Presidential $15.00,Commercial$15.011 Date New Construction: ^Old or Pre-existing Building: (check oilc) . Location of Property: kousd No. Street Hamlet Qwrter or Owners of property. Suffolk,County Tax Map No 1000, Section_�,� Bloch d Lot_ 3 Subdivision _ Filed Map. Lot: - Permit Date of Permit. y /� / 3 Applicant: Healtb Dcpt.Approval: ILC) —13--000 lO _---- Underwriter's Approval- planning Board Approval: Request for: Temporary ertificate - Final Certificate: _ (check orae) I-ee Subniit?F•cl: `S 50 L-��__. ...-.-- �4 Applicai ignature SO!/lyOlo Town Hall Annex Telephone(631)765-1802 54375 Main Road Fax(631)765-9502 P.O. Box 1179 CAiQ roger.riche rt(a-town.soLitho Id.ny.us Southold,NY 11971-0959 ;V` BUILDING DEPARTMENT TOWN OF SOUTHOLD CERTIFICATE OF ELECTRICIAL COMPLIANCE SITE LOCATION Issued To: Viets Address: 1570 Jacobs Lane City: Southold St: NY Zip: 11971 Building Permit#: 37901 Section: 79 Block: 7 Lot: 31 WAS EXAMINED AND FOUND TO BE IN COMPLIANCE WITH THE NATIONAL ELECTRIC CODE Contractor: DBA: Anything Electric Inc License No: 5220-e SITE DETAILS Office Use Only Residential X Indoor X Basement X Service Only Commerical Outdoor X list Floor Pool New X Renovation 2nd Floor Hot Tub Addition Survey Attic Garage INVENTORY Service 1 ph 200a Heat gas Duplec Recpt 4 Ceiling Fixtures 8 HID Fixtures Service 3 ph Hot Water gas GFCI Recpt 1 Wall Fixtures Smoke Detectors Main Panel 200a A/C Condenser 2 Single Recpt Recessed Fixtures CO Detectors Sub Panel A/C Blower 2 Range Recpt Fluorescent Fixture Pumps Transformer Appliances Dryer Recpt Emergency Fixture Time Clocks Disconnect 200a Switches F6 Twist Lock Exit Fixtures �] TVSS Other Equipment: MODULAR HOUSE, 200a overhead service, 1-combination smoke/co detector Notes: Inspector Signature: ,tr Date: Jan 17 2014 81-Cert Electrical Compliance Form.xls CERTIFICATION Date: 2 Building Permit No. Owner: v 'I en�' (Please print) Plumber: -nq�\'�A 4. It J�— (Please print) I certify that the solder used in the water supply system contains less than 2/10 of I% lead. kUmbers Signature) Sworn to before me this +� day of VCZ_Ln11 20 V3 JAD►1E R b(A1'FASBN VAUTRIId NOTAItY N pBM STATa a+N gW YpRX Rroww"Na eIMA03M QSIMW iR 30"Co" tary Public, w County Coiaiii M&PiM NWMMber 1.2014 3)9 q so O� O • TOWN OF SOUTHOLD BUILDING DEPT. 765-1802 NSPECTION ( FOUNDATION 1ST [ ] ROUGH PLBG. [ ] FOUNDATION 2ND [ ] INSULATION [ ] FRAMING /STRAPPING [ ] FINAL [ ] FIREPLACE & CHIMNEY [ ] FIRE SAFETY INSPECTION [ ] FIRE RESISTANT CONSTRUCTION [ ] FIRE RESISTANT PENETRATION [ ] ELECTRICAL (ROUGH) [ ] ELECTRICAL (FINAL) REMARKS: � f DATE INSPECTOR SOUjyO TOWN OF SOUTHOLD BUILDING DEPT. 765-1802 SPECTION [ ] F NDATION 1ST [ ] ROUGH PLEIG. [ FOUNDATION 2ND [ ] INSULATION [ ] FRAMING /STRAPPING [ ] FINAL [ ] FIREPLACE & CHIMNEY [ ] FIRE SAFETY INSPECTION [ ] FIRE RESISTANT CONSTRUCTION [ ] FIRE RESISTANT PENETRATION [ ] ELECTRICAL (ROUGH) [ ] ELECTRICAL (FINAL) REMARKS: - r DATE ,r �--L INSPECTOR �� C -V �o�yOP SOUTyo<o N 1e TOWN OF SOUTHOLD BUILDING DEPT. 765-1802 INSPECTION [ ] FOUNDATION 1ST [ ] ROUGH PLEIG. [ ] F NDATIO [ ] INSULATION [ FRAMING /STRAPPING [ ] FINAL [ ] FIREPLACE HIMNEY [ ] FIRE SAFETY INSPECTION [ ] FIRE RESISTANT CONSTRUCTION [ ] FIRE RESISTANT PENETRATION [ ] ELECTRICAL (ROUGH) [ ] ELECTRICAL (FINAL) REMARKS: DATE INSPECTOR TOWN OF SOUTNOLD BUILDING DEPT. 765-1802 INSPECr N FOUNDATION 1ST [ ROUG [ ] FOUNDATION 2ND [ ] INSULATION [ ] FRAMING/STRAPPING [ ] FINAL [ ] FIREPLACE & CHIMNEY [ ] FIRE SAFETY INSPECTION [ ] FIRE RESISTANT CONSTRUCTION [ ] FIRE RESISTANT PENETRATION [ ] ELECTRICAL (R GH) [ ] ELECTRIC AL) REMARKS: DATE Q INSPECTOR V �pf SO(/j�, Z � / OJl► O • �Cp�ry ►� TOWN OF SOUTHOLD BUILDING DEPT. 765-1802 INSPECTION [ ] FOUNDATION 1 ST [ ] ROUGH PLBG. [ ] F NIDATION 2ND [ ] INSULATION 7F NG /STRAPPING FINAL [ ] FIREPLACE & CHIMNEY [ ] FIRE SAFETY INSPECTION ] FIRE RESISTANT CONSTRUCTION [ ] FIRE RESISTANT PENETRATION [ ] ELECTRICAL ROUGH) [ ] ELECTRICAL (FINAL) REMARKS: tl,<- 42u"lc� DATE INSPECTOR I OF SOuk UIyo{o TOWN OF SOUTHOLD BUILDING DEPT. 765-1802 INSPECTION [ ] FOUNDATION 1ST [ ] ROUGH PLBG. [ ] FOUNDATION 2ND [ ] INSULATION [ ] FRAMING /STRAPPING [ ] FINAL [ ] FIREPLACE & CHIMNEY [ ] FIRE SAFETY INSPECTION [ ] FIRE RESISTANT CONSTRUCTION [ ] FIRE RESISTANT PENETRATION [ ] ELECTRICAL (ROUGH) ELECTRICAL (FINAL) REMARKS: . s DATE /� INSPECTORT Of SO(/Tyo TOWN OF SOUTHOLD BUILDING DEPT. 765-1802 INSPECTION [ ] FOUNDATION 1ST [ XFINAL PLBG. [ ] FOUNDATION 2ND [ ATION [ ] FRAMING /STRAPPING [ [ ] FIREPLACE & CHIMNEY [ ] FIRE SAFETY INSPECTION [ ] FIRE RESISTANT CONSTRUCTION [ ] FIRE RESISTANT PENETRATION [ ] ELECTRICAL (ROUGH) [ ] ELECTRICAL (FINAL) .� - / REMARKS. 1--8--a C� I L i u DATE ( � INSPECTOR A��nl i �o�,�oF soulyo� TOWN OF SOUTHOLD BUILDING DEPT. 7654 802 INSPECTION [ ] FOUNDATION IST [ ] ROU H PLUMBING [ ] FOUNDATION 2ND [ ] SULATION [ ] FRAMING /STRAPPING [ FINAL [ ] FIREPLACE A CHIMNEY [ ] FIRE SAFETY INSPECTION [ ] FIRE RESISTANT CONSTRUCTION [ ] FIRE RESISTANT PENETRATION [ ] ELECTRICAL (ROUGH) [ ] ELECTRICAL (FINAL) [ ] CODE VIOLATION [ ] CAULKING REMARKS: DATE INSPECTOR Richard and Rosemary Viets 1570 Jacobs Lane Southold, New York 11971 April 8,2014 Town of Southold Building Department Re: Final Home Inspection This is to certify that I Richard Viets(Homeowner)will install ground cover on the above named property .As requested by the town inspector I am forwarding this letter. Thank you APR 14 2M4 Richard Viets BLDG. DEPT, TO'VVGi OF OUTHOLD Karon Miranda Notary Public,State of New York No.01MI6161908 Qualified in Nassau County Commission Expires Feb. 26,2015 1' 1 i • • � • 1 1' - ---- ------------- A � INSWATION PER N.Y. STATE ENERGY CODE 5 wig ADDITIONAL COMMNTS PAW �' ' � ' n /� �� .�i �� .. � ' r_;►_���Cis 'TOWN OF SOUTHOLD BUILDING PERMIT APPLICATION CHECKLIST BUILDING DEPARTMENT Do you have or need the following,before applying? TOWN HALL Board of Health SOUTHOLD,NY 11971 4 sets of Building Plans TEL: (631)765-1802 Planning Board approval FAX: (631)765-9502 / Survey SoutholdTown.NorthFork.net PERMIT NO. � O/ Check Septic Form �r /� N.Y.S.D.E.C. D � � `� I� �J EioPermit Examined 20_ Storm-Water Assessment Form MAR 12 2013 Outset: Approved 120—P 20-P Mail to: Disapproved a/c BLDG DEPT. TO!Po'iv OF,OMjHOED Phone: s i(,. -39Y- l o q ro Expiration 20 1 Building Inspector APPLICATION FOR BUILDING PERMIT Date ,20 INSTRUCTIONS a. This application MUST be completely filled in by typewriter or in ink and submitted to the Building Inspector with 4 sets of plans,accurate plot plan to scale.Fee according to schedule. b.Plot plan showing location of lot and of buildings on premises,relationship to adjoining premises or public streets or areas,and waterways. c.The work covered by this application may not be commenced before issuance of Building Permit. d Upon approval of this application,the Building Inspector will issue a Building Permit to the applicant.Such a permit shall be kept on the premises available for inspection throughout the work. e.No building shall be occupied or used in whole or in part for any purpose what so ever until the Building Inspector issues a Certificate of Occupancy. f. Every building permit shall expire if the work authorized has not commenced within 12 months after the date of issuance or has not been completed within 18 months from such date.If no zoning amendments or other regulations affecting the property have been enacted in the interim,the Building Inspector may authorize,in writing,the extension of the permit for an addition six months.Thereafter,a new permit shall be required. APPLICATION IS HEREBY MADE to the Building Department for the issuance of a Building Permit pursuant to the Building Zone Ordinance of the Town of Southold, Suffolk County,New York,and other applicable Laws,Ordinances or Regulations,for the construction of buildings,additions,or alterations or for removal or demolition as herein described.The applicant agrees to comply with all applicable laws,ordinances,building code,housing code,and regulations,and to admit authorized inspectors on premises and in building for necessary inspections. (Signature of applicant or name,if a corporation) 0"lift address of"phca nt) State whether applicant is owner,lessee,agent,architect,engineer,general contractor,electrician,plumber or builder ocADneC Name of owner of premises t C w-cj J l (As on the tak4oll or latest deed) If applicant is a corporation, signaturF of duly authorized officer (Name and title of corporateofficer) Builders License No. CICja' �A°YL" P/ ems'►�� � 1 Plumbers License No.--39,747/2- - rn Electricians License No. 2-20— Other Trade's License No. 1. Location of land on which proposed woA will be done: / 6 h / f 11 S A 1 House Number Street Hamlet County Tax Map No. 1000 Section 75 Block Q "7 Lot Subdivision Filed Map No. Lot 2. State existing use and occupancy of premises and intend9d use and occupancy of proposed construction: & Existing use and occupancy V-O-CCL-4,0lQ-44-G� b. Intended use and occupancy 5n 0 -) na" ltm-v'� 3. Nature of work(check which applicable):New Building +� Addition Alteration Repair Removal Demolition Other Work (Description) 4. Estimated Cost Q( 6) , 000. & ) Fee (To be paid on filing this application) 5. ,if dwelling,number of dwelling units ' Number of dwelling units on each floor If garage, number of-cars—p Y�- 6. If business,commercial or mixed occupancy, specify nature and extent of each type of use. /j 7. Dimensions of existing structures, if any: Front /1 � Rear Depth Height Number of Stores Dimensions of same structure with alterations or additions: Front Rear Depth Height Number of Stories 8. Dimensions of entire new construction: Front Rear Depth yZ Height rZ to J= Number of Stories 9. Size of lot:Front /b o Rear epth 0 10.Date of Purchase Name of Former Owner ]] 11.Zone or use district in which premises are situated ; d jr-1/I J ,d 12.Does proposed construction violate any zoning law,ordinance or regulation?YES NO 13. Will lot be re-graded?YES NO /Will excess fill be removed from premises?YES NO t,`� 14.Names of Owner of premises Address Phone No. ed Name of Architect S•!-e ye d _ Address `t ni�'r`raap r�rtru �e/efk 'hone No _ (1, Name of Contractor't n- Address o? / v r,,cpm u-P Phone No. Q&?-7616 i4�, 5�,�-K��„�p�un A4 /1 99-2 15 a. Is this property within 100 feet of a tidal wetland or a freshwater wetland? *YES NO * IF YES,SOUTHOLD TOWN TRUSTEES&D.E.C. PERMITS MAY BE QUIRED. b. Is this property within 300 feet of a tidal wetland? * YES NO * IF YES,D.E.C. PERMITS MAY BE REQUIRED. 16.Provide survey,to scale,with accurate foundation plan and distances to property lines. 17.If elevation at any point on property is at 10 feet or below,must provide topographical data on survey. 18.Are there any covenants and restrictions with respect to this property? * YES NO * IF YES,PROVIDE A COPY. STATE OF NEW YORK) SS: COUNTY OF ) being duly sworn,deposes and says that(s)he is the applicant (Name of individual signing contract)above named, CONNIE D. BUNCH Notary Public, State of New York (S)He is the No.01 BU5185050 (Contractor,Agent,Corporate Officer,etc.) Coror iw= 'on Expires April 14,2Q�o of said owner or owners,and is duly authorized to perform or have performed the said work and to make and file this application; that all statements contained in this application are true to the best of his knowledge and belief,and that the work will be performed in the manner set forth in the application filed therewith. Sworn to before me this day of _20 Notary Public s ure of Applicant Aug 10 13 07:56a Anything Electric Inc 631-589-1334 p.1 � �- iu- iv. i4.ua 58y1334 : ff l; 1 115NT soUryo� Town Flan A,nicx �t �i 1'c�cnhc►�x(G:i!)7G5 1ROY 54375 Main Road "00l *lin P.U.Mr IJ7.9 roger.richertv SO'�od.n .0 S,wUwid,NY I W71-0959 r° LiUIL,DING DrPARTNIW11- TOWN OF SOUTHOLD APPLICATION FOR ELECTRICAL INSPECTION REQUESTED BY- Date: /g S Q 3 Company Name: /c��.�,f;� / Name: oicJG ! Of License No.: d / Address: Phone No.: Q- j ! - `3` - /3 3 y ` l0 3 J08SITE INC=ORMATION: ('`Indicates required information) *Name: t1j` -., � -T *Address: / 5 70 �7 A C d b f / *Cross Street: *Phone No.:- L/ _ /o el- Permit No.. zqo Tax Map District: 1000 Section: Block: Let: "BRIEF DESCRIPTION OF WORK (Please Print Clearly) IU-e 4J 2 a o 157 07 O ��_--.S-�-f^U� c.,.-e-- (Please Circle All That Apply) *Is job ready for Inspection: YES 1� Rough In Final Vo you need a Temp Certificate: YES NO Temp Information (If needed) *Service Size: 4V90 3Phase 100 150 <� 300 350 400 Other New Service:j Re-connect Underground Number of Meters /Change of Servic Ovefiead Additional Information: PAYMENT DUE WITH APPLICATION Ar-e- -e -99 fie-/,,7 -_ a uest for InspeoGon Form �' h�1 �- jc/tl0 ct/ 1 fc•-t/ /✓1 �C f Al e /C T l 00 hqp://n)F-seuMd.civicplus.00mDwumentCenter/Home/Ytewl4b ' Town Ot Soiuthoid - chapter 236- St "Unna ter Manageiment SWPPP-Sty Water Pollution Pi evendon Plan Feilm MMAL MUORMiAMON:(All R ue*d Informationis R for a Com *A MIAM owe..-A@W .raw MmbC l hep.aroaeMsranar.ae OM M-9 r Aft— I r7o BBlfD�IIpdOm Otl�OaMiYC�Oa�i�^ry.+w �� 8>h>IEkSs+w�aawd�OrSagweroea[�a�u�6a�Acdeiia �.rrs4e.«t�e�.,.w�ir...�M...�.+/fM►�a .��.�'�t� __.�.� .�i�. _��_ ' urs -P -70101 w-a A u lstl _ PN1f�rA)_ --- Y.a.drww.s ax i window t� � ToWAweolAt TaMMMOrt1MCM*ft F"IedFlaorle I,e �A�bl6eiYlACIVASIMOM 4 � -.._ Jf/Afro_. .----------------- W-1,A—* .......__...----_,.«--rW-1w-1 P0MV01" Joe*. soft -_.------_----•._ ---_.. --------- ---------- *___ WM� *aP)or�awn _ _....__..__...-__._..._.._-..__ A+O� ns Daft Vo CwM ? � W ----_-----------------------..__-----.. ------ --------------I------­­­­—----------- �. a. Dass to Applkrarrt haws a fwd Isspedor On Slrtf7oCondwolomReqosdMrpactlora7. IZI fin- tt�t�. araaa�imsfr�l�w�r#�w�wlmrrw�rwawralrlww. �. b Doss the MOM WIN%HM Frwluentq I*8M Mspectiorrsw00cavandtbrWhetPwiodofihns? ws !b _ � -__� ___-----------.- c. Daws ft SItM,Adoq�relely Wet*M T*fAp ry i srWv Psmrrnnt Bot 8Mbdzdm l/eeweaa? Yas lfia - _ d Dow ft3WPPPAdequatstyMvfteComplass Q - - -------- ---_._.. ____-.- -------- ProJaot Phastnp Plan I - . ' Ira no arrow a e. -Does the•SVVPPP InAdde AddlkM 3Rs 9Psohlc FesoNceaklretlblM6siAlbadiaFmfeotWilerCAN*? L Flat 1%Apppeant lipbr Med a tbmpldad tM No** Tweal I OMMO mW MIMP Acceplerm Fbm for Rarlaw l byOwTownol0ou6 041 sa S"1 AT7 OF NEWYORK. o lZ COUNTY 01F. ...SS ...................treing dh*swan,deposes and says drs.he/she is du app RWP=* And drat! is the ........ ...6eL{sa�c..l{i� .�r..�... ��on�adw Agei�4 CoipoiAM�r. "j.............................. Owner anWor rept8witative of the Owner or Owners,wad is duty audwrized to perform or have perfcamed the sand work and to make and file ibis application;dat all smiemcnta oantairted in this apjAcauton are am to die best of his knowledge and belief;and drat the work will be performed m the aranner set fmffi in the application filed herewith. ! Sworn to befoae me dw .�.../Y -day of...». f•�.........._.r_..,20413 .... ' "^.... Notary ..s:� �f.?c.��:.� .............._........................... ...�... .. ............ am�u»edaow.�•o SWPPP,Asssssnaut FOM 03.12 DONALD E.McKAY , Notary Public,State Of New York 11 3 of7 No. 4517282, Suffolk Coun y 3/13/2013 1:10 PM Tsrm Expires 3/18/20 T.O.S. "SWPPP" Preparation - Chapter $36 For Department Use Only: � StormWater Pollution Prevention Plan sc.T.�. : �' dyn t 1- Review Checklist Checklist N 1 1w3bw SOW= NOW -Lai REQUIRED PINFORIMATION AND IMPLEM NTATION AIL$: 1 i F i Ian Shoot Does the SWPPP Adeguatet Provide for and/or N►dleaEo the Follow) 1 YES 1 NO N.A.,Explanation for NQ or Location(pg.S) - — 1, rahiage ons&mormwater a on--9- 2. C lion Phasb Plan indicating Se of Conetru Activities. _.._ ......... oruJtru._. ii coon 1 ___. .._._. _9� ._.?!9P°!8d __._.__...._._..-..-•---___ .,C-7, , ,�_...._ vlF�GLa,a,?,._!�_. �. .� 4. Dralar�ge Site Plea brawn to Scale at S xt�r_(841'i teat b the,Ingh or isrSer Indicatlnp the Follogdr ; i®+Q i , - C15-11 __._._._. •_....__.._. __._._.._..__{__ Q,11/Cp��� y i r..•_•_.._.._•_.._...•,_..._.._._._._........•......._._......._._._.__.._...,.._._.. __.__.._. ._._.......,..._ PRO ft b. I 1 f c. E � AN >a and/or Man F Made res On and wghin 'of the-P- reB n d. Test Hole Data IndicadrtS 3oi1 greracteristks Z4 Depth to 9eaeol High Water Table;_...__' a�� 1�� _._._.._._...__._ ,........-._...._._.__._...._......_......._______._.........._...._....._....__..-.......... e. Contours Indicating Properly Elevations Shun.TJ; _.___._..__ _ }C;a f. Spot i�arede dl-Fli�fsh Floor Eleva�ais for pct and Pro Stn,atures: _ 1 1 9• Locafior+ofi ►ooded7lreaa 8ls`o`IaTt`ed fir'eea Wa Ml lfiiim Ofinerleiun of fits`blerrieter,' �+�,( _ _•._....._.__._, _ _.. _...._-_........---._. �:"'9o�l�onaenagon bCsfrio[Si Sanrey. _-.117 fes;_. ?a.Q T-__� _ �2 _._.........,........__........._.....•.............•_.-.._._.._.._._._...._...._._.._ 5. Background inior►patfon about qte Scope of the Project,Locxrl6on&Desaiptian of the Silo, �IQ 1 P%posed Ohanges to the Site and All Existing DevelopQngrt on the site Inducting @te FoNoWing•_i = i i .....-_._._.-........._._._..._._......•_..• ....... .•..•_.e:...l�N_impaa.VSrtler�1FtS�ldill9�9�11.9ts&.911�,�ft�. l�1tu.1Q@.$r T. �.. �_...._._.._._.._....3�;Q i��,__._........._._...._...._._.__..___...,__................_.__........____.,.._......-----.._..,.........._•_._._.._.__ b. All Excavation,Filltng,Stopping&Grading Proposed and IdentAed asto depth,Volume _._......... _.rlel►rl� M oita lR9lbk h_ __.__-----.._..._..__._.__._._---______.__....-...._._..---_ —___.._._...._...•...__._.___.._._._____.•_.._._.•...._..._•_ __ •_.. _ _•..._ c. AEi Areas Req_ulri.V CJand/or Grubpin9L._.__ _..___...__.._.. _. _._. .._._. _,...� Lam!�7�Q�__......_._.._...•.._-•---....._._.._.............. -_...._._.- _..._._._.. .......__...._...._..•....._._.-- d. AN Arms Where Topsoil is to be Removed,Stodcpfied and where Topeoil will ultimately a. All Tom mry&Parrrmnent VousUfflon to be Placed on She• t i....._...._...•.._._._._,_.......•......•_. ____ _......._._. _.. . .:__. _.._ ii __._......._..__. f. Ali Tem &Perrmanent Storm Water Rurio�F BM(P Control Measure6 P --_._._._..._......_....__.._.....-- _ ............_._.._...._ g fits An�patet Pattern of ib`urFaoq brafriape Du�in LPedods ot�t�eak _ _ _ fi.�Ti►s Location o�alE Roads,Drlvewaya,3i�ewaika,F atbs,�truc:turres,G$I�ips lL b�het_._._._._.� 1 � � .._............_._.._._._._._.._._._•_•_.._._. _._._. ._.._.._.._._...•. ......_.. __.__.........._._._._ provomonts. emcueiry _. a_ nsduWcn @ :._._..__:_ . ... , a ' i i_- - - ..............•....._-- _._._...._...._._.............. _ -- .._._.........•....- .. &Stormwatpr Runoff Control Moasure6. a,cz�' 7� pnoofFO-" iPrevegty-m weureq,tiLnailbelmplemenYo- w. I��� i __ ._....»_----__.. .. ,»..........___._...._._» .. __...___... .._._ 8.»A Description of the Minimum Eroslon&Sediment Control Practices to be nkat%and/or r M I w j t Itrc,ented for goych construe ton Agri_ ) result bt Soli Disdulylance. _____.__ Fz" i 9. Dg8-01-0n of_Cor�siructlpn&11 astie E>g i d V j*__W d O�SNe 1A.w Temporary A Permanent Soil StabjzaUoir Pian that meets the Current Vosim'of the s 1 : , Now York Mate Storm Water basin Mamud Tedi OeM Standard ;�I .i _ 11.�GenetdBtbpPlattend_C_Qr1_sbnx OriOrawk forth�Pro�ec• __ „»,_.»_---- ._ ____ 4- 12. D.slons Metaritai oft&Utallatl�n t)etaltglor A�Eroal�rl d;S�idirrier Cor1601 Preloes i i _ _ -_--_ ___ 13.M Tmingorary�th� iyum ComaRed b Pemtariant contrd�Maa res_ »_»_. i�;� '_ 14._1m_plgmentaton Salmduli for Staff Temg�rar�r Erosion ConErd Piacii or BMP._ 1®'�,]' 15._Maintoriance 9ctredule id Ensure Contnuous&F_fAactive Tori d�rision 3_ _�®.;� i ;'_ ..___.,•_.»..,.»,. . _.._, _...._... ,. .. __.,.m„........ Sedmertt Cordrol Precom '18.�Names of Poletii[ed Swf'aoe Wgteri o�t�i� ' ' ' ' .._. _...,.___.__ ................_.. e Stats oP New York endax M&41hat maty be______. ' i 1 ' In�acted!�l Deve!oQn+er+t• .. ,. _a�;���i..�M S� .I.�c��___.........!��. ........... Delineation of t3tgm lhlaf Control Plan hi lemeMaicii-F es------- �ladspert ofthe_ ',.,.,,ter � � _ Project or lruct-ImShe. _ _-" v' (�li�lr---___-__.. »,„__.....»_._._Y__._.,__... »_._ .._ -_w..._..�.... Allo ar F A Deter teat l�es<xibes 3torm�YVater Rtirwff e'nd/or NahirSl Clrstne s 1B.~Identlk�tion of NI ntrac3or(s5/SutE•Contractor(s} Res'poneibfa for tr sling,Conabuc”. In and Main i the Erosion&Sediment I Prictces. ' Storm Ater Ma gement Control Plan Chooldist 9 1 1 03-12 STEPHEN ROSSETTI ARCHITECT 28 TURTLE COVE DRIVE SOUTHAMPTON,NY TELEPHONE:631-283-5352 March 27, 2013 Town of Southold Building Department Re: Viets Residence PO Box 1179 1570 Jacobs Lane Southold,N.Y. 11971 Southold,NY Dear Pat Conklin, The platform for the SUP- entry will be 36°'x 36"with steps to grade per your request. CM�o Sincerely, Stephen Rossetti Architect P 'Q7 ^A \z - 1 2013' 5CaG. DEPT. iC1111] f SOUTHOLD SO�Tyolo Town Hall Annex Telephone(631)765-1802 54375 Main Road Fax(631)765-9502 P.O. Box 1179 G Southold,NY 11971-0959 ; ��yCOUNTI BUILDING DEPARTMENT TOWN OF SOUTHOLD April 28, 2014 Richard & Rosemary Viets 2160 Poe Avenue East Meadow, New York 11554 RE: 1670 Jacobs Lane, Southold TO WHOM IT MAY CONCERN: The Following Items(if Checked)Are Needed To Complete Your Certificate of Occupancy: Application for Certificate of Occupancy. (Enclosed) Electrical Underwriters Certificate. A fee of$50.00. Final Health Department Approval. Plumbers Solder Certificate. (All permits involving plumbing after 4/1/84) Trustees Certificate of Compliance. (Town Trustees#765-1892) Final Planning Board Approval. (Planning#765-1938) Final Fire Inspection from Fire Marshall. Final Landmark Preservation approval. Final inspection by Building Dept. Final Storm Water Runoff Approval from Town Engineer BUILDING PERMIT — 37901-Z New Dwelling EASEMENTAND.ORSLBS—CE CERTIFIED TO:ROSEMARY VIETS LOT AREA:40.;)00SQ.FT. =0.918ACRE �"°`" ' `°�°°" UNRECORDED ARE rgTGwRANTEED RICHARD VIETS MYESS PNNgCALL VEHDENT AIME q ELEVATIONS F EREON REFER TO APPROX. NA VD 1988 ED GDR EN S N/T rNE orssET,a+wuENsronsl sNowN 'PRovE�"Rr`vu�NEs P{ER T IANO Uff AND THEREFORE A/tE NOi,uTE OED TO GLIDE THE ERKiroN OF FENCES RETaMNG WALLS POOLS P—Os RANTING .RE.S ADwnDNG TO BG,�D,NGS JOB NO.:2012-211 ANp ANVOMER LONSrRLCrK#1. Q� MAP NO.:5599 SLRNErISANwAnOU OF r secnDN iioe oc n.E NEw roRF srAiE EwDAn�uw FILED:JUNE 4, 1971 -�- CORES OF Tw5 SURVEv MAP NOr BEARING �r_ EUNDSW EORS,NEDSEALDR REVISIONS: Q 'J.� � �EMBOSGED SFAL SNAU NOiBE CON50ERED / V l:•. �/ J� FTOBEAVAUOnnECOPr �V CERiI CAnONS,N C—DHERONSHALLRUN PREP. FOR HEALTH PERMIT 12/10 201 ` TOP EL 17.0' \ w N OnEPERGDN(G,FORwHDM HE3DR EN REV. TO 5 BEDROOM SYSTEM 2/0 /20 ` S PREPARED AND ON HIS BEHAIF TO i11E 1 uENaNG,NsnrunoN usrm HEREON.AND 'nitE COMPANY,GOVERNYEJ?Al Af£NCYAND � /} DKBROWN UnONCERnHCPT54RENOiTRNSERA&E e OL SILTYLOAM4-1 io°wN'p01"rroN.u,Nsnnmays ae suasEo�Ni �_J sail w V Q° �� �• / ROoo ML BROWN SILT 0 o 0 D sRr` oz.s oQ� ;,.. O�QU. � t �'Y ��LJA2 PALE BROWN °/ ?'� �' ' +\20 OS�N,Q�✓� SP FINS TO LICENSE NO.:050363 O HANDS ON SURVEYING JA`? 4,y ,,t'' \ \ �FFNc .q GIWATER Q°5�°;�e1 , ° �V� O I \ +F SSyO ----- I S EL 2.0' ��'a c, �F10 *N WATER IN PALE 26 SILVER BROOK DRIVE N + �N/ SP BROWN FINE TO FLANDERS, NEW YORK - MED.SAND W [ 11901 TEL:(631)-369-8312-FAX. -369-8313 MC DONALD GEOSClENCE ARTIN D. HAND L.S Q MARCH 10,2005 \ \ ^� `O -- ------v A, 40 9TF,Q o9"s I \ 1 / I � O O BOO 40 aQQ0 40((j liy�FF,ycF / R- ,;���`� FSE EIVED sFR� DoT OppA s oL�v�P ��' S RVEY OF 'c //I-�p� pp / PERM CUNTYDEPARTMENTOF LOT ZZ y'O�i FO RF tT FOR APPR©VAC of C©NSTRGCLfO SERVICES FEB 6 2013 SINGLE F .N F MAP OF �" �R A S!lFF.CO.H LTH SERVICES c���F� °S °s' AMILy RESIDENCE QN&y FOR OFFICE OF W STEWATER MGT. LEEWARD ACRES AT BAYVIEW DA're / // PPR (� H.s. REF. � ccG,, SITUA TE A T �� Boa ��� -9BAYVIEW /QO TOWN OF SOUTHOLDIV 4 S��P R Muhl 0� O SUFFOLK COUNTY, NEW YORK �Q-��; EXP'RE ,.��, .C.T.M. DIST. 100 EC. 79 BLK 7 LOT 31 _ 5 J yEAP �q wPds F20 10 0 20 40 60 80 100 120 140 160 180 0 v,4. SCALE: 1"=40' DATE:OCTOBER 8, 2012 S.C.D.H.S. ENDd RSEMENTS LOT AREA:40,000 SQ.FT. =0.918 ACRE SASEMEvi ANDgN SLBSIRFACE —� CERTIFIED TO ROSEMARY VIETS � ����°�G�AN,EED ELEVATIONS HEREON REFER TO APPROX. NA VD 1988 ,"E°���.E�DEN.r RICHARD VIETSNE '941 6 wET 1.NO uGE AND T16tEFORE ANE-NOINTENDED rocuDE nE EPECTN)N OE FENCES NETNrpNG v'u:rnDlro JOB NO.:2012-211 �E`n N}RHDF 4ATEU UCKNQNAD pnE DN MAP NO.:5599NSr.MEwFILED:JUNE 4, 1971o� EDI2ADON UW REVISIONS: roE BE I co vv reE ca+sDERED / 1+ AND ;S R. TESTHOLE DENT ADDNSINDICAEONERDNSNALL"� PREP. FOR HEALTH PERMIT 12/10 12 �G ,jF ;FA sA 'TM REV. TO 5 BEDROOM SYSTEM 2/0 0 'i �P ,` °` ASAyq�T TOP EL. 17.0' A AS GNEES OF THE fENpNG L�(```/ O� ' \ \``•` R/`�`YqV OL SILTYYLLOAM Lrow Ena a�Nu rcisn°Mu:as rn�s iEriT I `'l'I=,' V °pogo-\ pR o ML BROWNSILT rO, � 2.5' V Z 1 o�� A �P \oQ��; X35 +" -44,10141,O SP PALE TO MED Q ti 20— �,000/' �� ��� }HA `S-9tiG�'o SND LICENSE NO.:050363 5s AZ (I / J ��� ; \\ \ \"+F �ssiy0� ----- 15, EL 2.0' R HANDS ON SURVEYING d EL 2.0' 26 SILVER BROOK DRIVE WATER IN PALE SP BROWN MED.SANDETO FLANDERS, NEW YORK . E 11901 21' TEL:(631)-369-8312-FAX.-(631)-369_8313 Q > MCDONALD GEOSCIENCE MARCH 10,2005 MARTIN D. HAND L.S \\ I O 4O ,\O \ Al� v'�� S RVEY OF .S�c��/c�02"�A T2� ��Oo� /� c� s P FOL �UNTY DEPARiR9LNT OF HEA LTIJ ERMIT FOR APPROVAL OF COPdsTRUC IO FOR rc , REC VED LOT 22 ei'�Fo RFp MAP OF SINGLE FAMILY RESID"' 0��� a lick �" Oma.-,�yS,• qT�� FF9 01 2013 LEEWARD ACRES A T BA YVIEW DATE H.S. RAF. t c�. 4cl, �1 SERVICES SITUA TE A T �.. APP � D _ 00� �` 'NASTEWATER MGT. BAYVIEW oA oAc�° 0n IMum OF O TOWN OF SOUTHOLD BES v Rn O SUFFOLK COUNTY, NEW YORK �Q-�; E pIhES : a,rE FEAR- T.M. DIST. 1 OOSEC. 79BLK07LOT31 \ �QJ� .a�«y °i EOAPr O'T4► /v 0 10 2 0 20 40 60 80 100 120 140 1.50 180 "— F SCALE., 1"=40' DATE:OCTOBER 8, 2012 S.C.D.H.S. ENDORSEMENTS LOT AREA:40,000 SQ.FT. ==0.918 ACRE EASEMEVTAND°FSUBS RFACE CERTIFIED TO:ROSEMARY VIETS BTRLGTWES FEOORO®DR A�EGw�A"ENDrG°�ANE RICHARD VIETS LNLFSS P" EE YSILAurET GUARAT �. nMEOFsurrvEr ' n¢w�FSErm"wws.•wNsl sNowN • NENEON UNES ESTRLGA ro nlE F"oFE"rYUNESAFEFonA srmu7c RFIPOSEAND use AND merreFONE AItE rarINTENoeD ro cuoETne EREcnONOF PAMS NETAIAANG WALL$FOOL$FA1m RANTING SANITARY TRIANGULATION DIMENSIONS ANA$ADD"'0N5'°B`wNG. JOB NO.:2012-211 AND ANYOTM6t cONSiR1.GTWN. S.T CPI CP2 MAP NO.: 5599 \ ro 11US SURVEYISA VIwA/10N OF CORNER A 45' 58' 46' '"uw �A FILED:JUNE 4, 1971 O°RESOFTMSSLRJEYMAFNOrS NG CORNERS 26' 33' 40' REVISIONS: BO5D ro BEA VMDnn O . >� PREP. FOR HEALTH PERMIT 1211012 DER RCAnwVSIADDA IDNERONSNALLRU REV. TO 5 BEDROOM SYSTEM 2104'13 �e Ib CE � 9eFORe+"Aii 01ArorN LENaNG NS"TITU/ION u ' y Tm NE"EDN,ANOANO FOUNDA TION L OCA TION 7/16/13 A y'�T rvn'"wv.c nir°FwraiHeANONCINs o FINAL SURVEY 11/4/13 , ` / p?Q q O .AEC 2 6 23 Jns 0.WEALTH SET1 LICENSE NO::II50 63 ` Q; �• a A c r M EWAT_.;,` t �iH`"�,"�F� a i'f WASI E TT�� yp �o HANDS ON SURVEYING 26 SILVER BROOK DRIVE N � � ,�za;+ FLANDERS, NEW YORK M E 8 �� 5 c�ON CoA °°,,° "�,�y " TEL:(631)-369-83129FAX.-(631)-369_8313 ° ARTIN D. HANL. Q� y N � 6'jo`2°'p� �hd F" �4S �Oz \. �O A,, (- .' D `OT�� sr� pA /�`Vc I UFFOI.K C( :'dry OE-s�KTtyIE'VT OF FicA!Tt:'.S£FN}CE$ S RVEY OF LOT 22 � � AP��:;' pt C?F :7�dSTRt;CTED WOR#Gai�dR F RFS A SINGLE-C A►A!Ly,.<_SI')ENCE MAP OF " r °5 4s• ( Date am D ?Oti Pef. No. 910 - I •0 01),6 LEEWARD ACRES A T BA YVI EW ` " S an� r:� -No Fs at�,�► ,hm bee TE A T lM'Ui;, -;'�i?�G` SITUA _ ' ",� � t~:c.:a�sfado►yFOR A1►IAXIai;,�+':�; 4S. BAYVIEWZ '� _ TOWN OF SOUTHOLD v� _ �Q SUFFOLK COUNTY, NEW YORK "Jzti2r w. O" 1 S.C.T.M. DIST. 1000 SEC. 79 BLK 07 LOT 31 20 10 0 20 40 60 80 100 120 140 160 180 SCALE. 1"=40' DATE: OCTOBER 8, 20.12 E" ENA S CE CERTIFIED TO:ROSEMARY VIETS LOTAREA:40,600SQ.FT. =0.918ACRE SRC 490 RECO N®OR RICHARD VIETS W1E55 PHYSILALLYENDCM ATTHE ELEVATIONS HEREON REFER TO APPROX. NA VD 1988 —EO S~R nIE OFFSET NR pNENSlON515/9wN NEREON FROu SNE STRLCTUVES ro THE PROPERTY UNES ARE FOR A SPELIRC pARf V SE AN01/SE AIIO T 1EFFFME ARENDrINTr DEDro6UDETNE wwa� PPAAMA PwA'mN'NG AREAS ADaTIDNs roeulaNDs JOB NO.:2012-211 AND ANYOTNER CONSTRUCTWN. mw s sL tEo.uT'TNERAnpv oa ADpnoN MAP NO.:5599 jGi SECTION I E NEW IMA STATE �� AnDNUW FILED:JUNE 4, 1971 cO EsO ms SURYEYMAPNOTBEARING REVISIONS: �ERED SAND S QP °W"—D-LE PREP. FOR HEALTH PERMIT 12/10 20 5� TESTHOLE DERMiCA11(WSINOICAFDH6OVSWLRN pON,q ° l ' °sPvAnTMEmA'ENDWsron�EES E' REV. TO 5 BEDROOM SYSTEM 2/0 �O J °` gspy TOP EL. 17.0' �� s A� s �-,l- q�To ro NEA59GNEESOF HE F DING,NSR. FOUNDATION LOCATION 7/16/201 Q, DK BROWN Tvnay.csmFx:ATroNS ARENDr 11GNSPEIU%E ;:V ^ 7• ` ' �L•yY U OL SILTY LOAM oWS�'AI INSRTI/IIOVS OR SIA95EOIIENf _ _ ' �./ NIL BROWN SILT A n (�/ O 8 2 5' CSS V � `��� OF NES �+ - ' \4N b O�C,OQ-� `Nz'f `OT SP PALE TO MED `� �Q�lAQ ��• \cNq SAND LICENSE NO.: 050363 N�` _____ 15, EL 2.0' R HANDS ON SURVEYING T 1 fid' EL 2.0' o- d ��� �F`` \}NID +/ WATER IN PALE 26 SILVER BROOK DRIVE co SP BROWN FINE TO FLANDERS NEW YORK MED.SAND 11901 E VO J� d zr TEL (631)-369-8312-FAX.•(631)-369-8313 MGEOSCIENCE ARTIN D. HAND L.S MARCH 10,2005 �'s• N d F Noss COQ ^�O OffO4Qffrr O� �O �,� J J) pQ�C) N,1-F BOO �� S RVEY OF ° �P LOT 22 RF MAP OF � __-_ - ---�I FN R os.°a• • 11 S 'I Cz LEEWARD ACRES A T BA YVIEW _- SITUA TE A T JUL 29 20 BAYVIEW TOWN D OO SUFFOLK COUNTY, NEW YORK uPT. C T.M. DIS 10 EC. 79 BLK 0 LOT 31 �oUTHOID F 20 10 0 20 40 60 80 100 120 140 160 180 SCALE: 1"=40' DATE:OCTOBER 8, 2012 New York State Insurance Fund Workers'Compensation&Disability Benefits Specialists Since 1914 8 CORPORATE CENTER DR,3RD FLR,MELVILLE,NEW YORK 11747-3129 Phone:(631)M"300 CERTIFICATE OF WORKERS' COMPENSATION INSURANCE ^^A^A A 113573648 TURN-KEY MODULAR HOMES INC 24 HARRISON AVENUE SOUTHAMPTON NY 11968 POLICYHOLDER CERTIFICATE HOLDER TURN-KEY MODULAR HOMES INC TOWN OF SOUTHOLD 24 HARRISON AVENUE P.O.BOX 1179 SOUTHAMPTON NY 11968 SOUTHOLD NY 11971 POLICY NUMBER CERTIFICATE NUMBER PERIOD COVERED BY THIS CERTIFICATE DATE 11346626-3 433766 02/20/2013 TO 02/20/2014 2/28/2013 THIS IS TO CERTIFY THAT THE POLICYHOLDER NAMED ABOVE IS INSURED WITH THE NEW YORK STATE INSURANCE FUND UNDER POLICY NO.1346 626-3 UNTIL 02/20/2014, COVERING THE ENTIRE OBLIGATION OF THIS POLICYHOLDER FOR WORKERS' COMPENSATION UNDER THE NEW YORK WORKERS' COMPENSATION LAW WITH RESPECT TO ALL OPERATIONS IN THE STATE OF NEW YORK, EXCEPT AS INDICATED. BELOW. IF SAID POLICY IS CANCELLED,OR CHANGED PRIOR TO 02/20/2014 IN SUCH MANNER AS TO AFFECT THIS CERTIFICATE, 30 DAYS WRITTEN NOTICE OF SUCH CANCELLATION WILL BE GIVEN TO THE CERTIFICATE HOLDER ABOVE. NOTICE BY REGULAR MAIL SO ADDRESSED SHALL BE SUFFICIENT COMPLIANCE WITH T#41S PROVISION. THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION ONLY AND CONFERS NO RIGHTS NOR INSURANCE COVERAGE UPON THE CERTIFICATE HOLDER. THIS CERTIFICATE DOES NOT AMEND, EXTEND OR ALTER THE COVERAGE AFFORDED BY THE POLICY. NEW YORK STATE INSURANCE FUND �a U DIRECTOR,INSURANCE FUND UNDERWRITING This certificate can be validated on our web site at https://www.nysif.com/cerUcertvaLasp or by calving(888)875-5790 VALIDATION NUMBER:243118045 U-26.3 IN I REScheck Software Version 4.4.3 Compliance Certificate t � Project Title: #31462_000 (Job_S/N) S Energy Code: 2010 New York Energy Conservation Construction Code Location: Suffolk County, New York Construction Type: Single Family 12/11/12 Glazing Area Percentage: 11% Heating Degree Days: 5750 Climate Zone: 4 Construction Site: Owner/Agent: Designer/Contractor: Customer:Viets Builder:Turn Key Darryl Mincemoyer,Engineering Manager Southold, NY 11971 NY Premier Builders Permit# 1567 Rt442E Permit Date: Muncy,PA 17756 570-546-8915 dmincemoyer@premier-builders.com Compliance: Compliance: 18.3%Better Than Code Maximum UA:514 Your UA:420 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. AssemblyGross Cavity Cont. Glazing ILIA or or I•• Perimeter U-Factor Ceiling,Sgl sty area:Flat Ceiling or Scissor Truss 536 38.0 0.0 16 Ceiling,Two sty area:Flat Ceiling or Scissor Truss 1128 38.0 0.0 34 Wall, Front two sty:Wood Frame, 16"o.c. 769 21.0 0.0 33 Window:2-30 x 49 SL:Vinyl Frame,Double Pane with Low-E 20 0.300 6 Window:2-38 x 42 SL:Vinyl Frame,Double Pane with Low-E 22 0.300 7 Window:7-38 x 59 SL:Vinyl Frame,Double Pane with Low-E 109 0.300 33 Door: 1-64 x 80 2 Sidelites:Solid 38 0.230 9 Wall,Front sgl sty:Wood Frame, 16"o.c. 184 21.0 0.0 10 Wall, Rear two sty:Wood Frame, 16"o.c. 769 21.0 0.0 32 Window: 1-38 x 49 SL:Vinyl Frame,Double Pane with Low-E 13 0.300 4 Window: 11-38 x 59 SL:Vinyl Frame,Double Pane with Low-E 171 0.300 51 Door: 1-32 x 80 2 Lite:Solid 19 0.230 4 Wall,Rear sgl sty:Wood Frame, 16"D.C. 184 21.0 0.0 9 Window: 1-30 x 37 SL:Vinyl Frame,Double Pane with Low-E 8 0.300 2 Door: 1-32 x 80 15 Lite:Glass 19 0.400 8 Wall, Left:Wood Frame, 16"o.c. 516 21.0 0.0 28 Door: 1-32 x 80 Blank:Solid 19 0.160 3 Wall,Right:Wood Frame, 16"D.C. 516 21.0 0.0 29 Wall, Lower level stair:Wood Frame, 16"D.C. 312 13.0 0.0 24 Door: 1-30 x 80 Blank:Solid 18 0.160 3 Floor,Two sty area:All-Wood Joist/Truss,Over Unconditioned 1073 19.0 0.0 50 Space Floor,Sgl sty area:All-Wood Joist/Truss,Over Unconditioned 536 19.0 0.0 25 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 2010 New York Energy Conservation Construction Code requirements in REScheck Version 4.4.3 and to comply with the mandatory requirements listed in the REScheck Inspection Checklist. Project Title: #31462_000 (Job_S/N) Report date: 12/04/12 Data filename: O:\Premier Data\REScheck 31000\31462.rck Page 1 of 6 Darryl Mincemoyer """°M "�`" �" °":�°-w�M wM..°m..o.w.�mw.emw,cemmroew���b"dxr.Wm.ous Darryl Mincemoyer- Engineering 0640""°"6"4-01. Name-Title Signature Date Project Notes: 1-Calculations reflect only that portion of the unit assembled in the factory. Should further living space be added or finished that is not covered in the factory REScheck(i.e.conditioned basement,cape habitable area,bonus rooms,etc),a new REScheck shall be completed by others,and would be required to show total building compliance. 2-Builders or contractors may supply and install the required floor and/or foundation wall insulation. 3-For basements and Cape roofs remaining unconditioned spaces,the builder shall enclose basement and attic stairs. The walls surrounding the basement and attic stairs shall be insulated and protected with a vapor barrier. The builder is responsible for supplying all materials. 4-Houses that have factory installed ductwork in the web floor joist,the builder shall be responsible to install the same insulation under the duct as is required in the floor to meet the REScheck requirements. }t 12/11/12 Project Title: #31462_000 (Job_S/N) Report date: 12/04/12 Data filename: O:\Premier Data\REScheck 31000\31462.rck Page 2 of 6 REScheck Software Version 4.4.3 Inspection Checklist Energy Code: 2010 New York Energy Conservation Construction Code Location: Suffolk County, New York Construction Type: Single Family Glazing Area Percentage: 11% Heating Degree Days: 5750 Climate Zone: 4 Ceilings: ❑ Ceiling,Sgl sty area:Flat Ceiling or Scissor Truss,R-38.0 cavity insulation Comments: 1 sty projections ❑ Ceiling,Two sty area:Flat Ceiling or Scissor Truss,R-38.0 cavity insulation Comments: Above-Grade Walls: ❑ Wall,Front two sty:Wood Frame,16"o.c., R-21.0 cavity insulation Comments:f 2sty ❑ Wall,Front sgl sty:Wood Frame,16"o.c.,R-21.0 cavity insulation Comments:f 1sty ❑ Wall, Rear two sty:Wood Frame, 16"o.c.,R-21.0 cavity insulation Comments:r 2sty ❑ Wall,Rear sgl sty:Wood Frame, 16"o.c.,R-21.0 cavity insulation Comments:r 1sty ❑ Wall,Left:Wood Frame, 16"o.c.,R-21.0 cavity insulation Comments:I ❑ Wall,Right:Wood Frame, 16"o.c.,R-21.0 cavity insulation Comments:rt ❑ Wall,Lower level stair:Wood Frame, 16"o.c.,R-13.0 cavity insulation Comments:lower level stair Windows: ❑ Window:2-30 x 49 SL:Vinyl Frame, Double Pane with Low-E, U-factor:0.300 For windows without labeled U-factors,describe features: #Panes Frame Type Thermal Break? Yes No Comments:f 1 ❑ Window:2-38 x 42 SL:Vinyl Frame, Double Pane with Low-E,U-factor:0.300 For windows without labeled U-factors,describe features: #Panes Frame Type Thermal Break? Yes No Comments:f 1 ❑ Window:7-38 x 59 SL:Vinyl Frame,Double Pane with Low-E,U-factor:0.300 For windows without labeled U-factors,describe features: #Panes Frame Type Thermal Break? Yes No Comments:f 7 ❑ Window:1-38 x 49 SL:Vinyl Frame,Double Pane with Low-E,U-factor:0.300 For windows without labeled U-factors,describe features: #Panes Frame Type Thermal Break? Yes No Comments:r 1 Project Title: #31462_000 (Job SIN) Report date: 12/04112 Data filename: O:\Premier Data\REScheck 31000\31462.rck Page 3 of 6 ❑ Window: 11-38 x 59 SL:Vinyl Frame,Double Pane with Low-E,U-factor:0.300 For windows without labeled U-factors,describe features: #Panes Frame Type Thermal Break? Yes No Comments:r 11 ❑ Window: 1-30 x 37 SL:Vinyl Frame, Double Pane with Low-E,U-factor:0.300 For windows without labeled U-factors,describe features: #Panes Frame Type Thermal Break? Yes No Comments:r 1 Doors: ❑ Door: 1-64 x 80 2 Sidelites:Solid, U-factor:0.230 Comments:f 1 This door is exempt from the U-factor requirement. ❑ Door: 1-32 x 80 2 Lite:Solid,U-factor:0.230 Comments:r 1 ❑ Door: 1-32 x 80 15 Lite:Glass,U-factor:0.400 Comments:r 1 ❑ Door: 1-32 x 80 Blank:Solid,U-factor:0.160 Comments:1 1 ❑ Door: 1-30 x 80 Blank:Solid,U-factor:0.160 Comments:lower level stair Floors: ❑ Floor,Two sty area:All-Wood Joist/Truss,Over Unconditioned Space,R-19.0 cavity insulation Comments: Floor insulation is installed in permanent contact with the underside of the subfloor decking. ❑ Floor,Sgl sty area:All-Wood Joist/Truss,Over Unconditioned Space,R-19.0 cavity insulation Comments:projections Floor insulation is installed in permanent contact with the underside of the subfloor decking. Air Leakage: ❑ Joints(including rim joist junctions),attic access openings,penetrations,and all other such openings in the building envelope that are sources of air leakage are sealed with caulk,gasketed,weatherstripped or otherwise sealed with an air barrier material,suitable film or solid material. ❑ Air barrier and sealing exists on common walls between dwelling units,on exterior walls behind tubs/showers,and in openings between window/doorjambs and framing. ❑ Recessed lights in the building thermal envelope are 1)type IC rated and ASTM E283 labeled and 2)sealed with a gasket or caulk between the housing and the interior wall or ceiling covering. ❑ Access doors separating conditioned from unconditioned space are weather-stripped and insulated(without insulation compression or damage)to at least the level of insulation on the surrounding surfaces.Where loose fill insulation exists,a baffle or retainer is installed to maintain insulation application. ❑ Wood-burning fireplaces have gasketed doors and outdoor combustion air. ❑ Automatic or gravity dampers are installed on all outdoor air intakes and exhausts. Air Sealing and Insulation: ❑ Building envelope air tightness and insulation installation complies by either 1)a post rough-in blower door test result of less than 7 ACH at 50 pascals OR 2)the following items have been satisfied: (a)Air barriers and thermal barrier:Installed on outside of air-permeable insulation and breaks or joints in the air barrier are filled or repaired. (b)Ceiling/attic:Air barrier in any dropped ceiling/soffit is substantially aligned with insulation and any gaps are sealed. (c)Above-grade walls:Insulation is installed in substantial contact and continuous alignment with the building envelope air barrier. (d)Floors:Air barrier is installed at any exposed edge of insulation. (e)Plumbing and wiring: Insulation is placed between outside and pipes.Batt insulation is cut to fit around wiring and plumbing,or sprayed/blown insulation extends behind piping and wiring. (f) Corners,headers,narrow framing cavities,and rim joists are insulated. (9)Shower/tub on exterior wall:Insulation exists between showers/tubs and exterior wall. Project Title: #31462_000 (Job_S/N) Report date: 12/04/12 Data filename: O:\Premier Data\REScheck 31000\31462.rck Page 4 of 6 Sunrooms: ❑ Sunrooms that are thermally isolated from the building envelope have a maximum fenestration U-factor of 0.50 and the maximum skylight U-factor of 0.75.New windows and doors separating the sunroom from conditioned space meet the building thermal envelope requirements. Materials Identification and Installation: Materials and equipment are installed in accordance with the manufacturer's installation instructions. Materials and equipment are identified so that compliance can be determined. n Manufacturer manuals for all installed heating and cooling equipment and service water heating equipment have been provided. n Insulation R-values and glazing U-factors are clearly marked on the building plans or specifications. Duct Insulation: Lj Supply ducts in attics are insulated to a minimum of R-8.All other ducts in unconditioned spaces or outside the building envelope are insulated to at least R-6. Duct Construction and Testing: Building framing cavities are not used as supply ducts. All joints and seams of air ducts,air handlers,filter boxes,and building cavities used as return ducts are substantially airtight by means of tapes,mastics,liquid sealants,gasketing or other approved closure systems.Tapes,mastics,and fasteners are rated UL 181A or UL 181 B and are labeled according to the duct construction.Metal duct connections with equipment and/or fittings are mechanically fastened.Crimp joints for round metal ducts have a contact lap of at least 1 1/2 inches and are fastened with a minimum of three equally spaced sheet-metal screws. Exceptions: Joint and seams covered with spray polyurethane foam. Where a partially inaccessible duct connection exists,mechanical fasteners can be equally spaced on the exposed portion of the joint so as to prevent a hinge effect. Continuously welded and locking-type longitudinal joints and seams on ducts operating at less than 2 in.w.g.(500 Pa). n All ducts and air handlers are located within conditioned space. Temperature Controls: Lj Where the primary heating system is a forced air-furnace,at least one programmable thermostat is installed to control the primary heating system and has set-points initialized at 70 degree F for the heating cycle and 78 degree F for the cooling cycle. Heat pumps having supplementary electric-resistance heat have controls that prevent supplemental heat operation when the compressor can meet the heating load. Heating and Cooling Equipment Sizing: F-I Additional requirements for equipment sizing are included by an inspection for compliance with the International Residential Code. For systems serving multiple dwelling units documentation has been submitted demonstrating compliance with 2009 IECC Commercial Building Mechanical and/or Service Water Heating(Sections 503 and 504). Circulating Service Hot Water Systems: n Circulating service hot water pipes are insulated to R-2. ❑ Circulating service hot water systems include an automatic or accessible manual switch to turn off the circulating pump when the system is not in use. Heating and Cooling Piping Insulation: HVAC piping conveying fluids above 105 degrees F or chilled fluids below 55 degrees F are insulated to R-3. Swimming Pools: F1 Heated swimming pools have an on/off heater switch. ❑ Pool heaters operating on natural gas or LPG have an electronic pilot light. ❑ Timer switches on pool heaters and pumps are present. Exceptions: Where public health standards require continuous pump operation. Where pumps operate within solar-and/or waste-heat-recovery systems. F-1 Heated swimming pools have a cover on or at the water surface. For pools heated over 90 degrees F(32 degrees C)the cover has a minimum insulation value of R-12. Exceptions: Covers are not required when 60%of the heating energy is from site-recovered energy or solar energy source. Lighting Requirements: Project Title: #31462_000 (Job_S/N) Report date: 12/04/12 Data filename: O:\Premier Data\REScheck 31000\31462.rck Page 5 of 6 • A minimum of 50 percent of the lamps in permanently installed lighting fixtures can be categorized as one of the following: (a)Compact fluorescent (b)T-8 or smaller diameter linear fluorescent (c)40 lumens per watt for lamp wattage—15 (d)50 lumens per watt for lamp wattage>15 and—40 (e)60 lumens per watt for lamp wattage>40 Other Requirements: Snow-and ice-melting systems with energy supplied from the service to a building shall include automatic controls capable of shutting off the system when a)the pavement temperature is above 50 degrees F,b)no precipitation is falling,and c)the outdoor temperature is above 40 degrees F(a manual shutoff control is also permitted to satisfy requirement's'). Certificate: F-1 A permanent certificate is provided on or in the electrical distribution panel listing the predominant insulation R-values;window U-factors;type and efficiency of space-conditioning and water heating equipment.The certificate does not cover or obstruct the visibility of the circuit directory label,service disconnect label or other required labels. NOTES TO FIELD: (Building Department Use Only) Project Title: #31462_000 (Job_S/N) Report date: 12/04/12 Data filename: O:\Premier Data\REScheck 31000\31462.rck Page 6 of 6 2010 New York Energy Conservation Construction Code Certificate ,insulation Rating R-Value Ceiling/Roof 38.00 Wall 21.00 Floor/Foundation 19.00 Ductwork(unconditioned spaces): r,. Window 0.30 0.34 Door 0.23 0.37 �Heating&CoolingEfficienq Heating System: Cooling System: Water Heater: Name: Date: Comments: Naldowrlr�G T�nsfr3lr Tfes �w HOU/DHOU/DTT2Z 25 l ny r K Thfa,aroduct k pralseablo k sfmr(ol errntrnci?rs#aaarrse of a)easisrinstrtlraffea,hihipllertoall$,cfttan .,Instalteaicosf, Ora COMbinafinn at tht''S!leaf MS, 4 ripe vikiljo,v'ns are gra Uetleved during the r IFIntltaelJr:jlJ .i t' i+ , s.viriurllq 01irninati.,ig rl flet.€iter cartel ilialdtle to It ideal ttlrllrh,. Ttiay'use Simpson Stroh lie"Strt�:t G°:Ive`5D5 srrevis wnicll inrrtatl tar e y P 9' `U 6vndlu�r)'' i tie 0 : er.0y and provide rf ldi r;R 1 t rTt lir flit r lsmg 6JS srrews results Ina1�t F ■ a} HOU 0 a,a gre2lw ger sect ii`n,,#hen co pafel to 3010,as ro materiall IS rernoaed, �,k_motw: .r 6 U..S.Patent i hf,HDU sLvrjes oil Iraldo;yns a lig Il7'1ed 16 repb e�vre i Is vimmoril, ' 6,1124115 I� ! +a tit via product Such a5 pllu s s vull a&tl fllud dill lutynt. T riG 111)U 4 I it s alt t ecl ctrl cern ifs tar 11 e P W,5 ant+G resfleCIP«s; }` DTT22 ,a r +',I IIS \ I r 4 tii It € t1 I Irl r. I .Is J- .1 ti.'( .1�.:41t'Er I.i 11t ♦e..;. 'l a it ii: jt l Kiln 114111 'JEKIL,'2i w 1+,tJY(t CI(Cltr�rti i(rlxrllatsrall CrR lioldntvn uPErrtns cant;rci'alnlpSGr 5trnn�t•'i�, r+�n�a � � �+z@�k! rnclnor IIDU SPECIAL FEATURES. i+ ,rl�t �tol�irr la-»gess •Pie-delleClad 1),jay viititally elimmates 401wh`.i aIle to rrldte'lal stretch 9I.rtlE F'Sir t ' Uses SOS Sur+ us 4mvii:.i Ir s,all w0y+,le'dlru slip,and pwvid?a C3rtiater ria'serlion area of the p'lst rompaj,ed iro ImIt:. rlivejInc! r 4+ t;1?4fir,rlA•M•tr2ia4 Si}S screws ala supplied with ilia holdowns to en_ura ".ru �' Lull�id�ud� pirpsr tosteners are used. "� 1 •'o and Lolls to cmialarcink at operilnoy. CCC RiIATEtiIAL'See reale Vertical[fdU f1NISFt: I'{Uti taslV3nize(I, L°1 i_ imstallalfan avlgs INSTALLATION: •Use all Spiv ifted lasteners.Sar General R-Iles: •n k` tier use in vertical and horizontal applrc<licris �s� • T `A • to t:e ktllil?idle 2x fnBflltlefa tt7Cet11eY,[r'lit f1E iVrler rnnsl de fiTiine iyplcat f istrriers required to jo n the ltgll Tie rrrerribers vdthlout s.pfiltinG[lie vaclad. Foi htiPtio§nrns,Per ASTh4 ttsl q Beltvt en `wee page?S for SDS values- Pitiors slarldaa Is,aricnor bill not should „ tpu rzaysy a •See SS and S5T13 Anchut itr,lis on 11e fillOWIli011t)',tri I/I to!,A,turn a,ilh ` pages:36-40 triranrhoraga ap'ians, a hard wrench,vlilhi cPnsideratlrn � � •SDS screws install willi r jivon tr,possible fulure wood :h' 2 lovr speed high?rrrque drill wui stirinkage. Care should tie taken to Heriannlal HDU a'W hex head driver, act over to klue the nfit,lrllptaia[ Otisct tnstallatior a �,�i istrrsun CODES,See PaCa 20 for Code Relvei ce wreriGlias stmuld not kale used, (i�lan i�iett,t Kc Chari: f See toD':r<cta ED F+SeKe(°f,'7:*i,'r^ls°;,"'iJB.`£i47P1h"llitil.aa,�ihn:::r,erorrc_r„tint!,n}�c;l,r3a_ri�:1r`frarral Fuar7n�:�s On Iters t,an:m'TV rt5a t.!e xvvatOrils wrtr7 tho';atrfrnri,�$a,tk Lain S?r??paCrn Sfts}rrg.TV,illi dehg1?s. -- r;: Itlmtlnsians Fasteners Minimum Allowable Pension Loads fibs.) W Rrladel tin'} _ Wend (tt;o) rude ty4. Ga i _ sus— Member #latfettlon at Rat. UV If l[' 5[I Anchor Boli Ellet Ttrlckficss' 1tFf}P SPFIHF HllowaUle:Load° I f ! Screws in • ,.f +i � r': _I i•:� ,,l.;r!, 1.i_ t a, ��' 6—OR 3075 2215 C"k3 a5 .ZFaC� 5 1 J , a:flt. � 3 13'I'm :i?%r 1"x: 1:a :}e 14-SDS'y,,x 4r` 3 4 40155 0115 t•i:'1IItS } 1(I ?G- :, ":`. ?' 2f 4v. _ WU2U Ll€'18 [s 78713 Sf.G5 G.1la fS _ 5 liU '11 SIrS:'S i 3 22 31+ 'iia 1'.z ( 34 5G %"X29":' rk (5 ft 0137 ' cj 1),177 IItIU11 SJG2.S 1 3 '.�u'{'n, 3'.$ 1`3is 1=%r, + t 3G-SfJS;fa`x?!�t' ----w--:- ,J 0.177 it 1.Altowabte loots have hmn:ncrrasea for earibUuaku or;•rod lead duraftrls tvlilt 5.Tension values are valid far IlaldownS fhish or raised oft of$ill plate. no 9u,lht r inorr.wyk:allowed,rerltai*Itr§uru Hibor IDatl darn€onS gntlirn, .;'u :'t.iI,rip i..r,;ill rbc ki ON-F irk i.ner Sufi,h Adoorr,d,iriu,j11,v 2 The Designer rtwst specify sncttDi bN1 type,Isnglh and cmbotlmani.See 5p and s::d,,,,,I,,;t r n ru;n,1.•.iti I 1101"Ir I.§lilt'dle,i!,Y:1;i 6 ,r rod fop ill 8STA Anchor Solis j'paga aC-40', l°r.11(1 ,nt rrl�y' I, ski 1ji h }t3 I',Els,ar I nin iter.ur ni Itaarl 1.a`!reCtllral GDltttle.:ile lumber colunuis have Sides that snow aifhlii the•wl a fact or Ilia Fed Ado I;Yc�',telt!