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yplFl�,l Town of Southold Annex 7/17/2014 P.O. Box 1179 e 54375 Main Road �+ #� Southold, New York 11971 CERTIFICATE OF OCCUPANCY No: 37030 Date: 7/17/2014 THIS CERTIFIES that the building SINGLE FAMILY DWELLING Location of Property: 1050 Southern Blvd, East Marion, SCTM#: 473889 Sec/Block/Lot: 22.-1-14 Subdivision: Filed Map No. Lot No. conforms substantially to the Application for Building Permit heretofore filed in this officed dated 11/4/2013 pursuant to which Building Permit No. 38484 dated 11/7/2013 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: SINGLE FAMILY DWELLING WITH FRONT COVERED PORCH AND ATTACHED TWO CAR GARAGE AS APPLIED FOR The certificate is issued to Dzenkowski,Andrew&Dzenkowski, Jessica (OWNER) of the aforesaid building. SUFFOLK COUNTY DEPARTMENT OF HEALTH APPROVAL R10-13-0043 07-02-2014 ELECTRICAL CERTIFICATE NO. 38484 06-02-2014 PLUMBERS CERTIFICATION DATED 06-02-2014 S ise Plumbing mg Heating Au ed ignature 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 UNTIL FULL COMPLETION OF THE WORK AUTHORIZED) Permit#: 38484 Date: 11/7/2013 Permission is hereby granted to: Dzenkowski, Andrew & Dzenkowski, Jessica 1000 Cedar Dr East Marion, NY 11939 To: Construction of a new single family dwelling as applied for per SCHD approval. At premises located at: 1050 Southern Blvd, East Marion SCTM #473889 Sec/Block/Lot# 22.-1-14 Pursuant to application dated 11/4/2013 and approved by the Building Inspector. To expire on 5/9/2015. Fees: SINGLE FAMILY DWELLING -ADDITION OR ALTERATION $1,721.60 CO -NEW DWELLING $50.00 Total: $1,771.60 Building Inspector �w Form No.6 TOWN OF SOUTHOLD BUILDING DEPARTMENT TOWN HALL 765-1802 APPLICATION FOR CERTIFICATE OF OCCUPANCY This application must be filled in by typewriter or ink and submitted to the Building Department with the following: A. For new building or new use: 1. Final survey of property with accurate location of all buildings, property lines, streets,and unusual natural or topographic features. 2. Final Approval from Health Dept. of water supply and sewerage-disposal (S-9 form). 3. Approval of electrical installation from Board of Fire Underwriters. 4. Sworn statement from plumber certifying that the solder used in system contains less than 2/10 of 1% lead. 5. Commercial building, industrial building,multiple residences and similar buildings and installations,a certificate of Code Compliance from architect or engineer responsible for the building. 6. Submit Planning Board Approval of completed site plan requirements. B. For existing buildings(prior to April 9, 1957) non-conforming uses,or buildings and "pre-existing" land uses: 1. Accurate survey of property showing all property lines, streets, building and unusual natural or topographic features. 2. A properly completed application and consent to inspect signed by the applicant. if a Certificate of Occupancy is denied,the Building Inspector shall state the reasons therefor in writing to the applicant. C. Fees 1. Certificate of Occupancy - New dwelling$50.00, Additions to dwelling $50.00, Alterations to dwelling$50.00, Swimming pool $50.00, Accessory building$50.00, Additions to accessory building$50.00, Businesses$50.00. 2. Certificate of Occupancy on Pre-existing Building- $100.00 3. Copy of Certificate of Occupancy - $.25 4. Updated Certificate of Occupancy - $50.00 5. Temporary Certificate of Occupancy- Residential $15.00, Commercial $15.00 Date. New Construction: Old or Pre-existing Building: (check one) Location of Property: ho 50 Cr-�ke rti Rla d House No. Street Hamlet Owner or Owners of Property: �I/ f. 12t-.Q !jCj Suffolk County Tax Map No 1000, Section 271 Block Lot Subdivision ( (A V LO Pft 1t'_ Filed Map. SZO Lot: _ Permit No. Date of Permit. Applicant: Health Dept. Approval: Underwriters Approval: Planning Board Approval: Request for: Temporary Certificate Final Certificate: (check one) Fee Submitted: $ r Applicant Signature *pF SO�ryolo Town Hall Annex Telephone(631)765-1802 54375 Main Road Fax(631)765-9502 P.O.Box 1179 • Q roger.riche rt(G7town.southold.ny.us Southold,NY 11971-0959 Q �y�4UNT`I,Nc� BUILDING DEPARTMENT TOWN OF SOUTHOLD CERTIFICATE OF ELECTRICIAL COMPLIANCE SITE LOCATION Issued To: Dzenkowski Address: 1050 Southern Blvd City: East Marion St: NY Zip: 11939 Building Permit#: 38484 Section: 22 Block: 1 Lot: 14 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 1st Floor X Pool New Renovation 2nd Floor Hot Tub Addition Survey Attic Garage INVENTORY Service 1 ph 200a Heat oil Duplec Recpt Ceiling Fixtures 4 HID Fixtures Service 3 ph Hot Water GFCI Recpt 1 Wall Fixtures Smoke Detectors Main Panel 200a A/C Condenser Single Recpt Recessed Fixtures CO Detectors Sub Panel A/C Blower Range Recpt Fluorescent Fixture Pumps Transformer Appliances Dryer Recpt Emergency Fixtures Time Clocks Disconnect 200a Switches 4 Twist Lock Exit Fixtures TVSS Other Equipment: 200a overhead service, modular house, NY State approval #19-59562 Notes: Inspector Signature:p g D Date: June 2 2014 81-Cert Electrical Compliance Form.xls sa�ryo Town Ball Annex Telephone(63-1)765-180.2- 54375 65-1$0.254375 Main Road Fax(63 I).765-9502 P.O.Box 1179 Southold,New York 11971-0959 �Q iou�rl, BUILDING DEPARTMENT TOWN OF SOUTHOLD .CERTIFICATION Date: . 2 of Building Permit No. U ` Owner: 14,b w S l (Please print) Plumber: A �t2 IU LS (Pl a print) I certify that the solder used in.the water supply system contains less.than 2/10 of 1%. lead. 01 bers Signature) Sworn to before me this Z day of �url� 20 /W ; JOSEPH W. IRWIN Notary Public, State of New York No. 4921106, Suffolk County Term Expires May 16, 200 Notary Public, �uf rOld� County TOWN OF SOUTNOLD 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 / 3 1113 INSPECTOR r�0 6 TOWN OF SOUTHOLD BUILDING DEPT. 765-1802 ,,,,,,INSPECTION [ ] UNDATION 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: _ �Jh% . DATE INSPECTOR ' SOP SOUL TOWN OF SOUTHOLD BUILDING DEPT. 765-1802 INSPECTION [ ] FOUNDATION 1 ST [ ] ROUGH PLBG. [ ] F DATION 2ND [ ] INSULATION [ FRAMIN STRAPPINGD[ ] FINAL [ ] FIREPLAC NEY [ ] FIRE SAFETY INSPECTION [ ] FIRE RESISTANT CONSTRUCTION [ ] FIRE RESISTANT PENETRATION [ ] ELECTRICAL (ROUGH) [ ] ELE L (FINAL) REMARKS: DATE . A1611 INSPECTOR r4f so TOWN OF SOUTHOLD BUILDING DEPT. 765-1802 INSPECTION I FOUNDATION 1ST ROUGH PLEIG. FOUNDATION 2ND INSULATION FRAMING /STRAPPING FINAL FIREPLACE & CHIMNEY FIRE SAFETY INSPECTION FIRE RESISTANT CONSTRUCTION FIRE RESISTANT PENETRATION ELECTRICAL (ROUGH) ELECTRICAL (FINAL) REMARKS: 6,Q I Pos DATE If C( INSPECTOR -.,Aj2,-4 / x yea+^,-- - �. .�--�- --` +�.A ..,..+,.• .. ...,s,+� g� pF SOUIyo 8�U TOWN OF SOUTHOLD BUILDING DEPT. 765-1802 INSPECTION [ FOUNDATION 1ST [ ] ROUGH PLEIG. [ ] FOUNDATION 2ND [ ] INSULATION [ ] FRAMING /STRAPPING [ ] FINAL [ ] FIREPLACE & CHIMNEY [ ] FIRE SAFETY INSPECTION [ ] FIRE RESISTANT CONSTRUCTION [ ] FIRE RESISTANT PENETRATION [ ] ELECTRICAL (ROUGH) [ ] ELECTRICAL (FINAL) REMARKS: ��-mow- f� DATE � y71 - INSPECTOR25 I oF souryo� TOWN OF SOUTHOLD BUILDING DEPT. 765-1802 INSPECT [ ] FOUNDATION IST [ ROUGH PLUMBING [ ] FOUNDATION 2ND [ ] INSULATION [ ] FRAMING /STRAPPING [ ] FINAL [ ] FIREPLACE A CHIMNEY [ ] FIRE SAFETY INSPECTION [ ] FIRE RESISTANT CONSTRUCTION [ ] FIRE RESISTANT PENETRATION [ ] ELECTRICAL (ROUGH) [ ] ELECTRICAL (FINAL) [ ] CODE VIOLATION [ ] CAULKING REMARKS: AV Q�� S DATE INSPECTOR rAf so TOWN OF SOUTHOLD BUILDING DEPT. 765-1802 INSPECTION ] FOUNDATION IST ROUGH PLUMBING FOUNDATION 2ND INSULATION FRAMING /STRAPPING FINAL FIREPLACE & CHIMNEY FIRE SAFETY INSPECTION FIRE RESISTANT CONSTRUCTION FIRE RESISTANT PENETRATION ELECTRICAL (ROUGH) ELECTRICAL (FINAL) CODE VIOLATION CAULKING REMARKS: DATE INSPECTOR<� oF so�ryo� TOWN OF SOUTHOLD BUILDING DEPT. 765-1802 INSPECTION 7;11UNDATION 1 ST [ ] ROUGH PLUMBING [ ] FOUNDATION 2ND [ ] INSULATION [ ] FRAMING / STRAPPING [ ] FINAL [ ] FIREPLACE A CHIMNEY [ ] FIRE SAFETY INSPECTION [ ] FIRE RESISTANT CONSTRUCTION [ ] FIRE RESISTANT PENETRATION [ ] ELECTRICAL (ROUGH) [ ] ELECTRICAL (FINAL) [ ) CODE VIOLATION [ ] CAULKING REMARK DATE INSPECTOR i pF SOUryolo TOWN OF SOUTHOLD BUILDING DEPT. 765-1802 INSPECTION [ ] FOUNDATION IST [ ] ROUG PLUMBING [ ] FOUNDATION 2ND [ ] ULATION [ ] FRAMING / STRAPPING [ FINAL [ ] FIREPLACE A CHIMNEY [ ] FIRE SAFETY INSPECTION [ ] FIRE RESISTANT CONSTRUCTION [ ] FIRE RESISTANT PENETRATION [ ] ELECTRICAL (ROUGH) [ ] ELECTRICAL (FINAL) [ ] CODE VIOLATION [ ] CAULKING REMARKS: Do 'I E-64- DATE INSPECTOR Vii' MON Koi RAF PRESS IM W4 STA7Z ENERGY CODE OF ....A.DDMONALCollmns Wf WOW M 'EMA 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.North Fork.net PERMIT NO. Check Septic Form N.Y.S.D.E.C. Trustees Flood Permit Examined 20 Storm-Water Assessment Form Contact: j CSG m � Approved 20 Mail to: 2—t4 4A Ly LM Ay— Disapproved a/c SG�C.��}-eild"}L'17 ►1 t� //5(4 Phone: &31 - 2- 0' 70 10 Expiration 20 Building Inspector Ia. PLICATION FOR BUILDING PERMIT •• 1 Date tt © " , 20J INSTRUCTIONS s DG DEPT 6��gLtT�tPt.16ST be co pletely filled in by typewriter or in ink and submitted to the Building Inspector with 4 sets o p an o sca e. 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 dernolition 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) -3 32 GQ 1 6 s- S-1 . C; Vee;, ob>r T (Mai ring address of applicant) A4 li ri qV State whether applican is owner lessee, agent, architect, engineer, general contractor, electrician, plumber or builder T Name of owner of premises AnAreci7 i �Eg�-,::�n[le,.,, ,D2—enkUwSk.c (As on the tax roll or latest deed) If applicant is a corporation, signature of duly authorized officer (Name and title of corporate officer) Builders License No. ` 00 3 Plumbers License No. Electricians License No. Other Trade's License No. 1. Location of land on which proposed work will be done: 16 _yo S©LcfiL&,fi AVd ZEST fil4t Vl0n Il 3 House Number Street Hamlet 2z l�County Tax Map No. 1000 Section 4W ' Block Lot Subdivision 04L,,6LV `eW PRE it Filed Map No. Lot /3 Sp�j�olo Town Hall Annex 1 ( Jrjl Telephone(631)765-1802 54375 Main Road P.O.Box 1179 G Q roQer.richertcaO`wn sou o ny us Southold,NY 11971-0959 � � �� BUILDING DEPARTMENT TOWN OF SOUTHOLD APPLICATION FOR ELECTRICAL INSPECTION REQUESTED BY: Date: (p 3 Company Name: Name: License No.: 2 20 Address: 2 c) 111 n e A- �i je. 1 1 Phone No.: (o0 2 JOBSITE INFORMATION: (Indicates required information) *Name: 3 PVl ko Lbs *Address: *Cross Street: �� T�> *Phone No.: ' S�" S / - -79 Permit No.: Tax-Map District: 1000 Section:--2,-2, Block: l Lot: *BRIEF DESCRIPTION OF WORK(Please Print Clearly) --1 A (Please Circle All That Apply) Is job ready for inspection: YES NO Rough In Final *Do-you need a Temp Certificate: YES O Temp Information (If needed) *Service Size: 1 Phase 3Phase 100 150 200 300 350 400 *New Service: Re-connect Underground Number of Meters Change of Service verhead Additional Information: PAYMENT DUE WITH APPLICATIO 82=113equest for Inspection Form 4c, O J M1 OW Scott A. Russell ,fid°s � James A. Richter, R.A. SUPERVISOR Michael M. Collins P.E. z ' SOUTHOLD TOWN HALL-P.O.Box 1179 0 53095 Main Road-SOUTHOLD,NEW YORK 11971 Telephone#: (631)-765-1560 Fax#: (631)-765-9015 MICHAEL.COLLINS@TOWN.SOUTHOLD.NY.US JAMIE.RICHTER@TOWN.SOUTHOLD.NY.US Office of the Engineer Town of Southold STORMWATER MANAGEMENT CONTROL PLAN REVIEW COVER SHEET ( TO BE COMPLETED BY THE APPLICANT ) TO: ENGINEERING DEPARTMENT PLEASE ATTACH THE FOLLOWING DOCUMENTS or INFORMATION: FROM: BUILDING DEPARTMENT ❑ Copy of completed Application for Building Permit DATE: V a�o�� ❑ Stormwater Management Control Plan APPLICANT: ASCtvi- ��ti•��"'S�( ❑ Completed Chapter 236 Stormwater S.C.T.M. *: Wim)-aa.- ��1� Review Checklist PROPERTY ADDRESS: BRIEF PROJECT DESCRIPTION: C l �;v� /V 1�,./ �t S� tr[t MAJ, (Q"V'\ %5 -66002 e 0ionalInformation FOR IN G DEPARTMENT USE ONLYeviewed B Date:pprd Required: etx DATE: `9 "b 13 Stormwater Management Control APPLICANT: 94%) Plan Review Checklist S.C.T.M. #: ZZ -I - r� PHYSICAL ADDRESS: AJ ib Stormwater Management Control Plan Requirements Yes No NA If No or NA, Please Provide Additional Information 1. Plan drawn to scale of not less than 60 feet to the inch showing: a. location and description of property boundaries b. total site acreage c. existing and natural and man-made features on and within 500 feet 4, d of the site boundary as required in §236-17(C)(2). d. test hole data indicating soil characteristics and the depth to water e. proposed limits of clearing and the total area of proposed land disturbance f. existing and proposed contours of the site(minimum 2' interval) g, location of all existing and proposed structures, roads, driveways, sidewalks, drainage improvements and utilities h. spot grade and finished floor elevations for existing and proposed structures i. location of the swimming pool discharge ring j. location of proposed soil stockpile area(s) k. location of the proposed construction entrance/staging areas 1. location of the proposed concrete washout area in. location of all proposed erosion and sediment control measures 2. Plan includes calculations showing that the stormwater improvements are sized to capture, store and infiltrate on-site the runoff from all impervious surfaces generated by a two-inch rainfall 3. Detail drawings(required for plan approval)provided for: ,fr a. erosion and sediment controls b. construction entrance c. inlet structures (e.g. catch basins,trench drains, etc.) A. leaching structures(e.g. infiltration basins, swales, etc.) REVISED 9/17/2013 STEPHEN ROSSETTI ARCHITECT 28 TURTLE COVE DRIVE SOUTHAMPTON,NY TELEPHONE:631-283-5352 June 4,2014 Town of Southold Building Department Re:DzenkowskiResidence Main Road 1050 Southern Blvd. PO Box 1179 East Marion,N.Y. 11971 Southold,N.Y. 11971 To whom it may concern: The front Porch left pier is 12"x12"reinforced concrete on a 30"x30"x12"concrete footing. This meets with my approval. _ -- L 5 2014 mM.;Pi�:;F Sincerely, • 5U RVEY OF LOT 13 N A5 SHOWN ON "MAP OF AQUAVIEW PARK" FILED JULY 30, 1971 A5 MAP NUMBER 5621 • SITUATE: EAST MARION W E TOWN. 5OUTHOLD SUFFOLK COUNTY, NY LOT S UNG SURVEYED OG-10-2013 LOT 5�M.# LOT G VACANT 1000-22 I 12 WRL SUFFOLK COUNTY TAX# D*fjUNG S CT.M.# S.C.T.C.T.M.# 1000-22-1- 10 1000- 22 - i - 14 1000-22-1 9 PROPERTY OWNER: ANDREW W. DZENKOWSKI0* SOUTHERN BOULEVARD EL=3T JESSICA MARIE DZENKOWSKI FL-38 A5MALT FAVEMIIJT {r,t 1050 SOUTHERN BOULEVARD ° 195.0 ' EAST MARION, NEW YORK 11939f5T HO N86 4 E L=38; 586a49'2o�,v 1 .4G' 4 -ry OIGN(��� •J' �� D.W 5jLT rRNC - a- - , FRO °'W I , .W IMPERVMp ----------- ------- — ' __ ___ -t,,� WWVVEEVW/ rY - I DRAINAGE SYSTEM CALCULATION5: I 2 "t ='° ROOF AREA=1493 5Q. FT. -`i FWF05W Ate` I W LOT 12 I Sry -- 600 5F 1491 5Q. FT.X O.17= 253 LOT 14 I LOTq - FIOUSE t GAR I O pWELLING 53/42.2= G VERTICAL FT. OF 8'DIA. LEACHING POOL REQUIRED VACANT 4 D W O 1005.c22M I#- 13 22- PROVIDE(2)8' DIA.X 3'STORM DRAIN POOLS 1 000 S.0 15 O -22 _ I v L07 13 DRAINAGE SYSTEM CALCULATIONS: — -Ir M ' DRIVEWAY AREA=1687 SQ. FT. m EmLQfT _____-_-_- ; Z a -- --- --------- 5.T • 1493 SQ. FT.X O.17= 286.79 . 286.79/42.2= G.79 VERTICAL FT. OF 8' DIA. LEACHING POOL REQUIRED 5�+G LIMBS PROVIDE(1)8'DIA.X 3'*(1)8'X 4'STORM DRAIN POOLS I (� LNC { NOTE:5ITE TOPOGRAPHY 15 FIAT DRIVEWAY TO B "MAP OF AQUAVIEW PAW_ RK" L= ��TIPnsED PITCHED TO DKYWELLS AND TRENCH DRAIN TO AVOID1 9 1 L=39' "MAP OF AQU VIEW PARK" 88 DRAINAGE FROM ENTERING TOWN RIGHT OF WAY. N °16'20"W McDONALD GE05CIENCE EL=39' "MAP OF HIGH POINT AT TE5T HOLE DATA �sT MARION" LOT 4 DARK BROWN LOAM OL DWELLING W11-1+ S.C.T.M./ —1' 1000-22-5-4 LOT I PALE BROWN SANDY SILT ML NOTE:5EPTIC 150+FROM FROPOSED W6L VACANT LCIT-T VACC.A2NT S .# 1000--22 22--5- I 5.C.T.M.# LCIT3 1000-22-5-2 BROWN SANDY SILT SM DWfLU 1G 5.C.T.M.# WEIl 1000-22-5-3 {- - - - —20' NOTE:5EFTic 150+FROM PROPOSED wRL BROWN FINE TO COAR5E SAND 5W -28' �F NE�Y COMMENT5: NO WATER ENCOUNTERED Unauthorized alteration or addition to a survey mop bearing a licensed land surveyors sed is a NOTES: violation of section nog,sob-dMsion 2.of the coo New York stale Education Law. y ® MONUMENT FOUND JOHN C. E h LE RS LAND SURVEYOR 0n m original survey optics frothe inof this rvey 7{ • markced with oo L of the land surveyor's stamped seal shall 11 Dea considered to be valid true t Area = 32,844 Sq. Ft. copies" �Certificatiors indicated hereon signify that this Area = 0.7539 Acres survey as prepared In accordance with the en- s G EA5T MAIN 5TREET N.Y.5. UC. NO. 50202 isting code of practice for Land Surveys adopted by the New York Stale Association of Professional LAN GRAPHIC SCALE ! "= 60' Land Surveyors. Said certifications shall run only RIVERHEAD, N.Y. 1 1901 3G9-8288 Fax 3G9-8287 to the per—far wham the survey is prepared, and on his behalf to the title company,governmen- tal agency and$-ding institution Gated hereon,and lonegl5landland5urveyor.com DWG ! OF 3 to the ass,g s of the$-ding institution. Certifica- tions are not transferable to additional institutions Vn/eaa naraiwi c r o-loaro - -„ SILT FEN .E DETAILS 1/,411= 1 1—ON �T 18'MAX.C.TO C. U aZ °� FRENCH DRAIN DETAIL =fY NOT TO SCALE H ! 11 Vill 11 z ptu WJ EMBED FILTER C't+OT'm: �E MIN. 0INTO'6ROFJNff � 6"MIN. SANDSHOULDER AREA TYPICAL EXISTING ASPHALT ROAD SURFACE M2 _x n:. two ��C 4 NIES1GRADEVI I�I I IIII—I I I_i l l- -1 I H I I-1 11=1 I I-1 I I-1 11=1 I CLOTH N— I II 4 ASE 1 /8 — I —O 50' MIN. BUT SUFFICIENTTO KEEP UNEXCAVATED SOIL 0 d o SEDIMENT ON SITE Q 1= I I r=1 ° d III —III— IIIlilll o 0 00 IIIII=t HAYBALES AND OR SILT FENCING 1=11 i— IIIII o d II�III11 CLEAN GRAVEL FILL ANCHORING DETAIL C) p�rc o w " o Q STRAW BALE DIKE DETAILS ou BEDDING DETAIL 1/4"= 1'-0" z LL 0 1/4"= P-0` CO LL LU O ___ __= PREVIOUSLY LAID BA LLJ O 4"VERTICAL FACE FLOW ALES PLA ED ON CONTOUR CONSTRUCTION ENTREANCE-FOUNDATION OF COMPACTED 3/4" STONE BLEND OR N.Y. STATE D.O.T. APPROVED R.C.A. FILL TO 18" (MIN.) ABOVE EXISTING GRADE FOR DRAINAGE E-BARS:STEEL PICKETS OR 2"x2'STAKES I.5'TO 2'IN GPOILINI. DRIVE 5TAKE5 F . "Unauthorized alteration or addition to a w vey CHAPTER 23G COMPLIANCE map bearing a licensed land surveyor seal is e violation of section 7209, sub—division 2. of the JOHN C . E H L E RS LAND SURVEYOR New York Slate Education this Law.' STANDARD STORMWATER mopeds copies original original the landtsiu sa DETAILS stamped seal stl all be considered to be valid a "Certifications indicated hereon signify that this GRAPHIC SCALE 1 4"= I '-Ott G EAST MAIN STR ET N.Y.S. LIC. NO. 50202 survey was prepared in accord nee with he e,- isling Code of Practice for Land Surveys adopted RIVERHEAD, N.Y. I 1501 by the New Yak Slate Assac.t;.n of Professional 369-8288 Fax 3 and Surveyors. Said ce ti(callons shall run only G9-8287 to the person for whom the survey is prepared. O 5 10 25 and on his behalf to the title company, governmen— longl5landland5urveyor.com tot agency and len institution listed hereon, and DWG 3 OF 3 to the assignees of the lendinm g institution. CerUfico— ions a t trap:ferable oddiuonol institutions 1 M pf] Ife3/no:O1N1 C Uasa.bn Denvwenls Y p .f3 1}tOt.a T IRON CURB1Nltl' CAST IRON IN FAME t MAN MOLE DETAIL t BRICK MAY BE USED R ADJUST CURB INLET CURB I N LET DETAIL t 1/41= I'-O' BRICK MAY BE USED TO ADJUST CURB INLET CAST IRON GRATE t FRAME 12 SURFACE �,\ CAST IRON GRATE t FRAME TO SURFACE ELEVATION A MUM OF 12 INCHES E VAT10N A MAXIMUM OF 12 INCHES GRAD I/4`= 1 f-O. REINF�CED 4000 PS TRAFFIC — — — — REINFORCED 4 000 PSIrPRECAST 1/4N= I'—O" C&CH STANDARD STEPS t .> `• f "1 i u REINFORCED 4000 PSI TRAFFIC REINFORCED TRAFFIC BEARING CONCRETE SLAB SLAB NOTE:THICKNESS AND REINFORCEMENT FOR SOIL ' FROM 5'-O° AND TRAFFIC LOADING BY AN ENGINEER ' REINFORCED 4 000 P54 PRECAST TO 2O'-O" CONCRETE W61H BASINn " — a _ MIN. O '. i• 4 - '' O t MI . 6"BEDDING WASHED 'W ED TYPICAL SECTION 0. LEACHING POOL TYPICAL SECTION 0. LEACHING POOL 8'T111CK TRAFFIC REINFORCED CONCRETE 8'THICK REINFORCED CONCRETE 24'DIAMETER CAST IRON 24'DIAMETERR CASTIRON N T GRATE t FRAME 2'ASPHALT ROAD SURFACE ON GRASS SHOULDER AREA TYP. 4"COMPACTED RCA BLEND TYP. PRECAST CONCRETECHIMNEY =III- 0000❑ ❑ ❑ ❑ ❑ ❑ ❑ DD0D00D0 ❑ 00III-it � 't OL 0000000000 NN _— 00000000000❑ ❑ ❑ ❑ 0❑❑ DOD > DDOD ❑ DO ❑ DD 00000000000 0 0 0 0000 0 00 L ❑ ❑ ❑ ❑ ❑ ❑ ❑❑ ❑ ❑ • if ' > 30000000000 _ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ innnnnnnnn III IIIIII _ 3000000000 18"TRAFFIC BEARING DRAINAGE PIPE TYP. Lu -III= ❑ 0000 ❑ ❑ ❑00000000 ( 000000000 �- III=III 00000000 111=► 111-1�1 00000000 III =III- 0000000 I=III=_ - =III= ❑ ❑ ❑ DODO ❑ i=III III-IIE III=I�1 00000000 ISI-I - Z „1111 I I�1=1i -ISI- ❑ ❑ ❑ DODO =1 I III-I 1I- M ND WAT-ER IL 101 DIAMETER X 4'DEEP PRECAST CONCRETE LEACHING RING. ND � WATER MIN. DIAMETER MIN• 10'DIAMETER X W DEEP PRECAST CONCRETE LEACHING RING. CLEAN SAND t GRAVEL FILL f MIN, DIAMETER MIN. CLEAN SAND t GRAVEL FILL Unwtharized iteration or oddifion to a survey CHAPTER 23G COMPLIANCE map i n of a timid land surveyor's$eal s e vialalion of section 7209,sub-division 2.of the New York Slate Education Low.` JOHN C. E H LE RS LAND 5 U RV EYO R STANDARD STO RM WATE R marked cities from the of the of this survey marked with am original of the lone surveyor s • DETAILS stamped seal sha"he considered to be valid true copies •Certificoiions indicated hereon signify that this GRAPHIC SCALE 14 1 '-U" G EAST MAIN 5TREET N.Y.5. LIC. NO. 50202 -ting ode o`Parcti . Land S.with a1G ted i ting Cade f Practice far Lord Surveys adopted by the New York Slate Association of Professional Land Surveyors. Said cerlificotions shall run only RIVERHEAD, N.Y. 1 1901 3G9-8288 Fax 3G9-8287 to the Paan far wham the surwy is prepared. O I O and on his behalf to the title mver le copany,gonmen- 25 tal agency and lending institution listed hereon,and longSlandland5urveyor.com DWG 2 OF 3 to the ossignees of the lending inslltaUan. Ce tlfica- Irons are not transferable to additive inaieu<ions ] 11:3T.O1Nl C Ia b t lYtat.s Chicago Title Insurance Services, LLC TITLE NO: C13-7474-14930-SUFF District: 1000 Section: 022.00 Block: 01.00 Lot: 014.000 Town of Southold,New York Gentlemen: CHICAGO TITLE INSURANCE SERVICES,LLC hereby certifies to the TOWN OF SOUTHOLD that it has searched the records of the Suffolk County Clerk for deeds affecting the captioned property and properties immediately adjoining and finds: SEE ATTACHED And the records of the Suffolk County Clerk and/or Suffolk County Registrar disclose no other further conveyance of any of the foregoing lots other than as set forth. CHICAGO TITLE INSURANCE SERVICES,LLC certifies that the above-captioned property has been in single and separate ownership by Andrew W.Dzenkowski and Jessica Marie Dzenkowski and his/her predecessors in title since prior to 4/1/1957 except as follows: (see attached chains of title). No searches have been made other than as expressly stated above. The Company's liability under this Certificate shall only be to the party to whom it is certified and such liability shall under no circumstances exceed the amount of Twenty-Five Thousand Dollars($25,000.00)and no policy of title insurance can be issued based upon the information contained in the Certificate. Dated: 10/30/2013 CHICAGO TITLE INSURANCE SERVICES, LLC SANDRA J. GOLESKI Sworn to before me this 30th day of October, 2013 Notary Public JUNE scum Nobly Public,Sho of Now YWk No.01SC4793045 ou~in Suffolk Term Eq*oss May 1S ,20 i-I 24 Commerce Drive • Riverhead,New York 11901 • (631)284-2400 • Fax: (631)574-2355 !� Chicago Title Insurance Services, LLC TITLE NO. C13-7474-14930-SUFF STATE OF NEW YORK) ss: COUNTY OF SUFFOLK) Sandra J. Goleski, being duly sworn deposes and says: That he/she has had a search made of the records of the County Clerk of Suffolk County with reference to an application for a variance affecting the following premises: S CTM: 1000-022.00-01.00-014.000 That the said records indicate the following chains of title as to premises and adjoining lots since prior to 4/01/1957. SUBJECT PREMISES: 1000-022.00-01.00-014.000 Northerly part of Map: Long Island State Bank and Trust Company Liber 2920 cp 179 To Dated: 2/03/1949 Edna A. Brown Rec'd: 2/07/1949 Edna A. Brown Liber 6865 cp 260 To Dated: 1/05/1971 Andrew T. Dzenkowski and Rec'd: 1/06/1971 Alice R. Dzenkowski, his wife Southerly part of Map: Herman A. Stil Liber 2780 cp 327 To Dated: 12/01/1947 Andrew T. Dzenkowski Rec'd: 12/02/1947 CHICAGO TITLE INSURANCE SERVICES, LLC �-5 6�9 A- &...' Sworn to before me this SANDRA J. GO ESKI 30th day of October, 2013 Notary Public JUNE scoff Notary Pubft 8hft or Nsw Yb* NO.01804703043 Qual W h Bu*olk Caft TWM 24 Commerce Drife iv�Ada2 York 11901 • (631)284-2400 • Fax: (631)574-2355 Chicago Title Insurance Services, LLC Andrew T. Dzenkowski Liber 4762 cp 443 To Dated: 1/29/1960 Andrew T. Dzenkowski and Rec: 2/01/1960 Alice R. Dzenkowski,his wife All of Tax Lot 014.000: Andrew T. Dzenkowski and Liber 8237 cp 456 Alice R. Dzenkowski, his wife Dated: 5/09/1977 To Rec'd: 5/19/1977 Michael Paul Van Wyck Michael Paul Van Wyck Liber 9716 cp 406 To Dated: 12/28/1984 Kim Dzenkowski and Betsy Dzenkowski Rec'd: 1/15/1985 Kim Dzenkowski and Betsy Dzenkowski Liber 12688cp 248 To Dated: 3/12/2012 Andrew W. Dzenkowski Rec'd: 3/21/2012 Andrew W. Dzenkowski Liber 12730 cp 841 To Dated: 5/15/2013 Andrew W. Dzenkowski and Rec'd: 5/24/2013 Jessica Marie Dzenkowski LAST DEED OF RECORD PREMISES NORTH: SOUTHERN BOULEVARD CHICAGO TITLE INSURANCE SERVICES, LLC Sworn to before me this SANDRA J. G LESKI 30th day of October, 2013 Notary Public JUNL>fCOTT rm l y Pubk Stags of Now Yak No.OISC4793043 OANed in Suffak C=* / Team Expires May 31,20 [ .i 24 Commerce Drive • Riverhead,New York 11901 • (631)284-2400 • Fax: (631)574-2355 Chicago Title Insurance Services, LLC PREMISES EAST: 1000-022.00-01.00-013.000 Northerly part of Map: Long Island State Bank and Trust Company Liber 2920 cp 179 To Dated: 2/03/1949 Edna A. Brown Rec'd: 2/07/1949 Edna A. Brown Liber 6865 cp 260 To Dated: 1/05/1971 Andrew T. Dzenkowski and Rec'd: 1/06/1971 Alice R. Dzenkowski, his wife Southerly part of Map: Herman A. Stil Liber 2780 cp 327 To Dated: 12/01/1947 Andrew T. Dzenkowski Rec'd: 12/02/1947 Andrew T. Dzenkowski Liber 4762 cp 443 To Dated: 1/29/1960 Andrew T. Dzenkowski and Rec: 2/01/1960 Alice R. Dzenkowski, his wife All of Tax Lot 013.000: Andrew T. Dzenkowski and Liber 7421 cp 542 Alice R. Dzenkowski, his wife Dated: 6/09/1973 To Rec'd: 6/19/1973 Marcel Delie and Aimee Delie, his wife Marcel Delie and Aimee Delie, his wife Liber 12057 cp 549 To Dated: 7/06/2000 Philip E. Kaelin III and Shelly A. Kaelin,his wife Rec'd: 7/21/2000 CHICAGO TITLE INSURANCE SERVICES, LLC Sworn to before me this SANDRA J. GO ESKI 30th day of October, 2013 Notary Public NoWy per,State of New Yak NO.OISC4793043 QudHled in Su§*County Tenn Expkw May 31.20—JAL 24 Commerce Drive 9 Riverhead,New York 11901 • (631)284-2400 • Fax: (631)574-2355 Chicago Title Insurance Services, LLC Philip E. Kaelin III and Shelly A. Kaelin, his wife Liber 12136 cp 055 To Dated: 7/30/2001 Property Development Network Corporation and Rec'd: 8/16/2001 Pil Properties, Inc. Property Development Network Corporation and Liber 12177 cp 007 Pil Properties, Inc. Dated: 3/13/2002 To Rec'd: 3/27/2002 Bennett Caiola and Lori Caiola, his wife Bennett Caiola and Lori Caiola,his wife Liber 12233 cp 351 To Dated: 1/07/2003 Lisa Lennon Holobigian Rec'd: 2/01/2003 Lisa Lennon Holobigian Liber 12331 cp 397 To Dated: 6/29/2004 Tim Morey and Noami Morey, his wife Rec'd: 7/17/2004 LAST DEED OF RECORD PREMISES SOUTH (EAST): 1000-022.00-05.00-002.000 William F. Furst and Jennie M. Furst Liber 1121 cp 242 To Dated: 1/05/1925 Andrew J. Dyenkowski and Paulina Dyenkowski Rec'd: 1/08/1925 Part of premises and more William F. Furst and Jennie M. Furst Liber 1120 cp 243 To Dated: 1/05/1925 Andrew J. Dyenkowski and Paulina Dyenkowski Rec'd: 1/08/1925 Part of premises and more CHICAGO TITLE INSURANCE SERVICES,LLC Sworn to before me this SANDRA J. GOLESKI 30th day of October, 2013 Notary Public .NNE SCOTT Notary NO%State of New York NO.018C4793043 Q nNed In SO*County / 24 Commerce IIrive eWdifie"New York 11901 • (631)284-2400 • Fax: (631)574-2355 Chicago Title Insurance Services, LLC Pauline Dzenkowski died a resident of Suffolk County on 3/08/1940. Andrew J. Dzenkowski died a resident of Suffolk County on 3/06/1973, under the terms of the Last Will &Testament, Julia Conway and Joseph Dzenkowski were appointed as Co-Executors. Julia Conway and Joseph J. Dzenkowski a/k/a Liber 9122 cp 465 Joseph J. Dyenkowski, as Co-Executors of the Dated: 12/28/1981 Last Will and Testament of Andrew J. Dzenkowski, Rec'd: 12/31/1981 a/k/a Andrew J. Dyenkowski, deceased Premises and more to Herbert R. Mandel Herbert R. Mandel Liber 9486 cp 252 To Dated: 12/20/1983 Highpoint at East Marion Section One, Inc. Rec'd: 12/30/1983 Premises and more Highpoint at East Marion Section One, Inc. Liber 9536 cp 005 To Dated: 3/22/1984 Herbert R. Mandel Rec'd: 3/28/1984 Premises and more Herbert R. Mandel Liber 9665 cp 516 To Dated: 10/20/1984 Vasilia Moraitis Rec'd: 10/25/1984 Premises and more Emanuel Moraitis and Vassilia Moraitis a/k/a Liber 12726 cp 770 Vasilia Moraitis Dated: 12/26/2012 To Rec'd: 4/16/2013 Simone Moraitis Tax Lot 002.00 LAST DEED OF RECORD CHICAGO TITLE INSURANCE SERVICES, LLC SAK&A�'Q- -Aae&z--�- Sworn to before me this SANDRA J. G LESKI 30th day of October, 2013 Notary Public Notary Moo,State or New York NO.OISC4793043 QuaNQed in Suffolk County)/ Term Expires Mey 31,20 24 Commerce Drive 9 Riverhead,New York 11901 • (631)284-2400 • Fax: (631)574-2355 Chicago Title Insurance Services, LLC PREMISES SOUTH (WEST): 1000-022.00-05.00-004.000 William F. Furst and Jennie M. Furst Liber 1121 cp 242 To Dated: 1/05/1925 Andrew J. Dyenkowski and Paulina Dyenkowski Rec'd: 1/08/1925 Part of premises and more William F. Furst and Jennie M. Furst Liber 1120 cp 243 To Dated: 1/05/1925 Andrew J. Dyenkowski and Paulina Dyenkowski Rec'd: 1/08/1925 Part of premises and more Pauline Dzenkowski died a resident of Suffolk County on 3/08/1940. Andrew J. Dzenkowski died a resident of Suffolk County on 3/06/1973, under the terms of the Last Will & Testament, Julia Conway and Joseph Dzenkowski were appointed as Co-Executors. Julia Conway and Joseph J. Dzenkowski a/k/a Liber 9122 cp 465 Joseph J. Dyenkowski, as Co-Executors of the Dated: 12/28/1981 Last Will and Testament of Andrew J. Dzenkowski, Rec'd: 12/31/1981 a/k/a Andrew J. Dyenkowski, deceased Premises and more to Herbert R. Mandel Herbert R. Mandel Liber 9486 cp 252 To Dated: 12/20/1983 Highpoint at East Marion Section One, Inc. Rec'd: 12/30/1983 Premises and more CHICAGO TITLE INSURANCE SERVICES, LLC Sworn to before me this ANDRA J. GOLESKI 30th day of October, 2013 Notary Public JUNE SCpff Notary Public,stale of New York No.OISC4793043 c wdMed in suffak County Terme Exams May 31.20 24 Commerce Drive • Riverhead,New York 11901 • (631)284-2400 • Fax: (631)574-2355 Chicago Title Insurance Services, LLC Highpoint at East Marion Section One, Inc. Liber 9536 cp 005 To Dated: 3/22/1984 Herbert R. Mandel Rec'd: 3/28/1984 Premises and more Herbert R. Mandel Liber 10080 cp 227 To Dated: 7/10/1986 Joseph J. O'Leary and Emily O'Leary Rec'd: 7/17/1986 Tax Lot 004.000 No proof of death of Joseph J. O'Leary found in the Suffolk County Surrogates Court. Emily O'Leary, as surviving tenant by the entirety Liber 11726 cp 770 To Dated: 4/24/1995 Joseph G. O'Leary Rec'd: 5/25/1995 Joseph G. O'Leary Liber 11818 cp 967 To Dated: 2/24/1997 Joseph G. O'Leary and Linda O'Leary,his wife Rec'd: 3/04/1997 LAST DEED OF RECORD PREMISES WEST: 1000-022.00-01.00-015.000 Northerly part of Map: Long Island State Bank and Trust Company Liber 2920 cp 179 To Dated: 2/03/1949 Edna A. Brown Rec'd: 2/07/1949 CHICAGO TITLE INSURANCE SERVICES, LLC Sworn to before me this SANDRA J. GOLESKI 30th day of October, 2013 Notary Public .EINE SCOTT Notary Public,State of Nsw York N0.01804793043 QuaMRed in Suffolk County Term Expires May 31,20_4,L 24 Commerce Drive • Riverhead,New York 11901 9 (631)284-2400 • Fax: (631)574-2355 f Chicago Title Insurance Services, LLC Edna A. Brown Liber 6865 cp 260 To Dated: 1/05/1971 Andrew T. Dzenkowski and Rec'd: 1/06/1971 Alice R. Dzenkowski, his wife Southerly part of Map: Herman A. Stil Liber 2780 cp 327 To Dated: 12/01/1947 Andrew T. Dzenkowski Rec'd: 12/02/1947 Andrew T. Dzenkowski Liber 4762 cp 443 To Dated: 1/29/1960 Andrew T. Dzenkowski and Rec: 2/01/1960 Alice R. Dzenkowski,his wife LAST DEED OF RECORD CHICAGO TITLE INSURANCE SERVICES, LLC Sworn to before me this SANDRA J. GO ESKI 30th day of October, 2013 - - Notary Public JUNE SCOTT Notary Public,State of New York NO.01904793043 T Expires May 13 ,20�]� 24 Commerce Drive • Riverhead,New York 11901 • (631)284-2400 • Fax: (631)574-2355 pF SO�ryolo Town Hall Annex Telephone(631)765-1802 54375 Main Road Fax(631)765-9502 P.O. Box 1179 G Southold,NY 11971-0959 P COUNT June 23, 2014 BUILDING DEPARTMENT TOWN OF SOUTHOLD .