�,t,ll cf,t)SCi,.li.[ 4'ik,i li_hurl ul nk..1,114klli r,..l.,..jw%1R.IIIr,.:;rr. vtl:es,,t tie lurcher gha":dsr'tenbarS.Ve ue$in file tablas lallEct inslu€lation in to the 7.Tabulated loads may he doubted when the HDU is iiasiallad on a ashe situs at the %%rje race,Sri iaernicd bulletin T SCI-CGLIPAN for vatdas on the narrov,taco{edge') wood momber provided abhor ilia post is large enough to prowon.t�oppo.sing ilcldowa lsrO,4t�ra7,5'4`rrdc°arrsj, SeroII erfelreaca or the holdowna are olfsel to dlHi inaa screw into riaren-es. t,post des gn by Specifier.'i I I i u rd t i 1111:1:111oll el is 8,Noted H0014 allowable IDads wE,Caned on a 5W,,kl;do post 16.0 rtiriti? 0"'J 9§S +I 1 Ii til i it, ti li. r id I' I f t I frl iIQ rel,r i cl r,tn,,i,nI.ulh.iii it a i.P l':v'r , ...1a-l:I:r' ,c.,f§:ill•:_ #rC. ,:r! i , 9.Rtiluires h.avy he.x wr;hnr nlfl to mime tabulat$d loads fsuppl'wd Nadir haldolw?), ninr,ttt al hl:I'c3ri. Holdowns A TensioaTiea � Tutt tI 1DO sprres t f Moldy+.ms onmbines naw dBllvtinn anit high I..•_tt.... reads aF+I".h case Oil!+Istall;,t rri. the ttr!.(t;:e yeM,.teyipn of the 1-008 � nrtTur>:�rr greatly minimizes dur"lection under load.Both styles of holdowl errrllloy Wold s � ll}• Simpson Si!onco-Tiul�Sircq-Drit"re-3,11S sarew. IFahinh install E C iaer"eas md'e,,educe fasi+mef,flip rnld provide 3 greater 11,31 section aF a of ` ► thr p"I +when mmpared to h ts,.They my be installed aillicr flush yew fi! tclis8d aliin s 11 pAl e I t a i c dllt lion in Ica aloe, rpgreri} P,U:srFr p1rM3 SPECIAL FEATURES ;r1u.rf Ii neon tr). "., �I FtFfQg Vertical so • Uses S""Is ,I4.+is which bistall alis r; Brat tart rler shp_and Yrrr4r+i[r.it. r i ! lnstalla! p!4r"Ira a r71ea1er ilei sa claur trued t. jute i,.isl an rirrud se Wim. t lir `�, •., 'DS sc r.E," are supplied wtl.h;11c I!olldoa•m.to unsure proper JL 4w used. stud Lulls to r rur tt i a i'.il ath9ATERIitL.°ICt�i3 a1i.lye Fllfii'C Boluw':7,)•tti;le. N Stu pfatp , ,µ r FINISH. 1;CI0U—G. ivar:.ized. WIM—Simpson;atraijgvlre°grayFa.int t' �4 '-� ?` • ' " fi INSTALLATION* Use all spu 'I,rf'.a5,r'ters. e :neral NotL-s. dupe j,i;1,H •Fur uza Ili milcal Gild horizontal ap(ticativIs_ 93'Paldnl: •Noarsdit+anal'washei is raquired. u'OtA51'nnana •=c tie multiple 2y mofn aur_ o5alticr,the`es dncz I List x, Minimum dethrnlirle t98 r $,°hers required to join rnemba«"s wilhaut • Wald splliIiingtfte,niwi, N n1�K!ix, •.gee ISR and SSTtd Ar=cher Bulls on paces 36mill;for "o�. r ancturapu npuoits. uR5 rrnv s In'i.+il bdsl'�'it}I rt I,tal sl;ui3d hifitt inT[)ria IFrtivilar+,t iariul-al) .� &rIth a�V 11&Y he'aIl driVOL (l tfl�tlD; r; -`+ 1r ad;u&latrilit'y perpend' id,,r In tlt:e srDlt, ,. See 5 C Anckar Bolts paw,3& 40 fur a lullorage,opliorls, =or r 2x amn 3x s fl)plater use SS HL mol felt The Desioner may sp s}'al'y7,jn rualu arwIt€lialgll ailcularrd to resist tutu lett mall fear}#lir a spt^Ilio itch Arch oroge irngIIf should lake the Inalri:lr platelkrasher hell-fit inti,amount,to ensioa adaquala lanatl c' ur Sri ' trim:ds ra Fnfjage the,tut, ltltil011111 HHQg1! Vertitai HH0011 Insialtatlon •Nc add'sIionat was he r 15 1egtiired . •HHCO1 d iEquiru a hinaVy lrex 211ditir dial i,ytq<rrlrc;iiarut!a�r.!sriry' j3tirrrh l rMtl11 t7DltiCbtfi,j �' Far rontdci!"ray pCr Tial +u8C S@ a7n SIVrO Anchor iinits,pages 36-4. test standards,archer haft neat for anchorage olliflona � � �I _ sheu'd be finge-Ughi plus/j CooES:SatI page 2'J for Coria 14.etareirl.ir Kay G1 at t { t to r tu+ rtharland:vlDncii w; a a nlli cur sideratf"n given to r- possible Juture vnwd shnnkaael. Carr FhnJd he taxon rut lint v 4 `✓'— Maar-trrrque lire nfit,Impact Horizontal Hulls installation ,F're�irhrs stlquld riot Mused, •. itlele br�t"�i,"L�i<9T2��i�,9V12 hit':I);,'."�1,"i`t4:7pR:31 L1ir.05iCtn'�^:ri+tC:,.;SUR ACt,t+�.,A,+�'r7,;,oei>t7n;,h s,�rrgF'nr,9p i?.tao'�1c a4!'r.+utiv.Nrrh tlir'�,prrytion:rhF•ct w.rild 5impSen.Strn:;�-?H'.f;3.�det7rlS. _........................... ......._ _._..._._ r Iifinensions Min!nturn AlfMlile TOWN Longs(lbs.) rHStGners ` fn.} Wood t 160} Code Glodiil Oa lirschor 1�9amhar Oeit>atian aI He' rdd Il tSF'� FSOBull 01a. SDS Tirir:Y.ness+ aFfsP SPF(HF Altnivable Loadt Rel. (in.) Sr rFru�'s {tn.j y L �ln.lq ,t t„!'�±• 117... i•I i+T +:u5.1 ? 14 V1 11,5 '.J'a, _LU X445 t*i 31., bJ(t 4 . 0,13114 _ '4)-M;1,VA' Aye: T?35) rX4 1)0DS )w - HhfJtrll-�ifl,"�'i I r � 1.`�"• ;° it, ;� 1 2A-:;t]S.�i'x2'/' 5',�t1t81� j [3505 '�.13� "`�' t. 13D15" 37t3" 0.1 OT I11' rola r:try4 7 ' 15„ _.. _ 5t 1� i:71!ac 10743' 0.:107 a t.A(inw+_blp leads have bxen inmeased for earlhrmaW lir wind toad d�matio:s IL i ett:":11..11. AtkI'wa'I: "r ru t_aa r;ui1:a 171l'llilev!Alp ;ti.I lu,ai with no Wither 6:craasE&11Dmad:reduce whete other load darratims gown, rrr;irrrn„ua r 7.1.+inn;u;r Ir, l;;iirrrk Inr.cl;lir':: .F i,.,,,.plat rt, ..t;'01"vt ir:,t; 2.Thr Designer rmrl spociiy'kl'4Wr boll Ib'pe,Ir;Ingtll and eniberninnt, i.':ii't..:1, iinii n,. i,.rt k+ ,.-,:,ti l.I Ft,::t1 Up IU tl TIM4St:SE ana Wii Ani hdr Bolts(nyltes.4-40)- iii I, t t•".i sn(+li.lel 2)Mal.3;111r'ill'!i t 01101 l.li a Me ,4"+41 oil It,< iittti.r.W!, -8m,mural tlemlinsite lumber copier n ':ave riles That shGu"asthGr lr,a i"ride 1,tabulated laals maybe doubles'F hen t e I Iii icii art installed on oppostle sides of the iarxl Drthe arlwas ul The lumbar s.raildsJvdueats.VdIues fn tyle tables 1etlr41 wood member prn'+fdod e.ilher the Post is targe enough to prevent opposing holdotvn :ns€alloinn Imn the YAW,,fare.Sun tedin!ml hulloiin T-;SCt.COLUMA for screw Intarferen a at the holda',vns are offset roi:liminale srowinterierences. values un the narrlaiv lace(ad 0e)free Pogo 215 for dclat's'L 8.tined H1-100 14 allanable luaus ar,hased an a 5A"++'ido post(fxg M.hj.l, d.Posl design by Simcitier. I;I,+riu I t r t,r r .n!: n fur Inr All t4tttor loads era based on 31.4'wide p3si minimum. i,1.Psi rn Al.I VA n,Ir r._u..i.:, I Y4 Ir,.!irha r ct rl 9,ntriuires aoat;r hex anemet nut to,achieve tabulated keds 0jiliNied c+;rh Itoitttttrrl), :0 dt,A'11,'-lGn i a,P!•;8 lea 10 1IT10 dir'il i1tiA0 hAldowq&instrrlied haritoin,afl oqn mhitoa compression loads,111i tyle addition of a q;rndard nut cin tho t;nderslda of the load imnsler plata,Reler to ES11030 Inr 5,Torsion va:lut'*are a'ald lar holromis hush ur miStid oil u14:11 plata, design xaluas,Design of anrhalaue lulls Ivr the crr111plez0an folroshall be r+ar thn OeriDr:rta, �1 NYS Permit Submittal for 120 3sg High-Wind Job #31462 12/04/2012 dm Builder: Customer: Turn Key Modular Homes, Inc. Viets Name: Name: Site Address: XXXX Street: Southold, NY 11971 own, State, ip: Muncy Homes, Inc. 1567 PA Route 442 East PO Box 325 Muncy, PA 17756 Contact: Darryl Mincemoyer Engineering dmincemoyer .premier-builders.com NY Approval Number: M 1387-02-070 Expiration Date: Dec 15, 2012 NYS Hiqh-Wind Submittal Index Index: NY Design Specifications-Attachment- 1 Design Specifications-Attachment-2 (1 sty sw& mw opening hdrs) " " " - 3 (2sty sw& mw opening hdrs) NYS "Notice of Approval" letter for system approval NYS 120 3sg Factory Shearwall and Connection Summary NY PE calculation summary NY PE calculations Fastener Cut Sheets Truss Manuf. Details REScheck Compliance Certificate & Checklist System Drawings Cover Sheet - 1a Floor plan(s) High-wind plan(s) Electrical plan(s) Foundation layout Elevation(s) Bldg Cross Section - 7_ Balance of system sheets that apply to this actual house - 2_thru 10_ irt� il Xoldowlas d Tension Ties Li ". 4 n w LSTHWSTHO ��,,r<1:RiF,� J'dis Arerrdust is preleralNe lrt si;�tiar caanactors lrecawtse a! w pf Baxter PaS1a11,Al1An,rrJ hiQbrr lQ:lrJx,r)ialvuriuslaltatf ensu 4 Ora tau kirratlue ni these leufnres. ��` fl,.P.STI C7 ie an embedden strap a beicoxi)offering tiiRt laid capRlty To PL ' o €°, a�tag ,rao I,dr)pi.ern to rlp rvnln112t sphlllny.Tile ESTIM incar)lurales matip t;:atan:s that jilt coriact inst..,lat oll dnJ i h iruti'.harlot I<iance.When installed or thin formWill Me 1,rra:pViatee`Strap holcor the unique design of tfie ST" IG delivers Malts are countersunk for aO r i'lead 5tabilihv Wrote wkd;ILrlrig the fK1ur to help prevent bath parallel and I +� , a tow-profile strap surface. f e,pendicn&ar matiem:r?t f"rt,,riwe(a flip toyrui,Thin rpi;vlts in at.,ift3tE Pn6iliclnlny t � o'< it 1r it trig r<t lceiJ txt5sihilil'y+of SD3Il x a it Ir. +I �l R,j. t1t. tsl i^( f f i`: it f :-' t l I:'•.' s l+'1 jo, l..,,l !' r L::ct.u.la, ;i 'li qi4 11:1:::t 1.,, yam, i rh FEATURES k II • Ific tlaating [:at lul a ai osis fur I i rig iii lk,edy ,s of i1cw is 2>`'a •r'trup rail slots.arc Dl,i1orsurik is prop de a iaw Nail Beall f ofiH4 hder°" •llre SIMS'leloW The enbermort lith ellahle iUtea%ed Iront to back ancreie tonio .nil help lir rg.Llnc..Spallinr) rrRt yM Fihll los;Inou is acii-xinl indala up to a 10"Cleal seal,withutil ally t1nLDT ins; of stra)Ir lit.:p MATERIAE Lt 110B SI IDSPJ-14 gatbl}E,all othcrs 12 gaage FINISH Galvanized INSTALLATION. -Llse 111 speclflao tasten�r5,.Sea Geo—pal Wes. ' r let s T Ik ft:r It af�all •In.lall ueiore .pinnate pour u.'.h a Slrait%iter or tither holding device. I_STMnB varlr''s frn n.l'Ia,,2' ,n, Nail strap born the bo n1 t'p ST Ii116,STHL7t4vadas - 4Ir If'n'ay be bent ore 11A.1 cyt_la}rbMt,r 002 lrit8t 90*Dan�*?r RI11000 to from*A*to o a r 3 tla n aid wall pl<acomenl,hl may cause spallit"10 behind the strap 11'ilia spall is _ Dow? ,r,cr ieis,mamsturd ronl the embadment lina to the tlutturrl of the spall, � STH'H Tull Icsids appi r,Any coni;wrk of the strap Intl akpo5ed should be pr'elacted agalr, t coma,i rn, U.S.Patent Typical ST11.014RJ -Unless olharw,se nctod,do iJTIT blslali'where (a)a harizantat cold faint exists 5 ri13,1t J Rlm Juin[Application ithio the eimber,—nervi dbp1h Ltetwocil I e slab and lowid:ttton viall or Uting beneath,unless pio-visions are,nada to irnnafer the lead,of the slab is designed to resist It°e land impraseJ by tha anchor; at 11 slabs are paired ovor u6nicraie thick loundatiran walls. •1 hocid shrinkage aftar strap msfallal:ion across hori2tkntal •A,ddittonal stubs aftacheri to he Slioarwall studs or post may be requin,,0 members illay cause strop io Gvckla outward. Icy the De:=group fol wall.11o"O ang (wiling, CDOES:See pag iO for Code Wefenca Key gitarT. Feilisian Loads for 5THD lastallalions LVINDAND SDC A&I3-ALLOWABLE TENSIDIJ LOADS F©R 0F/5PrSPF,tHF(1601 : ...__._. _......_ min. I Model No. Strap Lentith ILI Nan Cracked Crackeft Code stem _._._......_..__.. _—_� wall Standard flim:Joist tt flag d Nabs t1e1,. Standard Rim Joist lint --"—"— -"----..—_ T._—. rnl (In) (ill) Klitfwall Garner Endwall 141dwalt Curnef Eudurall i l 4[)T5iQ6 LS4 HCi:i>„ it."`" ;3; B '20-16:1 Sinkers 11:= 6i+st 1%w Di. „4 i 6 STHL` O STH010PJ 21 + 38 K 10 116dSlnkers A ( S7lll)Tt ST11[r 4fi! J9., tf til-1ftlSinkcrs G 1.=,a r, `,ar,I 1. s _( ..... �1 LS(l1HC i L5111�°tTtil t'. ! r:t.' d 16dairikeis tt STFIf?11) Tile SInk0r5 f:^tl lir, : ill _ 4 $11014 S lllhl 1'#' l t;.: r 30+: 14 1Eri Brokers ;; t+1'i i I t SDC C•F-ALLOW&DLE 1`ft:NSIDN LOADS I=OR DFISP;SPFIt1F(160) O91111 Model No Strap LBoglrl Il} N[rrt Creaked Cracked Code .ion Skrrtl 5fantiaid R"rinJefst I i Einti dlJalls Hul. Wall Standard RimJur,t � ( l lin} (i it) (ial 6ftdwsll Corner Ettdwall It1€dwu311 Corner Endwall -EFIF,"HD i LS_Jl 1 i" S 1c.t1 ii,ker: 1„ ,r t,1 HD10 S1l_10iy--; ;% 1 .... _ . ."....... 14 -f6151r.Ivers L:t7THD8 LSTl:17;kRi } "` ° } i;-16ti8lnikers i €F I` I I 11 iii e a + r t t S`llltl (t STHG'GRJ 'r 24vn 1D -16d5tnPers I1: ri.tr. 4 r4i; a.0 I•'l STHOl4 I STH014fi.1 l _'iii': l 305 14 kA-106Sinkars "ii!'i'_i Sia t, sEsl:il' :k3y'S 1f, �t:i, I 1,A1llyvab c mads cru for'oind or 5eigrrlc IaHding Nall gw,anl f►es redact an B.Di dalton at,I'nghest atla'Nable loads for inl;lafl Doier woad double slues are as WID-t19: increase for ourallcrl at Inad 1rizri nn further Increase ailuwed.Ream:. Installer on framinp'L5THI7� O,CBT,Sr.AV8-0.1)W,STI-00=0,117-And STHDt4_O.116' where rdhzr loat.s gov.411, instillee p'vas§iru_•tural thWhing:LST'r1O8=0.11 %ST108=11.123',STHD1O�11146"and 2.Con_fple shall ha"e a m tlimJm rnncrate slrertgth,f'r,of 2500 IlSt. Sf l Ibt v` itt6v'- 3,1 t► r nmrr:nn l'J`Inng x li.l4.$'diaueterj nain inay ba used witf1 no Iaad 7.htulflply Seisttlrc And Who ASO I3ad valass by 1.4 lir 1.6 respecrivey to obtain I.-AFD capacities, rad_clion,ioix2:{;.211'long k 0.148'diumei:tli&-N may be usutk tvilli B.l>pr 2r101's and 10100 fp.0 Semion 161L.I.1,dukarhad one-and two•tamily dwellings in Selsrnic Dssipn nn ioat raducli:3n rvfian ihi18111td dlrectiy :ler frarnillg.for installation Category(SDO)G mat csc"Vrrintl and SCCA&ti"alirnrr3ie toad's, Lrod fstiiuc.lural stma ulln0..use 10d ca ninon ar lid sinkers. D,Mimm m mmor-la"mrter spacing is 3 01105 1116 tedtillTtid nr1 bBdr.ient rSa,ln a 3x611 to,STHD's 4,Lse thv specified nxumbv vii ra.its listod in iahla or a5 sWilli8d,b1 many aciln in tension dmuharlooushy blid.vatl Install L5 based on 1.5XIt end'distan:e, C[ia:s,nok all nail r utas .t4l=two!:'ilia Nail strap from thenettuln up. l�tSanl-SCLCCLt MNI far instillation on stiLtItral xrnpasits lumaerposts or�atulr.ns free S 'Ire ttsbrner may*Bcily a raJucNd tttlalltC;tt ni+its far Some pirge 215 fpr r'al w+J. ap ll:aricns.See T-fjAILDPT for daiails. ti,NAILS:15c.S'inksr=0,143 Ilia.x'31W long.See Pape 24.25 for other nail gigs and Inh7rmation. 55 NardArvns�rarrs�arr rigs- tR e a • a • • c M r17i a n -e „s ;w r r pro ee 0'3 r C q.W s } ¢ r�{ a ''. Min, r��r �� e• i .,y,l° � � tvin,re�ar 2 ,•i Y . ` � I.rt�tlilS2xl� 1W 14n. 1 Illi±i,Lr�'�•� .,.,.+.."""-" til ?x b u`IIS f —'W Frlirt,will tli,Can e Lir16 Typical STliU14 Typical ST11014 Typical STHOU corner Installation Mid Wahl tnstallallon Earl Wall.Inxtallalloo swrap Wyle s1oiclowri- . Single Pout Rear installation ''Jbfair7lai'rt rrn,77atttl�r7 , reGar mvhi,,far .:`� Typical STHD A04i 6 conersre Applicalion Over coPa;e,uiranenis. l5healhlnp 3"to�` �•: sternuaall Ora#4 rebai May be r . luiltldatl�r ._-��,�,r` 4x Ents�Jmtnfi ''r post-e r Lenuth+12' Slrtrcttt ral Conc pcat�irslon o t Mill RY61tr sboaft'rlp iardoby others Lilicih 2 b�v utharr tl,phra�rct � "" wrr— — INt3 SPALL REDUCTION SYSTEM FOR STHD STRAP TIE HOLDOWN � T FEATURES r��lis and In stall slrrtp 131.11t in tab 04' nails starting ;trio l ut boli rta 1Fr1 is`10 rr t lu+c f atm tla tigtrrrrl 5iu9 t tiler cotiri �ir'Irrl'thtnc.l Jl_ifu Irl I�ioil;hr PA-.1 trci;,1if115' "�. t; r ,+v y 6 9ta.nl9 BENEFITS r Sall lil�t�17�t1 Built-rrY Tab: f Required rebar " Rertu ea soafling a;id costly retrotits, r r a r not shGwrl for No addilional labor to ititill. ClBrlh�'I Holds STHD away tram loin- heard. ' l SitairMatte Locator Line: •Easy inspect on to ensure proper location, ' r Allows a:IL nleet wituo retnewincg STHD. Additional Diamond hale; *tie rn4re listener to help pieveni the 5THO R,i tea' niodels from bovvia7o.Gut at the rim iaisi sectirrn, STHD Over sitearwail Diaphragm Straps 7r'es' * `lr rio;a 5-i aos are desipnea fd transfer tendon!cads In a vrlde varlets of kipplicatims, FINISH:PS-1-IDG:FIST3 and FISTG-Simpson Strcnr-Tie"~"gray METS—A 12 oattrge strap with a nailing pat lern d'esi'gnedfor itlstollaalon op.1'he parcel all Surnc products ere ava able udge of L).�inejabis,The f'iR54IH37 install„with Simpson Slrang-710,Strong G.IquLl in stainless stest or 7t,9AY"?coaling;sa,iorrosion 5t 5 sctev)s, 1lformatir,n paG5 1$-14, LSTA erred R'KA—GeSig°ted for use on the edge of ex munribm,with a nallirg ttASTALLATIt1N'Use all spec`led faverrers:.:See.General Plates, taaitGrn tri t r dutes the pot>andirl far spli*ling, OPTIONS-.Sp;.Jal sizes an be mads Io o,,dtlt,Contact Simpson t'it straps fhal re sui'able wtivie I,ttaiirilatrr rrdilir.sg;5 rrwcessarti^ Slraa, Tis. ttir,.u91 dirtph rargt-)€,�.� u.;,ar tl 4n:mc(.Lars: r;pun wt t)trusses. GOGES;See page?G lot Code Rafarenca Rey Chart. 6:'.'_=T—Sp,1ittirg mail +r a 11(abtart with installailons on jurnber smatle.r'.han 3..`; MSTC at7t RPS meet rnrie recititements'or reinforcing vloi fill t urrr'I oar( u E �rii.t 10rJa1;'nal'.,or tit!every r:tlter halt.vrittt IWc co,Irtr ri:i gut mrnbbfs (IC galiGr)31 tap plate raid HI'S at sill plate. falls, Redtirrt the allrowablB lr it Lased upmn the size and guarrf1y of fasi niers .rsed, Internalional 14esicetllial Cod&-2,304k 006 Fib 911 f0S7G—F vjh I'spocily strap v.00 utilizes a slargor€d mitil pa:l nrn m oelp miitiimiaa Interyrtrliondl 811111linp CoJe4-'?'00110'22006 D08ke !woad spililing.fled slots have bear,r okaltursuA io piovi=;le a lmvpr uhll Leas!prolilu, &I RPS. r€4fv Rl•fue-19 t, t r.::: ..sV � µ'is"=«��•.. �„c—.r-.a;� t'r<`.�i rte" 3'EN *!,"rI I W Oil IT G^ ................. I h ,r 9 a � T to t i ST21 15 Ir..ic I �. f rte- •r. it ST9, ST12, ST1'B ST22. MUMA + g I f'ti ST TSTA and MSTA n (Pdwt,botm mf shoturl) o © a HTP37Z b _ L 2 { L ty pprr ;r• e L t+ t_ Lj. � WFIST n �. _.. NIST) NI ST LSTI ------------- M T �Pd HF75 14ST2 "ISTD I g R t : htT��r,�.t Ts IIsi 157 °" IN F RS HRS4162 Typical MSTI Installation ° A4IT'lr3tiyet s,rnivn) Typical LSTI 'Typical LS Ii s m i I a r Inslatla{ion HRS lnsfallallon traps i! Nas nayr t P CODES:Stm page 20 lot'Votle PLlerwice Kt:,tto 'ut':irr1. 7A a bli7J`!4 rS a,alt�Ii?i9F IE IS'11tl ct 1�1`Yura(EGC�CaS!(If)(>YL4r8Car't77J.rt+{(flrl�i jat�fitfu"tS 7i" ' i;j,Paye mg aiw be aWaft m is om,'v r viock,w1h 5u;-,pson urai7,1C•fit fo(ae(00s. En.,J 563re:e ''Tlr sc t oorlats Jro oG;wim i0f Iwth 71st?S7F(7VD( '9.`'ir✓ ;plb Aa, G(we v Sm wfye"49!tar me,c.ora:q.r ."wa. Allowable Allowable � Model Mmensions Firstonom Tension loads Tension Lewis Code: � Na. Ga Iiata!} (p�!rP} fSI'!L(fi } Ftet. l W L (1E0). (160} I..STttI� 1;° fl xl•tild 7G{r C,�?5 L3 T:Al2 1! 1W' 11i 1Car3 7% t +* _�Tat1�, ' to 12-itltl 11 sO O5f1' LaTh1E 17'i 18 1 11 tOd 11-131110; LS1kk1 1'fr 21 16 161(1 is 3 _ i�J� 1;w 'e1 _ 18-10d - -- ^36 1 ;55 1'fapiC3tl ISTAltlsiallaliDn 51 ;12 23a 9A. !2-15d :266 '120 Een(J strap wiu time only s'rl1t� l ;c iZ'yA 16 IS[) o 1501; ST2115 v 1614;; 10-MP11 F)ING FA(11 ,aT2215 7'ic+ 1{x 5 2l'alfii(t 13 LSf7isq 1ki 35 20J 1640 L5T­36 'A 36 2.1.10d 16.10 16640 i� l..':*1 L51 31ti 19 32-1C+dx1 s, 9i7'a 2 55 LSTI73 3. 73 48.1Odx1.14 4205 M30 Malarial 1.1�alRQ� 1,r, 9 B-1Cti ,"60 t<�l5 Model Oi(n> at)lfS r~alre Thlckaess^ i7STA12 iH 13' 12 1"4-1nd 940 ;310 No. Rai.. .......... Gouge W C fity Ilia MSTAI 11,14 15, 12-100 I,s3 47763 1'52163 2 18 4 ?r+ fu1S rti16 11+ 18 14-1Od 1115 1 3G .._.��,_........ I'S»t 163 : 711;9 4 18. 4 ?�A 1 SU #u15T4.?1 1-; 21 ie 1t'd 1Mt1 12;10 F'S7?O IVISTA2:4 IMA 24 in-11110 1640 14:551.P8 strap design loads must no deter,hued VISTAX 1 ; 317 t3-Oo 2055 lt2:O tn,the besignerforea�,hinsrdllawn,Bolls lIrS1A36 i IA 36 26-'Ca 2050 211'$0 P ;widicularandp3r4pe1- t n, � art;tnsialfes8�olh er gr^^^TA49� le-grain.Bale diameter in the part may tic hf>STk49 1<"� 49 1O 1Je1 _ 2C2f3 212C FYC,t a oversized is accommucl3'Uz lir.M0f3- ST6215 2$."L Wit 21,1188 2995 19"KI� 14,11,14.t. .f2 Da:IW=ern(wsldeierrnitse 11INtwersi2s ST62'24 2!' <2T/% 28-16d ;25411 2540 14,I F2 creates:an waccmptable inslatlxtit?n. -- —— - _ STr3 1''d � _ rr•l6:1 w.......; _.._.,.....__.......�..._. _2_2_22_ �._. .........__.�.._._.. T1c 1 l rs IIV� 14 166 1105 L? strips.&Tres The Ia rg,E I..TP5 spans sllbflanr at the loll of lhic Noclzmu ai l m ji �-t Tho cn111a s;:nrnt�l tlh,lnre(ertbrnlance;snt't ilia n mil.max milling E-pilil. rtltozr5 icer ilee gll 11t xitiil(ly. s a a Di �The T�4 Latvrai Tie F112t0 ttensle s s11.ar1tlrces for laidulatf!_1c..im irist or tilockintg connections Eiail holes ire rI. 6spaced tr pteveto v orifi s(ht11b1 for strgle and double rp , a piarr.Brpllr�illit:i$ `la !1 illi lllerl ol1f r r'1lJwloil g1loallrlgTt e P.3' anchor= Exclusive t e dinf7 f lc allGtivs 1rs nl � �' . � �,eat,ct�ralu f&bendy for all im altd ih t`e ozv ticc Balanced, 7t3.1ompletr slu p rrnits 111:him tG st'�llre d orisal isarlaty U1 r(I it 1 tl11, I k91tTFRlA1 t p��, I fi its 1p111dr �t1: uhf r t.F i,a1'rn, �' � � .✓' FINISH:6alvarized ^whet prod=s av able in v_mlrss steal �c • W r1:,,141,x''t t�dlin o„.r,! nta rriniicr,p tde iii 19, a tz�+ A35 LTP5. C,fire IN'STALLATI(iR U"'P'A spe.Iftfd lasin;�w�s,Lars Gartnl I Nola.. a I •A;S-Bent?me time only. CQOES:Sat pa 0a.?0 I'm Gcde Pefnregr',Kay t'.',hiii L � x 6 �:ii:SB(lfCrf lif5 rte 3Nr,iti3tdrf'wt!!ait.1'GnJ7a1 i.J!,`L'S I}fl,17 ri�fPrt:'t.+r1. AridT,r:trl,r is nuc"s an f'irr5 r s�e rrxV~.tile ba sl:jdable wits thus ' opk r" etre rv'k 5+ticls6n 9ri0,r0 rb iil +fa S, LTP4 r 'hese r'rl a 15 3t'”i'n ri !k n,to lde$irons L1rive 40 Srrh f'iit�h' 1:1:+til CrxeSli'dtN.S?Claal7e,i17 4lr'IM.4 iitlCfsttly rlCtykill0-"'1.� zcte1PCrm Joists to Platte Was to Plate nF1SP SPF;HF with A Leg inside with 8 Leg Outside Model hype Di f?frtaeiioa ApnweatoI dads Ailnw;aele Laos GudQ Ng, Ggrihectiei Fasienars of Load _ Ret. Flrsor RoQI St6g} Roar°TRoof(100)r.3Ea{ g Yy 1E5 '�, 11b Fx1 335 -155 455 - M0 390 3UC I r ki l 55 365 M255 315 ma r __.. x r C1 211 F'b clb t.rSD 180 150 I,a1 A 2k1S 355 180 i'55 11 11?5 5 12.5du11,r i C; 295 365 370 255 ;,15 N2ti F13 Joists to Seams Galling Joists to li+iam li 4M 250 `` 110 �c=a 2c�u 2nd ......l,r(5 rsIh 6 : -h'11ss7' ----r---- 7n?' fifth F, 995 PC 573 `,F(1 575 5?a i }At G 51:5 645 &Ill 445. Izar 579 114 1 P r � T' 11 51„ 645 671) 114, •15a� 475 r13 • ,l 111.5 620 Sin 5 I'4 939 +a 1171 •�'r u I?!_f71. i 12 3iixll T 54'S 5:15 515 d71'> 4'0 470 Tr.r25' (`? ,. I.A,kmabla 1G5r15 ase We n4ax,u[rara='u in0alell un oath assie of ftiQ A3.d, f� Ih t"11111111111iU.c.tIfll.t,:l"t133'. t a P] 2 Rein 101.6 ate 05%of 11(jor loads 1111l?Ss 11111had 17 o'�' edfuhl. L 5 Soma illu f r,t)w 0t'Y S i�ov.ernon.5 m t C* 6 Daln le�sInn 111 tending f rh?wood:ur nil fn din,it not row—%x., taut lant,ly-fit to R ase mohaillca: r 1rlfarr,atneulshoulJhu crsda ed L� e k 4.LT••1 can ba,nslatad noel-A st uclui.11 sliumijig with Bart V,n ds alis achiat'u A 0.72 J.,t 1e liatac lu d,lir Gvur` a d aerlueva C.64(01 the lint d ba-1—9c c nuncfis 02 t X will a EIr Jit 10l"t load ( 5,Tio UP5,rnati,b2 inst 4d e,et stilxCulal skatls rig up to, tlu.F,lslrg W015 11MIS �1 � wl?`1 G IWIV.-C.11 1 Ir load. F [r.L"a�rtnrClais are-eel uite,o,-1;,utll sl&-4 In Gc:ilieloe v to.1G31-1 C1iirw,7ti�!�, ">>~ 7 NAILS fi-lr i l o(1,11'du,x 1 king `` A35 11A35 ra is a...t int „:a:1 Il r l e.,a,tr1 1 E'i`I}idls'E;II 4 LTP4 attaching Top Plales to LTP4 Installed over Alin Joist Chimney Frmrtino Plywood Sheathing g LTP5 Installed over PI wood 5healillln Job Truss Truss Type Qty Ply SMP 212 54375 HM585812 HINGE MONO 1 1 Flat-26'-28'-60/90 Job Reference o&anal Pa e 1 of 2 Universal Forest Products Inc„Grand Rapids.Alt 49525,Peg Bec eft - .130 a Apr 28 20 re dustdes,Ina fur Jan 10:3:42 010 Page 1 2*1 to-s.o. This rint replaces print is sued 1122110. �n 9 Is.canrnsysa aeTaa Vr-' APPROVED �n,A i DATE 3-15-10 PFS CORPORATION Bloomsburg,PA EH4eE , 4 �o�AS 13 11.- 7.00 7.00 12 tlach 2x8 SYP No.1 or2.0E.Mfcrallam LVL side membor a 2 W2 (spaced 3 olc Into ohmamher. Win 2,roeaf� ra Opt.Cut-Offs p 0 -4 REACTIONS Max Horz6=158(LC 13),1-19a(LG9) 10 1 i 0 Cut-Off Max Upnn7-4611(LC 9),1=- 17(LC 9) If}1�0 Max Grav7=727(LC 18),1=1502(LC 18) EH18 u•T.cAFITxavER GETAIL t 3x6 tl 3 9i 1 Y 2 ;' y'fa -------------------- R 81 / 05 14 15 7 4x8 11 3x8 II 6x7= fI F-1 REACTIONS 2R•x34jea.'of a.i.a o-1'--sit.o- 2 MuHorz6-157(LC13),1=•498(LC9) 0-1512 24.0 �,,�a i ♦�i Max Upllft7-563(LC 9),1=297(LC 9) ` Max Grav7-1034(LC 18),1=1107(LC 16) Plele Otfsals X, 1:0-3-5.0-5-14 1:0-2-8 0-10-1, :0-5-0,0-f-0 3:0-0-11,0.OA 4:0.0.11.0.1.2 :Q-0-13 fF2-6,8;0-6.4,0--8 SPACING;2-0-0 SPACING:1.4.0 SPACING,.1-0-0 SPACING 2-QO CSt dEFL in (too) VdeO Ud PLATES GRIP I..OADING(psf) TCLLLOADG(ps() TOLL Plates Increase 1.15 TC 0.71 Vert(LL) -0.33 (7.8 >477 240 MT20 167/144 TOLL 482 1'GLL 69.3 TCLL 82.4 Lumber Increase 1,15 BC 0.83 Vert(TL) 0,63 78 >254 180 A11118 141!138 (Glaund Snow 60.0) (Ground Snov�910.5 (Ground Snow 1214 D Rep Stress lna YES WB 0.52 Horz(TL.) 0.00 7 n1a nla TCLL 7.0 TCDL 10.5 TCLTL 14,0 BCLL 0.0 BCLL 0.0 BCLL 0,0 Cade I8G2009RPI2007 (Matrix) WeighL•T91b BCDL 10.0 6CDL 15.0 BCDL 20.0 LUMBER BRACING TOP CHORD 2.X 6 SPF No.2'Except* TOP CHORD Structural wood sheathing directly applied or 6-5-7 oc pudlns, except end verocat;P) T2:2 X 6 SPF 1650F 1.5E,T3:2 X 4 SPF No.2 BOT CHORD Rlgld calling directly applied or"-9 co bracing. BOT CHORD 2 X 8 SYP No.1 WEBS 1 Row midpt 4-9 WEBS 2 X 3 SPF Stud"Except" JOINTS 1 Brace at JI(s):9 W3:2 X 10 LSL.Truss Grade nate=raw r.r.F- WEDGE {ERF rc r.rzl4 Left:2 X 4 SPF Naz REACTIONS (lblsize) 1-77510-1.15(input:0.3.8),7=743/0-1-11(Input:0-5-8),6=0/Mechanical ,�Q' 1� Fl. Q� Max•Horx1=498(LC9),fi-l58(LC13) Max Up16f1=-325(LC 9),7=571(LC 9) Max Grav 1=1233(LC 18),7=1077(LG 18) * , FORGES (Ib)-Maximum Compression/MaximumTension TOPCHORD 1-2=71216.2-3=10921136,3.13=950188,4 1$=550195.4 5=378181,5 6=189f90,7-9^765!490 v . BOT CHORD 1-10-3031472,10-11-3031472,11.12=•303/472,8.12-3031472,8.14=297/464,14-15=2971464,7-15=-2971464 t WEBS 4-9=•8941573,2$=945163571 ;,��, REQUIRED FIELD JOINT CONNECTIONS -Maximum Compression(Ib)/Maximum Tension(ib)/Maximum Shear(toy Maximum Moment(Ib-In) kN 5=24618719910,9=8941573/464!0 tt NOTES (16.19) 1)Dodo:0.3.14 length x 0-0-12 deep dado,0-10.8 to left edge from joint Ian One bottom face. 2)Wind;ASCE7-06:120mph @241n ac.;TCDL-2.tpsf;BCDL-3.Opsf;(AIL 147mph @ISin o.c.;TCDL=3.1psf,,5COL-1,5psf);(AIL I60mph @121n o,e.; Jan.29,2010 TCDL-4,2psf;BCDL=6.QpsQ,,h=30ft:Cat.It;Exp C;enclosed;MWFRS(low-rise)gable and.zone and C-G Exloriar(2)zone;cantilever left exposed;C•C for members and forces&MWFRS for reactions shown;Lumber pi0L=1,60 plate grip DOL=1.60 3)TCLL ASCE 7-05;Pg-60.0 psi(ground snout);Ps=46.2 lost(roof snow);Category 11;Exp C;Partially Exp.;Ct=1.1 4)Roof design snow load has been reduced to account for slope. 5)Unbalanced snow leads have been considered for Ords design. 6)This truss has been designed for basic load combina&ons,which include rases with Feductions for multiple concurrent love loads, 7)All plates are MT20 plates unless othorvise Indicated. 8)Sae BEH18 DETAILS for plate placement. OF P1h��'Sr 9)Provisions must be made to prevent lateral movement of hinged member(s)during transportation. N 10)All additional member connections shag be provided by others for forces as Indicated. O 8p��y1�q 11)This truss has been designed for a 10,0 psf bottom chord fiKEVIN live load aonconcurrant with any other live loads. `.. We 12)`This truss has been designed for a live load of 20,Opsf on the bottom chord in all areas whore a roclangto 3-64)tail by 2.0-0 wide will fit between the bottom chord and any other members,with BCDL=10.0psf. N 13)Provide mechanical ranneclion(by others)of truss to bearing plate capable of withstanding 325111 uplift at joint 1 and 571 lb uplift at joint 7, CIVIC 14)This truss has been designed In accordance with the 2009 IBC Section 2303.4.6,2009 IRC Section 602,10.2. 15)This truss has been designed in accordance with the 2006 IBC Sec 23D3.4.2,2006 IRC Sea 802.10.2 16)This truss has boon designed to meet the 2003 IBC Section 2308.10,7.1;2003 IRC 8802,10.2 17)Take precaution to keep the chords In plane,arty bending or twisfing of the hinge plate must be repaired before the building Is put Into service. 1„ 18)If shown,field Installed members are an integral part of this design.To ensure proper performance,all field Installed members must be installed pdorto ar applying any loading to the truss, 19)Based an 1-114585810.Reconfigured for cost savings. AI%era/a Universal Forest.Products,inc. 2601 EAST BELTLINE RD,NE WARNING -Verify design parameters and READ NOTES PHONE(616)-364-6161 FAX(616)-385-0060 GRAND RAPIDS,tuft 49525 This building component has only been designed for the loads noted on this dravirng.Construction and Ming forces have not been considered,The builder Is responsible for IiPong methods and system design. Bugder responsibilities are defined under section 2,3 of TPI1-2002.This design Is based only upon parameters shown,and Is for <arutu,viuuar ucuiumy eailkpUitel u w Ue I1,wteanU w,ri rveunu vwacdey.mppiwdudey or uwi9n parametutw anu properl(iLutpotauori'or componemis'responsuollny`of euiluing •,M..,,.••..`•..• :�fzhdmuomq uuol i,�iilat"nuss"da gnarl&-a--Ing zh�.,rr to,uriatarat ori .ra � z, •-•. •'+.«.,...««.«..,. y y al+'vrr Ge'Inv't'rliiu6i"rrcill'n`afiiucrsGiJj':"RsuurEiGn"oi`1c-Tlriul ufy"i11"rt.rt'iy lu lrf51lfc5liiullily"Ci�l[i3j"�.uiiaiiiir.`.iluir Is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general gutdonce regarding llBll(y LOnllIIl Sterane dellverv,ej 00jjp0&Od�kfctejgg GSI7151ip BO CthOm the Wood TrussCyu6glLQ(_A=&. nd T w Plate Inslill,[W&wmmenda3 on ayaHahl from WTCA,6300 Enterprise LN,Madison,WI 53719 J:lsupportlM'itekSuppltemptoteslufp.tpe@ copyright 2010 by:Universal Forest Products.Inc. Muncy Homes, Inc 3/12/2010 1.2.9.a Jot, Tntss Truss Type aty Ply SMP 2.12. 54375 Additional Seats 1 1 Joh Reference option al Pa e 2 0#2 universal ores Products Inc.,Grand Rapids,M 49525,Peg Beckea � 7.130 a Apr 28 2004 M e K lndcatrics,Inc. . cd Jan 201:50:14 201 age 1 Additional Seals For: CC676903 CC676904 CC677802 HM644407 HM731505 HM585811 HM585812 ...1o11MMII x11147 CONIy[.c,l*ll. 1'oX41 .. `� a�. o �`• <v NNC EQrr�s�.rr,. tett afi1 WE s. !� AECIs1E w PROFESS ONAL o � -0 10390 :. , KEVI{V;VV. FREEMAN SS7ar><A� '`�. .fi ;PE-054541-E �rJi�� APPROVEI} DATE 3-15-10 PFS CORPORATION Bloomsburg,PA WARNING -Verify design parameters and READ MOTES Universal Forest Products,Inc. 2801 EAST BELTI.INE R0,RE PHONE(616)-364.6161 FAX(616)-365.0060 GRAND RAPIDS,Ml 49525 T14S building component has only been designed for the loads noted on this drawing. Construction and lifting forces have not been considered.,The builder is responsible. for Iif Ing methods and system design.Builder responsibilities are defined under section Z.3 of TP11-2002.This design Is based only upon parameters shown,and Is for an individual building component to be inslalted and loaded vertically,Applicability of design parameters and proper Incorporation of component is responsibility of building designer-not truss designer.Bracing shown Is for lateral support of Individual web members only.AddWanal temporary bracing to Insure stability during construction Is the responsibility of the arectcr.Additional permanent bracing of the overall structure Is theresponsibility of the building designer.For general guidance regarding I' L(ab&d[qmUujdtX c n-rot stmge.detivem atw&oa and btaclno.co —Truss Connell of Amedea and Td�+c PfaIajagUUfILReM=111111 dtitl011.3.ysliabla from WTCA,6300 Enterprise LN,Madison,Wl 53719 J:tsuppodkP4tekSuppUemplates\ufp,tped copyright 2010 by:Universal Forest Products,Inc. Muncy Homes, Inc 3/12/2010 1.2.9.b Job Truss Truss Type Qty Ply SMP 212 63975 D130006 HINGED COMMON 1 1 47-SINGLE BOX-14'-60190 _ ..� J er ltEU Universal Forest Products Inc.,Grand Rapids,MI 49525,Peggy Beckett 7.330 a Feb 17 2012 MTek Indusldes,Inc.Fri Jul 13 14:49:23 2012 Page 1 of 2 This print replaces print Issued 7/9112,Added cent-lever detail. 7-0-4 __...{i 6-10-8 D130005-IBC 2012 D130006•IBC 2007,2006,2009 SB•l1 7.00 12 2 I1 T 10 C' l-0 3�3 SMI-110A Fj- APPROVED 1x4 II 3 DATE 10,26112 2 PFS CORPORATION Sl,IHIBA 2l 810 burg,PA 5 1,5x<II e 1 � m 3x5 Q � 7 _ t4 i 9 a 2.5 II "See paga2for cantilever details" Us it 0-1-12 244 9-1e-5 4 1.8-7 13.10.12 Plate Offsets fX.Y): fi:034.Edce1,(3:0-i-0.0-0-01:15:0-1-0.0-0: j6:0.-11_2,0-0.121,17:D-1-14.Edael.18:044.0-1-01,19:0-3-12,0-1-OL SPACING:2-04 SPACING:14.0 S PACING:1-0-0 SPACING 2-0-0 CSI DEFL In (toe) liden Vd PLATES GRIP LOADING(psi) LOADING(pslj LOADING(psi) Plates Increase 1.15 TC 0,63 Vert -L 0.38 8.9 >421 240 MT20 1971144 TCLL 46.2 TCLL 65.3 TCLL 92.4 Lumber Increase 1,15 BC 0.65 VeriRL) -0,76 8-9 >2% 180 MTiBHS 0/0 (Ground Snow--80.0) (Ground Snow=90.0) (Ground Snow-120.0) Rep Stress Ina YES WB 0.23 Horz(TL) -0.00 1 n/a rVa TCDL 7.0 TCDL 10.5 TCDL 14.0 Code IBC2009ITP12007 (Matrix) eihL 61 Ib BCLL 0.0 BCLL 0.0 BCLL 0.0 ' IBC2003/IBC2OD6 WWo 920% BCDL 100 BCDL 15.0 BCDL 20.0 LUMBER BRACING TOP CHORD 2x4 SPF Not*Except* TOP CHORD Structural wood sheathing drectty applied or 4-2-2 oc.purlins, (P) T3:2x4 SPF 165OF 1;5E BOTCHORD Rigid telling directly applied or 6-6-9 oc bracing. BOTCHORD 2x8 SYP No.2 WEBS 2X3 SPF Stud REACTIONS (Ib/size) 7=69510-3,8(min,0-1-8),1=695/0.3-6 (min.0-1-8) Max Harz 7=229(LC 8) Max Up5ft7=4i9(LC 10),1=419(LC 9) MaxGrav7=926(LC i9),1=930(LC18) FORCES Pb)-Maximum Compression/Maximum Tension TOP CHORD 4-1 0=11 7413 1 4,5.10=-801/311,&8=-6291307,6-7=-440/143,1-2=491!168,2-3=•607/329,3-11=-520!329,4-11=4721333 s ViiN 7 BOTCHORD 1-12=-1441410.12-13=-144!410,9-13=•144/410,6.9=-1441910.8-15=-144/410,14.16 •144/410,7.14=-1441410 WEBS 2-9=-6391419,6.8=-746f4g2 Al REQUIRED FIELD JOINT CONNECTIONS -Maximum Compression(Ib)tMaximum Tension Pb)/Maximum Shear(b)/Maximum Moment(Ii 4=381/334/31810 ^t 201}0 co NOTES (17-21) 111 IF. 1)Dado:0.3-14 length x 0.0-12 deep dado,0-0-0 to right edge from joint 7 on the bottom face. 2)Dado:0-3-14 length x G.OA2 deep dado,0-1.8 to left edge from joint 1 on the bottom(ace. Nat 3)Wind:ASCE 7-05;120mph @241n o.c,;TCDL=1,4psf;BCDL=2,Opsf,(Alt.147mph @161n o,c.;TCDL=2.lpst;BCDL=3.Opso:(Alt.150mph Q12in o.c.; y1 TCDL=2.8psf;BCDL=4.Opso;h=30(t;Cal.ll;Exp C;enclosed;MWFRS flow-rise)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed:C-C for members and forces 8 MWFRS for reactions shown;Lumber DOL=1,60 plate grip DOL=1.33 7 4)TCLL:ASCE 7-05;Pg=60.0 psi(ground snow);Ps=46.2 psi(roo(snow);Category 11;Exp C;Partially Exp.;Ct=1.7 5)Roof design snow load has been reduced to account for slope. E-signed by Kevin Freeman 6)Unbalanced snow loads have been considered for this design. 7)This truss has been designed for basic load combinations,which Include cases with reductions for multiple concurrent five loads, IItIHI lllifj� 8)All plates are MT20 plates unless otherwise Indicated. ,ill f1� 9) See BEH18 DETAILS for plate placement. OF COM/�/���i� 10)Provisions must be made to prevent lateral movement of hinged member(s)during transportation. ���!� .•',r•� F•••••��ri� 11)All additional member connections shall be provided by others for forces as Indicated. ��� t.•' v•` RSC` 12)This Truss has been designed for a 10.0 psf bottom chord live load nonconcurfent with any other 9ve loads. /�Z,'a�� Fin�•�� 13)•This truss has been des!gned for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3.6.0 tall by 2-0-0 wide will fit between the :f/J: 7 ;+1 bottom chord and any other members. ; �Z 14)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 419 lb uplift at)olnt 7 and 419 Ib uplift at jolnl 1. *: 15)This truss has been designed in accordance with the 2009 10C Section 2303,4,6,2009 IRC Section 802.10.2. _ 16)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). 17)This Iniss has been designod in accordance with lha 20C:IBC Sec 2303 4 2,2006IRC Sec 802.10.2 18)This Cuss has been designed to meet the 20D31SC Section 2308.10.7.1:2003 IRC R802.10.2 �✓ '• 2 �5 Q •�y� 19)Take precaution to k6ep the chords in plane.any bend=ng or twisting of the hinge plate must be repaired before the building Is put into service: ✓✓� .`'•.CENS wthis 20)d shown.geld installed nw lernrs are an integral part of W s daslgn.To ensure proper performance,all Geld instated mernbars must be rnStalledµfor to • ' ' applying any lood4ig to the truss. ��I�SION L1; 2 1 Based on D130004.Updated codes. The professional engineering seal indicates that a licensed professional has reviewed the design under the standards referenced within this document 7/1312012 not necessarily the current stale building code.The engineering seal is not an approval to use in a specific stale,The final determination on whether a truss design Is acceptable under the locally adopted building code rest with the building official or designated appointee. ® WARNING - Verify design parameters and READ NOTES Universal Forest Products,Inc. 2801 EAST BELTLINE RD,NE PHONE(616)364.8161 FAX(616)365-0060 GRAND RAPIDS,M149525 This building component has only been designed for the bads noted on this drawing. Construction and I'dtng forces have not been considered. The builder Is responsible for lifting methods and system design Builder responsbilitie3 are defined under TPI1.This design is based only upon parameters shown,and is for an individual building component to be Installed and loaded vertically.App6cebllity of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown Is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is(he responsbiGiy of the building designer.For general guidance regarding fabrication,quality,control,storage,defvery,erection and bracing,consult BCSI 1-06 from the Wood Truss Council of America and Truss Plate Institute Recommendation available from WTCA,6300 Enterprise LN,Madison,WI 53719 J:tsuppoilWitekSuppStemplateslufp,tpe o&.opyright 2012 by;Universal Forest Products,Inc, Muncv Homes, Inc. 10/5/2012 2.2.12.a Job Truss T Truss Type Gy �Pt' SMP 212 63975 _ D130006 HINGED COMMON 1 1 47-SINGLE BOX- 14'-60190 Job Reference(ootionan Universal Forest Products Inc.,Grand Rapids,MI 49525,Peggy Beckell 7.330 e.Feb 17 2012 MTok Industries,Inc.Fd Jul 13 14:49:23 2012 Page 2 of 2 ALT.CANTILEVER DETAIL(left side only) NT)4EVER DETAIL(fight side-only) Y 103-2-0Conelaver j 8 l f__ 01o9.2-0Cantilever REACTIONS REACTIONS Max Hofz9=229(LC 8) Max Uplift)=•330(LC 9),9=•628(LC 10) Max Horz7=229(LC B) Max Grav 1=823 LC 18 9=1068 LC 19 Max Uprift7=314(LC 10),9=•666(LC 9) - Max Grav7=802(LC 19),9=1104(LC 18) ALT.CANTILEVER DETAIL(both sldos) "I 7 TT ill �l� IOU REACTIONS Max Horz9=229(LC 8) Max UpIift9=-532(LC 10),10=568(LC 9) MaxGravg-987(LC 19),10=1042(LC 18) PF APPROVED DATE 1.0/26/12 PFS CORPORATION Bloomsburg, PA The professional engineering seal Indicates that a licensed professional has reviewed the design under the standards referenced within this document not necessarily the current stale building code,The engineering seal Is not an approval to use In a specific state,The final determination on whether a Wss design Is acceptable under the locally adopted building code rest with the building official or designated appointee. WARNING - Verify design parameters and READ NOTES Universal PHONE(616)364-6i16l1PFAX(616)-365306028 GRAND RAPIDS,M1495 501 EAST IBELTLiNE RD, � This building component has only been designed for the bads noted on this drawing. Construction and lifting forces have not been considered. The builder Is responsible for filing methods and system design Builder responsbifties are defined raider TPII.This design is based only upon parameters shown,and Is for an individual building component to be installed and loaded vertically.Apprcabili of design parameters and proper incorporation of component is responsibility of building designer-nol truss designer.Bracing shown Is for lateral support of individual web members only.Additional temporary bracing to insure slabifly during construction is the responsibility of the erector.Additional permanent bracing of the overall structure Is the responsibilly of the building designer.For genera)guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult SCSI 1-06 from the Wood Truss Council of America and Truss Plate Institute Recommendation available from WTCA,6300 Enterprise LN,Madison,WI 53719 J:lsuppor(tMitakSuppVemplaleslufp.tpe&opydght 2012 by.Universal Forest Products,Inc. Muncv Homes, Inc. 1015/2012 2.2.12.b UNIVERSAL FOREST PRODUCTS, INC. Job Truss Customer " Fo 63975 D130006 SMP 212 The professional engineering seal indicates that a licensed professional has reviewed the design under the standards referenced within this document,not necessarily the current state building code.The engineering seat Is not an approval to use a design In a specific slate.The final determination on whether a truss design Is acceptable under the locally adopted building code rest with the building official or designated appointee. nni,lll'1,., 'OE ALAR 1 W.:.FRF �yP�a vI"FRF��yOF NEW IY46U COO KIE N W.MA R► �t � Z �Ic s�t• o' ,I. tr tx Zy r ••',�. !(� Poo ication.tnereb/certttythat enil were prepayedofapproved S/O t 1 1�,, .and tfot I am a duly tkenwd professional . NAL V SSl 1� engineerunderthe]amoftrkStateofWrtlari Ann t AL V Lkemeho.25531.E+pitationoate.lofm012 7vFCs+slok, "w. <<<Q� REGISTEREG yO <<�U PROFESSIONAL �? KEVIN . R MAN E vV )0*111t .0.00001 F APPROVED DATE 1.0/26/12 PFS CORPORATION Bloomsburg, PA Corporate Digiucering 2801 Last.Beltline, NE Grand Rapids, MI 49525-9736 (616) 364-6161 Fax (616)365-0060 Muncv Homes, Inc. 1�/r�hm, 2.2.12.c t JOB PRE-31462 SHEET NO. 1 OF 44 David E. Billingsley, PE CALCULATED BY DB DATE 11/29/2012 217 East Main Street•Middleburg,PA 17842 CHECKED BY DATE Phone(570)837-0577•FAX(570)837-0585 Design Criteria 6� 9� N g S gf W # Location: NY 120mph Exp C or less 12/11/12 Building Description: Residential Two Story Modular Wood Frame Construction Codes: 2010 New York Residential Code 2005 NDS ASCE 7-05 Building Importance Category: II Seismic Criteria Seismic Design Category (SDC) B Short period design spectral response acceleration (SDs) 0.32 Seismic Importance Factor 1.00 Basic Wind Speed Vasd = 120 mph (3 second gust) Exposure = C Wind Exposure Adjustment Factor= 1.35 Wind Importance Factor 1.00 1.0 Snow Load Ground Snow Load = 35 psf Snow Importance Factor 1.00 r � JOB PRE-31462 SHEET NO. 2 OF 44 CALCULATED BY DB DATE 11/29/2012 CHECKED BY DATE Design Criteria Cont. . ) Floor Diaphragm Aspect Ratio ;.£ _ rtl ,r/ Length of side (1-1)(house width) = 27.5 ft. Length of side (L2)(house length) = 41 ft. • =` N4 12/11/12 Max Mean Roof Height= 25 ft. Roof Framing Span (Horizontal Projection) = 13.75 ft. Roof Framing Spacing = 16 in. o.c. Roof Overhang Length = 1 ft. Roof Slope = 7 :12 Roof Diaphragm Aspect Ratio Length of side (1-1)(width) = 27.5 ft. Length of side (1-2)(length) = 41 ft. L2 & L, = 1.5 :1 < 3 :1 OK Roof/Ceiling Assembly Dead Load = 15 psf Roof Framing Type= Truss Truss ID# HM585812 Max Uplift at Marriage Wall = 571 lbs per truss Max Uplift at Sidewall Wall = 325 lbs per truss s J JOB PRE-31462 SHEET NO. 3 OF 44 CALCULATED BY DB DATE 11/29/2012 CHECKED BY DATE Design Criteria Cont. 1 st Story Loadbearing Wall Height= 9 ft. 2nd Story Loadbearing Wall Height= 8 ft Wall Stud Specifications = 2x6 SPF#3 Wall Stud Spacing = 16 in. o.c. Shearwall Segment Aspect Ratio 1 st Story Shearwall Height= 9 ft. 2nd Story Shearwall Height= 8 ft. OSB - PLY GYP 1st Story Minimum Shearwall Length = H /3.5 = 2.57 ft. H/ 1.5 = "6.00 'ft. 2nd Story Minimum Shearwall Length = H /3.5 = 2.29 ft. H / 1.5 = 5.33 ft. 1 st Story Wall Length Available for Full Height Sheathing Bline 1; 23.90 ft. Lline A 29.00 ft. Bline 2 13.50 ft. Lline B 31.00 ft. 1st Story Maximum Unrestrained Opening Height Hline 1 84 in. Hline—A 84 in. Hline—2 0 in. Hline—13 84 in. 2nd Story Wall Length Available for Full Height Sheathing w _ Bline 1; 27.50 ft. Lline_A 24.75 ft. Bline_2 27.50 ft. Lline_B 24.75 ft. 61,`, 2nd Story Maximum Unrestrained Opening Height Hline 1 0 in. Hline_A 66 in. Hline_2 0 in. Hline_B 66 in. X, 12/11/12 L � JOB PRE-31462 SHEET NO. 4 OF 44 CALCULATED BY DB DATE 11/29/2012 CHECKED BY DATE ASCE 7-05 Uplift Connections Building Width = 27.5 ft. Roof Framing Spacing = 16 in. D.C. Roof/Ceiling Assembly Dead Load = 15 psf Roof Span = 13.75 _ft. Amount of load to be subtracted per Story= {[(Unit Width /2) x Floor/Roof Dead Load] +Wall Dead Load}x 0.6 _ { [(13.75 ft / 2) x 10 psf] + 60 plf} x 0.6 77 plf Vertical Design Wind Pressures 3 Sec Gust Wind Speed = 120 mph End Zone Wind Uplift Pressure= 15.6 psf MWFRS Figure 6-2 Max of Zones E & F Int. Zone Wind Uplift Pressure= 13.4 psf MWFRS Figure 6-2 Max of Zones G & H Overhang Wind Uplift Pressure= 15.6 psf MWFRS Figure 6-2 Max of Zones Eoh, Goh, E, F, G & H Wind Exposure Category= C Wind Exposure Adjustment Factor= 1.35 Wind Importance Factor 1.00 Adjusted Uplift Pressures 1vw , Adjusted End Zone Wind Uplift Pressure = 21.06 psf iE ) fit Adjusted Int. Zone Wind Uplift Pressure= 18.09 psf � �, �_`_ Adjusted Overhang Wind Uplift Pressure= 21.06 psf Roof to 2nd Story Wall Connection Load = 166 plf 12/11/12 2nd Story Wall to 1st Story Wall Connection Load = 166 plf - 77 plf= 89 plf 1st Story Wall to Foundation Connection Load = 89 plf 77 plf= 11 plf JOB PRE-31462 SHEET NO. 5 OF 44 CALCULATED BY DB DATE 11/29/2012 CHECKED BY DATE Uplift Connections (cont'd) Main Building Connection Design Connections to transfer uplift loads from the roof assembly to foundation must maintain a continuous load path. Use structural connectors to provide the required connection. Alternate connection methods may be used, if they are satisfactorily proven to resist the calculated loads. Roof Truss to 2nd Story Wall Stud Connection Connector: Simpson Strong-Tie MTS18 Fastener: (6) 0.148inx1.5in nails each end Allowable Load = 737 Ib Req'd Uplift Req'd Provided Load Spacing Spacing 166 plf 48 in. 32 in. a Lit F°_.iVa. A atn,t 12/11/12 t � JOB PRE-31462 SHEET NO. 6 OF 44 CALCULATED BY DB DATE 11/29/2012 CHECKED BY DATE Uplift Connections (cont'd) 2nd Story Wall Stud to 2nd Story Floor Band Connection - line_A&line_B Connector: 7/16" OSB/PLY overlap 2 rows of 0.131"x2.5" Nails Allowable Load = 192 Ib Req'd Uplift Req'd Provided Load Spacing Spacing line_A 174 plf 13 in o.c. 6 in D.C. line_B 174 plf 13 in D.C. 6 in o.c. 2nd Story Wall Stud to 2nd Story Floor Band Connection - line-1& line-2 Connector: 7/16" OSB/PLY overlap 2 rows of 0.131"x2.5" Nails Allowable Load = 192 Ib Req'd Uplift Req'd Provided Load Spacing Spacing line-1 228 plf 6 in o.c. 6 in o.c. line 2 228 plf -6 in o.c. 6 in o.c. 2nd Story Floor Band to 1 st Story Ceiling Band Connection - line_A& line_B Connector: 7/16" OSB/PLY overlap 2 rows of 0.131"x2.5" Nails Allowable Load = 192 Ib Req'd Uplift Req'd Provided Load Spacing Spacing line—A 174 plf 13 in o.c. 6 in o.c. line_B 174 plf 13 in o.c. 6 in o.c. 2nd Story Floor Band to 1 st Story Ceiling Band Connection - line-1 Connector: 7/16" OSB/PLY overlap 2 rows of 0.131"x2.5" Nails Allowable Load = 192 Ib Req'd Uplift Req'd Provided Load Spacing Spacing line-1 228 plf 6 in o.c. 6 in o.c. 1st Story Ceiling Band to 1st Story Wall Stud Connection - line—A& line_B Connector 7/16"OSB/PLY overlap 2 rows of 0.131"x2.5" Nails Allowable Load = 192 Ib Req'd Uplift Req'd Provided Load Spacing Spacing 4: line—A 174 plf 13 in o.c. 6 in o.c. line B 174 plf 13 in o.c. 6 in o.c. eiling Band to 1st Story Wall Stud Connection - line_1 a� Connector 7/16" OSB/PLY overlap 2 rows of 0.131"x2.5" Nails Allowable Load = 192 Ib Req'd Uplift Req'd Provided Load Spacing Spacing `j line—1 228 plf 6 in o.c. 6 in o.c. 12/11/12 JOB PRE-31462 SHEET NO. 6A OF 44 CALCULATED BY DB DATE 11/29/2012 CHECKED BY DATE Uplift Connections (cont'd) 1 st Story Wall Stud to Floor Band Connection Connector: 7/16" OSB/PLY overlap floor rim joist 6" Fastener: 0.131 in x 2-1/2in nails Must Use Nails in Higher than Seismic Zone C Lateral Value = 96 lbs per fastener Use 2 rows of fasteners along bottom edge of panel -stagger spacing between rows Req'd Uplift Required Load Spacing line_A 437 plf 5 in. o.c. line_B 381 plf 6 in. o.c. line—1 670 plf 3 in. o.c. o f f f S S 4 2 1 c 12/11/12 JOB PRE-31462 SHEET NO. 7 OF 44 CALCULATED BY DB DATE 11/29/2012 CHECKED BY DATE Uplift Connections (cont'd) Design 1 st Story Module to Sill Plate Connection Assume Typical 1 st Story Module to Sill Plate Connection made with Connector: 7/16" OSB/PLY overlap sill plate 1.5" Fastener: 0.131 in x 2-1/2in nails Must Use Nails in Higher than Seismic Zone C Lateral Value= 96 lbs per fastener Use 1 row of fasteners along bottom edge of panel Floor Band to Sill Plate Connection Req'd Uplift Req'd Load Spacing line_A 437 plf 2 in. o.c. line_B 381 plf 3 in. o.c. line—1 670 plf 2 in. o.c. ' t � tar 1 J i r •i fir% q'a.s'rF 12/11/12 JOB PRE-31462 SHEET NO. 8 OF 44 CALCULATED BY DB DATE 11/29/2012 CHECKED BY DATE Per Section 11.1.7 of 2005 NDS Single Shear Staple Capacity w/min. 1" penetration "Other Dowel-Type Fasteners" D = 0.063 in Diameter is = 0.4375 in Side member thickness Fyb = 100000 psi Dowel bending yield strength tm = 1 in Main member penetration Rd = 2.2 Reduction Term -See Table 11.3.1 13 Ss = OSB/PLY Side member species Re = 0.7791 = Fem/Fes Ms = SPF Main member species Rt = 2.2857 = Im/Is SG = 16 Staple Gage Im = 1 in main member dowel bearing length CD = 1.6 Load Duration Factor Is = 0.4375 in side member dowel bearing length Fem = 3350 psi main member dowel bearing strength Fes = 4300 psi side member dowel bearing strength Staple Capacity: Table 11.3.1A Yield Limit Equations: Zstaple= 2 Legs x Zmin Mode Shear Zstaple= 40.4- lbs Im Z1m= D x Im x Fem X CD = 153.5 Ib Rd , 7- is Z1s= D x Is X Fes x CD = 86.2 Ib Rd r ria) Z11= k, x D x Is x Fes X CD = 54.5 Ib Rd Illm Z111m= k2 x D x Im x Fem x CD = 56.3 Ib (1+2Re)x Rd 12/11/12 ills Z1115= k3 x D x IS x Fem x CD = 33.6 Ib (2+Re) x Rd IV Z1v= D2 x 2 x Fem x Fyb (1/2) = 20.2 Ib Rd 3 x(1 + Re) Minimum Shear, Zmin = 20.2 Ib Notes: K, = [Re+ (2Re2 x(1+Rt+Rt2)) + (Rt2 x Re3)1(112)_[Re x(1+Rt)] = 0.6 (1+Re) K2 = -1 + (2 x(1+Re)) + 2F,b x(1+2R,)x D2 (112) = 0.9 3Fem X,m 2 K3 = -1 + (2 x(1+Re)) + 2FVb x(2+Re)x D2 (1/2) = 1.4 Re 3Fem x Ise JOB PRE-31462 SHEET NO. $A OF 44 CALCULATED BY DB DATE 11/29/2012 CHECKED BY DATE Per Section 11.1.7 of 2005 NDS Single Shear Staple Capacity w/Metal Side Member w/min. 1" penetration ,'Other Dowel-Type Fasteners" D = 0.063 in Diameter is = 0.036 in Side member thickness Fyb = 100000 psi Dowel bending yield strength tm = 1 in Main member penetration Rd = 2.2 Reduction Term-See Table 11.3.1 13 Ss = 20GA Steel Side member species Re = 0.0542 = Fem/Fes Ms = SPF Main member species Rt = 27.778 = Im/Is SG = 16 Staple Gage Im = 1 in main member dowel bearing length CD = 1.6 Load Duration Factor Is = 0.036 in side member dowel bearing length Fem = 3350 psi main member dowel bearing strength Fes = 61850 psi side member dowel bearing strength Staple Capacity: Table 11.3.1A Yield Limit Equations: Zstaple=2 Legs x Zmin Mode Shear Zstaple= 52.5 lbs Im Zlm= D x Im x Fem x CD = 153.5 Ib Rd Is Zjs= D x Is x Fes x CD = 102.0 Ib RdWI' � ' ZII— k1 x D x Is x F es x CD = 62.8 Ib x Rd t )k z;q't Illm Zulm= k2 x D x Im x Fem x CD = 66.7 lb Sn' (1+2Re)x Rd ills Z111s= k3 x D x Is x Fem X CD = 31.8 Ib 12/11/12 (2+Re)x Rd IV Zlv= D2 x 2 x Fem x Fyb (112) = 26.3 Ib Rd 3 x (1 + Re) Minimum Shear, Zmin = 26.3 Ib Notes: Kt = [Re+ (2Re2x(1+Rt+Rt2)) + (Rt2x ReA(")-[Re x(1+Rt)] = 0.6 (1+Re) K2 = -1 + (2 x(1+Re)) + 2F b x(1+2R,)x D2 (1/2) = 0.5 3Fem x Im2 K3 = -1 + (2 x(1+Re)) + 2F b x(2+Re)x D2 (V2) = 11.8 Re 3Fem x Ise JOB PRE-31462 SHEET NO. 9 OF 44 CALCULATED BY DB DATE 11/29/2012 CHECKED BY DATE 16GA Strap Capacity Thickness of Strap = 0.0598 in Strength of Steel = 36 ksi Strength Reduction Factor= 0.6 Width of Steel Strap = 1.5 in Thickness of fastener= 0.1310 in Capacity of Strap =Thicknes x(Width of Strap-Width of fastener) x Strength of Steel x Strength Reduction Factor= Capacity of Strap = 1768 Ib 0.131"x2.5" Nail Capacity Shear Z= 83 Ib NDS Table 11 P t L I j J NN Load Duration Factor= 1.6 for wind - t Adjusted Fastener Capacity= 132.8 Ib ' Required Quantity of Fasteners to achieve max capacity of strap50 QTY= 14 nails each end of each strap ti•,y � ' 12/11/12 i JOB PRE-31462 SHEET NO. 9A OF 44 CALCULATED BY DB DATE 11/29/2012 CHECKED BY DATE 20GA Strap Capacity Thickness of Strap = 0.0359 in Strength of Steel = 36 ksi Strength Reduction Factor= 0.6 Width of Steel Strap = 1.25 in Thickness of fastener= 0.1310 in Capacity of Strap =Thicknes x(Width of Strap-Width of fastener)x Strength of Steel x Strength Reduction Factor= Capacity of Strap = 867.7 Ib 0.131"x2.5" Nail Capacity Shear Z = 81 Ib NDS Table 11 P Load Duration Factor= 1.6 for wind Adjusted Fastener Capacity= 129.6 Ib Required Quantity of Fasteners to achieve max capacity of strap = QTY= 7 nails each end of each strap Y >�y rt.: 12/11/12 JOB PRE-31462 SHEET NO. 10 OF 44 CALCULATED BY DB DATE 11/29/2012 CHECKED BY DATE Uplift Connections (cont'd) Marriage Wall Loads Truss ID# HM585812 Max Uplift at Marriage Wall = 571 lbs Unit Uplift Load = 428 plf = Roof to 2nd Story Wall Connection Load = 428 _ plf 2nd Story Wall to 1 st Story Wall Connection Load = 428 plf 59 plf= 369 plf Wall to Girder Connection Load = 369 plf - 59 plf= 310 plf *Connection loads less than 0 do not require uplift connectors t'3 1"A a Amount of load to be subtracted per Story _ [(Unit Width/2) x Floor/Roof Dead Load] + Wall Dead Load _ {[(13.75 ft / 2) x 10 psfl + 30 } 59 plf 12/11/12 JOB PRE-31462 SHEET NO. 11 OF 44 CALCULATED BY DB DATE 11/29/2012 CHECKED BY DATE Uplift Connections (cont'd) Marriage Wall Connection Design Roof Truss to 2nd Story Wall Stud Connection Connector: Simpson Strong-Tie LSTA12 Fastener: (10) 0.148"x2.5" nails (5 each end of strap) Allowable Load = 795 Ib Req'd Uplift Req'd Provided Load Spacing Spacing 428 plf 22 in. 16 in. 6j ` t � i u3 12/11/12 1 JOB PRE-31462 SHEET NO. 11A OF 44 CALCULATED BY DB DATE 11/29/2012 CHECKED BY DATE Uplift Connections (cont'd) Marriage Wall Connection Design t 1 Y' d `O 12/11/12 2nd Story Wall Stud to 2nd Story Floor Band Connection Connector: Simpson Strong-Tie LSTA12 Fastener: (10) 0.148inx2.5in nails (5 each end of strap) Allowable Load = 795 Ib Req'd Uplift Req'd Provided Load Spacing Spacing 369 plf 26 in. 16 in. 2nd Story Floor Band to 1st Story Ceiling Band Connection (One Side Only) Connector: Simpson Strong-Tie LSTA18 Fastener: (14) 0.148inx2.5in nails (7 each end of strap) Allowable Load = 1110 Ib Req'd Uplift Req'd Provided Load Spacing Spacing 738 plf 18 in. 16 in. JOB PRE-31462 SHEET NO. 1 1 B OF 44 CALCULATED BY DB DATE 11/29/2012 CHECKED BY DATE Uplift Connections (cont'd) Marriage Wall Connection Design 1 st Story Ceiling Band to 1 st Story Wall Stud Connection Connector: Simpson Strong-Tie LSTA12 Fastener: (10) 0.148inx2.5in nails (5 each end of strap) Allowable Load = 795 Ib Req'd Uplift Req'd Provided Load Spacing Spacing 369 plf 26 in. 16 in. '_ F { 7 S 1st Story Wall Stud to Floor Girder Connection 12/11/12 Connector: Simpson Strong-Tie LSTA12 Fastener: (10) 0.148"x2.5" nails (5 each end of strap) Allowable Load = 795 Ib for SPF Req'd Uplift Req'd Provided Load Spacing Spacing 369 plf 26 in. 16 in. Floor Girder to Foundation Connection Req'd Uplift Load 310 plf per box JOB PRE-31462 SHEET NO. 12 OF 44 CALCULATED BY DB DATE 11/29/2012 CHECKED BY DATE Uplift Connections (cont'd) Check Tensile Strength of Studs to Transfer Uplift Loads 2x6 SPF#3 Nominal Tensile Stress Ft = 250 psi ANSI/AF&PA NDS Table 4A Load Duration Factor CD = 1.6 ANSI /AF&PA NDS Table 2.3.2 Size Factor CF= 1.3 ANSI /AF&PA NDS Table 4A Allowable Tensile Stress Ft = Ft CD CF = 520 psi ANSI /AF&PA NDS Table 4.3.1 Net Area of Stud A= 8.25 int Allowable Tensile Load Pt = Ft A= 4290 Ib > 222 Ib OK 2 ?s E {i j £� -A 12/11/12 JOB PRE-31462 SHEET NO. 13 OF 44 CALCULATED BY DB DATE 11/29/2012 °i3¢+ CHECKED BY DATE r Shear Connections 12/11/12 Roof Pitch = 7:12 Roof Height= 8.5 - ft Roof Span = 13.75 ft. 3 Sec Gust Wind Speed = 120 mph Wind Exposure= C Wind Exposure Adjustment Factor= 1.35 Max Wall Height= 9 ft Wind Importance Factor= 1.00 End Zone Length = 6.00 ft Building Length = 41 ft Floor/Ceiling Depth = 1.75 ft Horizontal Design Wind Pressures (Enter 10psf as minimum value or if value is less than zero) End Zone Wall Horizontal Pressure= 25.7 psf MWFRS Figure 6-2 Zone A End Zone Roof Horizontal Pressure= 17.6 psf MWFRS Figure 6-2 Zone B Int. Zone Wall Horizontal Pressure= 20.4 psf MWFRS Figure 6-2 Zone C Int. Zone Roof Horizontal Pressure = 14 psf MWFRS Figure 6-2 Zone D Average Wall Horizontal Pressure= 21.95 psf = (Wall End Zone Press x 2 x End Zone Length ) + [Wall Int. Zone Press x (Building Length -(2 x End Zone Length) ] Building Length Average Roof Horizontal Pressure= 15.05 psf (Roof End Zone Press x 2 x End Zone Length ) + [Roof Int Zone Press x(Building Length -(2 x End Zone Length) ] Building Length Perpendicular to Ridge Roof Diaphragm Load = 226.7 plf = (Ave. Roof Hor. Press. x Roof Height) + (Ave. Wall Hor. Press. x Wall Height/2) Adjusted Roof Diaphragm Load = 306 plf Multiplied by Wind Exp. Factor& Imp. Factor Floor Diaphragm Load = 236 plf = [Ave. Wall Hor. Press. x(Wall Height+Floor/Ceiling Depth)] Adjusted Floor Diaphragm Load = 319 plf Multiplied by Wind Exp. Factor& Imp. Factor Parallel to Ridge Roof Diaphragm Load = 162.8 plf = (Ave. Roof Hor. Press. x Roof Height/2) + (Ave. Wall Hor. Press. x Wall Height/2) Adjusted Roof Diaphragm Load = 220 plf Multiplied by Wind Exp. Factor& Imp. Factor Floor Diaphragm Load = 236 plf = Same as Perp to Ridge Floor Diaphragm Load Adjusted Floor Diaphragm Load = 319 plf Multiplied by Wind Exp. Factor& Imp. Factor JOB PRE-31462 SHEET NO. 14 OF 44 CALCULATED BY DB DATE 11/29/2012 CHECKED BY DATE Shear Connections -Wind (cont'd) Reference Sheet 13 for wroof& wfloor calculations Total Shear Capacity Requirements Wind Perpendicular to Ridge Wind Parallel to Ridge woof = 306 plf woof = 220 plf wfloor= 319 plf wfioor= 319 plf L= 41 ft. B = 27.5 ft. Vroof=woof x L = 12550 Ib Vroof=woof x B = 6042 Ib Vfloor=wf.,,r x L = 13061 Ib Vfloor=wfloo,x B= 8761 ' Ib Shear Tranfer Connection Capacity Requirements vroof= Vroof/2/ B = 228 plf vroof=Vroof/2/ L= 74 plf vfloorl =Vroof+Vfloorl /2/ B = 466 plf vfloorl =Vroof+Vfloor/2/ L= 181 plf vfloor2 =Vroof+ [2 x (Vfloor/2/ B)] = 703 plf vfloor2 = Vroof+ [2 x (Vfloor/2/ L)] = 287 plf 12/11/12 JOB PRE-31462 SHEET N0. 15 OF 44 CALCULATED BY DB DATE 11/29/2012 CHECKED BY DATE Shear Connections -Seismic(cont'd) ASCE 7-05 Total Shear Capacity Requirements-Seismic Seismic Design Category= B Weights: Factors: Wroof= 18040 Ib R= 6.5 Table 12.14-1 Wswall = 9840 Ib Fa= 1.4 Section 12.14.8.1 Wewall = 6600 Ib F= 1.1 Section 12.14.8.1 Wgable= 1650 Ib SDs= 0.32 Secction 11.4.1 Wfloor= 28188 Ib 1 = 1.00 Seismic Importance Factor Wtotal= 64318 Ib Seismic Base Shear, V: Section 12.14.8.1 S 9r�P fi V= F x SDs x Wtotal x I = 3483 Ib r. R S. Vertical Distribution, Fx: Section 12.14.8.2 Fx = wX x V 12/11/12 Wtotal Fx.roof= 977 Ib Floor Diaphragm Load= 3483 Ib Fx.floorl = 2122 Ib Fx.floor2= 3483 Ib Diaphragm Unit Shear Capacity Requirements B= 27.5 ft. L= 41 ft. Perpendicular to Ridge Wind Parallel to Ridge vroof= Fx.roof/2/B= 18 plf vroof= Fx.roof/2/L= 12 Of 1 st floor down from roof vfloorl = Fx.floorl /2/B= 39 plf vfloorl = Fx.floorl /2/L= 26 plf vfloor2= Fx.floor2/2/B= 63 plf vfloor2= Fx.floor2/2/L= 42 plf JOB PRE-31462 SHEET NO. 16 OF 44 CALCULATED BY DB DATE 11/29/2012 CHECKED BY DATE Shear Connections (cont'd) Reference Sheet 14 & 15 for Vroof calculations Shearwall Unit Shear Capacity Requirements Shear Perpendicular to Ridge . 2nd Story Shear Walls Wall Length Available for Full Height Sheathing Bline 1: '27.50 ft. %line 1= 100 Bline 2 27.50 ft. %line 2 = 100 Shearwall Unit Shear Capacity Vwall line-1=Vroof/2 Bline 1 Vwall line—I= 0 0 12550 Ib / (2 X 27.50 ft.) Vwall line 1= 228 plf Wind Controls Vwall line—2 =Vroof/2 Bline 2 Vwall line-2 = 0 0 12550 lb /(2 X 27.50 ft.) Vwall line—2 = 228 plf Wind Controls Shear Parallel to Ridge 2nd Story Shear Walls Wall Length Available for Full Height Sheathing Lline A 24.75 ft. %line A= 60 Lline B '24.75 ft. %line B = 60 Shearwall Unit Shear Capacity Vwall line—A=Vroof/2 Bline A Vwall line_A= 0 0 6042 Ib /(2 X 24.75 ft.) Vwall line—A= 122 plf Wind Controls Vwall line—B =Vroof/2 Bline B Vwall line_B = 0 0 6042 Ib /(2 X 24.75 Vwall line—B = 122 Of Wind Controls d f \)\§ F 1 �y 12/11/12 JOB PRE-31462 SHEET NO. 16A OF 44 CALCULATED BY DB DATE 11/29/2012 CHECKED BY DATE Shear Connections (cont'd) Reference Sheet 14 & 15 for Vroof calculations Shearwall Unit Shear Capacity Requirements Shear Perpendicular to Ridge 1 st Story Shear Wall Wall Length Available for Full Height Sheathing Bline 1 23,90 ft. %line 1= 87 Bline 2 13.50 ft. %line 2 = 49 Shearwall Unit Shear Capacity Vwall line_1= (Vroof+Vfloor)/2 Bline_1 Vwall line-1= 0 1768' Ib + 12550 Ib + 13061 Ib /(2 x 23.90 ft.) Vwall line-1= 573 plf Wind Controls Vwall line-2 = (Vroof+Vfloor) /2 Bline_2 Vwall line-2 = 0 4603 Ib + 12550 Ib + 13061 Ib /(2 x 13,50 ft.) Vwall line—2 = 1119 plf Wind Controls Shear Parallel to Ridge 1 st Story Shear Wall Wall Length Available for Full Height Sheathing Lline A 29.00 ft. %line F 45 Lline B 31.00 ft. %line E 54 Shearwall Unit Shear Capacity Vwall line_A= (Vroof+Vfloor) /2 Bline_A Vwall line_A= 0 0 6042 Ib + 8761 Ib /(2 x 29.00 ft.) Vwall line—A= 255 plf Wind Controls Vwall line_B= (Vroof+Vfloor) /2 Bline_B Vwall line_B = 0 0 6042 Ib + 8761 Ib /(2 x 31.00 ft.) Vwall line—B = 239 plf Wind Controls }( A 12/11/12 JOB PRE-31462 SHEET NO. 17 OF 44 CALCULATED BY DB DATE 11/29/2012 CHECKED BY DATE Shear Connections (cont'd) Shear Capacity of 2nd Story Perforated Shearwall Assembly aF Percent Full Height Sheathing ' Wind Perpendicular to Ridge %line 1= 100 %line 2 = 100 " Wind Parallel to Ridge %line A= 60 %line—B = 60 12/11/12 Maximum Unrestrained Opening Height 2nd Story Wall Height- 8 ft. Wind Perpendicular to Ridge Wind Parallel to Ridge Hline 1 0 in. Hline A 66 in. Hline 2 0 in. Hline B 66 in. Perforated Shearwall Capacity Adjustment Factor Wind Perpendicular to Ridge Wind Parallel to Ridge Fline_1: 1.00 Fline_A 0.70 Fline 2 1.00 Fline B 0.70 Shear Capacity of 1 st Story Perforated Shearwall Assembly Percent Full Height Sheathing Wind Perpendicular to Ridge %line 1 87 %line 2 .49 Wind Parallel to Ridge %line F 45 %line E 54 Maximum Unrestrained Opening Height 1st Story Wall Height- 9 ft. Wind Perpendicular to Ridge Wind Parallel to Ridge Hline 1 84 in. Hline A 84 in. Hline 2 0 in. Hline B 84 in. Perforated Shearwall Capacity Adjustment Factor Wind Perpendicular to Ridge Wind Parallel to Ridge Fline_1: 0.85 Fline_A 0.58 Fline 2 1.00 Fline B 0.63. JOB PRE-31462 SHEET NO. 18 OF 44 CALCULATED BY DB DATE 11/29/2012 CHECKED BY DATE Shearwall Design Note: Gable wall studs at roof level must be same, size, species and grade as wall below. They must also be sheathed and fastened the same as wall below. Shear Capacity of Segmented Shearwall Assembly Framing Species Specific Gravity G = 0.42 2nd Story Wall - line-1 PERFORATED 7/16" OSB w/0.131"x2.5" nails @ 6" o.c. panel edge & 12" o.c. field nailing (exterior) Tabulated Value= 239 plf vs= 1.40 (Tab. Value) = 334 plf Vs = 0 plf Shear Capacity of Shearwall Assembly Vs = 334 Of + 0 Of = 334 plf > 228 plf OK 2nd Story Wall - line_2 PERFORATED 7/16" OSB w/0.131"x2.5" nails @ 6" o.c. panel edge & 12" o.c. field nailing (exterior) Tabulated Value = 239 plf vs = 1.40 (Tab. Value) = 334 plf Vs = 0 plf Shear Capacity of Shearwall Assembly Vs = 334 Of + 0 Of = 334 plf > 228 plf OK 2nd Story Wall - line_A PERFORATED 7/16" OSB w/0.131"x2.5" nails @ 6" o.c. panel edge & 12" D.C. field nailing (exterior) Tabulated Value= 239 plf vs= 1.40 (Tab. Value) = 334 plf Vs= 0 plf Shear Capacity of Shearwall Assembly Vs = 334 Of + 0 Of = 334 plf > 122 plf OK 2nd Story Wall - line_B PERFORATED 7/16" OSB w/0.131"x2.5" nails @ 6"o.c. panel edge & 12" o.c. field nailing (exterior) Tabulated Value = 239 plf vs= 1.40 (Tab. Value) = 334 plf Vs= 0 plf If Shear Capacity of Shearwall Assembly : V, = 334 Of + 0 Of = 334 plf > 122 plf OK k 6d e 4 r 12/11/12 ___.. JOB PRE-31462 SHEET NO. 18A OF 44 CALCULATED BY DB DATE 11/29/2012 CHECKED BY DATE Shearwall Design Note: Gable wall studs at roof level must be same, size, species and grade as wall below. They must also be sheathed and fastened the same as wall below. Shear Capacity of Segmented Shearwall Assembly Framing Species Specific Gravity G = 0.42 1st Story Wall - line-1 PERFORATED 7/16" OSB w/0.131"x2.5" nails @ 2" D.C. panel edge & 12" o.c. field nailing (exterior) -dbl studs @ Tabulated Value= 588 plf vs= 1.40 (Tab. Value) = 823 plf Vs= 0 plf Shear Capacity of Shearwall Assembly V, = 823 plf + 0 Of = 823 plf > 573 plf OK 1st Story Wall- line-2 SEGMENTED 7/16" OSB w/0.131"x2.5" nails @ 2" o.c. panel edge & 12" o.c. field nailing (exterior) -dbl studs @ Tabulated Value= 588 plf vs= 1.40 (Tab. Value) = 823 plf 7/16" OSB w/0.131"x2.5' nails @ 3" D.C. panel edge & 12" D.C. field nailing (interior) Vs= 631 plf Shear Capacity of Shearwall Assembly vs = 823 plf + 631 plf = 1454 plf > 1119 plf OK 1 st Story Wall- line_A PERFORATED 7/16" OSB w/0.131"x2.5' nails @ 4" D.C. panel edge & 12" D.C. field nailing (exterior) Tabulated Value= 349 plf vs= 1.40 (Tab. Value) = 488 plf Vs= 0 plf Shear Capacity of Shearwall Assembly vs = 488 plf + 0 plf = 488 plf > 255 plf OK 1 st Story Wall- line_B PERFORATED 7/16" OSB w/0.131"x2.5' nails @ 4" D.C. panel edge & 12" D.C. field nailing (exterior) Tabulated Value= 349 plf v 1.40 (Tab. Value) 488 plf Vs= 0 plf `'j Shear Capacity of Shearwall Assembly vs = 488 Of + 0 Of = 488 plf > 239 plf OK 12/11/12 JOB PRE-31462 SHEET NO. 19 OF 44 CALCULATED BY DB DATE 11/29/2012 CHECKED BY DATE Diaphragm Chords Check Tensile Strength of Top Plate to Transfer Chord Force- Tensile strength controls vs. compressive 2x6 SPF#3 Sample Calculation Nominal Tensile Stress Ft= 250 psi ANSI /AF&PA NDS Table 4A Load Duration Factor CD= 1.6 ANSI /AF&PA NDS Table 2.3.2 Size Factor CF= 1.5 ANSI /AF&PA NDS Table 4A Allowable Tensile Stress Ft = Ft CD CF= 600 psi ANSI /AF&PA NDS Table 4.3.1 Net Area of Stud A= 8.25 in Allowable Tensile Load Double 2x4 -With Splices Pt = Ft'A= 3150 Ib Double 2x4 - No Splices 6300 Ib Double 2x6 -With Splices Pi = Ft A= 4290 Ib Double 2x6 - No Splices 8580 Ib Double 2x10 -With Splices, Pt = Ft A= 5550Ib Double 2x10 - No Splices 11100 Ib Z= 131.2 Ib 0.131"x 3.0" Nails Minimum splice lap where splices are allowed = 6 ft 2nd Floor Endwalis T= 6275 Ib Double 2x6 Top Plate- No Splices Sidewalls T= 2024 Ib Double 2x6 Top Plate-With Splices & Stagger 2 rows of 0.131"x 3.0" Nails @ 9 in o.c. 1 st Floor Endwalls T= 12806 Ib Double 2x6 Top Plate- No Splices Double 2x10 Perimeter Rail - No Splices Sidewalls T= 4959 Ib Double 2x6 Top Plate -With Splices & Stagger 2 rows of 0.131"x 3.0" Nails @ 7 in o.c. Double 2x10 Perimeter Rail -With Splices & Stagger 2 rows of 0.131"x 3.0" Nails @ 7 in o.c. V, 4 12/11/12 M JOB PRE-31462 SHEET NO. 20 OF 44 CALCULATED BY DB DATE 11/29/2012 CHECKED BY DATE Shearwall Design (cont'd) Shear Capacity of Perforated Shearwall Assembly v=vs x Perforated Shearwall Capacity Adjustment Factor 2nd Story Walls 2nd Story Wall Height- 8 ft. Shear Perpendicular to Ridge vline_1: 334 plf x 1.00 334 plf > 228 plf OK One 2 334 plf x 1.00 = 334 plf > 228 plf OK Shear Parallel to Ridge vline_A 334 plf x 0.70 = 234 plf > 122 plf OK vline B 334 plf x 0.70 = 234 plf > 122 plf OK 1 st Story Wall 1 st Story Wall Height- 9 ft. Shear Perpendicular to Ridge One 1- 823 plf x 0.85 _ 703 plf > 573 plf OK Must Use Segmented Shearwall Design Aine_2 1454 plf x 1.00 1454 plf > 1119 "plf NG Shear Parallel to Ridge Aine A 488 plf x 0.58 285 plf > 255 plf OK vline B 488plf x 0.63 = 306 plf > 239 plf OK Note: Perforated Capacity limited to 490plf for Seismic and 686plf for wind tix q, 12/11/12 JOB PRE-31462 SHEET NO. 21 OF 44 CALCULATED BY DB DATE 11/29/2012 CHECKED BY DATE Overturning Connections a Check Capacity of Dead Loads to Resist Overturning Loads 2 s <4fjM1. Length of side (Lj)(house width) = 27.5 ft. ` Length of side (L2)(house length) = 41 ft. Dead Load Resistance to Overturning - line-1& line-2 12/11/12 Dead Load = 65 plf Dead Load * Length to Overturning @ Pivot Point= 893.8 lbs *0.60= 536 Return Wall Dead Load = 4 * 150 *0.60 = 360 Dead Load Resistance to Overturning - line_A& line-13 Dead Load = 150 plf Dead Load * Length to Overturning @ Pivot Point= 3075 lbs *0.60= 1845 Return Wall Dead Load = 65 *0.60 = 0 Required Holddown Capacity T= v x h Segemented T=v x h/Co Perforated 2nd Story Module to 1 st Story Module- line_1 PERFORATED Wind Controls T = 228 plf x 8.0 ft. / 1.00' = 1825 Ib + Ib - 896 lbs DL= 929 Ib Connector: (2) Simpson LSTA9 Straps on-site; from 2nd floor rim to 1st floor ceiling rim Fastener: &(2)Simpson LSTA12 Straps in plant; from stud to floor and stud to ceiling both stories Allowable Load = 1270 Ib 2nd Story Module to 1 st Story Module- line_2 PERFORATED Wind Controls T = 228 plf x 8.0 ft. / 1.00 = 1825 Ib + Ib - 896 lbs DL= 929 Ib Connector: (2)Simpson LSTA9 Straps on-site; from 2nd floor rim to 1st floor ceiling rim Fastener: &(2)Simpson LSTA12 Straps in plant; from stud to floor and stud to ceiling both stories Allowable Load = 1270 Ib 2nd Story Module to 1 st Story - line_A PERFORATED Wind Controls T= 122 Of x 8.0 ft. / 0.70 = 1391 Ib + Ib < 1845 lbs OK Dead Load of Structure is Sufficient to Resist Overturning Load 2nd Story Module to 1 st Story Module-line_B PERFORATED Wind Controls T = 122 Of x 8.0 ft. / 0.70 = 1391 Ib + Ib < 1845 lbs OK Dead Load of Structure is Sufficient to Resist Overturning Load f JOB PRE-31462 SHEET NO. 21A OF 44 CALCULATED BY DB DATE 11/29/2012 CHECKED BY DATE Reference Page 22 for Stud Overturning Connections I `? Check Capacity of Dead Loads to Resist Overturning Loads d? Length of side (1-1)(house width) = 27.5 ft. ,� ; Length of side (LZ)(house length) = 41 ft. Dead Load Resistance to Overturning - line-1& line-2 12/11/12 Dead Load = 130 plf Dead Load * (Length to Overturning @ Pivot Point/2 ) = 1788 lbs *0.60= 1073 Return Wall Dead Load = 4 * 250 *0.60 = 600 Dead Load Resistance to Overturning- line_A& line_B Dead Load = 250 plf Dead Load *(Length to Overturning @ Pivot Point/2 ) = 5125 lbs * 0.60 = 3075 Return Wall Dead Load = 130 *0.60 = 0 Required Holddown Capacity T = v x h Segemented T= v x h/Co Perforated 1st Story Module to Foundation - line_1 PERFORATED Wind Controls T= 573 Of x 9.0 ft. / 0.854 = 6033 Ib + 929 lb 1673 lbs DL 5290 Ib Connector: Simpson Strong-Tie STHD14RJ Fastener: w/ 1/2 in min concrete cover and (30) 16d sinkers, locate 1.5in from corner Allowable Load 5345 Ib 1 st Story Module to Foundation -line_2 SEGMENTED Wind Controls T= 1119 plf x 9.0 ft. / 1 = 10071 Ib + 929 Ib - 0 lbs DL= 11001 Ib Connector: (1) Simpson HDU14-SDS2.5 installed on (4)2x6 SYP#2 Studs-Use Heavy Hex Head Nut-2500psi min concrete Fastener: w/ (36)SDS 1/4'x2.5"screws into stud column& V threaded rod w/10"min embed in 28"min wide footing Allowable Load= 14445 lbs 1st Story Module to Foundation- line_A PERFORATED Wind Controls T= 255 plf x 9.0 ft. / 0.585 = 3929 Ib + Ib - 3075 lbs DL = 854 Ib Connector: Simpson Strong-Tie STHD14RJ Fastener: w/ 1/2 in min concrete cover and (30) 16d sinkers, locate 1.5in from corner Allowable Load 5345 Ib 1st Story Module to Foundation -line_B PERFORATED Wind Controls T= 239 plf x 9.0 ft. / 0.627 = 3429 Ib + Ib - 3075 lbs DL= 354 Ib Connector: Simpson Strong-Tie STHD14RJ Fastener: w/ 1/2 in min concrete cover and (30) 16d sinkers, locate 1.5in from corner Allowable Load 5345 Ib JOB PRE-31462 SHEET NO. 22 OF 44 CALCULATED BY DB DATE 11/29/2012 CHECKED BY DATE Overturning Connections (cont'd) Check Tensile Strength of Studs to Transfer Overturning Loads-Sample Calculation (1) 2x6 SPF#3 Nominal Tensile Stress �I Ft= 250 psi oe Load Duration Factor =' CD= 1.6 ' Size Factor �r , CF= 1.0 � Allowable Tensile Stress Ft = Ft CD CF = 400 psi 6F Net Area of Studs 12/11/12 A= 8.25 int Allowable Tensile Load Pt = Ft'A= 3300 Ib Built up Column Fastening Requirement Assume Typical Connection made with 0.131"x 3.0" Nails Specific Gravity of Member Stud Height= 9 ft G = 0.42 Thickness of Member is = 1.50 in. Lateral Capacity Z= 82 lbs ANSI /AF&PA NDS Table 11 N Load Duration Factor CD = 1.6 ANSI /AF&PA NDS Table 2.3.2 Allowable Lateral Capacity Z' = Z CD = 131 Ib ANSI /AF&PA NDS Table 10.3.1 Required Spacing for two rows staggered = (Capacity x #of rows) / (Stud Cap. / Stud Height) x (ft to in conversion) ( 131 Ib x 2 ) / ( 3300 Ib / 9 ft ) x ( 12 in / 1 ft ) _ = 8 in o.c. JOB PRE-31462 SHEET NO. 23 OF 44 CALCULATED BY DB DATE 11/29/2012 CHECKED BY DATE Sliding Connections Roof Pitch = 7:12 Wall Height= 9 ft. Roof member spacing = 16 in o.c. 3 Sec Gust Wind Speed = 120 mph Wind Exposure = C Wind Exposure Adjustment Factor= 1.35 Load from wind on Wall End Zone Wall Horizontal Pressure = 25.7 psf MWFRS Figure 6-2 Zone A End Zone Wind Load = End Zone Wall Press x (Wall Height/2) End Zone Wind Load = 115.7 plf Adjusted End Zone Wind Load = End Zone Wind Load x Wind Exp Factor= 156.1- plf Load required to be transferred to sidewall diaphragm chord Load to in sidewall diaphragm chord = 3021 Ib See pages 14 & 15 Length of Unit= 41 ft. Load along sidewall in diaphragm chord = sidewall diaphragm chord load /length of unit Load along sidewall in diaphragm chord = 73.69 plf Req. Roof to E.Z. Wall Load = Max(adj. end zone wind load, Idiaphragm chord load)x roof mem. spacing = Req. Roof to E.Z. Wall Load = 208.2 Ib Roof to Wall Plate Connection Assume Typical Connection made with 0.131"x 3" toenails. Specific Gravity of Member G = 0.42 Thickness of Member is= 1.50 in. y x`r Lateral Capacity of Nails ' Z= 82 lbs 3. Load Duration Factor )_ CD = 1.6 Toe Nail Factor Cts= 0.83 Allowable Lateral Capacity of Nails Z' = Z CD Cts = 109 Ib 12/11/12 1 Required Roof to Wall Plate Connection Req'd Nail Nails Load Capacity Req'd 208 Ib 109 Ib cap 2 per framing member JOB PRE-31462 SHEET NO. 23A OF 44 CALCULATED BY DB DATE 11/29/2012 CHECKED BY DATE Sliding Connections Assume Typical Connection made with 0.131"x 3.0" Nails in End-Grain. Specific Gravity of Member G = 0.42 Thickness of Member is = 1.50 in. Lateral Capacity Z= 82.0 lbs ANSI /AF&PA NDS Load Duration Factor CD= 1.6 ANSI /AF&PA NDS Table 2.3.2 End-Grain Nail Factor C,n= 0.67 ANSI /AF&PA NDS 11.5.4.2 Allowable Lateral Capacity Z' = Z CD Ceg = 87.9 Ib ANSI /AF&PA NDS Table 10.3.1 Top Plate to Studs & Bottom Plate to Studs Req'd Nail Nails Load Capacity Req'd 208 Ib 88 Ib cap 3 per framing member Bottom Plate to Floor Assume Typical Connection made with 0.131"x 3.0" Nails Allowable Lateral Capacity of Nails Z' = ZCD = 82 Ib x 1.6 = 131 Ib Req'd Stud Req'd i. Load Spacing = Load 208 Ib / 16' >inoc 156 plf � IP Nail Req'd Req'd �' Capacity / Load = Spacing 131 Ib cap 156 plf 10 in o.c. 12/11/12 JOB PRE-31462 SHEET NO. 24 OF 44 CALCULATED BY DB DATE 11/29/2012 CHECKED BY DATE Sliding Connections (cont'd) Alternate Roof to Wall Plate Connection Connector: Simpson Strong-Tie H10A Fastener: (9) 0.148" x 1 1/2" nails in truss and (9) 0.148" x 1 1/2" nails in plate Allowable Load = 285 Ib for SPF Req'd Lateral Req'd Provided Load Spacing Spacing 156 pif 22 in. 16 in. • g� iE 4 12/11/12 JOB PRE-31462 SHEET NO. 25 OF 44 CALCULATED BY DB DATE 11/29/2012 CHECKED BY DATE Sliding Connections (cont'd) ,y _' Design 2nd Story to 1 st Story Connection lv,� Assume Typical Connection made with 0.131"x 3"toenails. , Specific Gravity of Member G = 0.42 12/11/12 Thickness of Member is= 1.50 in. Nominal Lateral Capacity of Nails in Single Shear Z= 82 Ib ANSI /AF&PA NDS Table 11 N Load Duration Factor CD= 1.6 ANSI /AF&PA NDS Table 2.3.2 Toe-Nail Factor Cts = 0.83 ANSI /AF&PA NDS 11.5.4 Allowable Lateral Capacity of Nails in Single Shear Z' = Z CD Cts = 109 Ib ANSI /AF&PA NDS Table 10.3.1 2nd Story to 1st Story Connection - line-1 v=Vfloor1 = 466 plf Ref. Sheet 14 & 15 Connection: 0.131"x 3"toenails. @ 2 "o.c. 2nd Story to 1 st Story Connection - line_A & line_B v=Vfloor1 = 181 plf Ref. Sheet 14 & 15 Connection: 0.131"x 3" toenails. @ 6 "o.c. JOB PRE-31462 SHEET NO. 25A OF 44 CALCULATED BY DB DATE 11/29/2012 CHECKED BY DATE Sliding Connections (cont'd) Design 1st Story Module to Sill Plate Connection a. < Assume Typical Connection made with 0.131" x 3"toenails. 4 ' Specific Gravity of Member G = 0.42 " Thickness of Member 12/11/12 is= 1.50 in. Nominal Lateral Capacity of Nails in Single Shear Z= 82 Ib ANSI /AF&PA NDS Table 11 N Load Duration Factor CD = 1.6 ANSI /AF&PA NDS Table 2.3.2 Toe-Nail Factor Cts = 0.83 ANSI /AF&PA NDS 11.5.4 Allowable Lateral Capacity of Nails in Single Shear Z' = Z CD Cts = 109 Ib ANSI /AF&PA NDS Table 10.3.1 1 st Story to Sill Plate Connection - line-1& line-2 v=Vfloor2 = 884 plf Ref. Sheet 14 & 15 Connection: 0.131"x 3"toenails. @ 1 " O.C. 1st Story to Sill Plate Connection - line_A & line-13 v=Vfloor2 = 207 plf Ref. Sheet 14 & 15 Connection: 0.131"x 3"toenails. @ 6 " O.C. Load too high for nails at line-1 & line-2. Use alternate connection on page 26. JOB PRE-31462 SHEET NO. 26 OF 44 CALCULATED BY DB DATE 11/29/2012 CHECKED BY DATE Sliding Connections Cont'd f, C k 12/11/12 Design Alternate 2nd Story to 1st Story Connection 2nd Story to 1 st Story Connection - line-1 v=Vfloor1 = 466 plf Connector: Simpson Strong-Tie LTP4 Fastener: (12) 0.131 in x 1 1/2in nails Allowable Load = 575 Ib Req'd Sliding Req'd Load Spacing 466 plf 14 in. 2nd Story to 1st Story Connection - line_A& line_B v=Vfloor1 = 181 plf Connector: Simpson Strong-Tie LTP4 Fastener: (12) 0.131 in x 1 1/2in nails Allowable Load = 575 Ib Req'd Sliding Req'd Load Spacing 181 plf 38 in. 1 st Story to Sill Plate Connection - line—1& line-2 v=Vfloor2 = 884 plf Connector: Simpson Strong-Tie LTP4 Fastener: (12) 0.131 in x 1 1/2in nails Allowable Load = 575 Ib Req'd Sliding Req'd Load Spacing 884 plf 7 in. JOB PRE-31462 SHEET NO. 27 OF 44 CALCULATED BY DB DATE 11/29/2012 CHECKED BY DATE Anchor Bolt Spacing OK Sliding Connections (cont'd) Sill Plate to Foundation Connection - line-1 Connection: 1/2 dia.Anchor Bolts @ 12 " o.c. Design Sill Plate to Foundation Connection Assume 1/2 "dia. Anchor Bolts. Anchor Bolts shall be provided within 12"of the ends of each sill plate section, but no closer than 4"from the ends. Minimum 2 bolts per sill section. Specific Gravity of Sill Plate G = 0.55 Thickness of Sill Plate is= 1.50 in. Nominal Lateral Capacity for Bolt in Single Shear Parallel to the Grain ANSI /AF&PA NDS Table 11 E Z/1= 680 Ib Load Duration Factor ANSI /AF&PA NDS Table 2.3.2 CD = 1.6 nlln%Atable Lateral Capacity for Bolt in Single Shear Parallel to the Grain �E? u kNSI /AF&PA NDS Table 10.3.1 Z' = Z11 CD= 1088 Ib Vfloor2 = 786 plf Ref. Sheet 14 & 15 E Load at anchor bolt= Vfloor2 x Anchor Bolt Spacing Load at anchor bolt= 786 pif x 12 "o.c. = 786 Ib CSI = Load at anchor bolt/Z' CSI = 786 Ib / 1088 Ib = 0.72 12/11/12 .,. .,,,,,,r,ression Perpendicular to the Grain 1/8in thick min. washer required Uniform Uplift Load=Max of uplift load at foundation from roof and uplift load from perforated shearwall if applicable. Uniform Uplift Load = Max of 11 pif See page 4 and 573 plf See page 18A Uniform Uplift Load = 573 plf Concentrated Uplift Load = Uniform Uplift Load x Anchor Bolt Spacing Concentrated Uplift Load = 573 plf x 12 " o.c. Concentrated Uplift Load = 573 Ib Allowable Compression Stress Perpendicular to the Grain Fc,. = 565 psi ANSI /AF&PA NDS Table 4B Try 2 " square washer w/ 1/2 "Anchor Bolt(Assume 1/16" oversized hole) Area of Washer Awasher= 2 2 -((rr/4) (0.5 + 1/16)A2) = 3 3/4 in Allowable Compression Load Perpendicular to the Grain PSL = Fc-L Awasher= 565 psi x 3.751 in = 2120 Ib CSI Uplift=> CSI = Load at anchor bolt/Pcperp = 573 Ib / 2120 Ib = 0.27 Total CSI = CSI shear+ CSI uplift= 0.72 + 0.27 = 0.99 OK JOB PRE-31462 SHEET NO. 27A OF 44 CALCULATED BY DB DATE 11/29/2012 CHECKED BY DATE Anchor Bolt Spacing OK Slidinq Connections (cont'd) Sill Plate to Foundation Connection - line-2 Connection: 1/2 dia. Anchor Bolts @ 12 "o.c. Design Sill Plate to Foundation Connection Assume 1/2 "dia. Anchor Bolts. Anchor Bolts shall be provided within 12" of the ends of each sill plate section, but no closer than 4"from the ends. Minimum 2 bolts per sill section. Specific Gravity of Sill Plate G = 0.55 Thickness of Sill Plate is= 1.50 in. Nominal Lateral Capacity for Bolt in Single Shear Parallel to the Grain ANSI /AF&PA NDS Table 11 E Z11= 680 Ib Load Duration Factor ANSI /AF&PA NDS Table 2.3.2 CD= 1.6 vable Lateral Capacity for Bolt in Single Shear Parallel to the Grain :., ANSI /AF&PA NDS Table 10.3.1 Z = Z„ CD = 1088 Ib x � Vfloor2 = 884 plf Ref. Sheet 14 & 15 Load at anchor bolt= Vfloor2 x Anchor Bolt Spacing Load at anchor bolt= 884 plf x 12 o.c. _ 884 Ib C ;t° CSI = Load at anchor bolt/Z' CSI = 884 Ib / 1088 Ib 0.81 12/11/12 _ Check Compression Perpendicular to the Grain 1/8in thick min. washer required Uniform Uplift Load=Max of uplift load at foundation from roof and uplift load from perforated shearwall if applicable. Uniform Uplift Load = Max of 11 plf See page 4 and 0 plf See page 18A Uniform Uplift Load = 11 plf Concentrated Uplift Load = Uniform Uplift Load x Anchor Bolt Spacing Concentrated Uplift Load = 11 plf x 12 " o.c. Concentrated Uplift Load = 11 Ib Allowable Compression Stress Perpendicular to the Grain FAL = 565 psi ANSI /AF&PA NDS Table 4B Try 2 " square washer w/ 1/2 "Anchor Bolt (Assume 1/16"oversized hole) Area of Washer Awasher= 2 2 -((n'/4) (0.5 + 1/16)^2) = 3 3/4 int Allowable Compression Load Perpendicular to the Grain Psi = FcL Awasher= 565 psi x 3.751 int = 2120 Ib CSI Uplift=> CSI = Load at anchor bolt/P,perp = 11 Ib / 2120 Ib = 0.01 Total CSI = CSI shear+ CSI uplift= 0.81 + 0.01 = 0.82 OK JOB PRE-31462 SHEET NO. 27B OF 44 CALCULATED BY DB DATE 11/29/2012 CHECKED BY DATE Anchor Bolt Spacing OK Sliding Connections (cont'd) Sill Plate to Foundation Connection - line_A Connection: 1/2 "dia. Anchor Bolts @ 38 " o.c. Design Sill Plate to Foundation Connection Assume 1/2 "dia.Anchor Bolts. Anchor Bolts shall be provided within 12" of the ends of each sill plate section, but no closer than 4"from the ends. Minimum 2 bolts per sill section. Specific Gravity of Sill Plate G = 0.55 Thickness of Sill Plate is= 1.50 in. Nominal Lateral Capacity for Bolt in Single Shear Parallel to the Grain ANSI /AF&PA NDS Table 11 E Z11= 680 Ib Load Duration Factor ANSI /AF&PA NDS Table 2.3.2 CO = 1.6 nil--able Lateral Capacity for Bolt in Single Shear Parallel to the Grain NSI /AF&PA NDS Table 10.3.1 Z' = Z/1 CD= 1088 Ib ;,3 Vfloor2 = 207 plf Ref. Sheet 14 & 15 y t Load at anchor bolt= Vfloor2 x Anchor Bolt Spacing Load at anchor bolt= 207plf x 38 " o.c. = 655 Ib ���' s„"�� CSI = Load at anchor bolt/Z' CSI = 655 Ib / 1088 Ib = 0.60 12/11/12 ip,ession Perpendicular to the Grain 1/8in thick min. washer required Uniform Uplift Load=Max of uplift load at foundation from roof and uplift load from perforated shearwall if applicable. Uniform Uplift Load = Max of 11 plf See page 4 and 255 plf See page 18A Uniform Uplift Load = 255 plf Concentrated Uplift Load = Uniform Uplift Load x Anchor Bolt Spacing Concentrated Uplift Load = 255 plf x 38 "o.c. Concentrated Uplift Load = 808 Ib Allowable Compression Stress Perpendicular to the Grain FAL = 565 psi ANSI /AF&PA NDS Table 4B Try 2 " square washer w/ 1/2 "Anchor Bolt(Assume 1/16" oversized hole) Area of Washer Awasner= 2 2 -((7T/4) (0.5+ 1/16)A2) = 3 3/4 in Allowable Compression Load Perpendicular to the Grain Pel = Fc-L Awasher= 565 psi x 3.751 in = 2120 Ib CSI Uplift=> CSI = Load at anchor bolt/Pcperp = 808 Ib / 2120 Ib = 0.38 Total CSI = CSI shear+ CSI uplift= 0.60 + 0.38 = 0.98 OK JOB PRE-31462 SHEET NO. 27C OF 44 CALCULATED BY DB DATE 11/29/2012 CHECKED BY DATE Anchor Bolt Spacing OK Sliding Connections (cont'd) Sill Plate to Foundation Connection - line_B Connection: 1/2 dia. Anchor Bolts @ 38 " o.c. Design Sill Plate to Foundation Connection Assume 1/2 " dia. Anchor Bolts. Anchor Bolts shall be provided within 12"of the ends of each sill plate section, but no closer than 4"from the ends. Minimum 2 bolts per sill section. Specific Gravity of Sill Plate G = 0.55 Thickness of Sill Plate is = 1.50 in. Nominal Lateral Capacity for Bolt in Single Shear Parallel to the Grain ANSI /AF&PA NDS Table 11 E Z11= 680 Ib Load Duration Factor ANSI /AF&PA NDS Table 2.3.2 CD= 1.6 roable Lateral Capacity for Bolt in Single Shear Parallel to the Grain ANSI /AF&PA NDS Table 10.3.1 Z' = ZI/ CD= 1088 Ib i a € Vfloor2 = 207 plf Ref. Sheet 14 & 15 . { Load at anchor bolt= Vfloor2 x Anchor Bolt Spacing Load at anchor bolt= 207 plf x 38 " o.c. 655 Ib CSI = Load at anchor bolt/Z' CSI = 655 Ib / 1088 lb = 0.60 12/11/12 Check Compression Perpendicular to the Grain 1/8in thick min. washer required Uniform Uplift Load=Max of uplift load at foundation from roof and uplift load from perforated shearwall if applicable. Uniform Uplift Load = Max of 11 plf See page 4 and 239 plf See page 18A Uniform Uplift Load = 239 plf Concentrated Uplift Load = Uniform Uplift Load x Anchor Bolt Spacing Concentrated Uplift Load = 239 plf x 38 " D.C. Concentrated Uplift Load = 756 Ib Allowable Compression Stress Perpendicular to the Grain F,L = 565 psi ANSI /AF&PA NDS Table 4B Try 2 " square washer w/ 1/2 "Anchor Bolt(Assume 1/16"oversized hole) Area of Washer Awasher= 2 2 -((1T/4) (0.5 + 1/16)^2) = 3 3/4 int Allowable Compression Load Perpendicular to the Grain Pel = Fc-L Awasher= 565 psi x 3.751 int = 2120 Ib CSI Uplift=> CSI = Load at anchor bolt/Pcperp = 756 Ib / 2120 Ib = 0.36 Total CSI =CSI shear+ CSI uplift= 0.60 + 0.36 = 0.96 OK JOB PRE-31462 SHEET NO. 28 OF 44 CALCULATED BY DB DATE 11/29/2012 CHECKED BY DATE ( s Sheathing Connections71 t 9 Roof Sheathings` " ' / Design Roof Sheathing Connection to Resist Suction Loads, 3 Sec Gust Wind Speed = 120 mph 12/11/12 Suction Pressure from Wind -ASCE 7 Figure 6-3, Use 10psf minimum C&C Pressures Interior Zone Zone 1 = 25.9 psf Perimeter Edge Zone Zone 2 = 30.3 psf Overhang Zone Zone 2 OH = 43.9 psf Overhang Zone Zone 3 OH = 43.9 psf Wind Importance Factor= 1.00 Wind Exposure = C Wind Exposure Adjustment Factor= 1.35 C&C Pressures Adjusted Interior Suction Pressure = 35.0 psf Zone 1 Adjusted Perimeter Suction Pressure= 40.9 psf Zone 2 Adjusted Overhang Suction Pressure= 59.3 psf Zone 2 OH Adjusted Overhang Suction Pressure= 59.3 psf Zone 3 OH Perimeter Edge Zone Width Minimum Building Dimension = 27.5 ft. Z= 10% Minimum Building Dimension = 2.75 ft. But not less than 3 ft. Roof Framing Spacing = 16 in. o.c. Roof Unit Suction Load from Wind Framing Spacing in ft. o.c. Interior Zone= 35psf x 1.33 ft. = 47 plf Perimeter Edge Zone= 41 psf x 1.33 ft. = 55 plf Overhang Zone= 59 psf x 1.33 ft. = 79 plf JOB PRE-31462 SHEET NO. 29 OF 44 CALCULATED BY DB DATE 11/29/2012 CHECKED BY DATE Sheathing Connections (cont'd) Roof Sheathing Design Roof Sheathing Connection to Resist Suction Loads Roof Sheathing: 7/16"OSB (Unblocked) Fastening: 0.131"x2.5" nails at 6 " o.c. panel edge fastening and 12," o.c. field fastening Specific Gravity of Roof Framing G = 0.42 Diameter of Nails D= 0.131 in. Length of Nails L= 2.50 in. Thickness of Sheathing t= 0.438 in. Nominal Nail Withdrawal Design Value ANSI /AF&PA NDS Table 11.2C W= 21 Ib/in. Load Duration Factor ANSI /AF&PA NDS 2.3.2 CD= 1.6 Allowable Nail Withdrawal Design Value ANSI /AF&PA NDS Table 11.2C W'=W CD= 34 Ib/in. Length of Nail Penetration Lp = L-t= 2.063 in. Withdrawal Capacity per Nail W' LP = 69 Ib Required Suction Load Capacity Interior Zone = 47 plf Ref. Sheet 28 Perimeter Edge Zone= 55 plf Ref. Sheet 28 Overhang Zone= 79 plf Ref. Sheet 28 Required Fastening Interior Zone= 12 "0.C. Perimeter Edge Zone= 6 "o.c. / Overhang Zone = 6 " D.C. � i.(j e4 Si, Ott e,.tjt e° 12/11/12 l JOB PRE-31462 SHEET NO. 30 OF 44 CALCULATED BY DB DATE 11/29/2012 CHECKED BY DATE Sheathing Connections (cont'd) Roof Sheathing Design Roof Diaphragm to Transfer Shear Loads Unit Shear Capacity Requirement Max V,"of= 12550 Ib B = 27.5 ft. vroof= 228 plf Shear Capacity for Diaphragm Assembly Framing Species Specific Gravity G = 0.42 Roof Sheathing: 7/16" OSB (Unblocked) Fastening: '0.131"x2.5" nails at 6 " o.c. panel edge nailing and 12 o.c. field nailing Tabulated Value = 211.6 plf vs = 1.4 (Tab. Value) See Supplement Table 2C Footnote 1 296.2 plf > 228 plf OK 1:,� AFF;; a�:t .,•'' *,r ,t 12/11/12 JOB PRE-31462 SHEET NO. 31 OF 44 CALCULATED BY DB DATE 11/29/2012 CHECKED BY DATE Sheathing Connections (cont'd) Floor Sheathing Design Floor Diaphragm to Transfer Shear Loads Unit Shear Capacity Requirement Max Vfioor= 13061 Ib B = 27.5 ft. vfloor= 237 Of Shear Capacity for Diaphragm Assembly Framing Species Specific Gravity G = 0.42 Floor Sheathing: 5/8in OSB (Unblocked) Fastening: 0.148"x3" nails at 6'" o.c. panel edge fastening and 12"' o.c. field fastening Tabulated Value= 262.2 plf vs = 1.4 (Tab. Value) See Supplement Table 2C Footnote 1 367.1 plf > 237 plf OK � 6gq 7 kq 3 i 1L' Zya �1 tt _'r e 12/11/12 r JOB PRE-31462 SHEET NO. 32 OF 44 CALCULATED BY DB DATE 11/29/2012 CHECKED BY DATE Sheathing Connections Wall Sheathing t' Design Wall Sheathing Connection to Resist Suction Loads 3 Sec Gust Wind Speed = 120 mph Suction Pressure from Wind-ASCE 7 Figure 6-3 12/1 /12 C&C Pressures Interior Zone (Zone 4) = 28.1 psf Edge Zone (Zone 5) = 34.7 psf Wind Importance Factor= 1.00 Wind Exposure= C Wind Exposure Adjustment Factor= 1.35 Adjusted Interior Suction Pressure= 37.9 psf Adjusted Perimeter Suction Pressure = 46.8 psf Perimeter Edge Zone Width Minimum Building Dimension = 27.5 ft. Z= 10% Minimum Building Dimension = 2.75 ft. But not less than 3 ft. Wall Framing Spacing = 16 in. o.c. Roof Unit Suction Load from Wind FramingSpacing in ft. 0.C. Interior Zone= 38 psf x 1.33 ft oc. = 51 plf Edge Zone= 47 psf x 1.33 ft oc. = 62 plf r JOB PRE-31462 SHEET NO. 33 OF 44 CALCULATED BY DB DATE 11/29/2012 CHECKED BY DATE Sheathing Connections (cont'd) Wall Sheathing Design Wall Sheathing Connection to Resist Suction Loads Wall Sheathing: 7/16" OSB Fastening: 0.131"x2.5" nails at 6 "o.c. panel edge nailing and 12 "o.c. field nailing Specific Gravity of Wall Framing G = 0.42 Diameter of Nails D= 0.131 in. Length of Nails L = 2.50 in. Thickness of Sheathing t= 0.438 in. Nominal Nail Withdrawal Design Value ANSI /AF&PA NDS Table 11.2C W= 21 Ib/in. Load Duration Factor ANSI /AF&PA NDS 2.3.2 CD= 1.6 Allowable Nail Withdrawal Design Value ANSI /AF&PA NDS Table 11.2C W' =W CD= 34 Ib/in. Length of Nail Penetration Lp= L-t= 2.063 in. Withdrawal Capacity per Nail W' LP = 69 Ib Required Suction Load Capacity Interior Zone = 51 plf Perimeter Edge Zone = 62 plf i t•s�t� 2, Fastening Required ' q 9 '` r' Interior Zone = 12 " o.c. Perimeter Edge Zone = 6 " 0.C. 12/11/12 JOB PRE-31462 SHEET NO. 34 OF 44 CALCULATED BY DB DATE 11/29/2012 CHECKED BY DATE Roof is made with Trusses. No Rafters Connections Required 2 12/11/12 JOB PRE-31462 SHEET NO. 35 OF 44 CALCULATED BY DB DATE 11/29/2012 CHECKED BY DATE Overhang Connection Outlooker to Endwall Roof Pitch = 7:12 Roof Span = 13.75 ft. Roof Overhang Length = 1 ft. 3 Sec Gust Wind Speed = 120 mph Overhang Uplift Load = 59.27 psf Zone 2 OH See page 28 Overhang Uplift Load = 59.27 psf Zone 3 OH See page 28 Outlooker Spacing = 16 in o.c. Tabulated Overhang Uplift Connection Load Zone 2oh = 79.02 lbs Tabulated Overhang Uplift Connection Load Zone 3oh = 79.02 lbs Wind Exposure = C Wind Exposure Adjustment Factor= 1.35 x Adjusted Ridge Connection Load Zone 2 OH = 107 , lbs Adjusted Ridge Connection Load Zone 3 OH = 107 lbs tv Connector: 0.131"x3" Nails w/ 1.5" pen. Allowable Load = 50.4 Ib 12/11/12 Connectors Per Outlooker Req'd Zone 2 OH = 3 per outrigger Connectors Per Outlooker Req'd Zone 3 OH = 3 per outrigger JOB PRE-31462 SHEET NO. 36 OF 44 CALCULATED BY DB DATE 11/29/2012 CHECKED BY DATE Truss Field Connections Reference attached truss print Required Field Joint Connections- Compression(lb)/Tensions(Ib)/Shear(lb)/Moment(lb) Truss Number: HM585812 Ridge Connection "6" 246 / 87 / 99 / 0 Use: 1 1/4" x 12"x 20 ga steel strap w/(7) 0.131x2.5" nails each end & (2) 0.131"x3.0" nails toed Lateral Value 0.131"x3.0"toe-nailed = 82 x 1.15 Cd x .83 Ctn x2 nails= 156 lbs Flip Connection "5" 246 / 87 / 99 / 0 Use: 1 1/4" x 12" x 20 ga steel strap w/(7) 0.131x2.5" nails each end & (2) 0.131"x3.0" nails toed Lateral Value 0.131"x3.0"toe-nailed = 82 x 1.15 Cd x .83 Ctn x2 nails= 156 lbs Kneewall Connection "9" 894 / 573 / 464 / 0 Use: Simpson H8 t` t 12/11/12 JOB PRE-31462 AES Na 3 0 4 CALCULATED BY DB m« ]]99/2042 CHECKED BY mr Roo is made with Trusses. No Rafters Connections Required a , )\ \^ \\ 12/11/12 JOB PRE-31462 SHEET NO. 38 OF 44 CALCULATED BY DB DATE 11/29/2012 CHECKED BY DATE Design Summary Location Force Connection Fasteners Required Reference Roof Truss to 2nd Story Wall 166 plf Simpson Strong-Tie MTS18 (6)0.148inxl.5in nails each Sheet 5 Stud Connection end @ 32 in o.c. 'N, x ` k N f� 12/11/12 V) L 0 U) r 0 i- V C O U 4- 'a Q. D Note: 8d nails =0.131"x 2.5", 10d nails =0.148"x 3"& 16d nails =0.131"x 3.25" unless otherwise noted An equal or better connection device may be substituted for any connection device listed. Staples and Toe-Nails may not be used in Seismic Zones worse than C. JOB PRE-31462 SHEET NO. 38A OF 44 CALCULATED BY DB DATE 11/29/2012 CHECKED BY DATE Design Summary Location Connection Wall Force Spacing Reference 7/16"OSB/PLY overlap line_A 174 plf 6 in D.C. 2 rows of 0.131"x2.5'Nails 2nd Story Wall line_B 174 plf 6 in D.C. Stud to 2nd Story Floor Band 6 Connection 7/16"OSB/PLY overlap line-1 228 plf 6 in o.c. 2 rows of 0.131"x2.5' Nails line—2 228 plf 6 in o.c. 7/16"OSB/PLY overlap line_A 174 pif 6 in D.C. C 2 rows of 0.131"x2.5'Nails 0 L)4" 2nd Story Floor line_B 174 plf 6 in D.C. C Band to 1st Story 6 r_ Ceiling Band 0 Connection 7/16"OSB/PLY overlap line-1 228 plf 6 in D.C. U 2 rows of 0.131"x2.5' Nails Q. 7/16"OSB/PLY overlap line_A 174 plf 6 in D.C. 2 rows of 0.131"x2.5'Nails 1st Story Ceiling line_B 174 plf 6 in o.c. Band to 1st Story 6 Wall Stud Connection 7/16"OSB/PLY overlap line-1 228 plf 6 in O.C. 2 rows of 0.131"x2.5'Nails Note: 8d nails =0.131"x 2.5", 10d nails =0.148"x 3"& 16d nails =0.131"x 3.25" unless otherwise noted An equal or better connection device may be substituted for any connection device listed. Staples and Toe-Nails may not be used in Seismic Zones worse than C. t NI i r Jilll s 12/11/12 JOB PRE-31462 SHEET NO. 38B OF 44 CALCULATED BY DB DATE 11/29/2012 CHECKED BY DATE Design Summary Location Connection Wall Force Spacing Reference 7/16"OSB/PLY overlap floor line_A 437 plf 5 in O.C. rim joist 6" 1st Story Wall line_B 381 plf 6 in O.C. Stud to Floor 0.131 in x 2-1/2in nails 6A w Band Connection line 1 670 plf 3 in D.C. a Use 2 rows of fasteners along — O bottom edge of panel v O c C O U 7/16"OSB/PLY overlap sill line_A 437 plf 2 in o.c. plate 1.5" line_B 381 plf 3 in o.c. Floor Band to Sill 0.131 in x 2-1/2in nails Sheet 7 Plate Connection Use 1 row of fasteners along line-11 670 plf 2 in o.c. bottom edge of panel Note: 8d nails =0.131"x 2.5", 10d nails =0.148"x 3"& 16d nails =0.131"x 3.25" unless otherwise noted An equal or better connection device may be substituted for any connection device listed. Staples and Toe-Nails may not be used in Seismic Zones worse than C. F �ttt t 1 12/11/12 1 � JOB PRE-31462 SHEET NO. 38C OF 44 CALCULATED BY DB DATE 11/29/2012 CHECKED BY DATE Desian Summary Location Force Connection Fasteners Required Reference Roof Truss to 2nd Story Wall 428 plf Simpson Strong-Tie LSTA12 (10)0.148"x2.5'nails Sheet 11 Stud Connection (5 each end of strap) @ 16 in o.c. f { § s CU 12/11/12 O 0 N c O V d C C O U Note: 8d nails = 0.131"x 2.5", 10d nails =0.148"x 3" & 16d nails =0.131"x 3.25" unless otherwise noted An equal or better connection device may be substituted for any connection device listed. Staples and Toe-Nails may not be used in Seismic Zones worse than C. JOB PRE-31462 SHEET NO. 38D OF 44 CALCULATED BY DB DATE 11/29/2012 CHECKED BY DATE Design Summary Location Force Connection Fasteners Required Reference 2nd Story Wall Stud to 2nd 369 plf Simpson Strong-Tie LSTA12 (10)0.148inx2.5in nails 11A Story Floor Band Connection (5 each end of strap) 16 in o.c. N 2nd Story Floor Band to 1st Simpson Strong-Tie LSTA18 p 9 (14)0.148inx2.5in nails � Story Ceiling Band Connection 738 plf 11A (One Side Only) 16 in o.c. (7 each end of strap) .a+ cC L 0 1 st Story Ceiling Band to 1 st 369 If Simpson Strong-Tie LSTA12 (10)0.148inx2.5in nails Story Wall Stud Connection p (5 each end of strap) 11 B L) 16 in o.c. U iii I Uv '°• P. x, 12/11/12 1st Story Wall Stud to Floor 369 plf Simpson Strong-Tie LSTA12 (10)0.148"x2.5"nails Girder Connection p (5 each end of strap) 11 B @ 16 in o.c. Floor Girder to FoundationFasten on-site for listed Connection 310 plf load 11B An equal or better connection device may be substituted for any connection device listed. Staples and Toe-Nails may not be used in Seismic Zones worse than C. JOB PRE-31462 SHEET NO. 39 OF 44 CALCULATED BY DB DATE 11/29/2012 CHECKED BY DATE Design Summary (con'd) Location Force Exterior Panel Interior Panel Reference 2nd Story Wall-line-1 7/16"OSB w/0.131"x2.5"nails 228 plf @ 6"o.c. panel edge& 12"o.c. Sheet 18 Perforated field nailing(exterior) 2nd Story Wall-line-2 7/16"OSB w/0.131"x2.5"nails 228 plf @ 6"o.c. panel edge& 12"o.c. Sheet 18 Perforated field nailing (exterior) 2nd Story Wall-line_A 7/16"OSB w/0.131"x2.5"nails C 3$✓ 1�iJ 1144 122 plf @ 6"o.c. panel edge& 12"o.c. Perforated field nailing(exterior) 2nd Story Wall-line_B 7/16"OSB w/0.131"x2.5"nails 122 plf @ 6"o.c. panel edge& 12"o.c. si g( field nailing(exterior) ` '� Perforated fp N � Q 7/16"OSB w/0.131"x2.5"nails 12/11/12 1st Story Wall-line-1 @ 2"o.c. panel edge& 12"o.c. 573 plf field nailing(exterior)-dbl 18A d Perforated studs @ shtg seams t 7/16"OSB w/0.131"x2.5"nails 7/16"OSB w/0.131"x2.5"nails 1st Story Wall-line-2 @ 2"o.c. panel edge&12"o.c. 1119 plf @field nailing(exterior)-dbl 3"o.c. panel edge& 12"o.c. 18A Segmented studs @ shtg seams field nailing(interior) 1st Story Wall-line_A 7/16"OSB w/0.131"x2.5"nails 255 plf @ 4"o.c. panel edge&12"o.c. 18A Perforated field nailing(exterior) 1 st Story Wall-line_B 7/16"OSB w/0.131"x2.5"nails 239 plf @ 4"o.c. panel edge&12"o.c. 18A Perforated field nailing (exterior) Note: 8d nails =0.131"x 2.5", 10d nails =0.148"x 3"& 16d nails =0.131"x 3.25" unless otherwise noted An equal or better connection device may be substituted for any connection device listed. Staples and Toe-Nails may not be used in Seismic Zones worse than C. Gable wall studs at roof level must be same, size, species and grade as wall below. They must also be sheathed and fastened the same as wall below. JOB PRE-31462 SHEET NO. 40 OF 44 CALCULATED BY DB DATE 11/29/2012 CHECKED BY DATE Design Summary(con'd) Note: Corner Studs & Built up Column Studs to be fastened together w/2 rows staggered of 0.131"x3" Nails at 8 in o.c. Location Force Connection Fasteners Required Reference 2nd Story Module to 1st Story Module-line-1 (2) Simpson LSTA9 Straps on- 929 Ib site; from 2nd floor rim to 1 st 0 Sheet 21 floor ceiling rim 2nd Story Module to 1 st Story Module-line-2 (2) Simpson LSTA9 Straps on- 929 Ib site; from 2nd floor rim to 1 st floor ceiling rim 2nd Story Module to 1st Story s' line A Dead Load of Structure is f OK Sufficient to Resist Overturning , Load N k 0 2nd Story Module to 1st Story v Module-line-13 Dead Load of Structure is OK Sufficient to Resist Overturning = Load O U 12/11/12 1 st Story Module to Foundation - line-1 Simpson Strong-Tie 1/2 in min concrete cover and .L 5290 Ib STHD14RJ (30) 16d sinkers, locate 1.5in 21A L from corner d 0 1st Story Module to Foundation (1)Simpson HDU14-SDS2.5 (36)SDS 1/4"x2.5"screws into -line-2 installed on (4)2x6 SYP#2 stud column& 1"threaded rod 11001 Ib Studs-Use Heavy Hex Head w/10"min embed in 28"min 21A Nut-2500psi min concrete wide footing 1st Story Module to Foundation -line_A Simpson Strong-Tie 1/2 in min concrete cover and 8541b STHD14RJ (30) 16d sinkers, locate 1.5in 21A from corner 1st Story Module to Foundation -line—B Simpson Strong-Tie 1/2 in min concrete cover and 3541b STHD14RJ (30) 16d sinkers, locate 1.5in 21A from corner Note: 8d nails =0.131"x 2.5", 10d nails =0.148"x 3"& 16d nails =0.131"x 3.25" unless otherwise noted An equal or better connection device may be substituted for any connection device listed. Staples and Toe-Nails may not be used in Seismic Zones worse than C. r � JOB PRE-31462 SHEET NO. 41 OF 44 CALCULATED BY DB DATE 11/29/2012 CHECKED BY DATE Design Summary (con'd) An equal or better connection device may be substituted for any connection device listed. Staples and Toe-Nails may not be used in Seismic Zones worse than C. All fasteners into sill plate must be corrosion resistant. Location Force Connection Fasteners Required Reference 0.131"x 3"toenails. Roof to Wall Plate Connection 208 Ib 2 23 0.131"x 3.0"Nails in End- Top Plate to Studs&Bottom 208 Ib Grain. NA 23A Plate to Studs 3 per stud 0.131"x 3.0"Nails Bottom Plate to Floor 156 plf NA 23A 10 in o.c. O 'LS N 12/11/12 0.131"x 3"toenails. 