� Andrew Dzenkowski L; 1000 Cedar Dr East Marion, NY 11939 Re: 1080 Deep Hole Dr, Mattituck 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 411/84) Trustees Certificate of Compliance. (Town Trustees#765-1892) Final Planning Board Approval. (Punning#765-1938) Final Fire Inspection from Fire Marshall. Final Landmark Preservation approval. Final inspection by Building Dept. - Final Storm Water Runoff Approval from Town Engin er BUILDING PERMIT — 38484— New Dwelling cam. ►-5 a . t JJ 33 X34 35 36 137 38 39 40 1 k� Y V 1 0 33 34 35 36 37 38 =1 %� 43 44� 45 4•b E M t W � 2 i k p K X � 44 RS 41'i SURVEY Of: LOT 13 N AS SHOWN ON "MAP OF AQUAVIEW PARK" FILED JULY 30. 197 1 AS MAP NUMBER 5G2 I SITUATE: EAST MARION ` �, W o, E TOWN: 50UTHOLD SUFFOLK COUNTY, NY _DT � S 7 SURVEYED OG-10-2013 VA AN'r VIRED WE SUFFOLK COUNTY TAX# " L'N� �� ��� � 1 000- 22 - 1 - 14 FIXCAVATI SA RY SYg'>,"P '1 BY CERTIFIED TO: — a -710 ANDREW D ULF-111 e =3T v W ZENKOWSKI 7o SOUTHERN BO c— JESSICA MARIE DZENKOWSKI =38 "sP"A`T PAVEM`N- 0- 4 N 04 , Ot' I ` �✓ =se 580°49'2I�G.4G' _ --' TF5T N& _ 0"W O s \ ---y�Ay_ -------__� A DRAINAGE SYSTEM CALCULATIONS: s 2� zea 24.0 ROOF AREA= 1493 SQ. FT. sF o�'oSE[ W LOT z 10-o,FROM HO'J5E 4 GAR. DWEL-ING 1491 5Q. FT. X O.17= 253 ��T `� > 4�eL O � V ACANT 11 253/42.2= G VERTICAL FT. OF 8' DIA. LEACHING POOL REQUIRED p g" PROVIDE (2) 8' DIA. X 3'STORM DRAIN POOLS a — O .=OT I 3 o - DRA NAGE 3 ---- ---- -- -- O. DRIVIEWAY AREA�M168 G87 SQ. � c� -- ------ -� 1 493 SQ. FT. X 0. 17= 286.79 z o 286.79/42.2= G.79 VERTICAL FT. OF 8' DIA. LEACHING POOL REQUIRED �'PROVIDE (1) 8' DIA. X 3' * (1)8'X 4'STORM DRAIN POOLS o o a �N� WELL T - a-w A� PRe POScD WELL r- 1 �"�1�. LATERAL ERAL lv�lIT 1�L i NOTE: LOTS SHOWN AS THUS LOT# =off OWN �� NAL S AS SHOWN ON "MAP OF HIGHPOINT AT EAST MARION" FILED JANUARY 1 1. 1984 FILE NO, 7680 N88°1 G'20"vV 195.72' �y McDONALD GE05CIENCE TE5T HOLE DATA fin' r '4;� f u� j � oTa weLL ��.In��� � � �� � � � � t j wFLLINc-1 ! uSter., t� c DARK BROWN LOAM OL S�ffo�C �: `' r Be� 1ns 1 E ? I Nc: EP 1 0+FkcM PLOP we_ 832-5- PALE — ` Health rt 1 - / .�+Ftl �J.�-5 ���`• O�•��+�'t� ��\� j LO' i t ; L:i ` O Se VACANT l / y To S �n Adv -� �- SALE BROWN SANDY SILT ML ^ 8 I,1 is 01 BROWN SANDY SILT SM DWELLING j weL, ` !t. ui i % NOTE.5E�IC 1 50+`ROM F:RGPC;SED WELL i 4J ao: BROWN FINE TO COARSE SAND 5W Z cj- ;COMMENTS: NO WATER ENCOUNTERED :- �.,�' j j NOTES: -- ) «�.d dt rotkn..addtton to a•urv.yl '' ?Z w `'. /j.�, m�b•vM9 u Nowiwd lmd wnvya�•wd b a Li. CV k--; 'C a ,),l E 'p atlon a eectlN nor.wb-dhtran a of m. L, l Now York Stat•Eduootlon Lai.' (,L �) M e L~ S ® MONUMENT FOUND J 0 N C . E N LE RS LAND SURVEYOR �° '«my aaa�Imm mma�ay0w�y� to dud be OmMemd�W be wdW bw',' ® a I iL W Area = 32,844 Sct. Ft. _ oophs• I Area = 0.7539 Acres Q •arafaoaon•w,aoas.d'` ew dgnVy mat ml. �' f]u. "?F a. j .C.. sun y eat P�'.d In aaowdanw with th..x- 4L G EA5T MAIN STREET N.Y.5. LIC. NO. 502021 a0 �►+a cad•of Pnaatlw for land Sarwye adapted cn ¢ a X by tM New Yak Stat•Ae•o*bm at PnoAuNond w GRAPHIC SCALE I "= GO' j `;s s ,:�� Land�...,�. artMootbne ahaf mn adY 4 RIVERHEAD. N.Y. 1 1 901 3G9 8288 Fax 3G9-8287 1 t to me Pawn whom me carver r prepaid. 5, j -�-.. ..,..C� j a+d onto tM title comany, py '�ts^..z.-; td agenry and p hutitutlan Madgilig,aM j lonslandlandsurveyor.com ! — 'to m.=dwwe or m•Im A Incitation. c«ufaa J II_ tion am not banofwW*to 4"tknd Instf time maraur a --- SURVEY Of LOT 13 N A5 51`1OWN ON "MAP OF AQUAVIEW PARK' LOT 8 FILED JULY 30. 1 371 A5 MAP NUMBER 5G2) LOT 7 4 i • W — E SITUATE. EAST MARION LOT 6 O !C TOWN: SOUTHOLD SUFFOLK COUNTY, NY _ S SURVEYED OG-1 0-201 3 — - FOUNDATION LOCATION 01-05-2014 — — --- SUFFOLK COUNTY TAX# --- 0 d 000 - 2 2 - 4 _ SOUTHERN BOULEVARD a — C CERTIFIED TO: ASPHALT PAVEMENT — _ 1 _ 195 .00 86 ' ANDREW W. DZENKOWSKI N °49'20llE 5G.40°49'20"W I G.4 JESSICA MARIE DZENKOWSKI O O J _ __Q0NC-------------- -------- 1 I5.0 ----------- --I--- PIER 1 G;7.5-- 32.0 24.0 1 WI LOT 14 � �" CONCRETE _ LOT 2 FOUNDATION O 1 0 'D 23.9 �- 32 � IIS i � O I 1 O LOT 13 0 m o i cn - (� ------------------------BUILDING-FNVELOPE-------- -20. zLn -- \ r~ cps IV C5 � � "MAP OF AQUAVI `i`EW PARK" "MAP OF AQUAVIEW PARK N8 8 1 6 20 W 195.72 I - "MAP OF „HIGH POINT AT EAST MARION” � LOT 4 LOT 2 LOT I i — — _d -ney �t e NOTE5: of NES - d s.o� �l JOHN C . EHLER5 LAND SURVEYOR �������"` �°� 0 MONUMENT FOUND F �0 sra s. _e' _e Porsec Area = 3 2 84Sc[. Ft. _ e I e 4 Sq � Area = 0.7539 Acres rrd dt l he G EAST MAIN 5TREET N.Y.S. LIC. NO. 50202 ! /y s: d 3 �� �`4 by n r — 4l to Asn' t 1 of s� u GRAPHIC SCALE I "= 40' RIVERHEAD, N.Y. I I eO I 3Ge-8288 Fax 3GO-8287 0. �� -toh per... , +l ` y _ j,'I ti 50 J b J _ -. �` � agency and iendng e�11tltu4lon listed Hereon, a �J _ _ ssr.e_s n _cdl lon9islandlandsurveyor.com LAND �� � y � ' dans are not trop lr bie to dd i onai t tions SURVEY Of LOT 13 N AS SHOWN ON "MAP OF AQUAVIEW PARK" • LOT 8 FILED JULY 30, 1971 AS MAP NUMBER 5G21 Lo- 7 SITUATE: EAST MARION LOT 6 W E TOWN: SOUTHOLD SUFFOLK COUNTY, NY - - - SURVEYED 06-10-2013 FOUNDATION LOCATION 01-08-2014 -- --- - - '0 FINAL SURVEY 05-21-2014 __-____------ ➢� SUFFOLK COUNTY TAX# - -_ --- ----- - --- ---- 50UTHERN BOULEVARDo C 1000 - 22 - I - 14 ASPHALT PAVEMENT -- -------- --- CERTIFIED T0: -_- --11 ----- -- ----------- ------------- - °49 20E 19 5 .00' N86 ' 586°49'20"W I 6.46' ANDREW W. DZENKOWSKI DRAIN JESSICA MARIE DZENKOWSKI 0 r n n S.C.D.H.S. REF. # R10-13-0043 0 QLP IZ ry I 1-'S OPEN PORCh __ _- -71 .2-- 32.G 7 1 .2-- - 67.2 - — 32.6 b 24.0 - A� AC N W OT 12 LOT 14 s 2 STORY E N _ L ME HOUSE FRA O 24.0O 32.6 �TOOPS 0 vO LOT 13 0 0 cf c� 91 I• 1 �• z "MAP OF AQUAVIEW PARK" WELL "MAP OF AQUAVIEW PARK" N(5(501 61201•W - 195.72' - "MAP OF HIGH POINT AT EAST MARION" LOT 4 LOT 2 LOT NOTES: QF NE ® MONUMENT FOUND JOHN C . L LFR5 LAND 5VRVE /OR W C.EN, `Q Area - 32,844 Sq. Ft. - Area 0.7539 Acres 6 EAST MAIN STREET N.Y.S. LIC. NO. 50202 ' k GRAPHIC SCALE 1 "= 40' RIVERHEAD, N.Y. I 1 901 369-8288 Fax 369-8287 <� o 0 longi5landland5urveyor.com '�S so Q� -- - -- - - -- l -150 - - -- - -- --- - 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)756-4300 CERTIFICATE OF WORKERS' COMPENSATION INSURANCE ^^^^^^ 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 1 1346626-3 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 THIS PROVISION. THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION ONLY AND CONFERS NO RIGHTS NOR INSURANCE COVERAGE UPON THE CERTIFICATE HOLDER. THIS CERTIFICATE DOES NOT AMEND, EXTEND OR ALTER THE COVERAGE AFFORDED.BY THE POLICY. NEW YORK STATE INSURANCE FUND st�d,44,tz- DIRECTOR,INSURANCE FUND UNDERWRITING This certificate can be validated on our web site at hftps://www.nysif.com/cert/certval.asp or by calling(888)875-5790 VALIDATION NUMBER:243118045 U-26.3 TURNMOD-01 MIAM CERTIFICATE OF LIABILITY INSURANCE DAT7 /YYYY) 7/22/20/2013 THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE HOLDER. THIS CERTIFICATE DOES NOT AFFIRMATIVELY OR NEGATIVELY AMEND, EXTEND OR ALTER THE COVERAGE AFFORDED BY THE POLICIES BELOW. THIS CERTIFICATE OF INSURANCE DOES NOT CONSTITUTE A CONTRACT BETWEEN THE ISSUING INSURER(S), AUTHORIZED REPRESENTATIVE OR PRODUCER,AND THE CERTIFICATE HOLDER. IMPORTANT: If the certificate holder is an ADDITIONAL INSURED,the policy(les) must be endorsed. If SUBROGATION IS WAIVED, subject to the terms and conditions of the policy,certain policies may require an endorsement. A statement on this certificate does not confer rights to the certificate holder in lieu of such endorsement(s). PRODUCER (631)472-8400 NAITACT ME: Edwards and Company PHONE I FAX 140 Greene Avenue No Exit: AIC AIC No): P.0.BOX 428 ADDRESS: Sayville,NY 11782-0428 INSURER(S)AFFORDING COVERAGE NAIC# INSURER A:Peerless Insurance Company 24198 INSURED Turn-key Modular Homes Inc. INSURERS: 24 Harrison Avenue INSURERC: Southampton,NY 11968 INSURER D: INSURER E: INSURER F: COVERAGES CERTIFICATE NUMBER: REVISION NUMBER: THIS IS TO CERTIFY THAT THE POLICIES OF INSURANCE LISTED BELOW HAVE BEEN ISSUED TO THE INSURED NAMED ABOVE FOR THE POLICY PERIOD INDICATED. NOTWITHSTANDING ANY REQUIREMENT, TERM OR CONDITION OF ANY CONTRACT OR OTHER DOCUMENT WITH RESPECT TO WHICH THIS CERTIFICATE MAY BE ISSUED OR MAY PERTAIN, THE INSURANCE AFFORDED BY THE POLICIES DESCRIBED HEREIN IS SUBJECT TO ALL THE TERMS, EXCLUSIONS AND CONDITIONS OF SUCH POLICIES.LIMITS SHOWN MAY HAVE BEEN REDUCED BY PAID CLAIMS. INSR =ISUBR LTR TYPE OF INSURANCE POLICY NUMBER POLICY EFF POLICY EXP WVr) MM/DD/YYYYI (MWDOfYYYYI LIMITS GENERAL LIABILITY EACH OCCURRENCE $ 1,000,00 A X COMMERCIAL GENERAL LIABILITY GL8280663 6/9/2013 6/9/2014 PREMISES Ea occurrence $ 100,00 CLAIMS-MADE �OCCUR MED EXP(Any one person) $ 5,00 PERSONAL&ADV INJURY $ 1,000,00 GENERAL AGGREGATE $ 2,000,00 GEN'L AGGREGATE LIMIT APPLIES PER: PRODUCTS-COMP/OP AGG $ 2,000,00 X POLICYPRO- LOC - $ AUTOMOBILE LIABILITYCOMBINED SINGLE LIMIT Ea accident $ ANY AUTO BODILY INJURY(Per person) $ ALL OWNED SCHEDULED - AUTOS AUTOS BODILY INJURY(Per accident) $ HIRED AUTOS NON-OWNED PROPERTY DAMAGE AUTOS PER ACCIDEN $ $ UMBRELLA LIAB OCCUR EACH OCCURRENCE $ EXCESS LWB CLAIMS-MADE AGGREGATE $ DED RETENTION$ $ WORKERS COMPENSATION WC STATU- OTH AND EMPLOYERS'LIABILITY Y/N T MII ER ANY PROPRIETOR/PARTNER/EXECUTIVE E.L.EACH ACCIDENT $ OFFICERIMEMBER EXCLUDED? ❑ N/A (Mandatory in NH) E.L.DISEASE-EA EMPLOYE $ If yes,desaibe under DESCRIPTION OF OPERATIONS below E.L.DISEASE-POLICY LIMIT $ DESCRIPTION OF OPERATIONS/LOCATIONS/VEHICLES (Attach ACORD 101,Additional Remarks Schedule,H more space is required) CERTIFICATE HOLDER CANCELLATION SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE Town of Southold THE EXPIRATION DATE THEREOF, NOTICE WILL BE DELIVERED IN P.O.Box 1179 ACCORDANCE WITH THE POLICY PROVISIONS. Southold,NY 11971- AUTHORIZED REPRESENTATIVE ©1988-2010 ACORD CORPORATION. All rights reserved. ACORD 25(2010/05) The ACORD name and logo are registered marks of ACORD ARNING: it is a violation of the NYS Education Law Article 145 JOB PRE-31675 - Garage for any person, unless he ig acting under the direction of a SHEET NO. 44 of 44 Licensed Professional Engineer, to alter this item in any way. CALCULATED BY DJS DATE 9/16/2013 CHECKED BY DATE Design Summary(cora) Location Force Connection Fasteners Required Reference a Outlooker to Endwall 180 plf 0.131"x3" Nails w/ 1.5" 0 pen. Sheet 35 y Within 3.00 ft of Corner 4 per outrigger c 0.131"x3" Nails w/ 1.5" p Outlooker to Endwall 107 plf U pen Sheet 35 C Not 3.00 ft of Corner 3 per outrigger cC L O Location Force Member Sizes Splice Conn. If Req. Reference 1 st Floor Double 2x6 Top Plate-No Splices 2494 Ib Sheet 19 Endwalls 1 st Floor Double 2x6 Top Plate-With Stagger 2 rows of . @ 14 in ocS Splices& 0.131"x 3.0"Nails 1345 Ib Sheet 19 Sidewalls 0 Y 0 9/26/13 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. 120 MPH 3-SECOND GUST WARNING: it is a violation of the NYS Education Law Article 145 for any person, unless he is acting under the direction of a Licensed Professional Engineer, to alter this item in any way. NYS Permit Submittal for 120 3sg High-Wind Job #31675 9/24/2013 GJH Builder: Customer: Turn Key Modular Homes, Inc. Dzenkowski Name: ame: Site Address: 1050 Southern BLVD treet: East Marion, NY 11939 (Town = Southold for Building Department) -town, State, ip: Muncy Homes, Inc. 1567 PA Route 442 East PO Box 325 Muncy, PA 17756 Contact: Darryl Mincemoyer Engineering dmincemover(cDpremier-builders.com NY Approval Number: M 1387-02-070 Expiration Date: Dec 15, 2014 NYS High-Wind Submittal Index Index: NY Design Specifications-Attachment- 1 Design Specifications-Attachment-2 (1 sty sw& mw opening hdrs) if " " -3 (2sty sw& mw opening hdrs) NYS "Notice of Approval" letter for system approval NY PE calculations Fastener Cut Sheets REScheck Compliance Certificate & Checklist Truss Manuf. Details 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_ WARNING: it is a violation of the NYS Education Law Article 145 for any person, unless he is acting under the direction of a Licensed Professional Engineer, to alter this item in any way. NY Design Specifications - Attachment-1 9/24/2013 GJH Home Ident. (Job No.): 31675_000 Site Location: 1050 Southern BLVD, East Marion, NY 11939 Suffolk Co. (Town = Southold for Building Department) Design Loads: Ground Snow Load: See floor plan Seismic Category: B Wind Speed: (3 Sec. gust) 120 Floor LL: (Liv'g/Slp'g) 40/30# Floor DL: 10# Applicable Bldg Codes: 2010 Residential Code of NYS NYS Energy Compliance Thru Rescheck 2008 NEC Occupancy Classification: 1 Family Detached Construction Type Classification: Wood Framed Unprotected Index of Addtl. Specific Dwgs: 1st Sty Floor Plan Foundation 2nd Sty Floor Plan (4)Elevations 1 st Sty Electrical Plan Truss Detail(s) 2nd Sty Electrical Plan References: Window/Door Schedules- System Dwgs. Sht 3c Calc. Manual -35 thru 90 GSL Design Sidewall Studs- Pg 6.1.1.a Marr. Wall Studs- Pg 6.3.1.a Floor Joist- Pg 4.1.a The plans and specifications of this permit set are derived from and consistent with the plans and specifications associated with the approval on file with the Dept. of State, which were approved on Dec 10th, 2010 under system#M1387-02-070 Attachment- 1 WARNING: it is a violation of the NYS Education Law Article 145 • for any person, unless he is acting under the direction of a Licensed Professional Engineer, to alter this item in any way. Design Specifications - Attachment 2 35 Ground Snow - 28 Wide - Ranch/R.Ranch - 5-7/12 Exterior Header Schedule Symbol Header Max. Span Calc Ref A 3-2x6 SPF 2/1 6-8" 12.1.1 A B 3-2x8 SPF 2/1 8'-5" 12.1.1.k C 3-2x10 SPF 2/1 10'-4" 12.1.1.k D 3-2x12 SPF 2/1 12'-0" 12.1.1.k E 3-1.5"x5.5" LVL 8'-10" 12.1.1.o F 3-1.5"x7.25" LVL 11'-8" 12.1.1.o G 3-1.5"x9.25" LVL 14'-10" 12.1.1.0 H 3-1.5"x11.25" LVL 18'-1" 12.1.1.o Marr Wall Header/Beam Schedule Symbol Header Max. Span Calc Ref 1 1-2x4 SPF 2/1 2'-7" 12.1.4.c 2 1-2x6 SPF 2/1 3'-9-' 12.1.4.c 3 1-2x8 SPF 2/1 4'-9" 12.1.4.c 4 1-2x10 SPF 2/1 5'-10 12.1.4.c 5 1-2x12 SPF 2/1 6'-9" 12.1.4.c 6 1-1.5"x9.25" LVL 10'-0" 12.1.4.g 7 1-1.5"x11.25" LVL 12'-1" 12.1.4.g 8 1-1.5"x16" LVL 16-9" 12.1.4.8 9 1-1.5"x18" LVL 18'-8" 12.1.4.g 10 1-1.5"x20" LVL 20'-7" 12.1.4.g 11 2-1.5"x16" LVL 23'-2" 12.1.4.o 12 2-1.5"x18" LVL 26-1" 12.1.4.o 13 2-1.5"x20" LVL 29'-0" 12.1.4.0 Attachment-2 WARNING: it is a violation of the NYS Education Law Article 145 for any person, unless he is acting under the direction of a Licensed Professional Engineer, to alter this item in any way. Design Specifications - Attachment 3 35 Ground Snow - 28 Wide - Two Story - 5-7/12 Exterior Header Schedule Symbol Header Max. Span Calc Ref A-1 3-2x6 SPF 2/1 4'-10" 12.1.2.k B-1 3-2x8 SPF 2/1 6'-1" 12.1.2.k C-1 3-2x10 SPF 2/1 7'-5" 12.1.2.k D-1 3-2x12 SPF 2/1 8'-8" 12.1.2.k E-1 3-1.5"x5.5" LVL 6'-4" 12.1.2.0 F-1 3-1.5"x7.25" LVL 8'-5" 12.1.2.o G-1 3-1.5"x9.25" LVL 10'-8" 12.1.2.o H-1 2-1.5"x11.25" LVL 11'-3" 12.1.2.g 1-1 3-1.5"x11.25"LVL 13'-0" 12.1.2.o Marr Wall Header/Beam Schedule Symbol Header Max. Span Calc Ref 1-1 1-2x12 SPF 2/1 4'-9" 12.1.2.o 2-1 1-1.5"x11.25" LVL 8'-7" 12.1.2.g 3-1 2-2x6 SPF 2/1 3'-9" 12.1.5.k 4-1 2-2x8 SPF 2/1 4'-9" 12.1.5.k 5-1 2-2x10 SPF 2/1 5'-10" 12.1.5.k 6-1 2-2x12 SPF 2/1 6'-9" 12.1.5.k 7-1 2-1.5"x9.25" LVL 9'-6" 12.1.5.o 8-1 2-1.5"x11.25" LVL 11'-6" 12.1.5.o 9-1 2-1.5"x9.25"&11.25 LVL 13'-6" 12.1.6.g 10-1 3-1.5"x9.25"&11.25 LVL 15'-7" 12.1.6.k Attachment- 3 Nt:1tirYC7ftlli,5"C`t1Tt: NEW YORK STATE DEPARTMENT OF STATE Division of Code Enforcement and Administration w One Commerce Plaza, 99 Washington Avenue • • Albany, NY 12231ow A Oct Dr.PARTM SVT Phone:(518)474-4073 Fax:(518)486-4487 OF SIM- www.dos,ny.gov E-maiNLifo dos.ny;oov NOTICE OF APPROVAL This notice serves to inform the local Cade Enforcement Official that the New York Department of State (DOS) has reviewed and approved plans, as authorized pursuant to 19 NYCRR Part 1209, Regulation and Fees for Factory Manufactured Homes, to allow the construction of single family homes, two family homes, and/or other modular buildings or components in compliance with the State Uniform Fire Prevention and Building Code, as described herein: Manufacturer's Name: Muncy Homes, Inc. 1 567 PA Route 442 East P.O. Box 325 Muncy, PA 17756 Building Description: Detached One and Two-Family Dwelling and Multiple Single-Family Dwellings(Townhouses)System Approval Number: M1387-02-070(Modification#M1387-2013-024) Applicable Code: Residential Code of New York State 2010(RCNYS) Expiration Date: December 15, 2014 Maximum Ground Snow Load: 90'PSF Seismic Design Category A, B, C'or DO Basic Wind Speed: 120 MPH Maximum Exposure Category: A, B, or C DOS Contact Person: Gerard A. Hathaway, R.A. Additional Conditions None Approval Date: December 12, 2012(Modification date:4-23-2013) Ronald Pieste , AIA Director A copy of this Notice of Approval shall accompany all plans and specifications submitted as part of a permit application. Plans should not require a DOS seal provided the registered design professional references the approval number and certifies that the plans and specifications conform to the plans and specifications approved by and on file with the DOS, The approval identified above is limited to all construction that takes place In the factory. Site related work Including installation and connection of the building and/or components foundations,mechanical connections, stairs, decks, etc, is the responsibility of the Code Enforcement Official. The presence of the insignia of approval shalt be presumptive evidence that the factory manufactured home or component complies with the provisions of the RCNYS, if the code enforcement official believes that any factory manufactured component Is in violation of one or more provisions of the RCNYS,he/she should contact the DOS for further review and/or determination. WARNING: IT IS A VIOLATION OF THE NY EDUCATION LAW ARTICLE 145 FOR ANY PERSON, UNLESS UNDER THE DIRECTION OF A LICENSED PROFESSIONAL ENGINEER,TO ALTER THIS ITEM IN ANY WAY. RE check Software Version 4.4.4 Compliance Certificate WARNING: it is a violation of the NYS Education Law Article 145 for any person, unless he is acting under the direction of a Project Title: #31675_000 (Job_S/N) Licensed Professional Engineer, to alter this item in any way. Energy Code: 2010 New York Energy Conservation Location: Suffolk County, New York Construction Type: Singe-family Project Type: New Construction Conditioned Floor Area: 1,760 ft2 Glazing Area Percentage: 8%, Heating Degree Days: 5750 Climate Zone: 4 Permit Date: Construction Site: Owner/Agent: Designer/Contractor: Customer:Dzenkowski Builder:Turn Key Modular Homes Gregory J Hayes 1050 Southern BLVD Muncy Homes, Inc. East Marion(Southold for Building 1567 Rt442E f j Department),NY 11939 NY Muncy,PA 17756 570-546-8915 'XC Compliance: Passes using UA trade-off Compliance: 23.0%Better Than Code Maximum UA: 343 Your UA:264 i The%Better or Worse Than Code Index reflects how close to compliance the house is based on code trade-off rules. r It DOES NOT provide an estimate of energy use or cost relative to a minimum-code home. ' Envelope Assemblies 9/26/13 Gross Cavity Cont. Glazing Assembly Area or R-Value R-Value or Door UA Perimeter U-Factor Ceiling 1:Flat Ceiling or Scissor Truss 880 38.0 0.0 26 Bsmt Level Stair Walls:Wood Frame, 16"D.C. 192 13.0 0.0 14 Door: 1-30 x 80 Blank:Solid 18 0.160 3 Wall 2:Wood Frame, 16"o.c. 2,112 21.0 0.0 105 Window:4-30 x 37 SL:Vinyl Frame,Double Pane with Low-E 31 0.310 10 Window:8-38 x 59 SL:Vinyl Frame,Double Pane with Low-E 125 0.310 39 Door: 1-50 x 80 1 Sidelite:Solid 30 0.230 7 Door: 1-32 x 80 2 Lite:Solid 19 0.230 4 Door: 1-32 x 80 Blank:Solid 19 0.160 3 Door: 1-72 x 80 Vinyl SGD SL:Glass 40 0.330 13 Floor 1:All-Wood Joist/Truss,Over Unconditioned Space 853 19.0 0.0 40 Project Title: #31675_000(Job_S/N) Report date: 09/24/13 Data filename: O:\Premier Data\REScheck 31000\31675.rck Page 1 of 2 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 4.4.4 and to comply with the mandatory requirements listed in the REScheck Inspection Checklist. Digitally signed by Gregory J.Hayes Gregory J. Hayes, Engineering f Date:2013.09.2415:10:38-04'00' Name-Title Signature Date Project Notes: 1-Calcs reflect only that portion of the unit assembled in the factory&included in the REScheck. Should further living space be added or finished a new REScheck shall be completed by others. 2-For unconditioned basements&cape roofs spaces,the builder shall enclose basement&attic stairs. The walls surrounding the basement&attic stairs shall be insulated &protected with a vapor barrier. The bldr is responsible for supplying all materials. 3-In houses that have factory installed floor ductwork,the bldr shall be responsible to install the insulation floor insulation under the duct. 4-An IRC& IECC Air Barrier& Insulation Checklist is partially completed in plant&supplied to builder with final house packet for on-site completion by others. WARNING: it is a violation of the NYS Education Law Article 145 for any person, unless he is acting under the direction of a Licensed Professional Engineer, to alter this item in any way. J g5J 7�b` 2 X�� •i' $ S S f s u, 3a 9/26/13 Project Title: #31675_000(Job_S/N) Report date: 09/24/13 Data filename: 0:\Premier Data\REScheck 31000\31675.rck Page 2 of 2 2010 New York Energy Conservation Construction Code Energy Efficiency Certificate Insulation . Wall 21.00 Floor 19.00 Ceiling/Roof 38.00 Ductwork(unconditioned spaces): Glass&Door Rating U-Factor SHGC Window 0.31 0.33 Door 0.33 0.34 CoolingHeating & Heating System: Cooling System: Water Heater: Name: Date: Comments: WARNING: it is a violation of the NYS Education Law Article 145 for any person, unless he is acting under the direction of a Licensed Professional Engineer, to alter this item in any way. q3F-APPROVED WARNING: it is a violation of the NY5 Education Law Article 14b DATE 1-27-10 for any person, unless he is acting under the direction of a PFS CORPORATION Licensed Professional Engineer, to alter this item in any way. Bloomsburg,PA Job TPAS TnusType Qty Ply SMP 212 52250 HM752802 HINGE MONO 1 1 02-Flat-24'-60/90 IPA13156 Pae 1 of 2 Universal Forest Products Inc.,Grand Rapids,MI 49525,Peg Beckett 7.130 a Apr 28 2009 MITek Industries,ne.Thu Aug 0614:13:40 2009-Page 1 opr.DANfxEVER DETAx. 3.6-4 9.2-8 3• 6 5 BEH18E / 4 {.1 B 041 REACTIONS Arxwra:s-33s(Lc D),s=ioetic te) rw.6.14 7IL ol,1=oaa(Lc r.ve=t4m Lc11117-6118) 5.00 FUT 10 T2 DPccLEARSPANDETAIL Opt Cut-Offs tY1 ! 0$ t N 11-3-4 i I BEH18A 0 Opt Cut-00 0-10-12 3.6 8x8 3 N (1-�-0 LR�imsM1cotD.-tSeRDtal i-1 emWtn-aWLCSLe-•smM1CDI A 2 LmD,erat Dts r"t Lc to 9 MO-1-8 9. 4 a W2 W4 cup N c 1 '4 4.5- __ x5 - 131 4x5 II 8 7 3!4"x3.7 Dario 45 it 2x6 11 8x8= tD o-10-1 ,0- 2 , 2-7-8 9.2-8 -0 �dng bottom cd. ' 12-8.12 Plate Offsets X, 11:0-2-2,0-7-141,[1:0-",Edge],[2:0-2-12.04-12],P.0-0-5.0-M].4:0-0-11.0-1-2, :0.2-2,10-4.0, :0-1-14.0-3-14 SPACING:2-0-0 SPACING:1-4-0 SPACING:I-M SPACING 2-0-0 CSI DEFL in goc) I/deft Ud PLATES GRIP LOADING(psf) LOADING(psf) LOADING(psf) Plates Increase 1.15 TC 0.77 Vert(LL) -0.06 7.8 >999 240 MT20 187/144 TCLL 462 TCLL 69.3 TCLL 92.4 Lumber Increase 1.15 BC 0.62 Verl(TL) -0.16 7-8 >856 180 M1118 141/138 (Ground Snow--60.0) (Ground Snow--90.0) (Ground Snow-120.0) Rep Stress Incr YES WB 0.5T Horz(TL) 0.02 7 n/a n/a TCDL 7.D TCDL 10.5 TCDL 14.0 BOLL 0.0 BCLL 0.0 BCLL" 0.0 Code IBC2009/rP12007 (Matrix) Weight:641b BCDL 10.0 BCDL 15.0 BCDL 20.0 LUMBER BRACING TOP CHORD 2 X 6 SPF No.2*Except' TOP CHORD Structural wood sheathing directly applied or 4-6-8 oc purlins, except and verlkals. T3:2 X 4 SPF Stud BOT CHORD Rigid calling directly applied or 7-0-8 oc bracing. BOT CHORD 2 X 6 SPF Not WEBS 1 Row at midpt 2-7 (P) WEBS 2 X 3 SPF Stud*Except* JOINTS 1 Brace at Jt(s):9 W2:2 X 4 SPF Stud,W4:2 X 10 LSL Truss Grade of 'WF,II 'E�' P r REACTIONS (Ib/size) 7=59210-1-9(input 0-1-8),6=,D/Mechanical,1=618/0-1-10(input 0-3-8) Max Horz6-109(LC 18),1=335(LC 9) Q+. , F' 0 Max Uplift7=481(LC 9),1-334(LC 9) W" R��' T Max Grav7=989(LC 18),1=1037(LC 18) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=1919/612,2-3=702/103,3-12=-6601107,4-12=-483/112,4-5=215/67,5.6=123173,7-9-655/456 * 2 BOT CHORD 1-10=932/1598,10.11=932/1598,8-11-932/1598,7-8=932/1598 WEBS 2-8=-471345,2-7=-12751705,4-9-724/504 v ty f REQUIRED FIELD JOINT CONNECTIONS -Maximum Compression(Ib)/Maximum Tension(II Maximum Shear(Ib)/Maximum Moment(lb-in) � Z' 5=151/72/66/0,9=724/504/308/0 NOTES (16-19) �� '8663- 1)Dado:0-3-14 length x 0-0.12 deep dada,0-10-8 to left edge from joint 1 on the bottom face. Ag�fi Nps 2)Wind:ASCE 7-05;120mph @241n o.c.;TCDL=1.6psf:BCDL--23psF,(AIL 147mph Q1 Sin o.o.;TCDL=2.4psf;BCDL=3.Spsf);(Alt 150mph @121n o.c.; TCDL=3.2psf;BCDL=4.6psf);h=30ft;Cal.II;Exp C;enclosed;MW FRS(low-rise)gable and zone and C-C Extedog2)zone;cantilever left exposed;C-C for members and forces&MW FRS for reactions shown;Lumber DOL=1.60 plate gdp DOL=1.60 Aug 31,2009 3)TCLL:ASCE 7-05;Pg=60.0 psf(ground snow);Ps=46.2 psf(roof snow);Category ll;Exp C;Partially Exp.;Ct=1.1 4)Roof design snow load has been reduced to account for slope. 5)Unbalanced snow loads have been considered for this design. 6)This truss has been designed for basic load combinations,which include cases with reductions for multiple concurrent live loads. 7)AD plates are MT20 plates unless otherwise indicated. ```�����OF 8)See BEH18 DETAILS for plate placement a9Lf 9)Provisions must be made to prevent lateral movement of hinged member(s)during transportation. yG 10)All additional member connections shaft be provided by others for forces as indicated. KN. eW�.� N 11)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. p FREEMAN: 12)•This truss has been designed 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 bottom v chord and any other members. CAVIL 13)WARNING:Required bearing size at joings)7 greater than input bearing size. �1 14)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 481111 uplift at Joint 7 and 334 lb uplift at joint 1. No. 15)This truss has been designed In accordance with the 2009 IBC Section 2303.4.6,2009 IRC Section 802.10.2. 16)This truss has been designed In accordance with the 2006 IBC Sec 2303.4.2,2006 IRC Sac 802.102 17)This truss has been designed to meet the 2003 IBC Section 2308.10.7.1;2003 IRC R802.10.2 18)Take precaution to keep the chords In plane,any bending or twisting of the hinge plate must be repaired before the building Is put into service. r/t7h 19)If shown,field Installed members are an integral part of this design.To ensure proper performance,all field installed members must be Installed prior t applying any loading to the truss. 20)Based on HM752801.Updated to now customer specifications,updated codes. ® WARNING -Verify design parameters and READ NOTES Universal Forest Products,Inc. 2801 EAST BELTUNE RD,NE PHONE(616)-364-6161 FAX(616)-365-0060 GRAND RAPIDS,MI 49525 This building component has only been designed for the loads noted on this drawing. ConsWction and lifting forces have not been considered.The builder is responsible for lifting methods and system design. Builder responsibilities are defined under section 2.3 of TP11-2002.This design Is based only upon parameters shown,and is for an individual building component to be installed 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.Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure Is the responsibility of the building designer.For general guidance regarding fabricatio.quality control,storage,delivery,erection and bracing,consult BCS1 1.06 from the Wood Truss Council of America and Truss Plate Institute Recommendation available from WTCA,6300 Enterprise LN,Madison,WI 53719 J:\support\MitekSupp4emplates\ufp.tpe©copyright 2009 by.Universal Forest Products,Inc. Muncy Homes, Inc 11/24/2009 1.1.6.a APPROVED VVAKNINU: It IS a violation OT the NYJ I_oucation Law Article "145 ,_27_,o for any person, unless he is acting under the direction of a DATEPFS CORPORATION Licensed Professional Engineer, to alter this item in any way. Bloomsburg,PA Job Truss Truss Type 10ty lPty=SMP 212 52250 Additional Seals 16Pa e 2 of 2 niversal Forest ProductsInc.,Grand Rapids,MI 49525,Peg BeckeH 7.130 a Apr 26 2009 MITek Industries,Inc.Thu Aug 061029:14 009 Page 1 Additional Seals For: HC289705 HC289706 HC324702 HC324802 HC325002 HM746902 ,p+t++t+tEui►er�,, �� V\I. FR COA& ES HM752802 �>Q'�pA-- � HM753203 ��d;`�t.,,•'�N FAQj�!•�. X21 sa''•?�y HM755402 ,'rt;: �`�.�''. •.'L' HM755502co :��� .. , 9';A 0:• 22155 •4✓� : O 9�F.~ -' �Q' �� •...., �p .-' NA1E� rrQt�prrrs�.�� `E��, Q.4 W EAZ 4A ♦�0;� REGISTERED oF.NEW Hg2jA PROFESS10K.AE KEVIN W. FREEMAN coKEVIN W FFIEEMAN. 1 -0 1039Q .. t� y,o ENGINEER Q�>> . r�. a PE 054541-E �. al�a�� D .. ® WARNING -Verify design parameters and READ NOTES Universal Forest Products,Inc. 2801 EAST BELTLINE RD,NE PHONE(616)-364-6161 FAX(616)-365-0060 GRAND RAPIDS,MI 49525 This building component has only been designed for the loads noted on this drawing. Construction and li8tng forces have not been considered.The builder is responsible for lifting methods and system design. Builder responsibilities are defined under section 2.3 of TPI1-2002.This,design is based only upon parameters shown,and Is for an Individual building component to be,installed 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.Additional temporary bracing to insure stability during construction Is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility,of the building designer.For general 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:lsupport\MtekSupp\templateslufp.tpe©copyright 2009 by:Universal Forest Products,Inc. Muncy Homes, Inc 11/24/2009 1.1.6.b • APPROVED WAKNINU: it IS a Violation of the NYS Laucatlon Law Articie 145 1.27_,0for any person, unless he is acting under the direction of a PFS CORPORATION Licensed Professional Engineer, to alter this item in any way. Bloomsburg,PA JobTruss Truss 10ty IPIY SMP 212 52250 HM753203 HINGE MONO 1 1 04-Flat-26'-28'-60/90 PA13156 Pa e 1 of Universal Forest Products Inc.,Grand Rapids,Ml 49525,Peg Be e6 7.130 a Apr 28 2009 MITek Industries.Inc Fri Jul 1 X45:50 2009.. Pace 1 H of 10-0-8 0 W , .ss9 6 o FBF J.' � . 3 KEVIN W yG BEH18E kr '� FREEMAN a ik , . 