2nd Story to 1 st Story 466If Connection-line—1 p @ 2 in OC N/A 25 0.131"x 3"toenails. 2nd Story to 1 st Story 181 plf @ 6 in OC N/A 25 Connection-line—A&line—B Simpson Strong-Tie LTP4 1 st Story to Sill Plate 884If Connection-line 1&line—2 p @ 7 in OC (12)0.131 in x 1 1/21n nails 26 0.131"x 3"toenails. 1st Story to Sill Plate 207 plf @ 6 in OC N/A 25A Connection-line—A&line—B Note: 8d nails =0.131"x 2.5", 10d nails =0.148"x 3"& 16d nails =0.131"x 3.25" unless otherwise noted y ror JOB PRE-31462 SHEET NO. 42 OF 44 CALCULATED BY DB DATE 11/29/2012 CHECKED BY DATE Design Summary (con'd) Location Force Connection Fasteners Re uired Reference 12/11/12 N c O V O C C O U c :a N 2nd Floor Endwall Mateline- Top Plate to Top Plate/Ceiling 3137 Ib 2 Simpson LSTA30 Straps (22)0.148in x 2.5in nails each NA Rim to Ceiling Rim across strap Mateline Note: 8d nails =0.131"x 2.5", 10d nails=0.148"x 3"& 16d nails =0.131"x 3.25" unless otherwise noted An equal or better connection device may be substituted for any connection device listed. Staples and Toe-Nails may not be used in Seismic Zones worse than C. JOB PRE-31462 SHEET NO. 43 OF 44 CALCULATED BY DB DATE 11/29/2012 CHECKED BY DATE Design Summary ( 1'd LocationSlWathing Connection Reference 12 4i24 MAIN ROOF: 228 plf 0.131"x2.5"nails at 6"o.c.panel edge nailing and 12"o.c.field Roof Sheathing 7/16" OSB (Unblocked) nailing Sheet 29 Shear OVERHANGS: .rr 6 in D.C. edge &field Wall Sheathing 62 plf 0.131"x2.5"nails at ,= 7/16"OSB 6"o.c. panel edge nailing and Sheet 33 C/) Non Shear Wall Suction 12"o.c.field nailing 237If 0.148"x3"nails at 6"o.c. panel Floor Sheathing p 5/8in OSB (Unblocked) edge fastening and 12"o.c. Sheet 31 Shear field fastening Location Connection Reference 0 1 1/4"x 12"x 20 ga steel strap w/(7) 0.131x2.5" nails each end & (2) ' Ridge Connection'6" 0.131"x3.0" nails toed Sheet 36 d C c O U 1 1/4" x 12"x 20 ga steel strap w/(7) 0.131x2.5" nails each end & (2) 1. Sheet 36 V_ 0.131"x3.0" nails toed 00 00 U) Kneewall Connection"9" Simpson H8 Sheet 36 2 N N F— Location Force Connection Fasteners Required Reference 786 plf sliding 2"square washer w/1/2"Anchor N Sill Plate to Foundation and Bolt(Assume 1/16"oversized hole) @ 12 in OC 27 Connection-line-1 O 573 plf uplift 1/8in thick min.washer required ;4-1 d884 plf sliding 2"square washer w/1/2"Anchor c Sill Plate to Foundation and Bolt(Assume 1/16"oversized hole) @ 12 in OC a Connection-line-2 27A O 11 plf uplift 1/8in thick min.washer required U O 207 plf sliding 2"square washer w/1/2"Anchor O Sill Plate to Foundation Bolt(Assume 1/16"oversized hole) @ 38 in OC Connection-line_A and 27B Lf 255 plf uplift 1/8in thick min.washer required C O 207 plf sliding 2"square washer w/1/2"Anchor OSill Plate to Foundation @ 38 in OC LL Connection-line_B and Bolt(Assume 1/16"oversized hole) 27C 239 plf uplift 1/8in thick min.washer required 8d nails =0.131"x 2.5", 10d nails =0.148"x 3" & 16d nails =0.131"x 3.25"unless otherwise noted An equal or better connection device may be substituted for any connection device listed. Staples and Toe-Nails may not be used in Seismic Zones worse than C. y r r JOB PRE-31462 SHEET NO. 44 OF 44 CALCULATED BY DB DATE 11/29/2012 CHECKED BY DATE Design Summary (con'd) Location Force Connection Fasteners Required Reference Outlooker to Endwall 107 plf 0.131"x3" Nails w/ 1.5" pen. 0 Sheet 35 Within 3.00 ft of Corner 3 per outrigger C p Outlooker to Endwall 107 plf 0.131"x3" Nails w/ 1.5" pen. U Sheet 35 0) Not 3.00 ft of Corner 3 per outrigger C s L 0 Location Force Member Sizes Splice Conn. If Req. Reference 2nd Floor Double 2x6 Top Plate-No Splices Endwalls 6275 Ib Sheet 19 2nd Floor Double 2x6 Top Plate-With Stagger 2 rows of Splices& @ 9 in oc p 0.131"x 3.0"Nails 2024 Ib Sheet 19 Sidewalls 1 st Floor Double 2x6 Top Plate-No to Splices 12806 Ib Sheet 19 Endwalls Double 2x10 Perimeter Rail- s No Splices U E 1 st Floor Double 2x6 Top Plate-With Stagger 2 rows of @7inoc � Splices& 0.131"x 3.0"Nails i 4959 Ib Sheet 19 Sidewalls Double 2x10 Perimeter Rail- Stagger 2 rows of With Splices& 0.131"x 3.0"Nails @ 7 In oc D r .} r Minimum Lumber Grade and Species is SPF#3 Unless Noted Minimum Splice Length is 6 ft 12/11/12 8d nails =0.131"x 2.5", 10d nails=0.148"x 3"& 16d nails =0.131"x3.25"unless otherwise noted An equal or better connection device may be substituted for any connection device listed. Staples and Toe-Nails may not be used in Seismic Zones worse than C. JOB PRE-31462 Bed1 SHEET NO. 1 OF 44 David E. Billingsley, PE CALCULATED BY DB DATE 11/29/2012 217 East Main Street•Middleburg,PA 17842 CHECKED BY DATE Phone(570)837-0577•FAX(570)837-0585 Design Criteria r o> r$ fV r Location: k , j,,; I NY °`{ 120mph Exp C or lessc, o� Building Description: 12/11/12 Residential One Story Modular Wood Frame Construction Codes: 2010 New York Residential Code 2005 NDS ASCE 7-05 Building Importance Category: II Seismic Criteria Seismic Design Category (SDC) B Short period design spectral response acceleration (SDs) 0.32 Seismic Importance Factor 1.00 �,kC�Crv�PA� A-��i.p,.f4�tl�1.319„5Ir Basic Wind Speed Vasd = 120 mph (3 second gust) Exposure = C Wind Exposure Adjustment Factor= 1.21 Wind Importance Factor 1.00 1.0 Snow Load Ground Snow Load = 35 psf Snow Importance Factor 1.00 i T JOB PRE-31462 Bed1 SHEET NO. 2 OF 44 CALCULATED BY DB DATE 11/29/2012 CHECKED BY DATE Design Criteria Cont. 9995 ISI 4d f tt Floor Diaphragm Aspect Ratio Length of side (L1)(house width) = 27.5 Length of side (L2)(house length) = 16 ft. 12/11/12 Max Mean Roof Height= 15 ft. Roof Framing Span (Horizontal Projection) = 13.75 ft. Roof Framing Spacing = 16 in. o.c. Roof Overhang Length = 1 ft. Roof Slope = 7 :12 Roof Diaphragm Aspect Ratio Length of side(L1)(width) = 27.5 ft. Length of side (L2)(length) = 16 ft. L2 & L, = 1.7 :1 < 3 :1 OK Roof/Ceiling Assembly Dead Load = 15 psf Roof Framing Type = Truss Truss ID # HM585812 MaxUplift of Marriage'Wall 571 lbs per truss Max Uplift at Sidewall Wall 325 lbs per truss JOB PRE-31462 Bed1 SHEET NO. 3 OF 44 CALCULATED BY DB DATE 11/29/2012 CHECKED BY DATE Design Criteria Cont. 1 st Story Loadbearing Wall Height= 8 ft. Wall Stud Specifications = 2x6 SPF#3 Wall Stud Spacing = 16 in. o.c. Shearwall Segment Aspect Ratio 1st Story Shearwall Height= 8 ft. OSB- PLY GYP 1st Story Minimum Shearwall Length = H /3.5 = 2.29 ft. H / 1.5 = 5.33 ft. 1st Story Wall Length Available for Full Height Sheathing Bline_2 27.50 ft. C 'V 3`+` .t 1st Story Maximum Unrestrained Opening Height :� �. Hine 2 0 in. < f r a 12/11/12 i JOB PRE-31462 Bed1 SHEET NO. 4 OF 44 CALCULATED BY DB DATE 11/29/2012 CHECKED BY DATE ASCE 7-05 Uplift Connections Building Width = 27.5 ft. Roof Framing Spacing = 16 in. o.c. Roof/Ceiling Assembly Dead Load = 15 psf Roof Span = 13.75 ft. Amount of load to be subtracted per Story = _ {[(Unit Width/2) x Floor/Roof Dead Load] + Wall Dead Load)x 0.6 _ { [(13.75 ft / 2) x 10 psf] + 60 plf} x 0.6 77 plf Vertical Design Wind Pressures 3 Sec Gust Wind Speed = 120 mph End Zone Wind Uplift Pressure= 15.6 psf MWFRS Figure 6-2 Max of Zones E & F Int. Zone Wind Uplift Pressure= 13.4 psf MWFRS Figure 6-2 Max of Zones G & H Overhang Wind Uplift Pressure = 15.6 psf MWFRS Figure 6-2 Max of Zones Eoh, Goh, E, F, G & H Wind Exposure Category= C Wind Exposure Adjustment Factor= 1.21 Wind Importance Factor 1.00 4 s Adjusted Uplift Pressures ' tx: t Adjusted End Zone Wind Uplift Pressure = 18.88 psf It" Adjusted Int. Zone Wind Uplift Pressure= 16.21 psf Adjusted Overhang Wind Uplift Pressure = 18.88 psf 4: Roof to 1 st Story Wall Connection Load = 163 plf 12/11/12 1st Story Wall to Foundation Connection Load = 163 plf - 77 plf= 85 plf 1 1 JOB PRE-31462 Bed1 SHEET NO. 5 OF 44 CALCULATED BY DB DATE 11/29/2012 CHECKED BY DATE Uplift Connections (cont'd) Main Building Connection Design Connections to transfer uplift loads from the roof assembly to foundation must maintain a continuous load path. Use structural connectors to provide the required connection. Alternate connection methods may be used, if they are satisfactorily proven to resist the calculated loads. Roof Truss to Wall Stud Connection Connector: Simpson Strong-Tie MTS18 Fastener: (6) 0.148inx1.5in nails each end Allowable Load = 737 Ib Req'd Uplift Req'd Provided Load Spacing Spacing 163 plf 48 in. 32 in. t t 4.. 12/11/12 JOB PRE-31462 Bed1 SHEET NO. 6 OF 44 CALCULATED BY DB DATE 11/29/2012 CHECKED BY DATE Uplift Connections (cont'd) 1 st Story Wall Stud to Floor Band Connection Connector: 7/16" OSB/PLY overlap floor rim joist 6" Fastener: 0.131 in x 2-1/2in nails Must Use Nails in Higher than Seismic Zone C Lateral Value= 96 lbs per fastener Use 2 rows of fasteners along bottom edge of panel -stagger spacing between rows Req'd Uplift Required Load Spacing line-2 84 plf 6 in. D.C. ns !q :i 12/11/12 JOB PRE-31462 Bed1 SHEET NO. 7 OF 44 CALCULATED BY DB DATE 11/29/2012 CHECKED BY DATE Uplift Connections (cont'd) Design 1 st Story Module to Sill Plate Connection Assume Typical 1st Story Module to Sill Plate Connection made with Connector: 7/16" OSB/PLY overlap sill plate 1.5" Fastener: 0.131 in x 2-1/2in nails Must Use Nails in Higher than Seismic Zone C Lateral Value = 96 lbs per fastener Use 1 row of fasteners along bottom edge of panel Floor Band to Sill Plate Connection Req'd Uplift Req'd Load Spacing line-2 84 plf 6 in. o.c. 1V3n �� 4 i f �dl t" � a 12/11/12 JOB PRE-31462 Bed1 SHEET NO. 8 OF 44 CALCULATED BY DB DATE 11/29/2012 CHECKED BY DATE Per Section 11.1.7 of 2005 NDS Sinale Shear Staple Capacity w/min. 1" penetration "Other Dowel-Type Fasteners" D = 0.063 in Diameter is = 0.4375 in Side member thickness Fyb = 100000 psi Dowel bending yield strength tm = 1 in Main member penetration Rd = 2.2 Reduction Term-See Table 11.3.1 B Ss = OSB/PLY Side member species Re = 0.7791 = Fem/Fes Ms = SPF Main member species R, = 2.2857 = Im/Is SG = 16 Staple Gage Im = 1 in main member dowel bearing length CD = 1.6 Load Duration Factor Is = 0.4375 in side member dowel bearing length Fem = 3350 psi main member dowel bearing strength Fes = 4300 psi side member dowel bearing strength Staple Capacity: Table 11.3.1A Yield Limit Equations: Zstaple=2 Legs x Zmin Mode Shear Zstaple= 40.4 lbs Im Zjm= D x Im X Fem X CD = 153.5 Ib Rd Is Zis= D x Is x Fes x CD = 86.2 Ib Rd ' Zii= k, x D x Is x Fes x CD = 54.5 Ibif t„ f Rd Illm Z111m= 1<2 x D x Im x Fem x CD = 56.3 Ib (1+2R,)x Rd n S, Ills Zuis= 1<3 x D x Is x Fem x CD = 33.6 Ib (2+Re)x Rd 12/11/12 IV Ziv= D2 x 2 x Fem x Fyb (1/2) = 20.2 Ib Rd 3 x(1 + Re) Minimum Shear, Zmin= 20.2 Ib Notes: K, = [Re+ (2Re2 x(1+Rt+Rt2)) + (Rt2x ReA(112)_[Re X(1+R,)] = 0.6 (1+Re) K2 = -1 + (2 X(1+Re)) + 2F„b X(1+2R,) x D2 (1/2) = 0.9 3Fem X I m 2 K3 = -1 + (2 x(1+Re)) + 2F b x (2+Re)x D2 (112) = 1.4 Re 3Fem X Ise JOB PRE-31462 Bedl SHEET NO. 8A OF 44 CALCULATED BY DB DATE 11/29/2012 CHECKED BY DATE Per Section 11.1.7 of 2005 NDS Single Shear Staple Capacity wl Metal Side Member w/min. 1" penetration "Other Dowel-Type Fasteners" D = 0.063 in Diameter is = 0.036 in Side member thickness Fyb = 100000 psi Dowel bending yield strength tm = 1 in Main member penetration Rd = 2.2 Reduction Term-See Table 11.3.1 B Ss = 20GA Steel Side member species Re = 0,0542 = Fem/Fes Ms = SPF Main member species Rt = 27.778 = Im/Is SG = 16 Staple Gage Im = 1 in main member dowel bearing length CD = 1.6 Load Duration Factor Is = 0.036 in side member dowel bearing length Fem = 3350 psi main member dowel bearing strength Fes = 61850 psi side member dowel bearing strength Staple Capacity: Table 11.3.1A Yield Limit Equations: Zstaple=2 Legs x Zmin Mode Shear Zstaple= 52.5 lbs In, Ztm= D x Im x Fem x CD = 153.5 Ib Rd IS Zis= D x IS x Fes X CD = 102.0 Ib rw Rd R i,} f r'r � 3 fm t aYt I I Z„= k, X D X IS X Fes x CD = 62.8 Ib Rd9 ld Si J ; Illm Z111 = k2 x D x Im x Fem X CD = 66.7 Ib t r.r (1+2Re)x Rd ills Z11 Is= k3 x D x Is x Fem x CD = 31.8 Ib 12/1 /12 (2+Re)x Rd IV Ziv= D2 x F2 x Fem x 1=0 7(112) = 26.3 Ib Rd 3 x(1 + Re) Minimum Shear, Zmin = 26.3 Ib Notes: K, = (Re+ (2Re2 x(1+Rt+Rt2)) + (Rt2x Re3))(112) [Re x(1+Rt)] = 0.6 (1+Re) K2 = -1 + (2 x+ (I+Re)) + 2Fyb x (1+2Re)x D2 (1/2) = 0.5 3Fem X Im2 K3 = -1 + (2 x(1+Re)) + 2F b x(2+Re)x D2 :](1i2) = 11.8 Re 3Fem X 152 JOB PRE-31462 Bed1 SHEET NO. 9 OF 44 CALCULATED BY DB DATE 11/29/2012 CHECKED BY DATE 16GA Strap Capacity Thickness of Strap = 0.0598 in Strength of Steel = 36 ksi Strength Reduction Factor= 0.6 Width of Steel Strap = 1.5 in Thickness of fastener= 0.1310 in Capacity of Strap =Thicknes x (Width of Strap-Width of fastener) x Strength of Steel x Strength Reduction Factor= Capacity of Strap = 1768 .lb 0.131"x2.5" Nail Capacity Shear Z= 83 Ib NDS Table 11 P Load Duration Factor= 1.6 for windje y ''` '� Adjusted Fastener Capacity= 132.8 Ib Required Quantity of Fasteners to achieve max capacity of strap QTY = 14 nails each end of each strap 12/11/12 JOB PRE-31462 Bed1 SHEET NO. 9A OF 44 CALCULATED BY DB DATE 11/29/2012 CHECKED BY DATE 20GA Strap Capacity Thickness of Strap = 0.0359 in Strength of Steel = 36 ksi Strength Reduction Factor= 0.6 Width of Steel Strap = 1.25 in Thickness of fastener= 0.1310 in Capacity of Strap = Thicknes x(Width of Strap-Width of fastener)x Strength of Steel x Strength Reduction Factor= Capacity of Strap= 867.7 Ib 0.131"x2.5" Nail Capacity Shear Z= 81 Ib NDS Table 11 P � `• � ''� 1 ,- r rj ' ' w Load Duration Factor= 1.6 for wind ' #j t1 Adjusted Fastener Capacity= 129.6 IbAll Required Quantity of Fasteners to achieve max capacity of strap = QTY= 7 nails each end of each strap 12/11/12 JOB PRE-31462 Bed1 SHEET NO. 10 OF 44 CALCULATED BY DB DATE 11/29/2012 CHECKED BY DATE i N Uplift Connections (cont'd) r, 3r) � �y n t ' Marriage Wall Loads Truss ID# HM585812 Max Uplift at Marriage Wall = 571 lbs p 9 Unit Uplift Load = 428 plf = 12/11/12 Roof to Wall Connection Load = 428 plf Wall to Girder Connection Load = 428 plf - 59 plf= 369 plf *Connection loads less than 0 do not require uplift connectors Amount of load to be subtracted per Story= [(Unit Width/2) x Floor/Roof Dead Load] +Wall Dead Load {[(13.75 ft / 2) x 10 psf] + 30 plq x 0.6 59 plf JOB PRE-31462 Bed1 SHEET NO. 11 OF 44 CALCULATED BY DB DATE 11/29/2012 CHECKED BY DATE Uplift Connections (cont'd) Marriage Wall Connection Design Roof to Wall Stud Connection Connector: Simpson Strong-Tie LSTA12 Fastener: (10) 0.148"x2.5" nails (5 each end of strap) Allowable Load = 795 Ib Req'd Uplift Req'd Provided Load Spacing Spacing 428 plf 22 in. 16 in. .i7�(C t t i kr 4X 12/11/12 JOB PRE-31462 Bed1 SHEET NO. 11A OF 44 CALCULATED BY DB DATE 11/29/2012 CHECKED BY DATE Uplift Connections (cont'd) Marriage Wall Connection Design f t 1 � pl 12/11/12 JOB PRE-31462 Bed1 SHEET NO. 1 1 B OF 44 CALCULATED BY DB DATE 11/29/2012 CHECKED BY DATE Uplift Connections (cont'd) Marriage Wall Connection Design V ` tA r 1 st Story Wall Stud to Floor Girder Connection 12/11/12 Connector: Simpson Strong-Tie LSTA12 Fastener: (10) 0.148"x2.5" nails (5 each end of strap) Allowable Load = 795 Ib for SPF Req'd Uplift Req'd Provided Load Spacing Spacing 369 plf 26 in. 16 in. Floor Girder to Foundation Connection Req'd Uplift Load 369 plf per box JOB PRE-31462 Bed1 SHEET NO. 12 OF 44 CALCULATED BY DB DATE 11/29/2012 CHECKED BY DATE Uplift Connections (cont'd) Check Tensile Strength of Studs to Transfer Uplift Loads 2x6 SPF#3 Nominal Tensile Stress Ft= 250 psi ANSI /AF&PA NDS Table 4A Load Duration Factor CD= 1.6 ANSI /AF&PA NDS Table 2.3.2 Size Factor CF= 1.3 ANSI /AF&PA NDS Table 4A Allowable Tensile Stress Ft' = Ft CD CF= 520 psi ANSI /AF&PA NDS Table 4.3.1 Net Area of Stud A= 8.25 int Allowable Tensile Load Pt' = Ft'A= 4290 Ib > 217 Ib OK I g i§ t 12/11/12 .e N N JOB PRE-31462 Bed1 SHEET NO. 13 OF 44 •j CALCULATED BY DB DATE 11/29/2012 � � I CHECKED BY DATE , . Shear Connection: 12/11/12 Roof Pitch = 7:12 Roof Height= 8.4 ft Roof Span = 13.75 ft. 3 Sec Gust Wind Speed = 120 mph Wind Exposure= C Wind Exposure Adjustment Factor= 1.21 Max Wall Height= 8 ft Wind Importance Factor= 1.00 End Zone Length = 6.00 ft Building Length = 16 ft Floor/Ceiling Depth = 1.75 ft Horizontal Design Wind Pressures (Enter 10psf as minimum value or if value is less than zero) End Zone Wall Horizontal Pressure= 25.7 psf MWFRS Figure 6-2 Zone A End Zone Roof Horizontal Pressure= 17.6 psf MWFRS Figure 6-2 Zone B Int. Zone Wall Horizontal Pressure= 20.4 psf MWFRS Figure 6-2 Zone C Int. Zone Roof Horizontal Pressure= 14 psf MWFRS Figure 6-2 Zone D Average.Wall Horizontal Pressure= 24.38 psf = (Wall End Zone Press x 2 x End Zone Length ) + [Wall Int. Zone Press x(Building Length -(2 x End Zone Length) ] Building Length Average Roof Horizontal Pressure = 16.7 psf (Roof End Zone Press x 2 x End Zone Length ) + [Roof Int Zone Press x(Building Length -(2 x End Zone Length) ] Building Length Perpendicular to Ridge Roof Diaphragm Load = 237.8 plf = (Ave. Roof Hor. Press. x Roof Height) + (Ave. Wall Hor. Press. x Wall Height/2) Adjusted Roof Diaphragm Load = 288 plf Multiplied by Wind Exp. Factor& Imp. Factor Floor Diaphragm Load = 237.7 plf = [Ave. Wall Hor. Press. x(Wall Height+Floor/Ceiling Depth)] Adjusted Floor Diaphragm Load = 288 plf Multiplied by Wind Exp. Factor& Imp. Factor Parallel to Ridge Roof Diaphragm Load = 167.6 plf = (Ave. Roof Hor. Press. x Roof Height/2) + (Ave. Wall Hor. Press. x Wall Height/2) Adjusted Roof Diaphragm Load = 203 plf Multiplied by Wind Exp. Factor& Imp. Factor Floor Diaphragm Load = 237.7 plf = Same as Perp to Ridge Floor Diaphragm Load Adjusted Floor Diaphragm Load = 288 plf Multiplied by Wind Exp. Factor& Imp. Factor JOB PRE-31462 Bedl SHEET NO. 14 OF 44 CALCULATED BY DB DATE 11/29/2012 CHECKED BY DATE Shear Connections -Wind (cont'd) Reference Sheet 13 for wroof& wfloor calculations Total Shear Capacity Requirements Wind Perpendicular to Ridge Wind Parallel to Ridge wroof = 288 plf wroof = 203 plf wfloor= 288 plf wfloor= 288 plf L= 16 ft. B = 27.5 ft. Vroof=wroof x L = 4603 Ib Vroof=wroof x B= 5578 Ib Vfloor=wfloor x L= 4601 Ib Vfloor=wfloor x B= 7908 Ib Shear Tranfer Connection Capacity Requirements vroof=Vroof/2/ B = 84 Of vroof=Vroof/2/L= 174 Of vfloor1 =Vroof+ Vfloor1 /2/ B= 167 plf vfloor1 =Vroof+Vfloor/2/L= 421, plf ; c 12/11/12 JOB PRE-31462 Bedl SHEET NO. 15 OF 44 CALCULATED BY DB DATE 11/29/2012 CHECKED BY DATE Shear Connections-Seismic(cont'd) ASCE 7-05 Total Shear Capacity Requirements-Seismic Seismic Design Category= B Weights: Factors: Wroof= 7040 Ib R= 6.5 Table 12.14-1 Wswall= 1920 Ib Fa= 1.4 Section 12.14.8.1 Wewall= 3300 Ib F= 1 Section 12.14.8.1 Wgable= 1650Ib SDs= 0.32 Secction 11.4.1 Wfloor= 4400 Ib 1 = 1.00 Seismic Importance Factor Wtotal= 18310 Ib Seismic Base Shear,V: Section 12.14.8.1 V= F x SDs x Wtotai x 1 = 901 Ib T W £ R rF`� Vertical Distribution, Fx: Section 12.14.8.2 FX = wX x V Wtotal 12/11/12 Fx.roof= 347 Ib Floor Diaphragm Load= 901 Ib Fx.floorl = 901 Ib Diaphragm Unit Shear Capacity Requirements B= 27.5 ft. L= 16 ft. Perpendicular to Ridge Wind Parallel to Ridge vroof= Fx.roof/2/B= 6 plf vroof= Fx.roof/2/L= .11 Of 1 st floor down from roof vfloorl =Fx.floorl /2/B= 16 plf vfloorl = Fx.floorl /2/L= 28 plf JOB PRE-31462 Bed1 SHEET NO. 16 OF 44 CALCULATED BY DB DATE 11/29/2012 CHECKED BY DATE Shear Connections (cont'd) Reference Sheet 14 & 15 for Vroof calculations Shearwall Unit Shear Capacity Requirements Shear Perpendicular to Ridge 1 st Story Shear Wall Wall Length Available for Full Height Sheathing Bline 2 27.50 ft. %line 2 = 100 Shearwall Unit Shear Capacity Vwall line—2 =Vroof/2 Bline 2 Vwall line-2 = 0 0 0 4603 Ib /(2 X 27.50 ft.) Vwall line—2 = 84 plf Wind Controls t a. 12/11/12 JOB PRE-31462 Bed1 SHEET NO. 17 OF 44 CALCULATED BY DB DATE 11/29/2012 CHECKED BY DATE Shear Connections (cont'd) y { 9 C fl r, ... s _ 9, 12/11/12 Shear Capacity of 1 st Story Perforated Shearwall Assembly Percent Full Height Sheathing Wind Perpendicular to Ridge %line 2 100 Maximum Unrestrained Opening Height 1st Story Wall Height- 8 ft. Wind Perpendicular to Ridge Hline 2 0 in. Perforated Shearwall Capacity Adjustment Factor Wind Perpendicular to Ridge Fline 2 1.00 JOB PRE-31462 Bed1 SHEET NO. 18 OF 44 CALCULATED BY DB DATE 11/29/2012 CHECKED BY DATE Shearwall Design Note: Gable wall studs at roof level must be same, size, species and grade as wall below. They must also be sheathed and fastened the same as wall below. Shear Capacity of Segmented Shearwall Assembly Framing Species Specific Gravity G = 0.42 1 st Story Wall - line-2 PERFORATED 7/16" OSB w/0.131"x2.5" nails @ 6"o.c. panel edge& 12"o.c. field nailing (exterior) Tabulated Value= 239 plf vs= 1.40 (Tab.Value) = 334 plf Vs= 0 plf Shear Capacity of Shearwall Assembly Vs = 334 Of + 0 Of = 334 plf > 84 plf OK it f et 12/11/12 JOB PRE-31462 Bed1 SHEET NO. 19 OF 44 CALCULATED BY DB DATE 11/29/2012 CHECKED BY DATE Diaphragm Chords Check Tensile Strength of Top Plate to Transfer Chord Force- Tensile strength controls vs. compressive 2x6 SPF#3 Sample Calculation Nominal Tensile Stress Ft= 250 psi ANSI /AF&PA NDS Table 4A Load Duration Factor CD = 1.6 ANSI /AF&PA NDS Table 2.3.2 Size Factor CF= 1.5 ANSI./AF&PA NDS Table 4A Allowable Tensile Stress Ft = Ft CD CF= 600 psi ANSI /AF&PA NDS Table 4.3.1 Net Area of Stud A= 8.25 int Allowable Tensile Load Double 2x4 -With Splices P; = Ft'A= 3150 Ib Double 2x4 - No Splices 6300 Ib Double 2x6-With Splices Pt = Ft A= 4290 Ib Double 2x6 - No Splices 8580 Ib Double 2x10 -With Splices Pt' = F;A= 5550 Ib Double 2x10- No Splices 11100 Ib Z= 131.2 Ib 0.131"x 3.0" Nails Minimum splice lap where splices are allowed = 6 ft 1 st Floor Endwalls T= 2302 Ib Double 2x6 Top Plate - No Splices t t z s a 4Y t g 12/11/12 JOB PRE-31462 Bed1 SHEET NO. 20 OF 44 CALCULATED BY DB DATE 11/29/2012 CHECKED BY DATE Shearwall Design (cont'd) Shear Capacity of Perforated Shearwall Assembly v= vs x Perforated Shearwall Capacity Adjustment Factor 1 st Story Wall 1 st Story Wall Height- 8 ft. Shear Perpendicular to Ridge vline 2 , 334 plf x 1.00 = 334plf > 84 plf OK Note: Perforated Capacity limited to 490plf for Seismic and 686plf for wind C7 12/11/12 h x f 12/11/12 r JOB PRE-31462 Bed1 SHEET NO. 21 OF 44 CALCULATED BY DB DATE 11/29/2012 CHECKED BY DATE Reference Page 22 for Stud Capacity Example Calculation. Overturning Connections Check Capacity of Dead Loads to Resist Overturning Loads Length of side (1-1)(house width) = 27.5 ft. Length of side (1-2)(house length) _ 16 ft. Dead Load Resistance to Overturning - line-2 Dead Load = 65 plf Dead Load *(Length to Overturning @ Pivot Point/2 ) _ 893.8 lbs0.60 = 536 Return Wall Dead Load = 0- "0.60= 0 Required Holddown Capacity T=v x h Segemented T=v x h/Co Perforated 1st Story Module to Foundation -line_2 PERFORATED Wind Controls T= 84 plf x 8.0 ft. / 1 = 670 Ib + Ib - 536 lbs DL 133 Ib Connector: Simpson Strong-Tie STHD14RJ Fastener: w/ 1/2 in min concrete cover and (30) 16d sinkers, locate 1.5in from corner Allowable Load 5345 Ib 'jt 12/11/12 JOB PRE-31462 Bed1 SHEET NO. 22 OF 44 CALCULATED BY DB DATE 11/29/2012 CHECKED BY DATE Overturninq Connections (cont'd) Check Tensile Strength of Studs to Transfer Overturning Loads - Sample Calculation (1) 2x6 SPF#3 Nominal Tensile Stress Ft= 250 psif �` Load Duration Factor C - 1.6 Size Factor - ;3 CF = 1.0 { ' Allowable Tensile Stress ifa Ft = F,CD CF= 400 psi ._\,.L.\ �4JGy � Net Area of Studs z A= 8.25 int 12/11/12 Allowable Tensile Load Pt' = Ft A= 3300 Ib Built up Column Fastening Requirement Assume Typical Connection made with 0.131"x 3.0" Nails Specific Gravity of Member Stud Height= 8 ft G = 0.42 Thickness of Member is= 1.50 in. Lateral Capacity Z= 82 lbs ANSI /AF&PA NDS Table 11 N Load Duration Factor CD = 1.6 ANSI /AF&PA NDS Table 2.3.2 Allowable Lateral Capacity Z' = Z CD = 131 Ib ANSI /AF&PA NDS Table 10.3.1 Required Spacing for two rows staggered = (Capacity x #of rows) / (Stud Cap. / Stud Height) x (ft to in conversion) ( 131 Ib x 2 ) / ( 3300 Ib / 8 ft ) x ( 12 in / 1 ft ) _ = 7 in o.c. 1 JOB PRE-31462 Bed1 SHEET NO. 23 OF 44 CALCULATED BY DB DATE 11/29/2012 CHECKED BY DATE Sliding Connections Roof Pitch = 7:12 Wall Height= 8 ft. Roof member spacing = 16 in D.C. 3 Sec Gust Wind Speed = 120 mph Wind Exposure= C Wind Exposure Adjustment Factor= 1.21 Load from wind on Wall End Zone Wall Horizontal Pressure = 25.7 psf MWFRS Figure 6-2 Zone A End Zone Wind Load = End Zone Wall Press x(Wall Height/2) End Zone Wind Load = 102.8 plf Adjusted End Zone Wind Load = End Zone Wind Load x Wind Exp Factor= 124.4 plf Load required to be transferred to sidewall diaphragm chord Load to in sidewall diaphragm chord = 2789 Ib See pages 14 & 15 Length of Unit= 16 ft. Load along sidewall in diaphragm chord = sidewall diaphragm chord load/ length of unit Load along sidewall in diaphragm chord = 174:3 plf Req. Roof to E.Z. Wall Load = Max(adj. end zone wind load, Idiaphragm chord load)x roof mem. spacing= Req. Roof to E.Z. Wall Load = 232.4 Ib Roof to Wall Plate Connection Assume Typical Connection made with 0.131"x 3"toenails. Specific Gravity of Member G = 0.42 Thickness of Member is= 1.50 in. + x Lateral Capacity of Nails Z= 82 lbs Load Duration Factor4 CD = 1.6 Toe Nail Factor Cts = 0.83 b ; Allowable Lateral Capacity of Nails Z' = Z CD Ctn 109 Ib 12/11/12 Required Roof to Wall Plate Connection Req'd Nail Nails Load Capacity Req'd 232 Ib 109 Ib cap 3 per framing member JOB PRE-31462 Bed1 SHEET NO. 23A OF 44 CALCULATED BY DB DATE 11/29/2012 CHECKED BY DATE Sliding Connections Assume Typical Connection made with 0.131"x 3.0" Nails in End-Grain. Specific Gravity of Member G = 0.42 Thickness of Member is = 1.50 in. Lateral Capacity Z= 82.0 lbs ANSI /AF&PA NDS Load Duration Factor CD = 1.6 ANSI /AF&PA NDS Table 2.3.2 End-Grain Nail Factor Ctn= 0.67 ANSI/AF&PA NDS 11.5.4.2 Allowable Lateral Capacity Z' = Z CD Ceg = 87.9'' Ib ANSI/AF&PA NDS Table 10.3.1 Top Plate to Studs & Bottom Plate to Studs Req'd Nail Nails Load Capacity Req'd 166 Ib 88 Ib cap 2 per framing member Bottom Plate to Floor Assume Typical Connection made with 0.131"x 3.0" Nails Allowable Lateral Capacity of Nails Z' = ZCD = 82 Ib x 1.6 = 131 Ib Req'd Stud Req'd Load = Spacing Load a i rt 166 Ib / 16 in oc 124 plf Nail Req'd Req'd Capacity / Load = Spacingi',<:> 131 Ib cap 124 plf 12 in o.c. 12/11/12 JOB PRE-31462 Bed1 SHEET NO. 24 OF 44 CALCULATED BY DB DATE 11/29/2012 CHECKED BY DATE Sliding Connections (cont'd) Alternate Roof to Wall Plate Connection Connector: Simpson Strong-Tie H10A Fastener: (9) 0.148"x 1 1/2" nails in truss and (9) 0.148" x 1 1/2" nails in plate Allowable Load = 285 Ib for SPF Req'd Lateral Req'd Provided Load Spacing Spacing 124 plf 27 in. 16 in. r ' x y 12/11/12 JOB PRE-31462 Bedl SHEET NO. 25 OF 44 CALCULATED BY DB DATE 11/29/2012 CHECKED BY DATE Sliding Connections (cont'd) Design 1st Story Module to Sill Plate Connection Assume Typical Connection made with ' 3# 0.131"x 3"toenails. � r 5ij k.!! Specific Gravity of Membert:re�- G = 0.42 Thickness of Member is= 1.50 in. 12/11/12 Nominal Lateral Capacity of Nails in Single Shear Z= 82 Ib ANSI /AF&PA NDS Table 11 N Load Duration Factor CD= 1.6 ANSI /AF&PA NDS Table 2.3.2 Toe-Nail Factor Cts = 0.83 ANSI /AF&PA NDS 11.5.4 Allowable Lateral Capacity of Nails in Single Shear Z' = Z CD Cts = 109 Ib ANSI /AF&PA NDS Table 10.3.1 1st Story to Sill Plate Connection - line-2 v = Vfloorl = 167 plf Ref. Sheet 14 & 15 Connection: 0.131"x 3"toenails. @ 6 " D.C. r JOB PRE-31462 Bed1 SHEET NO. 26 OF 44 CALCULATED BY DB DATE 11/29/2012 CHECKED BY DATE Sliding Connections Cont'd zv ` . c '1 4 12/11/12 Design Alternate 1 st Story to Sill Plate Connection 1 st Story to Sill Plate Connection- line_2 v = Vfloor1 = 167 plf Connector: Simpson Strong-Tie LTP4 Fastener: (12) 0.131 in x 1 1/2in nails Allowable Load = 575 Ib Req'd Sliding Req'd Load- Spacing 167 plf 41 in. JOB PRE-31462 Bed1 SHEET NO. 27 OF 44 CALCULATED BY DB DATE 11/29/2012 CHECKED BY DATE Anchor Bolt Spacing OK Sliding Connections (cont'd) Sill Plate to Foundation Connection - line_2 Connection: 1/2 " dia. Anchor Bolts @ 60 " o.c. Design Sill Plate to Foundation Connection Assume 1/2 dia. Anchor Bolts. Anchor Bolts shall be provided within 12"of the ends of each sill plate section, but no closer than 4"from the ends. Minimum 2 bolts per sill section. Specific Gravity of Sill Plate G = 0.55 Thickness of Sill Plate is= 1.50 in. Nominal Lateral Capacity for Bolt in Single Shear Parallel to the Grain ANSI /AF&PA NDS Table 11 E Z11= 680 Ib Load Duration Factor ANSI /AF&PA NDS Table 2.3.2 CD = 1.6 f I ,; ible Lateral Capacity for Bolt in Single Shear Parallel to the Grain } �� `� VSI /AF&PA NDS Table 10.3.1 Z' = Z„ CD= 1088 Ib Vfloor1 = 167 plf Ref. Sheet 14 & 15 Load at anchor bolt= Vfloor1 x Anchor Bolt Spacing Load at anchor bolt= 167,' plf x 60 " o.c. 837 Ib AX �> CSI = Load at anchor bolt/Z' CSI = 837 Ib / 1088 Ib 0.77 12/11/12 Check Compression Perpendicular to the Grain 1/8in thick min. washer required Uniform Uplift Load=Max of uplift load at foundation from roof and uplift load from perforated shearwall if applicable. Uniform Uplift Load = Max of 85 plf See page 4 and 84 plf See page 18 Uniform Uplift Load = 85 plf Concentrated Uplift Load = Uniform Uplift Load x Anchor Bolt Spacing Concentrated Uplift Load = 85 plf x 60 " o.c. Concentrated Uplift Load = 426 Ib Allowable Compression Stress Perpendicular to the Grain F,L = 565 psi ANSI/AF&PA NDS Table 4B Try 2 " square washer w/ 1/2 "Anchor Bolt(Assume 1/16"oversized hole) Area of Washer Awasher= 2 2 -((TT/4) (0.5 + 1/16)"2) = 3 3/4 in Allowable Compression Load Perpendicular to the Grain Pel = Fcj- Awasher= 565 psi x 3.751 in = 2120 Ib CSI Uplift => CSI = Load at anchor bolt/Pc perp = 426 Ib / 2120 Ib = 0.20 Total CSI = CSI shear+ CSI uplift= 0.77 + 0.20 = 0.97 OK r JOB PRE-31462 Bed1 SHEET NO. 28 OF 44 CALCULATED BY DB DATE 11/29/2012 CHECKED BY DATE Rf Sheathing Connections `/ Roof Sheathing } j Design Roof Sheathing Connection to Resist Suction Loads 3 Sec Gust Wind Speed = 120 mph 12/11/12 Suction Pressure from Wind-ASCE 7 Figure 6-3, Use 10psf minimum C&C Pressures Interior Zone Zone 1 = 25.9 psf Perimeter Edge Zone Zone 2 = 30.3 psf Overhang Zone Zone 2 OH = 43.9 psf Overhang Zone Zone 3 OH = 43.9 psf Wind Importance Factor= 1.00'' Wind Exposure= C' Wind Exposure Adjustment Factor= 1.21 C&C Pressures Adjusted Interior Suction Pressure = 31.3 psf Zone 1 Adjusted Perimeter Suction Pressure= 36.7 psf Zone 2 Adjusted Overhang Suction Pressure = 53.1 psf Zone 2 OH Adjusted Overhang Suction Pressure = 53.1 psf Zone 3 OH Perimeter Edge Zone Width Minimum Building Dimension = 27.5 ft. Z = 10% Minimum Building Dimension = 2.75 ft. But not less than 3 ft. Roof Framing Spacing = 16 in. D.C. Roof Unit Suction Load from Wind Framing Spacing in ft. O.C. Interior Zone= 31 psf x 1.33 ft. = 42 plf Perimeter Edge Zone= 37 psf x 1.33 ft. = 49 plf Overhang Zone= 53 psf x 1.33 ft. = 71 plf JOB PRE-31462 Bed1 SHEET NO. 29 OF 44 CALCULATED BY DB DATE 11/29/2012 CHECKED BY DATE Sheathing Connections (cont'd) Roof Sheathing Design Roof Sheathing Connection to Resist Suction Loads Roof Sheathing: 7/16" OSB (Unblocked) Fastening: 0.131"x2.5" nails at 6 " D.C. panel edge fastening and 12 o.c. field fastening Specific Gravity of Roof Framing G= 0.42 Diameter of Nails D= 0.131 in. Length of Nails L = 2.50 in. Thickness of Sheathing t= 0.438 in. Nominal Nail Withdrawal Design Value ANSI /AF&PA NDS Table 11.2C W= 21 Ib/in. Load Duration Factor ANSI /AF&PA NDS 2.3.2 CD = 1.6 Allowable Nail Withdrawal Design Value ANSI /AF&PA NDS Table 11.2C W ' =W CD= 34 Ib/in. Length of Nail Penetration Lp = L-t= 2.063 in. Withdrawal Capacity per Nail W' LP = 69 Ib Required Suction Load Capacity Interior Zone= 42 plf Ref. Sheet 28 Perimeter Edge Zone= 49 plf Ref. Sheet 28 Overhang Zone = 71 plf Ref. Sheet 28 Required Fastening Interior Zone = 12 " o.c. Perimeter Edge Zone = 6o.c. t 'r. Overhang Zone= 6 O.C. 12/11/12 r JOB PRE-31462 Bed1 SHEET NO. 30 OF 44 CALCULATED BY DB DATE 11/29/2012 CHECKED BY DATE Sheathing Connections (cont'd) Roof Sheathing Design Roof Diaphragm to Transfer Shear Loads Unit Shear Capacity Requirement Max V�oof= 5578 Ib L= 16 ft. vroof= 174 plf Shear Capacity for Diaphragm Assembly Framing Species Specific Gravity G = 0.42 Roof Sheathing: 7/16" OSB (Unblocked) Fastening: 0.131"x2.5" nails at 6 "o.c. panel edge nailing and 12 "o.c. field nailing Tabulated Value= 156.4 plf vs = 1.4 (Tab. Value) See Supplement Table 2C Footnote 1 = 219 Of > 174 plf OK 'S: 12/11/12 JOB PRE-31462 Bed1 SHEET NO. 31 OF 44 CALCULATED BY DB DATE 11/29/2012 CHECKED BY DATE Sheathing Connections (cont'd) Floor Sheathing Design Floor Diaphragm to Transfer Shear Loads Unit Shear Capacity Requirement Max Vfioor= 7908 ' Ib L = 16 ft. vfloor= 247 Of Shear Capacity for Diaphragm Assembly Framing Species Specific Gravity G = 0.42 Floor Sheathing: 5/8in OSB (Unblocked) Fastening: 0.148"x3" nails at 6 " o.c. panel edge fastening and 12 " D.C. field fastening Tabulated Value = 262.2 plf vs = 1.4 (Tab. Value) See Supplement Table 2C Footnote 1 = 367.1 plf > 247plf OK s e 12/11/12 JOB PRE-31462 Bed1 SHEET NO. 32 OF 44 CALCULATED BY DB DATE 11/29/2012 CHECKED BY DATE Sheathing Connections tV Wall Sheathing 3• � t��llli Design Wall Sheathing Connection to Resist Suction Loads �F 3 Sec Gust Wind Speed = 120 mph Suction Pressure from Wind-ASCE 7 Figure 6-3 12/11/12 C&C Pressures Interior Zone (Zone 4) = 28.1 psf Edge Zone (Zone 5) = 34.7 psf Wind Importance Factor= 1.00 Wind Exposure= C Wind Exposure Adjustment Factor= 1.21 Adjusted Interior Suction Pressure = 34.0 psf Adjusted Perimeter Suction Pressure= 42.0 psf Perimeter Edge Zone Width Minimum Building Dimension = 27.5 ft. Z= 10% Minimum Building Dimension = 2.75 ft. But not less than 3ft. Wall Framing Spacing = 16 in. o.c. Roof Unit Suction Load from Wind Framing Spacing in ft. O.C. Interior Zone = 34 psf x 1.33 ft oc. = 45 plf Edge Zone= 42 psf x 1.33 ft oc. = 56 plf JOB PRE-31462 Bed1 SHEET NO. 33 OF 44 CALCULATED BY DB DATE 11/29/2012 CHECKED BY DATE Sheathing Connections (cont'd) Wall Sheathing Design Wall Sheathing Connection to Resist Suction Loads Wall Sheathing: 7/16" OSB Fastening: 0-131"x2.5" nails at 6 " D.C. panel edge nailing and 12 " o.c. field nailing Specific Gravity of Wall Framing G = 0.42 Diameter of Nails D = 0.131 in. Length of Nails L= 2.50 in. Thickness of Sheathing t= 0.438 in. Nominal Nail Withdrawal Design Value ANSI /AF&PA NDS Table 11.2C W= 21 Ib/in. Load Duration Factor ANSI /AF&PA NDS 2.3.2 CD= 1.6 Allowable Nail Withdrawal Design Value ANSI /AF&PA NDS Table 11.2C W'=W CD= 34 Ib/in. Length of Nail Penetration LP = L-t= 2.063 in. Withdrawal Capacity per Nail W' LP = 69 Ib Required Suction Load Capacity Interior Zone= 45 plf Perimeter Edge Zone= 56 plf Required Fastening Interior Zone = 12 " D.C. Perimeter Edge Zone= 6 " O.C. 12/11/12 f 1 JOB PRE-31462 Bed1 SHEET NO. 34 OF 44 CALCULATED BY DB DATE 11/29/2012 CHECKED BY DATE Roof is made with Trusses. No Rafters Connections Required r s`r y�'"�✓ t i �.,i iii ;�,.�..`s. y C fie r — Q) 12/11/12 ! 1 JOB PRE-31462 Bed1 SHEET NO. 35 OF 44 CALCULATED BY DB DATE 11/29/2012 CHECKED BY DATE Overhanq Connection Outlooker to Endwall Roof Pitch = 7:12 Roof Span = 13.75 ft. Roof Overhang Length 3 Sec Gust Wind Speed = 120 mph Overhang Uplift Load = 53.12 psf Zone 2 OH See page 28 Overhang Uplift Load = 53.12 psf Zone 3 OH See page 28 Outlooker Spacing = 16 in o.c. Tabulated Overhang Uplift Connection Load Zone 2oh = 70.83 lbs Tabulated Overhang Uplift Connection Load Zone 3oh = 70.83 lbs Wind Exposure = C Wind Exposure Adjustment Factor= 1.21 Adjusted Ridge Connection Load Zone 2 OH = 86 lbs Adjusted Ridge Connection Load Zone 3 OH = 86 lbs Connector: 0.131"x3" Nails w/ 1.5" pen. Allowable Load = 50.4 Ib 12/11/12 Connectors Per Outlooker Req'd Zone 2 OH = 2 per outrigger Connectors Per Outlooker Req'd Zone 3 OH = 2 per outrigger JOB PRE-31462 Bed1 SHEET NO. 36 OF 44 CALCULATED BY DB DATE 11/29/2012 CHECKED BY DATE Truss Field Connections Reference attached truss print Required Field Joint Connections -Com press ion(lb)/Tensions(Ib)/Shear(lb)/Moment(lb) Truss Number: HM585812 Ridge Connection "6" 246 / 87 / 99 / 0 Use: 1 1/4"x 12"x 20 ga steel strap w/(7) 0.131x2.5" nails each end & (2) 0.131"x3.0" nails toed Lateral Value 0.131"x3.0"toe-nailed = 82 x 1.15 Cd x .83 Ctn x 2 nails= 156 lbs Flip Connection "5" 246 / 87 / 99 / 0 Use: 1 1/4"x 12"x 20 ga steel strap w/(7) 0.131x2.5" nails each end & (2) 0.131"x3.0" nails toed Lateral Value 0.131"x3.0"toe-nailed = 82 x 1.15 Cd x .83 Ctn x 2 nails = 156 lbs Kneewall Connection "9" 894 / 573 / 464 0 Use: Simpson H8 ry Cw )` ... ✓�A 12/11/12 c JOB PRE-31462 Bed1 SHEET NO. 37 OF 44 CALCULATED BY DB DATE 11/29/2012 CHECKED BY DATE Roof is made with Trusses. No Rafters Connections Required C; N 1 12/11/12 JOB PRE-31462 Bedl SHEET NO. 38 OF 44 CALCULATED BY DB DATE 11/29/2012 CHECKED BY DATE Design Summary Location Force Connection Fasteners Required Reference Roof Truss to Wall Stud 163lf Simpson Strong-Tie MTS18 (6)0.148inx1.5in nails each Connection pend Sheet 5 @32 ino.c. 4. N *_ ,d cc 12/11/12 d N L 0 U) C O V Q� 0 U Note: 8d nails = 0.131"x 2.5", 10d nails=0.148"x 3"& 16d nails=0.131"x 3.25" unless otherwise noted An equal or better connection device may be substituted for any connection device listed. Staples and Toe-Nails may not be used in Seismic Zones worse than C. c . JOB PRE-31462 Bedl SHEET NO. 38A OF 44 CALCULATED BY DB DATE 11/29/2012 CHECKED BY DATE Design Summary Location Connection Wall Force Spacing Reference 7/16"OSB/PLY overlap floor rim joist 6" 1 st Story Wall Stud to Floor 0.131 in x 2-1/2in nails Sheet 6 to Band Connection CUse 2 rows of fasteners along 4-1 bottom edge of panel = line-2 84 plf 6 in o.c. C O U 7/16"OSB/PLY overlap sill V I plate 1.5" CL Floor Band to Sill Plate Connection 0.131in x 2-1/2in nails Sheet 7 Use 1 row of fasteners along bottom edge of panel line-2 84 plf 6 in o.c. Note: 8d nails =0.131"x 2.5", 10d nails=0.148"x 3"& 16d nails =0.131"x 3.25" unless otherwise noted An equal or better connection device may be substituted for any connection device listed. Staples and Toe-Nails may not be used in Seismic Zones worse than C. Nl- 71 b. a 12/11/12 c JOB PRE-31462 Bed SHEET NO. 38B OF 44 CALCULATED BY DB DATE 11/29/2012 CHECKED BY DATE Design Summary Location Force Connection Fasteners Required Reference Simpson Strong-Tie LSTA12 (10)0.148"x2.5"nails Roof to Wall Stud Connection 428 plf (5 each end of strap) Sheet 11 @ 16 in o.c. i 4 M 12/11/12 L M 0 V Q) 0 U a 0 Note: 8d nails =0.131"x 2.5", 10d nails =0.148"x 3"& 16d nails =0.131"x 3.25" unless otherwise noted An equal or better connection device may be substituted for any connection device listed. Staples and Toe-Nails may not be used in Seismic Zones worse than C. 1 1 JOB PRE-31462 Bedl SHEET NO. 38C OF 44 CALCULATED BY DB DATE 11/29/2012 CHECKED BY DATE Design Summary Location Force Connection Fasteners Required Reference N t6 6, v, O ` ' { O r �f U 12/11/12 Q D 1 st Story Wall Stud to Floor 369 plf Simpson Strong-Tie LSTA12 (10)0.148°x2.5'nails 11B Girder Connection (5 each end of strap) @ 16 in o.c. Floor Girder to Foundation Fasten on-site for listed Connection 369 plf load 11B An equal or better connection device may be substituted for any connection device listed. Staples and Toe-Nails may not be used in Seismic Zones worse than C. ` it JOB PRE-31462 Bedl SHEET NO. 39 OF 44 CALCULATED BY DB DATE 11/29/2012 CHECKED BY DATE Design Summary(con'd) Location Force Exterior Panel Interior Panel Reference E y Ts3�j N N 12/11/12 Q cif d .0 1st Story Wall-line-2 7/16"OSB w/0.131"x2.5'nails 84 plf @ 6"o.c. panel edge& 12"o.c. Sheet 18 Perforated field nailing (exterior) Note: 8d nails =0.131"x 2.5", 10d nails =0.148"x 3"& 16d nails = 0.131"x 3.25" unless otherwise noted An equal or better connection device may be substituted for any connection device listed. Staples and Toe-Nails may not be used in Seismic Zones worse than C. Gable wall studs at roof level must be same,size, species and grade as wall below. They must also be sheathed and fastened the same as wall below. JOB PRE-31462 Bedl SHEET NO. 40 OF 44 CALCULATED BY DB DATE 11/29/2012 CHECKED BY DATE Design Summary(con'd) Note: Corner Studs& Built up Column Studs to be fastened together w/2 rows staggered of 0.131"x3" Nails at 7 in o.c. Location Force Connection Fasteners Required Reference r i i C O w :4+ L) 12/11/12 c c O U c L d.+ L 0 1 st Story Module to Foundation line-2 Simpson Strong-Tie 1/2 in min concrete cover and 133 Ib STHD14RJ (30) 16d sinkers, locate 1.5in Sheet 21 from corner Note: 8d nails =0.131"x 2.5", 10d nails =0.148"x 3"& 16d nails =0.131"x 3.25" unless otherwise noted An equal or better connection device may be substituted for any connection device listed. Staples and Toe-Nails may not be used in Seismic Zones worse than C. JOB PRE-31462 Bedl SHEET NO. 41 OF 44 CALCULATED BY DB DATE 11/29/2012 CHECKED BY DATE Design Summary (con'd) An equal or better connection device may be substituted for any connection device listed. Staples and Toe-Nails may not be used in Seismic Zones worse than C. All fasteners into sill plate must be corrosion resistant. Location Force Connection Fasteners Required Reference Roof to Wall Plate Connection 232 Ib 0.131"x 3"toenails. 3 23 0.131"x 3.0"Nails in End- Plate to Studs Top Plate to Studs & Bottom 166 Ib Grain. NA 23A 2 per stud Bottom Plate to Floor 124 plf 0.131"x 3.0"Nails NA 23A 12 in o.c. IO` 4 g O 12/11/12 N 0.131"x 3"toenails. 1 st Story to Sill Plate 167If Connection- line-2 p @ 6 in OC N/A 25 Note: 8d nails =0.131"x 2.5", 10d nails=0.148"x 3"& 16d nails =0.131"x 3.25" unless otherwise noted JOB PRE-31462 Bedl SHEET NO. 42 OF 44 CALCULATED BY DB DATE 11/29/2012 CHECKED BY DATE Design Summary (con'd) Location Force Connection Fasteners Required Reference N C O :W U O � M to k off ryry fa 12/11/12 1st Floor Endwall Mateline- Top Plate to Top Plate/Ceiling 1151 Ib 1 Simpson LSTA30 Straps (22)0.148in x 2.5in nails each NA Rim to Ceiling Rim across strap Mateline 1 st Floor Endwall Mateline- (22)0.148in x 2.5in nails each Floor Rim to Floor Rim across 1151 Ib 1 Simpson LSTA30 Straps strap NA Mateline Note: 8d nails =0.131"x 2.5", 10d nails=0.148"x 3"& 16d nails = 0.131"x 3.25" unless otherwise noted An equal or better connection device may be substituted for any connection device listed. Staples and Toe-Nails may not be used in Seismic Zones worse than C. JOB PRE-31462 Bedl SHEET NO. 43 OF 44 CALCULATED BY DB DATE 11/29/2012 CHECKED BY DATE Desian Summa co ` Locationhing Connection Reference 1 41111/12 MAIN ROOF: 174 plf 0.131"x2.5"nails at 6"o.c.panel edge nailing and 12"o.c.field Roof Sheathing 7/16" OSB (Unblocked) nailing Sheet 29 Shear OVERHANGS: E s 6 in o.c. edge &field y Wall Sheathing 56 plf 0.131"x2.5"nails at 7/16" OSB 6"o.c. panel edge nailing and Sheet 33 N Non Shear Wall Suction 12"D.C.field nailing 247p If 0.148"x3"nails at 6"o.c. panel Floor Sheathing 5/8in OSB (Unblocked) edge fastening and 12"o.c. Sheet 31 Shear field fastening Location Connection Reference 0 1 1/4"x 12" x 20 ga steel strap w/(7) 0.131x2.5" nails each end & (2) v Ridge Connection"6" 0.131"x3.0" nails toed Sheet 36 d c c 0 U 1 1/4"x 12"x 20 ga steel strap w/(7) 0.131x2.5" nails each end & (2) Flip Connection'5' 0.131"x3.0" nails toed Sheet 36 Do L 00 L0 Kneewall Connection"9" Simpson H8 Sheet 36 2 N N lL 1- Location Force Connection Fasteners Required Reference 0 167 plf sliding 2"square washer w/1/2"Anchor Sill Plate to Foundation@ 60 in OC c and Bolt(Assume 1/16"oversized hole) Sheet 27 c Connection-line-2 0 85 plf uplift 1/8in thick min.washer required U C 0 ca c 0 LL 8d nails =0.131"x 2.5", 10d nails=0.148"x 3"& 16d nails =0.131"x 3.25"unless otherwise noted An equal or better connection device may be substituted for any connection device listed. Staples and Toe-Nails may not be used in Seismic Zones worse than C. Pz 4 JOB PRE-31462 Bedl SHEET NO. 44 OF 44 CALCULATED BY DB DATE 11/29/2012 CHECKED BY DATE Design Summary(con'd) Location Force Connection Fasteners Required Reference c Outlooker to Endwall 86 plf 0.131"x3" Nails w/ 1.5" pen. 0 Sheet 35 4.1 y Within 3.00 ft of Corner 2 per outrigger c U Outlooker to Endwall 86 plf 0.131"x3" Nails w/ 1.5" pen. Sheet 35 tM Not 3.00 ft of Corner 2 per outrigger C L O Location Force Member Sizes Splice Conn. If Req. Reference 1st Floor Double 2x6 Top Plate-No Splices 23021b Sheet 19 Endwalls �S �1 t i �3jj} 7 i ct 19 ti E r .0 r 12/11/12 t C. Minimum Lumber Grade and Species is SPF#3 Unless Noted Otherwise Minimum Splice Length is 6 ft 8d nails =0.131"x 2.5", 10d nails =0.148"x 3"& 16d nails=0.131"x 3.25"unless otherwise noted An equal or better connection device may be substituted for any connection device listed. Staples and Toe-Nails may not be used in Seismic Zones worse than C. JOB PRE-31462 Bath4 SHEET NO. 1 OF 44 David E. Billingsley, PE CALCULATED BY DB DATE 11/29/2012 217 East Main Street•Middleburg,PA 17842 CHECKED BY DATE Phone(570)837-0577•FAX(570)837-0585 Design Criteria x� Location: NY 120mph Exp C or less Building Description: 12/11/12 Residential One Story Modular Wood Frame Construction Codes: 2010 New York Residential Code 2005 NDS ASCE 7-05 Building Importance Category: II Seismic Criteria Seismic Design Category (SDC) B Short period design spectral response acceleration (SDs) 0.32 Seismic Importance Factor 1.00 Basic Wind Speed Vasd = 120 mph (3 second gust) Exposure = C Wind Exposure Adjustment Factor= 1.21 Wind Importance Factor 1.00 1.0 Snow Load Ground Snow Load = 35 psf Snow Importance Factor 1.00 t � JOB PRE-31462 Bath4 SHEET NO. 2 OF 44 CALCULATED BY DB DATE 11/29/2012 CHECKED BY DATE t Design Criteria Cont. CC r *a Floor Diaphragm Aspect Ratio ,4 s Length of side (1-,)(house width) = 13.75 ft. Length of side (L2)(house length) = 7 ft. L2& L, = 2.0 :1 < 3 :1 OK 12/11/12 Max Mean Roof Height= 15 ft. Roof Framing Span (Horizontal Projection) = 6.875 ft. Roof Framing Spacing = 16 in. o.c. Roof Overhang Length Roof Slope= 7 :12 Roof Diaphragm Aspect Ratio Length of side (L,)(width) = 13.75 ft. Length of side (1-2)(length) = 7 ft. L2 & L, = 2.0 :1 < 3 :1 OK Roof/Ceiling Assembly Dead Load = 15 psf Roof Framing Type= Truss Truss ID# D130006 Max Uplift at Marriage Wall 0 lbs per truss Max Uplift at Sidewall Wall = 419 lbs per truss JOB PRE-31462 Bath4 SHEET NO. 3 OF 44 CALCULATED BY DB DATE 11/29/2012 CHECKED BY DATE Design Criteria Cont. 1st Story Loadbearing Wall Height= 8 ft. Wall Stud Specifications = 2x6 SPF#3 Wall Stud Spacing = 16 in. o.c. Shearwall Segment Aspect Ratio 1 st Story Shearwall Height= 8 ft. OSB- PLY GYP 1st Story Minimum Shearwall Length = H /3.5 = 2.29 ft. H / 1.5 = 5.33 ft. 1st Story Wall Length Available for Full Height Sheathing Bline 1; 10.75 ft. Lline B 7.00 ft. 1st Story Maximum Unrestrained Opening Height Hline 1 84 in. Hline B 0 in. f `4a 1A ^ yyy 12/11/12 T JOB PRE-31462 Bath4 SHEET NO. 4 OF 44 CALCULATED BY DB DATE 11/29/2012 CHECKED BY DATE ASCE 7-05 Uplift Connections Building Width = 13.75 ft. Roof Framing Spacing = 16 in. D.C. Roof/Ceiling Assembly Dead Load = 15 psf Roof Span = 6.875 ft. Amount of load to be subtracted per Story= _ {[(Unit Width/2) x Floor/Roof Dead Load] + Wall Dead Load}x 0.6 _ { [(6.88 ft / 2) x 10 psf] + 60 plf) x 0.6 = 57 plf Vertical Design Wind Pressures 3 Sec Gust Wind Speed = 120 mph End Zone Wind Uplift Pressure= 15.6 psf MWFRS Figure 6-2 Max of Zones E& F Int. Zone Wind Uplift Pressure = 13.4 psf MWFRS Figure 6-2 Max of Zones G & H Overhang Wind Uplift Pressure= 15.6 psf MWFRS Figure 6-2 Max of Zones Eoh, Goh, E, F, G & H Wind Exposure Category= C Wind Exposure Adjustment Factor= 1.21 ? rti Wind Importance Factor 1.00 ,A µ / �Ik Adjusted Uplift Pressures Adjusted End Zone Wind Uplift Pressure= 18.88 psf ' t F Adjusted Int. Zone Wind Uplift Pressure = 16.21 psf Adjusted Overhang.Wind Uplift Pressure= 18.88 psf Roof to 1st Story Wall Connection Load = 210 plf 12/11/12 1st Story Wall to Foundation Connection Load = 210 plf - 57 plf= 153 plf JOB PRE-31462 Bath4 SHEET NO, 5 OF 44 CALCULATED BY DB DATE 11/29/2012 CHECKED BY DATE Uplift Connections (cont'd) Main Building Connection Design Connections to transfer uplift loads from the roof assembly to foundation must maintain a continuous load path. Use structural connectors to provide the required connection. Alternate connection methods may be used, if they are satisfactorily proven to resist the calculated loads. Roof Truss to Wall Stud Connection Connector: Simpson Strong-Tie MTS18 Fastener: (6) 0.148inx1.5in nails each end Allowable Load = 737 Ib Req'd Uplift Req'd Provided Load Spacing Spacing 210 plf 42 in. 32 in. 1-r ✓ g fr 12/11/12 1 t JOB PRE-31462 Bath4 SHEET NO. 6 OF 44 CALCULATED BY DB DATE 11/29/2012 CHECKED BY DATE Uplift Connections (cont'd) 1 st Story Wall Stud to Floor Band Connection Connector: 7/16" OSB/PLY overlap floor rim joist 6" Fastener: 0.131 in x 2-1/2in nails Must Use Nails in Higher than Seismic Zone C Lateral Value= 96 lbs per fastener Use 2 rows of fasteners along bottom edge of panel -stagger spacing between rows Req'd Uplift Required Load Spacing line_B 194 plf 6 in. o.c. line-1 111 plf 6 in. o.c. S `'ting 4 .lr t �fi Y4 12/11/12 JOB PRE-31462 Bath4 SHEET NO. 7 OF 44 CALCULATED BY DB DATE 11/29/2012 CHECKED BY DATE Uplift Connections (cont'd) Design 1 st Story Module to Sill Plate Connection Assume Typical 1st Story Module to Sill Plate Connection made with Connector: 7/16" OSB/PLY overlap sill plate 1.5" Fastener: 0.131 in x 2-1/2in nails Must Use Nails in Higher than Seismic Zone C Lateral Value= 96 lbs per fastener Use 1 row of fasteners along bottom edge of panel Floor Band to Sill Plate Connection Req'd Uplift Req'd Load Spacing line_B 194 plf 5 in. o.c. line-1 111 plf 6 in. D.C. F 1 p di• �r 12/11/12 JOB PRE-31462 Bath4 SHEET NO. 8 OF 44 CALCULATED BY DB DATE 11/29/2012 CHECKED BY DATE Per Section 11.1.7 of 2005 NDS Single Shear Staple Capacity w/min. 1" penetration "Other Dowel-Type Fasteners" D = 0.063 in Diameter is = 0.4375 in Side member thickness Fyb = 100000 psi Dowel bending yield strength tm = 1 in Main member penetration Rd = 2.2 Reduction Term -See Table 11.3.1 13 Ss = OSB/PLY Side member species Re = 0.7791 = Fem/Fes Ms = SPF Main member species Rt = 2.2857 = Im/Is SG = 16 Staple Gage Im = 1 in main member dowel bearing length CD = 1.6 Load Duration Factor Is = 0.4375 in side member dowel bearing length Fem = 3350 psi main member dowel bearing strength Fes = 4300 psi side member dowel bearing strength Staple Capacity: Table 11.3.1A Yield Limit Equations: Zstaple=2 Legs x Zmin Mode Shear Zstaple= 40.4 lbs Im Zim= D x Im x Fem x CD = 153.5 Ib Rd Is Zis= D X Is X Fes x CD = 86.2 Ib Rd Zii= kt x D x Is x Fes x CD = 54.5 Ib .._ u, Rd � , z � a Illm Z111m= k2 x D x Im x Fem x CD = 56.3 Ib (1+2Re)X Rd ''? I I Is Zuis= k3 x D x Is x Fem x CD = 33.6 Ib 12/11/12 (2+Re)x Rd IV Z,v= D2 x 2 x Fem x Fyb (112) = 20.2 Ib Rd 3 x(1 + Re) Minimum Shear,Zmin = 20.2 Ib Notes: Kt = (Re+ (2Re2 x(1+Rt+Rt2)) + (Rt2x Re3)1(v2)-[Re x(1+Rt)] = 0.6 (1+Re) K2 = -1 + (2 x(1+Re)) + 2F,b x(1+2Re)x DZ (tie) = 0.9 3Fem x Im2 K3 = -1 + (2 x(1+Re)) + 2F b x(2+ e)x D2 (1/2) = 1.4 Re 3Fem X Ise JOB PRE-31462 Bath4 SHEET NO. 8A OF 44 CALCULATED BY DB DATE 11/29/2012 CHECKED BY DATE Per Section 11.1.7 of 2005 NDS Single Shear Staple Capacity w/Metal Side Member w/min. 1" penetration "Other Dowel-Type Fasteners" D = 0.063 in Diameter is = 0.036 in Side member thickness Fyb = 100000 psi Dowel bending yield strength tm = 1 in Main member penetration Rd = 2.2 Reduction Term-See Table 11.3.1 B Ss = 20GA Steel Side member species Re = 0.0542 = Fem/Fes Ms = SPF Main member species Rt = 27.778 = Im/Is SG = 16 Staple Gage Im = 1 in main member dowel bearing length CD = 1.6 Load Duration Factor Is = 0.036 in side member dowel bearing length Fem = 3350 psi main member dowel bearing strength Fes = 61850 psi side member dowel bearing strength Staple Capacity: Table 11.3.1A Yield Limit Equations: Zstaple=2 Legs x Zmin Mode Shear Zstaple= 52.5 lbs Im Zjm= D x Im x Fem x CD = 153.5 Ib Rd Is Zjs= D x Is x Fes x CD = 102.0 Ib Rd 1 ' II Zii= k, x D x Is x Fes x CD = 62.8 Ib Rd :.} I l lm Z111m= k2 x D x Im x Fem x CD = 66.7 Ib (1+2Re)x Rd � Ills Z,,,s= k3xDx1sxFem x CD = 31.8 Ib 1211/12 (2+Re)x Rd IV Zig= D2 x 2 x Fem x Fyb (1i2) = 26.3 Ib Rd 3 x(1 + Re) Minimum Shear, Zmin= 26.3 Ib Notes: K, = [Re+ (2Re2 x(1+Rt+Rt2)) + (Rt2x ReA(1/2)-[Re X(1+Rt)] = 0.6 (1+Re) K2 = -1 + (2 x(1+Re)) + 2F b x(1+2Re)x DZ (1/2) = 0.5 3Fem x Im2 K3 = -1 + (2 x(1+Re)) + 2F b x(2+Re) x D2 ('/2) = 11.8 Re 3Fem x Ise JOB PRE-31462 Bath4 SHEET NO. 9 OF 44 CALCULATED BY DB DATE 11/29/2012 CHECKED BY DATE 16GA Strap Capacity Thickness of Strap = 0.0598 in Strength of Steel = 36 ksi Strength Reduction Factor= 0.6 Width of Steel Strap = 1.5 in Thickness of fastener= 0.1310 in Capacity of Strap =Thicknes x(Width of Strap-Width of fastener)x Strength of Steel x Strength Reduction Factor= Capacity of Strap = 1768 Ib 0.131"x2.5" Nail Capacity Shear Z= 83 Ib NDS Table 11 P _ } Load Duration Factor= 1.6 for wind £ f t� Y1 � Adjusted Fastener Capacity= 132.8 Ib Required Quantity of Fasteners to achieve max capacity of strap QTY= 14 nails each end of each strap sF 12/11/12 i JOB PRE-31462 Bath4 SHEET NO. 9A OF 44 CALCULATED BY DB DATE 11/29/2012 CHECKED BY DATE 20GA Strap Capacity Thickness of Strap = 0.0359 in Strength of Steel = 36 ksi Strength Reduction Factor= 0.6 Width of Steel Strap= 1.25 in Thickness of fastener= 0.1310 in Capacity of Strap=Thicknes x (Width of Strap-Width of fastener)x Strength of Steel x Strength Reduction Factor= Capacity of Strap= 867.7 Ib 0.131"x2.5" Nail Capacity Shear Z= 81 Ib NDS Table 11 P dot Load Duration Factor= 1.6 for wind �' L Adjusted Fastener Capacity= 129.6 Ib 12/11/12 Required Quantity of Fasteners to achieve max capacity of strap= QTY= 7 nails each end of each strap JOB PRE-31462 Bath4 SHEET NO. 10 OF 44 CALCULATED BY DB DATE 11/29/2012 CHECKED BY DATE No Mateline Uplift 41 F, }}i 12/11/12 • t JOB PRE-31462 Bath4 SHEET NO. 11 OF 44 CALCULATED BY DB DATE 11/29/2012 CHECKED BY DATE No Mateline �4 Nk fl'33 12/11/12 JOB PRE-31462 Bath4 SHEET NO. 12 OF 44 CALCULATED BY DB DATE 11/29/2012 CHECKED BY DATE Uplift Connections (cont'd) Check Tensile Strength of Studs to Transfer Uplift Loads 2x6 SPF#3 Nominal Tensile Stress Ft= 250 psi ANSI/AF&PA NDS Table 4A Load Duration Factor CD= 1.6 ANSI/AF&PA NDS Table 2.3.2 Size Factor CF = 1.3 ANSI /AF&PA NDS Table 4A Allowable Tensile Stress Ft' = Ft CD CF= 520 psi ANSI/AF&PA NDS Table 4.3.1 Net Area of Stud A= 8.25 int Allowable Tensile Load Pt' = Ft A = 4290 Ib > 280 Ib OK f t 12/11/12 d,' d f .��.. Z , X06 PRE-31462 Bath4 t� rr SHEET NO. 13 OF 44 3 CALCULATED BY DB DATE. 11/29/2012 } � CHECKED BY DATE Shear Connections 12/11/12 Roof Pitch = 7:12 Roof Height= 4.5 ft Roof Span = 6.875 ft. 3 Sec Gust Wind Speed = 120 mph Wind Exposure = C Wind Exposure Adjustment Factor= 1.21 Max Wall Height= 8 ft Wind Importance Factor= 1.00 End Zone Length = 6.00 ft Building Length = 7 ft Floor/Ceiling Depth = 1,75 ft Horizontal Design Wind Pressures (Enter 10psf as minimum value or if value is less than zero) End Zone Wall Horizontal Pressure= 25.7 psf MWFRS Figure 6-2 Zone A End Zone Roof Horizontal Pressure = 17.6 psf MWFRS Figure 6-2 Zone B Int. Zone Wall Horizontal Pressure = 20.4 psf MWFRS Figure 6-2 Zone C Int. Zone Roof Horizontal Pressure = 14 psf MWFRS Figure 6-2 Zone D Average Wall Horizontal Pressure = 29,49 psf = (Wall End Zone Press x 2 x End Zone Length ) + [Wall Int. Zone Press x(Building Length - (2 x End Zone Length) ] Building Length Average Roof Horizontal Pressure = 20,17 psf (Roof End Zone Press x 2 x End Zone Length ) + [Roof Int Zone Press x(Building Length - (2 x End Zone Length) ] Building Length Perpendicular to Ridge Roof Diaphragm Load = 208.7 plf = (Ave. Roof Hor. Press. x Roof Height) + (Ave. Wall Hor. Press. x Wall Height/2) Adjusted Roof Diaphragm Load = 253 plf Multiplied by Wind Exp. Factor& Imp. Factor Floor Diaphragm Load = 287.5 plf = [Ave. Wall Hor. Press. x (Wall Height+Floor/Ceiling Depth)] Adjusted Floor Diaphragm Load = 348 plf Multiplied by Wind Exp. Factor& Imp. Factor Parallel to Ridge Roof Diaphragm Load = 163.3 plf = (Ave. Roof Hor. Press. x Roof Height/2) + (Ave. Wall Hor. Press. x Wall Height/2) Adjusted Roof Diaphragm Load = 198 plf Multiplied by Wind Exp. Factor& Imp. Factor Floor Diaphragm Load = 287.5 plf = Same as Perp to Ridge Floor Diaphragm Load Adjusted Floor Diaphragm Load = 348 plf Multiplied by Wind Exp. Factor& Imp. Factor JOB PRE-31462 Bath4 SHEET NO. 14 OF 44 CALCULATED BY DB DATE 11/29/2012 CHECKED BY DATE Shear Connections -Wind (cont'd) Reference Sheet 13 for wroof& wfloor calculations Total Shear Capacity Requirements Wind Perpendicular to Ridge Wind Parallel to Ridge wroof = 253 plf wroof = 198 plf wfloor= 348 plf wfloor= 348 plf L = 7 ft. B = 13.75 ft. Vroof= wroof x L = 1768 Ib Vroof=wroof x B = 2717 Ib Vfloor=wfloor x L = 2435 Ib Vfloor=wfloor x B = 4783 Ib Shear Tranfer Connection Capacity Requirements vroof=Vroof/2/ B = 64 plf vroof=Vroof/2/L= 194 Of vfloor1 =Vroof+Vfloor1 /2/ B = 153 plf vfloorl =Vroof+Vfloor/2/ L= 536 plf P'�bt..F t� 4 a�3.ti',r�✓. 12/11/12 JOB PRE-31462 Bath4 SHEET NO. 15 OF 44 CALCULATED BY DB DATE 11/29/2012 CHECKED BY DATE Shear Connections-Seismic(cont'd) ASCE 7-05 Total Shear Capacity Requirements-Seismic Seismic Design Category= B Weights: Factors: Wroof= 1540 Ib R= 6.5 Table 12.14-1 Wswall = 840 Ib Fa= 1.4 Section 12.14.8.1 Wewall = 1650 Ib F= 1 Section 12.14.8.1 Wgable= 825 Ib SDS = 0.32 Secction 11.4.1 Wfloor= 962.5 Ib 1= 1.00 Seismic Importance Factor Wtotal= 5818 Ib Seismic Base Shear,V: Section 12.14.8.1 ` Z `s V= F x SDs x Wtocai x I = 286 lb # `f R ¢ Vertical Distribution, Fx: Section 12.14.8.2 FX _ wX x V ;'Y Wtotal 12/11/12 Fx.roof= 76 Ib Floor Diaphragm Load= 286 Ib Fx.floorl = 286 Ib Diaphragm Unit Shear Capacity Requirements B= 13.75 ft. L= 7 ft. Perpendicular to Ridge Wind Parallel to Ridge vroof= Fx.roof/2/B= 3 plf vroof= Fx.roof/2/L= 5 plf 1 st floor down from roof vfloorl = Fx.floorl /2/B= 10 plf vfloorl =Fx.floorl /2/L= 20 plf JOB PRE-31462 Bath4 SHEET NO. 16 OF 44 CALCULATED BY DB DATE 11/29/2012 CHECKED BY DATE Shear Connections (cont'd) Reference Sheet 14 & 15 for Vroof calculations Shearwall Unit Shear Capacity Requirements Shear Perpendicular to Ridge 1 st Story Shear Wall Wall Length Available for Full Height Sheathing Bline 1 10.75 ft. %line 1= 78 Shearwall Unit Shear Capacity Vwall line 1=Vroof/2 Bline 1 Vwall line-1= 0 0 0 1768 Ib /(2 X 10.75 ft.) Vwall line 1= 82 plf Wind Controls Shear Parallel to Ridge 1 st Story Shear Wall Wall Length Available for Full Height Sheathing Lline B 7.00 ft. %line E 100 Shearwall Unit Shear Capacity Vwall line—B =Vroof/2 Bline B Vwall line_B = 0 0 0 2717 Ib /(2 X 7.00 ft.) Vwall line—13 = 194 plf Wind Controls NIP, 12/11/12 JOB PRE 31462 Bath4 SHEET NO. 17 OF 44 CALCULATED BY DB DATE 11/29/2012 CHECKED BY DATE Shear Connections (cont'd) Nit - 4 i 12/11/12 Shear Capacity of 1 st Story Perforated Shearwall Assembly Percent Full Height Sheathing Wind Perpendicular to Ridge %line 1 78 Wind Parallel to Ridge %line E 100 Maximum Unrestrained Opening Height 1st Story Wall Height- 8 ft. Wind Perpendicular to Ridge Wind Parallel to Ridge Hline 1 84 in. Hline B 0 in. Perforated Shearwall Capacity Adjustment Factor Wind Perpendicular to Ridge Wind Parallel to Ridge Fline_1: 0.74 Fline B 1.00 JOB PRE-31462 Bath4 SHEET NO. 18 OF 44 CALCULATED BY DB DATE 11/29/2012 CHECKED BY DATE Shearwall Design Note: Gable wall studs at roof level must be same, size, species and grade as wall below. They must also be sheathed and fastened the same as wall below. Shear Capacity of Segmented Shearwall Assembly Framing Species Specific Gravity G = 0.42 1 st Story Wall - line-1 PERFORATED 7/16" OSB w/0.131"x2.5" nails @ 6" o.c. panel edge & 12"o.c. field nailing (exterior) Tabulated Value = 239 plf vs= 1.40 (Tab. Value) = 334 plf Vs= 0 plf Shear Capacity of Shearwall Assembly Vs = 334'' Of + 0 plf = 334 plf > 82 plf OK s x . 12/11/12 1st Story Wall - line_B PERFORATED 7/16" OSB w/0.131"x2.5" nails @ 6" o.c. panel edge& 12"o.c. field nailing (exterior) Tabulated Value = 239 plf vs= 1.40 (Tab. Value) = 334 plf Vs= 0 plf Shear Capacity of Shearwall Assembly Vs = 334 plf + 0 Of = 334 plf > 194 plf OK JOB PRE-31462 Bath4 SHEET NO. 19 OF 44 CALCULATED BY DB DATE 11/29/2012 CHECKED BY DATE Diaphragm Chords Check Tensile Strength of Top Plate to Transfer Chord Force- Tensile strength controls vs. compressive 2x6 SPF#3 Sample Calculation Nominal Tensile Stress Ft= 250psi ANSI /AF&PA NDS Table 4A Load Duration Factor CD= 1.6 ANSI /AF&PA NDS Table 2.3.2 Size Factor CF= 1.5 ANSI /AF&PA NDS Table 4A Allowable Tensile Stress F; = Ft CD CF= 600 psi ANSI /AF&PA NDS Table 4.3.1 Net Area of Stud A= 8.25 int Allowable Tensile Load Double 2x4-With Splices Pt = Ft'A= 3150 Ib Double 2x4- No Splices 6300 Ib Double 2x6 -With Splices P; = F;A= 4290 Ib Double 2x6- No Splices 8580 Ib Double 2x10-With Splices Pt = F;A = 5550 Ib Double 2x10 - No Splices 11100 Ib Z= 131.2 Ib 0.131"x 3.0" Nails Minimum splice lap where splices are allowed = 6 ft 1 st Floor Endwalls T= 883.9 Ib Double 2x6 Top Plate- No Splices Sidewalls T= 910.3 Ib Double 2x6 Top Plate-With Splices & Stagger 2 rows of 0.131"x 3.0" Nails @ 20 in o.c. ti i t � �Ar' 12/11/12 JOB PRE-31462 Bath4 SHEET NO. 20 OF 44 CALCULATED BY DB DATE 11/29/2012 CHECKED BY DATE Shearwall Design (cont'd) Shear Capacity of Perforated Shearwall Assembly v= vs x Perforated Shearwall Capacity Adjustment Factor 1 st Story Wall 1 st Story Wall Height- 8 ft. Shear Perpendicular to Ridge vline_1 334 plf x 0.74 247 plf > 82 plf OK Shear Parallel to Ridge vline_B 334 plf x 1.00 _ 334 plf > 194 plf OK Note: Perforated Capacity limited to 490pif for Seismic and 686pif for wind i 333 Lu L # �1 d f � 12/11/12 JOB PRE-31462 Bath4 SHEET NO. 21 OF 44 CALCULATED BY DB DATE 11/29/2012 CHECKED BY DATE Reference Page 22 for Stud Capacity Example Calculation. Overturninci Connections Check Capacity of Dead Loads to Resist Overturning Loads Length of side (1-1)(house width) = 13.75 ft. Length of side (1-2)(house length) = 7 ft. Dead Load Resistance to Overturning- line-1 Dead Load = 60 plf Dead Load * (Length to Overturning @ Pivot Point/2 ) = 412.5 lbs*0.60 = 248 Return Wall Dead Load = 125 *0.60 = 0 Dead Load Resistance to Overturning- line-13 Dead Load = 125 plf Dead Load *(Length to Overturning @ Pivot Point/2 ) = 437.5 lbs*0.60= 263 Return Wall Dead Load = * 60 *0.60 = 0 Required Holddown Capacity T= v x h Segemented T= v x h/Co Perforated 1st Story Module to Foundation - line_1 PERFORATED Wind Controls T= 82 plf x 8.0 ft. / 0.741 = 888 Ib + Ib 248 lbs DL = 641 Ib Connector: Simpson Strong-Tie STHD14RJ Fastener: w/ 1/2 in min concrete cover and (30) 16d sinkers, locate 1.5in from corner Allowable Load 5345 Ib 'i 9 p} 12/11/12 1 st Story Module to Foundation - line_B PERFORATED Wind Controls T= 194 Of x 8.0 ft. / 1 = 1553 Ib + Ib - 263 lbs DL= 1290 Ib Connector: Simpson Strong-Tie STHD14RJ Fastener: w/ 1/2 in min concrete cover and (30) 16d sinkers, locate 1.5in from corner Allowable Load 5345 Ib JOB PRE-31462 Bath4 SHEET NO. 22 OF 44 CALCULATED BY DB DATE 11/29/2012 CHECKED BY DATE Overturning Connections (cont'd) Check Tensile Strength of Studs to Transfer Overturning Loads-Sample Calculation (1) 2x6 SPF#3 Nominal Tensile Stress y r � T m Ft= 250 psi Load Duration Factor r r '; CD = 1.6 Size Factor `' CF 1.0 Allowable Tensile Stress 9 Ft' = Ft CD CF = 400 psi Net Area of Studs A= 8.25 in 12/11/12 Allowable Tensile Load Pt = Ft A = 3300Ib Built up Column Fastening Requirement Assume Typical Connection made with 0.131"x 3.0" Nails Specific Gravity of Member Stud Height= 8 ft G = 0.42 Thickness of Member is = 1.50 in. Lateral Capacity Z= 82 lbs ANSI /AF&PA NDS Table 11 N Load Duration Factor CD = 1.6 ANSI /AF&PA NDS Table 2.3.2 Allowable Lateral Capacity Z' = Z CD = 131 Ib ANSI /AF&PA NDS Table 10.3.1 Required Spacing for two rows staggered = (Capacity x #of rows) / (Stud Cap. / Stud Height) x (ft to in conversion) ( 131 Ib x 2 ) / ( 3300 Ib / 8 ft ) x ( 12 in / 1 ft ) _ 7 in o.c. JOB PRE-31462 Bath4 SHEET NO. 23 OF 44 CALCULATED BY DB DATE 11/29/2012 CHECKED BY DATE Sliding Connections Roof Pitch = 7:12 Wall Height = 8 ft. Roof member spacing = 16 in o.c. 3 Sec Gust Wind Speed = 120 mph Wind Exposure = C Wind Exposure Adjustment Factor= 1.21 Load from wind on Wall End Zone Wall Horizontal Pressure= 25.7 psf MWFRS Figure 6-2 Zone A End Zone Wind Load = End Zone Wall Press x(Wall Height/2) End Zone Wind Load = 102.8 plf Adjusted End Zone Wind Load = End Zone Wind Load x Wind Exp Factor= 124.4 plf Load required to be transferred to sidewall diaphragm chord Load to in sidewall diaphragm chord = 1359 'Ib See pages 14 & 15 Length of Unit= 7 ft. Load along sidewall in diaphragm chord = sidewall diaphragm chord load/length of unit Load along sidewall in diaphragm chord = 194.1 plf Req. Roof to E.Z. Wall Load = Max(adj. end zone wind load, Idiaphragm chord load)x roof mem. spacing= Req. Roof to E.Z. Wall Load = 258.8 Ib Roof to Wall Plate Connection Assume Typical Connection made with 0.131"x 3" toenails. Specific Gravity of Member G = 0.42 Thickness of Member r is= 1.50 in. Lateral Capacity of Nails A Z= 82 lbs Load Duration FactorCD 1.6 } 3 . Toe Nail Factor Ctn = 0.83 Allowable Lateral Capacity of Nails Z' = ZCDCtn = 109 Ib 12/11/12 Required Roof to Wall Plate Connection Req'd Nail Nails Load Capacity Req'd 259 Ib 109 Ib cap 3 per framing member JOB PRE-31462 Bath4 SHEET NO. 23A OF 44 CALCULATED BY DB DATE 11/29/2012 CHECKED BY DATE Sliding Connections Assume Typical Connection made with 0.131"x 3.0" Nails in End-Grain. Specific Gravity of Member G = 0.42 Thickness of Member is= 1.50 in. Lateral Capacity Z= 82.0 lbs ANSI /AF&PA NDS Load Duration Factor CD= 1.6 ANSI /AF&PA NDS Table 2.3.2 End-Grain Nail Factor Cts = 0.67 ANSI /AF&PA NDS 11.5.4.2 Allowable Lateral Capacity Z' = Z CD Ce9 = 87.9 Ib ANSI /AF&PA NDS Table 10.3.1 Top Plate to Studs & Bottom Plate to Studs Req'd Nail Nails Load Capacity Req'd 166 Ib 88 Ib cap 2 per framing member Bottom Plate to Floor Assume Typical Connection made with 0.131"x 3.0" Nails Allowable Lateral Capacity of Nails Z' = ZCD = 82 Ib x 1.6 = 131 Ib Req'd Stud Req'd Load Spacing = Load 166 Ib / 16 inoc 124 plf '' �` Nail Req'd Req'd �k" � Capacity / Load = Spacing r' 131 Ib cap 124 plf 12 in o.c. S F 12/11/12 JOB PRE-31462 Bath4 SHEET NO. 24 OF 44 CALCULATED BY DB DATE 11/29/2012 CHECKED BY DATE Sliding Connections (cont'd) Alternate Roof to Wall Plate Connection Connector: Simpson Strong-Tie H10A Fastener: (9) 0.148"x 1 1/2" nails in truss and (9) 0.148"x 1 1/2" nails in plate Allowable Load = 285 Ib for SPF Req'd Lateral Req'd Provided Load Spacing Spacing 124 plf 27 in. 16 in. FE 12/11/12 JOB PRE-31462 Bath4 SHEET NO. 25 OF 44 CALCULATED BY DB DATE 11/29/2012 CHECKED BY DATE Sliding Connections (cont'd) r� < Design 1st Story Module to Sill Plate Connection Assume Typical Connection made with sf 0.131"x 3"toenails. Specific Gravity of Member ,�'f'� G = 0.42 ` x ` ' Thickness of Member 12/11/12 is = 1.50 in. Nominal Lateral Capacity of Nails in Single Shear Z= 82 Ib ANSI /AF&PA NDS Table 11 N Load Duration Factor CD= 1.6 ANSI /AF&PA NDS Table 2.3.2 Toe-Nail Factor Cts = 0.83 ANSI /AF&PA NDS 11.5.4 Allowable Lateral Capacity of Nails in Single Shear Z' = Z CD Cts = 109 Ib ANSI /AF&PA NDS Table 10.3.1 1 st Story to Sill Plate Connection -line-1 v = Vfloor1 = 153 plf Ref. Sheet 14 & 15 Connection: 0.131"x 3"toenails. @ 6 " o.c. 1 st Story to Sill Plate Connection - line_B v = Vfloor1 = 536 plf Ref. Sheet 14 & 15 Connection: 0.131"x 3"toenails. @ 2 " o.c. JOB PRE-31462 Bath4 SHEET NO. 26 OF 44 CALCULATED BY DB DATE 11/29/2012 CHECKED BY DATE Sliding Connections Cont'd r i 12/11/12 Design Alternate 1st Story to Sill Plate Connection 1st Story to Sill Plate Connection -line_1 v = Vfloor1 = 153 plf Connector: Simpson Strong-Tie LTP4 Fastener: (12) 0.131 in x 1 1/2in nails Allowable Load = 575 Ib Req'd Sliding Req'd Load Spacing 153 plf 45 in. 1 st Story to Sill Plate Connection- line_B v = Vfloor1 = 536 plf Connector: Simpson Strong-Tie LTP4 Fastener: (12) 0.131 in x 1 1/2in nails Allowable Load = 575 Ib Req'd Sliding Req'd Load Spacing 536 plf 12 in. JOB PRE-31462 Bath4 SHEET NO. 27 OF 44 CALCULATED BY DB DATE 11/29/2012 CHECKED BY DATE Anchor Bolt Spacing OK Sliding Connections (cont'd) Sill Plate to Foundation Connection line 1 Connection: 1/2 dia. Anchor Bolts @ 48 "o.c. Design Sill Plate to Foundation Connection Assume 1/2 "dia. Anchor Bolts. Anchor Bolts shall be provided within 12" of the ends of each sill plate section, but no closer than 4" from the ends. Minimum 2 bolts per sill section. Specific Gravity of Sill Plate G = 0.55 Thickness of Sill Plate is= 1.50 in. Nominal Lateral Capacity for Bolt in Single Shear Parallel to the Grain ANSI /AF&PA NDS Table 11 E Z11= 680 Ib Load Duration Factor ANSI/AF&PA NDS Table 2.3.2 CD= 1.6 Allowable Lateral Capacity for Bolt in Single Shear Parallel to the Grain ANSI/AF&PA NDS Table 10.3.1 Z' = Z/1 CD= 1088 Ib i Mq` Vfloorl = 153 plf Ref. Sheet 14 & 15 ;? Load at anchor bolt= Vfloorl x Anchor Bolt Spacing * fl a y *' Load at anchor bolt= 153 plf x 48 "o.c. = 611 Ib CSI = Load at anchor bolt/Z' CSI = 611 Ib / 1088 Ib = 0.56 12/11/12 pression Perpendicular to the Grain 1/8in thick min. washer required Uniform Uplift Load=Max of uplift load at foundation from roof and uplift load from perforated shearwall if applicable. Uniform Uplift Load = Max of 153 plf See page 4 and 82 plf See page 18 Uniform Uplift Load = 153 plf Concentrated Uplift Load = Uniform Uplift Load x Anchor Bolt Spacing Concentrated Uplift Load = 153 plf x 48 " o.c. Concentrated Uplift Load = 612 Ib Allowable Compression Stress Perpendicular to the Grain F,L = 565 psi ANSI /AF&PA NDS Table 4B Try 2 " square washer w/ 1/2 "Anchor Bolt(Assume 1/16" oversized hole) Area of Washer Awasher= 2 2 -((TT/4) (0.5 + 1/16)^2) = 3 3/4 in Allowable Compression Load Perpendicular to the Grain Pel = FcL Awasher= 565 psi x 3.751 in = 2120 Ib CSI Uplift=> CSI = Load at anchor bolt/Pcperp = 612 Ib / 2120 Ib = 0.29 Total CSI = CSI shear+ CSI uplift= 0.56 + 0.29 = 0.85 OK JOB PRE-31462 Bath4 SHEET NO. 27A OF 44 CALCULATED BY DB DATE 11/29/2012 CHECKED BY DATE Anchor Bolt Spacing OK Sliding Connections (cont'd) Sill Plate to Foundation Connection - line_B Connection: 1/2 dia. Anchor Bolts @ 20 " o.c. Design Sill Plate to Foundation Connection Assume 1/2 dia. Anchor Bolts. Anchor Bolts shall be provided within 12" of the ends of each sill plate section, but no closer than 4"from the ends. Minimum 2 bolts per sill section. Specific Gravity of Sill Plate G = 0.55 Thickness of Sill Plate is= 1.50 in. Nominal Lateral Capacity for Bolt in Single Shear Parallel to the Grain ANSI /AF&PA NDS Table 11 E Z11= 680 Ib Load Duration Factor ANSI /AF&PA NDS Table 2.3.2 CD= 1.6 A"--vable Lateral Capacity for Bolt in Single Shear Parallel to the Grain ?t 4NS1 /AF&PA NDS Table 10.3.1 Z' = Z„ CD= 1088 Ib Vfloor1 = 536 Of Ref. Sheet 14 & 15 Load at anchor bolt= Vfloor1 x Anchor Bolt Spacing Load at anchor bolt= 536 plf x 20 " o.c. 893 Ib CSI = Load at anchor bolt/Z' CSI = 893 Ib / 1088 Ib = 0.82 12/11/12 tnecK i-ompression Perpendicular to the Grain 1/8in thick min. washer required Uniform Uplift Load=Max of uplift load at foundation from roof and uplift load from perforated shearwall if applicable. Uniform Uplift Load = Max of 153plf See page 4 and 194 plf See page 1.8 Uniform Uplift Load = 194 plf Concentrated Uplift Load = Uniform Uplift Load x Anchor Bolt Spacing Concentrated Uplift Load = 194 plf x 20 "o.c. Concentrated Uplift Load = 323 Ib Allowable Compression Stress Perpendicular to the Grain Fri = 565 psi ANSI /AF&PA NDS Table 4B Try 2 " square washer w/ 1/2 "Anchor Bolt(Assume 1/16"oversized hole) Area of Washer Awasher= 2 2 -((Tr/4) (0.5 + 1/16)A2) = 3 3/4 int Allowable Compression Load Perpendicular to the Grain Pc-L = Fc-L Awasher= 565 psi x 3.751 int = 2120 Ib CSI Uplift=> CSI = Load at anchor bolt/P,perp = 323 Ib / 2120 Ib = 0.15 Total CSI = CSI shear+ CSI uplift= 0.82 + 0.15 = 0.97 OK JOB PRE-31462 Bath4 SHEET NO. 28 OF 44 CALCULATED BY DB DATE 11/29/2012 CHECKED BY DATE Sheathing Connections Roof Sheathing Design Roof Sheathing Connection to Resist Suction Loads 3 Sec Gust Wind Speed = 120 mph 12/11/12 Suction Pressure from Wind -ASCE 7 Figure 6-3, Use 10psf minimum C&C Pressures Interior Zone Zone 1 = 25.9 psf Perimeter Edge Zone Zone 2 = 30.3 psf Overhang Zone Zone 2 OH = 43.9 psf Overhang Zone Zone 3 OH = 43.9 psf Wind Importance Factor= 1.00 Wind Exposure = C Wind Exposure Adjustment Factor= 1.21 C&C Pressures Adjusted Interior Suction Pressure = 31.3 psf Zone 1 Adjusted Perimeter Suction Pressure = 36.7 psf Zone 2 Adjusted Overhang Suction Pressure= 53.1 psf Zone 2 OH Adjusted Overhang Suction Pressure = 53.1 psf Zone 3 OH Perimeter Edge Zone Width Minimum Building Dimension = 13.75 ft. Z= 10% Minimum Building Dimension = 1.375 ft. But not less than 3 ft. Roof Framing Spacing = 16 in. o.c. Roof Unit Suction Load from Wind Framing Spacing in ft. 0.C. Interior Zone = 31 psf x 1.33 ft. = 42 plf Perimeter Edge Zone= 37 psf x 1.33 ft. = 49 plf Overhang Zone= 53 psf x 1.33 ft. = 71 plf JOB PRE-31462 Bath4 SHEET NO. 29 OF 44 CALCULATED BY DB DATE 11/29/2012 CHECKED BY DATE Sheathing Connections (cont'd) Roof Sheathing Design Roof Sheathing Connection to Resist Suction Loads Roof Sheathing: 7/16" OSB (Unblocked) Fastening: 0-131"x2.5" nails at 6 " o.c. panel edge fastening and 12 "o.c. field fastening Specific Gravity of Roof Framing G = 0.42 Diameter of Nails D= 0.131 in. Length of Nails L = 2.50 in. Thickness of Sheathing t= 0.438 in. Nominal Nail Withdrawal Design Value ANSI /AF&PA NDS Table 11.2C W= 21 Ib/ in. Load Duration Factor ANSI /AF&PA NDS 2.3.2 CD= 1.6 Allowable Nail Withdrawal Design Value ANSI /AF&PA NDS Table 11.2C W' =W CD= 34 Ib/ in. Length of Nail Penetration LP = L-t= 2.063 in. Withdrawal Capacity per Nail W' LP = 69 Ib Required Suction Load Capacity Interior Zone= 42 plf Ref. Sheet 28 Perimeter Edge Zone= 49 plf Ref. Sheet 28 Overhang Zone= 71 plf Ref. Sheet 28 Required Fastening Interior Zone = 12 " o.c. Perimeter Edge Zone= 6 "0.C. Overhang Zone= 6 "o.c. 3 _ � Vv` 12/11/12 4 JOB PRE-31462 Bath4 SHEET NO. 30 OF 44 CALCULATED BY DB DATE 11/29/2012 CHECKED BY DATE Sheathing Connections (cont'd) Roof Sheathing Design Roof Diaphragm to Transfer Shear Loads Unit Shear Capacity Requirement Max Vroof= 2717 Ib L = 7 ft. vroof= 194 Of Shear Capacity for Diaphragm Assembly Framing Species Specific Gravity G = 0.42 Roof Sheathing: 7/16" OSB(Unblocked) Fastening: 0.131"x2.5" nails at 6 "o.c. panel edge nailing and 12 " D.C. field nailing Tabulated Value = 156.4 plf VS, = 1.4 (Tab. Value) See Supplement Table 2C Footnote 1 219 Of > 194 plf OK r 12/11/12 JOB PRE-31462 Bath4 SHEET NO. 31 OF 44 CALCULATED BY DB DATE 11/29/2012 CHECKED BY DATE Sheathing Connections (cont'd) Floor Sheathing t, Design Floor Diaphragm to Transfer Shear Loads r: a` C- / Unit Shear Capacity Requirement Max Vfioor= 4305 Ib 12/11/12 L = 7 ft. vfloor= 307 plf Shear Capacity for Diaphragm Assembly Framing Species Specific Gravity G = 0.42 Floor Sheathing: 5/8in OSB (Unblocked) Fastening: 0.148"x3" nails at 6 " o.c. panel edge fastening and 12 " o.c. field fastening Tabulated Value = 262.2 plf vs = 1.4 (Tab. Value) See Supplement Table 2C Footnote 1 367.1 plf > 307, plf OK JOB PRE-31462 Bath4 SHEET NO. 32 OF 44 CALCULATED BY DB DATE 11/29/2012 CHECKED BY DATE Sheathing Connections `',c w 1 Wall Sheathing Design Wall Sheathing Connection to Resist Suction Loads 3 Sec Gust Wind Speed = 120 mph s ist Suction Pressure from Wind-ASCE 7 Figure 6-3 12/11/12 C&C Pressure,., Interior Zone (Zone 4) = 28.1 psf Edge Zone (Zone 5) = 34.7 psf Wind Importance Factor= 1.00 Wind Exposure= C Wind Exposure Adjustment Factor= 1.21 Adjusted Interior Suction Pressure= 34.0 psf Adjusted Perimeter Suction Pressure = 42.0 psf Perimeter Edge Zone Width Minimum Building Dimension = 13.75 ft. Z= 10% Minimum Building Dimension = 1.375 ft. But not less than 3 ft. Wall Framing Spacing = 16 in. D.C. Roof Unit Suction Load from Wind Framing Spacing in ft. o.c. Interior Zone = 34 psf x 1.33 ft oc. = 45 plf Edge Zone= 42 psf x 1.33 ft oc. = 56 plf JOB PRE-31462 Bath4 SHEET NO. 33 OF 44 CALCULATED BY DB DATE 11/29/2012 CHECKED BY DATE Sheathinq Connections (cont'd) Wall Sheathing Design Wall Sheathing Connection to Resist Suction Loads Wall Sheathing: 7/16"OSB Fastening: 0.131"x2.5" nails at 6 " D.C. panel edge nailing and 12 "o.c.field nailing Specific Gravity of Wall Framing G = 0.42 Diameter of Nails D = 0.131 in. Length of Nails L = 2.50 in. Thickness of Sheathing t= 0.438 in. Nominal Nail Withdrawal Design Value ANSI /AF&PA NDS Table 11.2C W= 21 Ib/in. Load Duration Factor ANSI /AF&PA NDS 2.3.2 CD= 1.6 Allowable Nail Withdrawal Design Value ANSI /AF&PA NDS Table 11.2C W'= W CD = 34 Ib/in. Length of Nail Penetration LP= L-t= 2.063 in. Withdrawal Capacity per Nail W' LP = 69 Ib Required Suction Load Capacity Interior Zone= 45 plf Perimeter Edge Zone= 56 plf Required Fastening Interior Zone= 12 " o.c. Perimeter Edge Zone= 6 " o.c. 12/11/12 JOB PRE-31462 Bath4 SHEET NO. 34 OF 44 CALCULATED BY DB DATE 11/29/2012 CHECKED BY DATE ✓ Nf Roof is made with Trusses. No Rafters Connections Required � ��» � s � �1 ` s' 12/11/12 JOB PRE-31462 Bath4 SHEET NO. 35 OF 44 CALCULATED BY DB DATE 11/29/2012 CHECKED BY DATE Overhang Connection Outlooker to Endwall Roof Pitch = 7:12 Roof Span = 6.875 ft. Roof Overhang Length = 1 ft. 3 Sec Gust Wind Speed = 120 mph Overhang Uplift Load = 53.12 psf Zone 2 OH See page 28 Overhang Uplift Load = 53.12 psf Zone 3 OH See page 28 Outlooker Spacing = 16 in D.C. Tabulated Overhang Uplift Connection Load Zone 2oh = 70.83 lbs Tabulated Overhang Uplift Connection Load Zone 3oh = 70.83 lbs r Wind Exposure = C Wind Exposure Adjustment Factor= 1.21 Adjusted Ridge Connection Load Zone 2 OH = 86 lbs Adjusted Ridge Connection Load Zone 3 OH = 86 lbs �, 'z, , • � -:�-xt Connector: 0.131"x3" Nails w/ 1.5" pen. 12/11/12 Allowable Load = 50.4 Ib Connectors Per Outlooker Req'd Zone 2 OH = 2 per outrigger Connectors Per Outlooker Req'd Zone 3 OH = 2 per outrigger JOB PRE-31462 Bath4 SHEET NO. 36 OF 44 CALCULATED BY DB DATE 11/29/2012 CHECKED BY DATE Truss Field Connections Reference attached truss print Required Field Joint Connections - Compression(Ib)/Tensions(Ib)/Shear(lb)/Moment(Ib) Truss Number: D130006 Ridge Connection "4" 381 / 334 / 318 / 0 Use: 1 1/4"x 12"x 20 ga steel strap w/(7) 0.131x2.5" nails each end & (4) 0.131"x3.0" nails toed Lateral Value 0.131"x3.0"toe-nailed = 82 x 1.15 Cd x .83 Ctn x 4 nails = 312 lbs 0 A) `N P ' F� 12/11/12 JOB PRE-31462 Bath4 SHEET NO. 37 OF 44 CALCULATED BY DB DATE 11/29/2012 CHECKED BY DATE Roof is made with Trusses. No Rafters Connections Required y 2 ESt �-'•M1 � 12/11/12 JOB PRE-31462 Bath4 SHEET N0. 38 OF 44 CALCULATED BY DB DATE 11/29/2012 CHECKED BY DATE Design Summary Location Force Connection Fasteners Required Reference Roof Truss to Wall Stud 210lf Simpson Strong-Tie MTS18 (6)0.148inxl.5in nails each Sheet 5 Connection pend @ 32 in o.c. R s" t yttll 1 N O 12/11/12 d N L 0 N C O v d C C O U n. Note: 8d nails = 0.131"x 2.5", 10d nails =0.148"x 3"& 16d nails=0.131"x 3.25" unless otherwise noted An equal or better connection device may be substituted for any connection device listed. Staples and Toe-Nails may not be used in Seismic Zones worse than C. � f JOB PRE-31462 Bath4 SHEET NO. 38A OF 44 CALCULATED BY DB DATE 11/29/2012 CHECKED BY DATE Design Summary Location Connection Wall Force Spacing Reference 7/16"OSB/PLY overlap floor rim joist 6" 1st Story Wall line_B 194 plf 6 in o.c. Stud to Floor 0.131 in x 2-1/2in nails Sheet 6 0 Band Connection line-1 111 plf 6 in o.c. 0 Use 2 rows of fasteners along 4-1 bottom edge of panel L) a) c c 0 U 7/16"OSB/PLY overlap sill $ plate 1.5" � line_B 194 plf 5 in o.c. Floor Band to Sill 0.131 in x 2-1/2in nails Sheet 7 Plate Connection Use 1 row of fasteners along line-1 111 plf 6 in o.c. bottom edge of panel Note: 8d nails =0.131"x 2.5", 10d nails =0.148"x 3"& 16d nails =0.131"x 3.25" unless otherwise noted An equal or better connection device may be substituted for any connection device listed. Staples and Toe-Nails may not be used in Seismic Zones worse than C. �5 NN F,t 'R <vt r 1 3f 12/11/12 JOB PRE-31462 Bath4 SHEET NO. 39 OF 44 CALCULATED BY DB DATE 11/29/2012 CHECKED BY DATE Design Summary(con'd) Location Force Exterior Panel Interior Panel Reference r 'off, f � 12/11/12 d N N Q 1st Story Wall-line—1 7/16"OSB w/0.131"x2.5"nails 82 plf @ 6"D.C. panel edge& 12"o.c. Sheet 18 Perforated field nailing(exterior) t N 1st Story Wall-line-13 7/16"OSB w/0.131"x2.5"nails 194 plf @ 6"o.c. panel edge&12"o.c. Sheet 18 Perforated field nailing(exterior) Note: 8d nails =0.131"x 2.5", 10d nails = 0.148"x 3"& 16d nails =0.131"x 3.25" unless otherwise noted An equal or better connection device may be substituted for any connection device listed. Staples and Toe-Nails may not be used in Seismic Zones worse than C. Gable wall studs at roof level must be same,size,species and grade as wall below. They must also be sheathed and fastened the same as wall below. JOB PRE-31462 Bath4 SHEET NO. 40 OF 44 CALCULATED BY DB DATE 11/29/2012 CHECKED BY DATE Design Summary (con'd) Note: Corner Studs & Built up Column Studs to be fastened together w/2 rows staggered of 0.131"x3" Nails at 7 in o.c. Location Force Connection Fasteners Required Reference C N '#r� f ' t iq e O . . 12/11/12 C C O U C1st Story Module to Foundation -line_11/2 in min concrete cover and .� 641 Ib Simpson Strong-Tie (30) 16d sinkers, locate 1.5in Sheet 21 STHD14RJ from corner L O 1st Story Module to Foundation -line_B Simpson Strong-Tie 1/2 in min concrete cover and ron 1290 Ib STHD1ron (30) 16d sinkers, locate 1.5in Sheet 21 from corner Note: 8d nails = 0.131"x 2.5", 10d nails =0.148"x 3" & 16d nails=0.131"x 3.25" unless otherwise noted An equal or better connection device maybe substituted.for any connection device listed. Staples and Toe-Nails may not be used in Seismic Zones worse than C. � U M JOB PRE-31462 Bath4 SHEET NO. 41 OF 44 CALCULATED BY DB DATE 11/29/2012 CHECKED BY DATE Design Summary(con'd) An equal or better connection device may be substituted for any connection device listed. Staples and Toe-Nails may not be used in Seismic Zones worse than C. All fasteners into sill plate must be corrosion resistant. Location Force Connection Fasteners Required Reference 0.131"x 3"toenails. Roof to Wall Plate Connection 259 Ib 3 23 0.131"x 3.0"Nails in End- Plate to Studs Top Plate to Studs& Bottom 166 Ib Grain. NA 23A 2 per stud Bottom Plate to Floor 124 plf 0.131"x 3.0"Nails NA 23A 12 in o.c. N wV C a a 0 0 i4 e:.Jt3 ^S 12/11/12 v) 0.131"x 3"toenails. 1 st Story to Sill Plate 153 plf @ 6 in OC N/A 25 Connection-line—1 0.131"x 3"toenails. 1st Story to Sill Plate 536If Connection-line-13 p @ 2 in OC N/A 25 Note: 8d nails = 0.131"x 2.5", 10d nails = 0.148"x 3"& 16d nails =0.131"x 3.25" unless otherwise noted N v JOB PRE-31462 Bath4 SHEET NO. 42 OF 44 CALCULATED BY DB DATE 11/29/2012 CHECKED BY DATE Design Summary (con'd) Location Force Connection Fasteners Required Reference 0 a� c c 0 U _ :a Note: 8d nails =0.131"x 2.5", 10d nails =0.148"x 3"& 16d nails =0.131"x 3.25" unless otherwise noted An equal or better connection device may be substituted for any connection device listed. Staples and Toe-Nails may not be used in Seismic Zones worse than C. � v JOB PRE-31462 Bath4 SHEET NO. 43 OF 44 CALCULATED BY DB DATE 11/29/2012 CHECKED BY DATE Design Summary(con'd) Location Force Sheathing Connection Reference MAIN ROOF: 194 plf 0.131"x2.5"nails at 6"o.c.panel edge nailing and 12"o.c.field Roof Sheathing 7/16" OSB (Unblocked) nailing Sheet 29 Shear OVERHANGS: = 6 in o.c. edge &field cc Wall Sheathing 56 plf 0.131"x2.5"nails at s 7/16" OSB 6"o.c. panel edge nailing and Sheet 33 N Non Shear Wall Suction 12"o.c.field nailing 307If 0.148"x3"nails at 6"o.c.panel Floor Sheathing p 5/8in OSB (Unblocked) edge fastening and 12"o.c. Sheet 31 Shear field fastening Location Connection Reference Wjc O 1 1/4"x 12"x 20 ga steel strap w/(7) 0.131x2.5" nails each end &(4) Ridge Connection'4" 0.131"x3.0" Halls toed Sheet 36 O U N H 12/11/1 Location Force Connection Fasteners Required Reference 153 plf sliding 2"square washer w/1/2"Anchor = Sill Plate to Foundation and Bolt(Assume 1/16"oversized hole) @ 48 in OC 27 Connection-line—1 O 153 plf uplift 1/8in thick min.washer required r V O C C O U c O 13O C O 536 plf sliding 2"square washer w/1/2"Anchor O Sill Plate to Foundation@ 20 in OC LL Connection-line_B and Bolt(Assume 1/16"oversized hole) 27A 194 plf uplift 1/8in thick min.washer required 8d nails=0.131"x 2.5", 10d nails=0.148"x 3"& 16d nails=0.131"x 3.25"unless otherwise noted An equal or better connection device may be substituted for any connection device listed. Staples and Toe-Nails may not be used in Seismic Zones worse than C. y JOB PRE-31462 Bath4 SHEET No. 44 OF 44 CALCULATED BY DB DATE 11/29/2012 CHECKED BY DATE Desitin Summary(con'd) Location Force Connection Fasteners Required Reference = Outlooker to Endwall 86 plf 0.131"x3" Nails w/1.5"pen. C Sheet 35 Within 3.00 ft of Corner 2 per outrigger c p Outlooker to Endwall 86 plf 0.131"x3" Nails w/1.5"pen. U Sheet 35 = Not 3.00 ft of Corner 2 per outrigger cc L O Location Force Member Sizes Splice Conn. If Req. Reference 1 st Floor Double 2x6 Top Plate-No Splices 8841b Sheet 19 Endwalls 1st Floor .Double 2x6 Top Plate-With Stagger 2 rows of Slices& @ 20 in oc Splices 0.131"x 3.0"Nails 9101b Sheet 19 Sidewalls N CL k ' r Op r (� 12/11/12 Minimum Lumber Grade and Species is SPF#3 Unless Noted Otherwise L I Minimum Splice Length is 6 ft 8d nails=0.131"x 2.5", 10d nails=0.148"x 3"& 16d nails=0.131"x 3.25"unless otherwise noted An equal or better connection device may be substituted for any connection device listed. Staples and Toe-Nails may not be used in Seismic Zones worse than C. r INDEX INDEX MIME MODEL .LIST NUMBER DESCRIPTION DRAWN REVISION NUMBER DESCRIPTION DATE DATE of 2a RANCH - 1 FRMILY DRAWN REVISION la COVER SHEET 3-22-91 10-15-2010 1 7e CROSS SECTION for 2a,h,q 3-22-91 4-23-2010 __Zb CAPE - 1 FRMILY 7& 120_ LORD PRTH REFERENCE 5-19-2004 4-23-2010 2c RAISED RRNCH - J FRMILY 2e TYP RRNCH PLAN 3-22-91 10-15-2010CROSS SECTION FOR 7a 2d RANCH ELL 1 FRMILY 2b TYP CAPE PLAN 3-22-91 10-15-2010 DETAILS FOR 110 AND 2e RRNCH TEE 1 FRMILY 2c TTP RAISED RRNCH 3-22-91 10-15-2010 f^ 7a_l 120 MPH - 35G WIND ZONES 8-28-9S 4-23-2010 2f SPLIT LEVEL ELL - 1 FRMILT 2d TYP RRNCH ELL 3-22-91 10-15-2010 DETAILS FOR 110 AND 2 SPLIT LEVEL TEE 1 FRMILY 2e TTP RANCH TEE 3-22-91 10-15-2010 N' 7e-2 120 MPH - 35G WIND ZONES 4-26 2004 10-31-2008 2h RANCH - 1 or 2 FRMILY 2f TYP SPLIT LEVEL ELL 3-22-91 10-15-2010 ALTERNATE BRACED WALL 2i RAISED RRNCH - 1 or 2 FRMILT 29 TTP SPLIT LEVEL TEE 3-22-91 10-15-2010 7e_3 11-1-2005 10 15-2010 DETAILS 21 2 STORY 1 FRMILY RANCH- 1 STORY- 1 FRMILT 7b CROSS SECTION For 2b 3-22-91 4-23-2010 1 2k 2 STORY - 2 FRMILY 2h ATTACHED OR 2 FRMILY 3-22 91 10-15-2010 LORD PATH REFERENCE 2k_1 2 STORY UPPER/LOWER - 2 FRMILY b_12 CROSS SECTION FOR 7b 7-23 2004 4-23-2010 - 23. RAISED RANCH- 1 FRMILY 3-22-91 10-15-2010 21 END TO END SPLIT - 1 FAMILY % ATTACHED OR 2 FAMILY 7c CROSS SECTION for 2c,i 3-22-91 10-15-2010 2m CONTEMPORARY 2 STORY - 1 FRMILT 2/ TYP 2 STORY 3-22-91 10-15-2010 LORD PRTH REFERENCE 2n SINGLE FAMILY ATTACHED - 1 FRMILY 7c_12 5-19-2004 4-23-2D10 i �� 2k STORY- 2 FRMILT 3-22-91 110-15-2010, CROSS SECTION FOR 7c 20 1 MODULE RANCH - I FRMILY 2k_1 2 STORY UPPER/LOWER 2 FAMILY6-14-9310-15-2010 1 7d CRO55 SECTION for 2d,e 1 3-22-91 4-23-2010 2p 11 MODULE WIDE 2STORY - 1 FRMILY 21 END TO END SPLIT LEVEL 3-22-91 10 15 2010 7e CROSS SECTION for 2f,g,I 1 3-22-91 4-23-2010 2q 3 MODULE RANCH 1 FRMILY ® 2m TYP CONTEMPORARY 2 STORY 3-22-91 10-15-2010 ` 7f CROSS SECT. for 2',k,k_l,n 3-22-91 10-15-2010 2r SALT BOX - 1 FRMILY ® 2n 1 FRMILY ATTACHED- 2 STORY 3-22-91 10 15-2010 7F-21 CROSS SECT. for 2s 4-23-2010 ----- 2s 3 MODULE 2 STORY - 1 FRMILT 20 TYP SINGLE MODULE RRNCH 3-1-93 10-15-2010 LORD PATH REFERENCE 2t RLTERNRTE 2 STORY - 1 FRMILY 2p TYP SINGLE MODULE 2 STORY 3-i 93 1D-15-2010 7f120 CROSS SECTION FOR 7f 5-19-2004 4-23 2010 �i INDICATES MODEL 6 PAGES ® ® 2q 3 MODULE RRNCH PLRN 3-22-95 10-15-2010 7 9/12 OR 12/12 ROOF OPTION 3-22-91 4-23-2010 ^ CONTAINED IN SET 2r SALT BOX 3-22-95 10-15-2010 LORD PATH REFERENCE 1 1,MBIN L'JDA6 COVER R OF PAGES INTHEA T 2s 3 MODULE 2 STORY PLAN 2-13-95 i0-15-2010 9-12 CROSS SECTION FOR 7g 7-23-2004 4-23 201U DRAWINGS SUBMITTED ON LE55 THAN 24" a 35° 2t ALTERNATE 2 STORY 3-22-95 10-15-2010 1 7 -1 12/12 VRULTED ROOF OPT. 3-22-91 I0-31-2000 SHEETS HAVE BEEN PHOTOGRAPHICALLY REDUCED. 79_2 7/12 VAULTED ROOF OPT, 8-10-2006 4-23-2010 79_3 VAULTED ROOF FRAMING DET.10-31-2008 --- 2E_l OPTIONAL ELEVATIONS 3-22-91 10-1-2002 7h CROSS SECTION For 2m 3-22-91 4-23-2010 2E_2 OPTIONAL ELEVATIONS 3-22-91 10-1-2002 7i OPT. CROSS SECTION for 2 3-22-91 4-23-2010 ME 7/ RLTERNRTE CONST. DETRILS 3-22-91 4-23-2010 13 7k RLTERNRTE CONST. DETAILS 3-22-91 10-31-2008 I4 3e SCHEDULES is NOTES 3-22-91 10-15-2010 { 71 RLTERNRTE CONST:DETA,LS DETAILS 3-22-91 4-23-2010 4 3b SCHEDULES 6 NOTES 3-22-91 10-15-2010 7m RLTERNRTE CONSETRILS 3-22-91 4-23-2010STRUCTURAL SCHED. d NOTES 4-23-2010 7n ALTERNATE CONSTETRILS 3-22-91 10-1-2002 3c 35 - 65 PSF GSL 3-1-93 l 7 CROSS SECTION f0 3-1-93 4-23-201D 3c-1 STRUCTURAL SCHED. 6 NOTES 3-1-93 10-15-2010 7 CROSS SECTION f2 3-1-93 4-23-2010 55 - 90 PSF GSL 4a FOUNDATION for 2a,b,1,m 3-22-91 10-15-2010 4b FOUNDATION for 2c 3-22-91 10-15-2010 4c FOUNDATION for 2d,e 3-22-91 10-15-2010 4d FOUNDATION for 2f,q 3-22-91 10-15-2010 ALL FACTORY.AND SITE FASTENING AND CONNECTIONS 4e FOUNDATION for 2h,k.k_l 3-22-91 10-15-2010 F4 1 8e FRRMING DETRILS 3-22-91 4-23-2010 r Q{ SHALL BE IN ACCORDANCE WITH THESE PLANS. 4f FOUNDATION for 21 3-22-91 10-15-2010 ):. 8b FRRMING DETAILS 3-22-91 4-23-2010 PREM IOUSLY.APPROVED SYSTEMS DRAWINGS AND THE 4g FOUNDATION for 21 3-22-91 10-15-2010 8cFRRMING DETRILS 3-22-91 1-13-2005 1111 ATTACHED SUPPLEMENTAL INFORMATION(PAGES 3 AND 4 OF 35) IF THERE IS.A CONFLICT BETWEEN THESES 4h FOUNDATION for 2n 3-22-91 10-15-2010 ,t 8d FRRMING DETAILS 1-13-98 4-23-2010 INFOR NATION SOURCES,THE MOST STRINGENT 4i FOUNDATION for 2o,0 3-1-93 10-15-2010 Be FRRMING DETAILS 4-23-10 ----- REQUIRENIENTS SHALL.APPLY 41 FOUNDATION for 2q 3-22-95 10-15-2010 BF FRRMING DETAILS HIP ROOF 9-03-10 ---- 4k FOUNDATION For 2s 4-23-201010-15-2010 FIRE RATED ASSEMBLY DETAILS �f'HttT 9e 3-22-91 10-15-2010 Sa ELECT 6 HEAT for 2e 3-22-91 10-15-2010 2 FRMILY 4n n /` 5b ELECT 6 HEAT for 2b 3-22-91 10-15-2010 96 FIRE RATED RSSEMBLY DETRILS 3-22-91 10 1S 2010 SPACE RESERVED FOR THE NEW YORK STAMP 12/uOF RPPROVRL Sc ELECT R HEAT for 2c 3 22 91 1D 15 2010 2 FRMILY DESIGN LORDS MUNCY HOMES, INC. - PLANT LOCRTIONS NOTES FLOOR: 40 PSF LIVING - 30 PSF SEEPING PLANT NUMBER. r DISCRETE MODELS m Sd ELECT d HEAT for 2d,e,f, 3-22-91 10-15 2010 FIRE RATED ASSEMBLY DETAILS PLANS GEMENT THE sRNA SPECIFIC. 9c 3-22-91 2-7-2008 STAIRS: 40 PSF MUNCY HOMES DIVISION � OR REVERSED ROOM ARRANGEMENT RNDioR Se ELECT 6 HEAT for 2h 3-22-91 10-15-2010 UPPER/LOWER - 2 FAMILY ARCHITECTURAL STYLE) SHALL BE PREPARED FROM rJ�DG.a��l 70 DECKS AND BALCONIES: 60 PSF 1567 PR ROUTE 442 THESE DRAWINGS WITH OUT MODIFICATION, ADDITION 5f ELECT 6 HEAT for 2i 3-22-91 12-20-2007 9c-31 GRRRGE FIRE RRTEO ASSEMBLIES 10-1-2002 4-1-2008 MUNCY, PR 3.7756 OR DELETION IN RNT MANNER. Sg 1 ELECT b HART for Zyk 3-22-51 1G-3.5-2010 ZERO-LOT-LINE FIRE RATED ATTICS WITHOUT STORAGE: 10 PSF z BATH,TOILET ANO SHOWER ROOM LAYOUTS SHALL BE 9d 11-18-96 10-31-2008 oNPaamtxr oFs ah coon wwsion ATTICS WITHOUT STORAGE ARE THOSE PLANT NUMBER 2: DERIVED FROM 5HT 6e.MINIMUM FIXTURE CLEARANCES, Scj_1 ELECT 3.S HEAT for 2k_l 6-24-93 10-15-2010 R55EMBLY DET. - 1 STORY a AW.ra'=I-Ml LIGHT AND VENT SHALL BE COMPLIED WITK sumomporova EM, dortnaupponenJ _ WHERE THE MAX. CLERK HEIGHT BETWEEN SUPERIOR BUILDERS DIVISION SEE SHT 6e. Sh ELECT S HEAT for 21 3-22-91 10-15-2010 ZERO-LOT-LINE FIRE RATED dD I1 J015T AND RAFTER I5 LESS THAN 42 1565 PR ROUTE 442 MINIMUM ROOM DIMS,AREAS. LIGHT, VENT AND EGRESS 9e 11-18-96 10-31-2008 W aw r e.�w. Si ELECT S HEAT for 2m 3-22-91 12-2D-2007 ASSEMBLY DET. - 2 STORY INCHES, OR WHERE THERE ARE NOT 2 OR MUNCY, PR 17756 FOR HABITABLE SPACES SHALL BE COMPLIED WITH. ma mne.v+a r'�ome m. MORE ADJACENT TRUSSES WITH THE SAME 3. KITCHEN LAYOUTS SHALL BE DERIVED FROM SHT 6e. SiELECT 6 HERT for 2n 3 22-91 12-20 2007 : MINIMUM LIGHT ONE)VENT SHALL BE COMPLIED WITH_ WEB CONFIGURATION CAPABLE OF PLANT NUMBER 3: MINIMUM ROOM DIMS,AREAS. LIGHT, VENT AND EGRESS Sk ELECT 6 HEAT for 20 3-1-93 10-15-2D10 n CONTAINING R RECTANGLE 42 INCHES HIGH PREMIER BUILDERS DIVISION FOR HABITABLE SPACES SHALL BE COMPLIED WITK51 ELECT 6 HEAT for 2 3-1-93 lD-I5-2010 10. RTTIC HVRC DUCT SYSTEM 3-22-91 10-15-2010 'BY 2 FEET WIDE OR GREATER. 1567 PR ROUTE 442 4.CLOSETS MAY BE ANY SIZE AND PLACED ANYWHERE MUNCY, PR 17756 MINIMUM ROOM DIMS.AREAS, LIGHT, VENT AND EGRESS Sm ELECT d HEAT for 2q 1 3-22-95 10-I5-2010 TYPICAL HVRC DUCT SYSTEM ATTICS WITH LIMITED STORAGE: 20 PSF FOR HABITABLE SPACES SHALL BE COMPLIED WITH. 5n ELECT d HEAT For 2r 20 3-22-95 10-1S- 10 106 RRNCH AND CAPE MODELS 4-1-97 10-15 2010 USE GROUP: DETACHED ONE d TWO FRMILY DWELLINGS CLOSETS OR STORAGE AREAS SIZED AS HABITABLE ATTICS WITH LIMITED STORAGE AND SPACE SHALL COMPLY WITH HABITABLE SPACE So ELECT for 2s 1 3-22-95 110-15-20101 TYPICRL HVRC DUCT SYSTEM CONSTRUCTED WITH TRUSSES, THIS LIVE RND/OR TOWNHOUSES REQUIREMENTS. SEE SHT S. loc 4-1-97 10-15-2010 LORD NEED ONLY BE APPLIED TO TH05E CONSTRUCTION TYPE: V-B UNPROTECTED S. FOR DOOR AND WINDOW SCHEDULES, ENERGY SUMMRP.T, Sp HEAT for 2s 1 3-22-95 10-3-2007 1 2 STORY MODELS PORTIONS OF THE BOTTOM CHORD OF NOT SEISMIC DE5IGN CATEGORY: B, C OR DO SEE DRAWING 3.FOR SECOND FLOOR STAIR DETAILS, 5 ELECT for 2t 3 22-95 10 15-2010 TOWNHOUSES ARE LIMITED TO SEISMIC DESIGN PER R301.22. SEE DRAWINGS Tb,Tv,7h. T. 7q. q LESS THAN 2 ADJACENT TRUSSES WITH S. R313S AUTOMATIC SPRINKLER SYSTEMS. BUILDINGS HAVING 5r HEAT for 2t 3-22-95 12-20-2007 THE SAME WEB CONFIGURATION DETACHED ONE AND TWO FAMILY DWELLINGS LOCRTED IN R HEIGHT OF 3-STORIE5 ABOVE A BASEMENT SHALL BE HIGH IN 2 FEET WIDE OR GREATER. CONTAINING R RECTANGLE 42 INCHES SEISMIC DESIGN CATEGORY C ARE EXEMPT FROM THE EQUIPPED T/0 WITH AND AUTOMATIC SPRINKLER SYSTEM , 3-SEtiF6•' GUST SEISMIC REOUIREMENTS OF INSTRLLED IN RCCORDRNCE WITH NFPR 13D. t,@ THE RESIDENTIAL CODE OF NEW YORK STATE. -DEFINITION 8202 BASEMEN: THAT PORTION OF A ATTIC SPACES SERVED BY R FIXED STAIR BUILDING THAT 15 PARTLY OR COMPLETELY BELOW GRADE 6a MISCELLANEOUS DETRILS 1 3-22-91 10-15-2010 SHALL BE DESIGNED TO SUPPORT THE (SEE ALSO"STORY ABOVE GRADE'). :MINIMUM LIVE LORD SPECIFIED FOR FOR LOCATION OF THIRD PARTY LABEL, -DEFINITION 8202 STORY ABOVE GRRDE:RNY STORY ft` 6b TYP PLUMBING - ALL MODELS 3-22-91 10-15-2010 SLEEPING ROOMS (30 PSF). HAVING ITS FIN FLR SURFACE ENTIRELY ABOVE GRADE, 66_1 PLUMBING for 2,k,k_1 3-10-97 10-1-2002 _ CERTIFICATION LABEL RND DRTR PLATE, SEE EXCEPT THAT R BASEMENT SHALL BE CONSIDERED A STORY GENERAL NOTES - 2, NOTE -7, SHT 3b. ABOVE GRADE WHERE THE FIN FLR SURFACE OF THE FLOOR 6c PLUMBING for 2m,n,p 3-22-91 10-1-2002 ,WIND: ABOVE THE BASEMENT IS: 90 MIN. 120 MAX. MPH (3 SECOND GUST), EXP "C APPLICABLE CODES: M 1) ORE THAN 6 FT ABOVE GARDE PLANE 2010 RESIDENTIAL CODE OF NEW YORK STATE 23 MORE THAN 6 FT ABOVE FIN GROUND LEVEL FOR MORE GROUND SNOW LORD - THROUGH CHAPTER 11,P9: 35 - 90 NYS ENERGY CONSERVATION COMPLIANCE SHALL BE 3)MORE T THAN 50% O2 H ATOTALBOVE BUIGROUNDPERND IMETER ANY MRSTER SERIES SEE FIGURE P301.20 THROUGH SOFTWARE RS PROVIDED IN SECTIONONE POINT• INDEX WHEN THE IST OF 3-LEVELS IS CONSIDERED R BASEMENT, SEE AS BUILT FLOOR PLAN FOR WIND AND N1101.4.1 - NYS REScheck. BASED ON THE DEFINITION(INCLUDING TRADITIONAL 6 SNOW DESIGN LOADS NTS RESCheck CALCULATIONS SHALL BE DONE FOR EACH RWALREKSOUT BASEME. ENTS). GRAD THE AN AUTOMATIC-L ELS ABOVE COVER SHEET UNIT AND SHALL BE PROVIDED TO THE AUTHORITY ER SYSTEM IS"NOT"REOUDZED. HAVING JURISDICTION. WHEN THE IST OF 3-LEVELS(WHETHER INHABITED OR MUNCY HOMES, INC. UNUSED UNDER-FUR SPACE)IS CONSIDERED A STORY _ STANDARDS: ABOVE GRADE, BASED ON THE DEFINITION.AND THE NEXT 1567 PR ROUTE 442 ASCE 7-2005 2-LEVELS ABOVE ARE RL50 STORIES ABOVE GRADE, AN N05 - 2005 AUTOMATIC SPRINKLER SYSTEM"IS REQUIRED". MUNCY, PR 17756 7.FOR FIRE RATED ASSEMBLIES, SEE DRRWINGtS)9. WFCM - 2001 DRN BY DRTE SCRLE REV. SHT. NO. NEC - 2008 DATABASE NAME MJL 3-22-91 NONE 10-15-2010 la 01\laml y 5GL STY AREA TWO STY AREA 5GL STY AREA 64'-0" 60'-5" 51'-5 3/4'. 46-0 1/4" 44'-6 3/4" L 38'-1 1/4" 33'-6" 27'-9" L 22'-0" L 12'-2 1/2" L 8'-2 1/2" 4 4'-2 1/2" 27 3/4• I 9/4' E) 26 3/ • 5 L 3/4' 61 31 v4• 30370 3859E) 3859 EO 3859 E) 32 3859SG 3859 3859SG 32 'rq 38595E 1 FIRPL 6 1 ' 6'-S' 8'-il" 2' Im 37'-7" ATH 4I N 1 r RCCEJ9 30 DINING RM FAMILY RM ' LT REOD 1599/2410 m I I _ LT RECID/PRom 3888/M I VT REOD/PR" 7.99/1142 N .+ THIS fEFl i� VT REOD/PROVD:19.44/28.55 I FOR O m TRl�55ES 87 �.I m 1 m � TRUSSES FOR M 2 svvlam LZTW sT167e-aw M I 2-2%�F. FLR BERM TO 13t STY C LG MW4 E 71a[A,CMAM TO CL.G BERM FM 30 FUR ORM EA PWAZ 04-TOTFU I 3-2x4STUJD 3-2x4STUJD 3-2x4STUO I EA MOD9'-1n D W ER Mao ER MOD 5-2x4STID 5-2x45T1A ( b t7 1-1125547-4' LVL EA MOD EA MOD -1 EA MOD iti 1 m L-1125"1dZ-8' LVL MOD 1-1-115'144'-8' LVL EA MOD D BKR 4 24 a16 1 30 Q 0 N 10'-1" I LEVEL 3'-8" o 1 EYP¢ 1 B36 I fflNR1 Lm l 1 0 48 M Irn DOM # KITCHEN �' I 2A 1 BATH 3 Icp 1-+J } ORTR Cc 3 1 LT REDO/PR" 10.98/2410 ad RAILS VT REOD/PR" 5.49/11-42 a 1 I F' I BY BLOR IP M1MP 1I ?i I 13'-7" � � 'I�• cn tli I I 1 '-9 i/2" 10-7" I 6'-0 1/2" 9'-0" W1824 [M924 E 2 m 1 IW1830 i e G 830i 12/11/12 30492 ®i 36SL2 3859 124 Ll? 3859 E) 3842E) (9 384-25G l 40 3 -R 9HGT' 9359 57'-0" 50'-0" 45-3" 36'-6" 25-3" 20'-0" 12'-0" 1Z 5/12 DORMER 6725' FRONT PORCH DET-3, SHT W � U tTr 12 :rif -Sty GE tD GEST COWEC MM MNCH HUM TO F PORCH ROOF CONNECTIONS: FFM 1�LST TO�U USE SIMPSON H2SA FROM POR0A RAFTER TO HEADER 119E Cil 0131'10' TOENAILS FROM PORCH RAFTER TO HOUSE RAIL 12-11-12 DM FE 12-4-12 DM PE U-2 u DM NQTEl SEE HIGH WAD OESIGN PLANS 1A 6 lb FOR HIGH WAD COLUMNS, STIRS, STRWFM d FRSTETOAIG �� -+ E>R ► L 131- STORY NEMIERBUILDERS = U21-1 REV REV ur ra OfiTL> A M CF MUW MC 10-19--12 DM REV GSL-SaMi ll�y. 35/<W) SICEWAL.L' 2x6 1&bc CLG' R-3L WALL= R-21 DESIGN $NOW ZONE= 35 GSL ,� w'°�,;�A7<i'�67�t>o6 �,■„�� 8-29-u DM E NY NOTE GSL REOD/OESIpk 95/35 MARR WAIL= 2x4 IFOC FLJr R-303Y BLDR) ROOF= 7/12 16'oc 490*1 APPLICABLE BUILDING CODES: CLG. 