2: ; CML g1A r. , No.429 10 o z 5.00 12 Z aPp9F �,roq T2 �t�`Q p 0T8663 � o- f•°�i 94��SStONP~ OptlC3ut4Offs BEH18A i o�p3L,pc°f off 8x2• 3 Aug 31,2009 0-10-12 N 9 1$ 2 c 1' T1 W2 W4. rq 4x5: - r¢ B1 3/40"x 3-7/8 -j� x5 11 2x6 I I 8x8= ado's 1-8 Hanger or bottom chord 0-1G-12, 2-7-8 10.4.8 hearing required. ' 13.10-12 Plate Offsets X 11:0-2-3,1-0-71,1:0-0.9,Ed e,2:0-3-0,0.412 .0-0-5,0-0-0,[4:0.0-11,0-1-21,[7:0-2-12.04-81 SPACING:2-0-0 SPACING:1.4.0 SPACING:1-" SPACING 2-0.0 CS1 DEFL in (1oc) Well L/d PLATES GRIP LOADING(psf) LOADING(psf) LOADING(psf) Plates Increase 1.15 TC 0.72 Vert(LL) -0.10 7-8 >999 240 MT20 187/144 TOLL 462 (GroTCL69.3 TCLL 92.4 Lumber Increase 1.15 BC 0.70 Vert(TL) -0.25 7-8 >610 180 MII18 141/138 (Ground Snow 60.0) (Ground Snow c30.0) (Ground Snow 1206) Re,Stress Incr YES WB 0.67 Horz(TL) 0.03 7 n/a Na TCDL 7.0 TCDL 10.5 TCDL 14.0 Code IBC2009/TPI2007 (Matrix) Weight:701b BCLL 0.0 ' BCLL 0.0 ' BCLL 0.0 ' BCDL 10.0 BCDL 15.0 BCDL 20.0 LUMBER BRACING TOP CHORD 2 X 6 SPF No.2*Except* TOP CHORD Structural wood sheathing directly applied or 4-7-7 oc purlins,except and verticals. T2:2 X 6 SPF 165OF 1.5E,T3:2 X 4 SPF Stud BOT CHORD Rigid calling directly applied or 6.8.6 oc bracing. BOT CHORD 2 X 6 SPF No.2 WEBS 1 Row at midpt 2-7 WEBS 2 X 3 SPF Stud*Except* JOINTS 1 Brace at Jt(s):9 W2:2 X 4 SPF Not,W4:2 X 10 LSL Truss Grade REACTIONS (lb/size) 7=652/0-1-11(Input:0-1-8),6=0/Mechanical,1=678/0-1-13(Input 0-3-8) Max Horz6=-109(LC 18),1=372(LC 9) Max Uplift7=529(LC 9),1=367(1_C 9) Max Grav7-1089(LC 18),1=1 138(LC 18) ALT,CANTILEVER DiffAIL FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=2188/672,2-3=-771/99,3-12=723/104,412=510/109,4-5=225/65,5.6=124/71,7-9=746/506 BOT CHORD 1-10-1027/1839,10-11-1027/1839.8-11=1027/1839.7-8-1027/1839 WEBS 2-8=-291414,2-7=1478f780,4-9=-820/556 REQUIRED FIELD JOINT CONNECTIONS -Maximum Compression(Ib)/Maximum Tension(lb)/Maximum Shear(Ib)/Maximum Moment(Ib-in) 5=151/70/66/0,9=820/556/341/0 NOTES (16-19) 1)Dario:0-3-14 length x 0-0-12 deep dodo,0-1-8 and 0-10-8 to left edge from joint 1 on the bottom face. 2)Wind:ASCE 7-05;120mph @241n o.c.;TCDL=1.6psf;BCDL=2.3psf,(AIL 147mph(@1 Gin o.c.;TCDL-2.4psfi BCDL=3.5psf);(AIL 150mph(M12in o.c.; 0-10-12 to 3-2-0 TCDL=32psf;BCDL=4.6psf);h=30ft;Cat II;Exp C;enclosed;MWFRS(low-rise)gable end zone and C-C Exterior(2)zone;cantilever left exposed;C-C or members and forces&MW FRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 REACTIONS 33 TCLL•ASCE 7-05;Pg=60.0 psf(ground snow);Ps=46.2 psf(roof snow);Category II;Exp C;Partially Exp.;Ct=1.1 Max Horz8=372(LC 9),6=109(1.0 18) 4)Roof design snow bad has been reduced to account for slope. Max UpIHt8=674(LC 9),7=399(1.0 9) 5)Unbalanced snow toads have been considered for this design. Max Grav8=1389(LC 18),7=794(LC 18) 6)This truss has been designed for basic load combinations,which include cases with reductions for multiple concurrent live loads. ALT.CANTILEVER DETAIL 7)A8 plates are MT20 plates unless otherwise indicated. 8)See BEH18 DETAILS for plate placement. 9)Provisions must be made to prevent lateral movement of hinged member(s)during transportation. 10)All additional member connections shall be provided by others for forces as Indicated. 1 11)This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live bads. 12)•This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members. li�__ 13)WARNING:Required bearing size at joints)7 greater than Input bearing size. 14)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 529 Ib uplift at joint 7 and 367 lb uplift atjoint 1. 15)This truss has been designed In accordance with the 2009 IBC Section 2303A.6,2009 IRC Section 802.10.2. �f 16)This truss has been designed In accordance with the 2006 IBC Sec 2303.4.2,2006 IRC Sec 802.10.2 0-9'12 17)This truss has been designed to meet the 2003 IBC Section 2308.10.7.1;2003 IRC R802.10.2 REACTIONS 18)Take precaution to keep the chords in plane,any bending or twisting of the hinge plate must be repaired before the building is put into service. Max Horz 1.372(LC 9),6=109(LC 18) 19)If shown,field installed members are an integral part of this design.To ensure proper performance,all field installed members must be installed prior to Max Uptlft1=391(LC 9),7=547(LC 9) applying any loading to the truss. Max Grav1=1106(LC 18),7=1141(LC 18) 20)Based on HM753201.Updated to new customer specifications,updated codes. ® WARNING -Verify design parameters and READ NOTES Universal Forest Products,Inc. 2801 EAST BELTLINE RD,NE PHONE(616)-3646161 FAX(616)-365-0060 GRAND RAPIDS,MI 49525 This 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 lifting methods and system design. Builder responsibilities are defined under section 2.3 of TPI1-2002.This design Is based only upon parameters shown,and Is for an individual building component to be Installed 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.Additional temporary bracing to insure stability during construction Is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,enaction 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:\supportINtekSupp\templates\ufp.tpe@)copyright 2009 by:Universal Forest Products,Inc. Muncy Homes, Inc 11/24/2009 1.1.9.a CO--APPROVED •• for any person, unless he is acting under the direction of a v DATE 1-27-10 Licensed Professional Engineer, to alter this item in an way. PFS CORPORATION gY y Bloomsburg,PA Job Truss 7russTypa aty Ply SMP 212 52250 Additional Seals 1 1 PA13156 Pa e 2 of Universal Forest Products Inc., ren p ,Mi 49525,Peg Beckett 7.130 a Apr 28 2009 MITek Industries.Inc.Thu Aug OB 1029:14 009 age 1 Additional Seals For: HC289705 HC289706 HC324702 HC324802 HC325002 HM746902 �,�arruuarrnrrrr W,. FRS HM752802 ��p!`O� CONii/ r�i �� , , F HM753203 a'°�Y�''•�Id FAF'�����,. "`�... '121 Bp'' ,9 2 HM755402 � HM755502 �»kr 's' .;' : ik S. : »ate �,..N�. �� •Lr O: 2215.6 CENS ONAL N,a S`S�QIVAL . P� �4 Q REGISTERED oF_NSW H,g�As CU ROFESSI©(JAL Q �Q 4 KEVIN W.— KEVIN (N. FFIEEMAN ENGINEER „0 10390.:.. c, o. PE 059541E ` o. O cENs� � G�' ..�+r/1✓�Y L`I. iso°. s`^►/ONA1t�N '„reieeJ,,tls�t . ® WARNING -Verify design parameters and READ NOTES Universal Forest Products,Inc. 2801 EAST BELTUNE RD,NE PHONE(616)-3646161 FAX(816)-365.0060 GRAND RAPIDS,MI 49525 This building component has only,been designed for the loads noted on this drawing. Construction and lifiing forces have not been considered.The builder Is responsible for lifting methods and system design. Builder responsibilities are defined under section 2.3 of TPI1-2002.This design is based only upon parameters shown,and Is for an Individual building component to be Installed 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.Additional temporary bracing to insure stability during construction Is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabricatlon,quality control,storage,delivery,erection and bradng,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:NsupportlMitekSuppUemplateslufp,tpe©copyright 2009 by:Universal Forest Products,Inc. Muncy Homes, Inc 11/24/2009 1.1.9.11D Holdowns&,`Tenslon`Tlies _ e 1 1Strap-Tie Holdown � + , SFO This product Is preferable to similar connectors because of a)easier Installation,b)higher capacities,c)lower Installed cost, :14 or a combination of these features'`•''�� The STHD is an embedded strap tie holdown offering high load capacity A d and a staggered nail pattern to help minimize splitting.The STHD incorporates many A,p y features that aid correct installation and improve performance.When installed on the forms with the StrapMate®strap holder the unique design of the STHD delivers A ` enhanced stability before and during the pour to help prevent both parallel and L A ' Nails are countersunk for perpendicular movement(relative to the form).This results in accurate positioning ' ? a low-profile strap surface. e of the strap and reduced possibility of spalling. ' c FEATURES : ? a •The nailing pattern allows for nailing to the edges of double 2x's •Strap nail slots are countersunk to provide a lower nail head profile A ?' •The slots below the embedment line enable increased front-to-back 4, concrete bond and help to reduce spalling •Rim joist models accommodate up to a 17'clear span without any Embedment Wed loss of strap nailing line o: porim (fop ofMATERIAL: LSTHD-14 gauge,STHD-12 gauge Q Concrete) FINISH:Galvanized le INSTALLATION: •Use all specified fasteners.See General Notes. •Install before concrete pour with a StrapMate,or other holding device. •Nail strap from the bottom up. •Strap may be bent one full cycle(bent horizontal 90'then bent vertical)to aid • wall placement,but may cause spalling behind the strap.If the spall is 1"or LSTHD8 varies from 4'to 41/9 less,measured from the embedment line to the bottom of the spall,full values STHD10,STHD14 varies apply.Any portion of the strap left exposed should be protected against corrosion. from 4s/;to 51/; •Unless otherwise noted,do NOT install where:(a)a horizontal cold joint j�STH17 / exists within the embedment depth between the slab and foundation wall or INw� footing beneath,unless provisions are made to transfer the load,or the slab U.S.Patent • r m is designed to resist the load imposed by the anchor;or(b)slabs are poured 5,813,182 comer_ over concrete black foundation walls. •Additional studs attached to the shearwall studs or post may be required Typical STHD14RJ by the Designer for wall sheathing nailing. Rim Joist Application •Wood shrinkage after strap installation across horizontal members may cause strap to buckle outward. Factored Resistances for Wind and Seismic IeFaSa(0.2)<0,35 Mln Model Nn Strap i engih Faciored Tenslle;His istance(Ko 110 1.Factored resistances have been Ste1N (L)(m) Nan CraCketl Cracked developed based on testing per Wall 6. Fasieners Millwall Corner wall Midwal) Cornet Endwall ]MES AG 398 using the lilldih :.Siantlard R+m JetSi: Standard Rim hn), 4 Annex D. lbs Ihs lbs lbs lbs lbs corresponding adjustment factors (t8 foist - 2.Un ss otherwisfrom CSA e noted,tabulated W; kN-_ kN:` kN kN kN: 4625 4130 2515 3975 3550 2160 values are applicable to D,Rr-L LSTHD8 LSTHDBRJ 1855 32%6 8 20-10d 20:57 18:52 11:1 1.76$ and S-P F framing members. 15:79 9 61. 3,S-P-F factored resistance is 6 STHD10 STHDIORJ 24�e 381/e 10 24 10d 5485 5485 3045 4470 4470 2480 7210 his(32.07 kN). z 24140 24:40 13 5 ` 1999' 19:88 11:03;'; 4.S P-F factored resistance is Z 7655 7655 4755 7655 7655 4755 1725 His(34.36 kNa- STHD14 STHD14RJ 26 h 391/c 14 30-10d 5.The minimum 28 day concrete 34:05 34:05 21.15 3405' 34;05 21::15 compressive strength(fc)shall LSTHD8 LSTHD8RJ 19 IN 8 20A0d 4625 4015 3310 3975 3450 2845 be 2500 psi(17.25 MPa). 20.51 17,86 14.7.2 17.68: 1o.3g. . 12 56 ; 6.The minimum centre to centre z 7400' 6320 4670 6070 51'0 3810 spacingis 3 times the rquired N( o 8 STHD1:0 STHDIORJ 246/e 361/ 10: 24 10d embedment depth Sinn=3xle). 32;92� 2$.11 24.77 27,00 22,41=: 16.95 7.See T SGLCOLUM GAN for 8800' 81951 6185 7960' 7350 5550 installation on structural composite o STHD14 STHDI4RJ 26'/6 3s1✓3 14 30104 lumber posts or studs. 1. F39.15. 3$.45 27.51:: 35A 32 7.Q 24:69--! P 8.Deflection at the highest factored y Factored Resistances for Seismic IeFaSa 0.2 0.35 resistance for installation over ( )2 double studs are as follows; N Stra Len th Facioied 7ensdeResrstan$e(Ko Illi -Installed an framing: Mtn Madel No. p 9ill ) LSTHD8=O.D94' N Steal (L)(In) Non cracked Cracked STHD10=OJ ST a Wall, is Fasldners Millwall Corner Endwall tVlldwaIII. orner .EndwalF, STHD14=0.135' Rim (In)' -Installed over structural sheathing: •' Wrdth Standard Rtm Jnrsi Slantlard Ibs lbs lbs lbs lbs Ihs 9 (irt) Joist LSTHD8=0.159' kN: kN 1 kN''• kN kN} kN STHD10=0,201' LSTHD8 LSTHDBRJ 185/e 321'a 8 20-10d 3470 3100 1885 2980 2660 1620 STHD14=0.290' 15.44 1319 8r 13:2:6 1193_ 7:21; Deflection values shown are 4110 4110 2280 3350 3350 1860 applicable for D.Fir-L studs.For 6 STHD10 STHDIORJ 245A 381x6 10 24-1Od attachment to S-P-F studs multiply "f8.2$ 18;28 10.14; i t.9.0':. 14:90: 8 27' the deflection values by 1.13. STHD14 STHD14RJ 261/h 39'/a 14 30-10d 5740 5740 3565 5740 5740 3565 9.Deflection values may be reduced 25.53 25.b3 linearly for lesser loads including 15'9G 25�3 2$53 15:96 9 3470 3010 2-485 2980 2585 2135 specified wind loads at h/500. LSTHD8 LSTHD8RJ. 18'h 323E 8 20-1W 10.Use the specified number of nails 15 4a 13.39 1:1:05 13:26 1 ic50 9.50:' listed. n some cases,nota nay 5550 4740 3505 4525 3865 2855 holes will be filled.Nail strap from 8 STHg10 $TMDiDRJ :. 246. 38/e 10' 2410d 24'.69 21,09 15.59 20:13' 12:19 12.:1..41 bottom up. 6655 fi145 4640 5970 5510 4160 11,NAILS:10d=0.148'die.x 3'long. STHD14 STHD14RJ 26Y6 39% 14 30 10d: See page 24-25 for other nail sizes i0 28:60. 27.3'4 20 6+k 2f 5C 2,t:5T 18:51 and information. WARNING: IT IS A VIOLATION OF THE NY EDUCATION LAW ARTICLE 145 FOR ANY PERSON, UNLESS UNDER THE v Ho/dnlvps&Tension des °e O • `e e z p e a s• : s p � pp e_p p:`•p � A'e a;p s• O • e e °.a p o .1 �1 /} a �✓ .-._ .^ .;�: e p Min.rebar Min.rebar length is length is 2 x le 2xle r r. 2x10 ' ; ,•' :• by - I ' end distanc1W in. e 2 x to min•or 24- 2 x BMin rebar 1809th IN Min.end distance Typical STHD14 Typical STHD14 Typical STH014 Corner Installation Mid Wall Installation End Wall Installation Strap style holdown Single Pour Rebar Installation "Maintain minimum Typical STHD rebar cover,per ,: Application Over CSA A23.1-09. ' Sheathing 3to 5• + Stemwall e 9, .O One 15M rebar. May be foundation +� rebar or ., 2x Embedment post-tension Length+12' Structural > Concrete—► foundation tendon. e ^ , "� Min.Rebar sheathing o Length by others U U m o Shearwall SPALL REDUCTION SYSTEM diaphragm STHD FOR STHD STRAP TIE HOLDOWN FEATURES '$ Framing© • Built-in tab. g Install strap •StrapMate®locator line. SMi nails and nails starting •Additional diamond hole in RJ versions. anchor bolts /from the bottom U.S.Patent as per code I✓ BENEFITS 6,796,099 Built-in,Tab: Sill plate bolt -Reduces spalling and costly retrofits. ® Required rebar •No additional labor to install. ® d not shown for •Holds STHD away from form board. ' °• a clarity(typ.) SlrapMate Locator Line: oo • , �n1 •Easy inspection to ensure proper location. •Allows adjustment without removing STHD. Additional Diamond Hole: r.e e e •One more fastener to help prevent the STHD RJ 8a` Oe models from bowing out at the rim joist section. STHD Over I Shearwall Diaphragm 51 WARNING: IT IS A VIOLATION OF THE NY EDUCATION LAW ARTICLE 145 FOR ANY PERSON, UNLESS UNDER THE Tiu11.1 ss Connectors f • SIHTCHeavy Truss Clips nr I S/HTC provides a slotted connection from the truss or joist to the top track when isolation of two members is required. MATERIAL:43 mil(18 ga) FINISH:Galvanized I INSTALLATION:•Use all specified fasteners. 3112" •Screws in vertical slots shall not be driven completely I ' flush against the connector when vertical movement is desired CODES:See page 8 for Code Listing Key Chart. Fasteners Allowable Loads 43 mil(18 ga) Mpcode 0. TO Without Gap' With 114"Gape Ref. S/HTC4 R ` Truss russ Fr F2 Ft F2 1 '0 S/HTC4 4-48 3 48 320 1 460 1 85 1 175 FC1 1-1/4" 1. Truss or rafter must be bearing on top plate to achieve the allowable Gap loads under"WITHOUT GAP." Max 2. Installed with maximum 11/;space between rafter or truss and top plate under"WITH 11/;GAP."Where loads are not required, Typical S/HTC4 .o space is not limited to 11/4'. Installation Q e (A LTS/MTS/HTS Twist straps Twist straps provide a tension connection between two members.They resist uplift at the heel of a truss economically. The 3'bend section eliminates interference at the transition ' 1�rve points between steel members. Typical MTS = MATERIAL:See table Installation =' FINISH:Galvanized.Some products available in stainless Truss to Steel steel and ZMAX®;see Corrosion Information,page 12-13. _ . Studs LTS12 INSTALLATION:Use all specified fasteners.See General Notes. (MTS and HTS CODES:See page 8 for Code Listing Key Chart. rr, similar) Available with additional corrosion protection.Check with Simpson Strong-Tin. _ tY: Comnoctibi Fasteners(Total), Allowable Tension Loads MaterialCode Model ::Thickness L Ralter/Stud/Jolst Thickness 33 mil 20 ga) Rei — No. 43 mil 18 a 1 mil(ga)` 33 mil(20 ga) 43 mfl'(18 ga) 54 ml)(16 gal 54 mil(16 ga) r I z LTS12 12 10-410 6410 6410 775 ILCI,LCI,FC1 > LTS16 43 16 10410 6410 6-410 775 15° a LTS18 (18 gal 18 10410 6410 6410 775 FC1 LTS20 20 1 10410 6410 6410 775 W �. MTS12 12 12410` 78.410 ,.- 6-410; 995 II-G1,LC1,F01 'T ■ MTS16 16 12410 h i14.0 6410 `995 h;' MT518 18 12-410 8410 6.410 995 MTS20 (16 ga) 20 12-410 ' ii-410 6410 995 '' $ MTS30 30 12410 -8410 6410 995 � MTS24C 24 12410 8410- 6410 995 ± m MTS30C 30 12 410 8#10' 6410 995" FCi `' o HTS16 16 16410 12410 6-410 1415 HTS20 20 18410 12-410 6410 1450 HTS24 68 24 18410 12410 6410 1450 HTS28 (14 ga) 28 18410 12410 6410 1450 HTS30 30 1 18-410 12-410 6410 1450 HTS30C 30 1 18410 12410 6410 1450 1. Not all fastener holes need to be filled as additional fastener holes are provided.Install fasteners symmetrically. 2. Install half of the fasteners on each end of strap to achieve full loads. 3. All straps except the MTS30 and HTS30 have the twist in the center of the strap. 4. Twist straps do not have to be wrapped over the truss to achieve the load. t 5. May be installed on the inside face of the stud. MTS30 MTS30C (HTS30 (HTS30C similar) Similar) 62 WARNING: IT IS A VIOLATION OF THE NY EDUCATION LAW ARTICLE 145 FOR ANY PERSON, UNLESS UNDER THE ...Straps&-.ices i HRS/ST/FHA/PS/LSTA/LSTI/S/MST/MSTA/MSTC/MSTI Strap Ties Straps are load rated and provide the correct thickness and number of FINISH:PS—hot-dip galvanized(HDG);all others—galvanized. fasteners the specifier is looking for compared with field fabricated straps. Some products are available in stainless steel or ZMAXO; Install Strap Ties where top or bottom plates are cut,at wall see Corrosion Information,page 12-13. intersections,and as ridge ties.Reduce the allowable load based on the size INSTALLATION:Use all specified fasteners.See General Notes. and quantity of fasteners used. CODES:See page 8 for Code Listing Key Chart. Refer to applicable code for minimum edge and end distances. . ,,,_._..._- -......................,............... �,..,. ......_ _......................._. _ 1'k'--I ih'{ -'��• 9he� ��I � 1'h'� f'- 0 o e` b'. O. N _ Nom= _ •O. •fie. =LLLL O LL O I O O, e _ 0 f2!£Y n" -- In C4 e• dr^-- N a0 10 - L Z ¢ Q Q o. .�. 3e U. a m y Z ST o HRS o LSTA and MSTA FHA 5 fi (Pilot holes not W shown) p r - _ 0 0 0 0 0'r,0 P .0 -0 0 0 _0 . e e a. e L z —I. } MSTC28 a co MST[ MST LSTI (S/MST similar) ST2115 0 0 ST9,ST12, e STI 8, ST22 0 Connector Dimensions Bolts I ' —LT'S Model Material Code No. Thickness Mil(ga► W L Oty.:Dia w PS418 171 mil 4 18 4 -% 180 Q PS720 (7 ga) 63/4 20 8 1h PS218I-Ps4le rn 1+a 1. PS strap design loads must be determined by the Designer for each illustration. PS Psrzo 31/. i'h• Hale diameter in the part may be oversized to accommodate the HDG.Designer must determine if the oversize creates an unacceptable installation. WARNING: IT IS A VIOLATION OF THE NY EDUCATION LAW ARTICLE 145 FOR ANY PERSON, UNLESS UNDER THE 63 Straps&ties e I ► ► ► Ties Available with additional corrosion protection.Check with Simpson Strang-Fie. CODES:See page 8 for Code Listing Key Chart. Connector Fasteners(Total) Allowable ASD Tension Loads Model Material Dimensions Code Thick. Rafter/Stud/Joist Thickness 33 mil 43 mil. 54 mil Ref. No. mil(ga) W L 33 mil(20 ga) 43_mil(18 go) 54 mil(16 ga) (20 ga) '(18 ga) (16 ga) LSTA9 11/4 9 8-#10 8-#10 8-110 705 1120 1190 LSTA12 11/4 12 1 10-#10 10-#10 8410 1 885 1190 1190 LSTA15 1'A 15 12410 12-#10 10-110 1060 1190 1190 FC1 LSTA18 33 11/4 18 14-110 12-110 10-#10 1190 1190 1190 LSTA21 (20 ga) 1'A4 21 14-#10 12-#10 10-110 1190 1190 1190 LSTA24 11/4 24 14-110 12-#10 10-#10 1190 1190 1190 ST292 21/,6 9%, 12410 10-#10 10-110 1060 1240 1240 ILCi, ST2122 2166 11213/,6 16-110 12-110 10-#10 1415 1502 1502 LCi, ST2115 3/4 1 165A,6 8410 6-#10 4-1410 630 630 630 FC1 ST2215 21A6 I 165A,6 20-#10 14-110 10-110 1765 1825 1825 LSTA30 11/4 30 187#1.0 12-#10 z-: 10-#10 1555 77JT55>''-`. 1555 LSTA36 1'/4 36 18-110 16 #10 14 #10 1555 -1555 1555 LST149 33/4 49 32-#10 :=32=#10 20-#10 2830 A 050 '•' 4050 LST173 33/4 73 46-110 32410 20-110 4050 4050 4050 MSTA9 43 1'l4 9 8-110 8410 8 110 705 1050 : 1555' MSTA12 (18 ga) 11/4 12 10-110 ;10-00 8-#10 885 1315 1 1555 FC1 MSTA15 11/4 15 12-110 12-110, 10-#10 1060 1555 1555 MSTA18 11/4 18 14410 '12t1.101 10410 1235 1565 1555 MSTA21 11/4 21 16-110 12-#10:` 10 #10 1415 1555> 1555 MSTA24 1 11/4 24 18-110 12 #10,i 10-110 1 1555 1555::' 1555 y MSTA30 11/4 30 22-110 16-110 12-#10 1945 1950 1950 w - MSTA36 11/4 36 24410 18-#10 16-110 1950 1950 1950 k1 ST6215 21/,6 165As 20-110 16-110 10-#10 1765 2025 2025 II-Cl, °b ST6224 21A6 235/16 28-110 20410 12-110 2455 1 2455 2455 LC1,FCi q ST9 54 11/4 9• 8-110 8-110 8-#10 705 1050 1350 7 ST12 (18 ga) 11/4 11% 10-#10 10-#10 8-#10 885 1315 1350 y ST18 11/4 173/4 14-110 12-110 12410 1235 1350 1350 ST22 11/4 215/6 20-110 20-110 20-110 1350 1350 1350 MST028 3 281/4 36-110 1 36-1110 30-110 3180 4600 4600 FC1 MSTC40 3 401/4 .52-#10 46-#10 46-110 4595 4600 4600 MSTC52 3 521/4 54-110 42-110 42-110 4600 4600 4600 MSTC6668 3 653/4 66-110 =46-#10'!' 30-110 5795 796 ``' 5795 30-110 5795 5795 S 6236 (1.4 ga) 217,6 3313As 40-110 30-#1A 18-110 3535 370 '•` 3760 II-Cl I LCi FC1 HRS6 13/6 6 1 .6-#10 6410 6-#10 530 790 1600 HRS8 1% 8 10-#10 10-110 10410 885 1315 2670 HRS12 13A 12 14-#10 14-110 12-110 1235 1840 2710 FHA6 17/16 63/8 8-110 8-110 8-#10 705 1 1050 2045 FHA9 17/16 9 8-#10 8-110 8-110 705 1050 2045 FHAl2 17A6 11% 8-110 8-110 8-110 705 1050 2045 FRA18 17/,6 173/4 8-#10 1 8-#10 8-110 705 1050 2045 FCi FHA24 97 17A., 237/5 8-110 8-110 8410 705 1050 2045 z FHA30 (12 ga) 177,6 30 8-110 8-#10 8-110 705 1050 2045 z MST126 21/e 26 26-110 26-#10 22-110 2300 3420 5025 MST136 2% 36 36-110 36-#10 22-110 3180 4735 5025 U MST148 2% 48 48-110 40-110 22-#10 4240 5025 5025 w MST160 21/,6 60 58-110 40-110 22-#10 5025 5025 5025 Z S/MST27 2166 27 30-#10 1 30-#10 22-110 2650 3945 5025 S/MST37 21A,6 37 42-110 40-110 22-110 3710 5025 5025 ILC1, a S/MST48 21/,6 48 54-110 40-#10 24-#10 4770 5155 5155 LC1, 118 1 21Ae 60 68-110 30 #106010O;T:'' 6650 FC1 SA IST72 10 ga) I 21A,6 72 76-110 52 #10 30-110 6650 6650 ;, ` 6650 0 s 1. Use half of the fasteners in each member being connected to achieve the listed loads. 2. Loads are based on lesser of steel capacity or fastener calculation. o 3. Not all fastener holes need to be filled as additional fastener hales are provided.Install fasteners symmetrically. U U 64 WARNING: IT IS A VIOLATION OF THE NY EDUCATION LAW ARTICLE 145 FOR ANY PERSON, UNLESS UNDER THE plated Truss Conneelnts IElm, T LUS/MUS/HUS/HHUS/HG-US/HUSCOotib/e Shear Joist Hangers ���W�pptP This product Is referable to similar connectors because of 6�t•�'-' P P ; 1'for 2Xs Z a)easier installation,b)higher loads,c)lower Installed cost, 1 e'for it I. , or a combination of these features. • nP ' o ' b'•••••'• All hangers in this series have double shear nailing—an innovation that distributes the load through two points on each joist nail for • greater strength.This allows for fewer nails,faster installation,and the use of all common nails for the same connection. C H 0 Double shear hangers range from the light capacity LUS hangers to the s13ae' c ' highest capacity HGUS hangers.For medium load truss applications,the p or • •F MUS offers a lower cost alternative and easier installation than the HUS or , 0 THA hangers,while providing greater load capacity and bearing than the LUS. MATERIAL:See tables below and on page 135, p FINISH:Galvanized.Some products available in stainless steel or 2' 2 ZMAr coating;see Corrosion Information,page 14-15. yy a �W HUS210 INSTALLATION •Use all specified fasteners.See General Notes. (HUS26,H(IS28, •Nails must be driven at an angle through the joist or truss into 6LUS28 �MUS28 and HHUS similar) the header to achieve the table loads. •Not designed for welded or nailer applications. f'2'—I • h 2�e'� OPTIONS:•LUS and MUS hangers cannot be modified. •HUS hangers available with the header flanges turned in for ° -•:' ' • < . T F 2-2x(3'/e')and 4x only,with no load reduction.See HUSC Concealed Flange illustration. r < ;• •Concealed flanges are not available for HGUS and HHUS. H •See Hanger Options,page 216,for sloped and/or skewed HHUS models. dz ®` •Other sizes available;consult your Simpson Strong-Tie representative. CODES:See page 13 for Cade Reference Key Chart. 9 W� y -These products are available with additional corrosion protection. `vHGUS28-2 $ Additional products on this page may also be available with this option, t�HHUS210-2 y v check with Simpson Strong Tie for details. HUSC e ,These products are approved for installation with the Strong-Drive SD Concealed e Structural-Connector screw See page 27 for more information. Flanges y (not available Model Mie Dimensions Fasteners for HHUS, Heel Ga Carrying Carried; r� H&US and Memher. MBmfier. tit HUS2x) SINGLE 2x SIZES LUS24 2ei6 11/ie 3i5 1'/ 410d 210d (Truss Designer 418 1 See table to provide fastener f TU—S26 4'/, 11446 4% 1'/ 410d 410d �i on page quantity for connecting MUS26 =4i1/u 1$ 144s 63A 2 610d 6106. 135 for multiple members fiUS26 434a 16 1i 53fr 3 . 1416d ! 616d allowable together) Typical HUS26 with HGUS26 We 12 136 5% 5 20-16d 8-16d loads. Reduced Heel Height LUS28 434, 18 1Viis 6% 11. 6-10d 4-10d W MUS28 6346 18 19/46 6�/ie 2 8-10d a 10d ® Double Shear Dome Double Shear Q VA 16 1 7 .3 : 2216d a-16d. ' ShearDouble Nailing Nailing Side View HGUS28 69/46 12 136 T5 5 36-i6d 12-16d Nailing Side View (available on LUS210 4'/ 18 19/ie 7'34e 13' 8-10d 4-10d Top View j bend tab Do not some models) HUS210 836 16 136 9 3 30-16d 1016d r U.S.Patent 5,603,580 w OF AlleWabfe Loads P Allowadfe Loads SPF/H�Allowabl. Loads Model.. ' —Cede s No Opli[tf Floor Snow Root Nand Uplift' Floor Snow Rooi Wlnd Upl(If Ffoor Snow Roet "Wind pef z (100) (115) (125) (160) (160) (100) (115) (125) (160) (160) (100) (115) (125) (�84)r SINGLE 2x SIZES LUS24 490 670 765 825 " 1045 490 725 830 895 1135 420 575 655 705 895 0 N LUS26 1165 865 990 1070 1355 1165 940 1075 1165 1475 1005 740 845 915 1160 MUS26 1090 1295 1480 1605 1825 1090 1410 1610 1745 1825 940 1110 1265 1370 1570 17,F6,L17 0 N �.,lHUS26 1550 2720' 3095 333.5 3335 .1.550 2950 :-3335. ,.3335 3335 1335 2330;; 2650_ 2820 =2865 HGUS2Cr< 1765 436t1 °.4885 5230 5399 1765 . 4725 .. 5290 5390 5350 1520` 3754 4200.- 4590 4636. L17 LUS28 1168;. ;.1100 ;,1255 1364 . 1725 . 1165 . 1200 1365 ....1480 1835 . 10A5' 940 : 1075 1165 ; 1475 MUS28 1555 1730 1975 2140 2645 1555 1880 2150 2330 2645 1335 1475 1690 1830 2275 17,F6,L17 HUS28 2000 3965 4120 4220 4335 2000 3790 3960 4070 4335 1720 2905 3035 3125 3435 HGUS28 3015 6745 6970 7125 7275 3015 6460 6705 6870 7275 2595 4960 5160 5290 5745 L17 LUS210: : 1165 134.0:',:,1525 1550- 2096 1165 .14A5 1.660i..11;;::1795 2270 1005; 1145 1305 1415E4745.." 17,F6,L17 HUS21Q` 3000 4255 x`:4445 4575 5020 3000 _4105 4310 4450 4930 . . 2560: 3150:' 3315 3425 3815 34 Note:For dimensions and fastener information,see table above. See table footnotes on page 135. WARNING: IT IS A VIOLATION OF THE NY EDUCATION LAW ARTICLE 145 FOR ANY PERSON, UNLESS UNDER THE Fluted Truss Onoctiors i FACE MOUNT HANGERS -These products are available with additional corrosion protection.Additional products on ,These products are approved for installation with the Strong-Drive SD this page may also be available with this option,check with Simpson Strong-Tie for details. Structural-Connector screw.See page 27 for mon:information. Min. Dimensions Fasteners DF/SP Allowable Loads SPF(HFAllowableLeads Model CadeHe0 ` No. Height Ga W H g Carrying Carrled Upilftl Floor Snow Roof Wind Uplift' Floor Snow Roof . Wind .;. Ref. Member Member (160) (100) (115) (125) : (160) (160) (100) (115) (125) (160) DOUBLE 2x SIZES LUS24-2 21/ 18 3'4 336 2 4-16d 2-16d 440 800 910 985 1250 380 1 680 780 845 1070 17,F6,L17 LUS26=2 4916 18 :31A. 47W:;,2 416d 4164 1165:`` 1030, 1180 1280 1625 1000 88.p 1010. 1090 1385 HHUS26 2 4346 14 3§46 5% :3 1416d 6-i6d 1550' 2785 3155 . "3405 4265,. 1335 2390 2710 2925 3665 17,L17,F23 HGUS26 2 .4 46 12 3346 57/,6 4 20184 8-i6d 2155 4355' 4875 5230 5575 1855 37,50: 4200 4500: 4795 LU828-2 4'/16 18 31A 7 2 6-16d 4-16d 1165 1315 1500 1625 2060 1000 1125 1285 1390 1765 17,F6,L17 HHUS28-2 6%. 14 3% 7'/ 3 22-16d 8-16d 1 2000 4210 1 4770 5140 1 6440 1720 3615 4095 4415 5375 HGUS28-2 61/16 12 3666 1 73/16 4 36-16d 12-16d 3235 7460 7460 7460 7460 2785 6415 6415 6415 6415 17,L17,F23 LUS210 2 6x46 18 3'4 9 .2 8 i6d 6-i6d 1745 1830 ' 2090 2265 2870 1500 .1565 :. 1785 1935 2455;: 17,F6,L17 H1iUK 0-2 8% 14 3416 83/6 :3 ,3016d 1046d 4004'.',1636 6380 6880, 7165 352$ 4835 5270: 5380_;. 5765 17,L17,F23 HGUS210 2 66 12 36/16 9346 A 46=164 16166s, .4095 " 9100 9100 91009190-1 3525 74:65 7730; 7825?; 7825 _ _ TRIPLE 2x SIZES HGUS26-3 41% 12 415/6 51h 14 20-16d 8-16d 2155 4355 1 4875 5230 5575 1855 3.750 4200 4500 4795 HGUS28-3 61% 12 4'x,6 71/, 4 36-16d 12-16d 3235 7460 7460 7460 7460 2785 6415 6415 6415 6415 HGUt;210 3 .8*o 12 416 9'/, '4 46AS , 76164 4095'= 9100 9100 ;9100 ;9100 . 3525 7825 7825; 7825 700: 17,L17,F23 HGUS212-3 10% 12 415116 103/, 4 56-16d 20-16d 5045 9600 9600 9600 9600 4335 8255 8255 8255 8255 HGUS214-3 12% 12 41M, 12% 4 66-16d 22-16d 1 5515 10100 10100 10100 10100 4745 8685 8685 8685 8685 QUADRUPLE 2x SIZES m eo HGUS26 4 4 12 .6340 571m 4 20164 8,16.4 2155 4355 4$75 5230 5fi75 1855. : 3750 4200 4500:; 4795'; q HGU328 4 l' 12 8'fi6 76/16;:4 36-f6d .,12=164 3235 7460 74$0' '.7460. " 7460 2785 6415 6415.: 6415 6415', It HGUS210-4 9'/ 12 63/6 935e 4 46-16d 16-16d 4095 9100 9100 9100 9100 3525 7825 7825 7825 7825 17,L17,F23 HGUS212 d i0% 12 6§;6 106 4 561fid 20164 ,s5tlA5'. 9600 '-9600" 9600 ' 9so0 4335. 8255 8255 8255 : 8255 0 HGUS214.4 12% 12 6356 1236:' 4 66164 22164 `?5515. 110,100 "10100 :,10100:'10100 13745 8685 .8685 8685 8685_' 4x SIZES o LUS46 4% 18 3%, 4% 2 4-16d 4-16d 1165 1030 1180 1280 1625 1000 880 1010 1090 1385 17,F6,L17 e� HGUS46 47/6 12 3% 47/,6 4 20-16d 8-16d 2155 1 4355 1 4875 5230 5575 1855 3750 4200 4500 4795 17,L17,F23 HHUS46 41/1e 14 3% 53/16 3 14-16d 6-16d 1550 2790 3160 3410 4265 1335 2390 2710 2925 3665 LUS48:= 4 18 3346 63,. 2 6=i6d _44d 1165; 1315 ; 1500 .';.1625 206D , .1000 112.5 1285 1390 ; 1765 17,F6,L17 w HUS48' 6'/e 14 3346 7 2' 6 i6d 6.6d 1550, 1596 1815 x1960 2470 1550 1365 .1555 1580 2115'' HHU.M 8fi4 14 3* 714 !3 22164 8164 2NO 4215" 4770 .'M60 6440 1720' 3615 4095 4475 5535' 17,L17,F23 Z HGU$4(1 6x40 :12 7'ti6 4 3616&1 12164 3236::.:.7460 7460.,' ;7460 7460 2785. "6415 6415 8415 6415 Z LUS410 61/, 181 3356 1 8% 2 8-16d 6-16d 1745 1830 2090 2265 2870 1500 1565 1785 1935 2455 17,F6,L17 HHUS410 8% 14 3% 9 -3 30-16d 10-16d 3745 5640 6385 6890 7165 3440 4835 5480 5910 6165 HGUS410 87/+6 12 3616 9%a 4 46-16d 16-16d 4095 9100 9100 9100 9100 3525 7825 7825 7825 7825 17,L17,F23 Z HGU$412 10t6 12 : 10341 4 56164 2046d 5045' 9600 9600, ,9600 9800 4535 8255 eQ65 8255 82,55 17 L17 WGUS414 11'/6 12 36.6 i2y/6; 4 66-i6tl 22-164 5615 10100: 10100 10100 :10100 "4745 8685 8686 8685 8685 N 0 1.Uplift bads have been increased 60%for wind or earthquake loading with no further ANSIlfPI 1-2007,Simpson Strong Tie°Connector Selectof'"Software includes increase allowed.For normal loading applications such as cantilever construction the evaluation of cross-grain tension in its hanger allowable loads.For additional y refer to Simpson Strong-Tie®Connector Selector software or conservatively Information,contact Simpson Strong-Tie. divide the uplift load by 1.6. 5.Loads shown are based on minimum of 2-ply 2x carrying member.With 3x carrying 2.Wind(160)Is a download rating. members,use 16dx2Y4'nails into the header and 16d commons into the Joist with no 3.Minimum heel height shown is required to achieve full table loads.For less than load reduction.With single 2x carrying members,use 1Odx1IN nails into the header s minimum heel height,see technical bulletin T REDHEEL(see page 232 for details). and t Od commons into the joist,and reduce the load to 0.64 of the table value. 4.Truss chord cross-grain tension may limit allowable loads in accordance with 6.NAILS.16d=0.162'dia.x 31h'long.See page 22-23 for other nail sizes and information. 13; WARNING: IT IS A VIOLATION OF THE NY EDUCATION LAW ARTICLE 145 FOR ANY PERSON, UNLESS UNDER THE R Straps 0 71es i couedstraps h r CMSTC provides nail slots for easy installation;it can be cut to length.CS are continuous utility straps which can be cut to length on the job site. Packaged in lightweight(about 40 pounds)cartons. FINISH:Galvanized.Some products available in ZMAX®coating;see Corrosion Information,page 14-15. Typical CS INSTALLATION:•Use ail specified fasteners.See General Notes. Installation as a " I •Wood shrinkage after strap installation across horizontal wood members may cause strap Floor-to-Floor Tie End to buckle outward. (CMST requires Length Gut th minimum Leng •Refer to the applicable code for minimum nail penetration and minimum wood edge and end distances. 2-2x studs) •The table shows the maximum allowable loads and the nails required to obtain them. Fewer nails may be used;reduce the allowable load as shown in footnote#3. •The cut length of the strap shall be equal to twice the"End Length"noted in the table plus the clear span dimension. •CMST only—Use every other round hole if the wood tends to split.Use round and triangle holes for comparable MST loads,providing wood does not tend to split. Nails not •For lap slice and alternate nailing information,refer to technical bulletin T-CMST required in (see page 230 for details). clear span •CS straps are available in 25'lengths,order CS14-R,CS16-R,CS18-R,CS20-R or CS22-R. CODES:See page 13 for Code Reference Key Chart. These products are available with additional corrosion protection?Additional products on �gn9 - this page may also be available with this option,check with Simpson Strong-Tie for details. 1W Provide nd distamin. e FF These products are approved for installation with the Strong-Drive SD for CS and GMST Structural-Connector screw.See page 27 for more information. at number of specified nails In each and DF/SP ::,SPF/HF:Allowable Model TotalTenCade No L Ga ° Fasterigrs don End Length Fasteners End Length Loads Ret 77. 160 ` 160 160 160:: x:160) 74 16d 33' 84 16d 38 9215 CMST12 40' iP �� ar ,r.W z s•w 86-10d 39' 98-10d 44' 9215 s�■ 56:716d 2& 86 16d 30 6490 CS16 Hale Pattern CMST14 5Z'�4` 14 (all other CS straps similar) 66'-10d: . : 30." 76.10d 34': ;;6490 CMSTC16 54' 16 50-16d 20' 58-16d 25' 4585 sinker sinker ,RD CSi4 fOfY:` 14 26=10d 16" 30 10d ? :3a ed ;16' 36 14, z • CS16 150' 16 20-10d 11' 22-10d 12' 1705 13, 22-8d 13' 26-8d 14' 1705 CMST14 Hole Pattern CS18 200' 18 16-10d 9'.;.; 18 10d 10' 137Q. (CMST12 similar) 1$-Sd. 11." i > 22 8d 12': 1370 CS20 250' 20 12-10d 6' 14-10d 8' 1030 14 8d 9' 16-8d 9' 1030 ? CS22 i 300!::11 22__.i` 2.8d ., v 7ry0. CT y 6 14-8d _ 8 845 = CMSTCI6 Hole Pattern 1.Loads include a 60%load duration increase on the fasteners for wind or seismic loading. y i 2.Use half of the required nails in each member being connected to achieve the listed loads. Ro 3.Calculate the connector value for a reduced number of nails as follows: Allowable Load= No.of Nails Used x Table Load € Gauge stamped on part for No.of Nails in Table i y Example.CMSTCI6 in DF/SP with 40 nails total. 40 Nails(Used) I easy identification Half of the nails in each member being connected Allowable Load= x 4585 lbs=3668 lbs o � 9 ) 50 Nails(fable) - w 4.Tension loads apply for uplift when installed vertically. 5.NAILS:16d=0.162'dia.x 3�fz'long, Z 16d Sinker=0.148'da.x 3Y.'long,10d=0.148'dia.x 3'long. See page 22-23 for other nail sizes and information. Cut Length Minimum End Distancez T Strap Clear Span is 1 Ox Diameter of Nail (TYp•) M End Length End Length------ ► s NOT SURE HOW MUCH COIL ® STRAP YOU NEED? Roof Sheathing s Simpson Strong-Tie has a web-based app, the Coil Strap Length Calculator,which can help you quickly determine the cut length of each strap and the total amount of coil strap needed for each application I on a project. CMST requires 3x or Hanger CMST requires 3x or For more information or to access, j 2-2x minimum go to www.strongNe.com/software. !j Purlin Typical Horizontal (Beam or Truss typ.) CS/CMST Installation 17; WARNING: IT IS A VIOLATION OF THE NY EDUCATION LAW ARTICLE 145 FOR ANY PERSON, UNLESS UNDER THE LTP4/LTP5/A34/A35 I .o The larger LTP5 spans subfloor at the top of the blocking or rim joist.The embossments enhance performance. The LTP4 Lateral Tie Plate transfers shear forces for top plate-to-rim joist or blocking connections.Nail holes are spaced to prevent wood splitting for single and double top o: plate applications.May be installed over plywood sheathing. The A35 anchor's exclusive bending slot allows instant, accurate field bends for all two-and three-way ties.Balanced, completely reversible design permits the A35 to secure a ° A34 great variety of connections. MATERIAL:LTP4/LTP5-20 gauge;all others-18 gauge FINISH:Galvanized.Some products available in stainless steel or ZMW coating;see Corrosion Information,page 14-15. A35 INSTALLATION:•Use all specified fasteners.See General Notes. 4. LTP5 •A35—Bend one time only. CODES:See page 13 for Code Reference Key Chart. j o: ■These products are available with additional corrosion protection. I 4,, Additional products on this page may also be available with this ° option,check with Simpson Strong-Tie for details. Fir These products are approved for installation with the Strong-Drive LTP4 SD Structural-Connector screw.See page 27 for more information. Joists to Plate Studs to Plate DF/SP SPFJtiF with A Leg Inside with 6 Leg Outside Madel Type of Direction Allourable',i oads j A00WOW Loads Code Fasteners. Hot ;Nn Connootion ni load Ftoort Floor Hoof (100. 1160)A34 Q 8 8dx1'/ F1 395 340 415 445 F28 395 340 390 390 9 8dX1'/z , 255 315 340`: C1 ;2�0 ;210 21',0:' 180 All 180::nZ IP1, jot FEZA2 295 365. '380 !255 315. 325; L5 L18, A35 f]3 -124dx1' C2 295 365 ,.370 255 315 320: F13 Joists to Beams Ceiling Joists to Beam X30 230. 230 200 200 X00 '® 12 Sdx1'� ' � 595 695 695'= 5f0 600 600.:; F2" 59b =,670` 670 .`510 575 575" �Fip91AA 12 8dx1'fz G 515 645 670 445 555 575114, H 515 645 670 445 555 575 L5,F13 G 585 ''.620 620 505 535 535 IP1, "11 12 8dx1'4 H 545 _545 545 !_470 470 470: L18,F25......1.Allowable loads are for one anchor.When anchors are installed on each side of the joist, A34 the minimum joist thickness is 3'. cc 2.Some illustrations show connections that could cause cross-grain tension or bending rr of the wood during loading if not reinforced sufficiently.In this case,mechanical ? y reinforcement should be considered. E1 z 3.LTP4 can be installed over'b'wood structural panel sheathing with 8dx1'h nails to a and achieve 0.72 of the listed load,or over IN and achieve 0.64 of the listed load. 2 0 8d commons will achieve 100%load. GQ " ., W 4.The LTP5 may be installed over wood structural panel sheathing up to W thick �� using 8dx1'h nails with no reduction in load. 'r` z 5.Connectors are required on both sides to achieve F2 loads in both directions. 6.NAILS:8dxl'h=0.131'dia.x 1'h'long. F2 Z See page 22-23 for other nail sizes and information. A35 ®135 c N N Raw, m o . N O N U 'i LTP4 attaching Top Plates to LTP4 Installed over RIM Joist Chimney Framing 0 Wood Structural Panel Sheathing © LTP5 Installed over Wood c Structural Panel Sheathing WARNING: IT IS A VIOLATION'OF THE NY EDUCATION LAW ARTICLE 145 FOR ANY PERSON, UNLESS UNDER THE WARNING: it is a violation of the NYS Education Law Article 145 for any person, unless he is acting under the direction of a JOB PRE-31675- Main House 1_icensed Professional Engineer, to alter this item in any way. SHEET No. 1 of 44 David E. Billingsley, PE CALCULATED BY DJS DATE 9/16/2013 217 East Main Street•Middleburg,PA 17842 CHECKED BY DATE Phone(570)837-0577•FAX(570)837-0585 120 MPH 3-SECOND GUST Desian Criteria L6y t yp➢ yry�A 1 B *�4 •m • .3 + Location: NY 120mph Exp C or less 9/26/13 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= 1.4 Wind Importance Factor 1.00 1.0 Snow Load Ground Snow Load = 35 psf Snow Importance Factor 1'.00 JCB PRE-31675 - Main House WARNING: it is a violation of the NYS Education Law Article 145 SHEET No. 2 of 44 for any person, unless he is acting under the direction of a Licensed Professional Engineer, to alter this item in any way. CALCULATED BY DJS DATE 9/16/2013 CHECKED BY DATE Design Criteria Cont. s r � 3 ui � 1 P Floor Diaphragm Aspect Ratiox`'� 31.fmi Length of side (L1)(house width) = 27.5 ft. 10 !y Length of side (1-2)(house length) = 32 ft. L2 & L, = 1.2 :1 < 3 :1 OK 9/26/13 Max Mean Roof Height= 30 ft. Roof Framing Span (Horizontal Projection) = 13.75 ft. Roof Framing Spacing = 16 in. o.c. Roof Overhang Length Roof Slope = 5':12' Roof Diaphragm Aspect Ratio Length of side (1-1)(width) = 27.5 ft. Length of side (1-2)(length) = 32 ft. L2 & L, = 1.2 :1 < 3 :1 OK Roof/Ceiling Assembly Dead Load = 15 `'psf Roof Framing Type = Truss Truss'ID# HM753203 Max Uplift at Marriage Wall= 529 lbs per truss Max Uplift at Sidewall Wall,= 367 lbs per truss JOB PRE-31675 - Main House YARNING: it is a violation of the NYS Education Law Article 145 SHEET NO. 3 OF 44 for any person, unless he is acting under the direction of a CALCULATED BY DJS DATE 9/16/2013 Licensed Professional Engineer,to alter this item in any way. CHECKED BY DATE Desian Criteria Cont. 1 st Story Loadbearing Wall Height= 8 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= 8 ft. 2nd 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. 2nd 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 19.33 ft. Lline A 20.83 ft. Bline 2 25.00 ft. Lline B 20.17 ft. 1st Story Maximum Unrestrained Opening Height Hline 1 84 in. Hline_A 84 in. Hline_2 66 in. Hline_B 84 in. 1119 2nd Story Wall Length Available for Full Height Sheathing � - Bline_1 27.50 ft. Lline_A 23.17 ft. Bline_2 27.50 ft. Lline_B 19.33 ft. 4 > 2nd Story Maximum Unrestrained Opening Height �. -�� , �625 Hline 1 0 in. Hline A 66 in. ' Hline 2 0 in. Hline B 66 in. 9/26/13 WARNING: it is a violation of the NYS Education Law Article 145 JOB PRE-31675 - Main House for any person, unless he is acting under the direction of a SHEET NO. 4 OF 44 Licensed Professional Engineer, to alter this item in any way. CALCULATED BY DJS DATE 9/16/2013 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 plq x 0.6 77 ' plf Vertical Design Wind Pressures 3 Sec Gust Wind Speed = 120 mph End Zone Wind Uplift Pressure= 22.2 psf MWFRS Figure 6-2 Max of Zones E & F Int. Zone Wind Uplift Pressure = 16.4 psf MWFRS Figure 6-2 Max of Zones G & H Overhang Wind Uplift Pressure= 30.8 psf MWFRS Figure 6-2 Max of Zones Eoh, Goh, E, F, G & H Wind Exposure Category= C Wind Exposure Adjustment Factor= 1.4 w` Wind Importance Factor 1.00 Adjusted Uplift Pressures <€; : Adjusted End Zone Wind Uplift Pressure= 31.08 psf tk Wl .; Adjusted Int. Zone Wind Uplift Pressure= 22.96 psf fir, Adjusted Overhang Wind Uplift Pressure = 43.12 psf Roof to 2nd Story Wall Connection Load = 275 plf 9/26/13 2nd Story Wall to 1st Story Wall Connection Load = 275 plf - 77 plf= 198 plf 1 st Story Wall to Foundation Connection Load = 198 plf - 77 plf= 121 plf WARNING: it is a violation of the NYS Education Law Article 145 JOB PRE-31675 - Main House for any person, unless he is acting under the direction of a SHEET NO. 5 OF 44 Licensed Professional Engineer, to alter this item in any way. CALCULATED BY DJS DATE 9/16/2013 CHECKED BY DATE Uplift Connections (cont'd) Note: All uplift load on roof resisted at sidewalls 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. (r �9to 9/26/13 Truss to Stud Connector: SimpsonStrong-Tie MTS18 Fastener: (6) 0.148inx1.5in nails in truss and (6) 0.148inx1.5in nails'in wall stud Allowable Load = 737 Ib Connector Nails Total Connector Req'd Uplift in.to ft. Req'd Provided Capacity Load conversion Spacing Spacing 737 lbs / 275 plf x 1 f/ 12 in = 32 in. 32' in. JOB PRE-31675 - Main House WARNING: it is a violation of the NYS Education Law Article 145 SHEET NO. 6 OF 44 for any person, unless he is acting under the direction of a CALCULATED BY DJS DATE 9/16/2013 Licensed Professional Engineer, to alter this item in any way. CHECKED BY DATE Uplift Connections (cont'd) 2nd Story Wall Stud to 2nd Story Floor Band Connection - line—A& line_B Connector: 7/1'6"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 275 plf 8 in o.c. 6 in o.c. line_B 275 plf 8 in o.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-1 134 plf 6 in o.c. 6 in o.c. line-2 134 plf 6 in o.c. 6 in o.c. 2nd Story Floor Band to 1st 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 198 plf 12 in o.c. 6 in o.c. line_B 198 plf 12 in o.c. 6 in o.c. 2nd Story Floor Band to 1 st Story Ceiling Band Connection - line-1& line-2 Connector: 7/16"OSB/PLY overlap 2 rows of 0.131"x2.5" Nails f ovt Allowable Load = 192 Ib Req'd Uplift Req'd Provided Load Spacing Spacing 9Q line_2 134 plf 6 in o.c. 6 in o.c. A" T y Ceiling Band to 1 st Story Wall Stud Connection - line_A& line_B Connector 7/16"OSB/PLY overlap �'a # 2 rows of 0.131"x2.5" Nails Allowable Load = 192 Ib Req'd Uplift Req'd Provided Load Spacing Spacing /26/13 line_A 198 plf 12 in o.c. 6 in o.c. line_B 198 plf 12 in o.c. 6 in o.c. 1st Story Ceiling Band to 1st Story Wall Stud 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-2 134 plf 6 in o.c. 6 in o.c. WARNING: it is a violation of the NYS Education Law Article 145 JOB PRE-31675 - Main House . for any person, unless he is acting under the direction of a SHEET NO. 6A OF 44 Licensed Professional Engineer, to alter this item in any way. CALCULATED BY DJS DATE 9/16/2013 CHECKED BY DATE Uplift Connections (cont'd) 1st 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 536 plf 4 in. o.c. line_B 565 ;plf 4 in. o.c. line-2 400 plf 5 in. o.c. R i `* Op 0 , 9/26/13 JOB PRE-31675- Main House WARNING: it is a violation of the NYS Education Law Article 145 SHEET No. 7 of 44 for any person, unless he is acting under the direction of a CALCULATED BY DJS DATE 9/16/2013 Licensed Professional Engineer, to alter this item in any way. CHECKED BY DATE Uplift Connections (cont'd) Design 1st 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 536 plf 2 in. o.c. line_B 565 plf 2 in. o.c. line-2 400 plf 2 in. o.c. 9/26/13 JOB PRE-31675- Main House WARNING: it is a violation of the NYS Education Law Article 145 SHEET NO. 8 OF 44 ` for any person, unless he is acting under the direction of a Licensed Professional Engineer, to alter this item in any way. cA�cu�areD BY DJS DATE 9/16/2013 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 = 0,438 in Side member thickness Fyb = 1 E+05 psi Dowel bending yield strength tm = 1 in Main member penetration Rd = 2.2 Reduction Term -See Table 11.3.1 B Ss = OSB/PLYSide member species Re = 0.779 = Fem/Fes Ms = SPF Main member species Rt = 2.286 = Im/Is SG = 16 Staple Gage Im = 1 in main member dowel bearing length CD = 1.6 Load Duration Factor Is = 0.438 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 Zlm = D x Im x Fem x CD = 153.5 Ib Rd IS Zis= D x Is x Fes x CD = 86.2 Ib Rd R m d II Z„= k, x D X IS X Fes x CD = 54.5 Ib Rd Il lm Z111m= k2 x D x Im x Fem x CD = 56.3 Ib Al (1+2Re)x Rd ." Ills Zeis= k3 x D x Is X Fem x CD = 33.6 Ib 9/26/13 (2+Re)x Rd IV Z,v= D2 x 2 x Fem x Fyb (1/2) = 20.2 Ib Rd 3 X (1 + Re) Minimum Shear, Zmin = 20.2 lb Notes: K, = [Re+ (2Re2 x(1+Rt+R2)) + (Rt2x Re3))(v2)-[Re x(1+R,)] = 0.6 (1+Re) K2 = -1 + (2 x(1+Re)) + 2Fyb x(1+2Re)x D2 (1/2) = 0.9 3Fem X Im2 K3 = -1 + (2 x(1+Re)) + 2F b x(2+Re)x D2 (ll2) = 14 Re 3Fem x Ise WARNING: it is a violation of the NYS Education Law Article 145 JOB PRE-31675-Main House ,, for any person, unless he is acting under the direction of a SHEET NO. 8A OF 44 Licensed Professional Engineer, to alter this item in any way. CALCULATED BY DJS DATE 9/16/2013 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 = 1 E+05 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 = 0.054 = Fem/Fes Ms = SPF Main member species Rt = 27.78 = 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 Rd x II Zii= k, x D X Is X FesX CD = 62.8 Ib 1 ' f41, ' Rd T III — Xx = ffi8 m Z Illm— k 2 XDI m F em X CD 65.7 Ib (1+2Re)x Rd 3 Ills Zills= k3 X D X Is x Fem x CD = 31.8 Ib 9/26/13 (2+Re)x Rd IV Z,v= D2 x 2 x Fem x Fyb (1/2) = 26.3 Ib Rd 3x(1 + Re) Minimum Shear, Zmin = 26.3 Ib Notes: K, _ [Re+ (2Re2 x(1+Rt+Rt2)) + (Rt2 x Re,)]('12)_[Re x (1+Rt)] = 0.6 (1+Re) K2 = -1 + (2 x(1+Re)) + 2F b 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 (U2) = 11.8 Re 3Fem X Ise WARNING: it is a violation of the NYS Education Law Article 145 JOB PRE-31675 - Main House for any person, unless he is acting under the direction of a SHEET NO. 9 OF 44 `Licensed Professional Engineer, to alter this item in any way. CALCULATED BY DJS DATE 9/16/2013 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 Adjusted Fastener Capacity= 132.8 Ib Required Quantity of Fasteners to achieve max capacity of strap= I QTY= 14 nails each end of each strap � z � iU tar 9/26/13 WARNING: it is a violation of the NYS Education Law Article 145 JOB PRE-31675- Main House for any person, unless he is acting under the direction of a SHEET NO. 9A OF 44 'Licensed Professional Engineer, to alter this item in any way. CALCULATED BY DJS DATE 9/16/2013 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 )V 1W Adjusted Fastener Capacity= 129.6 Ib Required Quantity of Fasteners to achieve max capacity of strap QTY= 7 nails each end of each strap q 9/26/13 WARNING: it is a violation of the NYS Education Law Article 145 JOB PRE-31675 -Main House for any person, unless he is acting under the direction of a SHEET NO. 10 OF 44 Licensed Professional Engineer, to alter this item in any way. CALCULATED BY DJS DATE 9/16/2013 CHECKED BY DATE w Uplift Connections (cont'd) Marriage Wall Loads x Truss ID# HM753203 Max Uplift at Marriage Wall = 529 lbs ti �� t' Unit Uplift Load = 397 plf = 9/26/13 � `'-- Roof to 2nd Story Wall Connection Load = 397 plf 2nd Story Wall to 1st Story Wall Connection Load = 397 plf - 59 plf= 338 plf Wall to Girder Connection Load = 338 plf - 59 plf= 278 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 plf) x 0.6 = 59 plf WARNING: it is a violation of the NYS Education Law Article 145 JOB PRE-31675- Main House for any person, unless he is acting under the direction of a SHEET NO. 11 OF 44 Licensed Professional Engineer, to alter this item in any way. CALCULATED BY DJS DATE 9/16/2013 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 397 plf 24 in. 16 in. V. 9/26/13 JOB PRE-31675 -Main House WARNING: it is a violation of the NYS Education Law Article 145 ,.for any person, unless he is acting under the direction of a SHEET NO. 11A of 44 Licensed Professional Engineer, to alter this item in any way. CALCULATED BY DJS DATE 9/16/2013 CHECKED BY DATE Uplift Connections (cont'd) Marriage Wall Connection Design / 4, r Uj u ; 3 2nd Story Wall Stud to 2nd Story Floor Band Connection Connector: Simpson Strong'-Tie LSTA12 9/26/13 Fastener: (10)0.148inx2.5in nails (5 each end of strap) Allowable Load = 795 'lb Req'd Uplift Req'd Provided Load Spacing Spacing 338 plf 28 in. 16 in. 2nd Story Floor Band to 1 st Story Ceiling Band Connection (One Side Only) Connector: Simpson Strong-Tie LSTA15 Fastener: (12) 0.148inx2.5in nails (6 each end of strap) Allowable Load = 950 Ib Req'd Uplift Req'd Provided Load Spacing Spacing 675 plf 17 in. 16 in. WARNING: it is a violation of the NYS Education Law Article 145 JOB PRE-31675 - Main House for any person, unless he is acting under the direction of a SHEET NO. 11B OF 44 Licensed Professional Engineer, to alter this item in any way. CALCULATED BY DJS DATE 9/16/2013 CHECKED BY DATE Uplift Connections (cont'd) Marriage Wall Connection Design 1st Story Ceiling Band to 1st Story Wall Stud Connection Connector: Simpson Strong-Tie LSTA12 Fastener: (1`0) 0.148inx2.5in nails (5 each end of strap), Allowable Load = 795 'Ib Req'd Uplift Req'd Provided Load Spacing Spacing 338 plf 28 in. 16 in. All 1,. f a> e , p' r 1 st Story Wall Stud to Floor Girder Connection 9/26/13 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 338 plf 28 in. 16 in. Floor Girder to Foundation Connection Req'd Uplift Load 278 plf per box WARNING: it is a violation of the NYS Education Law Article 145 JOB PRE-31675 -Main House . for any person, unless he is acting under the direction of a SHEET NO. 12 OF 44 Licensed Professional Engineer, to alter this item in any way. CALCULATED BY DJS DATE 9/16/2013 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 > 367 `Ib OK kV NB �a 7, 9/26/13 JOB PRE-31675 -Main House WARNING: it is a violation of the NYS Education Law Article 145 SHEET No. 13 of 44 for any person, unless he is acting under the direction of,a Licensed Professional Engineer, to alter this item in any way. CALCULATED BY DJS DATE 9/16/2013 CHECKED BY DATE Shear Connections -Wind Roof Pitch = 5:12 Roof Height= 6.729 ft Roof Span = 13.75 ft. 3 Sec Gust Wind Speed = 120 mph Wind Exposure = C Wind Exposure Adjustment Factor= 1.4 Max Wall Height= 8 ft Wind Importance Factor= 1.00 End Zone Length = 6.00 ft Building Length = 32 ft `floor/Ceiling Depth = 2 ft �Q Horizontal Design Wind Pressures (Enter 10psf as minimum value or if value is less than zero) nZone Wall Horizontal Pressure= 30' psf MWFRS Figure 6-2 Zone A d E90 ,Zone Roof Horizontal Pressure= 10 psf MWFRS Figure 6-2 Zone B Pt. Zone Wall Horizontal Pressure= 20.9 psf MWFRS Figure 6-2 Zone C xInt. Zone Roof Horizontal Pressure= 10 psf MWFRS Figure 6-2 Zone D /26/13 �-- r e Wall Horizontal Pressure= 24,31 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= 10 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 = 164.5 plf (Ave. Roof Hor. Press. x Roof Height) + (Ave. Wall Hor. Press. x Wall Height/2) Adjusted Roof Diaphragm Load = 230 plf Multiplied by Wind Exp. Factor& Imp. Factor Floor Diaphragm Load = 243.1plf = [Ave. Wall Hor. Press. x (Wall Height+Floor/Ceiling Depth)] Adjusted Floor Diaphragm Load = 340 plf Multiplied by Wind Exp. Factor& Imp. Factor Parallel to Ridge Roof Diaphragm Load = 130.9 plf = (Ave. Roof Hor. Press. x Roof Height/2) + (Ave. Wall Hor. Press. x Wall Height/2) Adjusted Roof Diaphragm Load = 183 plf Multiplied by Wind Exp. Factor& Imp. Factor Floor Diaphragm Load = 243.1 plf = Same as Perp to Ridge Floor Diaphragm Load Adjusted Floor Diaphragm Load = 340 plf Multiplied by Wind Exp. Factor& Imp. Factor WARNING: it is a violation of the NYS Education Law Article 145 jos PRE-31675 - Main House SHEET NO. 14 of 44 for any person, unless he is acting under the direction of a Licensed Professional Engineer, to alter this item in any way. CALCULATED BY DJS DATE 9/16/2013 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 = 230 plf wroof = 183 plf wfloor= 340 plf wfloor= 340 plf L= 32ft. B = 27.5 ft. Vroof=wroof x L = 7371 Ib Vroof=wroof x B = 5039 Ib Vfloor=wfloor x L = 10892 Ib Vfloor=Wfloor x B = 9360 Ib Shear Tranfer Connection Capacity Requirements vroof=Vroof/2/ B = 134 plf vroof=Vroof/2/L= 79 plf vfloor1 =Vroof+Vfloorl /2/B = 332 plf vfloorl =Vroof+Vfloor/2/ L= 225 plf vfloor2 =Vroof+ [2 x (Vfloor/2/ B)] = 530 plf vfloor2 =Vroof+ [2 x (Vfloor/2/L)] = 371 plf +f� d` S a ?d1 a 9/26/13 NARNING: it is a violation of the NYS Education Law Article 145 JOB PRE-31675- Main House for any person, unless he is acting under the direction of a SHEET NO. 15 OF 44 Licensed Professional Engineer, to alter this item in any way. CALCULATED BY DJS DATE 9/16/2013 CHECKED BY DATE Shear Connections-Seismic(cont'd) ASCE 7-05 Total Shear Capacity Requirements-Seismic Seismic Design Category= B Weights: Factors: Wroof= 14080Ib R= 6.5' Table 12.14-1 Wswall= 7680 lb Fa= 1A 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= 22000'Ib 1 = 1.00 Seismic Importance Factor Wtotal= 52010 Ib F " '!� Cry ' Seismic Base Shear, V: Section 12.14.8.1 . V= F x SDs x Wtotal x I = 2817 Ib s4 a R Vertical Distribution, Fx: Section 12.14.8.2 F, w, x V 9/26/13 Wtotal Fx.roof= 762 Ib Floor Diaphragm Load= 2817 Ib Fx.floor1 = 1715 Ib Fx.floor2= 2817 Ib Diaphragm Unit Shear Capacity Requirements B= 27.5 ft. L= 32 ft. Perpendicular to Ridge Wind Parallel to Ridge vroof= Fx.roof/2/B= 14' plf vroof= Fx.roof/2/L= 12 plf 1 st floor down from roof vfloor1 = Fx.floor1 /2/B= 31 plf vfloor1 = Fx.floor1 /2/L= 27 plf vfloor2= Fx.floor2/2/B= 51 plf vfloor2= Fx.floor2/2/L= 44 plf VARNING: it is a violation of the NYS Education Law Article 145 JOB PRE-31675 - Main House for any person, unless he is acting under the direction of a SHEET NO. 16 OF 44 Licensed Professional Engineer, to alter this item in any way. CALCULATED BY DJS DATE 9/16/2013 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 7371 Ib /(2 X 27.50 ft.) Vwall line 1= 134plf Wind Controls Vwall line—2 =Vroof/2 Bline 2 Vwall line-2 = 0 0 7371 Ib /(2 X 27.50 ft.) Vwall line—2 = 134' plf Wind Controls'- Shear Parallel to Ridge 2nd Story Shear Walls Wall Length Available for Full Height Sheathing Lline A 23.17 ft. %line A= 72 Lline B 19.33 'ft. °/aline B = 60 Shearwall Unit Shear Capacity Vwall line—A=Vroof/2 Bline A Vwall line_A= 0 0 5039 Ib /(2 X 23.17 ft.) Vwall line A= 109', Plf Wind Controls Vwall line B =Vroof/2 Bline B Vwall line-13 = 0 0 5039 Ib /(2 X 19.33 ft.) Vwall line—13 = 130 plf Wind Controls )�. t � 4 yr ,1 t3 a.�h {gyp 9/26/13 WARNING: it is a violation of the NYS Education Law Article 145 '06 PRE-31675 - Main House -for any person, unless he is acting under the direction of a SHEET NO. 16A OF 44 Licensed Professional Engineer, to alter this item in any way. CALCULATED BY DJS DATE 9/16/2013 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 19.33 ft. %line 1= 70 Bline 2 25:00 ft. %line 2 = 91 Shearwall Unit Shear Capacity Vwall line-1= (Vroof+Vfloor)/2 Bline 1 Vwall line—I= 0 4014 Ib + 7371 Ib + 10892 Ib /(2 X 19.33 ft.) Vwall line 1= 576plf Wind Controls' Vwall line_2 = (Vroof+Vfloor)/2 Bline 2 Vwall line-2 = 0 0 7371 Ib + 10892 Ib /(2 X 25.00 ft.) Vwall line—2 = 365' plf Wind Controls Shear Parallel to Ridge 1 st Story Shear Wall Wall Length Available for Full Height Sheathing Lline A 20.83 ft. %line / 65 Lline, B 20.17 ft. %line E 63 Shearwall Unit Shear Capacity Vwall line_A= (Vroof+Vfloor)/2 Bline_A Vwall line_A= 0 0 5039 Ib + 9360 Ib /(2 X 20.83 ft.) Vwall line A= 346"! plf Wind Controls' Vwall line_B = (Vroof+Vfloor)/2 Bline B Vwall line_B = 0 0 5039 Ib + 9360 Ib /(2 X 20.17 ft.) Vwall line—B = 357' plf Wind Controls ' . Ic tF V # r5 t1E 9/26/13 - WARNING: it is a violation of the NYS Education Law Article 145 JOB PRE-31675-Main House .for any person, unless he is acting under the direction of a SHEET NO. 17 OF 44 Licensed Professional Engineer, to alter this item in any way. CALCULATED BY DJS DATE 9/16/2013 CHECKED BY DATE Shear Connections (cont'd) Shear Capacity of 2nd Story Perforated Shearwall Assembly , . Percent Full Height Sheathing ` Wind Perpendicular to Ridge � f r %line 1= 100IN ,. %line_2 = 100 ' c Wind Parallel to Ridge %line A= 72 %line B = 60 9/26/13 Maximum Unrestrained Opening Height 2nd Story Wall Height- 8'ft. Wind Perpendicular to Ridge Wind Parallel to Ridge Hline 10 in. Hline A 66 in. Hline 2' 0 in. Hline—13 66 in. Perforated Shearwall Capacity Adjustment Factor Wind Perpendicular to Ridge Wind Parallel to Ridge Fline 1:' 1.00 Fline_A 0.77 Fline 2 1.00 Fline B 0.70 Shear Capacity of 1st Story Perforated Shearwall Assembly Percent Full Height Sheathing Wind Perpendicular to Ridge %line 1 70 %line 2 91 Wind Parallel to Ridge %line / 65 %line E` 63 Maximum Unrestrained Opening Height 1 st Story Wall Height- 8'ft. Wind Perpendicular to Ridge Wind Parallel to Ridge Hline 1' 84 in. Hline A 84 in. Hline 2' 66 in. Hline—13 84 in. Perforated Shearwall Capacity Adjustment Factor Wind Perpendicular to Ridge Wind Parallel to Ridge Fline 1 ' 0.68 ' ' Fline_A 0.64 Fline 2' 0.91 ' ' Fline B 0.63 JOB PRE-31675-Main House WARNING: it is a violation of the NYS Education Law Article 145 SHEET No. 18 of 44 for any person, unless he is acting under the direction of a Licensed Professional Engineer, to alter this item in any way. CALCULATED BY DJS DATE 9/16/2013 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 plf = 334 plf > 134 ''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 plf = 334 plf > 134 plf OK 2nd Story Wall - line_A 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 plf = 334 plf > 109 ','plf OK'' 2nd Story Wall - line_B PERFORATED' 7/16" 0,13B w/ nails @ 6"o.c. panel edge& 12" o.c. field nailing (exterior) Vii/1 �"'.. 239 P If r� 411,~1 Tabulated Value= vs= 1.40 (Tab. Value) = 334 plf C , a vs= 0 plf Shear Capacity of Shearwall Assembly Vs = 334 : plf + 0 plf = 334 plf > 130 plf ©K of')ZZi,� NARNING: it is a violation of the NYS Education Law Article 145 JOB PRE-31675 - Main House for any person, unless he is acting under the direction of a SHEET NO. 18A OF 44 Licensed Professional Engineer, to alter this item in any way. CALCULATED BY DJS DATE 9/16/2013 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 SEGMENTED 7/16" OSB w/0.131"x2.5' nails @ 3" o.c. panel edge & 12" o.c. field nailing (exterior) Tabulated Value= 450 plf vs = 1.40 (Tab. Value) = 630 plf vs= 0 plf Shear Capacity of Shearwall Assembly Vs = 630 plf + 0plf = 630 plf > 576 plf ©K' 1 st Story Wall -line 2 PERFORATED' 7/16" OSB w/0.131"x2.5" nails@ 4" o.c. panel edge&,12" o.c. field nailing (exterior) Tabulated Value= 349 plf V,= 1.40 (Tab.,Value) = 488 plf Vs= 0 plf Shear Capacity of Shearwall Assembly vs = 488 ''plf + 0' plf = 488 plf > 365 ','plf OK 1 st Story Wall - line_A PERFORATED 7/16" OSB w/0.131"x2.5' nails @ 3"o.c. panel edge& 12"o.c. field nailing (exterior) Tabulated Value = 450 plf vs= 1.40 (Tab. Value) = 630 plf Vs= 0 plf Shear Capacity of Shearwall Assembly vs = 630 plf + 0 plf = 630 plf > 346 i'plf OK 1st Story Wall - line_B PERFORATED» 7/16" OSB w/0.131"x2.5' nails'@ 3"o.c. panel edge& 12"o.c. field nailing (exterior) Tabulated Value = 450 plf vs= 1.40 (Tab. Value) = 630 plf 5 ._._. i vs= 0 plf `U Shear Capacity of Shearwall Assembly Vs - 630 Of + 0' plf = 630 plf > 357 !plf OK' WARNING: it is a violation of the NYS Education Law Article 145 JOB PRE-31675 - Main House for any person, unless he is acting under the direction of a SHEET NO. 19 OF 44 'Licensed Professional Engineer, to alter this item in any way. CALCULATED BY DJS DATE 9/16/2013 CHECKED BY DATE Diaphraorn Chords Check Tensile Strength of Top Plate to Transfer Chord Force- Tensile strength controls vs. compressive 2x6 SRF#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 Pt = Fi A= 3150Ib Double 2x4- No Splices 6300 "lb Double 2x6 -With Splices P; = Ft A= 4290' Ib Double 2x6- No Splices 8580 Ib Double 2x10 -With Splices P; = Ft 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 2nd Floor Endwalls T= 3686 >Ib Double 2x6 Top Plate- No Splices Sidewalls T= 1688 Ib Double 2x6 Top Plate-With Splices& Stagger 2 rows of 0.131"x 3.0" Nails @ 11 in o.c. 1 st Floor Endwalls T= 9132 Ib Double 2x6 Top Plate- No Splices Double 2x10 Perimeter Rail- No Splices Sidewalls T= 4824 Ib Double 2x6 Top Plate-With Splices & Stagger 2 rows of 0.131"x 3.0" Nails @ 7 in o.c. c3 tf "q Double 2x10 Perimeter Rail -With Splices& Stagger 2 rows of � 99 0.131"x 3.0" Nails @ 7 in o.c. (dj N+ } F a}q S �4 9/26/13 WARNING: it is a violation of the NYS Education Law Article 145 JOB PRE-31675 - Main House for any person, unless he is acting under the direction of a SHEET NO. 20 OF 44 Licensed Professional Engineer, to alter this item in any way. CALCULATED BY DJS DATE 9/16/2013 CHECKED BY DATE Shearwall Deslan (cont'd) Shear Capacity of Perforated Shearwall Assembly v=vs x Perforated Shearwall Capacity Adjustment Factor 2nd Story Walls 2nd Story Wall Height- 8ft. Shear Perpendicular to Ridge vline_1: 334' plf x 1.60 - 334 plf > 134 plf OK One_2 334 plf 'x 1.00 = 334 plf > 134 plf OK Shear Parallel to Ridge vline_A 334' plf x 0.77 - 259 plf > 109 plf OK' vline_B 334' plf 'x 0.70 - 235 plf > 130 plf OK 1 st Story Wall 1 st Story Wall Height- 8'ft. Shear Perpendicular to Ridge Must Use Segmented Shearwall Design vline_1: 630' pif 'x 0.68 = 427 plf c 576 plf NG' One_2 488 plf x 0.91 = 446 plf > 365 plf OK' Shear Parallel to Ridge vline A 630' plf x 0.64 - 406 plf > 346 plf OK' vline_B 630' pif 'x 0.63 = 398 pif > 357 pif OK' Note: Perforated Capacity limited to 490plf for Seismic and 686plf for wind 9/26/13 WARNING: it is a violation of the NYS Education Law Article 145 JOB PRE-31675 -Main House for any person, unless he is acting under the direction of a SHEET NO. 21 OF 44 Licensed Professional Engineer, to alter this item in any way. CALCULATED BY D.JS DATE 9/16/2013 CHECKED BY DATE ( c Overturnina Connections 4„ IT Check Capacity of Dead Loads to Resist Overturning Loads '• i Length of side (1-1)(house width) = 27.5 ft. � Length of side (1-2)(house length) = 32 ft. 7 . Dead Load Resistance to Overturning - line-1& line-2 9/26/13 Dead Load = 65 plf Dead Load * Length to Overturning @ Pivot Point= 893.8 lbs*0.60 = 536 Return Wall Dead Load = 2 * 150 *0.60 = 180 Dead Load Resistance to Overturning -line_A& line-13 Dead Load = 150 plf Dead Load * Length to Overturning @ Pivot Point= 2400 lbs *0.60 = 1440 Return Wall Dead Load = 2 65 *0.60 = 78 Required Holddown Capacity T=v x h Segemented T= v x h/Co Perforated 2nd Story Module to 1st Story Module- line_1 PERFORATED Wind Controls T= 134 plf x 8.0 ft. / 1.00 = 1072 Ib + Ib - 716 lbs OL= 356Ib Connector: (1) Simpson Strong-Tie CS16 strap Fastener: w/ (22) 10d nails ea strap Allowable Load = 1705 Ib 2nd Story Module to 1st Story Module- line-2 PERFORATED Wind Controls T= 134 plf x 8.0 ft. / 1.00 = 1072 Ib + Ib - 716 lbs DL= 356' Ib Connector: (1) Simpson Strong-Tie CS16 strap Fastener: w/ (22) 10d nails ea strap Allowable Load = 1705 Ib 2nd Story Module to 1st Story -line_A PERFORATED Wind Controls T= 109 plf x 8.0 ft. / 0.77 = 1123 Ib + Ib c 1518 lbs OK' Dead Load of Structure is Sufficient to Resist Overturning Load 2nd Story Module to 1st Story Module- line-13 PERFORATED Wind Controls T= 130 plf x 8,0 ft. / 0.70 = 1485 Ib + Ib < 1518 lbs OK Dead Load of Structure is Sufficient to Resist Overturning Load WARNING: it is a violation of the NYS Education Law Article 145, JOB PRE-31675 - Main House for any person, unless he is acting under the direction of a SHEET NO. 21A OF 44 Licensed Professional Engineer, to alter this item in any way. CALCULATED BY DJS DATE 9/16/2013 CHECKED BY DATE Reference Page 22 for Stud Overturnina Connections 5 r Check Capacity of Dead Loads to Resist Overturning Loads Uj ¢C t Length of side (1-1)(house width) = 27.5 ft. " Length of side (Lz)(house length) = 32 ft. a Dead Load Resistance to Overturning- line_1& line-2 9/26/13 Dead Load = 65 plf Dead Load *(Length to Overturning @ Pivot Point/2 ) = 893.8 lbs*0.60 = 536 Return Wall Dead Load = * 150 *0.60= 0 Dead Load Resistance to Overturning -line_A& line_B Dead Load = 150 plf Dead Load *(Length to Overturning @ Pivot Point/2 ) = 2400 lbs*0.60 = 1440 Return Wall Dead Load = * 65 *0.60 = 0 Required Holddown Capacity T=v x h Segemented T= v x h/Co Perforated 1 st Story Module to Foundation - line_1 SEGMENTED Wind Controls T= 576 plf x 8.0 ft. / 1 = 4610 Ib + 356 Ib 0lbs DL= 4966 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_2 PERFORATED Wind Controls T= 365 plf x 8.0 ft. / 0.914 = 3199 Ib + 356 Ib - 536 lbs DL= 3018 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 A PERFORATED Wind Controls T= 346 plf x 8.0 ft. / 0.644 = 4291 Ib + Ib - 1440 lbs DL= 2851 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= 357 plf x 8.0 ft. / 0.632 = 4522 Ib + Ib - 1440 lbs DL= ' 3082 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 WARNING: it is a violation of the NYS Education Law Article 145 JOB PRE-31675 - Main House for any person, unless he is acting under the direction of a SHEET NO. 22 OF 44 Licensed Professional Engineer, to alter this item in any way. CALCULATED BY DJS DATE 9/16/2013 CHECKED BY DATE Overturnina Connections (cont'd) Check Tensile Strength of Studs to Transfer Overturning Loads-Sample Calculation (1) 2x6 SPF#3 Nominal Tensile Stress f t- 250 psi Load Duration Factor CD 1.6 Size Factor CF= 1,0 } Allowable Tensile Stress Ft = Ft CD CF = 400 ;;psi Net Area of Studs A= 8.25int 9/26/13 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. WARNING: it is a violation of the NYS Education Law Article 145 X06 PRE-31675 -Main House for any person, unless he is acting under the direction of a 'Licensed Professional Engineer, to alter this item in any way. SHEET No. 23 of 44 CALCULATED BY DJS DATE 9/16/2013 CHECKED BY DATE Sliding Connections Roof Pitch = 5:12 Wall Height= 8ft. Roof member spacing = 16 in D.C. 3 Sec Gust Wind Speed = 120 mph Wind Exposure= C Wind Exposure Adjustment Factor= 1.4 Load from wind on Wall End Zone Wall Horizontal Pressure = 30 psf MWFRS Figure 6-2 Zone A End Zone Wind Load = End Zone Wall Press x(Wall Height/2) End Zone Wind Load = 120 1 plf Adjusted End Zone Wind Load = End Zone Wind Load x Wind Exp Factor= 168 plf Load required to be transferred to sidewall diaphragm chord Load to in sidewall diaphragm chord = 2520 Ib See pages 14 & 15 Length of Unit= 32' ft. Load along sidewall in diaphragm chord = sidewall diaphragm chord load/length of unit Load along sidewall in diaphragm chord = 78,74 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 = 224 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 t - 1.50 in. Lateral Capacity of Nails y t Z= 82 lbsr 1" Load Duration Factory Toe Nail Factorta� _ Ct.