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ISGL)= 8'-0' STAIR OPEN'G(S) BASED WIDOW 6 DOOR DP= THE Pl-gNS AND SPEChCZYAMS OF THE PERMIT SET ARE DERIVED FROM AND CONSISTENT ADDTL BSMT COL - • ON 825'/9.00" GEOMETRY CORNER ZONE 49, AR ZONE: 38 1 STY FLOOR PLRN mm"m TWEE DEFT OFTHE �SM WUCH�APPROV�ED�ON� O UWL7H THE �SYSYSTEM 36/-022--Q10 LAWL " ' REST J FSOUTHOLD, NY 11971 ax en aAm adan 1m..¢1a DRM 8-10-12 3/16"=1'-0 31462_000 ti L 32'-4 1/2" 88592(g) 384-90 38592 0 12'-2 1/2" i i i i 3i BATH 1 ° BR 4. i LT RE0'DA9aN x 1038/2410 4 ?� BR 2 VT REOD/PROM S19AL42 fn VT REOURE7 D/RDV1x 81 4A 42 i m i 30 i i 48WS i i m �r2�5PFZmcssm D SEP MW --------------- t- ( 4'-4° ----------------- N 48WS FM TO MG a am ED ER mwIluE D I RU COMPUTER RM I c C, �.� .r f � t 140PSF FL.R1 4F FM 6R 3 cn ,..� K) LT REDD/PROVD 1413/24.10 W O E ,ti VT REUD/PROV� 727/1L42 VT REUID/PROVV Sb�42 r e 13'-7" 3'-6" 8'-7 1/2" 13'-2" jkmmmmmFgl I, at` 3859 3859 38 9 Q 3859 Q 3859 35'-9" 29'-3" 20u s 5'-3" wncm12/11/12 W S/12 DORMER I'` i1 �r -6��. a4td �` Lci e _ ai �r � ' t L2-11-12 OM PE H %HCG cf PUNS STORY d 2b FOR HIGH WW COLUMNS. 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FACTORY TOP PLATE TO SiIDS 6 208 b END-GRRIN FACTORY CONNECTION NAILS LINE-1 228 p)f 6 IN O C BOTTOM PLATE TO STIRS S PER STIR 7/16' OSB/PLY OVERLAP Lst STORY WALL FLOOR RIM JOIST 6' LINE-A 437 p)f 5 IN O.C. BOTTOM PLATE TO FLOOR 156 b AOA 0 W O.C. S FACTORY STUD TO 0191"X25'NAIL LINE-8 381 plf 6 IN O.C. FACTORY CION USE 2 ROWS OF NAD-S ALONG LINE-1 670 plf S IN O C BOTTOM EDGE OF PANEL 1st STORYECT O SILL. PLATE 884 b SIMPSON STRONG-TIE LTP4 O -%Z NFt4 5 FIELD COMTION - LINE-1 & L I E-2 s 7 IN O.C. 7/16' OSB/PLY OVERLAP ELL PLATE 15' LINE-A 437 p)f 2 IN O C FLSILL PLATEOOR BAND TO 12t STORY T'0 SI11. RATE207 019L'XC�' TOENAILS TE 0.131925 PEM-5 LINE-S 381 W 3 IN O.C. F113-0 CONNECTION - LD�E-A a LINE-B b s 6 IN O.C. F= CONNECTI USE 1 ROW OF NAILS ALONG LI E-1 670 plf 2 IN O.C. B(JTTOM EDGE OF PANEL SHEATHING UPLIFT CONNECTIONS FOR MATE WALLS WALL 1st STORY CEILING BAND TO 1st SI PSON STRONG-T1£ LSTR18 OO) 0148'x25' NAILS Std WALL 7/16THING . OSB woc � FACTORY STORY WA L STUD CONNECTION 9m PK EI 16 IN O.C. C5 EACH D OF STRAP) FACTORY 1st STORY WALL STUD TO FLOOR SIMPSON STRONG-TD= L5TR18 O01 014rar NAILS lZbFLOOR 9fATFOMG 5/8 DJ OSB 0.JNB`OCIQD NAILING ��� FACTORY GIRDER CONNECTION 16 IN O.C. CS EACH END OF STRAP) FACTORY DIAPHRAGM CHORDS FLOOR GIRDER TO FOUNDATION 310 ptr FASTEN ON-SITE FOR LISTED FIELD MDUMUM SPLICE LAP WHERE SPLICES AM ALLOMWED= 6 ft CONNECTION LOAD DOUBLE 2x6 TOP PLATE SPLICES & EENNOWA LLS FLOM 12806 b DOUELE 2x12 PERK RAIL FACTORY SHEARWALL ASSEMBLY NO SPLICES 13t STORY WALL - LINE-1 47 058 W/01819¢5' NAILS DOI8 2X6 TOP PLATE STAGGERED SPACING OF 2 ROWS s 2'oc PPL EDGE 6 12'aC bst FLOOR WITH SPLICES d OF 0.19 W NAILS s 7'bC PERFORATED ' FIELD NAILING(EXTERIOR) FACTORY SIDEWRLLS 409 b DOIELE 2Xd2 PERIM. RAIL STAGGERED SPACING OF 2 ROWS FACTORY -DEL STUDS ■ WM SEAMS WITH SPLICES OF a1919Q'NAILS ■ 7'oc 13t STORY WALL - LINE-2 /18' OSB w/0.1.`llS 23' NAILS /]G 098 W/0131925 NAILS NOTE CORNER STUDS 6 BUILT U' COLUMN STUDS TO EE FASTENED TOGETHER w/ 2 ROWS STAGGERED e 2bc PNL EDGE 6 NAILS OF 0191903' NAILS AT 8 iN O.C. SEGMENTED '� ST FIELD PEALING aNTERIOR) FACTORY (THESE CONNECTIONS SUPERSEDE ANY CONNECTIONS FOUND IN SYSTEMS DRAWINGS PAGES) Lit STORY WALL - LINE-fl /16 OSB w/M='A25' NAILS 255 p8' s 4'OC PNL EDGE 6 12bc FACTORY PERFORATED FIELD NAILING G OCT172IOR) 1st STORY WALL - LINE-B 71W OSB w/0.13ri25' NAILS 259 plf s 4'bc PNL EDGE 6 W= FACTORY PERFORATED F23-D NAILING CDCTERIOR) OVERTURNING CONNECTIONS ;f 1st STORY MODULE TO SDNPSON STRONG-TIE (OVER ANDCONCRETE ' FOUNDATION - LINE-1 5290 b ST1fl14RJ SDiO RS. 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T0.PLRTE(5) ISEE NOTE 2) 1/2"GYP.BD. 1/2' GYP.BD. 2x3 m 19'OL L2" 3 1/2"CONT,BELT SEE SHY Be FOR SPECIES,GARDE 6 O.C.SPRCIIIG 2x6 19' O.C. Y RAIL, ALL BEARING SEE SHY 3c FOR SPECIES, 5/B"T1-11 SHTG/ L WALLS(OPT.) GRADE 6 O.C.SPRCING SIDING RPPLSED JOIST HANGER DIRECTLY TO STUDS CEDAR LAP OR 1/7'z3 1/2"CONT.BELT ARIL - VINYL LAP SIDING ALL BEARING WALLS(OPTJ WATER-RESISTIVE OVER SHEATHING vr'GYP.B0. BARRIER '2"FILUM. DBL EXT.PERSIL i - FLASHING RAIL(TTPJ INSULATION WNB. TO WARM SIDE CONT.SINGLE DETAIL "R" (SEE SCHEDULE iTRIM BOARD BOTTOM PLATE BHT 3I INSTALLED BY FLOOR SHEATHING BUILDER SEE 5HT 3c BOTTOM ROW OF 1/2'DIA BOLT 4B"O.C.. SIDING INSTALLED INSTALLED BY BUILDERAlm 1 'O.C.BY BUILDER FLOOR JOISTSEE SHY Be FOR SIZE, / — 1.619'OD.C.BYEBLDR. TO INSULATION W VB. ZSEESHT SPECIES,GRADE 6 O.C.SPACING FIFI�WORK PACTORY BUILT PORTION ARM SIDE SEE TO WSHY 3e6 MEMBERS DETAIL "8" DETAIL "B" DETAIL "B" DETAIL "B" Y (c SCALE: 1 1/2"=1'-0" (JITH T1-11 SIDING) SCRLE: 1 1/2"=1'-0" K 0761" CRLE: 1 1/2"=1'-0" �ATIt"I'l� SEE SHY 4.FOR SPACE RESERVED FOR THE NEW YORK STAMP OF APPROVAL FOUNDATION DETAILS 6 SPECS. IRS STAIRS BY BUILDER QG TYP. CROSS SECTION ILS `' - � ` S SCRLE: 1/2"=r-D" CRLC MANUAL SECT. REFERENCES INSULRTION W/V.B. TO WRRM SIDE SECTION CONTENTS SEE SHY 3 6 WRLL STUD DESIGN 12 MONO-TRUSS DESIGN SEE SHY 4e FOR 4 13 STORRGE-TRUSS DESIGN ipD ra 5Ep5�/"c OEPNITMFMOF 6TATE/)riC0066 OM610N �SSl0N O7o FOUNDATION DETAILS 6 SPECS. ERS - 14 VAULT ROOF DESIGN ueurc'rciu3'uom Sl�inp^�7�I Jf�Tr!em.N ail m C�+enm 16 CAPE CHALET DESIGN 17 CONTEMPORARY ROOF DESIGN 21 CAPE SHED DESIGN TYP CRAWL SERCE CROSS SECTION 22 SALT-BOX DESIGN SCRLE: 1/2"=1'-0" 23 TRANS/ERSE ROOF DESIGN 24 WINGED-GRBLE DESIGN 25 PORCH STRUCTURE DESIGN - MASTER SERIES RANCH MODELS CROSS SECTION MUNCY HOMES, INC. 1567 PR ROUTE 442 MUNCY, PR 17756 ORN BY DATE I SCRLE REV. SHT. NO. DATABASE NAME MJL 3-22-91 SHOWN 14-23-20101 7. 07\7a 4 t DETRIL #1 JOETRIL #1R IL #2 DETRIL #3 NOTES 5/8"71-11 SHEATHING/SITING APPLIED DIRECTLY TO STUDS L FOR FASTENINGS NOT SPECIFICALLY ADDRESSED ON THIS CEDAR LRP OR SHEET, SEE FASTENING SCHEDULE RND APPLICABLE VINYL LRP SIDING CRO 55 SECTION. 0)SIMPSON LSTR18,ZO gn. SIMPSON MTS-12 STEEL ANGLE STRAP 'Z"ALUMINUM OVER SHEATHING 2 MANUFACTURER HAS THE OPTION OF SUBSTITUTING STEEL STRAP OR EQUAL OR EOl1RL FASTENED TO THE BACK SIDE FLASHING BY NAILS FOR STAPLES CALLED FOR IN NAILING SCHEDULE FIELD INSTALLED ON OF KNEEWRLL WITH M 10d x 1 1/2' BUILDER SILL PLRTE(So AGENCY RATED SHEATHING GLUED WITH CONSTRUCTION SIZE,NUMBER AND/OR SPACING TO BE IN ACCORDANCE SILL PLRTE(Sl ROFE51VE RND NAILED TO RIM JOIST AND SILL PLATE EACH TRUSS WITH NAILS INTO THE SIDE OF THE TRUSS SEE NOTE •11, WITH AGENCY SPECIFICATIONS AND ELEMENT ION a S'O.C. (5)148"x 3"(loco BOTTOM CHORD AND(7).Lod x 1 1/2" SEE NOTE+SL lz8 TREFlTED DRAWING 7n1 ENTIRE PERIMETER i6d TOE-NRIL AT 3"O.0 FROM MANUFRCTURER'5 SPECIFICATIONS. BY BUTL.pER NAILS ERCH JOINT NAILS INTO THE KNEEWRLL STUD DRAWING 7n_2 TRIM BOARD RIM JOIST TD SILL PLATE.16d NAILS RT 3" O.C. 3. DESIGN CRITERIA FOR 1 RFID 2 STORY AND CAPE UMTS ON SITE BY BUILDER INSLTDFILLLED BY IS BASED ON R 12112 ROOF PITCH. THROUGH SHEATHING TO RIM JOIST AND SILL PLATE ROWS SHALL BE STAGGERED. 4, 110 MPH-35G WIND ZONE IS APPLICABLE TO: RG SHERTHING GLUED WITH CONSTRUCTION FOR RIM BAND TO SILL PLATE TIEDOWN CONFECTION, THE COUNTIES OF BRONX, NEW YORK AND RICHMOND. 'FOR D NAILED TO RIM JOIST RND SILL PLATE SEE DRAWING 7e_2, DETAIL z2 WESTCHESTER COUNTY CITIES: NOTE: R l6d TOE-NAIL AT 3'O.C.FROM CONNECTION BY BUILDER. MOUNT VERNON,NEW ROCHELE RYE RND YONKERS. TO FtRTE l6d NAILS RT 3.O.C. WESTCHESTER COUNTY TOWNS: NOTE: DETAIL APPLIES TO S W:D 12,/12.ROOF ! .9 RIM JOIST RND SILL.PLRTF ERSCHESTER,HARRISON,MAMARONECK, NORTH CRSTI.- STRAP OVER RIDGE ALSO TRUSSES RND 5 RND 7/12 ROOF STORAGE L BE STAG - PELHAM,POUND RIDGE,RYE AND,...RRSD IL-E. COVERS TFE FLIP CONNECTION TRUSSES. ND TO SILL TIEDOWN CONNECTION `BOTTOM ROW OF WESTCHESTER COUNTY VIL.LRGESFOR 5/12 MONOPITCH ROOF TRUSSES G 7a1,DETRIL e - (NOTE:STRAP TO BE 36"LONG• BY BUILDER. SIDING INSTALLED PELHAMBRONXVILLE, IM MONO LFORT CHESTER, MR,RYE BR, PELHAM,PELNAM MANOR, PORT CHESTER RTE BROOK, SIMPSON LSTR36 OR EOURU. BY BUILDER 5CRRSDRLE AND TUCKAHCE. S. 120 MPH-SSG WIND ZONE IS APPLICABLE Ta C. THE COUNTIES OF NASSAU AND SUFFOLK. RIDGE DETRIL - FIELD KNEEWRLL DETRIL - FIELD TnE WR TRI - FIELD SIDE WRLL DETRIL - FIELD is WE�o SARE,DOORS SAND SKYLIGHTS IN BUILDINGS LOCATED SCALE: 1"=1'-0" SCRLE: 1"=1'-0" (WITH T1-11 SIDING) SCRLE: 1 L/2"=1'-0" SCALE; 1 1/2"=1'-0" IN FROM THE WE DEBRIS. ON.DEBRIS SHALL 17E BE PROTECTM Y THE BUILDER NOTE: ALL MATERIALS SHALL BE SUPPLIED BY THE BUILDER. D IL -iB DETRIL �1C DETRIL =4 HI1N F STRAP COMPLIANCE SHELL BE BY THE FOLLOWING METHODS DETAIL APPLIES TOS 12D ROOF R00WAT 48"O.C. IPJ l6d NAILS TO TTTgggJJJSS P•-STORM SHUTTERS MEETING THE REQUIREMENTS OF TRUSSES AND 5 AND 7/12 COLLAR 5 GE Hp7E; @�s �.�/AFTER 0 ASTM E 1996 R1D ASTM E 1886 INSTALLED IN ACCORDANCE TRUSSES THAT UTILIZE COLLAR 5. DETRIL APPLIES TO 7/12 MONOPITCH ROOF TRUSSES. (4)7/16"z® "z 16 gn.STAPLES RT LOWERED- VILDER WITH MRNUFRCTURER'5 INSTALLATION INSTRUCTIONS. NAILS 6 4"O.L. (SEE ROOF SEL770N5 FOR CO TIE NGT) !Od NAILS a 5"O.C. SFEATHIJG JOT(VNID FLIP OVERHANG EDGE NOTE: B-AGENCY RATED WOOD STRUCTURAL PRNELS WITH R BY BUILDER BY BUILDER TRU NTILEVER MINIMUM THICKNESS OF 7/16"FIND A MAXIMUM SPAN OF ID 'SIMPSON LST 26 9s. 8 FEET SHALL BE PERMITTED FOR OPENING PROTECTION STEEL STRAP OR E P RB COLLRR-TIE (D 3"NAILS 3/4 IN ONE AND TWO STORY BUILDINGS WITH A MEAN ROOF FIELD INSTALLED ON EMBLY SHALL BE (1)SIMPSON LSTRIB,20 ga. �4 TD HQGHT OF 33 FEET OR LESS.PANELS SHALL BE PRECUT ERCH TRUSS WITH STEEL STRAP OR EOURL To COVER THE OPENINGS WITH ATTACHMENT FASTENED TO TOP FIELD INSTALLED ON HEADER TO?-6 -(41 7.116' 1 LZ'- 6 " STAPLES AT (Sl 148"x 3"OOd) CHORD WITH(2I ROWS HINGE STRAP z -'' gg HRRDWFRE PROVID©.RTIRCHMENT Sufi L BE WITH NRI-5 EACH JOINT OF 0131"x 3"NAILS (5) .1 TRUSS WITH 2x4 DI 131"X 3 1/2"NAILS RT 48"O.C. SHEATHING JOINT AND FLIP OVERHANG EDGE 6 x 2 112"MIN.WOOD SCREWS AT 9'O.C.AROUND PANEL ®3"a.c. 1ST 148"x 3'(Loco DIRECT EACH END NAILS EACH JOINT PERIMETER OR •8 z 2 1/3'MIN.WOOD SCREWS AT 1Z' 1x6 ALUMINUM O.C. AROUND PANEL PERIMETER. 24-WIEXCEPTIONS COVERED FASCIA HERDER AI STUDS DIRE C- METHOD APPROVED BY THE LOCA_ BUILDING OFFICIAL --- 24-WIDE,7/12 ROOF BY BUILDER DIRECT SEE SECTION R30L212 RND TABLE 8301.212 ' I• DOES NOT REQUIRE •` - -' ______ R COLLRR-TIE B. WIND BORNE DEBRIS REGIONS WITHIN AREAS WITHIN ---' - NOTE: HURRICANE-P N H REGIONS WITHIN ONE MILE B THE COASTAL MEAN HIGH WATER LINE WHERE THE BASIC ' 24OUIRE,12112 ROOF 2x TO x 3"NAILS TRUSS WIND SPEED IS 130 MPH-35G OR GREATER OR WHERE OLf1RE5 R 2x6 COLLAR- 2x4 TO 2x6 ASTENIEo WITH FLIP DETAIL FIELD PERFOR soFFrr CRNTILEVER THE BASIC WIND SPEED IS EQUAL TO OR GREATER THAN - ON �Y BUILDER SCRLE: 1"=1'-0" 0)SIMPSON LSTR36,20 9a. IS 0" TO 1 3/4' CO MPH-35G. SEE TABLE ACCO301.2 R3.DANCE STEEL STRAP OR EOl1AL AT 9. CONSTRUCTION DESIGN IS IN pCCORDRNCE WITH (4)NAILS H SIDE 48"O.C.FASTENED WITH "MINIMUM DESIGN LORDS FOR BUILDINGS RNID OTHER DETRIL E SIMPSON H-258 STEEL FRRMIIJG RNCHO (5T 148"x 3"OOd) STRUCTURES"(ASCE 7)AND WFCM AND COLLAR TIE D TAIL - F OR EQUAL FASTENED TO SIDE OFT NAILS EACH END y 10.TO RES15 WINDOWS FINDIGH DOORS RDS BE DESIGNED ERIOR WITH(5)Ed x 1 1/2"NAILS (HERDER WRAPPED) --_ __2*_ (2).1 NAILS TO TRUSS TO RESIST THE DESIGN WIND LORDS SPECIFIED IN TABLE RND(5)Bd NAILS IN1T0 TH ON SITE lz6 ALUMINUM --- AFTER OVERHANG 15 R3012(2)ADJUSTED FOR HEIGHT AND EXPOSURE PER SCRLE: 1"=1'-O" BY BUILDER COVERED FR5CIA 2.6 LOWERED-BY BUILDER TABLE 301.201. HEADER TO 2x6 MAX DESIGN WIND PRESSURE REQUIRED- 1 STORY UMTS (D 131"X 3 1/2'NRIL5 01-1.10-235 z 129=30.4 PSF-ZONE 4. DETAIL #15 16d NAILS B 3 1/2'O.C. DETRIL 'R DIRECT EACH END 02- 120-281 x L29=362 PSF-ZONE 4. HORIZ PLATE TO VERT.PLATE 16d NAIL THRU RAFTER �a MINIMUM RAMA GRADE REQUIRED-1 STORY UNITS BETWEEN TRUSSES(SITE) INTO TRUSS BY BUILDER / PERFORATED SOFFIT 01-110-35 PSF-ZONE 4. O)SIMPSON LSTRIB.20 e. HERDER TO STUDS 02-120-40 P5F-ZONE 4. Q)1 5 TOE-NAILED /� �i STEEL STRAP OR EOURL RT (3)10d NAIL DIRECT 01 110 23.6.L4=330 PSF MAX DESIGN WIND PRESSURE ZONE REQUIRED 4 2 STORY UNITS: «RIDGE R BUILDER i - 48.O.C. FASTENED WITH BY BUILDER 012-120-281 x 14=39.3 PSF-ZONE 4. LS)148"z 3"(0d) S 14 EACH END MINIMUM RAMA GRADE REQUIRED-2 STORY UNITS: (HERDER EACH END 01-110-35 PSF-ZONE 4. RTE PANELIZED 02-12(1-40 PSF-ZONE 4. IN WALL LOCRTION MAX DESIGN WIND PRESSURE REQUIRED- 1 STORY UNITS BUILD CHECK WITH DETRIL 'B' 01-110-291 x 129=37.5 PSF-_ZONE S. SIMS. PSON HB RFlFTER TIE RMEOUIRAED LOCA R FOLDING OVERHRNG(S) (OPT) MMII'MUSS, OlNIMUM RA3M4A GRADE REQUIRED-I SSTTOORY UNITS FIELD INSTEACH LED DORMER DETAIL - FIELD ONE RND TWO STORY - FIELD 02-1120-45 PSF- ZONE S. SCRLE:3/4'=1'-0" SCRLE: N.T.S. MAX DESIGN WIND PRESSURE REQUIRED- 2 STORY UNITS Ol-LID-291 x14=40.7 PSF-ZONES. - i 02-120-34.7x1.4=48.6 PSF-ZONES. KNEEWRLL MINIMUM RAMA GRRDE REQUIRED-2 STORY UNITS NOTES 01- 110-45 P5F-ZONc'S. DETRIL tt5 L FOP.120 MPH -35G WIND ZONE 02-120-50 PSF-ZONE S. SIDE END AND MARRIAGE WALL GABLE END TRUSS SEE SECTIONS R6132 RND 86133. INCREMENT STUDS SHALL BE 16"O.C. IL ATTACHMENT OF RSPHRLT SHINGLES SHALL COMPLY WITH - TRUSS 2•TRUSS SPACING SHALL BE SECTION R90526. 24",19.2.OR 16'Q.C.DEPENDING IZ FDR ADDITIONAL CONNECTION DETAILS, SEE DRAWING 7n1 KING POSTON SIMPSON H8 RAFTER AND RTHE ROOF PITCH.OOF LIVE LOAD REQUIRED TEST EOURL,EACH GYPSUM BOARD I DETRIL5 APPLY TO ALL ROOF KNEEWRLL TRU55,FIELD TRUSSES. FASTEN WITH INSTALLED.FASTEN W/ •5)•Od x' 11Z'NAILS IS Lod--L•^•NAILS FIELD INSTALLED � FIELD INSTALLED - SPACE RESERVED FOR THE NEW YORK STAMP OF APPROVAL KING PORT GYPSUM BOARD Q DOUBLE TOP PLATE pPPAOVAIUILT FDA ON RLT. KING POST OWBLE TOP PLATE FACTORY BULLI PO CONNECTION -TYPICAL STUD SEE FASTENING SCHED,PAGES 98 6 981 OF HIGH WINDMANUAL FO _ WIND ORD,WIDTH,. EfCINGC.. TRUSS CANTILEVER SHOWN. 5 FEMA' TRUSS MAY ALSO BE FLUSH WITH WRLL RND UTILIZE - �, D f MONOPITCH TRUSS KNEE WRLL DETAIL - FIELD A STRAIGHT STRAP TO STUD CONNECTION. =r o fv�k ' .}' �U;. €. SCRLE NTS DETRIL #6 FOR REQUIRED RIM BAND TO RIM BAND fiESY�r�°4 RND MODULE TO MODULE STRAPPING, SEE DRAWING 7n1,DETAILS•3 AND +6. - STRAPPING TO BE RPPL.IED BEFORE DETRIL OF INCREMENT TRUSSES DFIRIL OF INSTALLATION OF SHEATHING. AGENCY RATED SHEATHING GLUED SCALE: N.T.S. SCRLE: N.T.S. WITH CONSTRUCTION ADHESIVE RND NAILED WITH(2 ROWS OF 8d NAILS �fZ�/)b s'S•S;p• /y)1��j7•-py��70 • AT 3"D.C.STAGGERED EACH PERIMETER 4'-0"SHEATHING TO SPAN BOTH HALVES BAND(4)ROWS TOTAL BY IS SHIPPED DETRIL #7 TO TIE WITS TOGETHER ON SITE BY BUILDER oEPMTAUTAW.sTgif,cools omslox SHEATHING FOR THIS AREA IS SHIPPED FIELD FASTENING OF SHEATHING TO JOISTS smA +Pro.(,i..s'�oi�n!r rn<� LOOSE AND ILLATION BY BUILDER - 10d COMMON NRIL / N� .�/�r/�em ngjq AFTER INSTALLATION OF UNITS. 6"O.C.DIRECT EDGES 6 1 1/Z'O.C.INTERMEDIATE wv�•a*� �wwiunm a /� - SHEATHING SHIPPED LOOSE,FIELD INSTRLI�D US TOTAL ERCH HALF EXCEPT FOR "'a:^•++•^�• +n�•+.•+•w>.n+r+mr•.vv,+,., 16d TOE-NAIlID, m..«ne•+.� a 2'O.C.BY BUILDER 31'WIDE,7/12 STORAGE TRUSS > •Wro�A„�..�'0""n0O""'m'°; 1 lOd COMMON NAIL 6'O.C.DIRECT EDGES 6 1 1/4"D.C.INTERMEDIATE +y" US)TOTAL EACH HALF SHEATHING NOT SPANNING WITS FIELD FASTENING OF SHEATHING TO JOISTS 8d CDMMON OR PM LRR OR SPIRAL THREAD NAIL I I 6'O.C.DIRECT EDGES 6 12"O.C.INTERMEDIATE NOTE: MASTER SERIES 1 DETRIL APPLIES TO 9 RND 12/12 ROOF 1 TRUSSES AND 5 AND 7/12 ROOF STORAGE ONE RND TWO STORY MODELS SHEATHING SHIPPED LOOSE,FIELD INSTALLED TRUSSES. DETAILS FOR 110 6 120MPH - 35G WIND ZONES MUNCY HOMES, INC. 1567 PR ROUTE 442 MUNCY, PR 17756 SIDEWRLL •DETAIL - TWO STORY - FIELD MODULE TO MODULE CONNECTION DETRIL - FIELD DRN BY DRTE I SCRLE I REV. ISHT. NO. SCRLE: 1 1/2"=1'-0" SCRLE: 1 1/2"=1'-0" DATABASE NAME DJG 8 28-95 SHOWN 4 23 2010 7a_1 07\7e_ln DETAIL ul NOTES SIDE VIEW OF DETRIL u3 DETAIL It6 SIMPSON LSTHD8RJ 1. FOR APPLICABLE NOTES,SEE DRAWING 7.1. SECOND FLOOR STUDS 'C MATE LINE MODULE'a 2. FOR ADDITIONAL CONNECTION DETADS.SEE DRAWING 7x-L Q)WALL CORNER STUDS 3. STRAP TIE SIZE IS BASED ON THE SILL PLATE BEING FIRST CORNER STUD CONNECTED (1)W.WHEN SILL PLATE IS(2) 2.6,57RRP TIE TO SIDE WALL STUDS WITH SFHLL BE A SIMPSON LSTR24. (Z ROWS 16d NAILS 6"O.C. SIMPSON LSTA18 STRAP TIES IF THE SILL SIZE IS DIFFERENT,ANOTHER STRRP(S) ROWS STAGGERED.EACH SIMPSON LSTRIB TIES OR EQUAL OR LZURL.24"D.C.MRX OR CONNECTION SHALL BE USEIL CORNER-FACTORY. - FACTORY INSTALLED Irl DROP- RCHWITH END THE STRAP OR CONNECTION UPLIFT-CAPACITY SHALL (7) TOTAL BE THE EOLAVRLENT OF R SIMPSON L5TR12 0630 LE). U41EXTERIOR SIDE WALL . fD 2c CORNER:STUDS SEM40 FLOOR EACH CORNER SECQrVt FLOOR NOTE FOR SI£AIHING CONNECTION OF FIRST SIMPSONFLOOR TO SECOND FLOOR PERIMETER DR LSTHD/SHED STRAP TIE HO L hll RAILS CONNECTION,SEE DRAWING 701, OR BULL SUPPLIED RNR FIELD ND STUDS DETAIL S. BY BUILDER ON FIRST RID SFLOFI]STLr]S - FIRST FLOOR. . FROM pppJ,Ep, - SHERiHING WT SHOWN FOR CLARL77. FIRST FLOCK INSTALL BEFORE CONCRETE POUR WI R STRAP MATE OR OTHER HOLDING DEVICE NAIL STRAP FROM BOTTOM UP WITH 15d ND—,ES. 59,iO NAIOF 5,ALL HOLES TD BE CONC I OL-FOR SHEATHING CONNECTION OF FIRST Buri DM OF ailcBENT EMBER L Tr(CDNCP,ETt - SIMPSON LSTRIB STRAP TIES u 01-F TO SECOND FLOOR PERIMETER STRAP 11AY BE BEM ONE FULL CTCLE. OR EDUF-24"Or.MRK I' STRAPS ARE LOCATED AT E571 ENO'NRLL Ew1'ERiOR CORNER 1e L�D,E��J I FIELD INSTALLED WITH I RAILS COWECTIDN, SEE DRAWING 70_I. STRAP VRWE5 ARE BASES ON AN a"1122 III I 17) IOd NAILS EACH Q-0 I I I DETAIL 0S• I 5 E CONSTRUCTION NOTES ON THE: I I WALL � I � U4l TOTAL I „ I I I I I i I 02-FOR OPTIONAL SHOWN CLARITY 0 R WILT ' I (I I I CFKILEVER DETAIL, SEE DRAWING 7-2. RS TE)la FLOOR PLAN FOR SIZE RND FIRST FLOOR STUDS SIMPSON LSTA38 STAR- TIES DETAIL.B. F.05'T'EY.C3 SC�:JS.�, —� OR EQUAL FIELD INSTALLED WITH I - CORNER DET RIL APPLIES TO RN ` I SHERR WRLL RND RIM BRND TO I (7)Sad NAIL5 EACH END,(14)TOTAL EXTERIOR END OR SIDE WALL- RIM BRND TIEDOWN DETRIL SO PLATE 2 STORY UNITS — FIELD— MODULE TO MODULE CONNECTION AT END WALL DETRIL . . L SCRLE: 3/4"=r-0" 2 STORY UNITS — FIELD SCALE: END WALL PERIMETER RAILS SLOE WALL PERIMETER RRILS , BILL PLATES) NOTE.. FLOOR STUDS MODULE Tr MATE LINE MODULE'B' SFE NOTE.1I WHEN THERE IS NTHE BUILDER SHALL SUPPLY AND INSTALL DOUBLE SIMPSON NOTES LSTHD/SHED OR EQUAL P ND DOUBLE STUDS R -FOR CONNECTION OF PERIMETER O1 SOURL LSTRIB STRAP TIE II ALONG THE WALL PERPENDICULAR TO THE RAILS TO SILL DETAIL SEE IN EOLIF SUPPI TFBUILDER AND FLOOR JOISTS THAT SHALL BE REMOVED A7 DRAWING 7e_L DETAIL F OR 3. rNSTRLL A BY BUDSER WITH Bill MIR TATE SITE THE HOLDDONN(S)SHALL BE AT SHEATI-UNG NOT SHOWN FOR CLARITY. AI SOd NAILS EACH -4. IDE jj EACH CORNER OF THE GARAGE RS SHOWN FOR RIM BRNO M SILL PLATE END 0.41 TOTAL THE SAME DISTRNCE APART AS TIEDOWN CONNECTION,SEE PWRFD CONICRE7E L J F=UTRED FOR ANCHOR BOLTS. DRAWING 7—L DETAIL .2. 3000 pW MIN. )) THE REQUIRED ANCHOR.BOLT SPACING 02-FOR RAISED RANCH FOUNDATION II SHALL BE 12"FROM CORNERS AND CANTILEVER DETRIL,SEE DRAWING NOTE: II 72"ON CENTER MAX. 701'.DETAIL•7. FOR CONNECTION OF PERIMETER. THE RIM BAND TO SILL PLATE TIEDOWNIS FOR TO SILL PLATE.9IM II AS SHOWN ON DETAIL 2 ARE NOT REQUIRED �—SIMPSON L5TA1B TIES OR EQUAL DRAWING TAIL.DETAIL 2 OR 03. EE WITH THE ADOM7,1AL HOLOOOWNS. FACTORY INSTRLLE1 SHEATHING NOT SHOWN FOR -3..ITY. FOUNDATION u PERIMETER RAILS SEE NOTE•2 ABOVE I CORNFR- HO'DDOWN DETRIL —'FT LD SHEAR WRLL TIEDOWN DETRIL MODULE TO MODULE CONNECTION RT END WRLL D TRT SCALE: 1 vz^=r D" FIRST FLOOR OF 1 RND 7 STORY NTT FIRST FLOOR OF 1 AND 2 STORY UNITS — FIELD SCALE. SCALE: DETRIL #2 MATE LINE RIL uM y 1 3 SIOEWRLL DETRIL u7 �o FULL-HEIGHT BLOCKING 2 vY'DIAzT'MIN.LONG R00 0 RT EDGE OF CANTILEVER R (BT ,b BOLT a 46"O.C..SUPPLIED 57U0 X X SUPPORT. BLOCKING FRSTF_NED 51MPSON LSTA24 MD FIELD INSTALLED BY BUDDER END STUD OF SIDEWALL TO JOIST WITH (31 ad NAILS r STRAP TIE(OR=1 +� PER ENO OF BLOCK INSTPoIED IN FASTEN END STUD OF ENOWALL FACTORY W/(5) TO DBL STUD IN SIDEWALL WITH 10d NAILS EACH END Up)TOTAL r°'p)gTS�4`a• ' Q1 ROWS OF DI67'x 31/2" STRAP CONTINUITY 18IdYASG SECOND FLOOR 16d TOE-NIRO-ED I d)NAILS,STAGGERED B 6"'o.c IS FROM FACE OF I9 16"D.C.B7 BUILDER I FA END STUD OF SID LN OF FLOOR JOIST.STUD TO� RSID- II I TO Jai LOW W/(TS SIMP,AINSPACE RESERVED FOR THE NEW YORK STAMP OF APPROVAL I LSTRIB ST WITH(7)l0d FASTENERS S— LA EIS) RAILS 1/2"DIAx7"MDR.LONG /—24-WIDE UNIT END-JOI 14E'UOdI K S' II _ BOLT 5 86"QC.. Q)2.3 5PF•2 FOR RO —11)SIMp50N LsTsm STRAP TIE PLATE SUPPLIED AND FIELD PITCH<or=7/12 FIELD INSTALLED I( (OR EOURL)SUPPLIED AND FIELD INSTALLED BY BUILDER END-JOIST (9)2x8 SPF-2 FOR R ILOER INTO SILL 1NSTAI.I ED BY BUILDER INTO RIM PERIMETER RAILS FIRST FLOOR PITCH B or AND BLCKYJNt (' BFdNID WITH STRRPLSI WRAPPED 26-31-NIDE UNIT JOISTS AROUND SILL PLATE ATT 32'D.C. Sr11 PLATE (� ROOFSPF CH6 RLL II ALONG THE EXTFR[DR SIDE WALL SEE NOTE 3. BLOCKING TO SILL FOUNDATION (NOTE, X SIOWRLL LENGTH I) PLATE CONNECTION: i. or FOP 12 PITCHES AS SHOWN 162"X 3 1/2"(15d) " MODULE BELLOW LJ 3"0.0 TOE-NRDFD-FIELD FOUNLIRTION �� LD-DOWN PER APPROVED FOUNDATION ii - " 1•-p^ HIGH-WINO CALCULATION AL CANTILEVER C REF (pg 38 OF 35/35 MANIUFU (Pg 3 OF 50-65 MRNLRLJ jG4-yj!/C yD A/ /.9 nNCREMENTALL,,ANCHOR BOLT(Sl FIELD CONNECTION - MOD TO MOD - STORY (pg.5 OF 60-90 MANUAL) RAISED RANCH FO INION r�nnln�cxr nNanYtmnfs 0mcmx J x 36"RtJD SHALL BE IMBEDDED AIA11USTAT?.CODES. R MINIMUM OF T'I(CONCRETE AND (1)SIMPSON LSTF21 STRAP TIE OR EQUAL SCALE: 1 1/2"=1'-0" a of oiAU .a 15"IN MASONRY UMTS AND 12' SUPPLIED FUND FIELD INSTALLED BY - - q /nen mows��A�meny MRX,FROM EACH CORNER (CFINTILEVER DETAIL APPLIES WHEN USING NFCM ANALYSIS) CRNTILEVER DET. - Fes_ BUDRO)DR RA RIM BAND D SI SCALE: mom...ae.neuy�ir:wJO d�l� 57RAP151 WRAPPED AROUND SILL eume0.iar eoawxe..m.min.a�::my PERIMETER RAILS THE TEXTERIOR SIDE WALL MATE LINE SEE NOTE•3 SIMPSON H8 OR EQUAL STEEL RNGLE STRAP FASTENED TO �.xam m FI SDd NSTA DETRIL u5 T ti$ BIDE OF SECOND STORY J015T WITH(5)10d x FIELD INSTALLED ' (51.148"UDd)X 1 1/2" AND TO THE SIDE OF THE FIRST STORY CEILING PERIMETER BY BUILDER NAILS FIELD INSTALLED INTO PEPSMETEF BY BUILDER INTO RAIL WITH(51 10d NAILS ON SITE BY BUILDER RAILS a SILL PLATE ' SILL PLATE _ 13IR. BOLT B 48"DD. FOUNDATION INSTALLED BY BUILDER SIM15ON LSTA24 STRAP TIE MRSTER SERIES OR EOURL SUPPLIED RNLI INSTALLED BY FACTORY WITH (5) 10d NAILS EACH ONE RND TWO STORY MODELS (4)16d NAIL END UD)TOTAL STRAP BY BUILDER CONTINUITY IS FROM FACE DETAILS FOR 110 3 120 MPH - 3SG WIND ZONES RIM BAND TO SILL PLATE TIEDOWN DETAIL — Fr OF STUD TO UNDERSIDE D OF FLOOR JOIST. MUNCY HOMES, INC. EXTERIOR SIDE WRLL — 1 AND 2 STORY 1567 PR ROUTE 442 SCALE: NTS FIELD CONNECTION — MODULE TO MODULE MUNCY, PR 17756 FIRST FLOOR OF 1 RND 2 STORY UNITS SECOND FLOOR CANTILEVER DETAIL — FIELDDRN BYJ DRTE I SCRLE I SHT. N0. SCALE: 1 1/2"=1'-D" SCALE: 1/2"=1'-0" DATABASE NAME REH 4-26-2004 SHOWN 10-31-2008 7e_2 07\7a_2 I _ 20-0'MIN. BUILDING LENGTH FIELD NOTES ' 20'-0"MIN BUILDING LENGTH L EXTERIOR LIGHTS ARE SHIPPED LOOSE FOR FIELD 10'-0"MCN LENGTH OF MODULES INSTALLATION BY BUILDER 10'-0'MIN.LENGTH OF MODULES 2. SILDING FOR EN05 I5 SHIPPED LOOSE FOR FIELD 64'-0'MAY LENGTH OF MODl.LES INSTRLLRT.ION BY BUILDER 64'-0" MAX LENGTH OF MODULES 4251 4257- yr pert v my n xw 7 uz wer a wm, 4257 }257- PLT.LOCATION OF VENTS - qj LOCATION OF WITH OPT.GARAGE 3. STOOPS.STAIRS,HANOARILS. GUTTERS. DOWNSPOUTS, rsz srt 9ENT5 6 DRAINS WITH .---- ------'----- ---- -________ AND SPLASH BLOCKS ARE FURNISHED AND INSTALLED BY r�" 3037 O OPT.GARAGE j_______ _ ____ NOTE 3 '' • ''; I i 'v-r vwr CODES. BUILDER IN ACCORDANCE WITH STATE RND/OR Ir LOCAL +'-ll'MIN ° '; r i ,r Y."16 4. B95EMENT WINDOWS ARE OPTIONAL AND INSTALLED BY I I _r it p�FAMY ROOM rrALT. BUEM❑ I, I nA r; BEDROOM T CMI ' `� iiGLEET S THE LAST ROW OF SIDING BOTH FRONT,REAR AND I ': MIN.RRER:70 SF a r 2MIN. __ _ 0' MLN. F�IELLD I➢JSTAL�PTUPPER LEVELS,ION BY Bl1ILDERSHIPPED LODSE FOR _ ALT.CL^_ET MIN GRO55 FLOOR / r m oun w ;•^aA r - r.or u ru BATH •1 I a i - r; 6. MASONR7 VENEER""FOUNDATION SiODJG SUPPLIED o AREA:50 SF ; ' _ r r r -, r r ; ___.• r I A",D INSTFLLID BY BUILDER. BATH x3 OPT.DINING ROOM ' ' i "'r 7'-0"MOJ. ---, NOTE ' r' 4o oL r 13 r r 'i BATH e2 O r Ie6 yr ntxr 7. TERMINRTIIXJ HEIGHT OF METAL HIMNEYS FIELD r i r�r _ NOTE•3 OPT.NOOK r �� r I OPT.BEDROOM r I r INSTALLED BY BUILDER SHALL 55 MIN. 3 HE ROOF OPT.AREA: 7 ROOM �� r rl I' 7-0` MIN. r HIGHEST POINT WHERE THEY Pfl55 THRU THE ROOF RNO 11 MIN APER:70 SF --- I NOTE ! 13 i I : i I AT LEAST 2'HIGHER THAN THE PERK 0 o i oxx r fI'� MIN AREA: 70 SF __ ll r s a .' r I ❑ : g r M!4_ L rr 6. IF GRRRGE I5 SPECIFIED. DOOP, AND FLOOR APE THE r� r r ^ KITCHEN n '-. r RIDGE VS RESPONSIBILITY. I T 7 M_ ___ __.,; E r 3fRE0 Lu05-c FOR rEpLD iNSTRLLATiiN NOTE=22 :r �--7'rr !! S 8��7 BUILDER SEE GEFID2RL NOTES-2. FC1T'E =30. SHT 3h c r , m ie ' i r m.x a x:a,m ru --. , ® 'r ' •`MOTE NOTE•9 r; /p NOTE•9 i z ``u ALT. I.______, __ i r . 11 NOTE n5 I UTILITY i: l I I ' r i r l 'r NOTE n5 ___ ____ __________.r r NOTE n5 rl �, r : n ;I Ir ; ir a � 11 SEE NOTE •27 - I ------ E; FLOOR ELAN NOTES Wit r ALT. r LI' uSTAIRS i i r i i rll it ' I� L-----ir w ❑ r T-C MSN. ❑ r I I r I I I.rl�' 14 r 7•_O• ;i _- NOTE •14 " L WS�-I�oWNWRJAS�IiT03eRPR0 IEOED�LIWNllVENLTILRTITON TFDSE r I 7'-C MIN " ENT r;_____�__..=_�1• I r Ir ' _,I II 20-0°MAX ' d EGRESS REOUIREM 5 ARE MET. - ' Ir 11_____ I!_____!' LIVING ROOM. 'I II rr MIN.AREA: it ii ': FAMILY ROOM Y II W0•DOWS WILL BE ADDED TO PRDVIDE 89.LIGHT 6 4R a I r , _ : r VENTILATION AS ROOM SILTS CM 6E r; ISO SF : 'I DEN . ❑ ❑ iT rl I " ;�_____u u I r �`---' BEDROOM 11 ; ; r a 3. SEE SHY 6e FOR RLTERN9TE KITCHEN d BATH LAYOUTS. OTE .n ; NOTE 14 U'L MIN MIN.AREA:70 SF _ ; 4. WS ARE AVAILABLE IN MOST BATHS LOCATED ON FOYER DIM.VARIES 1____ ' ! N r r ;!_____1 r r WINDOWS WALLS. BEDROOM ' __ __ r WITH WIDTH i 7'0"MIN DEN ____ r OPT.DINING RO)M r '' I I T-0"MIR i r i r w 5. MARRIAGE WALL MAY BE OMITTED,PROVIDED THE x i FAMILY __ OF UNIT OPT.FAMILY ROOM r 'WINDOW RELOCATED IF r' BEDROOM i F r�, R `rQ DgRU OT EXCEED THOSE SHOWN IN E r MIN PREP: 70 SF r•' ' MIN RP,ER:70 SF ❑ ^�C�^'+B M^^ 'I LIVING 11'-6"MIN r r OPT.GARAGE IS FROVIDED .I r I z 7- MIN.AREA:70 OR 150 SF DIM. VARIES WITH WIDTH OF UNIT ii Ii SO II 0 MIN' II I; 6: IOTE:0.ON PITCHES SHOWN ARE 5/12 UNLESS OTHERWISE o r ALL HANORFlILS BY BUILDER II ______ f .----. .-_-- i I; r 7. SEE SHRFlL CEILINGS AVAILABLE IN MOST UNITS, I HEIGHT:.34"MIN.36"MAX ` i r ,______ _______ SEE SHi 7. r_______________________ FOR STAIR DETAILS,SEE SHL 4e ' r r 4297 4257 --""-----' B. ADDITIONAL FULL 3/4 OR 1/2 BATHS MAY BE ADDED "---=-------------=--'- ii it 4257 OPT.K-55TG P.M, 4257 WITHIN THE UNIT.MINIMUM ROOM DIMENSIONS,AREAS, 4257 4257 O __________,' AS SHOWN ON DRAWINGS. OPT.CLOSET LIGHT, VENT RNID EGRESS FOR HABITABLE SPACES UNITS MAY HAVE OFFSETS.RND/OR ADJOINING OPT.BEDROOM SHALL BE COMPLIED WITH. 4257 4257 UNITS RT EITHER OR BOTH ENDS RND SIDES. OPT.OEN UNITS MA7 BE E VRRYEM WIDTHS RND VARYING OPT.OPEN FOYER-SEE NOTE •28 9. FALL MAY BE LOCATED IN FRONT OR REAR MODULE FIRST FLOOR ELAN 5 DRY AND MAYY5BERROTATEDDE90 TWO MIN.HABITABLE RPEFc 70 SF MAXIMUM AREA OF ANY ONE FLOOR I5 GOVERNED 10. AN A HWRYMRY BE OMITTED OR EXTENDED TO FORM BY THE APPLICABLE BUILDING CODE 11. SHUTTERS ARE OPTIONAL MIN.NUMBER OF MODULES=4 12 FOR LABELS FPD ORTR RATE LOCATIONS, SEE SEE SHEET 3b, GENERRL NOTES - 2, NOTES -13 6 -17 MAX.NUMBER OF MROU 5=9 SECOND FLOOR PLAN SCALE: 1/4"=1'-O" FDR CROSS SECTIONS RND ALTERNATE CONSTRUCTION DETAILS, GENERRL NOTES-2,NOTE e7,SHY 3b. SEF SHiS 7f,79,7p 7k,7k.1,71,7m,7n,70. 8a,8b,Bd 13.SEE SHEET 3b. GENERRL NOTES - 2, NOTES #15 d a17 SEE s5HTSD3e ESA AND3b GENERAL NOTES. ----------------------------------------------------- SCALE: 1/4"=1'-0" 14.TOTER MAY HAVE T£MIN CLG HGTH OR MAY E OPEN - i � FOR 9/12 OR 12/12 ROOF OPT.SEE SM 7g. TO SECOND FLOOR CEII_ING. 12 12 I •\`�12 ",`�12 SS UPPER LEVEL MRY BE SET FLUSH WITH LOWER OR K OVERHANG LOWER UNIT.SEE ACTUAL FLOOR PLAN 16. THE NUMBEROF WIDOWS SHOWN WILL.VARY WITH INDIVIDUAL FLOOR PLAN. (. : (•' .) 17. LOWER LEVEL MAY BE LONGER THAN UPPER THIS AREA OPE gO g� I ; ; i OJYS)GARAGE SHALL BE SEPARATED FROM NUMBER OF RISERS CAN VARY r-0''m' 18. DOUBLMAY E I,"HOF ORLi VINYL SIDING SHOWN,OTHER r I DWELLING UNIT BY 3/4 HOUR CONSTRUCTION SEE SECTION 3091 THROUGH 3092-2 ______ SIDINGS PRE RVRI].ABL.E GRRRGE/TENANT SEPARATION WALL TO BE WPMS .____, r SEE NOTE:21 CLG. •_________, ._________, FOR EXTRA TRUSS/RAFTER REOUIREMENTS ON LOWER NUMBER OF RISERS CAN VARY ------ - SECTIONS DUE TO SNDA DRIFT. SEE ` ------ SNOW DRIFT SECTION OF THE CALCULATIONS MANUAL ______ SPRUE RESERVED FOR THE NEW YORK STAMP OF APPROVAL THE WIDTH OF WINDER TREADS RTA FLOOR PLAN NOTES CONT. ATTIC ACCESS 22"x30' THE NOT MORE THEN 12 INCHES 19. r i r r r FROM THE SIE WHERE THE TREADS 20. INTEGRAL GARRGES 5/8'GTPBD ON CLG.RND ADJOINING r r r PRE NARROWER SHALL NOT BE LESS WALL(S)WITH A DOOR RATED AT 20 MINUTES MINIMUM. THAN 10 IN1E5 AND THE MINIMUM (NOT FOR N75) NOTE•17 I I I WIDTH OF RNY TREAD SHALL NOT BE 2L (NT)OPENINGS BETWEEN THE GARAGE RfO RESIDENCE FLR. I NOTE-20 NOT FOR NYS LESS THAN 6 INCHES, DDODR RSSEMBLL BE LYP EO I PED WITH RSELF-WITH R 4S MINUTE CLOSING OEPAeTMEM OF STATE CODAS OM51011 - EVICE ACCESS OPENINGS IN GARAGE CEILING r a tan ml I ^ AIRAM. iT17)-0OQ7 CIG. MAY ONLY BE INSTALLED IF VERTICAL SEPARRTION IS MAINTAINED BETWEEN THE RESIDENCE d GARAGE wm.ma.ax ma Amex. a Z a/-i0 la 2Z THIS CHASE IS FOR ELECTRICAL DR FOR PLUMBING. / / 1 ALTERNATE STAIRS RT CBEILSNG5ERNYCHASSE FLUE. E UESTED BY BLDRSFORP� r r r r r SCALE: 1/4"=1'-O" FLUE MUST HAVE MIN 2'CLEARRNCE 70 COMBUSTIBLES. �^^�..uah •. CROSS HATCHED OBRpR�EA IN FLOCK CLG.INDICATES El 023 PLUMBIING GCOONJECTI IONS BY BUILDER.ALLOW qJ SiTE 25. MIN WIDTH FOR 2+. FOR OPTIONAL�STAIR OPENI ATI NS, SEE G IS 3-0SHT 1 z � ' I 2-6. FOR OPTIONAL CLOSET CONFIGURATIONS,SEE SHi 6e. FIELD NOTE •B 10'-0"MI FIR. ' . 27. WATER HERIER(ELECTRIC ONLY)IF CRAWL _ ' SPACE OPTION IS SPECIFIED. °D T_______________T_____� 24"CLEAR WIDTH MINIMUM WATER HEATER ACCESS. ---------------_ _____, 4257 4257 28 (N7)FOR UNITS LOCATED I SEISMIC DESIGN CATEGORY 00, OPENINGS I THE FLOOR OR ROOF SHALL NOT FRONT ELEVATION SCALE: 1/4"=1'-0" EXCEED TWELVE U D FEET O PERCENT OF THE LEAST FLOOR OR ROOF DIMENEN SION z L FAMILY ROOM ,_________________________; _ L2 - _ 12 o DEN 15_7_Sor12 I I MAX CANTILEVER VARIES PER SNOW LOAD d MODULE WIDTH _U r,r r REFERENCE SECTION 4.4 WITHIN THE CRLC MANUAL KITCHEN MASTER SERIES vLL,4 vxA,% TWO STORY MODELS OVHG OVHG I F FLOOR PLAN, ELEVATIONS b NOTES OPT.BATH 3 MUNCY HOMES, INC. 1567 PR ROUTE 442 1 1 I I I I 1 I I I I 1 I 1 PLRN W/TYP OPT. OFFSET /- ,C�,:.,, MUNCY, PR 17756 RFRR FLFVRTION t FFT 5TOF FI FVRTION RIGHT sInF Fi FVRTTON SEE SHT 2E-1 FOR OPT. ELEVATIONS DRN BY DATE SCALE REV. SHT. N0. SCALE:1/8'=1'-0' - SCALE: 1/B"=1'-0" DATABASE NAME MJL 3-22-91 SHOWN 10-15-2010 2I 02'2 ' ELECTRIC CIRCUIT SCHEDULE SEE NOTES +7 AND +8 DOOR SCHEDULE WINDOW SCHEDULE WINDOW SCHEDULE gNDESCRIPTION WIRE BKR POLE No. SIZE U VALUE MRTERIRL FINISH TYPE IDENT. N0. U VEAL LIGHT VENT TYPE MAX. ALR. EGRESS MRTERIRL SHGC IDENT. N0. U VRL LIGHT VENT TYPE MAX. FLP. EGRESS MRTERIRL SHGC G ZIN RRER SF CLR. SF RRER SF CLR. SF SMALL APPLIANCE 12-2 WIG 20 RMP SINGLE EXTERIOR DOORS-ALL GLASS TO BE SAFETY GLAZING SUPERSEAL ANDERSEN SILVER LINE SERIES - ^ " 1 36"-80• .200 - STEEL PTD BLINNK 2257 .49-.33 5.78 296 SH-DH 7225 - VINYL SH-CH SH-OH SH-OH 54-OH SMALL APPLIANCE (OPT) 1A 27p E7 2 LITE 2265 .49-33 659 3.44 5H-OH 83.63 - VINYL 2259 .31-31 5.93-5.43 2.81- 3.07 SH-OH 7425-6798 - VA1TL SMALL APPLIANCE (OPT7 " IS " .350 550 9 LITE kEGRESS W5.252 259 SH-DH 64.75 - VINYL 3037 .31-31 533- 495 243- 261 5H-OH 60.75- 6198GEN.ILIUM. RND OPT.HWBB TOE HTR. 14-2 W/G 15 RMP IC15 LITE - .42 421 :SH-OH OH 10515 - VINYL 3449 .31-31 &59-8.09 402- 427 5H-OH 10050- 10113 - VINYL BRTH(5l 12-2 WIG 20 AMP ID 36.BO" 270 L70 BLANK W/1 SIDELITE S 58 5.84 DH 144.75 5.8 VINYL 3837 .31-31 7.05- &63 3.21- 3.42 5H-DH 8425-8288 WHIRLPOOL TUB(CPT) • 1E 270 237 2 ISTE W/1 SIDELITE 95 7.06 16LBS 71 VINTL 4237 .31-31 7.91 - 7.47 3.6- 3.82 SH-0H 9400- 9338 - VINYL ADDITIONAL BATHS(OPT) IF 350 710 9 LITE W/1 SIDELITE L4 5.71 DH 14250 5.7 VINYL 3565 EGRESS .31-.31 1219-11.55 5.81-613 SH-DH 14525- 14438 58 -6.1 VAITL RDDITIONRL BATHS (ORI( " IG 36'-80' 270 340 BLANK W/2 SIOELITE5 4.11 71 DH 1 176.36 71 VINYL ' '' 3859 EGRESS .31-.31 12175 - 11.44 5.71 - 6.02 SH-DH 14275- 143,00 5.7 -6.0 VINYL GENERAL ILLUMINATION 14-2 WIG 15 AMP '• 1H '• 270 4.07 2 LITE W/2 SIDELITES . .81 6.4 OH 1fi0.00 6.4 VINrL SH=0.39 4257 EGRESS .31-31 13.02- 12.41 E15 -6.46 SH-0H 154.00 - 15513 6.2 -6S VINYL DH=0.32 6 " LI 350 8.90 9 LITE W/2 SIDELITES 2488 .42-.28 512 5.47 CSMNT 65.25 - VINYL CS=0.32 SH=0.33 7 " 1J 36•-60" 20D - BLANK CLASS 'C'(i HOUR) 3D3fi .42-18 459 491 CSMNT 57.38 - VINYL 2548 432 5.41 4.46 CSMNT 67.63 - VINYL C5=030 8 " 2 32'x80" 200 - BLANK 3060 EGRESS .42-28 8.39 &73 CSMNT 104.86 7.0 VI)J1'L 2936 0.32 4.76 415 CSMNT 59.50 - VINYL RAE 8-3 W/G 40 AMP DOUBLE 2R 270 .67 " " 2 LTTE 4848 42-28 10.44 Ln as CSMNT 130.50 - VINYL , 2950 Er.P.E55 0.32 8.52 835 CSMNT 106.50 8.4 VINYL NDS6 WATER HEATER 10-2 WIG 25 RMP2B .350 550 9 LITE 9660 .49-33 28.20 5.80 PICT-DH 145.00 - VINYL 29602 EGRESS 0.32 17.33 17.02 CSMNT - 216.63 B.5 VINYL 11 WASHER (OPT)SEE NOTE +4 12-2 WIG 20 RMP SINGLE 2C 350 8.61 15. E 9558 .49-.33 3010 5.86 BR7-SH-0H 146.50 - VINYL 3436 0.32 4.89 3.5 CSMNT 6113 - vINrL 12 DRYER(OPT)SEE NOTES +4& +6 iC-3 WIG 30 RMP DOUBLE 2ND .RAC - •' LTBLIRtNY. 0.P.S5'C'(1 HOUR) 9855 .42:2E 2211 915 CSMNT-BOW 2&75 - YINT! a7cg iggsP 31-31 30.78-2930 7.24 - PICT-SH-OH 1BLnp_ los cp - VINYL N CCOKTCP ICP:IN LIPlI 0K7-v IC) W/G 30 RMP 3 72280" 376 390] •• •• FRENCH 9852 .42:28 2492 1432 C5MNT-BOW 25&DO - YINTL 9558 31-3! 27.03 7.09" BRY-0H 177.25 - VINYL Nn7c_'+g SINGLE WALL OVEN(OPT IN L@D IF cKT l) 12-3 WIG 20 RMP 4 36'/36'x80" .200 - " DOUBLE 3'-C'INSULATED JELD-WEN 9662 .32-32 27.68 11.34 CSMNIi-BOW 226.75 - VINYL LE WALL NOTELS s6 DISHWASHER OPT))Ol°r w L><u o-��' 14--2 WIG 15 AMP SINGLE 6 72'.80" 56-36 30ca W000 VINYL SLIDING CLASS 57____4 M-35 S.4 SLIDING GLASS 265 50-35 628 3.42 SH-DH 78.50 - VINYL VINYL NEW YORK ENERGY NOTES lfi GARBAGE DI5POSFL (OPT) 61 72.-' 29 3L9 VINYL VINYL SLIDING GLR55 (SILVER LINE) 3037 50-35 4.81 237 5H-DH 5325 - VINYL 1. BUILDING THERMAL ENVELOPE COMPLIANCE REGARDLESS OF THE TYPE OF HEAT SHALL BE DEMONSTRATED BY 17 MICROWAVE(OPTU " COMPUTER SOFTWARE AS PROVIDED IN SECTION NilOL4.1-M'S REScheck. 6A 96'x80" 56-3fi 44A WOOD VINYL SLIDING GLASS 3449 50-35 794 3.99 5H-OH 9325 - VINYL 2 NO REScheck CALCULATIONS SHALL BE PROVIDED TO THE AUTHORITY HAVING JURISDICTION. ' 18 TRASH COMPACTOR (OPT( 14-2 WIG 15 RMP SINGLE 7 60°xW" .a7-35 19.40 •' '• BUILDER OR RETAIL CUSTOMER HAS OPTION OF USING REScheck TO DETERMINE ENERGY COMPLIANCE SWINGING PATIO 3465 EGRESS 50-35 LL03 5.67 SH-DH 137.88 5.7 VINTL 3 INFILTRATION: WIDOWS AND DOORS 19 RADON SYSTEM ATTIC FRN(OPT) 14-2 W/G LS RMP SINGLE 8 72•x80" .47-35 2390 3477 EGRESS 50-35 13.36 6.93 SH-DH 167.00 6.9 VINYL R. WINDOWS - 3 CFM PER SQUARE FOOT OF WINDOW RRER 20 GENERAL ILLUMINATION em xmm®m.�r�9 B.SLIDER DOORS-3 CFM PER SQUARE SQUA F00T OF DOOR RAR. 3857 EGRESS .50-.35 10.85 5.65 SH-DH 135.63 5.7 VINYL C.SWINGING DOORS-5 CFM PER SQUARE FOOT OF ODOR AREA. 21 " OH=032 4 FOR CRAWL SPACE,HEATED OR UNHEATED BASEMENT, FLOURS RD/OR FOWORTION WALLS SHALL BE INSULATED IN 2 " 3869 EGRESS 50-35 1350 690 5H-DH 16&75 6.9 VINYL SH=0.34 ACCORDANCE WITH THE ENERGY CODE BY FIELD CONTRACTOR FIELD CONTRACTOR HAS THE OPTION OF PURCHASING 4257 EGRESS 50-35 12.71 611 5H-OH 15263 61 VINYL FLOOR INSULATION FROM R SOURCE OTHER THAN THE MODULAR HOME MANUFACTURER 23 •• „ „ ,. CS=027 S. HVAC EQUIPMENT SHALL COMPLY WITH SECTION M14OL3, WATER HEATERS SHALL COMPLY WITH SECTION P280L 2488 .42-.32 4.69 5.46 CSMNT 5893 - VINYL PIC=0.36 S. HVAC RD WATER HEATING,PIPING RD DUCTS SHALL BE INSULATED AS REQUIRED IN SECTIONS N11033,N1103.4,N11L1&21 24 " •� •• 3036 .42-.32 450 519 CSMNT 5625 - VINYL � " 7. WATER HEATERS WITH VERTICAL PIPE RISERS SHALL HAVE R FEAT TARP ON BOTH THE INLET AND OUTLET OF THE INTERIOR DOORS 3060 EGRESS .42-.32 827 927 CSMNT 103.38 75 VINYL WATER HERTER UNLESS THE WATER HERTER HRS AN INTEGRAL TRAP OR IS PART OF R CIRCULATING STSTEM 26 ., ,. „ S. THERMOSTATS TO CONTROL HEATING SHALL BE CAPABLE OF BEING SET FROM R MINIMUM OF 55 TO 85 F. 9 16"x80" - - WOOD PRE-FIN SWINGING 4848 .42-32 338 1092 CSMNT 11725 - VINYL AT LEAST ONE THERMOSTAT OF THE PROGRAMRBLE TYPE(TO BE USED IN THE LARGEST HEAT 20NE) SHALL BE PROVIDED 27 10 24'.80' - " '• FOR EACH SEPARATE DWELLING UNLIT(ELCT). FOP. NON-ELECTRIC UNIT5,ALL THERMOSTATS SHALL B PROGRRMRSLE TYPE C45 .42-.32 2820 16.79 CSMNT-BOW 35250 - VINYL 9, FIREPLACES SHRLL HAVE PROVISIONS FOR OUTSIDE RIR FOR COMBUSTION AND DAMPERS NOT TO EXCEED 20 CFM OR 28 " ll 30'.97' - - 9660 50-.35 31.49 722 PICT-OH 180.50 - VINYL TIGHT FITTING DAMPERS AND GLASS DOORS.GAS FIREPLACES SHALL HAVE AUTOMATIC IGNITION. 29 „ " 12 32,x80„ „ 10. THE BUILDING ENVELOPE SHALL BE CURABLY.SEALED AND RIR LEAKAGE TESTED(41102.47 TO LIMIT INFILTRATION 18-40-18/46 50-35 2459 624 PICT-SH-DH 156.(70 - VINYL (TABLE N1102.421 THE SEALING METHODS BETWEEN '•D 12 34"x80' - - 18-44-18/46 .50-35 2594 624 BRY-SH-DH 15&00 - VINYL DISSIMILAR MATERIALS SHALL ALLOW FOR DIFFERENTIAL EXPANSION AND CONTRACTION. 31 AIR HANDLER(OPT) 14-2 WIG 15 RMP SINGLE 13 36x80" - - '� „ THE FOLLOWING SHALL BE CAULKED,GASKETED, WEATHERSTRIPPED OR OTHERWISE SEALED WITH AN 3462 .49-33 1494 - CHALET - - VINYL AIR BARRIER MATERIAL, SUITABLE FILM OR SOLID MATERIAL; L ALL JOINTS SEAMS AND PENETRATIONS. 32 COVIJENSOR(OPT( 10-2 WIG 30 RMP DOUBLE 14 48"x60" - - BY-PRSS SLIDER 34x235.575 .49-33' 9.56 - CHALET - - VINYL 2 SITE-BUILT WINDOWS,DOORS AND SKYLIGHTS. 33 FURNACE -FACTORY INSTALLED TONT) 14-2 W/G 15 RMP SINGLE 15 '24"x80' - - •' BL-FOLD 72.75x625x145 .49-.33 522 - RANCH - _ �YL FXD=0.36 3. OPENINGS BETWEEN WIDOW AND DOOR R55EMBLIES AND THEIR RESPECTIVE JRMBS RD FRAMING. 34 FURNACE -FIELD INSTALLED (OPT( 12-2 WIG 20 RMP SINGLE 16 30".80" - - " 4. UTILITY PENETRATIONS. 72.Sx725x14.75 .49-33 5.49 - RANCH - - VINYL 5. DROPPED CEILINGS OR CHASES ADJACENT TO THE THERMAL ENVELOPE 35 RIR CONDITONER(OPT) 12-2 WIG 20 RMP DOUBLE 17 361x80" - - " •• '� 6.KNEE WALLS. ANDERSEN 7.WALLS AND CEILINGS SEPARATING R GARAGE FROM CONDITIONED SPACES. WELECTRIC ED 18 46'x80' - - 2257 0.35 498 3.02 DH 6225 - WD-VINYL 9. COMMON WALLS BETWEENWELLING�UNITS.WALLS. ED 19 6D•.80" - - " " 3037 035 4.46 258 OH 55.75 - WO-VINYL 10.OTHER SOURCES OF INFILTRATION. PE SHALL BE IC-RRTED, ED 20 72'x80' - - 3449 035 7.48 422 OH 9350 - WD-VINYL SEARINGR ASTLIGM E283 MARK AND BETING FIXTURES TS RLEDALLED ITO LIMIN THE BUILDING (RIR LEAKAGE ABETWEEN OCONDITIONED AND ED 21 48"x80' - - WOOD/MIRROR BY-PR53 SLIDER 3465 EGRESS 0.35 10.48 5.88 OH 13LOO 5.9 WD-VINYL UNCONDITIONED SPACES IN ACCORDANCE WITH SECTION N1102A5 ED 2 24"x8D" - - WOOD POCKET 3476 EGRESS 0.35 12.72 713 DH 159.00 71 WD-VINYL DH=G29 1L INSULATION OF DUCTS SHALL COMPLY WITH SECTION N11D321 ED 23 90'x60" - - " •• DUCTS LOCATED OUTSIDE THE BUILDING ENVELOPE SHALL BE INSLLgTED ON SITE BT BUILDER 3857 EGRESS 0.35 1031 5.73 DH 128.88 5.7 WO-VINYL RLL DUCTS SHALL BE SEALED. JOINTS RD SEAMS SHALL COMPLY WITH SECTION MIGOL31. IC HEAT 12-2 WIG 20 RMP DOUBLE 1 2,, 1 46x80" - - - FRENCH 3869 EGRESS 0.35 1299 5.73 DH 143.25 5.7 WD-VINYL DUCTS SHALL BE SUPPORTED EVERY 10 FEET IN RCCORDRNCE WITH SECTION M160L32 OR THE MRNUFACTURER'S INSTALLATION INSTRUCTIONS. H_2 25 6Px80" - - " 4257 EGRESS 0.35 1164 6.41 DH 14':50 6.4 WO-VINYL RIR FILTERS SHRLL BE PROVIDED IN THE RETURN RIR SYSTEM H-3 " " 26 72.80" - - 2936 C34 520 4.80 CSMNT 65.00 - WD-VINYL TESTEDI THE RFORYSTEM DUCT-TISGH SHALL PER N1103.225 FOR BALANCING RIR AND WATER SYSTEMS H-4 27 48".60' - - DOUBLE 2960 EGRESS 034 920 8.40 CSMNT 115.00 7b WO-VINYL 12 FRAME WALLS, FLOORS AND CEILINGS NOT VENTILATED TO ALLOW MOISTURE TO ESCAPE SHALL BE PROVIDED WITH H-5 sur xmm s u runs ° - 2g 60'xtU" ANAPPROVED VAPOR RETARDER HAVING R MAXIMUM PERM RATING OF 1.d THE VAPOR RETARDER SHALL BE I.N./6EGRESS 034 1830 16.70 CSMNT 2&75 7.6 WO-VINYL C5=0.30 INSTALLED ON THE WARM-TN-WINTER SIDE OF INSULATION. 29 72x60^ - - " U460 EGRESS 034 36.60 33.40 CSMNT 45750 7.6 WD-VINTL PIC=032 13 MATERIALS AND EQUIPMENT SHALL BE IDENTIFIED SO MATERIALS AND EQUIPMENT$HALL BE INSTALLED IN RCOMIDPLIAN E CAN BE ETERMINED DANCE WITH THE MANUFACTURER'S INSTALLATION H-7 •' 14.MANUFACTURER MANUALS FOR ALL INSTALLED FERTNG,COOLING RD WATER HEATING EOUIPMENT SHALL BE PROBED. DOORS RD WINDOWS MAY HAVE SUBSTITUTE.MANUFACTURERS,BUT SHALL COMPLY WITH THE 9657 0.35 25.84 6.04 PICT-OH 151.00 - WO-VINYL 15. RIGID FORM INSULATION, WHERE SPECIFIED, 5HRLL HAVE R MIN.AGED R-VALUE OF 5.0 AT 75'MEAN TEMP.PER LATER- H-8 APPLICABLE ENERGY CODE,STRUCTURAL AND EGRESS REQUIREMENTS. cS S a 7 n _ 16.FOR ATTIC SPACES WITH FIXED STAIRS AND REMAINING UNCONDITIONED SPACE, THE FOLLOWING OPTIONS SHALL APPLY: 98-- 034 2LW 90 C_MNT_OW 40.0_ WO-VINYL ELPCTRICRL NOTES: R- THE BUILDER MAY ENCLOSE THE STAIRS ON LEVEL WITHIN THE ATTIC SPACE THE WALLS SURROUNDING THE 7008 NFC FI FCTRVRL NOTFA: ANDERSEN-- 200 SERIES STAIRS SHALL BE INSULATED AND PROTECTED WITH R VAPOR BARRIER - L WHEN CIRCUITS REQUIRED WILL NOT FIT IN R SINGLE PANEL 60X, 2430 D30 4.08 255 OH SL00 - WD-VI.7TL THE BUILDER SHALL BE RESPONSIBLE FOR SUPPLYING ALL MATERIALS. R SUB-FEED SHALL BE REQUIRED.SEE SHT 6a EXTEP.IOR RECEPTACLES: B-THE FACTORY MST ENCLOSE THE STRIPS ON LEVEL BENEATH ATTIC SPACE. 2 EXTERIOR RECEPTACLES SHALL BE INSTALLED RT THE FRONT AND REAR eT SHALL BE INSTALLED AT THE FRONT AND REAR OF THE DWELLING 3449 EGRESS 0.3(7 .1125 6.48 OH 1405.: 65 WE)VINYL 429 THE WALLS SURROUNDING THE STRIAS STRIPS BE INSULATED AND PROTECTED WITH R VAPOR BARRIER. OF THE DWELLING AND SHALL BE WEATHERPROOF AND GFCI PROTECTED. b) SHRLL BE COVERED BY AN'TN-USE'WEATHERPROOF ENCLOSURE 17. FOR BASEMENTS REMAINING UNCONDITIONED SPACES, THE BUILDER SHALL ENCL05E THE BASEMENT STAIRS. EXTERIOR RECEPTACLES SHALL BE ON R GENERAL ILLUMINRTION CIRCUIT. c) SHALL B TRMPER-RESISTANT AND WEATHER RESISTANT 3050 EGRESS 0.30 10.52 6A9 OH L3L50 61 WO-VINYL THE WRLLS SURROUNDING THE BASEMENT STAIRS SHALL BE INSULATED AND PROTECTED WITH R VAPOR BARRIER EXTERIOR RECEPTACLES SHALL NOT BE ON R CIRCUIT THAT HAS RECEPTACLES d)SHALL BE GFCI PROTECTED. THE BUILDER IS RESPONSIBLE FOR SUPPLYINGALLMATERIALS. FOR BATHROOMS OR A SMALL APPLIANCE CIRCUIT. e) SHALL BE ON R GENERAL ILLUMINATION CIRCUIT. MW BASEMENT WALLS ASSOCIATED WITH CONDITIONED BASEMENTS SHALL BE INSULATED FROM THE TOP OF THE BASEMENT EXTERIOR RECEPTACLES OTHER THAN THOSE REQUIRED BY THE NEC ARE f) SHALL NOT BE ON R CIRCUIT THAT HAS RECEPTACLES FOR BATHROOMS OR 2257 .49-.32 51 3.1 OH 63.75 WD-VINYL 18. NOTE OMMITTED. RVRILRBLE AS FIN OPTION R SMALL APPLIANCE CIRCUIT. 19. A PERMANENT CERTIFICATE SHALL B POSTED ON OR IN THE ELECTRICAL DISTRIBUTION PANEL AFTER THE 3. REFRIGERATOR RECEPTACLES ON SMALL APPLIANCE BRANCH CIRCUITS ARE NOT 9) ADDITIONAL EXTERIOR RECEPTACLES OTHER THAN THOSE REQUIRED BY THE 3037 .49-32 3.7 22 DH 463 - Wo-VINYL BUILOING 15 COMPLETED AND READY FOR OCCUPANCY.THE CERTIFICATE SHALL BE COMPLETED BY THE BUILDER REQUIRED TO BE GFCI PROTECTED. NEC MEAT BE ADDED AS AN OPTION. OR REGISTERED DESIGN PROFESSIONAL RESPONSIBLE FOR THE COMPLETION OF THE BUILDING. 4. LAUNDRY CIRCUITS FIRE STANDARD IN CRAWL SPACE UNITS. 2 RLL GARAGE RECEPTACLES MUST BE GFCI PROTECTED[INCLUDING GARAGE DOOR OPENER). 3449 .49-.32 75 4.3 OH 93.75 - WD-VINYL THE CERTIFICATE SHALL LIST THE PREDOMINANT R-VALUES OF INSULATION INSTALLED IN OR ON THE CEILING/ROOF, '5. OPTIONAL CEILING LITE5 OR FAN LITES MAY REPLACE SWITCHED RECEPTACLES. 3. ALL BRANCH CIRCUITS THAT SUPPLY 125-VCLT. 15 AND 20 RMP OUTLETS IN5TRLLED IN 3465 EGRESS .49-.32 10.6 5.9 DH 13250 59 WO-VINYL WALLS. FOUNDATION(BASEMENT WALL, CRRWLSPRCE WALL RND/OR FLOOR)AND DUCTS OUTSIDE CONDITIONED SPACES: CEILING FRN LITES MAY REPLACE CEILING LSTES PROVIDED THE LIGHT IS SWITCH-WIRED DWELLING WITS SHALL BE PROTECTED BY A COMBINATION-TTPE RRC-FR1LT CIRCUIT DH=0.36 U-FACTORS FOR FENESTRATION. INDEPENDRNTLY OF THE FRN MOTOR- .16. OTOR •INTERRUPTER(S). EXCPTNS: BRS`MENTS, KITCHENS, GARAGES, 6 BATHROOMS.(E3802.11 RENTS) 3476 EGRESS .49-.32 129 72 OH L6L25 72 WD-VINYL WHEN THERE IS MORE THAN ONE VALUE FOR EACH COMPONENT. THE CERTIFICATE SHALL LIST THE VRLUE COVERING •16. CIRCUIT SCHEDULE REFLECTS ELECTRIC APPLIANCES.WHEN GAS RPPLIANCE5 RRE 4. GFCI PROTECTION IS RECD W/I R 5 FT RADIUS OF R UTILITY, WET-BRR OR LAUNDRY SINK. 3857 EGRESS .49-.32 10.4 5.8 IDH 130.00 72 WD-VINYL THE LARGEST AREA. USED,THE WIRE,BREAKER AND POLE PARAMETERS USED SHALL B THE SAME AS E SWITCHED RECEPTACLES MUST HAVE ONLY I-OUTLET OF THE RECEPTACLE SWITCHED TO THE CERTIFICATE SHALL LIST THE TYPE AND EFFICIENCY OF HEATING, COOLING AND SERVICE WATER HEATING EQUIP. FOR R GENERAL ILLUMINATION CIRCUIT OP.MANUFACTURER'S INSTALLATION INSTRUCTIONS. QUALIFY FOR A"REQUIRED"RECEPTACLE FOR RECEPTACLE SPACING REOUIRED BY CODE 3869 EGRESS .49-.32 13.0 7.2 OH 162.50 7.2 W-VINYL INSULATION R-VALUES.U-FRCTOR5.EFFICIENCY RATINGS OF FACTORY INSTALLED EQUIPMENT SHALL BE ON THE 7. 2002 RD 2005 NEC-ALL BRANCH CIRCUITS THAT SUPPLY 125-VOLT,15 AND 20 AMP E. BALCONIES,PORCHES, RD DECKS OVER 20 50 FT SHALL BE PROVIDED WITH AN OUTDOOR MANUFACTURER'S REScheck AND/OR DATA PLATE OUTLETS INSTALLED IN DWELLING UNIT BEDROOMS SHALL BE PROTECTED BY AN RECEPTACLE. 4257 EGRESS .49-.32 11.7 6.5 DH 1463 65 WD-V1NTL 20.ALL WORK DONE ON SITE SHALL BE APPROVED BY THE AUTHORITY HAVING JURISDICTION RRC-FAULT CIRCUIT INTERRUPTER(S). FOR 2008 NEC COMPLIANCE,SEE 2008 NEC 7. ALL CEILING LIGHT BOXES TO BE RATED FOR 50 L5. EXCEPTION: IF THE LIGHT WEIGHS 21. 50% OF ALL PERMANENTLY INSTALLED LAMPS SHALL BE HIGH EFFICACY LAMP,CFL'5 SUPPLIED AND 6LBS OR LESS,A STANDARD BOX MAY BE USED. 3037 .47-31 4.7 45 CSMNT 5&75 WD-VINYL INSTALLED BY OTHERS SHALL SATISFY THIS REQUIREMENT. NIoOU(;I� 0?4"y ELECTRICAL DIES,NOTE S3 FOR ADDITIONAL REQUIREMENTS. & ALL 125-VOLT, 15 AND 20 RMP RECEPTACLES INSTALLED IN DWELLING WITS MUST BE 3061 EGRESS .47-91 &5 7.9 CSMNT 10625 79 WO-VINYL 2,ATTIC ACCESS HATCHES AND DOORS SHALL B WEATHER-STRIPPED AROUND THEIR PERIMETER.RND B. NOTE OMITTED. TRMPER-RESISTANT RECEPTRCLES. INSULATED TO MEET THE SAME R-VALUE AS THE SURROUNDING CEILING. '9. (OE)SMOKE ALARMS SHALL NOT BE PLACED ON BRANCH CIRCUITS PROTECTED g, ALL DWELLING WIT5 SMALL HAVE R COMMWICRTION5 OUTLET. IF NOT PROVIDED BY 5861 EGRESS .47-31 17.0 15.8 CSMNT 21250 79 ND-VINYL C5=0.33 23.REFERENCE TABLE N110L4 FOR CLIMATE ZONES BY COUNTY. a� BY BRANCH LT CIRCUIT INTERRUPTER ALL SMOKE REARMS SHALL BE SUPPLIED MANUFACTURER, IT WILL BE PROVIDED RD INSTRI ON-SITE BY OTHERS. £2 L 11461 EGRESS .47-31 34.(7 319 C5MNT 425AO 79 WD-VINYL R ' BY BRANCH CIRCUITS DEDICATED TO SMOKE ALARM EQUIPMENT. 10. HYDRO-MASSAGE TUBS(WHIRLPOOLS)=RLL RECEPT'S W/I 5 FT OF THE INSIDE WALL OF SPACE RESERVED FOR THE NEW YORK STAMP OF APPROVAL fid ' THE CONNECTION IC THE SMOKE ALARM BRANCH CIRCUIT TO THE POWER SERVICE THE TUB SHALL BE GFCI PROTECTED. IF THE WHIRLPOOL I5 CHORD:PLUG CONNECTED, THE 8458 SHALL BE MECHANICALLY PROTECTED 87 UTILIZING BR CH CIN DEVICES. .47-31 252 62 PICT-OH 155.00 - WD-VINYL 14 [ME)SMOKE ALARMS SHALL NOT BE PLACED ON BRANCH CIRCUITS PROTECTED OUTLET MUST BE READILY ACCESSIBLE, W/I L2"OF THE ACCESS,FOFT THE RECESS. � -.m• .� BY RRC-FAULT CIRCUIT INTERRUPTER.ALL SMOKE REARMS SHALL BE SUPPLIED LAMP HOLDERS INSTALLED IN WET OR DAMP LOCATIONS SHALL BE OF THE WATERPROOF TTP 9855 .47-31 28.0 128 CSMNT-BOW 320.00 - WO-VINYL - BY BRANCH CIRCUITS DEDICATED TO SMOKE ALARM EQUIPMENT. Ny RZTNG. VENT RD - 55 NOTES• /!/25// 11 SEE DRAWING 3b FOR ADDITIONAL ELECTRICAL NOTES. CENTURY SPECIALTY 02424 057 212 - OCTAGON - - CLPD DEPAR71AENT Or STATE CODES OIWSIDN , 12 SEE RL50 2008 NEC NOTES FOR ADDITIONAL EIEC REOMNT'S(PER STATE SHOWN). L FOR EGRESS WINDOWS,THE MINIMUM WIDTH CLEAR OPENING SHALL BE 20". 7D ALe Y,8r 12231-0001 OR EGRESS WIDOWS,THE MINIMUM HEIGHT CLEAR OPENING SL E BE 24'. slam d vnxxraxsrnn. tluD ) MASTER SERIES S.FOR EGRESS WINDOWS,THE MINIMUM NET CLEAR OPEN7ING SHALL BE 5.7 SF(5.0 SF MIN /�- FOR GROUND LEVEL OPENINGS!. 2424 31 271 - OCT-FIXED - - vwrL 037 ds i 4.SHALL BE GLAZING REAR OF HABITABLE SPACES(LING FOR, SLEEPING, EATING OR COOKING) 2424 'emm�awwx++axwr+.+,e•.••e+wne,nxw,+„+ RLL MODELS SHALL BE BS OF TIE FLOOR AREA WITH 4%OPENING FOR VENTILATION 34 23 219 DCT-OPER 28.13 - vlNri 026 nyr...x..,. WALL COVERING SCHEDULE S.FOR PURPOSE OF DETERMINING LIGHT RD VENTILATION REQUIREMENTS, ANY ROOM SHALL SKYLIGHTS BE CONSIDERED ASL R PORTION C NO ADJOINING ROOM WHEN AT LEAST 1/2 OF THE AREA OF SCHEDULES & NOTES THE COMMON WALL IS OPEN AND UNOBSTRUCTED AND PROVIDES S THAN OPENING OF NOT LESS THAN 2222 .55-39 264 - SKYLIGHT - - CLAD WALL COVERING STUD SPACING SEE O THE FLOOR AREA -1 THE INTERIOR ROOM,BUT NOT EXTERIOR TORN 25 SQUARE FEET. 2230 55-39 3.72 SKYLIGHT CLPD MUNCY HOMES, INC. fi. SEE DTE*10.DRAWING 781. DTE+8,DRAWING 7n1r1 FOR EXTERIOR GLASS DOORS AND 1/4"WOOD PANELING 16,O.C. WIDOWS STRUCTURAL REQUIREMENTS IN 110-120 MPH WIND ZONES, 246 .55-39 5.89 - SKYLIGHT 7.OP RATINGS FOR EXTERIOR GLASS DOORS RD WIDOWS FOR UNITS SITED IN 1567 PR ROUTE 442 110- 120 MPH WIND ZONES ARE LOCATED ON THE AS-BUILT FLOOR PLANS. SH= SINGLE-HUG, OH=DOUBLE-FiJNG.CSMNT=CASEMENT,PICT=PICTURE. 1/2"or 5/e"GYPSUM BOARD 16. O.C. OR 24"O.C. 8. OPERABLE WINDOWS OWED MORE THAN 72`ABOVE FINISHED GRADE MUST MAINTAIN THE NUMBER RT LEFT INDICATES STU DOUBLE PANE U VALUE; NUMBER AT RIGHT INDICATES LOW E MUNCY, PR 17756 LOWEST PART OF THE WIDOW CLEAR-OPENING q MINIMUM OF 24°ABOVE THE FINISHED 1/4"or 34'.GYPSUM BOARD 1Y'O.C..OR 16.O.C. FLOOR OF THE ROOM IN WHICH THE WINDOW I5 LOCATED. IF THE WIDOW CLEAR-OPENING DEAN BY DATE SCALE REV. SAT. N0. DOES NOT MEET THESE PERAMETERS, THE BUILDER SHALL BE RESPONSIBLE FOR COMPLIANCE • WITH SECTION R6132Q006(RCI or R6122(2009(RC1. (NOT NTS). MJL 3-22-91 NONE 1D-15-2010 3fl 1/2"VINYL COVERED GYP.BD. 16'O.C.OR 24"O.C. S. ALL WINDOWS REQUIRE DATABASE NAME RE FLASHING. 