= 0.831: Allowable Lateral Capacity of Nails Z' = Z CD Cts = 109 ''Ib Required Roof to Wall Plate Connection 9/26/13 Req'd Nail Nails Load Capacity Req'd 224 Ib 109 II! Ib cap 3' per framing member WARNING: it is a violation of the NYS Education Law Article 145 JOB PRE-31675 -Main House for any person, unless he is acting under the direction of a SHEET NO. 23A OF 44 Licensed Professional Engineer, to alter this item in any way. CALCULATED BY DJS DATE 9/16/2013 CHECKED BY DATE Slidina 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 224 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 IJ Req'd Stud Req'd , ,; Load Spacing = Load 224 Ib / 16 in oc 168 plf A 4 Nail Req'd Req'd [ Capacity / Load = Spacing , 131 Ib cap 168 plf 9in o.c. 9/26/13 WARNING: it is a violation of the NYS Education Law Article 145 JOB PRE-31675 -Main House for any person, unless he is acting under the direction of a SHEET NO. 24 OF 44 Licensed Professional Engineer, to alter this item in any way. CALCULATED BY DJS DATE 9/16/2013 CHECKED BY DATE Slidina Connections (cont'd) Alternate Roof to Wall Plate Connection Connector: Simpson Strong-Tie H1 OA Fastener: (9) 0.148"x>1 1/2"nails in truss and (9) 0.148"x 1 1/2" nails in plate 4 Allowable Load = 285 Ib for SPF Req'd Lateral Req'd Provided Load Spacing Spacing 168 plf 20 in. 16 in. A °. Of 9/26/13 WARNING: it is a violation of the NYS Education Law Article 145 JOB PRE-31675 -Main House for any person, unless he is acting under the direction of a SHEET NO. 25 of 44 Licensed Professional Engineer, to alter this item in any way. CALCULATED BY DJS DATE 9/16/2013 CHECKED BY DATE Slidina Connections (cont'd) Design 2nd Story to 1st Story Connection ; �` 4 ` nn 'r w Assume Typical Connection made with cc 0.131"x 3"toenails. ; ' ',m, o Specific Gravity of Member b µ G = 0.42 Thickness of Member is= 1.50 in. 9/26/13 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 = 109Ib ANSI /AF&PA NDS Table 10.3.1 2nd Story to 1 st Story Connection - line-1& line-2 v=Vfloor1 = 332 plf Ref. Sheet 14 & 15 Connection: 0.131"x 3"toenails.` @ 3 o.c. 2nd Story to 1st Story Connection- line_A& line_B v=Vfloor1 = 225 ,plf Ref. Sheet 14 & 15 Connection: 0.131 x 3"toenails.>> @ 5 o.c. WARNING: it is a violation of the NYS Education Law Article 145 JOB PRE-31675-Main House for any person, unless he is acting under the direction of a SHEET NO. 43 OF 44 Licensed Professional Engineer, to alter this item in any way. CALCULATED BY DJS DATE 9/16/2013 CHECKED BY DATE Desion Summary(conal Location Force Sheathing Connection Reference MAIN ROOF: 134 plf 0.131"x2.5"nails at 6"o.c.panel Roof Sheathing 7/16" OSB (Unblocked) edge nailing and 12"o.c.field nailing Sheet 29 = Shear OVERHANGS: r 5 in o.c. edge &field y Wall Sheathing 65 plf 0.131"x2.5"nails at N 7/16" OSB 6"D.C. panel edge nailing and Sheet 33 Non Shear Wall Suction 12"o.c. field nailing 198If 0.148"x3"nails at 6"o.c. panel Floor Sheathingp 5/8in OSB (Unblocked) edge fastening and 12"o.c. Sheet 31 Shear field fastening Location Connection Reference to .p 1 1/4"x 12"x 20 ga steel strap w/(7) 0.131 x2.5" nails each end & Ridge Connection'6" (2) 0.131"x3.0" nails toed Sheet 36 O V 1 1/4"x 12"x 20 ga steel strap w/(7) 0.131 x2.5" nails each end.&' Flip Connection"S' Sheet 36 M (2) 0.131"x3.0" nails toed gE N M r- Kneewall Connection"9" H8 & (3) 0.131"x3.0" nails toed Sheet 36,-,' � 2 H 9/26/L3 Location Force Connection Fasteners Required Reference 663 plf sliding 2"square washer w/1/2"Anchor Sill Plate to Foundation and Bolt(Assume 1/16"oversized hole) @ 18 in OC 27 = Connection-line_1 O 121 plf uplift 1/8in thick min.washer required 530 plf sliding 2"square washer w/1/2"Anchor C Sill Plate to Foundation and Bolt(Assume 1/16"oversized hole) @ 18 in OC 27A G Connection-line-2 O 365 plf uplift 1/8in thick min.washer required V G 371 plf sliding 2"square washer w/1/2"Anchor Sill Plate to Foundation and Bolt(Assume 1/16"oversized hole) @ 22 in OC 27B M Connection-line_A C 346 plf uplift 1/8in thick min.washer required 0 371 If sliding q O p g 2"square washer w/1/2"Anchor LL Sill Plate to Foundation and Bolt(Assume 1/16"oversized hole) @ 22 in OC 27C Connection-line_B 357 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. 7 WARNING: it is a violation of the NYS Education Law Article 145 JOE PRE-31675-Main House v for any person, unless he is acting under the direction of a SHEET No. 44 0l 44 Licensed Professional Engineer, to alter this item in any way. CALCULATED BY DJS DATE 9/16/2013 CHECKED BY DATE Design Summary(con'd) Location Force Connection Fasteners Required Reference H 0.131"x3" Nails w/ 1.5" C Outlooker to Endwall 212 plf p pen. Sheet 35 v Within 3.00 ft of Corner 5 per outrigger d = 0.131"x3" Nails w/ 1.5" p Outlooker to Endwall 126 plf pen. Sheet 35 V c Not 3.00 ft of Corner 3 per outrigger ea t m O Location Force Member Sizes Splice Conn. If Req. Reference 2nd Floor Double 2x6 Top Plate-No Splices 36861b Sheet 19 Endwalls 2nd Floor Double 2x6 Top Plate-With Stagger 2 rows of @ 11 in oc Splices& 0.131"x 3.0"Nails 16881b Sheet 19 Sidewalls 1 st Floor Double 2x6 Top Plate-No Splices N 91321b Sheet 19 Endwalls Double 2x10 Perimeter Rail- t No Splices U 1st Floor Double 2x6 Top Plate-With Stagger 2 rows of Cf Splices& 0.131"x 3.0"Nails @ 7 in oc 48241b 'Sheet 19 L. t Sidewalls Double 2x10 Perimeter Rail- Stagger 2 rows of to With Splices& 0.131"x 3.0"Nails @ 7 In OC (W Nab " . lit IV(,'' I fl I §$ d i 1,P A Minimum Lumber Grade and Species is SPF#3 Unless Noted Minimum Splice Length is 6 ft 9/26/13 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. WARNING: it is a violation of the NYS Education Law Article 145 JOB PRE-31675-Main House for any person, unless he is acting under the direction of a SHEET NO. 38 OF 44 Licensed Professional Engineer, to alter this item in any way. CALCULATED BY DJS DATE 9/16/2013 CHECKED BY DATE Design Summary Location Force Connection Fasteners Required Reference Simpson Strong-Tie MTS18 (6)0.148inxl.5in nails in truss Truss to Stud 275 plf and(6) 0.148inxl.5in nails in Sheet 5 @ 32 in D.C. wall stud ,z . N V \ d 'O N 9/26/13 O H C O v d C C O V a M 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. WARNING: it is a violation of the NYS Education Law Article 145 JOB PRE-31675-Main House for any person, unless he is acting under the direction of a SHEET NO. 38A OF 44 "Licensed Professional Engineer, to alter this item in any way. CALCULATED BY DJS DATE 9/16/2013 CHECKED BY DATE Design Summary Location Connection Wall Force Spacing Reference 7/16"OSB/PLY overlap line_A 275 plf 6 in o.c. 2 rows of 0.131"x2.5'Nails 2nd Story Wall line_B 275 plf 6 in o.c. Stud to 2nd Story 6 Floor Band Connection 7/16"OSB/PLY overlap line-1 134 plf 6 in o.c. 2 rows of 0.131"x2.5"Nails line—2 134 plf 6 in o.c. N 7/16"OSB/PLY overlap line_A 198 plf 6 in o.c. C 2 rows of 0.131"x2.5'Nails v 2nd Story Floor line_B 198 plf 6 in o.c. Band to 1 st Story 6 c Ceiling Band V Connection 7/16"OSB/PLY overlap $ 2 rows of 0.131"x2.5'Nails p, line-2 134 plf 6 in o.c. D 7/16"OSB/PLY overlap line_A 198 plf 6 in o.c. 2 rows of 0.131"x2.5'Nails 1st Story Ceiling line_B 198 plf 6 in o.c. Band to 1 st Story 6 Wall Stud Connection 7/16"OSB/PLY overlap 2 rows of 0.131"x2.5'Nails line—2 134 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. g�bSE .' cy 9/26/13 WARNING: it is a violation of the NYS Education Law Article 145 JOB PRE-31675-Main House for any person, unless he is acting under the direction of a SHEET NO. 38B OF 44 Licensed Professional Engineer, to alter this item in any way. CALCULATED BY DJS DATE 9/16/2013 CHECKED BY DATE Desion Summary Location Connection Wall Force Spacing Reference 7/16"OSB/PLY overlap floor line_A 536 plf 4 in o.c. rim joist 6" 1st Story Wall line_B 565 plf 4 in o.c. Stud to Floor 0.131 in x 2-1/2in nails 6A N Band Connection Use 2 rows of fasteners along bottom edge of panel d line-2 400 plf 5 in o.c. C C O V 7/16"OSB/PLY overlap sill line_A 536 plf 2 in o.c. plate 1.5 j line_B 565 plf 2 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 bottom edge of panel line-2 400 plf 2 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. 0 9/26/13 WARNING: it is a violation of the NYS Education Law Article 145 JOB PRE-31675-Main House ,for any person, unless he is acting under the direction of a SHEET NO. 38C OF 44 Licensed Professional Engineer, to alter this item in any way. CALCULATED BY DJS DATE 9/16/2013 CHECKED BY DATE Desisan Summary Location Force Connection Fasteners Required Reference Roof Truss to 2nd Story Wall 397lf Simpson Strong-Tie LSTA12 (10)0.148"x2.5"nails Sheet 11 Stud Connection p (5 each end of strap) @16 ino.c. f N 9/26/13 L H C O V C C O U Q. 3 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. WARNING: it is a violation of the NYS Education Law Article 145 JOB PRE-31675 -Main House for any person, unless he is acting under the direction of a SHEET NO. 38D OF 44 Licensed Professional Engineer, to alter this item in any way. CALCULATED BY DJS DATE 9/16/2013 CHECKED BY DATE Design Summary Location Force Connection Fasteners Required Reference 2nd Story Wall Stud to 2nd lf Simpson Strong-Tie LSTA12 (10)0.148inx2.5in nails 11A Story Floor Band Connection 338 p (5 each end of strap) 16 in D.C. H 2nd Story Floor Band to 1st Simpson Strong-Tie LSTA15 (12)0.148inx2.5in nails Story Ceiling Band Connection 675 plf 11A ea (One Side Only) 16 in o.c. (6 each end of strap) C 1 st Story Ceiling Band to 1 st 338 If Simpson Strong-Tie LSTA12 (10)0.148inx2.5in nails 11B Story Wall Stud Connection p (5 each end of strap) 16 in o.c. C n FdIVk D } v` Y Uj d s .esb H w`ti'r. 9/26/13 1 st Story Wall Stud to Floor 338 plf Simpson Strong-Tie LSTA12 (10)0.148"x2.5"nails 11B Girder Connection (5 each end of strap) @ 16 in D.C. Floor Girder to Foundation 278If Fasten on-site for listed 11B Connection p load 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. WARNING: it is a violation of the NYS Education Law Article 145 JOB PRE-31675 - Main House . for any person, unless he is acting under the direction of a SHEET NO. 39 OF 44 Licensed Professional Engineer, to alter this item in any way. CALCULATED BY DJs DATE 9/16/2013 CHECKED BY DATE Desion Summary(con'd) Location Force Exterior Panel Interior Panel Reference 2nd Story Wall-line-1 7/16"OSB w/0.131"x2.5"nails 134 plf @ 6"o.c. panel edge&12" Sheet 18 Perforated o.c.field nailing (exterior) 2nd Story Wall-line-2 7/16"OSB w/0.131"x2.5"nails 134 pif @ 6"o.c. panel edge& 12" Sheet 18 Perforated o.c.field nailing (exterior) 2nd Story Wall-line_A 7/16"OSB w/0.131"x2.5"nails 109 plf @ 6"o.c. panel edge& 12" Sheet 18 Perforated o.c.field nailing(exterior) 2nd Story Wall-line-13 7/16"OSB w/0.131"x2.5"nails 130 plf @ 6"o.c. panel edge& 12" Sheet 18 >, Perforated o.c.field nailing(exterior) E N N Q 1st Story Wall-line-1 7/16"OSB w/0.131"x2.5"nails 576 plf @ 3"o.c. panel edge& 12" 18A .0 Segmented o.c.field nailing(exterior) N 1st Story Wall-line-2 7/16"OSB w/0.131"x2.5"nails 365 plf @ 4"o.c. panel edge& 12" 18A Perforated o.c. field nailing(exterior) 7/16"OSB w/0.131"x2.5"nails 1st Story Wall-line_A 346 pif @ 3"o.c. panel edge& 12" Perforated o.c.field nailing(exterior) 7/16"OSB w/0.131"x2.5"nails sr 1st Story Wall-line_B 357 plf @ 3"o.c. panel edge& 12" � Perforated o.c.field nailing(exterior) 9, 6/13 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. WARNING: it is a violation of the NYS Education Law Article 145 JOB PRE-31675- Main House for any person, unless he is acting under the direction of a SHEET NO. 40 OF 44 Licensed Professional Engineer, to alter this item in any way. CALCULATED BY DJS DATE 9/16/2013 CHECKED BY DATE Deslan Summary(con'd) Note: Corner Studs & Built up Column Studs to be fastened together w/2 rows staggered of 0.131"xY Nails at 7 in o.c. Location Force Connection Fasteners Required Reference 2nd Story Module to 1st Story Module-line-1 (1)Simpson Strong-Tie CS16 356 Ib strap (22) 10d nails ea strap Sheet 21 2nd Story Module to 1st Story Module-line-2 (1)Simpson Strong-Tie CS16 356 Ib (22) 10d nails ea strap. Sheet 21 strap 2nd Story Module to 1st Story line_A Dead Load of Structure is r OK Sufficient to Resist r Overturning Load C 2nd Story Module to 1st Story `fly j Module-line-13 Dead Load of Structure is X) OK Sufficient to Resist S c Overturning Load O U 1st Story Module to 9/26/13 C` Foundation-line— Simpson Strong-Tie 1 1/2 in min concrete cover and 4966 Ib STHD14RJ (30) 16d sinkers, locate 1.5in 21A from corner 4) 0 1 st Story Module to Foundation-line-2 1/2 in min concrete cover and 3018 Ib Simpson Strong-Tie (30) 16d sinkers, locate 1.5in 21A STHD14RJ from corner r 1st Story Module to Foundation-line_A 1/2 in min concrete cover and 2851 Ib Simpson Strong-Tie (30) 16d sinkers, locate 1.5in 21A STHD14RJ from corner 1 st Story Module to Foundation-line-13 1/2 in min concrete cover and 3082 Ib Simpson Strong-Tie 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. WARNING: it is a violation of the NYS Education Law Article 145 JOB PRE-31675-Main House for any person, unless he is acting under the direction of a SHEET NO. 41 OF 44 Licensed Professional Engineer, to alter this item in any way. CALCULATED BY DJS DATE 9/16/2013 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 224 Ib 3 23 0.131"x 3.0"Nails in End- Top Plate to Studs&Bottom 224 Ib Grain. NA 23A Plate to Studs 3 per stud 0.131"x 3.0"Nails Bottom Plate to Floor 168 plf NA 23A 9 in o.c. N O tsa O $ V of C 9/26/13 N 0.131"x 3"toenails. 2nd Story to 1st Story 332 plf @ 3 in OC N/A 25 Connection-line 1&line 2 0.131"x 3"toenails. 2nd Story to 1st Story 225 plf @ 5 in OC N/A 25 Connection-line—A&line—13 Simpson Strong-Tie LTP4 1st Story to Sill Plate 663 plf @ 10 in OC (12)0.131 in x 1 1/2in nails 26 Connection-line 1&line—2 0.131"x 3"toenails. 1 st Story to Sill Plate 371 plf @ 3 in OC N/A 25A Connection-line—A&line—13 Note: 8d nails=0.131"x 2.5", 10d nails=0.148"x 3"& 16d nails =0.131"x 3.25" unless otherwise noted WARNING: it is a violation of the NYS Education Law Article 145 JOB PRE-31675 - Main House for any person, unless he is acting under the direction of a Licensed Professional Engineer, to alter this item in any way. SHEET No. 42 of 44 CALCULATED BY DJS DATE 9/16/2013 CHECKED BY DATE Desian Summary(con'd) Location Force Connection Fasteners Required Reference r.4m. 9/26/13 N c O v d c c O L) as c =a N 2nd Floor Endwall Mateline- Top Plate to Top Plate/ 1843 Ib 2 Simpson LSTA30 Straps (22)0.148in x 2.5in nails each NA Ceiling Rim to Ceiling Rim strap across Mateline 2nd Floor Endwall Mateline- (22)0.148in x 2.5in nails each Floor Rim to Floor Rim across 1843 Ib 2 Simpson LSTA30 Straps strap NA Mateline 1st Floor Endwall Mateline- Top Plate to Top Plate/ 3196 Ib 2 Simpson LSTA30 Straps (22)0.148in x 2.5in nails each NA Ceiling Rim to Ceiling Rim strap across Mateline 1 st Floor Endwall Mateline- (22)0.148in x 2.5in nails each Floor Rim to Floor Rim across 3196 Ib 2 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. WARNING: it is a violation of the NYS Education Law Article 145 JOB PRE-31675 - Main House for any person, unless he is acting under the direction of a SHEET NO. 35 OF 44 Licensed Professional Engineer, to alter this item in any way. CALCULATED BY DJS DATE 9/16/2013 CHECKED BY DATE Overhang Connection Outlooker to Endwall Roof Pitch = 5:12 Roof Span = 13,75ft. Roof Overhang Length 3 Sec Gust Wind Speed = 120 mph Overhang Uplift Load = 67.62 psf Zone 2 OH See page 28 Overhang Uplift Load = 113.7 psf Zone 3 OH See page 28 Outlooker Spacing = 16 in o.c. Tabulated Overhang Uplift Connection Load Zone 2oh = 90.16 lbs Tabulated Overhang Uplift Connection Load Zone 3oh = 151.6 lbs Wind Exposure = C Wind Exposure Adjustment Factor= 1.4t b � " Adjusted Ridge Connection Load Zone 2 OH = 126 lbsf Adjusted Ridge Connection Load Zone 3 OH = 212 lbss�., c s 0 Connector: 0.131"x3" Nails w/ 1.5" pen. 40 k j Allowable Load = 50.4 Ib 9/26/13 Connectors Per Outlooker Req'd Zone 2 OH = 3 per outrigger Connectors Per Outlooker Req'd Zone 3 OH = 5 per outrigger r JOB PRE-31675 - Main House WARNING: it is a violation of the NYS Education Law Article 145 SHEET NO. 36 OF 44 for any person, unless he is acting under the direction of a CALCULATED BY DJS DATE 9/16/2013 Licensed Professional Engineer, to alter this item in any way. CHECKED BY DATE Truss Field Connections Reference attached truss print Required Field Joint Connections-Compression(lb)/Tensions(Ib)/Shear(lb)/Moment(lb) Truss Number: HM753203' Ridge Connection "6" 151 / 70 / 66 / 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" 151 / 70 / 66 / 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" 820 / 556 / 341 / 0 Use: H8 &_(3) 0.131"x3..0" nails toed .: d }r£ 2 ? d€ s Itt o� 3 ``t �Jx 9/26/13 r JOB PRE-31675 -Main House WARNING: it is a violation of the NYS Education Law Article 145 SHEET NO. 37 OF 44 for any person, unless he is acting under the direction of a Licensed Professional Engineer, to alter this item in any way. cA�cu�arED BY DJS DATE 9/16/2013 CHECKED BY DATE Roof is made with Trusses. No Rafters Connections Required = -� E 3 et a r: op 41 r ag `3f 9/26/13 I NARNING: it is a violation of the NYS Education Law Article 145 JOB PRE-31675 - Main House for any person, unless he is acting under the direction of a SHEET No. 25A of 44 Licensed Professional Engineer, to alter this item in any way. CALCULATED BY DJS DATE 9/16/2013 CHECKED BY DATE Sliding Connections(cont'd) w S N 4 Design 1 st Story Module to Sill Plate Connection Assume Typical Connection made with V€04 4 0.131"x 3"toenails. I- ra #Lr Specific Gravity of Member G = 0.42 Thickness of Member 9/26/13 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 1st Story to Sill Plate Connection - line_1& line-2 v=Vfloor2 = 663 plf Ref. Sheet 14 & 15 Connection: 0.131"x 3"toenails. @ 1 O.C. 1 st Story to Sill Plate Connection - line_A& line_B v=Vfloor2 = 371 plf Ref. Sheet 14 & 15 Connection: 0.131"x 3"toenails. @ 3 o.c. Load too high for wall Line 1 and wall Line 2. Use alternate connection on sheet 26. WARNING: it is a violation of the NYS Education Law Article 145 JOB PRE-31675 - Main House - for any person, unless he is acting under the direction of a SHEET NO. 26 OF 44 Licensed Professional Engineer, to alter this item in any way. CALCULATED BY DJS DATE 9/16/2013 CHECKED BY DATE Sliding Connections Cont'd 10 q I Lu 9/26/13 Design Alternate 2nd Story to 1st Story Connection 2nd Story to 1 st Story Connection - line 1& line—2 v=Vfloor1 = 332 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 332 plf 20 in. 2nd Story to 1st Story Connection - line—A& line—B v=Vfloor1 = 225 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 225 plf 30 in. Design Alternate 1 st Story to Sill Plate Connection 1st Story to Sill Plate Connection -line-1& line—2 v =Vfloor2 = 663 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 663 plf 10 in. 1 st Story to Sill Plate Connection - line A& line—B v=Vfloor2 = 371 Of Connector: Simpson Strong-Tie LTP4 Fastener: (12);,0.131in x 1 1/2in nails Allowable Load = 575 Ib Req'd Sliding Req'd Load Spacing 371 plf 18 in. d WARNING: it is a violation of the NYS Education Law Article 145 JOB PRE-31675 -Main House ..for any person, unless he is acting under the direction of a SHEET NO. 27 OF 44 Licensed Professional Engineer, to alter this item in any way. CALCULATED BY DJS DATE 9/16/2013 CHECKED BY DATE Anchor Bolt Spacing QK Slidinsa Connections (cont'd) Sill Plate to Foundation Connection - line-1 Connection: 1/2 " dia. Anchor Bolts @ 18 " 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 Zit= 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 14 lE t - Vfloor2 = 663 plf Ref. Sheet 14 & 15 Load at anchor bolt= Vfloor2 x Anchor Bolt Spacing is (0 "JJ i 6 O � Load at anchor bolt= 663 plf x 18 " o.c. _ 994 Ib CSI = Load at anchor bolt/Z' CSI = 994 Ib / 1088 Ib = 0,91 9/26/13 ��•", 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 121 plf See page 4 and 0 plf See page 18A Uniform Uplift Load = 121 plf Concentrated Uplift Load = Uniform Uplift Load x Anchor Bolt Spacing Concentrated Uplift Load = 121 plf x 18 " o.c. Concentrated Uplift Load = 181 Ib Allowable Compression Stress Perpendicular to the Grain F,. = 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)A2) = 3 3/4 in Allowable Compression Load Perpendicular to the Grain Pc-L = FAL Awasher= 565 psi x 3.751 in = 2120 Ib CSI Uplift=> CSI = Load at anchor bolt/Pcperp = 181 Ib / 2120 Ib = 0.09 Total CSI = CSI shear+ CSI uplift= 0.91 + 0.09 = 1;00 OK' WARNING: it is a violation of the NYS Education Law Article 145 JOB PRE-31675 -Main House for any person, unless he is acting under the direction of a SHEET NO. 27A OF 44 Licensed Professional Engineer, to alter this item in any way. CALCULATED BY DJS DATE 9/16/2013 CHECKED BY DATE Anchor Bolt Spacing OK Slidina Connections (cont'd) Sill Plate to Foundation Connection - line-2 Connection: 1/2 "dia. Anchor Bolts @ 18 " 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 O<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 o r--t � 3N %NSI /AF&PA NDS Table 10.3.1 Z' = Z„ CD= 1088 Ib µ7 i. 4, Vfloor2 = 530 plf Ref. Sheet 14& 15 Load at anchor bolt= Vfloor2 x Anchor Bolt Spacing �€ 0062 0 Load at anchor bolt= 530 plf x 1$ o.c. = 795 '.'Ib 10 CSI = Load at anchor bolt/Z' CSI = 795 Ib / 1088 Ib = 0.73 9/26/13 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 121' plf See page 4 and 365 plf See page 18A Uniform Uplift Load = 365 plf Concentrated Uplift Load = Uniform Uplift Load x Anchor Bolt Spacing Concentrated Uplift Load = 365 plf x 18 " O.C. Concentrated Uplift Load = 548 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 -((Tr/4) (0.5 + 1/16)^2) = 3 3/4 in Allowable Compression Load Perpendicular to the Grain P,L = FcL Awasher= 565 psi x 3.751'-'in = 2120 Ib CSI Uplift=> CSI = Load at anchor bolt/Pcpefp = 548 Ib / 2120 Ib = 0.26 Total CSI = CSI shear+ CSI uplift= 0.73 : + 0.26 = 0.99 OK' JOB PRE-31675 - Main House WARNING: it is a violation of the NYS Education Law Article 145 for any person, unless he is acting under the direction of a SHEET NO. 27B OF 44 Licensed Professional Engineer, to alter this item in any way. CALCULATED BY DJS DATE 9/16/2013 CHECKED BY DATE Anchor Balt Spacing OK' Sliding Connections (cont'd) Sill Plate to Foundation Connection - line_A Connection: 1/2 dia. Anchor Bolts @ 22 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 Zit= 680 Ib Load Duration Factor ANSI /AF&PA NDS Table 2.3.2 CD= 1.6 able Lateral Capacity for Bolt in Single Shear Parallel to the Grain .... t' ''6 kNSI /AF&PA NDS Table 10.3.1 Z' = Z/1 CD= 1088 Ib ' �o yyyF l R ` Vfloor2 = 371 plf Ref. Sheet 14'& 15 Load at anchor bolt= Vfloor2 x Anchor Bolt Spacing Load at anchor bolt= 371 plf x 22 "o.c. _ 681 lb CSI = Load at anchor bolt/Z' CSI = 681 Ib / 1088 Ib = 0.63' 9/26/13 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 121 plf See page 4 and 346 plf See page 18A Uniform Uplift Load = 346 plf Concentrated Uplift Load = Uniform Uplift Load x Anchor Bolt Spacing Concentrated Uplift Load = 346 plf x '' 22 o.c. Concentrated Uplift Load = 634 Ib Allowable Compression Stress Perpendicular to the Grain Fcj- = 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)^2) = 3 3/4 in Allowable Compression Load Perpendicular to the Grain P� = F,-L Awasher= 565 psi x 3.751 I'in = 2120 Ib CSI Uplift=> CSI = Load at anchor bolt/ Pcperp = 634 Ib / 2120 Ib = 0.30 Total CSI = CSI shear+ CSI uplift= 0.63 + 0.30 = 0.92 OK' a WARNING: it is a violation of the NYS Education Law Article 145 JOB PRE-31675 -Main House for any person, unless he is acting under the direction of a SHEET NO. 27C OF 44 Licensed Professional Engineer, to alter this item in any way. CALCULATED BY DJS DATE 9/16/2013 CHECKED BY DATE Anchor Bolt Spacing OK Slidina Connections(cont'd) Sill Plate to Foundation Connection - line_B Connection: 1/2 "dia. Anchor Bolts @ 22 "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= 1.50in. 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 ble Lateral Capacity for Bolt in Single Shear Parallel to the Grain C ` ISI /AF&PA NDS Table 10.3.1 Z' = Z// CD= 1088 Ib w Vfloor2 = 371 plf Ref. Sheet 14 & 15 Load at anchor bolt= Vfloor2 x Anchor Bolt Spacing 4BrFg Load at anchor bolt= 371 plf x 22 "o.c. = 681 Ib T1' CSI = Load at anchor bolt/Z' CSI = 681 Ib / 1088 Ib = 0.63 9/26/13 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 121_ -plf See page 4 and 357 plf See page 18A Uniform Uplift Load = 357 'plf Concentrated Uplift Load = Uniform Uplift Load x Anchor Bolt Spacing Concentrated Uplift Load = 357 plf x 22 "o.c. Concentrated Uplift Load = 654 Ib Allowable Compression Stress Perpendicular to the Grain Fel = 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)^2) = 3 3/4 in Allowable Compression Load Perpendicular to the Grain Pc-L = FAL Awasher= 565 psi x 3.751 in = 2120 Ib CSI Uplift=> CSI = Load at anchor bolt/ Pcperp = 654 Ib / 2120 Ib = 0.31 Total CSI = CSI shear+ CSI uplift= 0.63 + 0.31 = 0.93 OK' WARNING: it is a violation of the NYS Education Law Article 145 for any person, unless he is acting under the direction of a JOB PRE-31675- Main House . Licensed Professional Engineer, to alter this item in any way. SHEET No. 28 of 44 CALCULATED BY DJS DATE 9/16/2013 CHECKED BY DATE c sa !A, �Sheathing Connections f; ,. t , Roof Sheathing si U) Design Roof Sheathing Connection to Resist Suction Loads gay rs � 3 Sec Gust Wind Speed = 120 mph 9/26/13 Suction Pressure from Wind -ASCE 7 Figure 6-3, Use 10psf minimum C&C Pressures Interior Zone Zone 1 = 23.7 psf Perimeter Edge Zone Zone 2 = 41.3 psf Overhang Zone Zone 2 OH = 48.3 psf Overhang Zone Zone 3 OH = 81.2psf Wind Importance Factor= 1.00 Wind Exposure= C Wind Exposure Adjustment Factor= 1.4 C&C Pressures Adjusted Interior Suction Pressure = 33.2 psf Zone 1 Adjusted Perimeter Suction Pressure= 57.8 _ psf Zone 2 Adjusted Overhang Suction Pressure = 67.6 psf Zone 2 OH Adjusted Overhang Suction Pressure = 113.7 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= 33 psf x 1.33 ft. = 44 plf Perimeter Edge Zone= 58 psf x 1.33 ft. = 77 plf Overhang Zone = 114 psf x 1.33 ft. = 152 plf WARNING: it is a violation of the NYS Education Law Article 145 JOB PRE-31675- Main House for any person, unless he is acting under the direction of a SHEET NO. 29 of 44 Licensed Professional Engineer, to alter this item in any way. CALCULATED BY DJS DATE 9/16/2013 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 'rrr 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 lb/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= 44 plf Ref. Sheet 28 Perimeter Edge Zone= 77 plf Ref. Sheet 28 Overhang Zone = 152 plf Ref. Sheet 28 Required Fastening Interior Zone= 12 o.c. t I t; Perimeter Edge Zone= 6 " o.c. � >{ , Overhang Zone= 5 "o.c. 9/26/13 WARNING: it is a violation of the NYS Education Law Article 145 JOB PRE-31675 -Main House for any person, unless he is acting under the direction of a 'Licensed Professional Engineer, to alter this item in any way. SHEET No. 30 of 44 CALCULATED BY DJS DATE 9/16/2013 CHECKED BY DATE Sheathing Connections (cont'd) Roof Sheathing Design Roof Diaphragm to Transfer Shear Loads Unit Shear Capacity Requirement Max Vroot= 7371 Ib B = 27.5 ft. vroof= 134 plf Shear Capacity for Diaphragm Assembly Framing Species Specific Gravity G = 0.42 Roof Sheathing: 7/16"OSB (Unblocked) Fastening: 0.131"4.5"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 > 134 plf OK l� h, 9/26/13 • WARNING: it is a violation of the NYS Education Law Article 145 JOB PRE-31675- Main House for any person, unless he is acting under the direction of a SHEET NO. 31 OF 44 Licensed Professional Engineer, to alter this item in any way. CALCULATED BY DJS DATE 9/16/2013 CHECKED BY DATE Sheathina Connections (cont'd) Floor Sheathing Design Floor Diaphragm to Transfer Shear Loads Unit Shear Capacity Requirement Max Vfioor= 10892Ib B = 27.5 ft. vfloor= 198 ' 'plf Shear Capacity for Diaphragm Assembly Framing Species Specific Gravity G = 0.42 Floor Sheathing: 5/8in OSi3,(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 > 198 plf OK f Ayr n W 3 9/26/13 i WARNING: it is a violation of the NYS Education Law Article 145 JOB PRE-31675-Main House for any person, unless he is acting under the direction of a Licensed Professional Engineer, to alter this item in any way. SHEET No. 32 of 44 CALCULATED BY DJS DATE 9/16/2013 CHECKED BY DATE Sheathina Connections ° i€1 Vt a ;} Wall Sheathing r, f Design Wali Sheathing Connection to Resist Suction Loads 3 Sec Gust Wind Speed = 12,0 mph , Suction Pressure from Wind-ASCE 7 Figure 6-3 9/26/13 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= 1.4 Adjusted Interior Suction Pressure= 39.3 psf Adjusted Perimeter Suction Pressure = 48.6 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 Framing Spacing in ft. O.C. Interior Zone = 39psf x 1.33 ft oc. = 52 plf Edge Zone = 49' psf x 1.33 ft oc. = 65 plf i WARNING: it is a violation of the NYS Education Law Article 145 JOB PRE-31675 - Main House . for any person, unless he is acting under the direction of a SHEET NO. 33 OF 44 Licensed Professional Engineer, to alter this item in any way. CALCULATED BY DJS DATE 9/16/2013 CHECKED BY DATE Sheathina 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 = 52 plf _ Perimeter Edge Zone = 65 plf s +. ,9 IX t Required Fastening " Interior Zone = 12 D.C. gs Perimeter Edge Zone = 6 " D.C. 9/26/13 K JOB PRE-31675- Main House WARNING: it is a violation of the NYS Education Law Article 145 for any person, unless he is acting under the direction of a SHEET No. 34 OF 44 Licensed Professional Engineer, to alter this item in any way. CALCULATED BY DJS DATE 9/16/2013 CHECKED BY DATE Roof is made with Trusses. No Rafters Connections Required t k� S 9/26/13 NDEXINDEX ,�� MODELLIST . _ DESCRIFTIDN ari7E oa- or SHEEI DESCRIP T ON 55TE :wlf-ayN 2a RANCH --i FAMILY f DRr 'N u � NJMMtOWIWN (( �I ie COVER SHEET 3-22-91 3-01-20^13 76 CRO55 SECTION for 2a,h q 322 91 .4?3 2010 CRS - i FRM:LY l' LORD PATH REFERENCE 2c RAISED RANCH 1 FAMILY a_12C C 5-49 20{34;4-23-7010 ! [ I 2e 7YP RANCH PLAN 3-22-91 30-26-2D12 CROSS SEC"'10N FOR ^e 2d RANCH ELL 1 FAMILY j( TYP CAPE PLAN 3-22-92 0-26-2Df2 1a_1 13tTRILS FOR 110 AM7 B-28-95 70 26-20f2 2e RAMCH TEE 1 F-AMPLY • 2c TYP RAISED RANCH 3-22-91 ID-26-2012 020 MPH - ISG WIND ZONES E I 2f SPLIT LEVEL ELL - i FRMiL.Y 2d TYP RANCH ELL 3-22-91 10-26-2012 DETAILS FOR 110 AND 2 SPLIT LEVEL TEE - 1 FAMILY 2e TYP RRNCH TEE 3-22-91 10-26-2012 7n_2 120 MPH - 35G WINO ZONES 4-26-2a04IO 3f-2008 2h RANCH - 1 or 2 FAMILY 2f 77P SPLIT LEVEL ELL 3-22-91 0-26-2012 ALTERNATE BRACED WALL 2 II-L 20II5 10 26-201RAISED RANCH - i or 2 FAMILY 7n_3 2 2 TYP SPLIT LEVEL TEE ,3-22-91 SO-26-2Qi2 DETAILS 2• 2 STORY - 1 FAMILY I 2h RggCH- 1 STORY- 1 FAMILY 3-22-91 10-2612012 7b CROSS SECTION For 2b 3-22-91 10-26-2012 2k 2 STORY - 2 FAMILY ATTACHED OR 2 FAMILY -12 7-23.3204 4-23-2611)LOAD PATH REFERENCE 2k_L 2 STORY UPPER/LOWER - 2 FAMILY G RAISED RRNCH- L FAMILY CROSS SECTION FOR 7b 24 END T END SPLIT - 1 FAMILY 2i ATTACHED OR 2 FAMILY 3-22-91 10-26-2012 7c CROSS SECTION for 2c,i 3-22-61 110-15-2010 2m CONTEMPORARY 2 SORT' - 1 FAMILY 2 TYP 2 STORY 3-22-91 ID-26-2012 LORD PATH REFERENCE 2n SINGLE FAMILY ATTACHED - 1 FAMILY I 2k 2 STORY- 2 FAMILY 3-22-91 0-26-2012 c� CROSS SECTION FOR 7c 5 f9 2CA4 4 23 2010 20 1 MODULE RANCH - 1 FAMILY 2k_1 2 STORY UPPER/LOWER 2 FAMILY 6-14-93 0-26-2012 7d I CROSS SECTION for 2d.® 3-22-91 4-73-2010 2p 1 MODULE WIDE 2 STORY - 1 FP,MILT 21 END TO END SPLIT LEVEL 3-22-91 0-26-2912 719 CROSS SECTION for 2f 11 3-22-91 110-26-2012, 2q 3 MODULE RANCH - 1 FAMILY 2m TYP DONT MPORRRT 2 STORY 3-22-91 10-26-20121#0 7f CROSS SECT- for Z'k,k_l.n 3-22-91 110-15-201D 2r SALT BOX - f FAMILY Isl c: 2n 1 FRMILT ATTACHED- 2 STORY 3-22-91 0-26-2012 7f-2 CROSS SECT. For 2s 4-23-2010 -- 2s 3 MODULE 2 STORY - I FAMILY 20 TYP SINGLE MODULE RANCH 3-1-93 10-25-2012 f In LOAD PATH REFERENCE x-19-2004 4-23-2010 2L ALTERNATE 2 STORY 1 FAMILY 2P TYP SINGLE MODULE 2 STORY 3.1-93 10-26-2012 CROSS SECTION FOR 7f X TN02CATES s PFGES 2q 3 MODULE RANCH PLRN 3-22-95 ]10-26-2012 7Q 9/12 OR 12/12 ROOF OPTION 3-22-91 1d-26-2012 GCNIANEbINSETf 12r SPo T BOX 3-22-95 10-15 2DirJ hts-BER OF PMES IN THE SET l LORD PATH FOR. 7-23-2!304 4-23-2010 NOT� MYER�T 2s 3 MODULE 2 STORY PLAN 2-i3-95 10-25-200 0 0RPNINCa5 9-6MIYTED ON LESS TFFF:24's 36' 2t I ALTERNATE 2 STOR7 3-22-95 10-15-2010 7q-1 12112 VAULTED ROOF OPT, 3-22-91 0-31-2008 STs WYE EEEN Fc7o xmpLLr rEDXED. 14 79-21 7/12 VAULTED ROOF OPT. 8-10-20(36(3-01-2013 7q-31 VAULTED ROOF FRAMING OET.10-31-2 18 3-01-24m 2E-1 I OPTIONAL ELEVATIONS 3-22-91 10-1-2072 7h I CROSS SECTION for 2m 3-22-91 4-23-2010 *A EE !31 2E_2Cl r OPTIONAL ELEVATIONS 3-2.2-91 10-1-2002 OPT. CROSS SECTION far 2 322-9i b 23- 210 7I RLTr-RNATE CONST. DETRILS 3-72-91 10-26-20T>2 t RLTERNATE CONST, DETAILS 3-22-91 10-31-20M BeOP I SCHEDIJLES & NOTES 3-22-91 JID-15--21010 71 ALTERNATE CONST..DETAILS 3-22-91 4-23-2010 3b SCHEDULES b NOTES 3-22-91 11)15 2010 7m ALTERNATE CON57. DETAILS 322-91 4 23 2010 _. STRUCTI STOPED: & NOTES 1 7nTtTE GIST. DETAILS 3-22 91 10-3-2002 3c 35 - 6S Pyr GSL 13-1-93 0-26-2012 ,000 7 CROSS SECTION for 20 3-1-93 4 23-ZOiO SRLETUkR 5CHED, 6: NOTES 70 CROSS SECTION for..... 3-f 93 4-79 2010 3c 1 'SS - 90 P5F G$L 3-1-93 0.26-2012 ■ 4e FOUNDATION for 2a,b,^ 3-22-91 0-15-2010 4b FtX1t&JRTION for 2c 3-22-91 1.0-15-2010 I r 4c FOUNDATION for 2d,e 3-72-91 0-15-2MI) 4d FOUNDATION fou 2F 3-22-31 IA-15-20it3 4e i FOUNDATION for ZhAA-J 5-7 TZ-9_ 0-T -2010 f _5 � i1a FRAMING DETAILS 3-12-91 D=26- r ALL FACTORY AND SITE FASTENING AND CONNECTIONS 4F F OL04DRTMN for a 3-22-31 0-15-2007 73b FRAMING DETAILS 3-22-91 10-26-2ai2 SHALL BE IN ACCORDANCE WITH THESE PLANS. 4 F for 23 3-22-91 10-1$-2010 Sc FRAMING DETAILS 3-22-9i I-13-20M PREVIOUSLY APPROVED SYSTEMS DRAWINGS AND THE ' ATTACHED SUPPLEMENTAL INFORMATION(PAGES 3 AND1.4-h IfIlINDATION For 2n 3-Z2-91 IO`15-2mc $d FRAMING DETAILS 1-13-98 4-23-2010 4 OF 35). IF THERE IS A CONFLICT BETWEEN THESES 41 1 FOUNDATION for 2o,p 3-1-93 0-15-2DI0 Be FRRM&L"G DETAILS 4-23-11) -- 1 - INFORMATION SOURCES,THE MOST STRINGENT 4; FOUNDATION For 2q 3-22-95 113 15-2010 8f FRAMING DETAILS-HTP ROOF 9-03-10 --•-- ( 4¢�,'"�'3, REQUIREMENTS SHALL APPLY. Lk FOUNDATION for 2s 4-23-201 10-15-2010- ! 9n FIRE RATED ASSEMBLY DETAILS 3-z2 91 iO-z6 201 5e ELECT 6 HEAT for 2a 3-22-91 -15-2010 2 FAMILY Sb ELECT & HEAT for 2b 3-22-91 10-15-2010 FIRE RATED ASSEMBLY OETRI1S .. 9b - 3-22-91 0-15-2010 SIPCE RESUVE-n Fitt Tht N W iORK MV Or ROWL < Sc ELECT ii HEP.T For Zc 3-22-91 0..1„�-2DiU 2 FAMILY 'JESI€N LORDS < MINCY 1 QMES, M. - PL ICN T L0CPrl0t45 NOTES Sd ELECTS HEAT for 2d,e f,. 3-22-9I 0-152010 FIRE RATED P55CPSLY DETAILS STAIR 40 PSFOOR' 40 PSF L VINE - PS S E TNG i!<ii PA ROUTE 442 -ESY HOMES L2v� �L � SM 0� rpt � So ELECT d HEAT for 2h 3-22.91 0-15-22010 9c UPPER/L01�4 - 2 FRMLY 322-91 026 2012: DECKS RNC ERLCU41M 60 PSF MUNCY, PR 17756 SUPERIOR BUILDERS Sf ELECT 3 HEAT for 2, 3-22-91 20-2007 Sc-31 GRRRGE FIRE RATED S1 10-1-2002 4-1-2002 120 MPH MECOND GUST TT€5E>3S+Ydif,K4 WITH t?OUT YJCJ-'FTti?T$7L "t 5:3+ - PREM_. R SUiLEMERS OR DELETION IN;NY; 5g ELECT & HEAT for 2ik 3-22-91 10-15=21)10 ZERO-LOT-LINE FIRE RATED ATTICS WITHOUT 5TOO)GC 10 P5F PLANT M.01BERR 2! 2?si K s�E RO tri L cFr tiS%4%44-L B_ 9d 1 11-18-96 0 26-2012 ATTICS:WITHOUT STORAGE PRE THOSE ZEES PR ROUTE 442 DOUVE4 FROM SHT 6s.M.W_t'.t^FIXTUM C: s 59-1 ELECT 6 HEAT ::or 2k_1 6-24.93 0-15-2010 ASSEMBLY DET. - 1 STORY 'WHERE THE MAX CLEAR WIGHT 8MED4 TCY. PR 17756 SEE SACT 6e, Sh ELECT 6 HEAT for 21 3-22-91 10-15-2010 ZERO-LOT-LINE FIRE RRTEO JOIST AND RAFTER IS LESS THA?4 42 1 'J~ROOtk OIMS,RRM LIUK.VEIN AND ESRESS ELECT & HEAT For 2m 3-22-91 112-20-2007 Be ASSEM13LY DCT. - 2 STORY 11-18-96 10-26-2012 INCHES; OR WHEW THERE ARE NOT 2 OR i PLAN N,-aER 3 wt*.ifR!'WE 31ACES S P-L EC t>3%ILZD 4-lt MORE ADJACENT Ri3✓S SS WITH THE SANS j 1557 PR ROUTE 4.42 �3 Krrctt 1 LgrwTs SWLL Be Omvm FM%SPT Be. i 5. ELECT & t�1T for 2n 3-22-91 2-20-2007 nnurext LXNT FM VEX-511A.L W C OM LMO WTr 3 3 1-93 10-15-2010 4� CONFIGURATION CAPABLE OF MUNCY. PA.I7I56 tw.arart ROrsr;03115.crus.Ll�•T>Vern aro EGRESS 5 ELECT d-HEA For CONTAINING A RcCTANGf E 42 INCHES hR ' I cR Hae3s�L£serfs 5W9C L 9E CDt'ri T�3 tr1 zt 9 ELECT & HEAT for 2 3-•s-93 D-15-2010 SUn ATTIC HVAC DUCT SYSTEM 3-22-91 10-15 201D ' BY 2-FEET WIDE:OR GRERTER: S TG HIE MfiNtff BY i 4.CL05ETs MY BE ANT R2'Ate P..ACFD-FlNIAEP-1 j MUNCY HOMES. INC. �-� .4%hL VCW$�C F 5m ELECT & BERT for 2,I 3-22-95 i1)-15-2010 TYPICAL HVAC DUCT SYSTEM ATTICS WITH LIMITED STORFME 20 P5F W4—BE ~*ffrr 7Ob 4-1-97 O 15-2010 115E GRMF' DETR H ED ' & TWO FAMILY WS—LINES >w.i�ET9 OR STLWGE �a5�'++X° SA ELECT d PEAT for 2r 3-22 95 1i}15-2010 RANCH f CAPE MODELS /7� : vC FYttYt� 1-a)'"v 40"JI- ATTICS WINCTE LIMITED STORSE F I ALL COmpLY tern 1 raara sP Ex>�TRUCTED WITH TSS. THIS LIVE '��TSS � So ELECT for 21 3-22-95 31)-15-2010 TYPICAL HVAC DUCT SYSTEf1 COmsTRUCTION TYPE. 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THE W�CD!`EIC3itATIOri 4 Mme: OF 3wnH;Ea fEWE>a c 94tD`T ER SY T CDPlTAIN� A RECTAPiGt.E 42 ?NCH�S SEISMIC DE5'u�1 CATEGORY C'ARE EXEMPT FROM TrE '4k�PET3 Tr0 WTTti➢til A47RirCtT1C 5FTa3trCER SYSTEM j tai BY 2 Fac+' t� OR GREATER: �SMM REOUIRE.MENTS OF DSTFLLm IN�WM t 1� `� ATTIC SERVED $Y A FZXED STAtD2 'HE iRFSMENTIAL CODE OF NEW YORC SCRTE. -�1 Rffit 9�EMENT;T!RT PORTION OFF •• ;�.� ew 511r41L DESIGNts7 TO SLAT THE mc TtsAT YCTELYOst 6a PIISCELLRNEOUSTlaltS i5 2010 MIN113 1M LIVE LOAD SPEC.r`IEt3 FOR ;FDR .-OCA€`ION OF TT�i� PARTY L -OEFDa€-ON RM STORY FW.IE GRAnD Ler SlORY 6b TYP PLUMBING - ALL MODELS1:3-22-91 M-15-201DSL£EPI3v; RC{7M5 tT ar. CER'IfiCATlkv Lf £L tJJsA Fs�A _, xE £ THPArM A7 ?15FteQrFi t�T 6b-fT PLU'SBING for 2',k k_f 0 i-2�2 'tJ1NtS L? . NTES - 2::6�3TE s7.SUIT 3b. GTE T rA3P.K 9J3FAL'£C1F Th£fL(k'7R SPLUMBI,'JG for 2m,n>o -1- { 90 MIR - 2D MAX- 14PHi (3 SECUO GIST EXP (2�RIPLI4RESILENTIl�' CAC_ OF NEW YORK STRTE. PORE Tr 6 FTT ABOW FIN warn LEVEL FOR tsCrE 1 SNTS ENERGY CONSERVRTM%l COMP'LI E SHALL Be IMW SM OFT}C TO AL a1UMM PE+ZL' MASTER SERIES GROUND SNOW LORD -Pg: 35 - 90 T i G 1rF�Tt�2 11 m es3RE _4*1 U� � LES T art SEE FIGURE R 1 7S5T `. k+e4 TMOw E IST OF 3i_EVP.S IS cChST.€REtS a r3 . Ctk'VOLiTc'72 RS•PROVIDED uti S:CTt(ka !NOZX " a NUM41 - NYS RES t k apem ON T:E Ocv"ti7iON mcCLwpc TRR?i'TTR3i. SEE LT OLDS PLAN FOR WII ANDANDX 5 RESChwck �' TIONS 'SMALL BE FDR ETCH j -OUT fs9 P1r0 TUE?NEXT 2�N-sS F � E;CVF SHEET SNOW D C 5IG1GN L UNIT F*M SHALL BE PROVIDED TO TI-E AUTH�TY ARE STORIES FJVE GWCF-aN RjTa%4r;.` SYSTEM 15'Or`R_DIM21M MUNCY HOMES, INC. -H9'4VIt ' i'SUICTT.DN. 4EN Tt£IST OF 3-4_0 is n4l-Er£R a ITe�3 OR 5- MOVE cww sash ON Ti-E Ouwrlaw ntc Ttc W)(-. 1567 PR ROUTE 442 RAE 7-2MS 2404ELS MOVE FRE P_SD STORMS MRF:, ;% ` f.NOS -2MS RtR6tWTu.SPRiN.1°>?L'gmTtm^I5 REmmem-, MUNCY, PA 17756 - 20°`01 j I jDF2N BY I DATE I SCALEI REV. HT_ NO_ NEC - 2008 1)Ow i E MJL 3-22-91 1 NOW 13-01-20131 1n 24'-0" SNow DRIFT, TRUSSES 16" oC 2'-0" J 56'-0" 35-9 1/4" 32'-0" 26-6 3/4" L 13'-6" 6-11 1/4" STUD 1 ~ WARNING: it is a violation of the NYS Education Law Article 145 for any 29 1/4" person, unless he is acting under the direction of a Licensed Professional I Engineer, to alter this item in any way. 72VINYL B-1 &037 932 33303330 I QDC2430 32 10'-4 3/8" ------ - DW J OO 230 scR36` -7 1/2' 1 W adn r 23'-4 3/4° DINING � w�Fi 11'-7" I N UTILITY LT REOD/PROV'D: 10.82/39.0 1 4 a VT REO'D/PROV'D: 5.41/19.5 0 1 CIO DOOR HEfDER HEIGHT —�— I � D I in i 6'-101/2" I 1 i zo IRBOVE BOTTOM OF FLOOR JOIST I o 5/8" TYPE X GYPBDFASTEN FIRST GARAGE L--- DgTp� I m STUD TO MAIN HOUSE 8 I in Cn STUD w/*8x4" SCREWS PANELING _ 30 ® Cin .� i AT 6" D.C. (n I I .-� TRIPLE END JOIST W/ V' BF.S SPACER & 5/8" TYPE-X TONDOW HERDERS HEIGHT ON INTERIOR 6 EXTERIOR p MATCH HOUSE FASTENED PER *WP8105wF1 BWFi II m BTH 3 0 m 2-20" LVL BERM °D 83s Bas 18 PER HALF, PROJECTING OWN APPROX 8" N N BERM WRAPPED WITH 5/8" TYPE X GYPBD ON-SITE BY OTHERS cv m PRGE 3.1111.d CALC REF 3-STUDS 3-STUDS 4 3630 3530 _ m - --3-SIMPSON LSTA_18_ STRAPS COLUMN TO CLG MERM RND FLR GIRDER ERM -_- ---------------- ------ �' �' - _I---i 5/8" TYPE X CEILING GYPBO 4_2x 9-1 38" " i ZTRUS'S To BERM CONNECTION = 1-SIMPSON LUS28 ER TRUSS � � o � �$ 2-925" LVL RATED WALL *WP8105 rn 21-2" N Cn BERM PER HALF FE LEVEL N L --J EXT: 5/8" TYPE "X" GYP OVER 7/16" OSB �, 2-SVW" LsratB 5TRWS KVRC CHASE 4_�Ww MULATED 3-2x6 STUDS TOTAL w/ 225" GfLV. ROOFING NAIL COLUMN To a_G BERM AM 1 DOOR � �o W/2-2x6 END STUDS 7'oC FIELD, 4"oc PERIMETER --� T ER E L RAN TO SILL(8'-9 7/8" LONG) �E i e mo 0) WP8105 FIRE WALL'4 CLOSE OFF THIS AREA _j m 5/8" TYPE X .GYPBD ON-SITE BY OTHERS 4 EL [2" �" - .� -4 W - i i TFR GE DOOR RO'S W t 9/26/13 -FASTEN FIRST GARRGE �'DER HEIGHT T-0" - A`)GLE MIfLLpVE BOTTOM OF FLOOR JOIST " HOUSE 21'-4 1/8" S� w*sx� 05 J vT o�D/PRO 12aa4M4/ 04m .IMG BY OTHERS WALL TO BE CONTINUOUS TO FOUNDATION SILL I LIVING Rm ARcHED PASS Twu i i FOYER WALL HEIGHT 8'-9 7/8" t RO = 22"AW In 20'-1 3/8" HERDER e3 2s" 6'-fill 9 2" 3'-4" GRRDR (r L GRRDR ♦ 3r �' n HDR=3-1125'417" LVL HDR--3-1125"x117' LVL r 28" 3859 3859 36SLR1 3037SG 32'-0"UD A-1 R_1 A-1 4-STUDS MIN •�+ STA-1 � O STD HEADER HEIGHT 48'-11" 39'-1" r_4■ t t t 28'-0 3/4" 19'-10 1/4" 120 MPH XSECOND GUST 8'-s" 3'-8 3/4" 21 ABOVE � X QWSP'F_ ROOF caNNFCTIQb& JOINT 9: 1-5IMPSON H8 FROM K EEWALL TO KING POST (1) EA TRUSS. NQIE SEE HIGH WIND DESIGN PLAN is & DESIGN SUMMARY SHTS FOR HIGH WIND COLUMNS, STUDS, STRAPPING a FASTENING PREMIERBUILDERS �� NY GSL Dara -4'x9' EXT WALL SHTG 1st STORY GSL BFlSEG01.2(5))/EL.EV= 35/<1000' *� 9-24-13 GH PE NY N=. SIDEWALL= 2x6 Woc CLG= R-38, WALL= R-21 DESIGN SNOW ZONE= 35 GSL A*�M of��Me GSL REO'D/DESIGN= 35/35 APPLICABLE BUILDING CODES: MRRR WALL= 2x4 16"oC FL R= R-19(BY BLDR) ROOF= 5/12 16"oC (90*) ��Pr 17766 0 167016 668 m o�°` 79_-�3 DM AL REV 2010 RESIDENTIAL CODE OF NEW YORK STATE: 2010 NYS ECCC, 2008 NEC CLG. HGT= 0"8'- (SEE RESCHEC)O ROOF= 5/12 16"oc (90*) THE PLANS ANO SPECIFICATIONS OF THE PERMIT SET FIRE DERIVED FROM AND CONSISTENT ADOTL BSMT COL - * STAIR OPEN'aS) BASED DESIGN WIND ZONE-- 120 35G TURN KEY / DZENKOWSKI MRINSTREET WITH THE PLANS RM SPECIFICATIONS ASSOCIATED WITH THE APPROVAL ON FILE WITH LABEL - ■ ON 825"/9.00" GEOMETRY DEST. 1050 SOUTHERN Blvd IFUN I= THE DEPT OF STATE. WHICH WERE APPROVED ON 12/15/2010 UNDER SYSTEM *M1387-02-OX FAST MARION NY U939 1 STY FLOOR PLRN S HE IS ACTING UNDER THE DIRECA VIOLATION OF THE TION EDUCATION LICENSED P�ROFEISSIONAL �I ENGINEER, SUFFOLK CO. °3++W, °pry im�w 0 SOU HOLD, NY FOR 819 Dept To ALTER THIS ITEM IN ANY WAY. HRYES 6-28-20131"1'/'4-"=1'-0" 31675_000 32'-0" 25-11 3/4" 11'-10" A cn co 3037SG O 38592 O N TF1 � 11'-0 1/2" 2'- " 10'-9" 0 4'-111 i FIRE BLOCK i 0c BATH 2 � , 00 ' �00 BEDRm 3 00 BATH 1 ' LT REO'D/PROV1Y- 8.30/IL44 Cn �g� i VT REO'D/PROW 415/6.02 C3 BFI WARNING: it is a violation of the NYS Education Law Article 145 for any 30 person, unless he is acting under the direction of a Licensed Professional ' I FM ' 18 Engineer, to alter this item in any way. i , En Lo 00 � ; ; 30 30 C? 3-5TUDS i i i m 2 ' --3e � 30 - _ _ 2 2 N ]./2" 3-S --------- � �� 30 A` Sya �3— ' LVL BEAM O L—lJ PER HALF 2—vi1W" LSTM STNIPS a �EA �SAi� ME CHASE W"� jjjppp q tl6-TOTAL) LT REOV/PROV'D: USO/22.88 CP o� BEDRm 1 VT REO'D/PROV'D: 5.80/124 m 0m BEDRm 2 1 AM 9/26/13 LT REO'D/PROV'D: 15.68/22.88 VT REO'D/PROVU 7.84/1204 ————— RAISED FLOOR 24 15'-1" 11'-10" cn m m m � m EGRESS EGRESS EGRESS r 3859 O 3859 O 3859 O X3859 � 2r � k 28'-0 3/4" t 19'-10 1/4" t 12'-1 3/4" t 3-11 1/4" X NIM SEE HIGH WINO DESIGN PLAN 2n 6 DESIGN SUMMARY 5HT5 FOR HIGH WIND COLUMNS, STUDS, STRAPPING d FASTENDVG �Umw m REV. 4'x9' EXT WALL SHTG 2nd STORY NEMIERBUILDERS NnAW NY NOTE: 120 MPH 3-SECOND GUST A=.=GF��� °�` 9-z4-13 GH PE APPLICABLE BUILDING CODES: �' arl"�"r�o°' �' "'� b �.,. ' 7-1is8--13 DM � °' 2010 RESIDENTIAL CODE OF NEW YORK STATE: 2010 NYS ECCC: 2008 NEC ao�s THE PLANS AND SPECIFICATIONS OF THE PERMIT SET ARE DERIVED FROM AND CONSISTENT TURN KEY / DZENKOWSKI MAINSTREET WITH THE PLANS AND SPECIFICATIONS ASSOCIATED WITH THE APPROVAL ON FILE WITH SIOEWALL= 2x6 16"oc THE DEPT OF STATE, WHICH WERE APPROVED ON 12/15/2010 UNDER SYSTEM *M1387-02-070. MARK WALL= 2x3/2x4 15bc 2 STY FLOOR PLAN 000 —WARNING IT IS A VIOLATION OF THE NYS EDUCATION LAW ARTICLE 145 FOR ANY PERSON, CLG HGT= 8'-0" UNLESS HE IS ACTING UNDER THE DIRECTION OF A LICENSED PROFESSIONAL ENGINEER, OWK en oa�e TO ALTER THIS ITEM IN ANY WAY. LABEL - HAYES 6-28-2013 1 1/4"=1'-0" 31675_000 A - STHD14RJ WARNING: it is a violation of the NYS Education Law Article 145 for any person, unless he is acting under the direction of a Licensed Professional Engineer, to alter this item in any way. LINE-A Garage LINE-A A fasten garage studL-----`-- ---J ❑A to main house stud DW w/#8x4" screws at ' 6" o.c. p 1 fasten mateline floor rims together FIEU on-site across SIMPSON LSTA18 INSTALLED is"oc I - mateline w/ 1/2" wi 10-10d NAILS I I O thru bolts at 48" TOTAL aid STY FLOOR BAND To o.c. or 3/8"x8"lags 1st STY CEILING BAND A (ONE SIDE ONLn I I at 32" o.c. II minimum 3" between holdowns Llne1 ---- - ---- - � - -- -- A ------ - A , ---------------------------------------- A ---------------- ------ i I ,4 � Fasten bottom ' �" plate to double 1 Line 2 A '..' -7floor joist under 1 .-a wall w/ 2 rows of W - 0.131"x3" nails at ; m J gf 6 o.c. per row w of " � i staggered Garage � I I I 9/26/13 — 1 A fasten garage stud to main house stud w/ #8x4" screws at A A kA —TA: 6" o.c. Garage FL_INE-B_1 A LINE-B 120 MPH 3-SECOND GUST NOTE: SEE KGH EXT WALL DESIGN G PLAN la DESIGN SUMMARY SHTS FOR HIGH WIND COLUMNS, STUDS, STRAPPING S FASTENING STORY REV: NmERBmms A! M GFMWV waw/C NY NOTE =,pZM=- g n766 m�L l{Y!.R APPLICABLE BUILDING CODES: TURN KEY / DZENKOWSKI 2010 RESIDENTIf�. CODE OF NEW YORK STATE; 207.0 NYS ECCCI 2008 NECTFE PLANS MAINSTREET WITH THE PLANS AND SPECIFICATIONS ASSOCIATED WITHAPPROVAL ON WTH CONSISTENT � 000 PERMIT ARE DERIVED FROM AND 1st STORY HIGH WIND DESIGN - la THE DEPT OF STATE, WHICH WERE APPROVED ON 12/15/2010 UNDER SYSTEM *MMM-02-070. p or. oar same XOR-MR9 HAY9-13-13 PE 1 1/4"=1'-0" 31675-000 A = (1) CS 16 strap 58" long LINE-A WARNING: it is a violation of the NYS Education Law Article 145 for any person, unless he is acting under the direction of a Licensed Professional Engineer, to alter this item in any way. ® I A I Cr 01 I o I I I I 1 - 1 1 I I 1 I 1 1 I I 1 I I I I I I I I I I fasten mateline .- floor rims together ' ' - C : z -$ on-site across j ' mateline w/ 1/2" fr g$ gthru bolts at 48" o.c. or 3/8"x8"lags FLOOR ACCESS ' at 32"' O.C. FOR FIELD INSTALLED CTR. GIRDER BOLTS. N SEE DET. *4 SHT 7a.2 EDGES SUPPORTED Z W J Z H 9/26/13 —j Fasten top chord of 1 st garage truss to each main house 2nd story wall stud A w/ (3) 0.131"x3" nails LINE-B 120 MPH 3-SECOND GUST NOTE: SEE HIGH WIND DESIGN PLAN 2n Q DESIGN SUMMARY SHTS FOR HIGH WIND COLUMNS, STUDS, STRAPPING & FASTENING _ 4'x9' EXT WALL SHTG 2nd STORY NEMIERBUxms nim aae A OIK OF MMf.7'�IC >b97 Pt Rt4� ✓ Alt 7M 0 67460-91x6 ria t m.�._o. NY NOTE: www�ranNr bt mwo �.,.c ae APPLICABLE BUILDING CODM 2010 RESIDENTIAL CODE OF NEW YORK STATE; 2010 NYS ECCC; 2008 NEC TURN KEY / DZENKOWSKI MAINSTREET THE PLANS ASD SPECIFICATIONS OF THE PERMIT SET ARE DERIVED FROM AND CONSISTENT RM NW 000 WITH THE PLANS AND SPECIFICATIONS ASSOCIATED WITH THE APPROVAL ON FILE WITH 2nd STORY HIGH WIND DESIGN - 2a TFE DEPT OF STATE, WHICH WERE APPROVED ON 12/15/2010 UNDER SYSTEM •M1387-02-070. Ixa�Sr. 9 13-13 PE 9 4"=1'-0" �3 6 5_000 r WARNING: it is a violation of the NYS Education Law Article 145 for any person, unless he is acting under the direction of a Licensed Professional Engineer, to alter this item in any way. ---- - - - ---- - - WP 3 WP ELECT PNL — —5 $ r — 3 (6' COIL) _ I 75 I 1 L $3 2A I 2A ——————Z----� 3 `I— y I DW15Ga J I t 1 5 535- II I I I II 15 I 3 3 {2 — — — — — —— R 9 I I I 5 �I I i I I Ir--J II I 28" AFF I �+ 6" MAX FROM I 11 II I COUNTERTOP I I II 5 5 I 2 EDGE I Ij 2A I I r---� 3 3 5 ---- R - - - --- - - R I " r - - I� I I 5 5 I I I I rJ - -------- JI I I I 5 I II — L - - - - - - m I I I I II I - - — — — — III iI - - - - - - - - - - --- rI —m—— --------————— — — —— ———— ——J R 3 663 J 4-3 L — — — — — —L—I— I L-- —— —— — ——— — — O 22 Q2 I I ------------ ------------ — � --————————————————————L————————————t --———— _1 cn I I 36 I 6 I I I I Uk I II MT SMFOK� BSE I I I I I I II DETECTOR I I I II I I I I I 7 II 8 I I IL — ———— — — — — — — — —— , I I I T I i I I 7 I I Ip:li 6 L —— ——— — — — ——R - - - -- ---- -- R m7 — �FP 7 $3 I 7 8 1I Is " I I 111 11 7 LM I — L^,r 5 - -- --- -- -- --------- --- --- - -- --- --- --- - --- - 5 7 7 120 MPH 3-SECOND GUST NTE: L AFCI PROTECTION 6 TAMPERED-RESISTANT RECPTS. PROVIDED PER 2008 NEC r 2,1 L.i.bv"' 2. ALL CEILING LIGHT BOXES SHALL BE RATED FOR 500 PER 2008 NEC 31427 (A) a$ 3. ON-SITE DEGVPORCH/STO0P SHALL EXTEND UNDER EXT GFCI RECEPT AS SHOWN SO THE RECEPT MAY BE ACCESSIBLE FROM THE DECK/PORCH/STOOP r � � 4. REO'D FRONT 6 REAR EXT GFCI RECEPT SHALL BE ACCESSIBLE FROM GRADE ADDITIONRL "GRADE-RCCESSIBL E" EXT GFCI RECEPT5 SHRLL 8E PROVIDED ` N.e a AND INSTALLED BY OTHERS (BELOW THE MODULES) AT THE FRONT ANO REAR ���� OF TME HOUSE SHOULD THE RECEPTS SHOWN NOT BE ACCESSIBLE FROM GRADE PREMIERBUILDERS p r NY NOTE: A AR Mwer saw IC APPLICABLE BUILDING CODES41 `"' ` ' 07 pnPi VW +►87IE116epB ;fid 2010 RESIDENTIAL CODE OF NEW YORK STATE: 2010 NYS ECCCI 2008 NEC rww ,.,,�,� R 9-24-13 GH PE THE PLANS ASCI D SPEFICATIONS OF THE PERMIT SET ARE DERIVED FROM AND CONSISTENT � TURN KEY / DZENKOWSKI ams WITH THE PLANS AND SPECIFICATIONS ASSOCIATED WITH THE APPROVAL ON FILE WITH MM MRINSTREET THE DEPT OF STATE, WHICH WERE APPROVED ON 12/15/2010 UNDER SYSTEM *M1987-02-070. 9/a 6/13 1 STY ELECT PLAN 000 N44PM NG IT IS A VIOLATION OF THE NYS EDUCATION LAW ARTICLE 145 FOR ANY PERSON, UNLESS HE IS ACTING UNDER THE DIRECTION OF A LICENSED PROFESSIONAL ENGINEER, aaa ar. —116 rte xw E �•-aoc� TO ALTER THIS ITEM IN Ann' WAY HAYES 8-27-2013 i/4"=1'-0" 31675-000 WARNING: it is a violation of the NYS Education Law Article 145 for any person, unless he is acting under the direction of a Licensed Professional Engineer, to alter this item in any way. I 21 1 I o I 1 21 I i 014-3 SM QOX 4 I I I I CE 20 44-3 21 1 20 1J I I $ I I I 1 I I I I SI 5 4-0 0 -- I IGrr 20 i - ----- --- -- - - - --- 7 i - - - - - I i I I I r - 1 I I --- - - ------ --- - -- -- -- --- J I J I I I I I SS I I 22 1 --------- 1 I 22 8 8 I i 23 i I 8 I I 1 23 I 1 I I 22 I 23 i I 50b BOX I 501b BOX I 23 23 ------ 22 22 ZZ 23 23 120 MPH 3-SECOND GUST '+ 4 PREMIERBUILDERS NY NOTES G A=A=OF MICY O /C APPLICABLE BUILDING CODES: �'�. ., n� �Al 1771x9 47046-MAvg a 2010 RESIDENU L CODE OF NEW YORK STATE: 2010 NYS ECCC: 2008 NEC gems THE PLANS AND SPECIFICATIONS OF THE PERMIT SET ARE DERIVED FROM AND CONSISTENT TURN KEY / DZENKOWSKI MAINSTREET WITH THE PLANS AND SPECIFICATIONS ASSOCIATED WITH THE APPROVRL ON FILE WITH THE DEPT OF STATE. WHICH WERE APPROVED ON 12/15/MM UNDER SYSTEM •MM-02-OM 9/26/13 2 STY ELECT PLAN Pull 000 —WARN17 IS A VIOLATION OF THE NYS EDUCATION LAW RRTICLE 145 FOR ANY PERSON. UNLESS HE IS ACTING UNDER THE DIRECTION OF R LICENSED PROFESSIOPWL ER,ENGINEow er DVT— Jap-sato TO ALTER THIS ITEM IN ANY WRY. HAYES 8-27-2013 1/4"=1'-01, 1 31675_000 ®= 1-SIMPSON STHD14RJ 56'-O" 24'-0" 32'-0" - - - - - - - - - - - - - - - - - - - - - - -LINE-A 365 PLF GARAGE LINE-A - .� 1 r - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - --4 - -J1 SILL PLATE TO FOUNDATION 663 PLF SLIDING 2" SOURRE WASHER W/ 1/2" ANCHOR a I N '�+ I CONNECTION - LINE-1 121 PLF UPLIFT BOLT (ASSUME LIW OVERSIZED HOLD 1/8" THICK MIN. WASHER REQUIRED I '' 'I r - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - , I SILL PLATE TO FOUNDATION 530 PLF SLIDING AM Z' SQUARE WASHER W/ 112" RNChIOR a uroc c� I 798 PLF I I CONNECTION - LINE-2 365 PLF UPLIFT BOLT (ASSUME Lib` OVERSIZED HOLD LIW THICK MIN. WASHER REQUIRED I I I I I I SILL PLATE TO FOUNDATION 371 PLF SLIDING AND 2" SQUARE WASHER W/ 1/2" ANCHOR s 22"00 CONNECTION - LINE-A 346 PLF UPLIFT BOLT (ASSUME LW OVERSIZED HOLD 1/8" THICK MA WASHER I j I I SILL PLATE TO FOUNDATION 371 PLF SLIDING AAD 2" SQUARE WASHER W/ 1/2" ANCHOR a I I CONNECTION - LSE B 357 PLF UPLIFT BOLT (ASSUME 1/16" OVERSIZED HOLD L8" THICK REQUIRED I i i SILL PLATE TO FOUNDATION 255 PLF SLIDING AAD 2" SQUARE WASHER W/ 1/2" ANCHOR a 36-M ON - GR1NGE LIW-1 179 PLF UPLIFT BOLT (ASSUME 1/16" OVERSIZED HOLD THICK MINL WASHER REQUIRED M ' MINIMUM (2) 1/2" ANCHOR BOLTS PER SILL PLATE .� I I . 4 SECTION. ANCHOR BOLT IS REQUIRED 3.5" MIN - 12" w I I SAL PLATE TO FOUNDATION 229 PLF SLIDING AND 2" SQUARE WASHER W/ 1/2" a 40"oc ' 4 I MAX FROM EACH END OF EACH SILL PLATE SECTION. Z I I TION - GARAGE L DE 179 PLF UPLIFT BOLT (ASSUME 1/16" OVERS, LS" THICK MIN. WASTER REQUIRED I CONNECTIONS FOR LISTED UPLIFT LOADS TO BE PROVIDED 1-41 FROM MODULRR TO FOUNDATION ON-SITE BY BLDR J I I SILL PLATE TO FOUNDATION 917 PLF SLIDING AAD 2" SQUARE WASHER 1/2" ANCHOR a 12"oc I ' Lj PONNECTION - GARAGE LINE 179 PLF UPLIFT BOLT (ASSUME 1, OVERS= HOLD 1/8" THICK MIN. WASHER REQUIRED I I I ®I I I I 241_011 11'- r 8'-8" 6'_ 7'-7" 7'-7" —i r— r— — "i r— —n I ' N 2594 PL_F 1 I 1 I I I N H I ' 4870 #UPLIFT " 4870 #UPLIFT I 1 6 ' 19 I I fV .J ,� I I w ' Li {. ' ' CENTER GIRDER SPANS PER APPROVED SYSTEM PG 3c 2-2" � ' i # �' ON-SITE CONNECTIONS FROM MODULAR TO FOUNDATION QI I MUST BE PROVIDED FOR LISTED UPLIFT LOADS (91 # UNHEATED BASEMENT SPACE ONLY ■a C3i I I m I I IIn I 9/26/13 m I L J I NOMS:. L COLUMN SPACING CAN BE ADJUSTED AS LONG RS MAX. CLEAR SPAN IS NOT EXCEEDED, COLUMNS AT POINT LOAD LOCATIONS ARE NOT MOVED, AND R 1/ Wl OR 1/2"X6"x1M4W1 STEEL PLATE IS INSTfI-LED ON COLUMNS. 2. COLUMN LOADS SHOWN ON FOUNDATION PLAN ARE BRSED ON INDICATED COLUMN ' SPACING SHOWN. IF COLUMNS ARE MOVED, LOADING VALUES WILL BE VOID. - -- I 3. CENTER FLOOR GIRDER S-R-L CONSIST OF Ei-2x10 SPF#2 (26/28/31W) OR 4-2X8 SPF#2 (24W) 798 MY ®I I MEMBERS WITH SPLICES LOCATED R MINIMUM OF 2 FEET APART ON EACH MODULE. L - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - J 4. SEE FLOOR PLAN, FOUNDATION PLAN AND SET-UP INSTRUCTIONS FOR SECURING I MODULES TO FOUNDATION (COLUMNS, PERIMETER d CORNER ANCHORS (IF REOUIRED)I. Cr �,ry1, I I I - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -® -Jif L - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - GARAGE LINE-B '-' ® 1365 PLF L - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - J 28" LINE-B 120 MPH 3-SECOND GUST WARNING: it is a violation of the NYS Education Law Article 145 for any NOTE: FOUNDATION SHALL BE DESIGNED BY A DESIGN PROFESSIONAL WITH person, unless he is acting under the direction of a Licensed Professional KNOWLEDGE OF LOCAL CONDITIONS. THIS SAMPLE PLAN IS MEANT Engineer, to alter this item in any way. ONLY TO COMMUNICATE THE DIMENSIONAL AND LOADING INFORMATION TO Lmm�wl!WxC= rev: DESIGN PROFESSIONAL SO THEIR FOUNDATION DESIGN IS COORDINATED NEMIERBUILDERSmmum WITH THE REQUIREMENTS OF THE MODULAR BUILDING. A W as OF MNC+Es MC rS.A. 9-24-13 GH PE t� L TFIS FOUNDATION DRAWING AND NOTES ARE FOR REVIEW ONLY. ACTUAL W7 F q 9MAPPLICABLE BLIILDING '�t9-13-13 GH Cf�2010 RESIDENTIf� CODE�OF NEW YORK STATE: 2010 NYS ECCC: 2008 NEC FOUNDATION DESIGN TO BE APPROVED BY R PROFESSIONAL ENGINEER W#"� 1-""'��` a THE PLANS AND SPE MFICRTIONS OF THE PERMIT SET ARE DERIVED FROM AND CONSISTENT 2. OR REGISTERED THIS pRRWING TO BO 13E E TECT.USED FOR DIMENSIONS ONLY. TURN KEY / DZENKOWSKI MAINSTREET WITH THE PLANS AND SPECIFICATIONS RSSOCIATED WITH THE APPROVAL ON FILE WITH THE DEPT OF STATE, WHICH WERE APPROVED ON 12/15/2010 UNDER SYSTEM #M1387-02-070. 3. SEE FLOOR FLAN FOR DIMENSIONS OF UNITS d. STRIA LOCATION FOR NOTES 3c 6 4 4• SEE MAS0 —WARNING: IT IS A VIOLATION OF THE NYS EDUCATION LAW ARTICLE 145 FOR ANY PERSON, TER FS DWGS Z SHT' NaND. a, AND DETAILS. TS. FOUNDATION LAYOUT UNLESS FE IS ACTING UNDER THE DIRECTION OF R LICENSED PROFESSIONAL ENGINEER, 5. MAX CENTER FLOOR GIRDER SUPPORT COLUMN SPACING= T-T (12'-5' WO/ ROOF LOAD) ours ur ORMsa�E .ioe•�. To ALTER THIS ITEM IN ANY WRY. DRM 7-10-13 i/4"=1'-0" 31675-000 JOB PRE-31675- Main House WARNING: it is a violation of the NYS Education Law Article 145 JOB PRE-31675 -Main House SHEET NO. 38 OF 44 for any person, unless he is acting under the direction of a SHEET NO. 38A OF 44 • CALCULATED BY DJS DATE 9/16/2013 Licensed Professional Engineer, to alter this item in any way. CALCULATED BY DJS DATE 9/16/2013 CHECKED BY DATE CHECKED BY DATE Design Summary Design Summary Location Force Connection Fasteners Required Reference Location Connection Wall Force Spacing Reference 7/16" OSB/PLY overlap line—A 275 pif 6 in o.c. 2 rows of 0.131"x2.5"Nails 2nd Story Wall line_B 275 pif 6 in o.c. Stud to 2nd Story 6 Simpson Strong-Tie MTS 18 (6)0.148inxl.5in nails in truss Floor Band Truss to Stud 275 plf and(6) 0.148inxl.5in nails in Sheet 5 Connection 7/16"OSB/PLY overlap line-1 134 plf 6 in o.c. @ 32 in ox. wall stud 2 rows of 0.131"x2.5" Nails line-2 134 plf 6 in o.c. 7/16"OSB/PLY overlap line_A 198 pif 6 in o.c. = 2 rows of 0.131"x2.5"Nails O v 2nd Story Floor line_B 198 plf 6 in o.c. Band to 1 st Story 6 = Ceiling Band to 0 Connection 7/16" OSB/PLY overlap 2 rows of 0.131"x2.5"Nails ?� CL line-2 134 pif 6 in o.c. d � _ 7/16"OSB/PLY overlap Iine_A 198 plf 6 In o.c. to - 0 2 rows of 0.131"x2.5"Nails 1st Story Ceiling line_B 198 pif 6 in o.c. C Band to 1 st Story 6 Wall Stud Connection 7/16" OSB/PLY overlap G 2 rows of 0.131"x2.5"Nails O U line-2 134 pif 6 in ox. CL 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. tea_ kj 120 MPH 3-SECOND GUST 9/26/13 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-31675 -Main House JOB PRE-31675- Main House WARNING: it is a violation of the NYS Education Law Article 145 SHEET NO. 38B OF 44SHEET NO. 38C OF 44 for any person, unless he is acting under the direction of a CALCULATED BY DJS DATE 9/16/2013 Licensed Professional Engineer, to alter this item in any way. CALCULATED BY DJS DATE 9/16/2013 CHECKED BY DATE CHECKED BY DATE Design Summary Design Summary Location Force Connection Fasteners Required Reference Location Connection Wall -Force Spacing Reference Simpson Strong-Tie LSTA12 Roof Truss to 2nd Story Wall 397 pit (10)0.148"x2.5"nails Sheet 11 7/16"OSB/PLY overlap floor line—A 536 pif 4 in o.c. Stud Connection (5 each end of strap) rim joist 6" @ 16 in o.c. 1 st Story Wall line_B 565 pif 4 in c.c. Stud to Floor 0.131 in x 2-1/2in nails 6A y Band Connection = Use 2 rows of fasteners along bottom edge of panel line-2 400 pif 5 in o.c. c O U 7116"OSB/PLY overlap sill line_A 536 plf 2 in o.c. ;* plate 1.5" CL M line_B 565 pif 2 in o.c. Floor Band to Sill Plate Connection 0.131 in x 2-1/2in nails Sheet 7 io Use 1 row of fasteners along bottom edge of panel line_2 400 plf 2 in o.c. L N C O V - d C C Note: 8d nails =0.131"x 2.5'; 10d nails=0.148"x 3"816d nails =0.131"x 3.25" unless otherwise noted U 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. a- 3 4•, s 9/26/13 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-31675- Main House WARNING: it is a violation of the NYS Education Law Article 145 JOB PRE-3165 - Main House SHEET NO. 38D of 44 for any person, unless he is acting under the direction of a SHEET NO. . 