03\3a-D 06 ' GENERRL NOTES - 1 GENERRL NOTES - 2 PLUMBING NOTES ELECTRICRL NOTES SEISMIC DESIGN NOTES GENERRL FIELD NOTES ELECTRICRL FIELD NOTES 1. WALL AND CEILING FINISHES SHALL HAVE A 1. WRTER HEATERS W ENCLOSED SPACES SHALL HAVE T 1. OWN LINES SHALL BE A55 SCHEOl1LE 40 COMPLYING L WIRING SHALL BE IN ACCORDANCE WITH THE LATEST 1. DETACHED ONE AYJO TWO FAMILY DWELLINGS LOCATED L WHERE ROJOINING MODULES THAT HAVE GAPS OF 1/8" L INffERMODULE CONNECTIONS: FLAME SPREAD RATING OF NOT GREATER THAN 200. MIN CLEARANCE OR FINISH SHALL HAVE FLAME SPREAD WITH ASTM 0 2fi61 OR PVC SCHEDULE 40 COMPETING ADOPTED NEC AND INSPECTED 1N PLANT BY RN IN SOC C ARE EXEMPT FROM THE SEISMIC OR MORE. FIRESTOPPING SHALL BE PROVIDED AND A-BASEMENT MODELS -ELECT.CONNECTIONS BETWEEN 2 EACH DWELLING SHALL HAVE R MAIN EXIT DOOR RATING OF LESS THAN 25. WITH R5TM D 2665 OR COPPER DWV COMPLYING WITH APPROVED DUALITY ASSURANCE AGENCY. REQUIREMENTS OF THE RCNYS.SEE R30L2.2 EXCEPTION. INSTALLED AT RLL CEILING AND FLOOR LEVELS BY MODULE(S).AND PANEL BOX ARE BY DIRECT HOOK-UP TO THIS DOOR SHALL N SIDE HINGED.NOT LESS THAN 2. OPT.FACTORY BUILT FIREPLACES SHALL BE LISTED, ASTM B 306. 2. WIRING SHALL BE TYPE NMB. SECTION R30122.4 SHALL BE COMPLIED WITH WHEN THE BUILDER RND/OR SET-UP CREW ON SITE. THE PRNEL BOX WIRES SHALL BE LRBELE0. 3 FEET W WIDTH RED 6 FEET 8 INCHES IN HEIGHT. LABELED AND INSTALLED IN ACCORDANCE WITH THE PLASTIC PIPE(DWV)MAXIMUM HORIZONTAL SUPPORT I CIRCUIT BREAKERS SHALL BE RATED AT 10.000 RIC. USING THE PRESCRIPTIVE PORTIONS OF THE RCNTS. THE TYPE, THICKNESS AND INSTALLATION OF MATERIAL 8-2 STORY MODELS-SECOND FLOOR WIRES ARE COILED 3. EXTERIOR WALL E RATING AND OTCONDITIONS OF LISTING.FACTORY BUILT FIREPLACES SPACING -4'-0 . CONDUCTORS, DEVICES AND EQUIP. SHALL BE LABELED SEE 8301.2. SERVING AS R BARRIER TO THE UNOBSTRUCTED UNDER THE FLOOR OF EACH MODULE THESE WIRES SHALL SEPARATION-SEEE SECTION 8302 6 TABLEBLEE 83021 4 2 SHALL BE TESTED IN ACCORDANCE WITH UL 127. MAXIMUM VERTICAL SUPPORT SPACING - EACH STORY 4. CEILING HEIGHTS SHALL CONFORM TO SECTION 8305. HEIGHT AND PIPING SHALL HAVE R MIOSTORT GUIDE. RNID/OR LISTED BY AN APPROVED TESTING AGENCY AND TOWNHOUSES ARE LIMITED TO SOC 8. MOVEMENT OF FLAMES AND PRODUCTS OF COMBUSTION BE FED THROUGH PRE-DRILLED HOLES IN THE EXT.RIR SUPPLY SHALL COMPLY WITH SECTION R100S. INSTALLED W ACCORDANCE WITH LISTING. IRREGULAR BUILDING5 SHALL REQUIRE R PLAN SHALL BE APPROVED BY THE AUTHORITY HAVING FLOOR ENOWRLL TOP AND SOLE PLATES IN STUD 5. DWELLING UNITS IN TWO DWELLINGS SHALL BE 3. HVRC RNP FIREPLACE CHIMNEY AND CONNECTORS SHALL COPPER PIPE MAXIMUM HORIZONTAL SUPPORT MANUFACTURER'S INSTRUCTIONS AND RPPLICRBLE CODES. SPECIFIC RNRL75I5. JURI50ICTIOR CAVITIES LOCATED DIRECTLY BELOW THE SECOND FLOOR SEPARATED FROM EACH OTHER BY WALL AND/OR FLOOR COMPLY WITH NFPR 211 SPACING -6'-0". S NONMETALLIC SHEATHED CABLE SHALL BE SECURED AT WOOD FRAMED BUILDINGS SHALL BE LIMITED TO Z MANUFACTURER HAS OPTION OF OMITTING PORTIONS WIRE DROPS. RSSSEMBLIE5 OF NOT LESS THAN L HOUR FIRE MAXIMUM VERTICAL SUPPORT SPACING-EACH STORY OF/OR COMPLETE ROOF, CEILING AND/OR FLOOR SWITCH LEGS FOR SECOND FLOOR STAIRS LIGHT 4. BATH FRN OUTPUT 50 CFM MIN. KIT. EE 100 CFM MIN. MEMBERS NOT LESS THAN l L4"FROM EDGE OR SHALL THREE STORIES ABOVE GRADE OP.THE LIMITS GIVEN RESISTIVE RATING WHEN TESTED IN ACCORDANCE WITH S. SAFETY GLAZING SHALL BE USED WHERE REQUIRED BY HEIGHT BUT SHALL NOT EXCEED 10'-0". BE PROTECTED WITH 1/16" THICK STEEL SLEEVE OR IN TABLE 8602101 SEE 83012.2.41 SECTIONS OF MODULES, IF BUILDER WANTS TO DROPPED TO BASEMENT SHALL BEINTERCONNECTEDON R57M EL19.FLOOR-CEILING ASSEMBLIES SHALL EXTEND SECTION R308.4. Z WATER SUPPLY LINES SHALL BE TYPE L COPPER PLATE CABLE PASSING THROUGH NOTCHES SHALL BE 2. SDC 00 APPLIES TO CLINTON AND FRANKLIN CONSTRUCT SAME IN THE FIELD. DESIGN OR SITE BY THE BUILDER TO AND BE TIGHT AGAINST THE EXTERIOR WALL, AND 6. ENCLOSED ACCESSIBLE SPACES UNDER STAIRS SHALL COMPLYING WITH ASTM 8 86. PROTECTED WITH R 1/16"THICK STEEL PLATE. COUNTIES, THE NORTHWEST CC(RNER OF ESSEX VERIFICATION OF DESIGN,SHALL BE B7 R P.E OP.RA C-CAPE M000.5 -MRNUFRCTURER PROVIDES JUNCTION WALL ASSEMBLIES SHALL EXTEND TO THE UNDERSIDE HAVE WALLS, UNDER STAIR SURFACE AND ANY COPPER LINES MAXIMUM HORIZONTAL SUPPORT NONMETALLIC SHEATHED CABLE SHALL BE SECURED AT COUNTY AND MOST OF 57.LAWRENCE COUNTY. IN ACCORDANCE WITH GOVERNING CODES.TO ENSURE BOXES W CEILING BEHIND KNEEWRLL FOR GENERRL OF THE ROOF SWATHING.FOR FLOOR ASSEMBLY SOFFITS PROTECTED ON THE ENCLOSED SIDE WITH -PACING - 6`0". 4=6" MRX WITHIN 1'-O"OF OUTLET BOX CHECK WITH THE AUTHORITY HAVING JURISDICTION ROOF DESIGN DOES NOT EXCEED THE LOAD CARRYING CIIUMINRTION,SMOKE DETECTOR AND HEAT CIRCUITS SUPPORTING..OARPO�S SH..EE 8.,.,.11 A MINIMUM 1/2 INCH GYPSUM BOARD. MAXIMUM VERTICAL SUPPORTS ACING-EACH 6. RECEPTACLES SHALL NOT BELOCATED OVER ANY PART IN THE MUNICIPALITY FOR SEISMIC DESIGN CATEGORT. CAPABILITE5 OTHE LORD BEARING WALLS.' ON SECOND FLOOR BY THE BUIl DER. 6. SECTION AND CARPORTS SHALL COMPLY WITH 7. THIRD PARTY LABEL, INSIGNIR OF APPROVAL RNID DRTR STORY HEIGHT BUT NOT TO EXCEED 10'-0". OF ELECTRIC BASEBOARD HEAT UMTS. 3. JOISTS SHALL BE SUPPORTED LATERALLY. DESIGNER SHALL CONTACT THE MANUFACTURFR TO ELECTRICRL MRTLS TO COMPLETE THE SECOND FLOOR SECTION 8309. CPVC COMPLYING WITH ASTM D 2846 MAY BE VERIFY THE SIZE. SPECIES. GRADE,AND O.C. SPACING SHALL BE FURNISHED AN D INSTALLED B- THE BUILDER PLATE SHALL BE AFFIXED TO THE KITCHEN RANGE 7. IN KITCHENS R RECEPTACLE OUTLET SHALL BE SEE 85027. IN ACCORDANCE WITH GOVERNING CODES.SEE NOTE =28. 7. ALL MATERIAL, ASSEMBLY.WITH TP.UC RES AND ADDITIONAL WHEN I MODULE ODES NOT HAVE R CLOSET, USED LI AN ALTERNATE HORIZONTAL IR WIDER- RT EACH WALL COUNTER.SPACE THAT IS 12" IN SOC D0, SOLID BLOCKING SHELL BE PROVIDED AT OF LORD BEARING MEMBERS. MATERIALS 70 EQUIPMENT SHALL COMPLY WITH THE RESIDENTIAL gODITIONgL LABELS SHALL BE AFFIXED TO THE CPVC LINES MAXIMUM HORIZON)TRL SUPPORT OR WIDER RECEPTACLE OUTLETS SHALL BE INSTALLED EACH INTERMEDIATE SUPPORT. SEE 85027 EXCEPTION COMPLETE OHITTED AREAS SHALL BE SUPPLIED gIJD D-RAISED RANCH MODELS -FOP. SITE CNUTRLLED CODE OF NEW YORK STATE FIRE RATINGS SHALL BE KITCHEN RANGE CABINET. WHEN THE KITCHEN CABINET SPRCING - 3'-0". 50 THAT NO POINT ALONG THE WALL LINE IS MORE 4, WHEN THERE L5 R CANTILEVER AND THE RIM JOISTS INSTALLED BY THE BUILDER IN RCCOP.DRNCE WITH DEVICES AT ENTRY,I.e.SWITCHES, RECEPTACLES, ETC. INDICATED BY APPROVED AGENCY DESIGN NUMBERS AND I5 INSTALLED ON SITE BY THE BUILDER,LABELS AND MAXIMUM VERTICAL SUPPORT SPACING-EACH THAN 24"MEASURED HOP.IZONTRLLY FROM R RECEPTACLE RRE SPLICED, THE RIM JOISTS SHALL BE SPLICED GOVERNIING CODES. WIRES ARE EITHER STL55ED TO BASEMENT OR COILED ARE DETAILED ON DRAWING(S)ALARMS 9. STORY HEIGHT AND PIPING SHALL HAVE FOR SITE INSTALLATION OF DEVICES BY THE BUILDERANOTH . DRTR PLATE SHALL BE REFIXED IN R CLOSET OP. IN OUTLET IN THAT SPACE SEE EXCGAR UNDER E380L41. USING R GRLVRND1 METAL TIE LESS THAN 3. IF BUILDER WANTS TO CONSTRUCT. RPORTS. G AND 8. SPRINKINSTALLER OF SMOKE ALARMS RNn RUTOt1RTIC_ CABINETS KITCHEN CLOSETS, Lj:i WHEN R MODULE P HAS NO MIOSTORY GUIDE _ ':TT "O'CRECEPTACL BRTH40OM:GARAGE AND (5)(L 0.6 3 AND 1 &)WIDE FASTENED WITH ETC.IN ELEMENTS, 10 PORCHES, AKIN FTS, RI GARAGES, B WHEN CIRCUMSTANCES JUNCTION'5 CONNECTIONS BE OFA ED SrRiM,�cR SYaTcMS SiiFiL COMPLY W/�CTTuN rain "�O=Si,,.IR"'D'OL"v_�H"LEw(P="7"^��'• ". " _._ _ __ _ _ _ _ �"T..�N...,,,,JL�.,. .. JUNCTION' SHALL B____.. CABINETS OR CLOSETS,LABELS AND DATA PLATE `^ _' COMPLYING EXTERIOR RECEPTACLES SHALL BE GFCI PROTECTED. (6i Ulb�x L'�uK Cyi u131" e L'2` ETC.!N THE FIELD TU H LORD BEARING EXTERIOR ANLL, UNDER THE FLOOR OR NEAR THE ATTIC ACCESS. 9. CONCEALED SPACES BETWEEN FLOOR/CEILING SHALL BE AFFIXED IN R CLOSET OF ANOTHER MODULE WITH RSTM F 877 MAY BE USED�AS RN KITCHEN AND BATHROOM RECEPTACLES SHALL BE ON NAILS ON EACH SIDE OF THE SPLICE OR R BLOCK DESIGN OR VERIFICATION OF DESIGN SHALL BE BY R F-ALL CONNECTIONS SHALL BE MRDE ON SITE B7 SLOP.. INTERVALS- SHALL TI CRAFTSTOPPED AT 1000 SF AS BUILT FLOOR PLANS FOR USE BY THE AUTHORITY ALTERNATE MATERIAL. 20 AMP GFCI CIRCUIT(5). THE SAME SIZE AS TH_RIM JOIST OF SUFFICIENT P.E OR RA IN ACCORDANCE WITH GOVERNING CODES. IN ORDER TO EN-LRE DESIGN DOES NOT EXCEED THE G- SEE MRNUFRCTURER'S SETUP PROCEDURES MANUAL INTERVALS.SEE SECTION ION R M12-1-OLS OF THE INSIGNIA OF SHp,_L SITYJW ACTUAL LOCATION CROSS-LINKED POLYETHYLENE(PER)LINES MAXIMUM AFORCC WHIRL OWI TLE OPTIONS. WIRING SMALL 8 LENGTH TO FIT SECURELY BETWEEN SHE JOIST SPACE F ENSURE F, 2 R- SMOKE DETECTOR WIRES DROPPED FROM EACH FLOOR SHALL COMPLY WITHAL SECTION R50ZLZL OF THE INSIGNIA OF APPROVAL HORIZONTAL SUPPORT SPACING ZING ACCORDANCE WITH MANUFACTURER'S HALIROTECTETION�"I RT WHICH T3'c "OF 2)0.13 FR 3 1/2' WITH LOLL CARRYING CAPABILITIESHTON OF THE LORD BEARING TO BASEMENT SHALL BE INTERCONNECTED WITH 10. FLREBLOCKING SHALL BE PROVIDED W NGWOOD-FRRMEASSEMBLIES 8. EXT.CHASES SHALL HAVE INSULATION AND DR7WRLL MAXIMUM VERTICAL SUPPORT SPACING-EACH INSTRUCTIONS WASH RND SHALL BE GFCI PROTECTED. N 0162"x 3 H5 E 02) HES 3 . WALLS.Fy TH TER SHALL CONTACT THE MANUFACTURER AND BR5ENENT SMOKE DETECTOR.BY THE BUILDER.. FLOOR CONSTRUCTION AND FLOOR-CEILING G R.,SEMBLIES 9, HANDRAILS SHALL IR PROVIDED ON AT LEAST RE ONE STORY HEIGHT BUT NOT TO EXCEED 10'-0" AND 10.WHEN R WASHER RECEPTACLE SERA IS INSTALLED 1 INR NAILS ON EACH SIDE TI THE SPLICE TO VERIFY THE LOADING, SIZE,SPECIES, GARDE AND E_FOR CAPE UNITS. WIRE IS STUBBED THP.O^GH IN ACCORDANCE WITH SECTION 86028. SIDE AI EACH STAIRWAY WITH FOUR OR MORE RISERS. MIDSTWATER RY GUIDE. BATHROOM, WHETHER R SEPARATING DOOR IS PRESENT SEE R30L222.2, EXCEPTIONS 4 AND S. O.C. SPACING OF LORD BEARING MEMBERS.GABLE END FLOOR/CEILING FOS. BUILDER TO INSTALL ,,,_CORN CHIMNEY FTREBLOCKING SHALL COMPLY WITH R100ll2 HANDRAIL HEIGHT, MEASURED ABOVE STAIR TREAD 'WATER DiSTRTBUTCON PIPING'HALL"INFORM TO OR NOT, THAT RECEPTACLE SHALL BE GFCI PROTECTED. S BUILDINGS LOCATED IN SDC DO SHALL EE PROVIDED WALLS EXCEPT FOR THOSE SUPPORTING WINGED FIREBLOCKING SHALL BE APPLIED BEFORE SPACE I5 NOSINGS SHALL BE NOT LESS THAN 34 INCHES FO RNSIMSF 61 AND STANDARDS LISTED ABOVE 11.GFCI CIRCUIT PROTECTION SHALL BE PROVIDED BY WITH IXTERIOR RND INTERIOR BRFlCEO WALL LINES. GABLES, BALCONIES. 2nd FLOOR WALL DEAD LORDS RRE FLOOR SI10KE DETECTOR151. COVERED OR CONCEALED. NOT MOPE THAN 38 INCHES.SEE SECTIOR R31L5.6. 3. PIPING,FIXTURES, MATERIALS AND DEVICES SP.ERKEP. OR RECEPTACLE SPACING BETWEEN BRRCED WALL LINES SHALL NOT NON-LOAD BEARING.CONTACT MANUFACTURER TO VERIFY 3. BATHROOM CIRCUIT WIRES DROPPED FROM EACH FLOOR TO 11. ROOF COVERINGS SHALL COMPLY WITH'SECTION 8905. GUARDS SHALL COMPLY WITH SECTION R312 UTILIZED W R PLUMBING SYSTEM SHALL COMPLY 12 SMOKE DETECTORS SHALL BE FIRER 4518 OR R EXCEED 25 FEET ON CENTER IN BOTH THE BEARING STATUS OF GABLE END WALLS WHEN IN DOUBT. BF15EAENT SHALL BE INTERCONNECTED BY THE BUILDER. SHINGLES SHALL COMPLY W/ RSTM D3161,CLASS F. 10. VENTILATION OF ATTIC SPACE SHALL BE PROVIDED BY WITH SECTION P2608. LISTED EOUIVRLENT. LONGITUDINAL AND TRANSVERSE DIRECTIONS. 4. WHEN CONSTRUCTION AND FRBRICATION OF ELEMENTS, 4.PANEL BOXES IN CRAWL SPACE UNITS SHALL BE 12.SKYLIGHTS AND SLOPED GLAZING SHALL COMPLY WITH R COMBINATION OF ERVE AND RIDGE VENTS. THE 4. SOLDER AND FLUX USED FOR COPPER PIPE SHALL HAVE WALL BRACING 5HRLL BE IN ACCORDANCE WITH Le. PORCHES, CRRPORTS, GARAGES, ETC.IS DONE IN R INSALLEI]BY THE MANUFACTURER. FOR OTHER UNITS, SECTION 8308.6. MINIMUM NET FREE VENTILATION AREA SHALL BE A CHEMICAL COMPOSITION EOURL TO OR LESS THAN 13.SMOKE DETECTORS SHALL BE DIRECTLY CONNECTED TO TABLE 8602101. MANNER THAT DOES NOT IMPOSE ANY ADDITIONAL THE MANUFRCTURER MAT EITHER INSTALL THE PANEL R GENERRL ILLUMINATIONCIRCUITSUIT WITH NO EXCEPTION: IN ONE AND TWO STORY BUILDINGS, BOX, WIRE THE.PANEL BOX UNDERNEATH FOR 13 STRUCTURAL MEMBERS SUBJECT TO HOLE DRILLING, 1/300 OF THE RRER OF THE SPACE VENTIATEa 0.2 PERCENT ZERO.THE SOLDER SHALL COMPLY WITH c S(_ VERIFICATION LIVE LORDS ON TNG CAPABILITIES IES NO ASTM 88E THE FLUX SHALL COMPLY WITH ASTM 8813. INTERVENING SWITCHES.u' a^h±LL BE INTERCONNECTED VEP.IFICATION OF LORD CARRYING CAPABILITIES IS CUTTING.OR NOTCHING SHELL COMPLY WITH SECTIONS U. THIS NOTE RESERVED FOR FUTURE USE. SPACING BETWEEN BRACED WALL LINES SHALL NOT INSTALLATION BY THE BUILDER OR LABEL WIRES AND S. JOINTS BETWEEN DIFFERENT GRADES OF PLASTIC PIPE W SUCH R MANNER THAT THE ACTIVATION OF ONE SHIP PANEL BOX AND BREAKERS LOOSE FOR 85028, P.6025, R6026.L P.802.7, L2 INDIVIDUAL COMPONENTS SUCH AS STRUCTURAL AARRry WILL ACTIVATE ALL ALARMS IN THE EXCEED 35 FEET ON CENTER IN ORDER TO REQUIRED O THE BUILDER FOR THE ATTACHMENT OF SEE FIGURES 85028,R602301,R602.3(2), SYSTEMS.HABITABLE SPACES.NON-HRBITASLE SPACES, AND OTHER PIPING FITTING- SHALL BE MADE WITH AN ACCOMMODATE ONE SINGLE AODM NOT EXCEEDING ELEMENT TO THE MODULAR UNIT. INSTALLATION B7 THE BUILDER R602.6(1), R6026(2). STAIRWAYS,CLOSETS,UTILITY AREAS, BATHS, APPROVED ADAPTER FITTING. INDIVIDUAL UNIT. 900 5F W EACH DWELLING UNIT. RLL OTHER S. WHEN PANEL BOX I5 INSTALLED IN UNIT, ELI=CTRICRL 6. FOR RES PIPE AND FITTINGS,A SOLVENT CEMENT THEY SHALL BE LOCATED W EACH SLEEPING ROOM, 5. OPENINGS IN MRRRSGE WALLS CRERTER TORN 6-O' 14.HANGERS SHOWN IN MAY SUBSTITUTE FOR THE JOIST KITCHENS,GARAGES.CARPORTS,ETC.MAY BE OUTSIDE OF EACH SEPARATE SLEEPING AREA AND ON BARGED WALL LI`SPACING SHALL IN 25 FEET APART SHALL REQUIRE H STEEL COLUMN OR FOUNDATION CONNECTIONS BETWEEN MODULES SHALL NF MADE IN DRAWING SHOWN W THE TYPICAL CROSS SECTION INTEGRATED WITH ANY FLOOR PURR THEY MAY BE THAT COMPLIES WITH ASTM E SEC SHALL BE APPLIED EACH FLOORAND INSTALLED ALL SMOKE ALARMS SHALL BE MAXIMUM.EXTERIOR BRACED WALL LINES SHALL PIER ENDER EACH END IN THE FOUNDATION. JUNCTION BOXES W THE ATTIC CAVITY NUF THE DRAWINGS. R 2.2 NOMINAL W000 LEDGER STRIP. ROTATED 90 AND/OR REVERSED IN ANY DIRECTION. TO RLL JOINT SURFACES. SEE SECTION P2504.9.11 LISTED RND WSTFLLEO W ACCORDANCE WITH THE HAVE R BRACED WALL PANEL LOCATED AT THE END OF ACTUAL FLOOR PLANS PROVIDED FOR PERMIT SETS ACCESS PANEL OR W THE BASEMENT.MANUFACTURER 15. SINGLE FRMILY OWNER OCCUPIED DWELLING UNITS APE IN PART OR IN THEIR ENTIRETY.APPLICABLE FOR CPVC PIPE FIND FITTINGS,R SOLVENT CEMENT PROVISIONS O`" THE CODE AND NFPR 72 THE BRACED WALL LINE.SEE R60210.1L2 SMALL SHOW LOCATION OF EXTRA SUPPORTS. SHALL SUPPLY JUNCTION BOX AND WIRE EXEMPT FROM THE FOLLOWING CODE REQUIREMENTS: STRUCTURAL SYSTEM DRAWINGS SHALL BE CROSS THAT COMPLIES WITH RSTM F 493 SHALL BE APPLIED 5EE ELECTRICRL FIELD NOTE e<Z 6. EXTERIOR WALL TYPE OF BRACE IS METHOD THREE. 6 SHIP LOOSE APPLIANCES AND OR EQUIPMENT SHALL G. WHEN PANEL BOX IS NOT LOCATED ON OR DIRECTLY R303.8- REQUIRED HEATING REFERENCED ON ALL FLOOR PLAN DRAWINGS TO ALL JOINT SURFACES.THE JOINT SHALL BE MADE MINIMUM LENGTH OF BRACED PANEL IS 48"OR AS BE INSTALLED PER THE PRODUCT MFNUFRCTURERS- ADJACENT TO AN EXTERIOR WALL OF BLINDING, R 83061-TOILET FACILITIES 13.FORM PLASTIC IF USED,SHALL BE IN COMPLIANCE WHILE THE CEMENT I5 WET,AND IN ACCORDANCE WITH 14_CRRBON MONOXIDE DETECTORS SHALL BE PROVIDED AND RE BY TABLE R60Z105. INSTRUCTIONS BY THE BUILDER OR RETAIL CUSTOMER. SERVICE DISCONNECTING MEANS SHALL BE INSTALLED AT RSTM D 2846 OR RSTM F 493.SEE SECTION P2904.9.12 INSTRII W ACCORDANCE WITH SECTION 8313.4. R READILY ACCESSIBLE LOCATION EITHER OUTSIDE OF R3062-KITCHEN FACILITIES WITH SECTION R314. SEE R602.10.3 AND 860210.4, 7. HANDRAILS SHALL BE SUPPLIED AND INSTALLED BY THE EXEMPTIONS SHALL BE SUBJECT TO APPROVAL BY 14. THIS NOTE.RESERVED FOR FUTURE USE FOR PVC PIPE AND FITTINGS,R PRIMER THAT DETECTORS SHALL BE LISTED AND LABELED AS 7, INTERIOR WALL TYPE OF BRACE I5 METHOD THREE BUILDER BEFORE UNIT I5 HABITABLE, THE BUILDING OR INSIDE NEAREST THE POINT OF THE AUTHORITY HAVING JURISDICTION L5. BASEMENTS WITH HABITABLE SPACE AND EVERY COMPLIES WITH RSTM F 656 SHALL BE APPLIED COMPLYING WITH OL 2034. ENTRANCE OF THE SERVICE CONDUCTORS ON SITE B7 TO ALL PVC SOLVENT CEMENTED JOINTS. 15.ENCLOSED INCANDESCENT CEILING LIGHTS W R CLOSET MI 5(MATERIAL APPLIED TO BOTH FACES). THEBUILS SHALL BE FIELD INSTALLED. 16. CONNECTORS SHALL BE INSTALLED CAPABLE SLEEPING ROOM SHALL HAVE AT LEAST ONE OPENABLE SOLVENT CEMENT FOR PVC PIPE COMPLYING WITH SHALL HAVE 12"MINIMUM HORIZONTAL CLEARANCE FROM MINIMUM LENGTH OF BRACED PANEL IS 48". 8. THE BUILDER SHALL BE RESPONSIBLE FOR COMPLYING THE ICE D15 OF RESISTING UPLIFT FORCES SPECIFIED EMERGENCY ESCAPE AND RESCUE OPENING WITH A SILL SEE 860210.3 AND 880210.4. WITH SECTION 8310, APPLICABLE TO BASEMENTS SERVICE DISCONNECTING MEANS SHALL NOT 8E ON THE TRUSS DRRWING5 FOR THE ROOF HEIGHT OF NOT MORE THAN 44 INCHES ABOVE THE RSTM D 2564 SHALL BE APPLIED TO RLL JOINT COMBUSTIBLE MRTEP.IAL SURFACE MOUNTED 8. ADHESIVE ATTACHMENT OF WALL SHEATHING SHALL REOUIRWG EMERGENCY AND RESCUE OPENINGS. INSTALLED IN BATHROOMS. TRUSS TO WALL CONNECTION FLOOR,R MINIMUM NET CLEAR OPENING RRER OF SURFACES.SEE SECTION P2904.913. FLUORESCENT OR P.ECE55ED ENCLOSED INCANDESCENT NOT BE PERMITTED IN 5DC'S C OR DQ SEE R602101L5, S. FOUNDATION PLANS ARE FOR DIMENSIONAL RND METHOD THE AUTHORITY HAVING JURISDICTION 5HRLL DETERMINE TRUSS SHALL BE INSTALLED W ACCORDANCE 5.7 SQUARE FEET.R MINIMUM NET CLERK OPENING FOR CRO55 LINKED POLYETHYLENE (REX)PIPE AND CEILING LIGHTS W A CLOSET SHALL HAVE 6"MINIMUM I INTERIOR BRACED WALL LINES SHALL BE FASTENED TO OF CENTER GIRDER SUPPORT ONLY.FINAL DRAWINGS THE DISTANCE INSIDE THE BUILDING THE SERVICE ' WITH THE CONNECTORS SHALL BE SPECIFICATIONS. HEIGHT R 24 INCHES AND R MINIMUM NET CLERK FITTINGS, JOINTS BETWEEN TUBING OR FITTINGS HORIZONTAL CLEARANCE FROM COMBUSTIBLE MATERIAL FLOOR AND ROOF FRAMING IN ACCORDANCE WITH TABLE FOR SITE WORK REQUIRED IN CONNECTION WITH ENTRANCE CONDUCTORS SHALL SE ALLOWED TO TRAVEL SIE SECTIONS 802105 FIND 8802111 OPENING WIDTH C 20 INCHES. SHALL COMPLY WITH SECTIONS P2904.91.41 AND 16.3 WRY AND 4 WRY SWITCHES SHALL BE 50 WIRED THAT R6DZ3W. SET-UP/IN5TALLRTION OF THE UNIT SHALL BE DONE TO THE MRIN-DISCCONNECTING MEANS. REQUIRED WINDOW WELLS SHALL COMPLY WITH P2904.9.L42. SEE SECTION P2904.914. ALL SWITCHING IS DONE ONLY W THE UNGROlNDEO JOISTS PARALLEL TO THE TOP PLATE SHALL BE B7 R P.E. OR R.R.BASED ON LOCAL SOIL CONDITIONS. 7. ELECTRIC SERVICE SHALL BE GROUNDED ON SITE BY 7. HORIZONTAL DRAIN LINES 2 1/2"OR LESS SHRILL CONDUCTOR SWITCHES OR CIRCUIT BREAKERS SHALL NOT TOE-NRILED TO THE TOP PLATE WITH MIN.8d NAILS SECTIONS LING AND 8310.2.1. 10.ALL WORK DONE ON SITE SHALL BE RPPP.OVED 8Y THE THE RBUILDER M ACCORDANCE WITH GOVERNING CODES. 16. EACH DWELLING UNIT SHALL CONTRA AT LEAST ONE SLOPE R MINIMUM OF 1/4"PER FOOT. DISCONNECT THE GROUNDED CONDUCTOR OF R CIRCUIT. SPACED R MAXIMUM OF 6'O.C. AUTHORITY HAVING JURISDICTION. B. AFTER THE HOME IS SET ON THE FOUNDATION AND THE HABITABLE SPACE WITH 120 SO.FT.MINIMUM GROSS HORIZONTAL DRAW LINES 3'TO 6'SHALL SLOPE 17.OUTLET BOXES IN FIRE RATED ASSEMBLIES SHALL BE TOP PLATE LAPS SHALL BE FRCE NAILED WITH MIN. ELECTRICRL SYSTEM IS COMPLETED BY OTHERS IN FLOOR RREAR MINIMUM OF 1/8"PER FOOT. PASS 6 SEYMOUR TYPE P118RN OR A LISTED EIGHT(8) 168 NAILS EACH SIDE OF THE SPLICE ACCORDANCE WITH THE GOVERNING CODES, R COMPLETE OTHER HABITABLE ROOMS EXCEPT KITCHENS SHALL 5. FITTINGS FOR CHANGE IN DIRECTION OF DRAINAGE EOUIVRLENT. SEE R60211-1 OPERATIONAL CHECK SHALL BE PERFORMED.THIS CHECK HAVE R FLOOR AREA OF NOT LESS THAN 70 SO.FT. PIPING SHALL COMPLY WITH TABLE 30051 OUTLET BOXES.ON OPPOSITE SIDES OF FIRE RATED 10. OPENINGS IN THE FLOOR OR ROOF/CEILING 5HRLL SHALL BE THE RESPONSIBILITY OF THE BUILDER HABITABLE ROOMS EXCEPT KITCHENS SHALL NOT BE 9. MAXIMUM LENGTH FROM WASTE OUTLETS TO TRAP WALL ASSEMBLIES SHALL COPLY WITH 8317.3.2, NOT EXCEED TWELVE(12)FEET OR SOS OF THE 9. COMPLETED ELECTRICRL SYSTEMS SHALL BE INSPECTED LESS THAN 7 FEET W ANY HORIZONTAL DIRECTIONWEIR SHALL BE 24", EXCEPTION 2 LEAST FLOOR OR ROOF/CEILING DIMENSION AND TESTED IN CONFORMANCE WITH.NIFPR-70. SEE SECT.8304.4 FOR HEIGHT EFFECT ON ROOM AREA 10.AS AN ALTERNATIVE TO VENTS THROUGH THE ROOF, I8.WHEN CIRCU175 WILL NOT FIT IN R SINGLE PANEL BOX, SEE R301.2-2.22(4). TESTING AND INSPECTION SHALL BE PERFORMED B7 AN 17. THE GREATEST RISER HEIGHT OR TREAD DEPTH WITHIN AIR ADMITTANCE VALVES COMPLYING WITH ASSE 1051 A 5U8-FEED SHALL BE IN5TRLLED. SEE DRAWING 6e. 1L IN SDC DO,WATER HERTER5 SHALL BE ANCHORED OR APPROVED ELECTRICRL UNDERWRITERS AGENCY. SHALL BE PERMITTED FOR R SINGLE FIXTLRE OR FOR 19.SEE DWG 3n FOR ADDITIONAL 6 2008 NEC EIEC NOTES. STRAPPED.STRAPPING SHALL BE AT POINTS WITHIN ANY FLIGHT OF STAIRS SHALL NOT EXCEED THE MULTIPLE FIXTURE TRAPS.SEE SECTION P3ll4. 10.WHEN AREAS ARE PROVIDED W THE FACTORY, SMALLEST BY MORE THAN 3/8". 20.SMOKE ALARMS AND DETECTORS INSTALLED WITHIN THE UPPER AND LOWER 1/3 OF THE APPLIANCE'S WASHERS,DRYERS, WATER HEATERS MAY BE . TREAD DEPTH OF WINDERS SHALL COMPLY WITH 11 HORIZONTAL VENT PIPES SHALL BE EVERTED R A 20 FOOT HORIZONTAL PATH OF R COOKING VERTICAL DIMENSIONS. INSTALLED BY THE MANUFACTURER R3115 32 MINIMUM OF 6"ABOVE THE FLOOD LEVEL RSM OF APPLIANCE SHALL BE EQUIPPED WITH AN ALARM AT THE LOWER POINT, THE STRAPPING SHALL MAINTAIN WHEN AREAS OR APPLIANCES ARE NOT PROVIDED, _ A FLIGHT OF STAIRS SHALL NOT HAVE R VERTICAL THE HIGHEST FIXTURE SERVED. SILENCING MEANS OR BE OF THE PHOTO-ELECTRIC TYPE A MIR DISTANCE OF 4"ABOVE THE CONTROLS. APPLIANCES SHALL BE PROVIDED BY THE BUILDER, RISE GREATER THAN 12 FEET BETWEEN FLOOR LEVELS 1Z SHOWERS SHALL COMPLY WITH SECTION PZ708. 21.SMOKE ALARMS AND DETECTORS SHALL NOT BE SEE M1307.2 MRNUIFRCTURER OR RETAIL CUSTOMER AND LAVATORIES SHALL COMPLY WITH SECTION P271L INSTALLED WITHIN R 3 FOOT HOR12ONTAL PATH FROM INSTALLED ON SITE OR LANDINGS. WIDTH OF EACH LANDING SHALL NOT BE LESS WATER CLOSETS SHALL COMPLY WITH SECTION F2712. A DOOR TO R KITCHEN OR BATHROOM CONTAINING 1L ALL WORK DOME ON SITE SHALL BE APPROVED BY THEN THE STAIRWAY OR DOOR SERVED. EVERY LANDING BATHTUBS SHALL COMPLY WITH SECTION Z'!13. R SHOWER OR A TUB. PLUMBING FIELD NOTES THE AUTHORITY HAVING JURISDICTION SHALL HAVE A MINIMUM DIMENSION D. 36 INCHES 13.BATHTUB AND SHOWER FLOORS AND WALLS ABOVE 2Z SMOKE RLRRMS AND DETECTORS SHALL NOT BE MEASURED W THE DIRECTION OF TRAVEL. BATHTUBS WITH INSTALLED SHOWER HEADS AND IN INSTALLED WITHIN R 3 FOOT HORIZONTAL PATH FROM L BUILDER RESPONSIBLE FOR SUPPLYING 6 INSTALLING 18. MEASUSTRIRRED SHALL NOT BE LESS THAN L.INCHES W SHOWER COMPARTMENTS SHALL BE FINISHED WITH R THE TIP OF THE BLADE OF R CEILING SUSPENDED DISHWASHER d ICE-MRKER-BOX WATER HAMMER CLERK WIDTH AT ALL POINTS ABOVE THE PERMITTED NONABSORBENT SURFACE SUCH WALL SURFACES SHALL (PADDLE)FRN. ARRESTOR COMPLYING WITH RSSE 1010. HANDRAIL HEIGHT AND BELOW THE REQUIRED HEADROOM EXTEND TO A HEIGHT OF NOT LESS THAN 6'-0" ABOVE 23.INTERIOR STAIRWAYS HAVING 6 OR MORE RISERS SHALL Z BUILDER RESPONSIBLE FOR SUPPLYING AND HEIGHT.HANDRAILS SHALL NOT PROJECT MORE THAN THE FIIJISHED FLOOR. RELIEVE R WALL SWITCH AT ER FLOOR LEVEL TO INSTALLING BATH FIXTURE FIRE BLOCKING. 4.5 INCHES ON EITHER SIDE OF THE STAIRWAY AND 14.SHOWERS, TUB/SHOWER RND WHIRLPOOL/5HOWER CONTROL THE LIGHTING OUTLET. 3. FIELD IN57RLLED PIPING BETWEEN SECOND 6 FIRST F Pa W1DTH CP THE STRINWRY AT AND COMBINATIONS SHALL BE EQUIPPED WITH CONTROL 24.NO MORE THAN 2 NMB CABLES MAY PASS THROUGH A FLOORS. BATHROOM TILE 6 FREEZE PROTECTION ON HERT FIELD NOTES THE MINIMUM CLE BELOW THE HANDRAIL HEIGHT SHALL N07 BE LESS THERMOSTATIC• S OHO VAL F THE PRESSURE SRLANCE, FIREEILOCKED LE WT'I-DJT BUG.,�^RTCD PER C^^"' SrRCE PIPING PLUS WORK DONE ON SITE THAN 3L5 INCHES WHERE A HANDRAIL I5 INSTALLED ON MIXING OR COMBINATION NEC TABLE E36053. SHALL BE APPROVED BY THE AUTHORITY HAVING L IF HR31TRBLE ROOMS ARE TO BE INSTALLED ON SITE ONE SIDE AND 27 INCHES WHERE HRNDRAILS ARE PRESSURE BALANCE/THERMO5TRTIC MIXING VALVE JURISDICTION.PIPING SHALL BE FIELD TESTED IN BASEMENT BY BUILDER AND R COMBUSTIBLE FUEL PROVIDED ON BOTH SIDES. TYPES WITH HIGH LIMIT STOPS CUMPLTING WITH HER T NOTES SEISMIC DESIGN FIELD NOTES BEFORE CONCEALMENT. FURNACE IS SPECIFIED, R FURNACE ROOM SHALL BE 19. FACTORY SHALL PROVIDE OPENING THROUGH FLOOR R5SE/RNSI 1016 OR 1070. 4. ROUGH AND FINISHED DWV SYSTEMS SHALL BE TESTED CONSTRUCTED AND R VENT TO EXTERIOR PROVIDED. LARGE ENOUGH TO ALLOW STAIRS 70 COMPLY THE HIGH LIMIT STOPS SHALL BE SET 1. SEE DRAWING 3.FOR ENERGY SUMMARY FIND NOTES AND 1. MASONRY COSTRUCTION IN SDC 00 SHALL COMPLY W ACCORDANCE WITH SECTIONS P2503.51 FIND BUILDER SHALL COMPLY WITH APPLICABLE CODES FOR WITH R31L5.1. TO LIMIT WATER TEMPERATURE TO R MAXIMUM 120F. U VALUES OF WINDOWS RND 00085. WITH SECTION R60612 P250352 OF THE RESIDENTIAL CODE OF NTS. ANY ADDITIONAL P._QUIP.EMENTS. 15.BATHTUBS INCLUDING GARDEN, WHIRLPOOL AND HOT BUILDINGS WITH ABOVE GRADE CONCRETE WALLS SHALL 5. ROLGH AND FINISHED WATER SUPPLY SYSTEMS SHALL 20.STEP FLfiSHWG REQUIRED WHERE A ROOF ABUTS R 2 ALL WINDOWS AND DOORS SHALL BE WERTHERSTRIPPED. 2 ALL WORK DOME ON S1TE SHALL BE APPROVED BY THE VERTICAL SUREFIRE. TUBS SHALL HAVE OUTLETS AND OVERFLOWS RT LEAST 3 CONNECTED ELECTRIC BASEBOARD HEAT LORD SHALL NOT COMPLY WITH SECTION R611,8612, OR DESIGNED W BE TESTED IN ACCORDANCE WITH SECTION P2503.6 AUTHORITY HAVING JURISDICTION 21. 36'WIDE ISUR FAUR0 REQUIRED W ALL CLOSED VALLEYS. LS INCHES W DIAMETER,AND THE WASTE OUTLET RCCORORNCE WITH ACCEPTED ENGINEERING PRACTICE OF THE RESIDENTIAL CODE OF NYS.INSPECTION EXCEED 802 OF RATED CFPRCITY.!'-0"OF BASEBOARD 3.IT IS NECESSARY TO INSULATE THE BASEMENTAIR WALLS 22 MIN.HABITABLE ROOM CLG HEIGHT =T-0" SHALL BE EQUIPPED WITH FI APPROVED STOPPER E RATED AT 250 WRITS,240V. SEE RETE FO AND TESTING OF BACKFLOW NS P2NTION DEVICES TO ENSURE COMPLIANCE WITH THE FORCED RIR DUCT 23.BLOCKING REQUIRED BETWEEN JOISTS (ABOVE AND 16.JOINTS AROUND PLUMBING FIXTURES SHALL R MADE 4 ELECTRIC BASEBOARD UNITS SHALL BE INSTALLED TO Z CONCRETE FOOTINGS IN SDC DO SHALL HAVE MIN. SHALL COMPLY WITH SECTIONS ODE OF AND THAT E REQUIREMENTS.W UNCONOICED AI SPACES BELOW]AT BRACED WALLS PERPENDICULAR AND WATERPROOF L FLOORS, WALLS AND COUNTERTOPS. SHALL MANUFACTURERS INSTRUCTIONS. LABELING OF UNITS REINFORCEMENT RS REQUIRED W SECTION 840WAL P2503.72 OF THE RESIDENTIAL CODE OF NYS. THAT ARE NOT INSULATED,THE FORCED RLR DUCT PARALLEL TO FRAMING. 17.COPPER AND PLASTIC PIPE SHALL BE PROTECTED SHALL COMPLY WITH M13031D). 3. HEIGHT OF WELLS IN SDC . WITH A MAX WALL 6. RLL WORK DONE ON SITE SHALL TI APPROVED BY MUST BE COVERED WITH SUFFICIENT INSULATION TO WHEN LESS THAN 1 1/2"FROM NEAREST EDGE OF WOOD HEIGHT OF 6 FEET AND MRX UNBALANCED BACKFILL THE AUTHORITY HAVING JURISDICTION. ATTAIN R FORCED RIR DUCT INSULATION VALUE AS S. 1'-0'OF HYQRONIC BASEBOARD HEAT 550 BTUH AT REQUIRED BY THE APPLICABLE ENERGY CODE MEMBER PROTECTIVE SHIELD PARTES SMALL BE R MIN HEIGHT OF 4 FEET SHALL COMPLY WITH THE IBOF AT 1 GALLON PER MINUTE. OF 0.067'THICK STEEL AND SHELL COVER THE AREA REQUIREMENTS OF TABLE R404.L1(D AND SHALL HAVE OF THE RIFE WHERE THE MEMBER IS NOF Z' OR S. FOR ITES HEAT BASEBOARD C TEAT SYSTEM.MANUFACTURER ONE NO. 4 HORIZONTAL BAR LOCATED IN THE UPPER SUPPLIES HEAT UNITS CONSISTING OF: BORED AND SHALL EXTEND R MINIMUM OF 2"ABOVE 12 INCHES OF THE WALL SOLE PARTES AND BELOW TOP PLATES.SEE P260321 COVER. ELEMENTS. TRPS,3/4'TYPE M COPPER STUBBED A MIN THICKNESS OF 7.5 INCHES IS REQUIRED FOR SPACE RESERVED FOR THE NEW YORK STAMP OF APPROVAL 18.CONCEALED PIPING IN UNHEATED RRERS INCLUDING THROUGH THE FLOOR.BUILDER IS RESPONSIBLE FOR THE PLAIN CONCRETE FOUNDATION WALLS EXCEPT THAT R OUTSIDE WALLS SHALL BE PROTECTED AGAINST BOILER AND ALL MATERIALS TO COMPLETE THE SYSTEM. MIR THICKNESS OF 6 INCHES SHALL BE PERMITTED FREEZING.PIPING SHALL NOT BE LOCATED IN 7. COPPER WATER PIPE, TYPES K RND-M SHALL COMPLY FOR PLAIN CONCRETE FOUNDATION WALLS WITH R MAX. UNHEATED SPACES WHEN POSSIBLE. WITH RSTM B 88 (MECHANICAL SYSTEMS ONLY)' HEIGHT OF 4 FEET, 6 INCHES. 19.CONCEALED PLUMBING SMALL BE TESTED W PLANT. B. - - -�'- - INDICATES PIPING BELOW FLOOR BY THE PLAIN MASONRY FOUNDATION WALLS SHALL BE A MIN. olrAxrA)ENr oE"ATE,CDCEs01VISION NO PLUMBING SHALL BE CONCEALED BEFORE TESTING. BUILDER ARROW INDICATES DIRECTION OF FLOW OF 8 INCHES THICK,SEE 8404.1.4. ALeAW..Ln,rn)-000, TEST GAUGES SHALL COMPLY WITH SECTION P2503.8. FOR HTORONIC BASEBOARD HEAT LAYOUT. 4. FOUNDATION WALLS IN SDC DO WITH R WALL HEIGHT Sr"'o A�Aoorwe,Io<,ser�n,reuei are , 20.IN-PLANT PLUMBING SHALL BE LABELED AND 9. MANUFACTURER SHALL PROVIDE A FRAMED CHASE UPON EXCEEDING B FEET AND UN8FLRNCED BACKFILL HEIGHT PROTECTED DURING TRANSPORTATION, REOUEST TO ALLOW FOR FLUE(S)OR DUCTS TO BE EXCEEDING 4 FEET SHALL COMPLY WITH THE INSTALLED ON SITE BY THE BUILDER SIZE TO BER4041113), PLUGGED, CAPPED.ETC. REQUIREMENTS OF TABLE E TWO NO HORIZ 2L SEE NT,FIG C FOR,ADDITIONAL GLASS PLUMBING NOTES. DETERMINED BT THE BUILDER 84041.1(4)AND SHALL HAVE TWO N0.4 HORIZONTAL W Z2 CEMENT.FIBERCE STM 2 GLASS MATT GYP BD 10.FLEXIBLE DUCT CONNECTORS SMALL BE LIMITED TO 14 SEES LOCATED IN THE ZIPPER 12 INCHES OF THE WALL. r. COMPILING WITH RSTM C1286,C1235,OR C1178 SHALL BE FEET IN LENGTH FLEXIBLE DUCT LENGTH IS UNLIMITED. SEE 8404.14. USED AS BACKER FOR WALL TILE IN TUB/SHOWER AREA iL MANUFACTURER HAS OPTION OF OMITTING THE HEATING 5. FOUNDATION AND WALL ANCHORAGE IN SDC DO,IN (8702.421.WATER RESISTANT(GREENBOARD)GYPBD SHALL SYSTEM FOR ON SITE INSTALLATION BY THE BUILDER. ADDITION TO THE REOUIREMENT5 OF R4031.6, '------ CONFORM WITH ASTM CL178 OR C530.(P702.3.8) ANCHOR BOLTS SPACED NOT MORE THAN 6 FEET O.C. 23.THE DISCHARGE WATER TEMP.FROM R BIDET FITTING ELECTRICAL SYMBOLS SHALL BE LOCATED WITHIN 12 INCHES FROM THE ENDS SHALL BE LIMITED TO R MAXIMUM TEMP, OF 110F BY OF EACH PLATE SECTION AT INTERIOR BEARING WALLS, A WATER TEMP.LIMITING DEVICE THAT INTERIOR BRACED WALL LINES AND AT ALL EXTERIOR CONFORMANUFFACTO TUURRER!,IT INSTRUCTIONS APE NOT db DUPLEX RECE'PT S SINGLE SWITCH PLATE 24.WHEREE WASHERS,R MIR OF 0.229'0.229'0".3"29' "x3"SHALL BE MRSTER SERIES AVAILABLE.R 12"XI2"ACCESS SHALL BE PROVIDED TO 5USED ON EACH BOLT BETWEEN THE FOUNDATION SILL WHIRLPOOL CIRCULATION PUMP LESS THAN 24'FROM GFI RECEPT 3 THREE WRY SWITCH PLATE AND THE NUT. THE ACCESS OPENING. THE ACCESS MUST BE 16"X18" T THERMOSTAT 4 FEET D.C.MAX ANCHOR BOLT SPRCING FOR BUILDINGS RLL MODELS 1r&T FOR CIRCULATION PUMPS GREATER THAN 24" FROM WATERPROOF RECEPT T OVER 2-STORIES IN HEIGHT. + LTHE ACCESS OPENING.P2720.1. 220 RECEPT - SEE R403-LEI AND R602-IU SCHEDULES & NOTES 25.WET-VENTING PER P3108. ® PANEL BOX 6. RLL WORK DONE ON SITE SHALL BE RPPROVED BY THE 26.SHOWER COMPARTMENTS CAN HAVE R MINIMUM FINISHED J� AUTHORITY HAVING JURI50ICTIOR I INTERIOR DIMENSION OF 26'PROVIDED THE SHOWER. -( }- LIGHT MUNCY HOMES, INC. �/, .�:R•s„dp COMPRRTMENT'5 CROSS SECTIONAL AREA IS AT LEAST T etAa 1300 SOURRE INCHES. R SHOWER COMPARTMENT EGRESS ® RANGE HOOD VENTED TO EXT. 1567 PR ROUTE 4-42 `--- -,. OPENING SHALL BE R MINIMUM CLEAR AND UNOBSTRUCTED FINISHED WIDTH OF 22 INCHES. ® FAN LIGHT VENTED TO EXT. MUNCY, PR 17756 % SMOKE DETECTOR Q) JUNICTION BOX DRN BY DATE SCALE I REV. SHT. NO. ELECT BRSESD o HYDRONIC BASE80 STRIP OUTLETS DATABASE NAMEMJL 1 3-22-91 1 NONE 10-15-2010 3b 03\3b_n 06 1 w 1 FLOOR JOIST SUMMARY FLOOR JOIST SUMMARY ROOF SHERTHING SCHEDULE: - WALL SHEATHING SCHEDULE: • FLOOR SHEATHING SCHEDULE: ROOF PANEL SPAN 0/C SPACING AND MAXIMUM TOOTER RATING REQUIRED ALLOWABLE LIVE LORD 1. EQUAL DR BETTER MATERIAL MRY BE SUBSTITUTED. 3/8"PLYWOOD SHERTHING 3/8"PLYWOOD SHERTHING L9/3Z'T&G PLYWD.STURD-I-FLOOR OR EQUAL SHERTHING SPRN 24" 19.2" 16, 2. MANUFACTURER HRS OPTION OF DECRERSING THE UNIT JOIST SIZE, SPECIES AND GRADE OF FLOOR JOIST(NOTE -2) UNIT JOIST SIZE,SPECIES RND GRRDE OF FLOOR JOIST- SEE NOTE a1 6 2 7/16" 7/lfi" S/8" THICKNESS RATING ELEMENT O.C.SPACING. WIDTH 5PgCING WIDTH SPACING 15/32" 15/37' 23/32" 3. END JOINTED LUMBER MAY BE USED INTFRCHRNGERBLI' 40 PSF LIVE LORD 1/2" 1/2" 3/4" 7/16" 24/16 4D PSF 65 PSF IDD PSF WITH SOLID SAWN MEMBERS OF THE SAME SPECIES 60 PSF 1� 3/8" O.S.SHERTHING 3/8"C.B. SHEATHING 19/32"T6G O.B.STUP.D-I-FLOOR OR EDURL 15/32' 32/16 70 PSF 120 PSF 180 PSF AND GRADE IN WALL CONSTRUCTION. 24' 12" 2x6 SPF =2/= OR OURL 7/16" •• 7/16" 5/8" 19/32" 40/20 130 PSF 205 PSF 305 PSF 4_ RLL SUMMARY TABLES REFLECT THE 2001 AND 2005 NDS. 24' 16" 2X8 SPF (SOUTH) -1 OR EOUA_ 1 e 15/32" 15/37' 23/32" 5. WHEN ATTIC FLOOR IS DESIGNED FOR STORAGE,USE 24' 16" 2.8 SPF a2/=1 OR EQUAL 24' 16" 2.8 SYP xl OR EQUAL 1/2" " 1/2" 24' 24" 240 SPF(SOUTH)OR EQUAL 24' 16" 2.10 SPF(SOUTH) •2 OR EOURL15/37' COMBINATION SHERTHING/SIDING " THE ROOF SHERTHING SCHEDULE(3/8" NOT APPLICABLE]. 24' 16" 2x12 SPF(SOUTH)=2 OR EOURL 1/7'COMBINATION SHERTHING/SIDING SEE GENERAL NOTE =5 6. INTERIOR NON-LORDBEARING WRLLS MAY BE 26' 12 2x8 SPF=2/=1 OR EOURL 26' 12 2.8 SYP =1 OR EQUAL 19/32" COMBINATION SHERTHING/SIDING CONSTRUCTED OF WOOD STUDS. 26' 16" 2.10 SPF r2/=L OR EQUAL 5/8"COMBINATION SHERTHING/SIDING WOOD STUDS SHRLL BE R MINI OF 2x3 SPF STUD GRADE 26' 16 2.8 SYP =2 OR EQUAL 26 16" 2x12 SPF (SOUTH) •2 OR EOURL SPRCED NO MORE THAN 24"O.C.WITH R MRXLMUM 26' 16" 2x10 SPF(SOUTH)=2 OR EOURL 20' 12" 2x10 SPF(SOUTH) =2 OR EOURL SEE GENERAL NOTE =7 CEILING HEIGHT OF 10'-0'. 26 24" 2.10 SPF =2/=1 ) EOURL 28' 16" 2x10 SYP(S OR EOURL RE RN OPTION,PRE-ENGINEERED WOODS STUDS MAY 2fi' 24" 2x3.SPF(SOUTH) 2 OI EQUAL 28' 16' 2x12 SPF(SOUTH) 2 OP.EQUAL ALSO BE UTILIZ_w,THESE ARE MRNUFRCTURED IN 26' 192° 3x2x9 3/8" TRU55 JOIST OR EOURL 31' 12" 2x10 SYP •2 OR EQUAL 31' 16" 2X12 STP r2 OR EQUAL EITHER 2x4 OR 2x6 NOMINAL DIMENSIONS. 28' 12" 2.8 SPF =2/•1 OR EQUAL 7. RATED SHEATHING PANELS WITH ROOF SPRN RRTING 28' 11. 2x10 SPF(SOUTH)=2 OR EOURL = ALL SHERTHING IS AGENCY RATED OF 24"OR GP.EATER INSTALLED WITH LOING DIMENSION 2B' .24" 2x10 SYP (S OR EOURL EITHER PARALLEL OR PERPENDICULAR TO STUDS 26' 24" 2x12 SPF (SOUTH) -2 OR EQUAL 16"OR 24"D.C.(EXCEPT 3-PLY PLYWOOD PRNELS MUST 28' 19.2" 322.9 3/8"TRUSS JOIST OR EOURL FLOL JO ISTS STS IST USEDSUMMARY EXOTERIOR APPLICATION TO BE PRESSURE BASEMENT WALL LORDS AND CENTER GIRDER SUPPORT LORDS AND SPACING (NOTE -8) BE APPLIED WITH LONG DIMENSION ACROSS STUDS WHEN STUDS PIPE SPACED 24"O.C.I. 31' in- 2aO SPF r2i xi OR EDURL TREATED LUMBER. RATED SHEATHING PANELS WITH ROOF SPAN RATING 31' 24" 2x12 SYP r2 OR EOURL 2.SEE SECT=4 OF APPROVED CRLC MRNURL UNIT NUMBER OF TYPE OF UNIT ROOF PITCH GROUND BASEMENT CENTER GIRDER CENTER GIRDER LESS THAN 24" INSTALLED WITH LONG DIMENSION 31' 19.2" 3.2x9 3/B" TRUSS JOIST OR EQUAL WIDTH STORIES X/12 SNOW LORD WALL LORDS SUPPORT LORDS SUPPORT SPRCING EITHER PRRFlLLEL OR PERPENDICULAR TO STUDS ' (Pgl PSF SEE NOTES SEE NOTES SEE NOTES 16'O.C. (EXCEPT PLYWOOD PANELS 3/8"THICK OR • SEE DETAIL -5 OF BHT B. =L r2. .6 =1 AN r2 -1, r3, =7 LESS MUST BE APPLIED WITH LONG DIMENSION ACROSS STUDS). 24' 1 RANCH,ELL, SPLIT, TEE LE55 THRN 9 35 -50 798 -939 1484-1724 7-0' - 6-E" 30 PSF LIVE LORD 26' 1 RANCH, ELL SPLIT, TEE LESS THAN 9 35- 50 858-1008 1601- IB61 9'-7"- 8'-11" 24' 16" :2.8 SPF(SOUTH)a2 OR EOURL 29 1 RANCH,ELL, SPLIT,TEE LESS THRN 9 35- 50 902-1050 1689-1964 9'-4"- 8'-8" 4' 24" "2x6 SPF r2/rl OR EQUAL 24' '24" 2x1O 5FF(SOUTH) -2 OR EQUAL 31' 1 RANCH,ELL, SPLIT, TEE LESS THAN 9 35-50 1021- 1201 1952-2272 B'-9" 24• 1 RAISED RRNCH LESS THAN 9 35-50 886-1039 1484-1724 T-0" 26' 16" 2.8 SPF .2/rl OR EDURL 26 1 RAISED RRNCH LE55 THAN 9 35-50 94S - L107 1501- 1861 26 24" 2x8 SYP •1 OR EQUAL 28' 1 RRISED RRNCH LESS THAN 9 35-50 988- U58 1689- 1964 2fi' 24" 2x10 SPF(SOUTH)=2 OR EDURL 31' 1 PRISED P.ANCH LESS THAN 9 BE-50 1105 -1297 '952- 2Z72 - 28' 16" 2xB SPF -Z/al OR EOURL 24' 2 2 STORY LESS THAN 9 35 -50 1209- 1349 2284 - 2524 5'-8" - 54" 26' 116" 2.10 SPF(SOUTH)r2 OR EOURL 26 2 2 STORY LESS THAN 9 35 -50 1298- 1448 2461-2721 7-9" -7-5" 28' 24" 2.10 SPF =2/xl OR EQUAL 28' 2 2 STORY LE55 THAN 9 35- 50 1365- 1522 2594- 2869 7-0"- 7-2" 31' 12" 2.8 SYP r2 OR EQUAL 31' 2 2 STORY LESS THAN 9 35 -50 1551-1731 2992-3312 7-0" - 6'-6" 31' 16" 2x10 SPF(SOUTH) r2 OR EQUAL 24' 1 RRNCH W/RTTIC STORAGE 5 -7 35-50 1026- 1337 1260-1550 7-6" -6'-I0" 1 31' 24" 2.10 SYP-1 OR EQUAL 26 1 RRNCH W/RTTIC-STORAGE 5 - 7 35-50 1026-1337 1098- 1282 11'-81 - 0-9" 31' 24" .2.12 SPF-2/a1 OR EQUAL 28' 1 RRNCH W/RTTIC STORRGE 5-7 35-SD 1026-1337 1180- 1386 11'-3" - 10'-4" 31' 1 RANCH W/RTTIC STORAGE 7 35 - SO 1137 -1481 1343- 1585 10'-6" -91-8" . EXTERIOR SIDE WALL STUD SUMMRR7-APPLICABLE TO MRRRIAGE WRLL STUD SUMMARY- APPLICABLE TO 24' 1 RR W/RTTIC STORRGE 5- 7 35-50 1116 -1449 1260- 1550 T-S" - 6-10" UNITS USING 5 AND 7/12 MONO-PITCH TRUSSES UNITS USING 5 RND 7/12 MONO-PITCH TRUSSES 26' 1 RR W/RTTIC STORAGE 5- 7 35-50 1116 -1449 1096- 1262 111-8"- 30'-9" WIND UNIT NUMBER GROUND SIZE,SPECIES,GRRDE STUD CEILING NUMBER UNIT NUMBER GROUND SIZE, SPECIES,GRADE STUD CEILING 28' 1 RR W/RTTIC STORAGE 5-7 35- 50 1116 -1449 1180- 1386 I1'-3"- 10'-4" ZONES WIDTH OF SNOW SEE NOTES 7, B, 9, ll OC HEIGHT MARK WIDTH OF SNOW SEE NOTES 7, 9, ll OC HEIGHT 31' 1 RR W/RTTIC STORAGE 7 _ 35-50 1227 -1593 1343 - 1585 101-61•- 9'-8" MPH STORIES LORD(P SPRCING NOTE 6 WRLLS STORIES OAD (P) SPACING NOTE E 24' 2 2 STY W/RTTIC STORRGE 5- 7 35-51) 1420 - 1731 2060-2350 S-11"- 5-7" 100 24'-31' 1 -2 50 2x6 SPF STUD 16" 96" 2 24'-31' 1 35 2.3 SPF •2/.L 24" 96" 26 2 2 STY W/RTTIC STORAGE 5- 7 35-50 1420 - 1731 1958-2142 B'-8" - 8'-4" 100 24'-31' 1 - 2 50 2x6 SPF STUD 24" 96' 2 24' 1 50 2.3 SPF x2/x1 24'• 96° NATE 1 NOTE 5 2 24'- 31' 1 50 2x4 SPF STUD 24" 96' 29 2 2 S77 W/RTTIC STORAGE 5 -7 35-SD 1420-1731 2085-2291 8'-6' -8'-0" 2 24' -31' 1-2 SO 2x4 SPF STUD 16" 96" 31' 2 2 STY W/RTTIC STORAGE 7 35- 50 1575-1919 2353 - 2595 T-11"- 7-7" 28' 2 CONTEMPORARY LESS THAN 9 35-50 1386-1546 2638-2916 8'-O"-7-6" 110 24'-31' L -2 SO 2.6 5PF STUD 16" 96" MARRIAGE WALL STUD SUMMRR7 -RPPLICRBLE TO UNITS WITH R 5/12 AND 31' 2 COMEMPORRRY LESS THAN 9 35-50 1563-1743 2992-3312 7'-6"-T-0" 110 24 -31' 1 -2 50 as 5PF STUD 24" 96" 7/12 ROOF PITCH RND THE RTTIC IS USED FOR STORAGE;RPPLICRBLE TO 24' 1 CAPE 9 35-50 1049-1372 1010-117fi B'-2"-7'-9" NOTE 1 NOSE 5 UMTS WITH A 9/12 OR 12/12 ROOF PITCH- SEE NOTE 30 26' 1 CAPE 9 35-SD 1049-1372 1044- 1202 11'-11"- 11'-1" 120 24'- 31' 1.�- 35 9 28 1 CAPE 9 35- 50 1049 -1372 1102- 1268 11'-7"- 10'-L0" 2 2x6 SPF STUD 16" 6 NUMBER IDT NUMBER GROUND SIZE, SPECIES, 9,11 STUD CEILING NOTE iMRRR WIDTH OF SNOW SEE NOTES 7, 9,ll OC HEIGHT 24' 2 2 STORY CAPE 9 35- 50 1443-1766 1810- 1976 64"- 6'-1" WRLLS STORIES LORD 0=g SPACING NOTE 6 26 2 2 STORY CRPE 9 35-50 1443-1766 1904-2062 8'-10"- 8'-6" EXTERIOR SIDE WRLL STUD SUMMARY-APPLICABLE TO UNITS WITH A 2 24' -31' 1 50 2.3 SPF r2/xl 24" 96" 28' 2 2 STORY CAPE 9 35-50 1443-1766 2007- 2173 9-7"- F-3" 5/12 ROOF PITCH RND THE RTTIC IS USED FOR STORAGE 2 24'-31' 1 -2 50 2.4 SPF STUD 16" 96" 24' 1 CAPE 12 35 - 50 1032-1346 1082- 1284 7-11"- 7-6" WIND UNIT NUMBER GROUND SIZE,SPECIES,GARDE STUD CEILING 26' 1 CAPE 12 35-SO 1032-1346 1204-1440 ll'-I"- 10'-Z' ZONES WIDTH OF SNOW SEE NOTES 7,8, 9, E OC HEIGHT MARRIAGE WRLL STUD SUMMARY -APPLICABLE TO 28' 1 CAPE 12 35-50 1032-1346 1250- 1490 10'-ll"-10'-0" MPH STORIES ORO (P SPRCING NOTE 6 CAPES WITH R SHED DORMER-4.11/12 SIDE 31' 1 CAPE 12 35-SO 1216-160D 1331-1567 10'-7"-S-9" SOD 24',-28' 1 -2 50 2x6 SPF STUD 16" 96" NUMBER UNIT NUMBER GROUND SIZE, SPECIES,GRADE STUD CEILING 24' 2 2 STORY CAPE 12 35- 50 1426 - 1740 1882-20-04 6'-3" -I-,..100 24'-28' 1 - 2 50 2x6 SPF STUD 24" 96" MRRR WIDTH OF SNOW SEE NOTES 7, 9, 11 OC HEIGH- 26' 2 2 STORY CAPE 12 35- 50 1426-1740 2064-2300 8'-6"- 8'-0" NOTE 1 NOTE 5 WALLS STORIES ORD (Pg SPACING NOTE 5 28' 2 2 STORY CAPE 12 35- 50 1426-1740 2155- 2395 6-3"- 7-10" SPACE RESERVED FOR THE NEW YORK STAMP OF-RPPROVAL 110 24'-28' 1 -2 50 2x6 SPF STUD 16' 96' 2 24'-31' 2 50 2.3 SPF x2/rl 24^ 96" 31' 2 2 STORY CAPE 12 35-50 1654-2036 2341- 2577 T-11" - T-7" 110 24'-28' 1 -2 50 2x6 SPF STUD 24" 96' 24' 2 CAPE WITH SHED DORMER 12-4.11 35- 50 1187 -1430 1495-1753 6-6"-6-0' NOTE 1 NOTE 5 26' 2 CAPE WITH SHED DORMER 12- 4.11 35 - 50 1274 -1536 1612- 1890 9'-0"- 8'-61 28' 2 CAPE WITH SHED DORMER 12-4.11 35-50 1324- 1586 1687-1965 9'-0" - 8'-6" NOTTEE 1 120 124'-28' 1 - 2 50 2x6 STUD 16" 96' MARRIAGE WALL STUD SUMMARY - APPLICABLE TO 31' 2 1 CAPE WITH SHED DORMER 12 - 411 I SEE DWG 3c 1 1 SEE DWG 3c_1 SEE DWG 3c-1 SEE DWG 3c 1 CAPES WITH R SHED DORMER-12/12 SIDE 26 2 SALTBOX i2-5 SEE DWG 3c1 SEE DWG 3c1 SEE DWG 3c1 SEE DWG 3c1 28' 2 SALTBOX 12 -5 SEE DWG 3c-I SEE DWG 3c-1 SEE DWG 3c1 SEE DWG 3c_1 I . EXTERIOR SIDE WALL STUD SUMMARY-APPLICABLE TO UNITS WITH A NUMBER UNIT NUMBER GROUND SIZE,SPECIES,GRRDE STUD CEILING - 7/12 ROOF PITCH AND THE RTTIC IS USED FOR STORAGE;RPPLICRBLE MRRR WIDTH OF SNOW SEE NOTES 7, 9, 11 OC Hu�HT TO UNITS WITH R 9/12 OR 12/12 ROOF PITCH-SEE NOTE 30 WRLL5 STORIES ORD (Pg SPRCING NOTE S NOTES: WIND UNIT I NUMBER GROUND SIZE, SPECIES,GRRDE STUD CEILING 2 24' -31' DNR 50 2x4 SPF STUD 1fi" 96' 1 LEFT NUMBER T5 FOR 35 PSF GROUND SNOW ZONE(Pgl. ZONES WIDTH OF SNOW SEE NOTES 7, 8. 9,ll OC HEIGHT 2 24' -31' DNR 50 2x4 SPF STUD 24" 96" RIGHT NUMBER 15 FOR 50 PSF GROUND SNOW ZONE (Pg). MPH STORIES LOAD(P9 SPACING NOTE 6 Z LORDS RRE GNEN IN LB/LINERL FOOT. - 100 24'-31' 1 -2 50 2.6 SPF STUD 16" 96•' 3. CENTER GIRDER SUPPORT SPACING IS BASED UPON THE INSTRLIATION OF A 3"RISC STD.STEEL PIPE 100 24' -31' 1 -2 50 2x6 SPF STUD 24" 96" EXTERIOR SIDE AND MARRIAGE WALL STUD NOTES: COLUMN WITH Fy=36 KSI RND UNBP.RCED COLUMN LENGTH=8.0 FEET, ALLOWABLE CONCENTRIC NOTE L NOTE 5 L WIND ZONES MPH NUMBER I5 3 SECOND GUST. LORD=34,000 LBS.AND R 1/2" x 9"x 12" STEEL PLATE FASTENED TO THE CENTER GIRDERS. 110 24'-31' 1 - 2 SO 2.6 SPF STUD 16" 95„ 2 90 AND 100 MPH-BEG WIND ZONES RPPLIE5 TO RLL RRERS EXCEPT THOSE RLTERNRTE METHODS OF SUPPORT MAY BE USED PROVIDING THEY ARE CAPABLE OF TRANSFERRING THE 110 24'-31' 1-2 50 2x6 SPF STUD 24" 96•• LISTED IN NOTES NUMBERED 3 AND 4. DESIGN LORDS FROM THE FLOOR GIRDERS TO THE FOUNDATION. NOTE 1 NOTE 5 3. 110 MPH- 35G WIND ZONE APPLIES TO THE FOLLOWING RRERS: ALTERNATE METHODS SHRLL BE APPROVED B7 THE LOCAL BUILDING OFFICIAL CONNECTICUT-SEE APPENDIX M, 2005 RMENOMENTS TO THE 4. ACTUAL FOUNDATION PLANS FOR DIMENSIONAL AND CENTER GIRDER SUPPORT SPACING AVAILABLE UPON REQUEST. STATE BUILDING CODE S. FOR TYPICRL FOUNDRTION DETAILS, SEE DRRWLNG(S)4. DELRWRRE - SUSSEX COUNTY. 6. BRSEMENT WALL LORDS DD NOT REFLECT OPTIONS, SUCH RE DECKS, PORCHES,RAISED ROOF OPTIONS, ETC. MASSACHUSETTS-WIND ZONE NUMBER 3. FOR UNITS WITH THESE OPTIONS,LORDS ARE AVAILABLE UPON REQUEST. WORST CRSE 2B-WIDE LOADING ' NEW HAMPSHIRE-MUNICIPALITIES OF DERRY, MANCHESTER RND RAYMOND. SHOWN FOR 24 THRU 26-WIDE 5TORRGE TRUSSES. NEW JERSEY -SEE DCR BULLETIN 03-4 FOR WIND SPEED MRP. 7. SPANS SHOWN REFLECT R(4) MEMBER Zx8 SPF-2 GIRDER FOR 24-WIDE HOUSES,AND R(61 MEMBER 2x10 SPF.2 120 24'-31' 1 -2 1 50 2x6 STUD16' 96' NEW YORK - SEE ORRWING 7-1-NOTE 4. GIRDER FOR 26 THRU 31-WIDE HOUSES. FOR OTHER MEMBERS/SPAN OPTIONS SEE APPROVED CRLC MRNURL / NOTE 1 RHODE ISLAND-WIND ZONE NUMBER 2 8. SEE SECT-5 OF APPROVED CRLC MRNURL JY196-Tv Sys .A7 OZ-070 VIRGINIA -CITY OF VIRGINIA BEACH, COUNTIES OF RCCOMRCK AND NORTHAMPTON. EXTERIOR SIDE WALL STUD SUMMRR7 4. 120 MPH- 3SG WIND ZONE APPLIES TO THE FOLLOWING RRERS: DEPaxnesvr OF SAM coon oinstou APPLICABLE TO CAPES WITH A SHED DORMER CONNECTICUT-SEE APPENDIX M, 2004 AMENDMENTS TO THE au3.,. tasvoost STATE BUILDING CODE APPROVAL LItv11TED-i"� s�xmowaoormi7lorxspi.m, WIND UNIT NUMBER. GROUND SIZE, SPECIES,GRADE STUD CEILING DELAWARE - SUSSEX COUNTY COASTAL AREA. FACTORY BLgLT �T2 ��� xmm,w xxxer•x.. ZONES WIDTH OF SNOW SEE NOTES 7, 8, 9,ll OC HEIGHT MARYLAND -COUNTIES OF SOMERSET, WICOMICO AND WORCESTER. `+- mn¢rrxn..,,xwxaer.wxx..v�,m,•w�•,a,e„• MPH STORIES ORD(P SPACING NOTE 6 NEW JERSEY -SEE DCR BULLETIN 03-4 FOR WIND SPEED MRP. --��^^�O Y°'a""•0hpd1M0ia•�•awx�r..,.e.., �,u, 100 24'-31' Z 50 2x6 SPF STUD 16" 96•' NEW YORK - SEE DRAWING 7s_L,NOTE 5. NUI. 1_G� •w•�+d.,b. .a °°"'q°°w" �. 100 24'-31' 2 50 2x6 SPF STUD 24" 96' RHODE ISLAND-WIND ZONE NUMBER 3. +••aww ux NOTE 1 NOTE 5 96 5. STUDS RRE 6. CEILING HEIGHTS LIMITED SECOND SHOWN RPE CALCULATED.HEIGHTS MATT BE GREATER IF R 4or.STEN 110 24'-31' 2 50 2x6 SPF STUD 16° 96'• 2x LATERAL BRACE IS PROVIDED AND Is DOES NOT EXCEED THE CRLCULRTED 110 24'-31' 2 5o 2x6 SPF STUD 24" g6•• LENGTH OF THE STUD. - NOTE 1 NOTE 5 7. MRNUFACTURER HAS OPTION OF DECRERSING THE STUD O.C. SPACING. 8. STUD CALCLRATIONS ARE BASED ON EXPOSURE C. 120 24'-31' 2 51) Zx6 STUD 16" 961• 9. EQUAL OR BETTER MATERIAL MAY BE SUBSTITUTED. N o 0 15 xis NOTE 1 • 10.5/12 ROOF PITCH AND THE RTTIC IS USED FOR 5TORRGE UNITS AND MRSTER SERIES 9/12 ROOF PITCH UNITS ARE LIMITED TO 28'IN WIDTH 11 SEE SECT .6 OF APPROVED CRLC MRNURL RLL MODELS STRUCTURRL SCHEDULES 1S NOTES MUNCY HOMES, INC. 1567 PR ROUTE 442 MUNCY, PR 17756 DRN BY DRTE I SCRLE I REV. SHI NO. DATABASE NAME DJG 3-1-93 NONE 4-23-2010 3c 03\3c_sld ( t NOTES SEE ACTUAL FLOOR PLAN FOR LENGTH-SEE NOTE -2 'F-I E L D NOTES L ALL HANDRAILS B7 BUILDER, ----_-, L IF BUILDER EXCEEDS MAX,COLUMN SPACING ON SHT 3c, 1•'MIN HEIGHT:34'MIN. -38"MAX- I'MIN ____________________________________________ NO RESPONSIBILITY FOR RESULTING PROBLEMS WILL _ `' 5EE NOTE •14. {{ BE ASSUMED BY THE MRNUFACTURER 2 SEE"GENERAL ENERGY NOTES", I I - 2 EXTERIOR DIMENSIONS SHOWN ON FLOOR PLAN REFLECT 8 '•` NOTE •10,SHT 3e. r____________________________ WOOD___________________ I NT ALLOWING SHEATHING TO o c I I SEE NOTE°3 I EXTEND ODOWNOOVER THE SILL PLATE 9"MIN- ¢W g'MIN I WEEN FORM INS(LRTION 15 ADDED,SIZE OF FOUNDATION x = I FOR LORDING FROM UNIT ON BASEMENT WALL AND MUST BE 6 L4" z B L4" i I CENTER GIRDER SUPPORT, SEE SHT e3c. I I 3. PILASTERS MAY BE REQUIRED BUILDER MUST CHECK SOIL MAX. m MAX = I I : CONDITIONS AND R-PLICR13LE CODES. I- R COLUMN 15 REQUIRED BENEATH EACH I 4• UNIT TO BE TOE-NRILED WITH 15d NAILS 16"O.C. ENE) OF A ClIRR SPAN CEII?t�G i,,i RROUND PERIMETER EAM. v COLUMN SPACING MAY HAVE I S. CRAWL SPACE FO)NDRTION REQUIRES 161x24"ACCESS. B-ri- F'--DR P'°"'- TO 8E-Djj5TE1)TO n SE I o 2.12 Z OF CRAWREQUIREL VENTILATION RCE RRER PROVIDED BY CROSS VENTS 2-12 STAIR5.SEE RCTURL FLOOR PLAN FOR STAIR LOCATION I N MACE INSECT 6 RODENT PROOF WITH SCREENING POST POST I I WINDOWS OF LOJVEP.S. WI DOW S SEE CENTER GIRDER SPACING TABLE,SHT -3c I 6. THIS DEPTH WILL VARY.CHECK LOCAL REQUIREMENTS 3'O"MIN FIELD WORK SEE NOTE +1 i = 7. FOUNDATION EXCEPT FOR METHOD OF CENTER GIRDER o SUPPORT AND SPACING NOT FOR STATE APPROVAL r- 3'-0"MIN I 3 B. FINAL DESIGN FOR SITE WOP.K REOUIRED FOR i I __ r-_i __ -_ I _ _ _ __ -1 S A UM SHi-LL ee DONE • I I I o`�STEELC IPED. I I N"OF I I I o SB AN ET JP ARCHCETECT OR PROFE55IONAl ENGINEER IN TFE PLATFOR L _°_ UPON NOILT _°_ _°_ ATPPLIC BLE CODES.ON ACTUAL CONDITIONS AND M \� I `_^ I CGLUMNP I I I I L SOIL CO ITI l 4 lE NOTE •1 BEARING 4" I 3 STAu-5 RRE THE RESPONSiBi�i'T'f i i+'c Bi1R.GER. I SUGGESTED STAIRS, STRRIGHT SUGGESTED STAIRS, STRRIGHT I rrPAcm I a" 7-3/4'MAX RISE 6 10"nM TREAD REQUIRED FOP. 10 o AND SOME AREAS OF W SCALE: 1/2"=1'-0" SEE NOTE a9 SCALE: 1/2"=1'-0" SEE NOTE =9 I o I 8' I � 10.SEE SHT 3b FOP:FIDOITIONfL NOMD1 COLUMN TES. ee FIELD bJORK I 12.(MAL)11 DOUBLE SILL PLATE OP.USE OF FOUNDATION ANCHOR STRAPS. FOUNDATION PLANS AND DETAILS v 13.CRI)RE LURES(2)12"x32'REMOTE OPEP.BLE WINDOWS MAX. ARE SUGGESTED MEANS OF SUPPORT. IN RLLFOUNDATIONS. I FINAL DRAWINGS FOR SITE WORK I W 14.(RD REQUIRES TWO HANDRRILS PER RUN OF STAIRS 9"MIN REQUIRED IN CONNECTION WITH BRSEnENi M00.�L5 ONLY: y IF OPEN ON BOTH SIDES. 9 U4" 1 SMOKE DETECTOR INSTALLED ON-51TE BY I MRK I 1S FOUNDATION PLANS AND OETPSLS SHOWN PRE FOP. x I SETUP/INSTRLLRTION OF THE OTHERS TO WIRE DROP INTERCONNECTED I MASONRY CON5TPUCTION.OTHER -THERIRLS MAY BE 1"MINS oo I.UNIT SHALL BE DONE BY R P.E. WITH REMAINING DWELLING SMOKE USED.CONTINGENT UPON DESIGNING TO THE REQUIRED ' 3'-0"MIN. g'MINN 0 8 1/4" I OR R.R. BASED ON SOIL CONDITIONS. DETECTORS BY MANUFACTURER LORDS AND CONSTRUCTED IN ACCORDANCE WITH THE o I"MIN w MAX, I SEE NOTE #15. >. -' I APPLICABLE BUILDING CODES AND APPROVED 87 THE -. 3'-0"MIN N �� x I _______________________________________________ I LOCAL BUILDING OFFICIAL _ I I 16.3"STANDARD WEIGHT STEEL PIPE COLUMN.ASTM S z __________________________________________________ R5011 Fyb, kV 3"H GHT.ALLCPAABLE ITY OF OT LOAD= Z 9"MIN - 34A00 Ibe A 8'-0"HEIGHT. CAPACITY OF OTHER = POSTcp COLUMN HEIGHTS SHALL BE IN ACCORDANCE WITH Posy V.1" TYP. FOUNDATION PLRN Alsc, MANUAL OF STEFl CONSTRUCTION. fr 2x12 POST SCALE: 1/4"=1'0" 2x12 POST 3'g'MI POST 3'_0"nM�, 2x12 SUGGESTED STRIRS, U-SHAPE SUGGESTED STAIRS, L-SHAPE SUGGESTED STRIRS, WINDERS SCALE: 1/2"=1'-0" SEE NOTE a9 SCALE. 1/2"=1'-0" SEE NOTE #9 SCALE: 1/2"=1'-0" SEE NOTE -9 NOTE: ALL MATERIALS 6 LABOR REQUIRED BELOW T`REROED ROD/NUTS/WASHERS OR BOLTS BOTTOM OF FLOOR JOIST IS THE SUPPLIED BY MANUFACTURER NOTE: RESPONSIBILITY OF THE SUILAER 1/2"x7 1/2'(4 GIRDERS) ALL MATERIALS 6 LABOR REQUIRED BELOW BOTTOM OF FLOOR JOIST IS DETAILS SHOWN ARE SUGGESTED ONLY 6 1/2'40 1/2"16 GIRDERS) THE RESPONSIBILITY OF THE BUILDER DETAILS SHOWN PRE SUGGESTED ACTUAL CONSTRUCTION SHALL COMPLY INSTALLED BY BUILDER ON ONLY 6 ACTUAL CONSTRUCTION MUST COMPLY WITH ALL APPLICABLE CODES. WITH ALLAPPLICABLE CODES. SITE 48"D.C. SEE NOTE 4 TERMITE SHIELD AS REQUIRED I JOIST HANGER • •ii•. 2x6 SILL PLATE(SEE NOTE-12) - - m i I FIN GRO. SILL SEALER SEE NOTE 11 6 16 1/7'x9"x12"PLATE FASTENED TO - GIRDER WITH(4)16d NAILS. ,••" 4"SOLID CFP OR GROUT VOIDS ALTERNATE METHODS OF 5UPPORT ' •'!.'