39 OF 44 CALCULATED BY DJS DATE 9/16/2013 Licensed Professional Engineer, to alter this item in any way. CALCULATED BY DJS DATE 9/16/2013 CHECKED BY DATE CHECKED BY DATE Design Summary Location Force Connection Fasteners Required Reference Design Summary (con'd) Location Force Exterior Panel Interior Panel . Reference 2nd Story Wall-line-1 7/16"OSB w/0.131x2.5"nails 134 plf @ 6"o.c. panel edge& 12" Sheet 18 Perforated o.c.field nailing(extedor) 2nd Story Wall-line_2 7/16"OSB w/0.131"x2.5"nails 134 plf @ 6"o.c. panel edge& 12" Sheet 1S 2nd Story Wall Stud to 2nd lf Simpson Strong-Tie LSTA12 (10)0.148inx2.5in nails o.c.field nailing (exterior) Story Floor Band Connection 338 p (5 each end of strap) 11A Perforated 16 in o.c. 2nd Story Wail-line A 7/16"OSB w/0.131"x2.5"nails 109 pif @ 6"o.c.panel edge& 12" Sheet 18 Perforated o.c.field nailing(exterior) 2nd Story Wall-line—B 7/16"OSB w/0.131"x2.5"nails N 2nd Story Floor Band to 1st Simpson Strong Tie LSTA15 130 plf @ 6"o.c. panel edge& 12" Sheet 18 Story Ceiling Band Connection 675 pif (12)0.148inx2.5in nails 11A �, Perforated o.c.field nailing(exterior) (One Side Only) (6 each end of strap) 16 in o.c. E � 41 *' N tti N Q L y� itf 1st Story Wall-line-1 7/16"OSB w/0.131"x2.5"nails Ch 576 pif @ 3"o.c. panel edge& 12" 18A C 1st Story Ceiling Band to 1st Simpson Strong-Tie LSTA12 ry g 338 pif (10) 0.148inx2.5in nails 11 B t Segmented o.c. field nailing(exterior) v Story Wall Stud Connection (5 each end of strap) 16 in o.c. 1_1A � �§ N 1st Story Wall-line_2 7/16"OSB w/0.131"x2.5"nails _ R 365 plf@ 4"o.c. panel edge& 12" 18A e Perforated o.c.field nailing(exterior) Q 3 1st Story Wall-line_A 7/16"OSB w/0.131"x2.5"nails 346 plf @ 3"o.c. panel edge& 12" 18A F ' a Perforated o.c.field nailing(exterior) 0- ° '0 1 st Story Wall-line_B 7/16"OSB w/0.131"x2.5"nails O u 357 plf @ 3"o.c. panel edge& 12" 18A Perforated o.c.field nailing(exterior) 9/26/13 1st Story Wall Stud to Floor Simpson Strong-Tie LSTA12 (10)0.148"x2.5"nails Girder Connection 338 plf (5 each end of strap) 11 B. @16 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. Floor Girder to Foundation 278if Fasten on-site for listed 11B Connection p load Gable wall studs at roof level must be same, size, species and grade as wall below. They must also Ari equal or better connection device may be substituted for any connection device listed. Staples be sheathed and fastened the same as wall below. and Toe-Nails may not be used in Seismic Zones worse than C. ' JOB PRE-31675-Main House JOB PRE-31675- Main House WARNING: it is a violation of the NYS Education Law Article 145 SHEET NO. 40 OF 44 for any person, unless he is acting under the direction of a SHEET NO. 41 OF - 44 - CALCULATED BY DJS DATE 9/16/2013 Licensed Professional Engineer, to alter this item in any way. CALCULATED BY DJS DATE 9/16/2013 CHECKED BY DATE CHECKED BY DATE Design Summary (con'd) Design Summary (con'd) An equal or better connection device may be substituted for any connection device listed. Staples Note: Corner Studs & Built up Column Studs to be fastened together w/2 rows staggered and Toe-Nails may not be used in Seismic Zones worse than C. of 0.131"x3" Nails at :7: in o.c. All fasteners into sill plate must be corrosion resistant. Location Force Connection Fasteners Required Reference Location Force Connection Fasteners Required . Reference 2nd Story Module to 1st Story 0.131"x 3"toenails. Module-line-1 (1)Simpson Strong-Tie CS16 Roof to Wall Plate Connection 224 Ib 3 23 356!b strap (22) 10d nails ea strap Sheet 21 0.131"x 3.0"Nails in End Top Plate to Studs - 2nd Story Module to 1st Story Plate oStuds Bottom 224 Ib Grain. NA 23A Module-line-2 (1)Simpson Strong-Tie CS16 3 per stud 356 Ib strap (22) 10d nails ea strap Sheet 21 0.131"x 3.0"Nails Bottom Plate to Floor 168 plf NA 23A 2nd Story Module to 1 st Story 9 in o.c. line_A Dead Load of Structure is OK Sufficient to Resist 0 Sheet 21 Overturning Load 2nd Story Module to 1 st Story ' j Module-line B Dead Load of Structure is OK Sufficient to Resist 0 Sheet 21 0 ° , w � q _ Overturning Load v ' C 1st Story Module to 0 ' `}44 Foundation-line— Simpson Strong-Tie 1 1/2 in min concrete cover and V , �C 4966 Ib STHD14RJ (30) 16d sinkers, locate 1.5in 21A e from comer :0 O9/26/13 `-- 1 st Story Module to Foundation-line-2 Simpson Strong-Tie 1/2 in min concrete cover and 0.131"x 3"toenails. 3018 Ib STHD14RJ (30) 16d sinkers, locate 1.5in 21A 2nd Story to 1st Story 332 plf @ 3 in OC N/A 25 from comer Connection-line 1&line 2 1st Story Module to 2d St0.131"x 3"toenails. 2nd to 1st Story 1/2 in min concrete cover and 225 plf @ 5 in OC N/A 25 Foundation-line—A Simpson Strong-Tie 2851 Ib g (30)16d sinkers,locate 1.5in 21A Connection-line_A&line_B STHD14RJ from comer Simpson Strong-Tie LTP4 1st Story Module to 1st Story to Sill Plate 663 plf @ 10 in OC (12)0.131 in x 1 1/2in nails 26 rY Connection-line—I&line-2 Foundation-line_B 1/2 in min concrete cover and 3082!b Simpson Strong-Tie (30)16d sinkers locate 1.5in 21A STHD14RJ 0.131"x 3"toenails, from comer 1st Story to Sill Plate 371P If @ 3 in OC N/A 25A Connection-line—A&line—B Note: 8d nails =0.131"x 2.5", 10d nails =0.148"x3"& 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 Note: 8d nails =0.131"x 2.5", .10d nails =0.148"x 3"& 16d nails=0.131'x 3.25" unless otherwise noted and Toe-Nails may not be used in Seismic Zones worse than C. JOB PRE-31675- Main House WARNING: it is a violation of the NYS Education Law Article 145 JOB PRE-31675 - Main House SHEET NO. 42 of 44 for any person, unless he is acting under the direction of a SHEET NO. 43 OF 44 t CALCULATED BY DJS DATE 9/16/2013 Licensed Professional Engineer, to alter this item in any way. CALCULATED BY DJS DATE 9/16/2013 CHECKED BY DATE CHECKED BY DATE Design Summary (conal Design Summary(con's) Location Force Sheathing Connection Reference MAIN ROOF: 134 plf 0.131"x2.5"nails at 6"o.c.panel edge nailing and 12"o.c.field Location Force Connection Fasteners Required Reference Roof Sheathing 7/16" OSB (Unblocked) nailing Sheet29 >� OVERHANGS: Shear 's 5 in o.c. edge&field Wail Sheathing 65 plf 0.131"x2.5"nails at 7/16" OSB 6"o.c. panel edge nailing and Sheet 33 M Non Shear Wall Suction 12"o.c. field nailing 198 plf 0.148"x3"nails at 6"o.c. panel Floor Sheathing 5/8in OSB (Unblocked) edge fastening and 12"o.c. Sheet 31 w field fastening Shear fy- Location Connection Reference 1 o 1 1/4"x 12"x 20 ga steel strap w/(7) 0.131x2.5" nails each end & Ridge Connection 6" Sheet 36 (2) 0,131"x3.0" nails toed O m U Flip „5 „ strap p (1 1/4"x 12"x 20 a steel w/7 0.131x2.5" nails each end & Sheet 36 Connection (2) 0.131"x3.0" nails toed � o O N U M 9/26/13 N Kneewall Connection"9" H8 & (3) 0.131`x3.0" nails toed Sheet 36 C 'a3 = 2nd Floor Endwall Mateline- H Top Plate to Top Plate/ 18431b 2 Simpson LSTA30 Straps (22)0.148in x 2.5in nails each NA Ceiling Rim to Ceiling Rim strap i across Mateline F' 2nd Floor Endwall Mateline- Location Force Connection Fasteners Required Reference 5in nails each x 2. Floor Rim to Floor Rim across 1843 Ib 2 Simpson LSTA30 Straps (22)0. NA 663 plf sliding 2"square washer w/1/2"Anchor Bolt(Assume 1/16"oversized hole) Mateline strap Sill Plate to Foundation and B @ 18 in OC 27 1st Floor Endwall Mateline- = Connection-line-1 Top Plate to Top Plate/ (22)0.148in x 2.5in nails each 121 plf uplift i/8in thick min.washer required 3196)b 2 Simpson LSTA30 Straps NA v 530 plf sliding 2"square washer w/1/2"Anchor Ceiling Rim to Ceiling Rim strap ev � 18 in OC across Mateline = Sill Plate to Foundation and Bolt(Assume 1/16"oversized hole) @ 27A C Connection-line-2 1 st Floor Endwall Mateline- 0 365 ptf uplift Min thick min.washer required (22)0.148in x 2.5in nails each Floor Rim to Floor Rim across 3196 Ib 2 Simpson LSTA30 Straps NA C 371 plf sliding 2"square washer w/1/2"Anchor Mateline sap O Sill Plate to Foundation @ 22 in OC Bolt(Assume 1/16"oversized hole) 27B R Connection-line—A and 346 plf uplift 118in thick min.washer required Note: 8d nails=6.131"x 2.5", 10d nails=0.148"x 3"& 16d nails=0.131"x 3.25" unless otherwise noted371 plf sliding 2"square washer-w/1/2"Anchor o 0Sill Plate to Foundation Soft(Assume 1/16"oversized hole) @ 22 in OC 27C An equal or better connection device may be substituted for any connection device listed, Staples Connection-line-13and and Toe-Nails may not be used in Seismic Zones worse than C. 357 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. JOB PRE-31675- Main House WARNING: it is a violation of the NYS Education Law Article 145 SHEET NO. 44 OF 44 for any person, unless he is acting under the direction of a CALCULATED BY DJS DATE 9/16/2013 Licensed Professional Engineer, to alter this item in any way. CHECKED BY DATE Design Summary(con'd) Location Force Connection, Fasteners Required Reference c Outlooker to Endwall 212 plf 0.131"x3"Nails w/ 1.5" 0 pen. Sheet 35 Within 3.00 It of Comer 5 per outrigger c 0.131"x3" Nails w/1.5" U Outlooker to Endwall 126 pif pen. Sheet 35 Not 3.00 ft of Comer 3 per outrigger cu t L - 0 Location Force Member Sizes Splice Conn. If Req. Reference 2nd Floor Double 2x6 Top Plate-No` Splices 36861b Sheet 19 Endwaiis 2nd Floor Double 2x6 Top Plate-With Stagger 2 rows of @ 11 in ocS Splices& 0.131"x 3.0"Nails 16881b Sheet 19 Sidewalls 1 st Floor Double 2x6 Top Plate-No Splices H 9132 Ib Sheet 19 Endwalls Double 2x10 Perimeter Rail- ,= No Splices U 1st Floor Double 2x6 Top Plate-With Stagger 2 rows of C1 @ 7 in cc Splices& 0.131"x 3.0"Nails i 48241b Sheet 19 t Sidewalls Double 2x10 Perimeter Rail- stagger 2 rows of _rL With Splices& 0.131"x 3.0"Nails @ In OC D � x�rti yA Minimum Lumber Grade and Species is SPF#3 Unless Noted Minimum Splice Length is 6 ft - 9/26/13 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-31675: Garage WARNING: it is a violation of the NYS Education Law Article 145 JOB PRE-31675-Garage SHEET NO. 38 OF �44 for any person, unless he is acting under the direction of a SHEET NO. 38A OF 44 Licensed Professional Engineer, to alter this item in any way. CALCULATED BY DJS DATE 9/16/2013 CALCULATED BY DJS DATE 9/16/2013 CHECKED BY DATE CHECKED BY DATE Design Summary Design Summary 3 Location Force Connection Fasteners Required Reference Location Connection Wall Force Spacing Reference 7/16"OSB/PLY overlap floor line_A 179 plf 6 in o.c. nm joist 6" _ 1st Story Wall line_B 179 pif 6 in o.c. 6 Simpson Strong-Tie MTS 18 0.148inxl.5in nails in truss ( ) Stud to Floor 0.131 in x 2-1/2in nails Sheet 6 Truss to Stud 251 plf and(6) 0.148inxl.5in nails in Sheet 5 w Band Connection line 1 184 plf 6 in o.c. @ 32_in o.c. wall stud G Use 2 rows of fasteners along — 0 bottom edge of panel L) N l_` O ' Uline A 179 41 t t. A��• 7/16' OSB/PLY overlap sill If 6 in o.c. P_ ' i� plate 1.5" k CL line_B 179 plf 6 in o.c. Floor Band to Sill Plate Connection 0.131 in x 2-1/2in nails Sheet 7 line_1 184 plf 6 in D.C. Use row of along _ U 1 f ftlg - ` bottom edge of panel N L 9/26/13 N O V 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 O v 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. Q. 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-31675 - Garage WARNING: it is a violation of the NYS Education Law Article 145 JOB PRE-31675 -Garage SHEET NO. 38B OF 44 for any person, unless he is acting under the direction of a SHEET NO. 39 OF 44 CALCULATED BY DJS DATE 9/16/2013 Licensed Professional Engineer, to alter this item in any way. CALCULATED BY DJS DATE 9/16/2013 CHECKED BY DATE CHECKED BY DATE Design Summary Location Force Connection Fasteners Required Reference Design Summary (con'd) Truss to mateline ceiling beam Connector Rated for 500#uplift capacity Connection 361 plf L Lt S a$ minimum Sheet 11 Location Force Exterior Pane! Interior Pane! Reference. @ 16 in o.c: J1v N 9/26/13 C1 .0 Ul w0- Q C to 1st Story Wall-line_1 7/16"OSS w/0.131"x2 5"nails 144 plf @ 6"o.c.panel edge&12" Sheet 18 Perforated o.c.field nailing(exterior) C N O v .Q - 1st Story Wail-line_A 7/16, OSB w/0.131"x2.5"nails 94 pif @6"o.c. panel edge& 12" Sheet 18 Perforated o.c.field nailing (exterior) 1 st Story Wall-line-13 7/16"0S8 w/0.131"x2.5"nails 388 plf @ 4"o.c. panel edge&12" Sheet 18 Segmented o.c.field nailing(exterior) Note: 8d nails = 0.131"x2.5". 10d nails =0.148"x3"& 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. Note: 8d nails =0.131"x 2.5"1 10d nails=0.148"x 3"& 16d nails=0.131"x 3.25" unless otherwise noted Gable wall studs at roof level must be same, size, species and grade as wall below. They must also An equal or better connection device may be substituted for any connection device listed. Staples be sheathed and fastened the same as wall below_. and Toe-Nails may not be used in Seismic Zones worse than C. JOB PRE-31675 - Garage WARNING: it is a violation of the NYS Education Law Article 145 JOB PRE-31675 -Garage. SHEET NO, 40 OF 44 for any person, unless he is acting under the direction of a SHEET NO. 41 OF 44 CALCULATED BY DJS DATE 9/16/2013 Licensed Professional Engineer, to alter this item in any way. CALCULATED BY DJS DATE 9/16/2013 CHECKED BY DATE CHECKED BY DATE Design Summary(con'd) Design Summary(con'd) An equal or better connection device may be substituted for any connection device listed. Staples Note: Corner Studs & Built up Column Studs to be fastened together w/2 rows staggered and Toe-Nails may not be used in Seismic Zones worse than C. of 0.131"x3" Nails at T in o.c. All fasteners into sill plate must be corrosion resistant. Location Force Connection Fasteners Required Reference Location Force Connection Fasteners Required Reference 0.131"x 3"toenails. Rgof to Wall Plate Connection 206 Ib 2 23 0.1.31"x 3.0"Nails in End- Top Plate to Studs&Bottom 206 Ib Grain. NA 23A Plate to Studs Y,. 3per stud 0.131"x 3.0" Nails Bottom Plate to Floor 155 plf NA 23A 10 ino.c. "- s= aY" O V y G1 9/26/13 ...� C O O � V O V C Of 1st Story Module to p Foundation-line-1 -Tie 1/2 in min concrete cover and V L 1014 Ib Simpson Strong (30) 16d sinkers, locate 1.5in Sheet 21 m STHD14RJ from corner O O 1 st Story Module to Foundation-line_A Dead Load of Structure is OK Sufficient to Resist 0 Sheet 21 Overturning Load 0.131"x 3"toenails. 1 st Story Module to 1 st Story to Sill Plate 255 plf @ 5 in OC N/A 25 - Simpson Strong-Tis Connection-line-1 &line_A Foundation-line_B 1/2 in min concrete cover and - 3105 Ib STHDI4RJ (30) 16d sinkers, locate 1.5in Sheet 21 from comer Simpson Strong-Tie LTP4 1 st Story to Sill Plate Connection-line B 917 pif @ 6 in OC (12)0.131 in x 1 1/2in nails 26 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 Note: 8d nails =0.131"x 2.5'; t Od nails =0.148"x 3"& 16d nails= 0.131"x 3.25" unless otherwise noted and Toe-Nails may not be used in Seismic Zones worse than C. JOB PRE-31675-Garage WARNING: it is a violation of the NYS Education Law Article 145 JOB PRE-31675--Garage SHEET NO. 42 OF 44 for any person, unless he is acting under the direction of a SHEET No. 43 OF 44 CALCULATED BY DJS DATE 9/16/2013 Licensed Professional Engineer, to alter this item in any way. CALCULATED BY DJS DATE 9/16/2013 CHECKED BY DATE CHECKED BY DATE Design Summary (con'd) Design Summary (con's) Location Force Sheathing Connection Reference MAIN ROOF: 105 plf 0.131"x2.5"nails at 6"o.c.panel edge nailing and 12"o.c.field Location Force Connection Fasteners Required Reference Roof Sheathing 7/16" OSB (unblocked) nailing Sheet 29 � Shear OVERHANGS: . C 5 in o.c. edge &field :c Wall Sheathing 60 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"o.c.field nailing - Location Connection Reference 0 Ridge Connection"6" 1 1/4"x 12"x 20 ga steel strap w/(7) 0.131x2.5" nails each end & Sheet 36 (2) 0.131"x3.0" nails toed N 4 � C O = v G Flip Connection"5" 1 1/4��x 12 x 20 ga steel strap w/(7) 0.131x2.5 nails each end & Sheet 36 (2) 0.131"x3.0" nails toed f,. 00 c r N Kneewall Connection"9" H8 & (3) 0.131"x3.0" nails toed Sheet 36 'a luili Up 1 _ S e� L F- 9/26/13 Location Force Connection Fasteners Required Reference 255 plf sliding 2"square washer w/1/2"Anchor Sill.Plate to Foundation Bolt(Assume 1/16"oversized hole) @ 36 in OC 27 C Connection-line-1 and 1 st Floor Endwall Mateline- C 179 plf uplift 1/8in thick min.washer required Top Plate to Top Plate/ 1247 Ib 1 Simpson LSTA30 Straps (22)0.148in x 2.5in nails each NA v Ceiling Rim to Ceiling Rim strap Q across Mateline C C 1st Floor Endwall Mateline- G (22)0.148in x 2.51n nails each V Floor Rim to Floor Rim across 1247 lb 1 Simpson LSTA30 Straps strap NA = 229 plf sliding 2-square washer w/1/2"Anchor Mateline P Sill Plate to Foundation Bolt(Assume 1/16"oversized hole) @ 40 in OC 27A Connection-line—A and M 179 plf uplift 1/8in thick min.washer required . C _ Note: 8d nails=0.131"x 2.5" 10d nails =0.148"x 3"& 16d nails =0.131"x 3.25" unless otherwise noted917 If slidin p P 9 2"square washer w/1)2"Anchor An equal or better cly Sill Plate to Foundation onnection device may be substituted for any connection device listed. Staples and Bolt(Assumed/16"oversized hole) @ 12 in OC 27g Con_ vection-line_B and Toe-Nails may not be used in Seismic Zones worse than C. 179 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. JOB PRE-31675 - Garage WARNING: it is a violation of the NYS Education Law Article 145 SHEET No. 44 of 44 for any person, unless he is acting under the direction of a CALCULATED BY DJS DATE 9/16/2013 Licensed Professional Engineer, to alter this item in any way. CHECKED BY DATE Design Summary(con'd) Location Force Connection Fasteners Required Reference y 0.131"x3" Nails w/ 1.5" C Outlooker to Endwall 180 plf O pen. Sheet 35 v Within 3.00 ft of Comer 4 per outrigger d c 0.131"x3" Nails w/-1.5" p Outlooker to Endwall 107 plf pen Sheet 35 U Not _ 3.00 ft of Corner 3 per outrigger s L O Location Force Member Sizes Splice Conn. If Req. Reference 1st Floor Double 2x6 Top Plate-No Splices . 2494 Ib Sheet 19 Endwalls 1 st Floor Double 2x6 Top Plate-With Stagger 2 rows of Splices& @ 14 in oc P 0.1.31"x 3.0"Nails 1345 Ib Sheet 19 Sidewalls H 1 O !/p' /� V � 3 ?i-. � f 4t L , c Q. 'S'% 9/26/13 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. e TlfflrlIT F— i J l WARNING: it is a violation of the NYS Education Law Article 145 for any person, unless he is acting under the direction of a Licensed Professional Engineer, to alter this item in any way. CLG. io rn r� A A 0 C4 N FLR 013 a ® © [71 [711aM [711 � oo0 1 Ell 11 Nil [7] [71F71E11 E711 0 0 0 I NU QL�dlll oEl oEj operaRU 000a 0000 R. GRADE ACCESS eY BL�DR � y 120 MPH 3-SECOND GUST FRONT ELEVRTIONco I NEMIERBUILDERS a.r 9-24-13 GH PE SHOWN MAY CONTAIN OPTIONAL OR SUGGESTED FEATURES ' A a7s aiCF r NaNes 7c 8-27-3 GH REV NY NOPE: ,_: r _t �1 P� . Pa 11758 *b7C5818 896 L ---T APPLI w .,. d www miwo��u.�ae 2010 RESIDENTIAL CODE OF NEW YORK STATE: 2010 NYS ECCC: 2008 NEC seem THE PLANS AND SPECIFICATIONS OF THE PERMIT SET ARE DERIVED FROM AND CONSISTENT TURN KEY / DZENKOWSKI MAINSTREET WITH THE PLANS AM SPECIFICATIONS ASSOCIATED WITH THE APPROVAL ON FILE WITH FUNTHE DEPT OF STATE. WHICH WERE APPROVED ON 12/15/2010 UNDER SYSTEM «MM7-02-MO. FRONT ELEVATION -1 "' —Wf�IVG IT IS A VIOLATION OF THE NYS EDUCATION LAW ARTICLE 145 FOR ANY PERSON, 9/26/13 000 UNLESS HE IS ACTIWG UNDER THE DIRECTION OF A LICENSED PROFESSIONAL ENGINEER, MR or. Dare xaE SOP-08t" TO ALTER THIS ITEM IN ANY WAY. HAYES 6-28-2013 i/4"=1'-0" 31675_000 t WARNING: it is a violation of the NYS Education Law Article 145 for any Tiff MIT person, unless he is acting under the direction of a Licensed Professional F —i Engineer, to alter this item in any way. CLG. �1 �1 FLR. CLG. - 13 M ® ® . FLA. GRADE ACCESS BY BLDR GRADE ACCESS BY BLDR REAR ELEVATION - �f\ 10 MPH 3-SECOND GUST ' . NEMIERBUILDERS s NY NOTE: �. 4A AM M v NNer roes 1�T756 + 1518 898 �a...a t m,e.__d AP U0MLWTW L F SHOWN MAY CONTAIN OPTIONAL OR SUGGESTED FEATURES ., � ': M M,M� L 9-13-13 GH PE 2010 RESIDENTIAL CODE OF NEW YORK STATE: 2010 NYS ECCCS 2008 NEC s THE PLANS AND SPECIFICATIONS OF THE PERMIT SET ARE DERIVED FROM AND CONSISTENT TURN KEY / DZENKOWSKI WITH THE PLANS AND SPECIFICATIONS ASSOCIATED WITH THE APPROVAL ON FILE WITH rayl= REET IT THE DEPT OF STATE. WHICH WERE APPROVED ON 12/15/M10 UNDER SYSTEM *M1387-02-070. REAR /2 6/13 REAR ELEVATION -1 000 —WARNING IT IS A VIOLATION OF THE NYS EDUCATION LAW ARTICLE 145 FOR ANY PERSON. UNLESS HE IS ACTING UNDER THE DIRECTION OF A LICENSED PROFESSIONAL ENGINEER, aaa eraare scaE .sae'-sex TO ALTER THIS ITEM IN ANY WAY. HAYES 8-27-2013 1!4"=1'-0" 31675_00 Tiff MIT JALA,ulL F—i WARNING: it is a violation of the NYS Education Law Article 145 for any person, unless he is acting under the direction of a Licensed Professional Engineer, to alter this item in any way. 12 5 F— CLG. io rn 12 51 — FLR CLG. §'sl ' A � a fy it4 9/26/13 FLA. LEFT ELEVATION 120 MPH 3-SECOND GUST PREMIERBuLDERS yir NOTE: As M a u.,e.�an APPLICABLE BUILDING CODES: 07F& a Pi mss it 6 b �`, _a 9-13-13 GH PE 2010 RESIDENTIAL CODE OF NEW YORK STATE: 2010 NYS ECCC: 2008 NEC m�wot m_i lot= THE PLANS AND SPECIFICATIONS OF THE PERMIT SET ARE DERIVED FROM AND CONSISTENT TURN KEY / DZENKOWSKI WITH TPLANS AND SPECIFICATIONS ASSOCIATED WITH THE APPROVAL ON FILE WITH ru"M BEET HE THE DEPT OF STATE, WHICH WERE APPROVED ON 12/15/2010 UNDER SYSTEM •M1387-02-070 —WARNUNG IT IS A VIOLATION OF THE NYS EDUCATION LAW ARTICLE 145 FOR ANY PERSON, LEFT ELEVATION —1 000 UNLESS HE IS ACTING UNDER THE DIRECTION OF A LICENSED PROFESSIONAL ENGINEER, a+t er ogre xa a .roe•-5mx TO ALTER THIS ITEM IN ANY WAY. HAYES 8-27-2013 i/4"=1'-0" 31675-000 fiffMIT YLIULL F — i WARNING: it is a violation of the NYS Education Law Article 145 for any person, unless he is acting under the direction of a Licensed Professional Engineer, to alter this item in any way. 12 5 �— CLG. ZD rn FLR. a — CLG. v ,8 62 9/26/13 FLR. DIGHT ELEVATION 124 IDPH 3-SECOND GUST PREMIERBUILDERSRM fr�NAM � NY MOTE: A MW=dF ARICr O IC07 PA !Im awe APPLICABLE BUILDING CODES: Pa 9M !b �b d 2010 RESIDENTM CODE OF NEW YORK STATE: 2010 NYS ECCCI 2008 NEC �" GH PE THE PLANS AND SPECIFICATIONS OF THE PERMIT SET ARE DERIVED FROM AND CONSISTENT TURN KEY / DZENKOWSKI WITH THE HE PLANS AND SPECIFICATIONS ASSOCIATED WITH THE APPROVAL ON FILE WITH RM W: BEET TDEPT OF STATE. WHICH WERE APPROVED ON 12/15/2010 UNDER SYSTEM *MIM-02-wo. RIGHT ELEVATION -1 000 —WARNING IT IS A VIOLATION OF THE NYS EDUCATION LAW ARTICLE 145 FOR ANY PERSON, UNLESS HE IS ACTING UNDER THE DIRECTION OF A LICENSED PROFESSIONAL ENGINEER, OWK ImDare same .ros_s8xx TO ALTER THIS ITEM IN ANY WAY. HAYES 8-27-2013 1/4"=V-0" 31675_000 • FIELD NOTES _ 2D-Ir MIK Bu1L0ING L.E]Gm zD-rr MIK BUILDING LENGTH E�r L ]AST�ILceR LIG SLS'ARE PED LOME FOR FIELD lO-w MIK LEI.GTH OF MODULES 5577q{7 N1�5 10'-0'H[K LENGTH DF NODULES 5V-0'MAIL LENGTH OF MODULES � p� 2 INST�:LFa%O 81'15 D LOOSE FDR.FIELD 54'it PAX LENGTH OF MOOULE5i OCATI{N Az 4257 4257 t is w v lol r Rl 1 1?�._•Ir..tit 4257 4277 WITTH�T.TME VE1lT5 3. "0094%.9- 41-11, Tp� �q',,❑RgILS. 00'..A5F'OViS. 6 GRAINS LATH ___ T__ __, A��p �gg�LL I] qq II� ___. .__._._ E"009 N gL]LWO, ANCE /(R LOCF7L ,,___-__. OCKS RILE FIRHI[ A"D AST 8Y I KITH.STATE FPO r v.r .3037 +❑ RRfaf>£ it 4'-1l'MIK NOTE-3 "'. ,`I I ,.lir ', CODES. FA`ALY ROOM 1 1?Ana l , I r l , {. BaSEMEHtr WUrO0W5.ARE OPTIQYL FYa UISifY.LEo BY O<.N Il , 1 I FLT. ILDER- - - amRmm T-0"MIK `' .1-- 0.OSET ,.. 5. pS T RO'.J OF�tDN,R FMSNALT.CLbSET MIN ARE'70 SFi, ' 4'-O'HU1 ALL SL IDUG Fes,IPPFR LEVELS.SHIPPEOOSE FDR MK GRO55 FL00.R o Inw a adl pl Itt + " , Y FIELD INSTALLATION BY BUILDER.= r RRER SD SF i ii i r.m v u ru ii •`' ' i, l i r E YVEN:FR OR FOLTFIRTION SIDING SUPPLIED II I. 1., 6 R�9 INSraLLED BY BUILDERBATH•3 Lurw.r s om INOTE•3 OPL DINDIG RBATH-•2 T-D'HDV. NOTE ' I r raF T.N00.0 I i ' OPt.BED.4UGHi i•8 Ix yr wer I, l7. IE 1T1tNRTI6YYF£tQiT OF TAL CCr4IMNEYYS FIELOPT.FA`ILY 4 '' 7-0MW. , DEIt 11 MIK 0.RER:70 SF +' 1II 1 hU EPOtNT V EMSN.AZM 70 �' 1, ,� H�T� ' 4'-1t ar LERSi 777 lIIt7£R h6kY PA%�THE:ROOF frG 1�;"I. ,. B. IF GARRGEIS SPECIFIED.DOOR Fl"D FLOOR ARE THE: KITCHEN +. ,+r Z❑ I I . 3. U I i y .' I 6JILDERS RESPOI>SSIBILITT. . i, _ _ _________ ___ -_ �O -. .___ g RIDGE VENT SHIPPED LOOSE FOR FIELD INSTALLATION S +; i ❑ T-0`HM - 11 13.:. 11 -- BY BUILDER SEE GENENE%i_NOTES-Z>NOTE.30...51iT 30: b SO NOTE•22 S 0f41IX FAi re>LL I NOTE! b i till - ttUiE 49 NOTE.g b _ ! 1 1 1 1` ALT -------- 11 ----�- NOTE-SUTILITY , NOTE•SNOTE es __ -__ i T1 - SEE NOTE-Z7 O 9 FLL FLOOR PLAN NOTES rl 1.1 11 t 11 1:1 '1nSTAIRS NOTE-!I+ 11 tl[iH T1i05E i' T-7'-(r MM YI 1 I I 1 L}. 14 I1 T-0' U �+ r Yi h]_I n T-0'HUN. 1t VIIVALATA 11 11 20'-0"MISE j.1 W - R >_• I H t- {..1 _____ ..MIN."REA4 I+ ,7 +' FA•SILY ROOM r 1 I ..l' 2 &L B$ ?T T�PROM B';LIGHT b 4x 150 5F' ---1+ „ II �T! _ Ir I-' �TI[N AS ROOM SrZ%U"ix ii TE-25 - r-f_ ?i. :NOTE•1+ ll'-S'H01 i , �� eEDROOH In. Ii_____li ii i 9. SEE SM 6a FOR FLT FRHTlTE KITCHEN s BATH LAYOUTS: 1, MPI.FiRiR 70.SF Ir------ FO YF�2 :.DIM VFRIE5. , i + i+ s' I t_____!1 , T-❑'MIK , 4. &It.F30&FDUS ILABLE IN MOST BRTH5 LOCATED ON 1 amROOM WITH MIRTH •• ERIOR .X , LTEb]- '`-----�I- WITH WI OPT,DINING ROOM 1 ,.•� 11 t I ,i 1+ S. M gE 0. TT Vi ,+ FA^TD_Y �,L___.__t�. OPT..FA91LY ROOM '-+.WIN=RELOCATED U' i' " T-D'MIK 1.1 D,q❑OM '' T E DETT10.�5HOMY IN WITH ID MM PIER 70 SF' i'• ' i 6 ALL ROOF PITCHES SMOL.N.ARE 5/12 UNLESS OTHERWISE + LIVDVG ,] OPT.GARAGE IS PROVIDED +� „ _ ,1 .HIM.RREM 705F 1, i MIK.FILER 711 OR 150 g DIM YFRIES LATH WIDTH Cr UNIT ,.' +I r, T-FJ"FIp1 11 m i' .ALL NVORAILS 6Y Bunl)ER li FEIC�iP 34'MM 38"MAX ii `---- - ' _.t---- ii ii i+ 7: Iii CEILINGS AVAILABLE IN MOST LrdTS. ---- Tl ' ------�-- --- FORSTAIRDETRILS.SEE SHT 4n. 1., 1 i. +237- 4257 ---- -----':I SEE1 91T 7f. OPT.DRESSING-RM. -______.____.. S. WITI- THEla�FULL lN1ft 1RO BATHS PAY I1.ADDED 4REML 257 4257. - 1❑ - ---------_•' URNS�7gg p ONU[�FiGlQ3G5. 4257. OPT.0.0.�T 4257 SIIGHT. EN UNIT.MIIESS ROOM-DIMENSIONS.ES. 4257 1257 .. 11NII5 I YFIFTING �;0E7[DROOt4 LIGHT. VENT FTD EGRESS FOR FiFHiTf E SPACES. tFLLY9 5F6Y.L t$Cd'4PL1ED 4ATHiFIRST FLOOR PLAN �py�7ry5 MILT aET44 OPT.OPEN FOYER-SEE NOTE•28 9 HILL Mi7Y i LOATm IN FRONT OR Rc7 ILODULESSOR�7jy5p�gIr BBEgRRD-ATED R3'. MIR MgBrTA�E FILER 70 5F la THIS tKaLL MAY BE OMITTED OR EXTENDED TO FORM. 6MY THE,�PLFIREICABLE BJ1La F COOR IS GOVEFaL`D AN �GiWRr. ['' p IL SHUTTERS-�OPTION L. SEE SHEET Ski, GENERAL nroTEs -.z. NOTES 13 H+LZ YAMX'AM%ws=9 SECOND FLOOR I LRN 22 FOR LABELS RD DATA"TE LOCATION%SEE SCF: EI LJ4"L'-0 FOR CROSS SECTIONS RW ALTERNATE CONSTRUCTION DETAILS GENERAL NOM-2.NOTE.7.RiT 3b. SEE SHNS 7F..79.7I.71.7k-l.71.7m.7.1t.S.Lm.&L ---------_-------------------- SEE SHEET 3b, GEJNERRL NOTES - 2i NOTES a13 IS -17 33 iT5 ESS AND NOTES. !' 1 SCfA-E 1/+"=1'-0" 1+.FOYER E•RY IKiVE 7.5� CLG HGTH OR MAY LE OPEN. ` FLOOR CE ' 12 tz. , FOR 9/12 0R 12/12 ROOF OPT..SEE SHY 7g TO 5ECQa 12' ., ''`-I12 IS: UPPER LEVEL HAr BB�E SET FLUSH WIm LORER OR 77❑}� LOWER CMWCT.SEE FLTi1fL FLOOR RFY1. •, ' '..t I6 RE tow R-AIV�S 5HWN WIl.L VARY WITH OPT.,.D. �i _ a. 17.LO'.+ER-LEtirl.MAT_ L l'Fl?!CAPER THIS FREA f T ' SEE SHIT 8e 1 r OVYS]GARAGE SMALL BE.SEPARATED FROM NJ4?£R Or RISERS CAN VARY �+�'� MAY� ITABLE 1. DWELLING LMT BY 344 HAIR CDtiSTRUCTION S�SECTION 3MI 11RtXJCd'I 30322 _____ 18-. :4 tARIZOYTAL YIMT_S[DIHD S:HDWN.DTFER C /tEMgr SEPARATION W7LC TO BE V?8105 ,. SEE NOTE r21 FOR ESECT TRU35/RfiFfL?2 REODRIFT SE ON LDWER N_VlaR OF RISERS Cm VARY ------- ROOFSECTIaNS ME TO aV041-DRIFT.SEE - ------ StM StM DRIFT SECTION OF THE CRLCU.RTIOA'S PAV.f3.: - SF'fICE.R'SERVED FOR THE HEW YORK STRtSP.Of.APPROVAL a EL00f� PLAN NO'TE5 CONT. --------------------- -------t - TME WIDTH OF WINDER TREF05AL R ACCESS P01211T NOT MOW Ttlm 12 INCHES 19. FROM THE SIDE WHERE THE TFEF05 20. INTEGARAGES:SES PACE 9c1 6 9c_,FOR r / i ARE Nei WER Sti9L.L NOT BE LESS DETAILS OCT FOR NYI TH42V 10..IN$S mo Ire MIMMU.M .SEE PAGE 9c_3 FOR NY. ��,�MPH 3-SECOND GUST ti77E•17 + WIDTH OF ANY TREFID SMALL NOT BE .2L M OPENINGS BETWEEN THE GARAGE AND RESIDENCE- FIR NOTE•20-NOT-FOR NTS �. IF55 THAN 9 RCFES.. SMALLDOOR BECOUIPPEDEW WITH WITH A_AJM CLOSING DEVICE: ACCESS OPENU,GS IN GR+''PAE ELFCEILV CTG.. MAT OPLY 13E IHSTPLLID IF VERTIC L SEPHZATIO:V __._____________________y 15 MAINTAD4F.D 5ETVEEN.71E RESIDENCE-&GR07GE ® , ! ALTERNATE STAIRS 22 b E�e SF"r I� LMxH�SrP�gF`I�E'srtrpI LE z -*----- -----�- ; SCFTLE:11+"-I'-©^ r21]E ra15T HWXnD+..r a E Ti CLI a9?lB1:£5.. ir 23. LRO55 HRT RR UN G:M01 C&ES. AREA THE�y,G S��OHI FILO'.)d4 SITE Z+. FORIOPT OVAL ELEVATPON5,SEE SHT 2E_L. 25. MIK WIDTHS-FOR STAIR-OPENIM-15;3 ' 26 FOR OPTIOi`YL CLOSET COFFT9RAT7ON5.SEE SHY 6n. FLPIFIELD:.NOTE 8 , . 1P-0'-MII1 227, 1+p�R M�Eq�R, IC DLLY]IF CRAWL 10 ---------------. T __.___.,e WATER ER OPTI�T�ES&OM2 IR f tM WIDTH HUI .____________--_.____r 4257- 4257 �( 2&- OVY]FOR NGS I THETLOOI SR RD OESlGN CATEGORY :: Lr{-f'.O/1 S �jJ �.VIOJ.S �X FRONT ELEV�ITION seALE; Li+-=r-m EX TW VE THEEZ�D5 PER SHALL NOT n E7ICEF33 TW£LVE 1t27 FEET 0R SO PERCENT OF 7>'£ LEAST FLOOR OR:ROOF DIM&JSI0`L (,•.n�a.v�. �{j J+�tJ.3 b l'O��C��Q FAMILY RODEN OM Af.Rt915fK1 GSF4'd.cWa-mk k2 IZ .wY 1_. . Aib14T Yt721!-DOC, ' tx wq�yrry7�.xtra r I ' �,. -� •4v rwtaraerrnh•Ir+�'WnrM Dm-� .'. . �. •1f•r•Y�.T.vAM/( n.t� MAX CANTILEVER 1FF2 PER SNOW LOAD d MCCULZ WIDTH4 REFERENCE SECTICN-4+WIn-W ltE ALC MRl KITCH4: ^' --. MASTER SERIES 1t iv (z tom, TWO STORY MODELS 1 i 1 OVI'IG- ' 1 +_i f i i i i i, i': ONiG ' i i ' CPL.BATH plt..54 � FLOOR PLAN. ELEYRTTONS $ NOTES 3 MUNCYHOME$ INC. PLAN W/TYP OPT OFFSET atn n 1567 PR ROUTE 44-2 RFRC FT FVRTIQ4MUNCY.. PR 17755 I- FT 5I FI VRT fliV- RIGHT 5TC]F Fl FVRTIA].V SCALE l/6 2-0 SEE SHT 2E_I FOR OPT. ELEVATIONS DRN BY DRTE SCALE SCRLe 1/81�41-01 txlT-,2,2�'� MJL 3=22-91 SH0411,1 LO-26-2012 2j ELECTRIC CIRCUIT SCHEDULE SEE NOTES •7 AND •8 DOOR SCHEDULE WINDOW SCHEDULE WINDOW SCHEDULE • No. DESCRIPTION WIRE BKR POLE No i SIZE U VALUE MRTERIRL FINISH TYPE IDENT. NO. U VRL LIGHT VENT TYPE MAX. FLR. EGRESS ARTERIAL SHGC IOENT, N0. U VRL LIGHT VENT TYPE MAX. ALR. EGRESS ARTERIAL SHGC ING AREA SF CLR. SF RRER SF CLR. SF 1 GFCI SMALL APPLIANCE 12-2 WIG 20 RMP SINGLE EXTERIOR DOORS-ALL GLASS TO BE SAFETY GLAZING SUPERSERL ANDERSEN SILVER LIME SERIES 2 GFCI 1 36':60• 200 - STEEL PTD BLANK 2257 .44.33 5.78 2.95 SH-OH 7225 - VINYL Si-OH SH-DH SH-DI SH-OH 2a GFCI SMALL APPLIANCE (OPT) 1A. 270 197 2 LITE 2255 .49-.33 EM 344 SH-DH 83.63 - VINYL 2259 .31-31 5.93 - 5.43 2.81 - 3.07 SH-OH 7025-67M - VINYL 4 2b GFCI SMALL.APPLIANCE (OPT) " _ _ 18 350 550 9 LITE 3037 .49-.33 52 2.59 SH-ON 64.75 - VIIJYL 3037 .31-31 539 - 495 243 - 2St SH-OH 6075-6188 VINYL 3 GEN.ILLUM. AND OPT.HWBB TOE HTR 14-2 WIG IS AMP 1C 350 1161 15 LITE 3449 A9-33 1142 421 SK-w 10525 - VINTL 3449 31-31 859-1109 4112- 427 S1-OH 10050 -10113 - VINTL 4 GFCI BRTH(SI. 12-2 WIG 20 AMP 10 36•.80` 770 L70 BLANC W/1 SIDELITE 3465 EGRESS _.44.33 U-SB 584 SH-OH 144.75 5.8 VINYL 3837 .31-31 7115 -663 321 - 3.42 SH-OH 8025-BZ88 - VINYL 4.GFCI WHIRLPOOL TUB(CPT) 1E 270 237 2 LITE W/1 SIDELITE 3477 EGRESS .44.33 1295 7.06 SH-DN 161.88 71 VINTL 4237 .31-31 7.91 - 7.47 38 - 382 SH-OH 90.0-93.38 - VINYL 4b GFCI RODITIONNL BRTH5 (OPT) IF 350 720 9 LITE W/1 SIDELITE 3857 EGRESS .4493 1L4 5.71 SH-DH 14Z50 5.7 VINYL 3565 EGRESS .31-31 1219 -ILS5 SM -613 SH-0H 14525- 14438 58-61 VINYL 4c GFCI ADDITIONAL BATHS COPT] 1G 36•x00' 270 3.4.0 BLANC W/2 SIDELLITE5 3869 EGRESS .44.33 14.11 7.1 SH-OH 176.38 7.1 VINYL OH=0"40 3859 EGRESS .31-31 1205 -11.44 5.71 - 602 SH-DH 142.75- 143.00 5.7 -6.0 VALYL S GENERAL dLUMIINRTION 14-2 WIG 15 RMP " 1H ^ 770 4Z7 2(ITE W/2 SIDELITES 4257 EGRESS. .44.33 1281 6.4 SHHOH 160.00 64 VINYL -0'39 4257 EGRE55 .31-:1 13.02- 1241 616 -6.46 5H-OH 154DO- 15513 61 - 6.5 VINYL DH-032 6 - 11 350 8.9D 9 LITE W/2 SIDELITE5 2488 42-.28 522 5.47 CSMNT 6525 - VINYL =032 SH=0.33 7 1J 36'x80` 2011 - BLANK CLASS 'C'U. HOUR) 3096 .42-18 459 4.81 CSMNT 57.38 - VINYL 2546 0.32 541 4.46 CSMNT 67.63 _ ,�.L C5=0.30 8 " ' • 2 32'x80" 20 - BLANC 3060 EGRESS .42-28 8.39 673 CSMNT 10486 711 VINYL 2936 0.32 4.76 415 CsMNT 5950 - VINYL .NDTf .6RANGE 8-3 WIG 40 RMP DOUBLE 2R " 210 57 • 2 LITE 4848 .42-28 10.44 10.94 CSMNT L3050 - VINYL 2960 EGRESS 032 852 8.36 CSMNT 10650 8.4 VINYL NO '.6 WATER HEATER 10-2 WIG - 25 RMP 28 .-:150 550 • ` 9 LITE 9660 .44.33 2820 Sao PICT-Di 145.00 - VINYL 29602 EGRESS 0.32 1733 1 17.132 CSMNT - Z1683 fly VINYL ll WASHER (OPT)SEE NOTE •4 12-2 WIG 20 AMP SINGLE 2C " 350 1161 15 LTTE 9558 .4433 30.10 SM BAY-5H-0H 14650 - VINYL 3436 0.32 4.89 1 35 CSMA 6113 - VINYL 12 DRYER(OPT)SEE NOTES +d .6 143 WIG 30 RMP DOUBLE 2D 200 - " ^ BLANK CLR55 'C'0. HOUR) 9855 .42-28 2211 915 CSMA-BOW 22675 - VINYL 9759/9959 .31-31 30.78 -1.70 724 -7.78 PICT-SH-Di 161.01-7-19550 - VINYL CDOKTOP Copy IN LIEU OF CXT-91 10-3 WIG 30 AMP 3 77x80" 376 39110 FRENCH 9862 .42-28 2492 1032 CSMNT-BOW 258.0 - VINYL 9558 .31-31 27.03 7.0 BRY-DH 17725 - VlNYL NOTE„6 SINGLE WALL OVEN w7 IN LIEU C>F acY.eJ 12-3 WIG 20 AMP 4 36"/36"x0R 200 - , DOUBLE 3'-11'INSULATED JELD-WEN 9862 .32-32 27M 1134 CSMNT-BOW 22&75 - VnNrL DOLE WALL OVEN mPT IN LEI OF CKT.at B-3 WIG 40 RMP 5 Elft"w 56-36 25M WOOD VINYL SLIDING GLASS 2257 .50-35 5.4 291 SH-DH 67.50 - VINYL NEW YORK ENERGY NOTES 15 DISHWASHER(OPT) 14-2 WIG 15 RMP SINGLE 6 77.80" -56-36 3100 '• SLIDING GLASS 2265 SD-35 628 34 H- 2 5DH 71150 - VINYL is -GP6a3RGE DISPOSAL(OPT) 61 77x80' 29 3,9 VINYL VINYL SLIDING GLASS(SILVER LINE) 3037 50-35 4.81 2.37 SH-DH 5925 - VINYL 1. BUILDING THERMAL ENVELOPE COMPLIANCE REGRRDLESS OF THE TYPE OF HEAT SHILL BE DEMONSTRRTED BY 17 MICROWAVE(OPTJ •' " COMPUTER SOFTWARE R5 PROVIDED IN SECTION NLSOL41 -NYS REScheck. 