• OF TO'2 COURSES SOLID MAY BE US ,PROVIDING THEY FIRE CAP BLE OF TRANSFERRING IN FROM ANCHOR BOLT 12" RND THE DESIGN LORDS FROM THE FLOOR GIRDERS To THE FOUNDATION. FIELD WORK •di'• 6'-0'O.C.MAX AND WHICH ARE ALTERNATE METHODS SKILL BE APPROVED SPACE RESERVED FOR THE NEW YORK STAMP OF APPROVAL EMBEDDED AT LERST 7"IN CONCRETE BY THE LOCAL BUILDING OFFICIAL OR 15'IN MASONRY UNITS. - (NY)FOR UMTS LOCATED IN SEI5MIC - DESIGN CATEGORY DO,ANCHOR BOLTS SHALL ALSO BE LOCATED AT INTERIOR BRACED WALL LINES WHEN REQUIRED TO BE SUPPORTED ON A CONTINUOUS FOUNDATION. NI t MENT OF STATE CBBBs mhsiCn m SIZES,SPACING.ETC.SHALL BE SAME AS ALBANY.NY17LJ1-0W+ a ON SILL PLATE SUPPORTING EXTERIOR WALLS. run,.Mese° u w PLATE WASHERS R MINIMUM OF HE PLATE AND SHALL BE PROVIDED BETWEEN TF1E PLATE ANOu THE NUT. FIN GRO. m W"°,-�..,"." THE MAXIMUM ANCHOR BOLT SPACING SHALL SEE NOTE°S z r 9 = BE 4 FEET O.C.MAX FOR TWO STORY STRUCTURES. Ii oo SEE SEISMIC DESIGN FIELD NOTES,SHT 3h. �i VAPOR BARRIER m THE INSULATION IS NOT to m SHOWN FOR DRAWING "v 8'MIN.BLOCK OR POURED WALL FORRISEE SHT 3e w SIZE CONTINGENT UPON SOI-BEARING CAPACITY w FOR INSSEE REQUIREMENTS o NOTE:8'BLOCK WALLS WITH 7'OF BACKFILL o AGAINST ARE NOT ALLOWED PER RCNYS, z - m TABLE R404.1-1(1)REGARDLESS OF SOI_TYPE .•?•. w UNLESS R SPECIFIC DESIGN I5 PROVIDED PER m 2 FOOTNOTE'E"OF THE TABLE w 4"GRAVEL BASE - I FIELD WORK ,✓gym`': ° U - NOTE: THE INSLLRTION I5 NOT SHOWN FOR DRAWING CLARITY.SEE BHT 3e FOR INSILHTION REQUIREMENTS. 4"GIRL PERFORATED DRAIN CRRWL SPACE DETRILS OCOCCOVEE WRTERPROOF EXPANSION JOINT SCALE: 1"=1'-o° M CONCRETE SLAB ASTER SERIES i ' 'L✓`_' RANCH, CAPE, TWO STORY 6 CONTEMP. =;`%s e=.eit�`-.ra`c:: -_ _ :;�?�;,'`f r::H,.:s .•`:3 o:lY. .. - - - . - � FOUNDATION PLAN DETAILS d NOTES y4"GRAVEL BASE Phi�. g 1 ` MUNCY HOMES, INC. hHhHhPilr a-"r`rr 1567 PA ROUTE 442 ' VAPOR BARRIER �+ 4"DIR.PERFORATED DRAIN •_� :lig MUNCY, PR 17756- DRN BY DATE SCALE REV. ISHT. NO. _ DATABASE NAME MJL 3-22-91 SHOWN 10-15-2010 48 04\4e CKT•1 CKT•16 SEE ELECT�NOTE 2, SEE ELECTRICAL NOTES. CKT•4 NOTE S •3o-1 SHY 3a FOR AFCI CRITERIA _ SEE NOTE •7 I --------------- ----- ______,____ _. I� _ --------_ __ ,._________ 2L J 7 7 I I i; L ELECTRICAL LAYOUT IS REPRESENTATIVE ONLY. ;; 1 3 a 1 1 ii i; li ii II Z HEAT LAYOUT AND UNIT SIZES ARE REPRESENTATIVE CK�11 C,• �� CKTN2 1 I I iI I I i 3. 5 EE 3. FOR ELECTRIC CIRCUIT SCHEDULE 'L'FKT•4 19 II ,, L..——.� II II R00 GENERAL NOTES,INSU_RTION SCHEDULES RVD II I CKT•19 I ;, DOOR AND WINDOW U VALUES. 3 C�T• CKTc9 R!� BOX !! , 4. SE SHT 3b FOR ELECTRICAL NOTES. I B -J 1 I 19 ; L——, I- �ry 7 --r , 21(Z ; ELECTRICAL SYMBOLS AND HEAT NOTES. r lJ ------ ------ L 2 _— ;� ;I II 7 7 II II S. HEAT LOSS CRLCLILRTIDNS ARE RVRILFlBLE 19 Lr 6 r I ___ _ ::Q I CKT•21 I CKT•7 "O'I BOX ii II UPON REQUEST. 4 I r ——J ii ♦ II ;i 6. SE"ELECTRICAL FIELD NOTES",NOTE rIE,SHT 3b. 3 T—-0 II I,� II II 7. SEE"ELECTRICAL FIELD NOTES",NOTE u3,SHT 3b. CK7N3 ❑ n _ 3 L fl 21 CK7.8 - T 5 ! ! 8. SEE'ELECTRICAL FIELD NOTES',NOTE•2,SHT 36. SEE NOTE-6 —J I� n CKT•u I' 9. SEE t°1ECir•ILAL TL'u NOTES",ivaTE•iB,sIT 3c " II - ' 10. TWO STORY DUPLEX 15 5 R.5 TWO TWO STORY ___, ___,; 2 ", i 3 5 8 5 BETWEEN THEM. SEE SHTT 2k FORRFFLLOORN PLRN IN CKT•S L 5^ r —J I 1 CK7=Ll CKTc12 i L— -------- 1 I 11 OEVIC 5 ON OPP05TTE SIDES OF TQ.NNT V- II I 1, II 5 II SEPEfE�TION WALL CAN NOT BE IN SAME STUD NOTE-13 g. 5$3 y� }A�. ,plp I I CKT.S 8 1 8 21 SPACE �L 2 W! SPL LSEE_N�TE •B 5 ----- it 12 ELECTRICAL SCHEMATIC IS FOR ONE LIVING UNIT. ____ } SECOND LIVING UNIT 15 MIRROR IMRGE II r �' Y4 it T r i' 1q II 13. LOCATION OF WATER HEATER IF CRAWL SPACE OPTI CKT-22 B� 5 J I I a)TION IS WIDE I]F C ACCESS 6 it iI O ---� CrT'9 MUS. PROVIDED TO WATER HEATERS INSTALLED I121 I CKT=20 CKT'ID I I CKT.B CKTe20 r ac Hurn J 5 I I SEE CTE n6 i I '%� 1 22 16 1 1 SEE NOTE=6 18 CKT=22 i FLOORSPACE ETS TO BEPROVIDED AT WPTEP, HEATER 5 I i CONTROLS WHEN WH IS INSTALLED IN R ROOK SE i "B" BOX i I, I i nD" BOX I NOTE•9 I II I 19 I I L-- 18--- - I I I I, 1 I II 16 i I I I I I -- tA ------- ---- 22 L— I, zD _ I ______ __ r 6-- 6 6 20 II I._ 18 18 1 r— SEE ELECT.NOTE-2,SHT 3a TYPICALL El LAYOUT , ,_______________________ .______r______- 500 WATTS ;; r500 WATTSI''! !;r 1500 WATTS 5pp r 1500 WATTS Ij 500 WATTS,,! ;I I,I WATTS I I li I Y I iiH7 H-1 IIRII BOX SDO SOD I li Ili rT U 1500 WATTS ___ iiI WATTS I 1011 BOX I Iii Ii1 II II ' 11 • , H_S I I H_7 F-i I l I LOOD WATTS , •. �I I o T :�. �-�:� II I' II J U ii SEE NOTE•6 Ii Ii ---------- ,. ------ ----------- II T�N-TE SEE °TE 6E li I I H 2 ii ii I I 1000 WATTS i i; I I I' IiI Ii SPACE RESERVED FOR NEW YORK STAMP OF RPPROVRL 1 1 °B° BOX ,DI, BOX I 'lIl I , I, I, I; III I, l 1500 WATTS L—��- ------ tsDD waIs 1250 WATT I DDD WATTS L !' SEE NOTE•14 DROPS TO BAILER DEPARTMENT OF STATE,CODES DIVISION IN BASEMENT , W TYPICRL ELECT PIC HERT LHY OU I DROPS TO BOILER AIOWAYI713I-OODI IN BASEMENT sl.m prevNxa aR, aw/c 1710 BTUH Nw1.m,l.lw ,Ay,,m.x. 4560 BTUH .� 1140 BTUH 4550 BTUs i U+O BTUH (['1 II lI` 3/4" I I 1140 BTUH ; ;; 3/4'• !I i i Mn I, 1710 BTUH 3/4"(7j [BTUH I"R" BOX 5130 BTUH -----J 11011 BOX ! 2280 BTUH I� LLI - II II ' I 2850 BTUH PERIMETER LOOP `i1 I 1 3/4"p I;i iI I l II PERIMETER LOOP T T 3/4.0y T MASTER SERIES 3/4.0 I I i I 3/4"0 3420 BTUH ; BII BOX ��`{ 2 STORY 6 2 STORY 2-FRMILY MODELS 2280 BTUH ;W(;,ltW r.D" 80 X I ` ELECTRICRL 6 HERT LRYOUT �c MUNCY HOMES, INC. I I 1567 PR ROUTE 442 II 4560 BTUH < ' �"^ 4560 BTUH I I J ", ^ MUNCY. PR 17756 ------------- ____ IE 9120 BTUs34z0 B7UH ����34�20BTUII.�� ___________ DRN BY DATE SCALE REV. SHT, N0. TYPICR HYDRONT HEAT LAYOUT DATABASE 05\5"R"E MJL 1 3-22-91 v4"=r-o° 10-15-2010 1 59 r r NOTES ' L KITCHENS MAY BE ROTATED 90 OR 160 DEGREES. 2. KITCHENS MAY BE REVERSED IN EITHER DIRECTION.IN PART OR IN ITS ENTIRETY. 3. CABINETS MAY BE OMITTED TO ALLOW FOR BUILT-IN APPLIANCES. 4. APPLIANCES MAY BE BY MANUFACTURER OR BUILDER. c°•t ctt•I ctt•t dA•I via w•t ettn ct+n a°•t ctt•L cN•I _ __ _ _ __ _ S. RANGE HOODS SHALL BE VENTED TO THE EXTERIOR OPT.FS'<F STRHDINx;ESR WHEN R SOURCE OF NATURAL VENTILATION IS NOT PIP a6 �D �D WINDOW ED. �❑ ( as ' ' cN 2 �_ ckt`4 6. WINDOW OVER SINK MAY BE OMITTED PROVIDED.LIGHT d+a i G ��a;; i 7. BAR SAND VORTEXTE DED COUNTERS MAILATION REQUIRMENTS YBEADDED TO B4RA..i HOOD i I �J �^ C ALL KITCHENS.CLEARANCES SHALL BE PROVIDED PER TYPICAL C RANGE HOOD fr E: i t TYPICAL I RANGE HOOD D RAN^uE HOOD =01 B CABINETS MAY BE INSTALLED UNDER BRR 02 EXTENDED R t_' F RANGE HOOD TYPICAL /'� ckt•z OPT.-I511TN0 T7PICAL i i i TYPICAL cH C0.'JNTER,OR SUPPORT.MAY BE PROVIDED BY WOOD OP. -'- Ass. ILV:.�dl_ METAL LEGS. ---- i H cttz i --- K O ____ cklP4 ' I I S. CP3INETS AVAILABLE UNDER OR ABOVE BARS OR EXTENDED &t-2 ' ll _ COLINTERS MAY OPEN EITHER ONE SIDE OR BOTH SIDES. nfw '_�.2' __' ,1i.2 qt•2 ctt•2 k-` 1_111 cd 2 ' O u+.2 aa2 w.z ckt=4 10 OMITCABINETS RD/OR BATH FIXTURES MAY BE ADDED OR tF't CH / cI• iM1f ��• ckt• OMITTED PROVIDED APPLICABLE CQ'iE5 AND CLEARANCES c OPT.STEP row+.OR L-OI �i m•1 n' ,: 11. ARE COMPLIED OR EiJI ME"^CHENS^f.^'OR D;THS MR—SE PLAN 1 PLAN 2 PLAN.3 PLAN 4 PLAN 5 OMITTED TO ALLOW FOR INSTALLATION ON SITE ST �+ BUILDER PER APLSCRBLE CODES. 12 BATHS MAY BE REVERSED IN PART OR IN THEIR ENTIRETY. 1 �j 13. -BATHS MAT LE ROTATED go OR i^°°DEGREES. "- 14. BATH,GARDEN AND WHIRLPOOL TUBS MAY BE t INTERCHFV 15. ALL BATHS MAY H ES MAY BEHAVE SINGLE EEXHAUST R X12 DOUBLE SOUL ckt.4 16. COMBINATION THAT HARE VENTED TO EXTERIOR NS OR FAN/LIGHT 17. RLL BATHS SHALL HAVE R MEDICINE CABINET. �`I •__' �`J �� i 19. BATHS ARE SRVRTL AFOR VAILABLE WfHP. TF'cAT�LRHiF LCA-TION. It,� •/'I 20. WHIRLPOOL TU EfS ARE AVRILRBLE IN SOME BATH e _ _ _ _ I _ _ _ _ _ _ LAYOUTS RD SHALL BE WIRED IN ACCORDANCE WITH MANUFACTURERS_y t NEC AND MANUFACTURERS RECOMENORTIONS. t 4/ 4/ ckl«4 21 SEE NOTES°3, •4,.5 OF 5HT I°. t 22. SEE GENERAL NOTES-2,NOTE-13, SHR 3b. i_________I R B C D E F G .. .n. t I •u. .. .. .. n t L______J L_ J E T n T FT ® ® F7IRGRP H I J K L . ® TYR SI.AIR GRP DETAIL rtTci:fi.r�T: b��`. FOR AN OVER THE RIM � TYPTCRI FI_FCTRICRI PRNFI SCHEDULE TYPICAL FRGTORY GROUNDING METHODS FOR METAL BOXES TUB SPOUT(HOT TUBS. NOTES GROUND - WHIRPOOL5 6 GARDEN TUB FOR EXTERIOR RECEPTRCL.E5. nFl SEE ELECTRICAL NOTE 2. O O O FIXTURE WIRE FIXTURE WIRE I tQ Y 5HT 3°.FOR RFCI CRZTERIR, SEE ELECTRZCFL NOTES. VANITY GROUPS ARE ILLUSTRATIVE ONLY,ACTUAL MEDICINE CABINET DESIGN MAI VARY. //' •s n`P i SHT 3. NOTE: TYP OPTFIREPLACE 200 AMP MAIN - ,1v '�-5. 511URfRE, ROUND � 5 FLOOR SYSTEM OF FIREPLACE . OR OCTAGONAL �^` MR7 BE DESIGNED SO THAT NO SCALE: 1/4"=1'-0° MIN. 7'MIN. SPACE RESERVED FOR THE NEW YORK STAMP OF APPROVAL pca �+Y P METAL BOX 0G P FOUNDATION SUPPORT IS REQUIRED. CHECK WITH MANUFACTURER FOR MM MINE Hilfi I I Mlltll SMALL FlFRIFYJCE SMALL RPP�IIFNCE FOUNDATION SUPPORT REQUIREMENTS. WALL GENE13l ILLUMINATION 3 BATH(S) WIPE GENERAL ILLUMINATION 5 ° 4HIRLPOOL TUB(OPT.) NUT 2'-6 :EXTERIOR WRIT VRN O O GETERiL ILLUMMTION 7 6 CEPERPL ILLUMl.TIDN 'q,AZ � ttP' `�0p yp� ` MAX. OPT.PRE-MRNJFACTURED FIREPLACE INSTALLED R.�J-,E 5 -B Qac-FfL➢..LUFiiF«iGr GROUMJ - GROUND ——IN ACCORDANCE WITH MRNUFRCTURER'S SCREW SCREW 1 INSTALLATION INSTRUCTIONS.SEE FIELD !`5'MfN. Z-D MPH.CLEARANCE IN FRONT 10 WATER HERTER NOTE c7 OF DWGS 2.SEE GENERAL NOTES- 2, CLEARANCE OF EWER OPENING. WASHER IgPTJ it '0 •_•3 AND GENERAL FIF10 NOTE •6 OF DWG 3L Zd _ INYI SEE ENERGY NOTE°12 AND 13 OF DWG 3s 3-WIRE FEED 2-WIRE FEED ¢ DO MRNIFRCTURER HRS OPTION OF PROVIDING.CHASE TUB DEPARTNEW OF STATE,CODCOOKiOP 13 `32 ORTER IOPTJ > ANO RD.FOR ON SITE INSTALLATION OF FIREPLACE ll SHOVER 1024 u MINT AfBANY.R1't22Jtm"t BT ORDACE WITH MANU SHALL�INSTALLED U: vsi�m mARn,omi . tlu- eomponen •6 GROUND TYPTCRL 3-WIRE C, UNI]ING JtINCTTON TYP RI WTRF GAOL INDIN, I INCTTON ACCORDANCE ULAN MANUFACTURER'S w57RLLA7LCN DISHWASHER lOPTJ IS 14 SUPPLIm - ��_� INSTRUCTIONS FYJD GOVERNING CODES. MICROWAVE TCPTJ L7 U45TRRLLLED TO AMRNUCCOMMODATE OACTURER HAS���THAN ONE OF PROVIDING CHASE SPARE 16 GRlMRGE DISPOSAL BY OTHERS sPReE FIELD 10-2 FIXTURE WIRE TYP FIXTURE� FA . F.N RRN S �. SPAREWORK SPARE SPARE BARE GROUND RED SPARE SPARE WIRE BLACK SPARE SPARE NUT NOTE' r-0- ELECTRIC HEAT H-1 2 ELECTRIC HEAT SWITCH is GROUNDED TO MAL H BOX U5ING !t. ELECTRIC HEAT H•3 -4 ELECTRIC HER7 BARE MOUNTING , GROUND SCREWS 7 4-2RWG TH"M OR TWN+ TO Box BLACK GROUND SCREW RED A 2m RMP BARE 10-2 WIRE FEED FIELD NOTES FIELD NOTES MAIN PANEL IOD AMP KT-15 GROUND _-- ING 40 SIDLE MN KT 16 BREAKER INSTALLATION POLE SPACES O�SST KT=17 METAL BOX TO BE USED SERVICE ENTRANCE CFHLE KT=16 sr FOR'WATER FERTER TO MRN BREAKER IS TO BE 2/0 COPPER OR 4/0 ALUMINUM El_RCK OR SINGLE POLE BREAKER- KT-19 SUPPLIED 6 INSTALLED BY OTTERS SCREW TAB ON BEAKER WIREIS PUi UNDER DISCONNECT SWITCH i WHITE OR NEUTRAL WIRE IS PUT UNDER tm AMP ALL WIRES ARE TIGHTENED WC2R SIRE1!IN FEUTRFL BAR. 7GWI— INSTRLCTMNS.DEPEMM4G CN GPWETOROUES AS SPECIFIED IN TURERS �EWBARE CIN rPFR,Rp�BSND S PUT ODER THIS PANEL IS UTILIZED FOR OF WIRE IXCE55 CIRCUITS RD INSTALLED MASTER SERIES THE PANS BOX IS BONDED USING R DOUBLE POLE SPEAKER ONLY WHEN MAIN I5 FULL , RLL MODELS SAME RS SINGLE POLE LATH TMEPND BCH�DING SCREW THROI.CEN THE FQOITICN OF A SECOND'EDT"WIRE PND ' ```v + .NENRAL BAR INTO THE BOX CASING. INJER A SECOND SCREW TAB IN DSTFLLED ! i MISCELLANEOUS DETAILS EXIOR METAL WATER PIPING THE DOUBLE POLE BREWER BY OTHERS FIELD Ella SYYSSTTHEI SHALL BE BONDED TO THE WORK —� MUNCY HOMES, INC. SERVICE EOUIPMEM ENCLOSURE. THE GROUNDED CONDUCTOR AT THE - ROUTE 442 SERVICE,THE GROUNDING ELECTRODECOND1567 PR SIZEORTOR�ONNEE OROF RMMOR'ENT E TYP. SUB-FEED DFTRTI CLOSET CONEIGURRTIONS MUNCY, PR 17756 CRQINDING ELECTRODES VSEU THE THE NOTES BOwING�.UMPPEERiC�BE ACCESSIBLE 1 -THE MAIN PANEL BOX IS A SQUARE D-0014OM200 OR EOURL SCALE: 1/4"=1'-0" DRN BY DRTE I SCALE REV. SHT. NO. THIS 15 TO BE DONE ON SITE 2-THE SUB PANEL BOX IS R SOURRE D-00120M100 OR ECURL BY BUILDER IN ACCORDANCE WITH - DATABASE NAME GOVERNING CODES. O6\6a MJL 3-22-91 1 NONE 10-15-2010 1 6m NOTES VACUUM RELIEF VALVE REQUIRED TO BE L FOR APPLICABLE NOTES,SEE BHT 36, 3`VTR INSTALLED ON SUPPLY ON WATER 2. R.PIPING FOR RELIEF VALVE,FIELD INSTALLED FIND HEATERS INSTALLED ON LIVING LEVELS INSPECTED; IN CRAWL SPACE UMTS CRAWL SPACE-TO EXTEND R50VE FIRST FLOOR AND TAR OR CRULK AROUND WITH 6" MIN.RIR GRP. PERIMETER OF VENT BASEMENT- TO EXTEND BELOW FIRST FLOOR.AND - i ONE PIECE METAL SHUT-OFF TdP VALVE DIRECTED SAFELY TO EXTERIOR WITH DIRECTION SLEEVE OR SELF- DOWNWARD d 6"MIN.AIR GRP.OR DIRECTED SAFELY CAULKING RUBBER _ TO B.FIN AJEOUENT DRAIN WITH S'MIN.AIR GRP. AND PRESSURE RELIEF BOOT 17'MIN. TYP. FLASHING EXPOSED DRYWALL COMPOUND - TUB OR SHOWER DRAIN - VRLV IS TO BE PROVIDED. (MASS)3'VENT EXTENDS ON-GOWN SIDE USED AT ALL PIPE C.LOCRTION OF WATER HEATER: 16'TO 24"ABOVE AND PENETRRTIONS 1x2(RLL 4 SIDES) 3/4'• CRAWL SPACE- WATER HERTER IN UNIT.OPT, 12"BELOW ROOF, Z FASTENED TO DECKING INSTALLATION IN BSMT OR RP.UNITS. SEE FLOOR.PLAN. (RU ALL VENTS SHALL £ FIELD INSTALLED BY BASEMENT OR RAISED RANCH-WATER HEATER IN BSMT. EXTEND 3"IN DIA. 'YP•FLOOR DECKING OTTERS WH 3. SEE SHEET 6e FOR TYPICAL FIXTURE CLEARANCES. 17'ABOVE RND 24` MIN 0.0276" 24 Q.GALVANIZED STEEL PRN 4. INTERCONNECTIDN OF PLUMBING BELOW FLOOR TO BE BELOW ROOF. ELECTRIC WATER. HEATERS ALLOWED HIGH-IMPACT ACHIEVED IN FIELD BY BUILDER IN ACCORDANCE WITH PLASTIC PAN MIN.0.626'THICK AS AN OPTION GOVERNING CODES. ' INTI 3" VENT EXTENDS PAN SHALL BE R MINIMUM OF 1 1/Z'DEEP S INQUEST F PLUMBING SCHEMATICS AVAILABLE UPON 16'ABOVE ROOF OR 6" TTP. FL00.'JOIST REQUEST FOR COMPLETION IN FIELD.S PART T.P,'Pt20VR.J ABOVE ANTICIPA7ID STOW 31 TO 2'OR 1 1/Z' 1/2"MIN-DRYWALL FIELD FIN. FLOOR 6. INIDIVIDUAL FIXTURE SHUT-OFF VALVES ARE OPT.OR AS ACCUMULATION. VENT REDUCER[TYPICAL) INSTALLED BY OTHERS AFTER J r 1" MIN.PVC COOS REQUIRES. EXTENDS r?'BFI OW ROpF. 1x2 FRAMING IS SECURED TO I 7. INTERCONNECTION EXT.HOSE BIB85 PRE OPT.OR AS P.EOD. DECKING CO. IIdTERCONRECTI011 OF VENTS TO BE FACTORY MAGE v C ��l t` WH¢RE PRACTICAL ABOVE CEILING. - i DRAIN SHALL PIPE d DISCHARGE 9. WET VENTING IS ALLOWED WHEN DONE IN ACCORDANCE VFNT THRU ROOF DFTRTI FTRF STOP AT TUB RND SHOWFR- FTFI D H- i�PIR GRP INDIRECTLY TO A HAZARD FREE WITH GOVERNING COR-5. ' FACTORY P45TRLLRTION A31 -S' RIR GRP NY) xATLON TO BE APPROVED BY 30, IN 2 STORY UNITS. LUMBING SY,. MS ARE SEPARATE VENT HOME_J/ LOCAL BUILDING OFFICIAL TlrEE DRAIN LINES UPS TO NO CONNECTED TO .SIT SUPPLY FOUNDATION tFIELO) FPLTDRYDINSTRLLED UP TRIRSDRFIN�L.INIE FOR SLW TSFlIRS RODENT PROOF ARE FACTORY INSTALLED DOWNBYRDTHERALSUM�BIIF�LD T�IiRU EIJTRRr.'.:E OTEL01 STOAT F BE INSTALLED UNFIN.FCL U. 2315: PLUMBING LINES.BLDR.TO COMPLEX 3/4"INLET(FIELD) CIG.FIN R PLUMBING IS INSTFlLLED AND TESTED 1/2" --3/4(FIELD? - 11. FOR STATESCAL CSUBJECT TO FROST CLOSURE, WAIN SHUT- VENTS TO BE CONNECTED TO 3'VENT STACK OR EXPRNDED TO 3"VTR RT LEAST 12"EaDW'ROOF. L_ ACCESSIBLE TRAPS ONLY SHALL BE REMOVABLE WITH CONNECTION TO SIN:FIXTURE r CONNECTION TO WC WATER HFRTFR S11PP1 Y - PR, NY. IRC UNITS UNION IN TRAP BERL OR HAVE CLEANOUT OPENING SAME SHUT-OFFS AND FRTORY 6 FI O INSTRI I RTTON SIZEUNIOAS RAF.Ol1T5 LOR SLB bTRAPS R 5 SHALL NOT HAVE WASHER HOOK-UP5 FOR WATER HEATERS FACTORY INSTAL L FD 13. WHEN VINYL IS INSTALLED ON FLOORS IN BATHS OR NOTES UTILITY AREAS,VINYL CAULKING I5 APPLIED AROUND OPT.SHUT-OFFS 1/2" OPT.SHUT-OFF 1-FUEL-FIRED WATER HEATERS SHALL NOT BE INSTALLED WATER CLOSET, AND EITHER 6 FOOT HIGH FIBERGLASS IN R SLEEPING ROOM, BATHROOM OR R CLOSET ACCESSED SHOWER d BATH(WITH SHOWER)WALLS OR 6 F00THIGH MOISTURE RESISTANIT GYPSUM WALL PROVIDED IN THROUGH R 5LEEPING ROOM OR BRTI-ROOM FACTORY FOR SITE APPLIED TILE OR 6 FOOT HIGH 2-INSTALLATION SHALL BE PROTECTED FROM FREEZING. MOISTURE RESISTANT GYPSUM WALL PROVIDED IN 1/Z' PRESSURE TEMPERATURE RELIEF VALVE SHALL PIPE TO R VISIBLE FACTORY. VINYL CAULKING IS APPLIED AROUND AIR GRP AT FLOOR IN THE SAME SPACE AS WATER HERTER BATHS. R PIECE OF 4 MIL MIN PLASTIC IS LAID i/2" 1/2" 3-WHEN WH IS ON FIRST OR SECOND FLOOR A PAN SHALL BE PROVIDED UNDER CARPET.WATER CLO5ET IS CAULKED W/VINYL 1/2" d ITS DRAIN SHALL PIPE BELOW FIRST FLOOR(DRAIN PROVIDED IN PLANT FOR SECOND FLOOR UNITS).DRAIN SHALL PIPE d DISCHARGE THEN CARPET IS INSTALLED. FIN.FLOOR OPT.SHUT-OFFS FIN.FLOOR - 14. ORRIN SIZE FOR 3 WATER CLOSETS SHALL BE 4"MIN INDIRECTLY TO A HAZARD FREE POINT. FIN.FLOOR THE PAN SHALL NOT BE LESS THAN 1 1/Z'DEEP LS. GRC,NY)P07RELE WATER SUPPLY OUTLETS SHALL HAVE H C AND SHALL BE OF SUFFICIENT SIZE AND SHAPE TO THE OUTLET END SPACED R DISTANCE ABOVE THE FIN.FLOOR RECEIVE ALL DRIPPING OR CONDENSATE FROM THE WATER HERTER. FLOOD-LEVEL RIM OF THE FIXTURE OR RECEPTACLE. TO C H H - PROVIDE AN AIR GRP COMPLYING WITH P29D233 C 16. IN -FRMI Y O CRAWL SPACE(FIELD, THE �I, C TWO-FAMILY OR MULTIPLE DWELLINGS,THE KITCHEN SINK RND LAVATORY SUPPLY T118/SHOWER SUPPLY WRSHFR Sl1PPl Y WATER CLOSET SUPPLY WATER SUPPLY PIPING SMALL BE EQUIPPED WITH ONE FACTORY INSTRI I RTTON FACTORY TNSTRI I RTTN FACTORY TNSTRI I TnN FACTORY INSTRI I RTTON VALVE TO SHUT OFF THE WATER SUPPLY IN PIPING FIXTURES TE EQUIPMENT IN EACH DWELLING UNIT WITHOUT INTERFERENCE WITH THE WATER SUPPLY TO OTHER DWELLING UNITS, OR OTHER PORTIONS OF THE BUILDING.SUCH DWELLING UNIT CONTROL VALVES SHALL 3"VTR BE LOCATED WITHIN THE DWELLING UNIT 50 CONTROLLED. 17. (IRC),RO AIR ADMITTANCE VALVES SHALL COMPLY WITH SECTION P3114. 18. (IRC.NY)VENTS FOR FUTURE FIXTURES SHALL COMPLY WITH SECTION P3104.6. VTR 3` VTR 6' i 1 1/2" 16"MIK 42"MRX 2"STANDPIPE 30"MIN:MASS. SRN TEE SPACE RESERVED FOR THE NEW YORK STAMP OF APPROVAL FIN FLOOR FIN FLOOR i TRIP LEVER i,� SFW. TEE 2"P-TRRP WASTE I4,.'C OPT.DBL BOWL 2" SRN.TEE SAN.TEE 1 UZ'P-TRAP I FIN FLOOR FIN, FLOOR 2"P-TRAP L 1 1/2"P-TRRP ' SHOWER DRRTN d VENT BATHTUB DRRTN 6 VENT RVRTORY DRRTN 6 VENT WRSHFR DRRTN R VENT ,RFneT�LB4WS�FMI-00DI0M1151DW ,I FACTORY INSTRI I RTTON FACTORY TNSTRI I FO FACTORY TNS)-RI I FD FR.TORY TNSTgI D sirmr aeoe;n• sruem mu'ia Y.,�m..., �mw Fh K 3"VTR 3"VTR 3"VTR DISHWASHER(OPT.)DRAIN LOOPED ENT d DRAIN LINES ' FUTURE VENT MAY BE UNDER CT.OR THRU AIR GAP FROM 2nd ALR.ON SITE I DELETED WHEN CLOTHES PER MPNUF.IN B7 BUILDER AND ARE NOT WASHER I5 ON FIRST OR TO BE TIED INTO VENTING f 1st VTR i SECOND FLOOR FROM 1st FLR. FIXTURES 1/Z' 1 1/2" i y� SINK DRAINS - i VENT 3"DRAIN FOR pIS�OSF� i 2nd FLR.PLUMBING (OPTJ DISP05FL i SEE NOTE-18 (CPT.) 451=LLS 11 45'ELL5 SAW.TEE SAN TEE CONT.WASTE Z, r CONT.wAsrE / T r 4'xs'W.C. T T 4"x3"W.c. MRSTER SERIES 1 LZ'• 'T`BRANCH FITTING FLANGE � FLMNDE •1 L2"P-TRRP Z'P-TRAP FIN.FLOOR - - FIN FLOOR >'- +_*`' RLL MODELS PLUMBING FIN.FLOOR y^ FIN FLOOR FIN FLOOR l�CAPPED d LABELED• 2"W/DISHWASHER OR R5 CODE REQUIRES �FIR FLOOR MUNCY HOMES, INC. 1567 PR ROUTE 442 KTTCHFN SINK DRRTN 6 VFNT OPTIONRI DTSHWRSHFR RISER SCHFMgTTII MAIN VFNT cTR.K 6 WWF SECONDARY VFNT STACK R W.C. Fl1T1RF VENT IN TA D FOR MR RND NH FACTORY T ELI*ATION FACTORY INSTRIIATTON CRPF UNITS FACTORY TN4TRl TON FACTORY TNSTRLLRTTON ANO RS CODE RFOt1IRF5, OR AT BUILDERS RFOOFST MUNCY, PR 17756 i SEE SHEET 36,`GENERAL PLUMBING FACTORY NSTR RTT NOTES(NOT FOR KY) ��—� EACH�VERTIN 3CR�HUNIT MINIMUM LSHAVE TRCK.ONE (FACTORY TNSTRI I ATTDN FOP. ARSFMFNT MODFI S) DRN BY DATE SCALE REV. SHY. NO. DATABASE NAME MJL 3-22-91 NONE 10-15-2010 6b O6\66 IVV IL._, L FOP. APPLICABLE NOTES, SEE SHT 3h AND bb. 1 • r VTR I f 5rrE - TEF .IT r'' I r VTR 2nd STORY CEILING r*•: i3 SITE�� iiT TEE 1 2nd STORY FLOOR Tr 2nd STORY CEILINGNGrTEL T 2nd STORY FLOOR a I Lt STOAT CEILING 3l 08L TEES r T Lt -TORT FLOOR. Lit STORY CEILING - I ,Lr°J- �'^ I ' ELL I I I let STORY FLOOR, I1IIT '5r. ¢ 3'VTP '"'l lT I I,)T 1 ii i ' KEY. TEE LT�� /pA�3t yr i SITE •� i Li=LONG TURN 13 KEY;, I E1L 1 TEE 1 , LT =LONG TURN 3.I• LT TEE 3•% L ELL i i ' •yam I I TEE TWO 21 O (S F HT 7k T l ILL I _tEE��"1V/r , 1 v. n Tll` T I \\ .r SITE DWV SYSTEM yy+�SiIEYr TEE Iii ; 131 �,rl �,. ( + AN 3 . NOTE: 2 LRVS SHALL HAVE ELL Srm 1•xTL& TEE I 1 I LT TEE ! , TEE LT ELL ` £ WASTE WHEN COMBINED i Y-vT 'l eam 3 ,; TEEi ;,. 1 SITEREFER TO FIXTURE DETAILS FOR'TRAP FIND I 13• `',, `•� EL'` -'f Iwm z�l ' •\ .b } I yr PIPE S=S NOT 57HOWN IN T'I-E SCtiEMFlTIC. I ELL FIRST FLOOR FIXTURES SHALL CONNECT INTO i 4tl i 1 J, I tiz• SITE lf� AOR z sliE HORIZONTAL BUrLDING DRAIN MORE THAN 10 PIPE I I ' ELL �. j SITE + „;r¢1- ,It vz• �/ DIAMETERS OOWNSTRERM OF 5TRCK BASE AND TEE I ELL enTn I I TE ' ! L7 TEE \ 1 ' Li Ell. 1 NOT CONNECT INTO SECOND FLOOR ORAL)STACK. Lgv_TEE + �'� S I'Iir \ I. -''T SITE r i I LT pRR R LISTED THROUGH PENETRATION FIP-ESTOP 3 } ' T -t`l? TEE I LT ELL W-us SYSTEM SHALL BE USED IN THE FLOOPJCQLWG `LT TEE i 1 y! Iwm iL TlI• FIFE P.RTm PZSEMaLY. E11 , i . ALT•TEE 1 V2.,f 9LIE ```��E11 Iiif4- I f- - 4 I , I TEE�� 13• .�. APPROVAL LIMRID TO Ilrz^ ' TAT ELL Tr>=1 m»,+ ' r I ' e RYBUICTPORITON 1 3 TE` ``L vT rr �:r a+m I I ' _/- LSY E11��'""ATE I I 3• TEE.l r s FACTO I stTe '>`_rzE `l I� i�1+:r'" 1 `..� i aaTn1a `1 I _tEE o 1 .c3 •APR 052008 e BELL J TELL,Tenor s`•' LT FLL�} I L?I I Lr TFF� a�-oTo1'+p9 I ELL_ r 'Arsrat+• TEE i TEE � Wn WYE_ .Y'' H Ely PATn t '41�,TM lif [Ir�rK ' I'�• ,'�'� STTE �,` ELL �=- '^I�r 1 5OE J SPACE RESERVED FOP, THE NEW YORK STRMP OF APPP.OVR_ LT Ell i 5I7E f i Z ,! ELL I` 4 6"V_OR 4 ems'L ELL I�./ r - '�'-' LT TEE SEE OETflLL i-•ca SITE l 1?DR 2' I.vwswFp'r TEE •'I •••777 T¢ EEE DETAIL 1 't 12'" Jr '•.� j TEE J 7fuz / LT ELL J �' TEE J i L LT ELL yr LPVFr a of r+! L/r ET-I. DP—m.FSTATE TF€' I vim'/L O.G yiil / rm,w-,d l•T �r LT y-v< TEE��: enm z LT ELL " ' LT Eu J O Q /A i F7 oRAIN PTFE t oI5-�,yrL c_�li ; t`L8Y STTE :��,.e�..,Ie.�� l�ARGE UAIP.EDTLY � �x,i4 I ....�.. .. I \ TO A IttT7ARo FREE TEF X3.1 nPPROVm B L� ' i 1Ell ' E31 I anc.oMCRIL , I r LT¢L_� TWO.STORY (SFE SHT.-7 jam"- 2k) � TEE ♦ # seam z , lT� h,1'r �If T TE: SYSTEM ELL` I •S NOTE:2 LRVS SHALL HAVE TEE , FF 0L} 2-WASTE WHEN COMBINED �\ T Vr OR r"`- it 7EE /+5 ELL J' riT P.EFER TO FIXTURE DETAILS FOR TRAP FIND SEE DETAIL �. Sim _�� PIPE SIZES NOT SHOWN IN THE SCHEMATIC- 1-1. J,- FIRST FLOOR FIXTURE5 SMALL CONNECT INTO LT ELL J'\.3� LT'rte CLT ELL HORIZONTAL BUILOING ORRIN MOPE THAN 10 PIPE - sCtE f\' r NOT DOWNST SA SECOND FLOOR DRAIN SSTACr BASE TALK ``.._ j LT ELL E11—O} I I MASTER SERIES RLL TWO STORY MODELS PLUMBING i _ MUNCY HOMES, INC. 1567 PR ROUTE 442 ERST, P.O. BOX 246 MUNCY, PR 17756 DRN BY DRTESCRLE REV. HT- NO. DATABASENAME b_1 REFI 3-10-97 NDNE 10-1-2002 6b_1 06\6 rQLTRIL #1 DETAIL #4 DETRIL #8 NOTES SHINGLES AND FELT AT BRERK E SITE INSTALLED BY BUILDER (6) 6d NAILS PER SIDE SITE INSTALLED BY ER 1. RIDGE BOARDS RRE INSTALLED R MINIMUM OF 1"BELOW PERK OF ROOF TO ALLOW FOR ATTIC VENTILATION. - METAL STRRP HINGE MANUFACTURER SUPPLIES RIDGE 2. PORCH CRLCS PROVIDED IN SECT =25 OF APPROVED VENT FOR FIELD INSTALLATION Rl70N MRN)RL BY OTHERS RS PER HRNUFRCTURERS IBU'PLYWOOD GUSSET SITE I LLED INSTRUCTION BTT BUILDER 2z4 SPF =� B 24'O.C. 35 P5F GSL. 2x4 SP =1:16"O.C. 50/60 PSF GSL. 2x4 =2/=1 11 12"O.C. 90 PSF GSL. 12 2x3 SOFFIT SUPPORT SITE INSTRLLED (U 2x6 SPF =2/=1 FIELD INSTRI I FD RIDGE VENT DETAILS 35 PSF GSL. (o 2x6 SPF =2/=1 SCALE: 1 1/2"=1'-0" 2x3 NAILER 50/60 PSF GSL Q) 2x8 SPF=2/=1 90 P5F GSL. NAIL #5 _® I ' PERFORATED SOFFIT SITE INSTAL RLUh1 COVERED PREMRNUFRCTURED WOOD FLOOR TRUSS 2x2 NAILER, ENDS ONLY, SITE INSTRI_ I i BLOCK5 SID RLL BY OTHERS RT 16"OR 19.2"OC PIRRRIRG RLL L SEE TRUSS Nv1MJRL FLOOR OECKIf.'G- SUPPORT COLUMNS-7'-0"MAY - 35 PSF GSL I 8'-0' MAX-50,60,6 90 PSF GSL I FOR TRUSS DESIGN DRRWING5 D INSTALL BYPBUIl.DER,COLUSUP TFD MN MUST BE ABLE �v TO WITHIA 5TAND RXL LORD OF 1200 E. S/12-�1INGED PORCH ROOF FIELD WORK SCALE: 1 1/2"=r o" �' THIS'ROOF 15 SHIPPED FOLDED 'ACK"' ON HOUSE R:OTE =J ROOF AND INSTALLED ON SITE BY BUILDER \.I-BERM HA - ., WODD LEDGER. I- RM HANGER STRIP OR J T HRNGER 0 JOIST HRNGER ETAIL #7CEILING JOIST loop DRYWALL TYPICRL FLOOR PRE- FACT :D WOOD TRUSS P ANUFACT WOOD FLOOR TRUSS 83Y OT ,. RT 15'. 19.2"OP.24`O.C. OTHERS RT 16 192'OC SEE SPECIF FOR TRUSS ICRTZONS MRNUf DESIGN DRAWINGS EE TRUSS MANUAL _ FOR TRUSS DESIGN D WINGS - - Ll FRSCIR 2x4 0 TOP PLRTE SOFFI BLOCK 1/2" x 9 1/4"MICROLLAM BERMS F�p�WNA4O OR 60 PSF LL SNOW RLUML OR VINYL �— )1 1/2"x 9 1/4"MICP.OLLAM BEAMS FORS SF LL SNOW I-BERM"HANGER.WOOD L R SOFFIT(VENTED) - UPPORT COLUMNS -10'-6" OC MAX.SUPPLIED AND P VIDES BEARING SURFACE STRIP OR JOIST HANGER I INSTALLED BY BUILDER COLUMN MUST BE ABLE TO WITHSTAND AXIAL LORD OF 4800 LB. STEEL COLUIN I TYP. SECTION THRU CARPORT TYPICRL FIRST FLOOR APPROVAL TO FACTORY BUILT PORTION SCALE: 1/2"=1'-0" �u61�.20�d OPTIONAL FLOOR TRUSS DETAILS SCALE:3/4"=P-D" 4�p4 FSTNOT TRI #9 FASTEN ROOF FLIP WITH O)16d D AI # TRREI5 APPLIED TO ROOF DECK UNDER FLANGE.SKYLIGHT IS THEN 5 NAIL PER RAFTER CONT.RIOGa PUT INTO PLACE (NO NAILS FIRE TO BE INSTALLED THRU FLANGE SEE NOTE PER MANUF.)-RR APPLIED TO FLANGE d 15=FELT INSFLRNGETALLED v S4 .� ALUM. SCIA SHINGLES THEN TRE INSTALLED OVER FELT 6 SHINGLES PRESSED IN P 2 METAL STRAP R5 HINGE l FRCTURERS SPACE RESERVED FOR THE NEW YORK STAMP OF APPROVAL \y SKYLICHT D L �i1 CURB TOP CHORD,­� PERFORATED SOFF17 SCALE: 1"=1'-0" MP%' o9`S FLASHING DETRIL °R" ZDETRIL "A" 7�12 SCALE: 1 1/2"=1'-0" 2x4 MIN. BLOCK 7/16` �NCY RRTED EATHING OR EOURL I PRE-CUT R SITE TRLLATION BY BUILDER I T1-11 SIDING EOUAL SUPPLIED PRE-CUT FOR SITE 2.4 MIN.BLOCK /WV,7v 5y5r` /71137-9 INSTRLLA BUILDER DEfxflTALSA of W j2 LOOFS OIVISWN GIH�M•,M'1tZ11dW1 DET. /12 DETAIL #6 /°--= "_ �o BLOCKING ALONG TOP CHORD OF TRUSS FOR SHEATHING ,q•„= ee.y=..=�.+e�..rrr..a=.n NAILER BLOCKING IS 2x4 AT 16"OC MAX.AND ISFOR FOR ON-SITE FASTENING ILL REQUIRED OF60 PSF.A MIN. SEE SHT 71 CONTINUOUS VENT CONT.RIDGE VENT T DET SEE NOTE•1 F NOW DOUBLE TRUSS EACH SIDE FOR ZON OF 40 A MAX LL OF 80 PSF.SNOW 2z4 TRUSS TOE-NRIL (2) 16d NAILS PSF MA ZONES EXCEEDING 80 PSF LL FROM 2z8 TO 2x4 RAIL SIDE. SS L HAVE(3)TRUSSES EACH MASTER SERIES ' 22 1,/X. 22 1/2'MRK NUMBER OF TRUSSES SHALL BE CONTINGENT UPON LL RATING OF TRUSS. RLL MODELS FRRMING DETRILS MUNCY HOMES, INC. 1567 PR ROUTE 442 DETAIL "B" OR 7/12 TRUSS AT "O.C. 5 OR 7/12 TRUSS AT 16" OR 19.2" O.C. MUNCY, PR 17756 TON THR OFFSET ROOF FIELD WORK SCALE: 1 1/2"=1'-0" TYP ATTIC ACCESS RND SKYLIGHT FRRMING DRN BY DRTE SCRLE REV. SHT. N0. S SCALE: 3/4"=1'-0" SCALE: 3/4"=1'-0" DATABASE NRME 08\8a MJL 3-22 91 SHOWN 4-23-2010 8c v it t CONNECT RAFTER TO RAFTER RCCROSS DETAIL #1 STRAP WITH(Sn10dlNRICPLSSERCH SIDE ROOF SHEATHING CO 7 RRF ERHTOl P50N L�S%S5 NOTES NDN-HRBITRBLE SPACE DORMER FRRME 2x4 SPF =2/=1 OR E0.RT 16"OR 24"O.C. 5TRRP (5l 10d NAILS EACH SIDE ROOF SHEATHING 1. WINGED GABLE DETAIL SHOWN IS FOR CATH CEILING NON- ABLE SPACE UNIT WITH DORMER FRAME SPF n2/•L OR EO.AT 16" OR 24"O.C. AVAILABLE OPTIONAL UNITS WITH FLAT WINGED DBLE IS ALSO 2. PORCH CAL C'S PROVIDED IN SECT x25 OF APPROVED MANUAL 3. DECO-DORMER CRLC'S PROVIDED IN SECT e30 OF FASCIA APPROVED MANUAL 4. WINGED-GABLE CRLC'S PROVIDED IN SECT •24 OF SHEATHING 2x6 CEILING NAILERS APPROVED MANUAL FASCIA ROOF SHEATHING PRE-MANUFACTURED WOOD TRUSS (BY OTHERS)AT 16'. 192" OR 24" O.C. SIHER,THING // \\ / SEE TRUSS MRNURL + FOR TRUSS DESIGN DRAWINGS 2x6 CEILING HAILERS PRE-MRNUFACTURED WOOD TRUSS ROOF SHEATHING (BY OTHERS)RT 16". 19.2"OR 24" O.C. TOE-NAIL ENDS- RAFTER TO _ SEE TRUSS MANUAL ROOF BLOCKING W (31 16D NAILS FOR TRUSS DESIGN DRAWINGS PER RAFTER PTIONRL 5/12 & 7/12 ROOFRMER e (FACTORY COMPLETE) (NO OENDS RAFTER TO DET �#4 R6 • ROOFOF BLOCKING W F R (3)1NAILS PER RAFTER 2x4 PORCH RAIL / 2s6 RIDGE VENT TRU55 ARIL / TRUSS OPTIONAL 5/12 OR 7/12 ROOF DORMER- ITERECTED SHIP LOOSE (2) 2.6 SPF n2/e1 RAIL RAIL SCALE: 3/4"=1'-D° (NOTE mal (RPPROX F-0"LENGTHS) HERDERS,SHIPPED �Zx4 TRUSS LOOSE AND FIELD RAIL INSTALLED BT BUILDER IL # FIELD CONNECTION OF 4 FLIP C2 RAFTER TO HEADER RAIL SHALL EOURL 460 LB FOR GROUND SNOW LORDS 5 OR 7� OF 60 PSF AND LESS. (3) 2.6 SPF 2/•1 1x6 FRSCIA� HERDERS FOR GROUND RIDGE VENT(FIELD) 2x3 SOFFI7 BLOCK SNOW LORDS UP TO 90 PSF L 1/2" SHLP LOOSE GRP HEADER 2x3 FRAME FOR 2x6 SPF m2/•1 2 - 35 PSF GSL 2.4 STO TRUSS 'MAX �y SOFFIT SUPPORT 2x6 SPF =2/ml O.C.- 50 TO 90 PSF GSL 2x4 SPF STUD GRADE OR E0. LATERAL BRACING(FIELD ON-SITE BY BUILDER TRUSSONE )BY OTHPREECE -MAN F IF,, RROIRSED'RO F SHIP-LOOSE 2x4 2x3 ROOF SHEATHING(FIElD) p SEE SPECIFICATIONS MANUAL 7/12 - 28' R ND 31' WIDE ROOF PANELS�+ FOR TRL15S DESIGN DRAWINGS (APPROX. 2. RIL ROOF SF�ATHING (FIELD) NON-HABITABLE SPACE B'-O'LENGTHS) + !FACTORY) 1.FRSCIR > CAUTION2x2 SOFFIT BLOCK 17 NO SHEATHING ROOF SHEATHING (FIELD) 2x3 FRAME FOR SOFFIT SUPPORT 5/1 2 - 26' WIDE ON-SITE BY BUILDER IN THIS AREA PRE-MRNUFACTURED WOOD TRUSS - PORT COLUMNS -9'-4"O.C.MAX 35 P5F GSL (BY THERS) AT 16'. 192" OR 24"O.C. T-9"O.C.MAX 50 PSF GSL,7-4"O.C.MAX SEE TRUSS MANUAL ROOF SHINGLES (FIELD) 60 PSF LL SNOW, 8'-0"MAX 90 PSF GSL FOR TRUSS DESIGN DRRWING _ SUPPLIED AND FIELD INSTALLED BY BUILDER (FRC FELT PAPER(FIELD) COLUMN MUST BE ABLE TO WITHSTAND AXIAL LORD OF 1400 LB. RR I SED PORCH OPTION ROOF SHEATHING MINERAL PAPER (FIELD) (FACTORY) SCRLE: "=1'-D" (NOTE -2) DRIP EDGE(FIELD) SEE 7!12-�8'WIDE - ® FOR COMPONENTS i� FASCIA(FIELO) 1x6 (FIELD) 2x4 PORCH RAIL SPACE RESERVED FOR THE NEW YORK STAMP OF APPROVAL EXTERIOR SHIPi0 L �� 2.4.TRUSS L i + SIOEWALL VENTED VINYL SOFFIT(FIELD) RD(A PHLS. (APPROX. VINYL AIL(FIELD) 8'-D"LENGTHS) 2x2 SOF FRSCIR-�• SOFFIT BLOCK �- BLr VINYL SIDING R71 - SHIP-LOn'sHEADER R f�� 7/12 - 26' WIDE 2.3 FRAME FOR SOFFIT SUPPORT RLT. RAISED 800E PORCH OPTION ON-SITE BY BUILDER SCALE: 1/2"=1'-0" MQI£C 1, THE BOTTOM OF THE PORCH FRSCIR,PORCH HEADER, 20 SOFFIT FRAME p 6 STD.TRUSS FASCIA SHOULD BE FLUSH AFTER ON-SITE ASSEMBLY. 5/12 - 2S' WIDE WHEN USING THE CATHEDRAL ROOF OPTION, CONNECTION OF 2x6 PLATE TO TRUSS OR RAFTER FIELD CONNECTION OF OUTRIGGERS TO END WALL: T # OUTRIGGERS SHALL BE 16"O.C. AND 2 ROWS OF 131"x3"NAILS OR EQUAL AT 12" O.C.MAX O) SIMPSON H2.SR STEEL FRAMING ANCHOR TOP PLATE SHALL BE DOUBLE EACH RDW,ROWS SHALL BE STAGGERED WHEN USING THE CATHEDRAL ROOF OPTION R5 SHOWN ON DRAWING 7_1. TOP PLATE SHALL BE DOUBLE FOR ANCUSEHOR FCOR ALL CONDITIONSMPSON go D OR DUAL STEEL G STEEL FARMING RNC 9D PSF GROUND SNOW ZONE OR JOIST HANGER' INSTALL INVERTED TO PREVENT UPLIFT 2s6 SOLIDI) ALUM.FASCIA = ()R RAFTER APPROVAL LIUIT-cD TO FACTORY BUILT PORTION 4'-0"MAX. 2x6 PLATE GGERS ATTACHED TO TRUSS OR SPF m2/•1 �l1 '�Z,�efO /L/oD�.SjrSx��L/Iq/jS�-Oz-a7o INSULATION 2x6 SPF •2/•1 a 24" 35 PSF GROUND SNOW ZONE RAFTER WITH INVERTED JOIST FIRNGERS OR PLATE �yoN.0 G,,. ofP�wruFxf oF57n7E crop65 fxxgpN 2x6 SPF e2/•1 8 16"a PSF GROUND SNOW ZONE a°`+cr' TF,y` + S�,m Spp &"W.s 7�w�mc.Donee 2.6 SPF •2/=I a 12" OC FOR GROUND SNOW ZONE - r p u.. 0- DOUBLE 24 SPF m2/ml a 16"OC F SF GROUND SNOW ZONE STEEL r w¢,K�tr'0ftl`�w•mm�"s.e+m.n.n...m.m FRAMING >..+m+g •wtrmr..a,.,•er.r SITE INSTALLED BY BUILDER - WHEN 5/12 OR 7 SSES ANCHOR ♦ �`' - e+m�v .®+. FACTORY INSTALLED- WHEN 5/12 OR 7/12 TRUSSES LINE /75CL-(AZ 0 PRE-MANUFACTURED(BY OTHERS) -' WOOD TRUSS AT 16 19.7"OR 24"O.C. OPTIONAL WINDOWlc OR OPT. CATHEDRAL ROOFRAFTER FASCIA = AS SMR S TE R SERIES SHOWN ON DRAWING 7 c 2x4 SHERTHI SUPPORT ALL MODELS SUPPORT BLOCKIN REQUIRED AT SHEATHING BUTT CATIONS FRAMING DETAILS SITE INSTALLED BY BUILDER -WHEN OPT, 9/12 OR 12/12 TRUSSES OR ALL CATHEDRAL RAFTERS - MUNCY HOMES, INC. ' cE NOTE •1 FACTORY INSTALLED- WHEN OPT.9/12 OR 12/12 TRUSSES DR ALL CATHEDRAL RAFTERS 1567 PR ROUTE 442 MUNCY, PR 17756 TYP SECTION THRU WINGED GRBLE WINGED GABLE PLAN VIEW DRN BY DRTE SCALE I REV. SHT. NO. SCALE: 1"=1'-0" (NOTE m4) SCALE: 1/2"=1'-0" ORTABASE NAME MJL 3-22-51 SHOWN 4-23-2010 8b 08\8b * " x DETAIL #1 NOTES I TCC PRE-MRNUFACTURED WOOD TRUSS IVO ES FIELD CONNECTION OF GABLE OH 24"OC FOR 35 P5F GROUND SNOW ZONE 10dINSNA RAKE TO TRUSS EKED BE 16"OC FOR 50 PSF GROUND SNOW ZONE lOd NAILS 6" 0/C STAGGERED 21 ROWS 12"OC FOR 70 PSF GROUND SNOW ZONE 1. PORCH CRLCS PROVIDED IN SECT x25 OF APPROVED -. p 19.2" OC AND DOUBLED FOR 87 P5F GROUND SNOW ZONE MANUAL. ' FIELD WORK FIELD INSTALLED16'OC AND BDFOR 100 Y BUILDER PSF GROUND SNOW ZONE TYP.GABLE OVERHANG FIELD CONNECTION OF GABLE OH SEE BHT 7L.DETAIL x3 INSIDE RAKE TO TRUSS SHALL BE 10d NAILS 6"0/C STAGGERED(2)ROWS 72 MAX 2)2�.ERSITE ERECTED DORMER, SEE BHT 8b. DETAIL -1 ' - �23-1/4" 16"OR 23 1/4" 24"TYP.7/16" SHEATHIhIG TO F\-\ 24" TYP. 2x4 PRE-HRNUFRCTURED WOOD TRUSS OF FIRST TR 24"OC FOR 35 PSF GRUUND SNOW ZONE y / 1 16"OC FOR 50 PSFGROUND SNOW ZONE " OC FOR 70 PSF GROUND SNOW ZONE C AtdS DOUBLED FOR 87 PSF GROUND SNOW ZONE w 16' DOUBLED FOR 100 PSF GROUND SNOW ZONE 2x4 FIELDN BY BUILDER ¢¢ SPF =2/=1 OR EO �¢ R 12 i TRIM 10 3/4"FRS_FNOS OF _� 5. 7 \ / \ TRUSSES(F )----� - 12 -71 Q]SIMPSOIN.? \ TYP.PRE-MgNTUFACTURED TRUSS H 16", 19.2"OR 24"O.C. \ BEAD R TO ', D \ HEADER TO STUD _?z6 NAILER(FACTORY INSTALLED) BETWEEN TRUSSES n n !'Il 41 !tl }}}}}} HERDEP.S (2)SIMPSON HZSI� EXTERIOR LOADBFARING WALL i BERM ANCHOR �\ O)COLUMN STUD PER EACH HERDER TRUSS TO HEADER 5/8"SHIM MATERIAL 5 TRLLED \ SITE INSTALLED HERDERS SITE INST SUPPORT POCKET COLUMN BY BUTIDER RUST 5'x5 1/2"x4"DEEP BE ABLE TO WITHSTFUJD RXIRL LORD OF 4300 LB x6 SPF-2/x1 FOR 35 P5F GROUND SNOW ZONE FRONT VTFW (2) 'k5 1/2"MICROLLAM FOR 50 PSF GROUND SNOW ZONE (3)1 1 .MICROLLAM FOR 60 PSF GROUND SNOW ZONE (v SIMPSON H25 O?)1/1/2"x7 CROLLAM FOR 90 PSF GROU140 SNOW ZONE BEAM ANCHOR (SEE APPROVED C TION MANUAL FOR ALTERNATE MEMBERS) TRUSS TO HERDER ' NOTF: EXTENDED DORMER TO BE SHIP BE FOR ON-SITE INSTALLATION BY BUILDER. OPT EXTENDED ROOF DORMER - TTERECTED EXTENDED DORMER CONSIST5 OF TRUSSES, LE OVERHANGS, 5CRL E:1/2"=1'-0" NOTE -1) 0 ROOF VALLEY PANELS, ROOF SHEATHING, UN MEM, SHINGLES 6 12)1.6 FASCIA BOARDS. SOFFIT 6 FASCIA MRTERIAL G. APPROVAL LIMITED TO FACTORY BUILT PORTON FIELD CONNECTIONS §(oRAf. DETAIL #2 RAFTER TO KNEEUALL DETAIL #3 KNEEWRLL TO TRUSS t - * RAFTER TO TRUSS AT 0416d TOE-NRIL ERCH FIELD WORK FIELD WORK CONNECTION BY BUILDER F p75T� SPF =21=i RAFTER 24' FOR�35 PSF GROUND SNOW ZONE SPACE RESERVED FOR THE NEW YORK STAMP OF APPROVAL 16"0 R"9D PSF GROUND SNOW ZONE INSTAL ON-SITE BY BUILDER 2x4 SPF STUD GARDE OR EOURL SHIP LOOSE R PANELS tm 16"OR 24"OC INSTALLED ON 2x4 AT ED TO TRUSS APPROX 8'-0" S� SITE BY BUILDER 2x3 coiME cnR SOFFIT SUPPORT INSTALLED 2x3 FRAME FOR SOFFIT\ \ / 2.4 ATTACHED DOUBLE 2X4 RIDGE BOARD // ON-SITE BY BUILDER SUPPDRT�TFLLED TO P.AFTER 2z4 SPF s2/=1 ON-SITE 8Y BUILDER OPTIONAL OORMER� \ m 16" )R 24"OC__7// 2x8 SPF=2/=1 PORCH RAIL \ INSr^iLED ON Sa, L B7 BUILD.Tc 2.11, RTTRC 2x6 SPF=2/=1 RAFTER +( FIELD CONNECTION OF RAIL TO Q TO TRUSS 24"OC FOR 35 PSF GROUND SNOW ZONE ------------------; STUD-(4) 16d NAILS DIRECT •. .-__.. 16"OC FOR 50/60 PSF GROUND SNOW ZONE "--J°`-------'L------- - 2x8 SPF x2/x1 RAFTER - 1.6 FASCIA PRE-MANUFACT WOOD TRL55 16"DC FOR 90 PSF GROUND SNOW ZONE n _ SECOND FLOOR AT 16'. 192 24"OC -SEE INSTALLED ON-SITE BY BUILDER n '®i 2x4 FLAT ir-----_- 2x4 SPF-21-1 W/L2"OB (3)1 1/7' x 3 1/T' TRUSS M FOR NRILERS ' FACTORY INSTALLED MICROLLRM HERDERS TRUSS GN DRAWINGS SHIP LOOSE ROOF PANELS o "�- __---�� 2x6 SPF+2/=I LEDGER STRIP INSTALLED S BR ADD�ON SITE gPPROX B'-0"LENGTHS- BY � n �a FACTORY INSTALLED n SUPPORT COLUMNS- 8'-0"FOR 35 PSF UND OW ZONE, 1x6 fgSCIA FIRST FLOOR T-0"OC MAX FOR 50/60 P5F GROUND E. 6'-0"FOR 90 PSF GROUND SNOW ZONE, SUP AND FIELD (2l 2xfi SPF -2 .1 FOR 35 PSF GROUND SNOW ZONE INSTALLED BY BUILDER COLUMN MUST RBL O WITHS7AN0 (2) 2x8 SPF x2/=1 FOR 50/60 PSF GROUND SNOW ZONE AXIAL LORD OF 1200 LB. (2) 2.10 SPF =2/=1 FOR 90 PSF GROUND SNOW ZONE2x6 NRILERS BETWEEN RAF-PERS /La02D. 7e,s)-57 �-r/,17/3e2-2?-07D /1 PORC OF OPTT IT R CT D HERDERS INSTALLSITE BY BUILDER RERARIYBR OF STATE CODES On/1S10N SUPPORT COLUMNS 7'-0`OC MRX. AteAm'.xTTa m- [ SCALE:1/2'=1'-U' SUPPLIED AND FIELD INSTALLED �is/iwyAo7m.a im ate% i 3�m� BY BUILDER COLUMN MUST BE ABLE TO WITHSTAND AXIAL LORD OF 1000 LB enuma+m..aw®'uarrmr awQ mxnwweam®pm�a/k SEE 5/1 CUMPONENT5 AND CONNECTIONS TWO STORY PORCH ROOF OPTION - SITE ERECTED MASTER SERIES SCALE: 1/2"=1'-0' (NOTE x1) RLL MODELS FRRMING DETRILS MUNCY HOMES, INC. 1567 PR ROUTE 442 MUNCY, PR 17756 7/12 PORCH ROOF OPTION - SITE ERECTED DRN BY DATE SCALE REV. SHT. NO. SCALE:1/2"=1'-D" (NOTE =ll DATABASE NADE DRM 1-13-98 1 SHOWN 4-23-2010 1 8d 08\Sd SYMB❑L 50'MIN. i EXISTING PAVEM 3ENT C❑NSTRUCTI❑N SPECIFICATI❑NS .$1 EXISTING FILTER�� MOUNTABLE BERM 1. ALL GRADED OR DISTURBED AREAS INCLUDING SLOPES SHALL BE PROTECTED DURING GROUND CLOTH 61FILE (OPTIONAL) CLEARING AND CONSTRUCTION IN ACCORDANCE WITH THE APPROVED SEDIMENT e � CONTROL PLAN UNTIL THEY ARE PERMANENTLY STABILIZED. 50'MIN, 2. ALL SEDIMENT CONTROL PRACTICES AND MEASURES SHALL BE CONSTRUCTED, APPLIED AND MAIINTAINED IN ACCORDANCE WITH THE APPROVED SEDIMENT EXISTING 10, MIN. CONTROL PLAN AND THE 'STANDARDS AND SPECIFICATIONS FOR SOIL EROSION C GROUND AND SEDIMENT CONTROL IN DEVELOPING AREAS'. D 2'MI EXISTING 3. TOPSOIL REQUIRED FOR THE ESTABLISHMENT OF VEGETATION SHALL BE STOCKPILED 121MIN. PAVEMENT IN AMOUNT NECESSARY TO COMPLETE FINISHED GRADING OF ALL EXPOSED AREAS. ` 4. AREAS TO BE FILLED SHALL BE CLEARED, GRUBBED, AND STRIPPED OF TOPSOIL TO X 5' DEEP PLAN VIEW MIN. REMOVE TREES, VEGETATION, ROOTS OR OTHER OBJECTIONABLE MATERIAL. 8' DIA v DRYWEEL T❑ BE INSTALLED Lo, 5. AREAS WHICH ARE TO BE TOPSOILED SHALL BE SCARIFIED TO A MINIMUM DEPTH OF FOUR INCHES PRIIpR TO PLACEMENT OF TOPSOIL. o AFTER CONSTRUCTION ENTRANCE 6. ALL FILLS SHALL BE COMPACTED AS REQUIRED TO REDUCE EROSION, SLIPPAGE, IS REMOVED CONSTRUCTION SPECIFICATI❑NS SETTLEMENT, SUBSIDENCE OR OTHER RELATED PROBLEMS. FILL INTENDED TO SUPPORT BUILDINGS, STRUCTURES AND CONDUITS, ETC. SHALL BE COMPACTED S0' x 15' WIDE 1, STONE SIZE - USE 2' STONE, OR RECLAIMED OR RECYCLED CONCRETE EQUIVALENT. IN ACCORDANCE WITH LOCAL REQUIREMENTS OR CODES. CoNSTRUCTI❑N 2. LENGTH - NOT LESS THAN 50 FEET (EXCEPT ON A SINGLE RESIDENCE LOT WHERE 7. ALL FILL TO BE PLACED AND COMPACTED IN LAYERS NOT TO EXCEED 9 INCHES S ENTRANCE A 30 FOOT MINIMUM LENGTH WOULD APPLY). IN THICKNESS. "•% 3. THICKNESS - NOT LESS THAN SIX (6) INCHES. 8. EXCEPT FOR APPROVED LANDFILLS, FILL MATERIAL SHALL BE FREE OF FROZEN �v p� PARTICLES, BRUSH, ROOTS, SOD, OR OTHER FOREIGN OR OTHER OBJECTIONABLE \ r(�� 4, WIDTH - TWELVE (12) FOOT MINIMUM, BUT NOT LESS THAN THE FULL WIDTH AT MATERIALS THAT WOULD INTERFERE WITH OR PREVENT CONSTRUCTION OF 5 Ili POINTS WHERE INGRESS OR EGRESS OCCURS, TWENTY-FOUR (24) FOOT IF SINGLE SATISFACTORY FILLS. y 9�fQ ,o�,� ENTRANCE TO SITE, 9. FROZEN MATERIALS OR SOFT, MUCKY OR HIGHLY COMPRESSIBLE MATERIALS SHALL q�,� CYTG \ 5. FILTER CLOTH - WILL BE PLACED OVER THE ENTIRE AREA PRIOR TO PLACING NOT BE INCORPORATED IN FILLS. OF STONE. hfppCOj� 6, SURFACE WATER - ALL SURFACE WATER FLOWING OR DIVERTED TOWARD CON- 10, FILL SHALL NOT BE PLACED ON SATURATED OR FROZEN SURFACES. to STRUCTION ENTRANCES SHALL BE PIPED ACROSS THE ENTRANCE, IF PIPING IS 11. ALL BENCHES SHALL BE KEPT FREE OF SEDIMENT DURING ALL PHASES OF IMPRACTICAL, A MOUNTABLE BERM WITH 5,1 SLOPES WILL BE PERMITTED. DEVELOPMENT. Q <<•',✓ � M 7. MAINTENANCE - THE ENTRANCE SHALL BE MAINTAINED IN A CONDITION WHICH WILL 12. SEEPS OR SPRINGS ENCOUNTERED DURING CONSTRUCTION SHALL BE HANDLED IN PREVENT TRACKING OR FLOWING OF SEDIMENT ONTO PUBLIC RIGHTS-OF-WAY, ALL ACCORDANCE WITH THE STANDARD AND SPECIFICATION FOR SUBSURFACE DRAIN " SEDIMENT SPILLED, DROPPED, WASHED OR TRACTED ONTO PUBLIC RIGHTS-pF-WAY OR OTHER APPROVED METHOD. MUST BE REMOVED IMMEDIATELY. -T 13. ALL GRADED AREAS SHALL BE PERMANENTLY STABILIZED IMMEDIATELY FOLLOWING 0 r\ 8. WHEN WASHING IS REQUIRED, IT SHALL BE DONE ON A AREA STABILIZED WITH FINISHED GRADING. 4, c'p� ""' STONE AND WHICH DRAINS INTO AN APPROVED SEDIMENT TRAPPING DEVICE. ' .._ 1� -` `i ; - "" PROVIDED AFTER EACH •.,• �tp� , 9, PERIODIC INSPECTION AND NEEDED MAINTENANCE SHALL BE R RAIN. J� U.S. DEPARTMENT OF AGRICULTURE STABILIZED U.S. DEPARTMENT OF AGRICULTURE �\ NATURAL RESOURCES CONSERVATION SERVICE NATURAL RESOURCES CONSERVATION SERVICE LANDGRADING NEW YORK STATE DEPARTMENT OF ENVIRONMENTAL CONSERVATION CONSTRUCTION NEW YORK STATE DEPARTMENT OF ENVIRONMENTAL CONSERVATION SPECIFICATIONS SILT FEN( ci j NEW YORK STATE SOIL & WATER CONSERVATION COMMITTEE ENTRANCE NEW YORK STATE SOIL & WATER CONSERVATION COMMITTEE .l \ WOVEN WIRE FENCE SYMBOL (MIN. 14 1/2 GAUGE 10' MAX. C. TO C. SPACING)6' MESH 36' MIN. LENGTH FENCE POSTS DRIVEN MIN. 16' INTO GROUND C yQf'f"\ HEIGHT FILTER C ` ! V� I = 16' MIN, �Q�WW �8' MIN. / r PERSPECTIVE VIEW OD 36' MIN. FENCE POST �O WOVEN WIRE FENCE (MIN. 141/2 GAUGE W1 MAX, 6' MESH �� SPACING) WITH FILTER CLOTH j 20'MIN. FLOW UNDISTURBED GROUND f1o0 �b COMPACTED SOIL t0 heti l- D fir` EMBED FILTER CLOTH 16'MIN. A MIN. OF 6' IN GROUND. SECTION VIEW C❑NSTRUCTI❑N SPECIFICATI❑NS 1. WOVEN WIRE FENCE TO BE FASTENED SECURELY TO FENCE POSTS WITH WIRE TIES OR STAPLES. POSTS SHALL BE STEEL EITHER 'T' OR 'U' TYPE OR HARDWOOD. 2. FILTER CLOTH TO BE TO BE FASTENED SECURELY TO WOVEN WIRE - /`( FENCE WITH TIES SPACED EVERY 24' AT TOP AND MID SECTION. FENCE SHALL HE WOVEN WIRE, 12 1/2 GAUGE, 6' MAXIMUM MESH OPENING. 3. WHEN TWO SECTIONS OF FILTER CLOTH ADJOIN EACH OTHER THEY SHALL BE OVER- [ --LARREA.-BY SIX--!NG11E -3HALt-1M-_EI1'HER-FILTER_t, CC �r MIRAFI 100X, STABILINKA T140N, OR APPROVED EQUIVALENT. 4. PREFABRICATED UNITS SHALL BE GEOFAB, ENVIROFENCE, OR APPROVED EQUIVALENT. 5. MAINTENANCE SHALL BE PERFORMED AS NEEDED AND MATERIAL REMOVED WHEN 'BULGES' DEVELOP IN THE SILT FENCE. U.S. DEPARTMENT OF AGRICULTURE NATURAL RESOURCES CONSERVATION SERVICE SILT FENCE NEW YORK STATE DEPARTMENT OF ENVIRONMENTAL CONSERVATION NEW YORK STATE SOIL & WATER CONSERVATION COMMITTEE ECSP NOTES; 1. DUST CONTROL TO BE CONTAINED BY DAILY SPRINKLING WATER ON DRY AREAS OR WHENEVER DEEMED APPROIATE TO KEEP DUST TO A MINIMUM. 2. STOCKPILED SOIL SHALL HAVE SILT FENCE AROUND BASE IF STORED MORE THEN SYMBOL 7 DAYS. C� 3. SOILS SHALL BE STABILIZED BY SEEDING WITH GRASS AS SOON AS POSSIBLE AFTER GRADING CAST IRON FRAME & COVER TO GRADE CAMPBELL FOUNDRY, PAT. NO. 1007C ALLOW 3" FOR FINAL PRECAST REINFORCED B ADJUSTMENT OF FRAME CONCRETE TRAFFIC TOP FOR DRIVEWAY LEGEND ADJ T TO GRADE TEST HOLE �8" THICK FOR DRIVEWAY/6" THICK FOR ROOF DRAINS DITCH OR DIVERSION TO DIVERT SURFACE FLOW THP EL. 17.0' 4 SDR FOR ROOF DRAINS 19 ® ® ® ® y \ - KNOWN SILT FENCE BE -j - y - OL SILTY LOAM NCH GRADE 2-3% ® ® ® ® ® .- . ® ® ® ® ® �11 I 1 IIIII R F1p ML.".... ' ® ® ®1 BROWN SILT ® ® �IIIIIIIII� IIMII�I 1+ �'1 Y OlQlllulll Iluli1i�� ,MIN. 25' LAND GRADING III 6'MIN. x I011llllhuul'�•�` •• ,,,,., ® D C DUST CONTROL PALE BROWN SP FINE SHINED. ® ® ® ® ® 3 30' 4 40' 2' MIN. 8' STABILIZED CONSTRUCTION ENTRANCE 15' WATER GROUNDWATER EL 2.0 EROSION AND SEDIMENT CONTROL PLAN BASED ON SURVEY FROM: SP WATER IN PALE NOTES B�IWNFINETD MARTIN HAND, HANDS ON LAND SURVEYING 2/04/2013 NEO.SAND 1. CONCRETE - 4000 PSI AT 28 DAYS j 2. FOR ROOF DRAINS USE SOLID COVER OVER PRECAST RING TOPOGRAPHY/GRADING 3. STORM DRAINS SHALL NOT BE COMBINED WITH ROOF DRAINS M 21' 5. ALL DRAIN RINGS SHALL BE 2' MIN. ABOVE GROUNDWATER S C T,M, DIST 1000 SEC 79 ELK 07 0 31 MCDONALD GE�SCIENCE -"-"- XX-"-••- PROPOSED CONTOUR NATURU.S. DEPARTMENT OF AGRICULTURE MARCH 10,005 STORM WATER LEACHING POOL �/ AL RESOURCES CONSERVATION SERVICE LA DD TRADING NEW YORK XX EXISTING CONTOUR STATE DEPARTMENT OF ENVIRONMENTAL CONSERVATION NEW YORK STATE SOIL & WATER CONSERVATION COMMITTEE IL SHOWN WITH ROOF DRAIN PIPE AND STORM GRATE STORM DRAINAGE CALCULATIONS DRAINAGE CALCULATIONS BASED ON 2"RAINFALL PROPOSED SINGLE FAMILY[yWELU NG ROOF AREA=1,912 S.F. V=ARC V=1,912 x.17 x 1=325 C.F. Michael Mapes ,P .E . FOR 9 DIAMETER DRAIN RI NGS 42.2 C.F./LIN-Fr REQUIRED 7.7'OF 9 DIAMETER LEACHING POOLS163 PENINSULA PATH " R . RIVERHEAD, N.Y 11901 gyp •� e"'.,.+,.' Vis• PROVIDE 4 8'DIA x 2' D ��;" }; PHONE 631-369-2170 PROPOSED ASPHALT DRIVEWAY 1,392 S.F. '��'�� �.�� ���;��� V I E T S R E S I D E N C E V=ARC V=1,392 x.17x1 =237C.F. FOR 9 DIAMETER DRAIN RINGS42.2 C.F./LIN-FT S` .V 'ry 1570 JACOBS LANE REQUIRED 5.6'OF 9 DIAMETER LEACHING POOLS - - • f;E' EROSION AND SEDIMENT CONTROL PLAN PROVIDE 1-9 DIA x 6 DEEP POOLSIZE � AoREV.® 50 - - - - A sl0D DRAWING NUMBER SCALE: V=40' DATE 3-6-2013 SHEET OF 8 is Z.,, ' �--�-,���4-"r^�,�• RETAIN STORM WATER RUNOFF PURSUANT TO CHAPTER 236 y OF THE TOWN CODE. APPRO' ol P`EEr' h3 , te - � �i TIFY�9/Bl�Il ,a1� r _ �Nl a r L1-..J✓' f. to rFO 'L" I�X"_I-I'.- al � d7 �3 M 1, POUNbA I0N , I�' ( 1� t ' , s . FOR POURED OInt r 1 ROUG -FRAMING. STRAPPING, ELECTRICAL 3' INSULATIC N _ I 4' FINAL•CONSTRUCTION &CLECTR.V i'' r MUST B€COMPLETE FOR C O j PALL CONSTRUCTION$HALL N4 Cfi T!4P NTHE • ti � REOU•IREME TS OF YORK STATE, NOT RE .POS<:LSE FOR DESIGN OR CONSTRUC"tioN IRfORS, ELECTRICAL 4 INSPECTIOPEGUMmED N OCCUPANCY OR UNLAWFUI q�..._.__� - ...y a � 6 l� F �f� - f-%' (:,:- f•Y - - "y, �' , } ^--�— ` �t �,,Y - "•,y�i, z. �,.. E RT d z ,.�r r r� 00U NC _ _44— _ ._.-�._ _,.-.. _r.,.-.-.__...,.v..+.,«_..._._ ._�...,. _.. ...r .r-..-+-..�r..,..4+. .....:......_..•...._-.w.w�.....Y,w .r-.}rte«.-w. ' ...Y.. � .- .{��.-._._. �. ...w.. ..- ..__... .. -.- _ ..<- _,_...-- -• __ � I _^_ _ �7 I � � � .,:.,. .,.,..»... �: .,. ..' .. .-;.._ { .... ..,-,..,_. ._ ,.,.....,-.��....tea.;.... ..�, { .. � .i �" �.-,.- ..e-',..,•.�e�^ .ce,+,sc'�_-•- _ -.__ __ _ pr 'NaT PR60ES'D WITH FRAMING UNTIL SURVEY 1 f . � f .: Y ", ,., I ? :OF FOUNDATl0�' LOCATION r . 4�� BEEN AFI�U 1 t` HAS `:!1!D VMPO 7CTIFICATlON , ' �." KENT BEFORE (.,, NC w,. s _ l RTIFICk�'''E OCCUPANCY { - + ..� f ,z f ;> ( t svL��E�t�SED IN WATER 7V B[JPPL Y' V.5T,f M CANNOT LEAD. FXCEE113 L1F 1% t ! y i 1 !1, ) e d -- - _— -----�- -_, I - __._ ______._ _ _._._.....-. _ --- _. __ ____ __ _- __--. _.- -- mbiNb WASTE : —...... — - _ - _ _ -- — — --- " __----- `" ; +_- I ALL 1 &WATER LINES NEED'.- I - STLNG 85F•op -COVERW -_ IL _ Kr - 1�` �M � 1 � ���- �{i 1,"J �'Vt .n� Pry+� � _..- � � � ,r_ .____ .- � .�...Y y ! � 11{ r.,w___. .w,_,�,. �.++..w..,.. -_,_3 � ,.rw.,- •� j �....w..,.-.,.._w,..� �[ � � { h� - �} ti 1p 1 I t ' - � � �' �{j�R'-'Grr��•• �' f �r a �t r-o�+{ f.R� cc CIQ - u.' -,. -K+.ww.•�,�:., `.,wan..«...-i.......»- a _ 1 �a— - f. � ' �,,• ,� �,,..,,! ,� .,,,,._......_.,...-,_..._..._ ^..'`^^-".:'....,..^^...'r'"".:'."""'""...,`� _'� � -fir-' j _-_ _ _ . . *17Z 1 f' - 4, '•w�a .-.... .,r� _.1.r,_..'.. �� .stw--_......wrr•,:+.»._,..rr,�. s_... ....,.�' ,_.++..,w..a�-�� —____— � __ ..�.._.. �,} .._...— �- �,,� � - ... , t - JL4:.:: .-._.�-�A-`-..., ... -_"__-_w..±i'.-a..:._-J+...+:_.��.c..9*r.�'-. ..__.....�_...,. ..•.___�'a+_u.___—.....-��5,....r..-_a+-_._-.-,. .._.-._,._�._._.-- �_.a...,.- -,... -.s ' 4 t ilk - - All Y r j- 71 .71 I' l i.; i I � � � ! is � ���• ��� �f-' � , , � ._—.�.........._..��-Y�..o�,....".. ..�,.,.._-.��,�'� l--_...r"a.,.-��a._..,_. . ,...._. _,_..-. - ..".,_�_...�. ..�„...�-.._,_-•---•._ ... _. _.,.N_._.,e-..,,.__._,.-.....__._...___ .,�w.=..:.µµ_._______v._. ._-.._ I'''�'�� __ ..- -- -' -- .E E ''I'1' ,.,` ,_4^� ,.,._.- /�(1�._ ..3 jt .! , '..�,Jf('�f�i�'?f •jZ.ry i 5F� �y � �'d €f t t. A r J =*' ZF • rp-{ V YYY �1. t , r , 4.• r �, _ .- ,. � , _ _,� ,-,- .-.., T a ,: '.q'.=- '. :- .aR”.-��� �..._ ._,-.—__..+-.— .. ._._,._w—._—_—.�r�.•_.<..�.._.._.....,__.�......._._.-.s_-...�_... .-_._-....-_._- u.._.._. , 1, • t "i W •' 'b 001 ` , gate post Mini r;xUm ,' Wi#y Mmsm er 4 Rebar with d M•' ttticta, s minimum length lap of 2x embedment ,• . length th+ , r / j/{��//(r`!` 446,13 PrpAn+a'Uv0•trirate�4 �! f :r <_ ., 4trr*may tR VBrttCB! HDU Instalfation !' r Min, from end of concrete Typical STH014 End Installation f . GENMAL Tba�Lrchit+ t will"not havo rar?ntrot;or charge of erect will not be responsible for construction,rneans, : g b 6�, � nr�ttuida,tort�i�#t� �g4encci+fid progj arta}in cotu�ectibn with the work. tel . �J / •. The,C&WacW dwl give all notices-and comply,with&U-140% ordirianem rules;"rt Cations and lawful Provi of.Archited swings vW Cations at van tt wc authofity bearing on the perilbmance of the ith i ttaw s the �/!t'+ Uvvw&W otwtor sira�tt indemnify and meld hwmlm the Architect:and there wants MW employe" tom a claims,dam^ides and erxpenses�duditrg but not United to S to +fees wising out of or daunW,lass r na(l j is . resutti'rig>k€ont tt�perfcAc ofthe,virt+rfc,prc�vit#ect Clot any etch claim, v attrl Aiyle t©'bottlt� 44ury.:�tG��l►St'&�Cllr e{eat�1 Q� to k4tuy to or tlGAtr wiipi of tSA #tG propetty (otl�arthatt the WOk�:*W44they toss of ust rersuit ng therefrom (2)is rxrrseul is vitrr a or in _ by atty rteg�gest ad ear or�gp�tlter'contractor any subeontraCwr,art�+ont+drreetty or ir+�tty FG�t 1r 's�.t tf I �h Now York State Rt;�id ttt�tl Uildi � oftheiri of 'trtidir o ti ofthem or art for whales acts of tlrc�► rtg Sbcciont+4D3. y a aray be urtalate;, arctteis whet}�r cin not itis caused in`part by a'party irtde�rrnifre�t trereiattd+u. .�y geaut wyille lmrro t 'rte at ttrc •' Ag. ' adoft-ofNYS'i$wf+d Gyle shag'gcrvetrrt tomer all construction and h*WkiWw r M`of t wait�l alt ft bottom AN;cae►Ce�#e' Pa to be a turn . w at 28' All footings°to bear on. in sW r a�soli' A ittrl hest aa'ts�iJU&W$oil be b a a`tip&dst tirr�of 6". , blearing qty eatFZ teas. _:'..,�"" ` • 1 .l titttat 14'Y. + Aax`is engse flurpervi ireY caicitY,asci it sbag 1r a qr€ cu ins ats . 1. iva o[t arw a sill be 3, for baec»t moils mod 3 .for r sikality to,�all dim PM(to e�c'itioe. k tf+ - + `iltir'p lz l :to the: ,(WWC garage staby ' y �is 2,00wmill j f(r Sw, Sp.S Sc,"cxlw#r acit arcr e+�x�`�tit�€t�t+l�be perfexxtnect. t�dil tit1 "t►r as 11 w ba } Vl�atla shalt t "Mug thbdt�ss�c�Vic'l do".8ft welt�$'"�fern GW,Com, SW, SP r�3M:( +C,�1 r 9� 1 i " ftrr SEE IFAC"WRY DRAWINGS FOR WINDSTORM ' AM g-1 SPA , Abe vva11 � CONNECTIONS,DETAUS AND REQUIIEMEI�1`'TS, , s66%b0,p a 'tie lH tin tt►c has s cant�:a�:bas i�eti ' Ilam: • a1 - 9tutli a btu .3 p uuis. t yard of acrylic W � � v � I"� i� . ►.Z oft mak, - SEE' ` - Vat , araa i; ,�.. ► l wl I txi .as E I-Ill 4 r . Pact R! a # afi def 17, 1 .,