6D. 96•x80" 56-36 4491 WOOD VINYL SLIDING GLASS 3449 50-35 794 399 5H-OH 99.25 - VINTL Z NYS REScheck CALCULATIONS SHALL DE PROVIDED TO THE RUTHORITY HAVING .JURISDICTION. BUILDER OR RETAIL CUSTOMER HAS OPTION OF USING REScheck TO DETERMINE ENERGY COMPLIANCE ' 18 TRRSN COMPACTOR(OPT) 14-2 WIG 15 RMP SINGLE 7 00^ 0• .47-35 )940 " SWINGING PATIO 3465 EGRESS .50-.35 11-03 587 SH-OH 137.88 5.7 VINYL 3 INFILTRRTIOM WINDOWS AND DOORS 19 - RADON SYSTEM ATTIC FRN(OPT) 14-2 WIG 15 AMP S)NGLE 8 77.8" .47-35 2390 3477 EGRESS 50-35 133 693 SH-OH 167DO 69 VINYL R WINDOWS -3 CFM PER SQUARE FOOT OF WUDOW FRIA. GENERAL eor��w��• ,• _ 6 SLIDER DOORS- 3 CFM PER SQUARE FOOT OF DOOR RRER 20 3857 EGRESS .50-.35 1085 5.65 SH-ON 13563 S7 VINYL =032 C. SWINGING DOORS -S CFM PER SO-IRE FOOT OF DOOR AREA. 21 , , , 3869 EGRESS 50-35 1350 690 5H-OH 16675N75 5VINYL 4. FOR CRAWL SPACE.HEATED OR UNHEATED BASEMENT,FLOORS A O/OR FOLINIOAATION WALLS SHALL BE INSULATED IN SH--034 ACCORDANCE WITH THE ENERGY CODE BY FIELD CONTRACTOR FIELD CONTRACTOR HAS THE OPTION OF PIRCHRSING 22 4257 EGRESS 50-.35 1221 6.11 SH-OH 152.63VINYL MANUFACTURER CS--0.27 S HVACEOIIPMENTT S4FLL COMPLY WITHOURCE SECTION M140L3, WATER THER THAN THE MODULAR HOME 5441-1--COMPLY WITH SECTION P2B01 23 �. , 2488 .42-32 4.69 5.46 C5MNT 5853VINYL PIC=096 6 HVAC FIND WATER RENTING,PIPING AND Ol1CT5 SHILL BE 1NSLLATED RS REOLIREO IN SECTIONS NL1033,N1103.4, N710321 24 , ^ " , - 3036 .42-32 450 519 CSMNT 5625VINYL 7. WATER HEATERS WITH VERTICAL PIPE RISERS SHALL HAVE A HEAT TARP ON BOTH TW INLET RND OUTLET OF THE 25 INTERIOR DOORS 3060 EGRESS .42-.32 827 927 CSMNT LUM38VINYL WATERHERTERUNLESSTHE WATER HERTER HRS FIN INTEGRRL TRIP OR IS PART OF R CIRCU ATING SYSTEM•, " _ - 8 THERMOSTATS TO CONTROL HEATING SHALL BE CRPRBLE OF.DEIING SET FROM R MIMMUIM OF 55"TO 85'F. 9 18.80" WOW PRE-FIN SWINGING 4848 .42-.32 93 1092 C5MNT 11725VINYL RT LEAST ONE THERMO5TRT OF THE PR�HRBLE TYPE RO BE IHSS IN THE LARGEST HEAT ZOND SHALL BE PROVIDED27 " " 10 24.BP - - ^ C45 .42-.32 2820 1679 CSMNT-BOW 35250VINYLFOR EACH SPAAREATE DWELLING UNIT IELCT).FOR NONELECTRIC UNITS.FILL THERM05TRTS SHALL BE PROGRRMRBLE TYPE 9. FIREPLACES SHALL HAVE PROVISIONS FOR OUTSIDE AIR FOR COMBUSTION AND DAMPERS NOT TO EXCEED 20 CFM OR 28 ll 30'x00" - - " " 9660 .50-35 31-49 722 PICT-OH 18050 - VINYL TIGHT FITTING DRAPERS AMD GLR55 DOORS.GX75 FIREPLACES SHALL HAVE RUTOMATIC IGNITION. 10. THE BUILDING ENVELOPE SHALL BE DURABLY SEALED AND AIR LEAKAGE TESTED RNWV 43 TO LIMIT INFILTRATION 29 12 37.60' - - 1840-18/46 50-35 24.59 6.21, PICT-SH-DH 1560 - VINYL (TRBLE NU0242)THE SEALING METH005 BETWEEN 30 , , 12 34".97 - - " 18-44-18/46 S0-35 2594 624 EAAY-SH-0H 156.0 - VINYL DISSIMILAR MATERIELS SHFI L PILLOW FOR DIFFERENTIFL EXPANSION AND CONTRACTION 31 RIR HANDLER(OPT) 14-2 WIG 15 RMP SINGLE 13 36•x80` - - , " 3462 .4433 1484 - CHALET - - VINYL THE FOLLOWING SHALL BE IAILI�D,6TA5OR SO, DMA ERSTRIPPED OR OTHERWISE SE]RLED WITH HM RIR BARRIER MATERIAL, SUITABLE FILM OR SOLID MATERIAL 32 COVDENSOR(OPT) 10-2 WIG 30 RMP DOUBLE 14 41r.BP - - BY-PRSS SLIDER 34x235.675 .4433 9.56 - CHALET - - VINYL 2 SITE-BUILT WINDOWS,DOORS AND(MD�SKYLIGHTS. 33 FURNACE -FACTORY I'L'7FLLED(OPT) 14-2 WIG 15 AMP SINGLE 15 '24'.W - - " BI-FOLD 72.75.625x145 .44.33 522 - RIt•1CH'I - _ VINYL FXD=036 3 OPENING5 BETWEEN WIDOW AN DOOR A55FMBLIES AND THEIR RESPECTIVE JRMB5 AND FRAMING. 4.UTILITY PENETRATIONS. 34 FURNACE -FIELD IINSTALIED(OPT) 12-2 WIG 20 RMP SINGLE 16 30.W - _ , , , 725x725.14.75 .4433 5.49 - RANCH - - VINYL S.DROPPED CED-INGS OR CHASES ADJACENT TO THE THERMAL ENVELOPE 6.KNEE WALLS. 35 RIR CONDITIONER(OPT) - 12-2 WIG 20 RMP DOUBLE 17 36'.0• - - , ANDERSEN 7.WALLS AND CEILINGS SEPARATING R GR AGE FROM CONDITIONED SPACES. 36 RESERVED 18 48180• - - , 2257 0.35 498 3112 DH 6225 - WD-VINYL fl BEH M TIES AND SHOWERS ON EXTERIOR WALLS. 9.COMMON WALLS BETWEEN DWELLING UNITS. 37 RESERVED 19 6Vx00' - - " , 3037 0.35 4.46 258 OH M75 - ILO-VINYL M OTHER SOURCES OF INFILTRATION. 38. RESERVED 20 7h00• - - , RECESSED LIGHTING FIXTURES IN5TRTED IN THE BUILDING THERMAL ENVELOPE 94LL BE IC-RRTED, 3449 0.35 7.48 422 OH 9350 WD-VINYL BERRING R5TM E283 MARK AND BE SEALED TO LIMIT PER LEAKAGE BETWEEN CONDITIONED FIND 39 RESERVED 21 481Blr - - WOW/MIRROR BY-PRSS SLICER 3455 EGRESS 035 10.48 5.98 OH 13LOO 5.9 WO-VINTL UCQNDLTIONM SPACES IN ACCORDANCE WITH SECTION N11024.5 40 RESERVED 22 2V.80' - - W000 POCKET 3476 EGRESS 0.35 1272 713 OH 1590 71 WD-VINYL OwQ29 U. IINSU_RTION OF DUCTS SHALL COMPLY WITH SECTION N110321. _ON SITE BY _ 41 RESERVED 23 30`x80• - - , , 3857 EGRESS 035 1031 5.73 DH 1713 57 WD-VINYL PIU DUCTS SMALLDUCTS LOCATED BE SEALED.JOMTS AND SEAMS SHHIL COMPLIDE THE 519LDDG ENVELOPE SHALL BE IDY�NITH SECTION MlROI 3l NL ELECTRIC HEAT - - 12-2 WIG 20 RMP DOUBLE 24 48`.80' - - - FRENCH 3319 EGRESSM35'.. 1289 5.73 OH 14325 5.7 WO-VINYL - QTS SHALL BE SUPPORTED EVERY 10 FEET IN RCCORORNCE WITH SECTION M360132 OR THE MANUFACTURERS INSTALLATION INSTRUCTIONS. H-2 , '• 25 6Px8V' - - •• , AIR FILTERS SHALL BE PROVIDED IN THE RETURN RIR SYSTEM. 4257 EGRESS3164 641 DH 14550 64 WO-VINYL _ SYSTEM PROVIDE SHALL N3 - , 26 72'.BT - - , 2936 520 480 CSMNT 65.0 - WD-VIM1 TESTEDRFOR DUCT-TL TNESS.PER NL10321 FOR BALANCING RIR AND WRIER SYSTEMS H-4 " ^ 27 48'.80" - - , , DOUBLE 2%0 EGRESS920 8.40 (SANT 1150 78 WO-VINYL 12 FRAME WALLS,FLOORS AND CEILING"NOT VENTILATED TO PILLOW MOISTURE TO ESCAPE SHALL BE PROVIDED WITH NS ^ Lar imm®u rte, •' 28 6PxB0' - - " IINSTfLLED ON AN FIPPROVED THIE�WRRM- INTERRETARDER �SIIIE OF pNSU.pA MAXIMUM�Oy TING OF 111.THE VAPOR RETARDER SHALL BE 5760 EGRESS1830 1&70 CSMNT 22675 78 WD-VINYL CS=0.30 F'I-6 29 77x0- - 13. MATERIALS AND EOIIPMENT 9-FILL BE INSTALLED IN ACCORDANCE WETH THE MAM(LFRCTURER'5 INSTALLATION 11460 EGRESS36.60 3340 CSMNT 45750 7.6 WD-VINYL PICH132 MATERIALS AND EQUIPMENT SHALL BE M4TIFIED SO COMPLIANCE CAN BE DETERMINED.14. ENT _ BE PROVIDED. DOORS AND WINDOWS MAY HAVE SUBSTITUTE.MANUFACTURERS,BUT SHALL COMPLY WITH THE 9657 M04 604 PICT-OH 15L0 - WO-VINTL IS RIGID FORM INSULATION,ACTURER $FOR ERE SPECIFIED, SHALL HAVE R MM�R-VALUE OF 5.0 R�MEAN TEMP PER LATER. FI-8 APPLICABLE ENERGY CODE,STRUCTURAL AND EGRESS REQUIREMENTS. 9855 21.60 9.60 C5MNT-BDWI 240.0 - WO-VINYL 16 FOR ATTIC SPACES WITH FIXED STAIRS AND REMAINING UNCONDITIONED SPACE, THE FOLLOWING OPTIONS SHALL APPLY: ELECTRICAL NOTES R-THE.all DER MAY ENCLOSE THE STAIRS ON LEVEL WrrKN THE ATTIC SPRCE THE WRLLS SURROUNDING THE L WEEN CIA.OYES:UrTS �GARED WILL NOT 617 IN R SINGLE F'fYEL BOX, 208 NEC a FCTRY A NOTES: ANDERSEN - 200 SERIES STAIRS SHALL BE IN5UI-ATED AND PROTECTED WITH A VRPOR EIRRRUR. - 2430 0.30 4A8 255 OH SL0 - WO-VINTL THE BUILDER SHILL BE RESPONSIBLE FOR SUPPLYING ALL MATERIRLS. R SLB-FEED SHALL BE REOIIRER SEE SHT 6a. L EXTERIOR RECEPTACLES B-THE FACTORY MAY EIICLOSE THE STAIRS ON LEVEL BETFATH RT7IC SPACE. 2. EXTERIOR RECEPTACLES SHALL BE INSTALLED AT THE FRONT AND REAR a)SHALL BE INSTALLED RT THE FRONT AND REAR OF THE DWELLING 3449 EGRESS 0.30 .1125 646 DH 140.63 65 WO-VINYL 029 THE WALLS SURROUNDUC THE STAIRS SHALL BE DMILFATED AND PROTECTED WITH R VAPOR BARRIER. OF THE OWELL.ING AND SHALL EE WEATHERPROOF AFD GFCI PROTECTED. b)SHALL BE COVERED BY FAN RN-USE•WEATHERPROOF ENCLOSURE 17. FOR BASEMENTS REMPIR&C UNCONDITIONED SPACES. THE BI/ILOER 5HRLL ENCLOSE THE BASEMENT STAIRS. EXTERIM RECEPTACLES STILL BE ON A GENERAL ILLUMDIRTION CIRCUIT cJ SHALL BE TRHPER-RESISTRNT RAD WEATHER RESISTANT 350 EGRESS 1 0.30 1 10.52 1 6.® OH 13LSD 61 WO-VINYL THE WALLS 5URROUDENG THE BASEMENT STAIRS SHRILL BE INSU-RTED AND PROTECTED WITH R VAPOR SARR1ER EXTERIOR RECEPTACLES SHALL NOT BE ON R CIRCUIT THAT HAS RECEPTACLES d)SHALL BE GFCI PROTECTED. TFE BUILDER IS RESPONSIBLE FOR SUPPLYING ALL MATERIALS. FOR BATHROOMS OR R SMALL APPLIANCE CIRCUIT. )51-FILL BE f)SHLL NOT N ADEN NERAL IT THAT HAS RECEPTFGLES FOR BATHROOMS OR MW 1-8. NO��TTE TW DS ASSOCIATED WITH CONDITIONED BASEMENTS WILL BE INSULATED FROM THE TOP OF THE BASEMENT RVAILIOR RECEPTACLES OTHER 1H3d THOSE REOUIi'ED 8T THE NEC ARE R SMALL RPPLTANCE CIRCUIT. 2257 .44.32 Sl 3.1 OH 6375 - WO-VINYL 19. A PERMANENT CERTIFICATE 5HPLL DE POSTED ON OR IN THE ELECTRICAL DISTRIBUTION PANEL AFTER THE REFRIGERAREILE OR AN ONTION 9)ADDITIONAL EXTERIOR RECEPTACLES OTHER THAM THOSE REQUIRED BY THE 3U37 .49-32 37 22 DH 46.25 - WO-VINYL BUILDING 1$COMPLETED RNID REFRY FOR OCCUPANCY.THE CERTIFICATE SHRILL BE COMPLETED BY THE BUILDER 3. REQUIRED TO RECEPTACLES ON SMALL APPLIANCE BRACH CIR(:Ufi5 ARE NOT NEC MAY BE ROOM AS AN OPTIONL OR REGISTERED DESIGN PROFESSIONAL RESPONSIBLE FOR THE COMPLETION OF THE BUILDING. LAUNDRY IR UIBIE ARE PROTECTED. Z D.1-GARAGE RECEPTACLES MUST BE GFCI PROTECTED INCLUDING GARRGE DOR OPENER). 3449 .44.32 7.5 49 OH 93.75 - WO-VINYL THE CERTIFICATE SHALL LIST THE PREDOMINANT R-VALUES OF D UILRTION INSTALLED IN OR ON THE CE]LING/ROOF, 4. LAMRY CIEII-IN 5.ARE STAN FAN IN CRAWL SPACE UNITS. �5. OPTIONAL O7LIN(i LSTES OR FAN LINES MRT REPLACE SWITCH]]RECEPTACLES. 3 AT BRANCH CARATS THAT SUPPLY 125-V0.T,15 AND 20 RMP OUTLETS A15TA1ED IN 3465 EGRESS .4432 lOb 59 OH 13250 59 WD-VINYL WALLS. FOUNDATION�MENT WALL-CRH4ILSPRCE NFLL AD/OR FLOOR)RND DUCTS OUTSIDE CONDITIONS SPACES: CEILING FAN L1TE5 MAY REPLACE CEILING UTES PROVIDED THE LIGHT 15 SWITCH-WIRED DWELLING UMTS SELL BE PROTECTED BY R COMB3NITIO.FTYPE FIRC-FRULT CIRCUIT ON=0.36 UfRCTORS FOR FENESTRATION. : I10EPENDANTLY OF THE FAN MOTOR '1NTERRLPTER(51 EXCPTNS BASEMENTS. KITCHENS.GARAGES. d&ATHROON15.E380211 RCNY 3476 EGRESS .4432 129 72 OH L6L25 72 WO-VINYL - WHEN THERE IS MORE THAN ONE VALE FOR EACH COMPONENT, TI-E CERTIFICATE SHALL LI5T THE VALUE COVERING - •6. CIRXIIT SCHEDULE F REFLECTS ELECTRIC APPLIANCES WHEN GAS APPLIANCES ARE 4 GFCI PROTECTION IS RECD W/I R 6 FT RADIUS OF R UTILITY, WET-BRR OR IJ31N7RY SING. THE LARGEST RRER. USED, THE WIRE BREAKER AND POLE PARAMETERS USED SHALL BE THE SAME AS S SWITCHED RECEPTACLES MUST HAVE ONLY 1OUTLET OF THE RECEPTACLE SWITCHED TO 3857 EGRESS .44.32 IDA 58 DH 130.0 58 WD-VINTL THE CERTIFICATE SHALL LIST THE TYPE AND EFFICIENCY OF HEATING,COOLING AND SERVICE WATER HEATING EOUIP. FOR R GENERAL IIAI'QNATION CIRCUIT OR MAN-FRCTIRERS 245TRLLATION INSTRUCTIONS. O1R_IFY FOR R'REUJOED"RECEPTACLE FOR RECEPTACLE SPACING REWQRED BY CODE 3869 EGRESS .44.32 1311 72 OH ISZSD 72 ND-VINYL D*Jl-RTION R-VALINES,U-FRCTOR5,EFFTCIENCT RATINGS OF FACTORY INSTPA ILEO EQUIPMENT SHLL BE ON THE 7. 202 AND 2005 NEC-ALL BRANCH CIRCUIf5 THAT SUPPLY 125-VOLT,15 AND 20 AMP 6 BR_CONM5,PORCHES,AND DECKS OVER 20 50 FT 5H LL BE PROVIDED WITH RN OUTDOOR MANUFACTURERS RESct ck AND/OR DATA PLATE OUTLETS IINSTALLED IN DWELLING LMT®ROOMS SHLL DE PROTECTED BY RN RECEPTRCLE. - 4257 EGRESS .44.32 11-7 6.5 DH 1465 65 1 WO-VINTL 20.ALL WORK DONE ON S17E SHILL DE APPROVED BY THE AUTHORITY HAVING JIRISDICTION RRC-FRUI-T CIRCUIT MTE35Z PTERM. FOR 2008 NEC COMPLIADE, SEE Z08 NEC 7. Ftl1 CELJM LIGHT BOXES TO BE RATED FOR 50 LB. EXCEPTION IF THE LIGHT WEIGHS 21. 50%OF ALL PERMAENTLY INSTATED LAMPS SHALL BE HIGH EFFICACY LAMP, CFLS SUPPLIED AND SBS OR LESS,R STANDARD BOT( MAY BE USED. 3037 .47-31 4.7 45 CSMNT 51175 - WD-VINTL INSTFLLED BY OTHER`' SILL SATISFY THIS REOIREMENT. MOnu(.7� 0NC ELECTRICAL NOTES,NOTE H FOR AnDITIDNAL REQUIREMENTS. y fl NOTE DHTT-f ID. fl AT 125-VOLT. IS AND 20 RMP RECEPTACLES INSTALLED IN DWELLING UMTS MUST DE 3061 ET>�55 .47-31 8.5E7-9 C5MNT 1062579 WO-VINYL ZZ ATTIC ACCESS HATCHES FND DOORS SHALL BE WEATHER-STRIPPED AROl1N0 THEIR PERIMETER AND '9 DE)SMOTE p..fRMS SFNRT NOT DE PLACED ON STANCH CIRCUITS PROTECTED TRMPER�iESISTFlM RECEPTACLES. INSULATED TO MEET THE SAME R-VALUE AS THE SURROUNDING CEILAG. HBY RRC--L CIROlIT INTERRUPTER AL SMOKE ALARMS SAIL DE SUPPLIED 3 RLL DWELLING UNIT$SHLL HAVE R COMMUIICATIO5 OJTLE:T. IF NOT PROVIDED BT 53U EGRESS .47-31 1711 CSMNT 21250 79 WD-VINTL CS=033 23 REf TACE NUOL4 FOR CLIMAATE ZONES BT CONTY. MAN FACTLRER. IT WILL BE PROVIDED AD INSTALLED ON!-SITE BY OTHERS. BTBRANCH CICTlITS DEDICAiFDTO SMOKE10. HYDRO-MASSAGE TUBS(WHm2LP00L_S)=RLL ACCEPTS W/I S F'T OF THE INSII7E WALL ON 11461 E(RESS .47-31 3411 CSMNT 425110 79 WO-VINYLTHE CONNECTION lF THE SMOKE Fl.R2M ERRMLTi CIRCUIT TO THE POWER.SERVICE THE TLB SHLL BE GFCI PROTECTED. IF THE WHIRLPOOL I5 CHORD/PLUCP CONNECTED, THE 9458 .47-31 25.2 PICT-Oi 15500 - WO-VINYL SPACE RESERVED FOR THE NEN YORK STAMP OF APPROVALsCP CES. OUTLET MUST BE READILY RCMS5M-F- W/I 17 ON THE ACCESS, FROM T7£ACCESS. MPH 3-SECON�10. (MO SMOKE A..ARN'IS S4fA1 NDT DE FLHCED ON ERRNCHI CIRCULUSPROTECTED 11 LAMP HOLDERS INSTAI.ED IN WET OR DAMP LOCATIONS SMALL BE OF THE WATERPROOF TYP 9855 .47-31 28.0 CSMNT-BOW 320110 - WD-NIMH I NO -'•� 121 B7'RRCfAIT CD2ClA7 IN.TERRIPTER A_I_SMOKE HARM$SFFLL DE SUPPLIED CENTURY SPECIALTY >L BSE ORRWIINGUFOR ONLTELECTRICAL NDTESORPMENi. t�a77w;.VENT AND NDTFS` 1 Z$//0 Iz SEE ALSO 2008 NEC.NOTES FOR RIDITIOHL ELEC REOMNT'S PER STATE SHOWN. L FOR EGRESS WINDOWS,THE MINIMUM WIDTH-CLEAR OPEMNG SILL BE 2(P. 2424 057 222 - 0TR(PON - - D_R0 Oaae)NetrCtH W17EODOHS aNsnx Z FOR EGRESS WDI)OL/5•THE MINIMUM HEIGHT CLEAR OPENING 5KLL BE 24". Nanxr,Art72)t-0oat 3 FOR EGRESS WINDOWS. THE MIMMUM NET CLEAR OPENING SHLL BE 5.7 SF(50 5F MIK FOR GROUND LEVEL OPENING% 2424 31 271 - OCT-FIXED - - VINYL 0.37 /FI Rr '9 � j r/O MASTER SERIES 4.AGGREGATE GLAZING AREA OF HABITABLE SPRCES 0.1VING, SLEEPING. ERTING OR CDOKCBNG) 51-FILL L BE 8%(F THE FLOOR AREA WITH 4%OF041M FOR VENTR.ATMR 2424- 34 225 219 OCT-OPER 2613 - VINYL 028 „'°";; "y'",�:«.��..",`P."'�, 5.FOR THE PURPOSE OF DETHPMORINING LIGHTro AVENTILATION REOIIREMENTS, ANY ROOM SHALL ���rrre.�....��w•+�. RLL MODELS WALL COVERING SCHEDULE BE CONSIDERED AS R PORTION OF AN MXPIIG ROOM WHEN AT LEAST L/2 OF THE AREA OF SKYLIGHTS �� „� THE COMMON WALL IS OPEN FIND UNOBSTRUCTED AD PROVIDES AN OPENIM OF NOT LESS THAN 2222 .55-.� 268 - sKrLIGHr - - CLAD SCHEDULES IS NOTES ARM(F WALL COVERING STUD SPACING 1/10 OF THE FLOOR RRTHE INTERIOR ROOM,BUT NOT LESS THAN 5 SOURRE FEET. 6 SEE NOTE•10.DRAWING 7111, NOTE.&DRAWING 7"FOR EXTIIMOR GLASS DOORS AND 220 .55-39 3.72 - SKYLIGHT - - O.Fa 1/4'WOOD FA•EZ_ING 16`oz. WIDOWS STRUCTU PIL REO7DREMENT5 IID 110-120 MPH WIIU ZONES- 2246 .55_.39 5,89 - SKYLIGHT _ _ CLAD MUNCY HOMES, INC. 7.OP RRTINGS FOR EXTERIOR GLASS DOORS AND WDDOWS FOR UNIT5 SITED IN 1567 PR ROUTE 442 110-120 MPH WAD ZONES ARE LOCATED ON THE AS-8 M T FLOOR PLANS. 5H=SINGLE-HUNG,DH DOLE-HUNG, CSMNT=CASEMENT,PICT=PICTURE. 1/2'or 5/8^GYPSUM BOARD 16'O.G OR 24'O.C. 6 OPERABLE WINDOWS LOCATED MORE THAN 72'ABOVE FINISHED GRADE MUST MAINTAIN THE NUMBER AT LEFT INDICRTES STD DOUBLE PRNE U VR_UE: NUMBER RT RIGHT INDICATES LOW E MUNCY, PR 17756 LOWEST FART OF THE WADOW CLEAR-0PENING R MINIMUM W'24'ABOVE THE FINISHED I/4"or 3/8"GYPSUM BOARD IT OG.OR I6'O.C. FLOOR OF THE ROOM IN WHICH THE WINDOW IS LOCATED. IF THE WINDOW CLEAR-OPENING - DOES NOT MEET THESE PERAMEiERs,THE BUILDER SHALL BE RESPONSIBLE FOR COMPLIANCE DRN BY DRTE I SCRLE I REV. SHT. NO. WITH SECTION 86132(206 IRC)or R61Z2 CON IRCI(NOT NYS) 112' VINYL COVERED GYP.ED. 16`OG,OR 24"O.C. 9.Al WINDOWS REUIIRE FLRSI-CM. DATABASE ram MJL 3-22-91 1 NONE 10-15-20111 3e 03\3e_n 06 FLOOR JOIST SUMMARY F LOOR JOIST SUMMRRY ROOF SHZATHING SCHtiDULE • WALL 5t-ERTHING SCHIEDLLE: • FLOOR SHEATHING SCf-LDULE: • ROOF PA`:Z SPAN O/C SPRCING 1110 MAxIMUM NOTES RATING REOIIRG0 P_LO1WVW- LIVE LOiO L ECJAL OR BETTER MATERIAL MAT'BE 5USSTITUTED. UIIT JOIST 3!8"PLY1l000 SHEATH9HNG 3/ff'PLYWOOD SHEATHING 19/32'TIG P1-71.A STl1R7-I-FLOOR OR EDJAHL SFERTH1IIJCl SPRY 2: MA`iITr AOTIkER HAS OPTION OF DECREASING T7-E 1 IN 5PACD.'G SIZE.SPECIES AMD GRADE OF FLOOR .JOIST(NOTE •2H UNIT JOIST 7/16' 7/16" 40DTH S'B:iNE. SPECIES AND G-ej:M OF FLOOR JOIST- SEE NOTE•1 6 2 15/32' _• 35/32• 5//m• THICKtL_SS RATING 24• 192' IE ELEMENT O.C. 5PAC0+G. 40 PSF LIVE LIFO FD�IT 1/f 1X2' 3/4" 3 EAT)JOINTED LIMBER MAY BE USED INTERCHHANGEASLY 3/8'OB.SF♦=3i7HINi. 3/Er O.B._' EF THING 7/16' 24/16 40 PSF 65 PSF 100 PSF WITH SOLID SAWN MEMSER5 OF THE SAME SPECIES 24 l5 2.8 125GDUTFp•t OR EOIA 24' 1Z" SPF 2/•1 OR a(1l.YL 7/16• 7/36• - �2-TVG OH STURD-Itl FLWR OR EVJfL 15/32' 32/1.6 70 PSF 120 PSF UBO PSF FAD GRACE IN I.XLL CA1iSTRUC7IQ"[ 24' 16" . 15/37'^ 23/32' 19/32' 40/20 130 PSF 205 PSF 3ff PS SPS Stir 3a.GENERA-NOTES-1.DOTE •15.FOR FIRE 1 Q2 EDCIT_ 24' 16' SYP n OR EOL1fL 312, 15X32" • RESISTANT ASSEMBLY IOIlSRH4ETAT5 I201Z.)RCI. 24' 24• 240 SIF 15OITM OR EOUL 24' 15SPF ISOUTHO 262 EOlHFB. 1/T 314' Y 4. ALL SUMMARY TABES REFLECT THE 2001.2005 AND 24' 15SPF(SOU7H9 2 OR EOIUL I5X32'CO:.BIFEiTIQV SFFATHO7NG/SIOING 26 f?' 2�SPF•2/•1 OR TP.[OR EOUAL i/2'COMBINATION SHEATHING/SIDD.T.26 t2' SEE GENERAL NOTE •S 2OI2 PDS. 26 :15 2.8 SYP d OR EaUL 26' I5SPF•7/+1.OR EO1ii_ 19X32'CA:BAAROH SHEATHONG/SID7FX1S 4hf7^1 ATTIC fL00R 75.CESIGlffD Fat Si(RAG'E,lfiE Zn^ 15 2,10 SPF(S01JTM) 2 OR EOURL 1SSAF(S[ItITHHI s2 OR Et)IIFL 5/B'CDN'BVNATIUN SHfAT111HX:/51OIN1i THE-ROOF SHIERTFiAC'.SQEDIILE A/8'N07 fPPLtCPBLEl 2EI 24'26 24' ZdO.SPF•Z/.i OR EOCRL �' 15 SPF ISDIItM 1 OR EOSIL 6. INTERIOR MNt4A08EfiY3NG 4bLL5 MAY BE 2x12 5PF(SOUTtO 2 OR EQUAL 28 15 SYP 2 OR EO SL SEE GENERAL NOTE•7 INTERI R NC OF WOEO STUDS. 26 192" 3x2.9 3/8"TRUSS JOIST C12 EOLgL 15 : SPF GSOl1TM 2 fR EDIUiL LvDOD:SILOS 57411(3E A f1TK. 2.3 SPF STW GRADE 3L' 12' 2,10 5TP 2 OR EQUAL 31' 15 2.12 STP s2 O2.COLIRL „PACED NO MORE THAN 24'Or-WITH R MRxIMuM 28' 12" 2x8 SPF•2/.1 OR COLFL CEILING HEIGHT 0.10`-0% 1.6' 2x10 SPF-1 OR s2 OR Eaux RLL 5tERTNING I5 RGENCY RATEO ASIAN OPTWN,PILE-ENGINEIRED WOODS STUDS MAY 2B z4' 2x10 STP t5 OR ED2 O AL50 I£UTILIZED.THESE ARE MANUFAiCTURED.IN. 28' I4" Zx12 SPF 1r TRU S OR EQUAL RAMMER 2.4 OR 2.6 N'OM114AL DIMENSIONS 28 192` •3.2x9 3/8'TRIUSS JOIST OR EDSL FLCIOR JOIST SUMMARY ROTES 7, RATED SFEA7lIIN"PFY.1:T:5 WITH ROOF SPAN RATING L JOISTS USED IN AN EXTERIOR APPLICATION TO BE PRESS-RE BRSEMENT WELL LORDS RNO CENTER GIRDER 5LPPORT LORDS AM SFf ING (NOTE 481 OF 24 az GREATER INSTALLED WITH LONG DIMENSION 31' 16' 247 SPF.21•L OR AL TREATED LUMBER. .. EITHER PARALLEL OR`PERPENDICULAR TO STIRS 31'. 24' 2,d2 SYP s2.O2 SS JO Z SEE SECT.4 OF iPPR07rc0 CALC MR1VfL. UNIT NUMBER OF TYPE OF UNIT ROOF PITCH 1�Ol.FD �iSEMEFIT fQITER GIRC£R' CENTER:GIRDEX 16'OR 24'OL UDZEPT 3-PLY PLTWOW PANELS MUST 32' 192" 3x219.3/8'TRUSS JOIST OR EQUAL WIDTH STORIES X/12 SNOW LOAD WALL LOAD$ BE APPLIED WITH LONG DIMENSIDN ACROSS SILOS SUPPORT LOADS SUPPORT SPACINK; 4.+fIV SILOS FARE SPACED 24.O:C.I- • SEE Oc'fRIL.5:OF SHT S. - 0'ql PSF E.2,-6 SEE ND -2- SEE H3...7 RATEO 5HfATHING PANELS WITH ROOF SPAN RATING 30 s r . s • s LE55 THAN 24'�INSTA E Fn WITH LONG DIMU01ON - PSF JIVE LOAD 24' 1 RRVCHi.ELL,SPLl7.TEE LESS TlCk`N 9 35-50 798-939 1484-1724 TLP 6-S EITHER PILRA.LEL OR PERPENOtCU3RTO STUDS16'D.0[EXCEPT PLYWOOD PANELS 3/8'THIICK OR 24' 16• 2x8 SPF(SOUTH)•2 O1.EOQ L 26 1 RANCHL ECL SPLIT,TEE LESS THAN.9 35-50 m-1008 ism-1861 9-7'-8-11' LESS MUST STL BE APPLIED WITH I"DIMENSION Z4' 24' 218 SP1--.Z/•1 OR ECUR 21E. 1 RAYJCH.ELL.SPLIT;TEE LESS THAN 9 35'50. 902.-1060 [6173-1964 g-4---B-B'. 24' 2+' 2rIO SPF 159UR-0 a2 OR EOCIFL 3l' I RANCH,ELL.SPLIT,TEE LESS THAN 9 35-50 1021 -12M 1952 2G' 15 2.8 5FF w2/1 OR E LFL 24 i RAISED.RRNCH' ._LESS T1CV 9 3S-50 8866.-L039 _1484 ZB 24` .2-8 STP•1 OR EOUR_ 26 1 RAISED RANCH LESS THAN 9 as 50 945 1107 )SOL-irffiI g-T B-11' 2S 24" 240 5PF(SOUTH).2 O2 EQUAL 2d 1 RAISED RANCH LESS THAN 9 35-SO sm-7158 3689-1964 g-4" 31 1 RAISED RANCH -LESS THAN 9- 35- 50 1105-1297- 1952-2272 1-9' 8-11 26 16, 2.40 2B' 15 21 SPF s2/s1.02 SPF(SOUTH)s2 OTLQ EOUFL AN 24' 2 2 STORY LESS THAN 9 35-50 1219 1349 .2284.-2524 5-8"-S'-4- .Q 29 24" 2110 SPF•2/.1 OR EQUAL 26^ 2 2 STORY .LE55 THAN 9 35- 50 1298-1448 2161-272E T•9'-7-S, 28 2 2 STORY LESS THAN 9 '35-SO 1365 -1522. 2594. 2864 T-7" 7-Z' 31' f2' 2x8 STP-2 OR EQUAL 31' ? 2 STORY .LE55 THBiN 9 35-5p 1551-1131 2992-9337 Tom'- 5-8' 31' i6' 2.10 SPF GSOOR 2 Q4 EOUL 24' 1. RRICH 41/gTT[C:STCiRAGE 5- 7- 35-50 1026-1337 12.0-1550 7-6'-6-10' 31'- 24' 2.10 5YP 1 UT EOLYL 3L'. 24• 2x12SPF•2/1 OR EQUAL 26 S RANCH W/RTTIC STORAGE 5-7 35-50 ID26 1337 1098-1282. 11'-8'-10-4' 29 1 RANCH W/RTTIC STORAGE 5-7 3S-50 ]226-_1337 ll130-..138-o Il'-3•-1O-F^ 31" 1 m4CH W/ATTIC 5T0.QAGE 7 S-SO ]137-1481 1343--ISM f0-5-9-8' EXTERIOR 51O]E WALL STUD MING-PITCH -APPLICABLE TO MARRIAGE WALL SRD�1MMART APPLICABLE TQ 24' 1 RR WIATTIC 5TORRu"E 5.-7 35-51.3 1116-1449 1260-1550 7-6"-6-FO" UNITS USING 5 AND 7/12 M0.40-PITCH TR1155E5 DOTS USING S AND 7/12 MONO-PITC{TRUSSES 26` 1 RR W/gTTIC SLORRGE 5-7 3S.-9J lll6-1449 1098-1282 IL'-B"-1V-9' WIw UNIT FAIH4 R liROUPD SIZE.SPEC7E5.GRADE. STW CEILDN NUV ER UNIT hU,BER T32pLUND. SIZE.:.SPECIES.GRPOE: 5TL0 CE7LUSi ZB 1. 'RR W/AMC STORAI2:• 5-7 -SD 111fi 1418 311'0 '.1386 11-3'-1D'-4•. ZONES WIDTH OF SNOW- SEE NOTES 7.8,9.kl. OC HEIGTT I1AQL WIDTH OF STOW SEE NOTES 7.9; II. _W HEIOtT 31' 1 RR W/ATTIC STIRAIGE 7 35-SQ. 1227 1543- TSPFI STORIES OTD 0' SPAC7N>' NOTE 6 WALLS ST�[ES--ORD(P SPRCDHQ NOTE 6. 1343-:IS85 12-6"--g-B' 2.6 SPF STIR 15 95'_- 2 24'-.31' 1 -35 2.3 SPF'.Z/•L .Z4. �„ 24'' Z 2 STY W/AT73C STfRFE 5-7 35-50. 1422-1731 2CHW- 2350 5-ll'-S-7" NOTE 3 2+'-31' NOTE 5 SO- 2x6 SPF STUD 24` 95 2 '21. 1 .50- 2x3 SPF+2X•1 26 2 .2.ST7 W/ATTIC SiO29CE. S-.-Z 35-SO .1420--1731 1958 -2142 8-8"-8-}:. Z 24'-31' 1 50 Zai SPF-STIR 24' � 2B 2 2 STY W/ATTIC STOtZfGE- 5-7 35--501422-373) 2085--2241 8-5'-B-O' 2 24'-3l' S-2 50 2x4 SPF STW- 15 -95 31' 2- : STY-W%F3MC 57QZgCE 7 35--50 1575.:-1919: 2353.`-2545 T-il`-T-Y: 2.6 STUD ST1S 2 CC'INIEMPO3RT LE55-THAN 9.._ 35-Sp- 1386-15;6 2638--29F6 B-It'-T-5 2.6 SPF STUD 24• 95 M WALL STUD S YV ART-APPLICABLE TO LUKT5`WITH A-5/12 A� 3L' Z CONTEYFDRI�T LE55.7YFi4 9. 35-50: 1563-1743 2992:-3312 T-5-7-TY LATE 1 NONE 5 7/12-ROOF PITCH AND THE ATTIC IS USED-FOR STORAGE;APPLICABLE TO 24' t GA E 9 $-5p IM9-1372 1010-1176 B-2'-T=9- LHETS WSTH..R-.9/12 O4 12112 ROOF PITOi• SEE ND7E 10: 26 1 .00.E 9 35.-SO 1049-3372 1044-.1202 11'-fY'-Il'-1" 3211. 24'-11. 3-2 35 L6 SPF STIP NOTE 15 g5 D1UMN3rR -LMT NUMBER GROUND SIZE,SPECIES,GRACE STUD CEIlIING; -28 1 EWE 4 3S_..50 1244-1372 11Q2--1268 21-T- 10-111' i HViRR WIDTH OF SNOW SEE NOTES 7,9,It OC-- F£IG1ti -24' 2. 2:STORY:CR°E S WALLS .STORIES. OD P9 - SPFYDJG NOTE b 35. 50 1443-17b6 1810-1976 6-4"-6-P 25 2 .2'STORY CAPE 9 35:-SO 11.43-17.6 19]4 - -2 8-!Q'--8-5 E'XTERFOI SIDE PIT SfW SUH AMC-APPLICABLE USE F T4 STORAGE WITH A 2- 24 ^31' t 50 243 SPF e2X•1 24' 9E 28' 2 2 STORY CAr:E 9 35-SIT [443-1766 2011-23$1 B-T-B 3• S/1.2 ROOF PITCH AND THE:AIS USED FCR-'ST(14A(£ 2- 24'31' 1-2t Sll .214 SPF STW 15 95 24' i CCE 12 . 35.-50 F032-)346 1282-128+ T Il•-T-6' ONE IMT. NUMBER GTNOUO SIZE,SPECIES. IJ STUD CEIGHTCOLE 12- -35: 50. .1032-13W 1204 MO 31-1`-1D' ZONES W107N CF- SLAW SEE NOTES 7,8.9.11: OC HEIGHT MdT�R1FY.aE{HALL STUD SUMMARY-FPPLICBE TO 28 1 CAPE 12: 35-50. 1032-1346 1252 1492 10'-11'-lO-O' MFTi 5TO2IE 5:.Of�Q' SPFCII DOTE 6 CAPES WITH A SHED DORMER-411/12 5TOE: 31' 1 CASE NOT300 24'-?$ 1--2 50 2.5-SPF 5Ti10 15 95 MUMi£R IMT NUMBER GROUND SIZE SPECIES.GRACE ST1fI. -CEILIPIG: 24' 2 2 STORY.CAPE 12 35- 1216-1600 lam-1571 td-7'._9'_9^ E l 24"-2B NOTE 5 50 2.6 SPF STW 24' �• -FVi32. WtDM OF - $NOL) -SEE LUTES 7:S.IS OC- H£I(3T7 35-50 .1426 3740: 1882-2084 6-3'--5.31• WALL5 ST0.43E5 OA8)tPy �DrG b 2S 2 2 STORY CAPE 12 35--SO- 1426--1740 2064-2300 B-C--8-0' 28 2 50 216-SPF STW 2 2 STORY CAPE IZ 35-SO- 1425 1740 2157 2397 8-3`-T_I(r 250 2.6:SPF STUD 2 24'-:31' 31' 2 2 STORYCAPE12 35-50 :1654-X138 2343--2581 T-1I'-7-7` SPACE RESERVED.FOR THE FEbi YQad STA'4P OF APPROVAL NOTE I NOTE5 . 24" 96• 2 SPF•2/-1 24' 96' 24, 2 l W[TH-SHED-OaRMER 12- 411 35..-SO 1.187-.14�- 1495-1753 6-6^-6'-0• 26 2 CAPE WITH STPD DORMER 12-411 35 50 1274-1536 _NOTE 0 t 24"-28' 1.2 50. 2.6 STUD .16' tH5 �` 2 CAFE WITH SHED DORMER I2.-411 35-S0 132+-I5M 16g)-!1165 7-0" &-6" MARRIAGE WILL STUD SLIDORMEmmpRY-APPLICABLE TO 3P 2 CAPE WITH SHED O0R?tER 12- 411 SEE"r.3c1: SEE 1.7,10 3c_I SEE DWG 31.1. SEE OWC 3�1 ��Q p,� SECOND GUST OWES..WITH R SHED DORMER 12/32 SfDE 26 2 SALTBOX 12-5 SEE OWC 3c1 SEE D.IQ 3c 1 SEE DWG k-I SEE tr=3c_S 3- SECOND�510E WALL STW'.SUMMARY-APPLICABLE TO M!ITS WITH'A NUM3-R- --LMT IdUMBER�:GROIre SR£,SPECIES.GRFaiDE STUD CEILING 26 2 SALTBOX .12-S SEE D4NG 3e_l. SEf OWG 3c1 SEE HPG 3c� SEE aG 3c_1 7/12 ROOF PITCH FID TILE ATTIC I5 USED FCR.:57DRRG::.APPLICABLE MAlZR WIDTH [lE SNOW -SEE.NOTES 7.9,-11 OC HEIGHT TD.IJNtTS WLTHI A 9/12 OR 12/12 ROOF-PITCH-SEE.NOTE;III bTLtS STafRtES ado.T9 SPACING NOTE 6 WIND LiNIT ta1MBER GROUND 5112 SPECIES,GRADE STIP CEILING Z 24'-31' Obi 50 2.4 SPF STUD 15 96' �1 FT.t`ti1MgER 15 FOR 35 PSF GROI7N0 SNOW 2G'A`€-D'L ZONES WIDTH 0. SNOW 5H1:NOTES 7,B,9,1t. OC HEIGHT 2 24'-SI' ❑M1F7. 'S0 h4 SPF STIR -24' � MPH 57QRIE5' OAD IP SPACING NOTE 6 RICKY NUMBER IS FOR 50 PSF.GROUM SLAW.ZONE a-9L 100: 24'-31` 1.-2. 50 2x6 SPF STUD 36" 95 2. LOADS-ARE GIVEN IN A SA MA FOOT. IDD- 24'-31` 1 -2 50 2.6-5PF STUD 24- 96- EXTERIOR cmc AN'MMIAG.F WE 1 SDI]NOTE - 3. Ct?ITER QIRLI:R SUPPORT SPACING ISH BASED LPO)THE LNSTALLATION Or R 3'RISC STD.STEEL PIPE NJTE! NOTE 5 L WIND ZONES MPN NUMBER'i5 3-SECOND GUST, COLUCL4 WITH Fyy 366 KSI AND Ll�'#U COLUMN LENGTH=80 FEET.ALLOWABLE[(['•'CENTRIC Z 90 a+D.100 MPH-356 WAD ZONES...APPLIESTOALL AREAS EXCEPT THOSE LCAO='34AOD . .AND�A 1/2'r 9".I?.STEEL PLATE FASTENED TO THE CENTER GIRDERS. HO 24'-31'. 1-2 SD .5 SPF 5FUD 15" 95 LISTED IN NOTES NUM�O 3 AND 4. ALTERNATE METHODS OF St1PF'ORT PAY BE.USED PROVIDING THEY ARE CAPABLE:OF TRf1Y.fERRIN6 THE 1.10 24'-3L' 1 2 .SQ 2;5 SPF•STUD- DESIGN LOADS FROM THE FLOOR.GIRDERS TO THE FOL)D,RTION . NOTE'l NOTE 5 24• 85 3.110 MPH-3%WIND ZONE APPLIES"TO-THE FOLLOWING RRERS. ALTERNATE METHHODS:'SPFLL BE APPROVED 8Y THE LOCAL RUTLOING OFFICDi_ COMECTICUT-SEE APPENDIX M.2005 SMENUMRNT5 TO THE 4- ACTUAL FOUNDATION PLANS FOR QTMEmSTCNL AND W;TFR GIRDER SIpPORT SPACING AVAILA�E I.PQN REDDEST. STATE EUILOING CODE S FOR YTPICL FOUNDATION DETAILS,SEE CRAW94GM 4: DELAWARE-SUSSEX-COONTY. -6. SRSEMENT WALL LOADS W NOT REFLECT OPTIONS,SUCH.AS DECKS..PORO-E5.RR15M ROOF OPTIONS.ETC. MFRYlJ41D-TALBOT, GF.SOMERSET,WLCON[CO.CAROLINE,pO'(•TESTER: FOR UNITS.WITH THESE OPTIONS.LOO$ARE AVRSLAE1L.E UPON REQUEST. WORST CASE 28-WIOE LOADING _. TALBOT,AND.SE NT MER I S10WN FOR 24 71RU 26-MOE STORAGE TRUSSES. ` !! NW55' .M15E7T5-NPD ZONE ES OF:3. 24 ''7 �YZ ts•=5� Ix'D 24'-31" 1-2. F!J 7s6 STW 16" 55" HEW J!RSE)TRE-HDCA O iLITIEs W.OFFOR MAHJ;SEED FBND RRYY,OND: 7 GIRDER CR 26 THRRU 31-NIDE F ES S. FOR SPF-2 M�ZMSERS/S OPTIONS SEE NO APPROVED CA_C MANUA_, •2 ='R�L t�'�� [-D (( R FOR 21-WIDE HOUSES,A A fM NOTE t NEW.OMR -.SEE OCR 17L:ClETIN TE4.FOR WING SPEED 1'A:: 8. SEE SECT•S OF APPROVED CALC-MFYNUT_ HETI -ISLAND- DRAWING NU NOTE 4. 1ICTIILE SIDE WALL STUD SUMMARY - VIRGIRHODNIA A-CI -OF V ZONE HNUF46:7Z 2 A°PL7CABGR U CAPES WITH A SHED DCRH'r=R VURCIHIA-CITY OF VIRGINIA BF.AO•b.CQINTIES OF ACCOMACK A43-NORTMN TIIN.- 4.-120 H1PH-35G WIND ZONE APPLIES TO THE FOLLOLNDJG AREAS - 6YMtLTAT9r5Ui2pFC.aGklq WIND (UNIT NUUMN�R. GROUND SIRE:SPECIES,GRADE STW CIILDNG COMECTUCUT-SEE APPENDIX M,2004�MEAF3.Sag TO RE ZOI-ES WIDTH W SNJW .SEE NOTES 7.-8,9,it OG HEIGHT STATE BUILDING COOS +uaar.mllauwl- MPH STORIES--CAD(P SPACING NOTE 6 DEIJ446-RE-SUSSEX COUNTY COASTAL.FWA I 140 24'--.31' 2 50 6-.W 5TW i6' y6. yM)1.ANO1 COUNTY OF WORCESTER NOTE 7..IOD .24'-31' E.S SO 2.6 SPF STW 24' 95 NEW.FRSET-SEE OCR BULLETIN U3-4 FCR WIND SPEED MAP: r �y..w w.r��.•rr�,...>e- 96. NEW YCYC-SFE DRAWING 7s�,DOTES _ <..ar>r>.�.,• > -a REE'Y ISLa+D-APUD ZOE 1;U,ZN R A 110 24'-3t' 2" 50. 2x5 SPF STW S SILOS RRE LRIITI3)Tfl THE SECOp FLOOR OF A 2SYORT.UIIT. 110. :24'-31' 2 50- 6:SPF SRA 15 95 6. CEILING-HEIGHTS SH04.'N CTLCICATED,FE[GiTS MAY!E GRATER IF R NATE:1 NOTE 5 24" 96' LEN LATER L BRACE I5 PROVIIDED AND fe.-DOES NOT EXCEEID THE CALCULATEDGTH _ 120 24'-31' 2 so STUD7.MANUFACTURER HAS OPTION-OF DECREASING THE STIR Or_SPA:INY. NOTE 1 - 1.5 �' 8,.STIR CELCULRTIONS ARE SRSM M4 EXPOSURE r- SL EOLTL OR BETTER MATERIAL MAY BE SUBSTITUTM C Ia S/12 ROOF PITCH AND THE ATTIC 15 USED FOR STORAGE UNITS LIMITSFt-0rr �� (.Z. 7 1,,1.)ASTER SERIES. 9/12 ROOF PITCH LIMITS ARE.-LIMITED:TO W IN WIDiri IL SEF SECT.6 OF aPPRovm 4sLc M*ax#_ �4 } ALL MODELS STRUCTURAL SCHEDULES' S NOTES MUNCY HOMES, INC. trsT'Ts°` 1567 PA ROUTE 442 MUNCY, PR 17756 ORN BY DATE I SCALE REV. HT. NO, nRT4DATSE t4AHiE DJG 3-1-83 NONE 10-26--20)2 3c 03\3c_3td DETRIL TnTAIL #1R IL =2 5/8'T1-11 SHEATHtING/5IOING DETAIL �3 NOTES r - KRIED DIRECTLY TO STUDS L FOR FRSTENrhG5 NOT SPECIFICALLY RDDZE55EU ON THIS CEDAR LAP OR SHEET.SEE FASTENING SCHEDULE RSO APPLICABLE ,Z,FLU7sPd/Hi VM7l LAP SIDING CRO55 SECTION. [ (U SIP.PSOI LSTAI8,20 9& SIMPSON MTS-12 STEEL E.STRAP 'LRS@G 4J OVER SHEATHING Z MANUFACTURER HAS THE OPTION OF SUBSTITUTING STEEL STRAP OR EOUL 1R E LLL FfSTETED BACK SIDE: NY S FOR STAPLES CALLED FOR IN NAILMG.SCFEW-E FIELD INSTILLED ON OF KNEEWRI WI 10d x 1 1/2' BUILDER SILL PLATES) SIZE.NLIM9F12 AFD/OR SPACING TO BE IN RCCOROw10E EACH TRUSS WITH NAILS INTO THE ON THE TRUSS SRL. OTE-It SEE NOTE NIL AGENCY RATED SHEATHINGTO DITTO WITH CONSTRUCTION PLATE !BN a S'O.G SEE NOTE r1L TR TREATED TDTIRE P ERI)M TIERED TO-RIM JOIST 3- SRI.RATE MTM AGENCY SPECIFICATIONSPECIFCATI AND ELEMENT BY BLQLOE.R GT•1{$x3'OIN BOTTOM CHI IOL S 1.L2' D ,j 7�Z TRIM BOH.RO. D4gMTG 7e_2 ENTIRE PERIMETER 16d TOE"-NAR AT T D.0 FRa'1 DESIGN RC RI ERI SPECIFICATIONS AND t%'.5 (ARS EACH JOINT ON SITE I)EE1NFi_L SILO 3:oE5lGN CRITQtIA FOR 1 A10 2 STORY APD CAPE UM75 ON SITE Bl7IL0ER IST(LLFD 8Y RIM UG15T E SRL PLATE tSd NAILS AT 3"aC. IS BASED ON A 12/12 ROOF PITCH THROUGH LL BEFING TO RIM JOISt EVD SRL PLATE {..130 NPH-35G MIND ZONE IS APPLICABLE TO ROWS SFKLL BE SILL T D. THE COUNTIES OF BRONX NEW YORK R•O RICKMOla ED- IaLm TO GLUED WITH D SILL(PLAT SEEFOR OR Ur,9'4TO SRL PLATE TIEDO;HHr CONNECTION, WESTCHESTER COUNTY CITIES -HARED TO RIM JOIST A71)SRL PLATE .SEE CRRWIAT„7n_2,DETAIL xZ NOTE JOIST TO'. ,6d TOE44UL 4 NAILS AT FROM (SYtECTICIV BY BUILDER MOUNT VERhM NEW ROCHELLE RYE AND YORKERS. NOTE: DETAIL - TO 9 AND 12/12 ROOF THROLGH 5'ER RIM JOIST AND SILL PLATE EES HESTFR.ESTER COUNTY HARRISON,MA.- STRAP OVER RIDGE ALSO TRUSSES AND 7/12..RCAF STORAGE ROWS'SFA BE 5T EAU-Sli,POU DIDG' YE AD SCAR NORTH CASAE. COVERS THE FLIP CONNECTION TRUSSES. - FOR RIM BRAD TO SILL T7[DOW'Y CONNECTION. PELFHHL POUR RIDGE.RYE GES SCRRSO3_E FON 5112 MDNOPITCH R03F TRUSSES SEE DRW94G 7-2.DETAIL r BRROIL l�F�HARRISON, ARCHi�DYr MRMRROF£CK, MTE STRAP TO BE 36'.LONG, 0T ECTION 67 BUILCER BOTTOM ROW OF 13Y BUD-MR INSTALLED SCARSY.Pt AND MANOR.PORT CHESTER,RYE BROD4 OY Hl1IL0.�R SIfWSaV(:57895 ON EVJRLI _ S E35G WINO ZONE IS APPLICABLE TO: THE:COUNTIES ON Np55SU.AND S.IFFOK RIDE DETRIL - FIELD D KNEEWR D TAT - FTE D D W F SIDE WRLL DETRIL - FIELD S. WIND YNS DO BASEDAN ON YLIQ l.RE G 7. WINDOWS,ODORAND SKTLIG 5L IN BUILDINGS LOCATED SCALE 1"=1'-Q SCRLE: 1"=1'-0" (WITH T1-11 SIOINGl SCALE: 1112=1 0' SCALE 1.1/2`=I'-0" IN 41INC80.0rE pE8RI5 REGIONS SHALL BE PROTECTED FROM THE WIK7BCRNE DEBRIS�ON.SITE BY THE BUILDER ALL MATERIALS SRJ1 BE SUPPLIED BY THE BUILDER DETRIL +ASB NOT DETRIL #1C DETRIL (r8 DETRIL -4 HINIGE STRAP COMPL.IAYCE sfILL BE BY THE FOLLOWI7NG METHODS: DETAIL APPLIES TO S:RO 12/12- - w " 0 IM N3)LS TO TRUSS A-STORM 519TERS MEET= THE REOUIREMENT5 ON TRUSSES.AND S AND 7/12 ROOF NOTE AFTER OVERHANG IS RSTM E 1986*0 ASTM E 1886 INSTALLED IN.f ERE TRUS5ES THAT UTILIZE C01.L.R2 5. DETAIL APPLIES TO 7/12 K1,WtTCH ROOF TRUSSES, (4)7/16•x 1 1/2- LOWERED-BY BUILDER WITH.PFTLFFGTLAERS•INSTALLATION INSTRUCTIONS. IOd NY)RS-a 4'DR !SEE ROOF SEC720N5-FCR TIE hGT7 1 M STAPLES AT SHEATY RATED W OF 7/16' TU R-MA4E1-S SPAY.OF lOd FIiILS 6 S O.C.. /- (VOTE: B-AGENCY RICTU TRIS I STALL TION INSTIL 5 WITH R 8T BUILDER BY..BUILDER ?° / RD FLIP OVERFFTRU55 CANTILEVER 1 FEET STALL Be PEOF 77EO FOR A PAK PROTECTION 07 SB'PSON 8.20 ya, M� PJ 131"-�x 3 ., IS 10 3/4" IN ONE AND TWO STORY BADINGS WITH R MEAN ROOF FIELD STEEL STRfiP IXIFL P FS COLLAR-TIE (II SIMPSON LSTRIB,20 9s rW,y..: ROOFS ATFQNG EACH TRUSS WITH ASTEJNED TOT STEEL STRAP OR EOLHI i 2i4 TO M TO COVER.THOF E S WITH ATTACHMENT FEET OR LEW PANELS SHIAI-L BE PRECUT 41 148'x3"liOd7 CHORD WITH(21801.5 FIELD INSTALLED ON -HEADER 70 2.5 (4)7/16'i.-1 1!2'r I6 ge. WITH GARS EFX71 JOINT �- CH RD x 3'rL9R5 EACH TRUSS.WITH 2x4 0 131'X 3.112'MILS STA FUS-AT SHEATHING JOINT .6 2-MOL WOOD SCREWS AT 9'QC.�AROUND PANEL •:•. a 3'os. (51 148`r 3"OOd]_� DIRECT BAO1.ENO- PERIMETER OR x8 x-2-i/r HIM WOOD SCREWS AT 12' fi1D FLIP OVERHANG EDGE. NAIL5 EACH JOINT AFTER ROOF HRS BEEN RAISEO TO 1x6 ALUMINUMWADER 70 STUDS HI 48':STRAP � aC AROUND PANEL PERIMETER • EXCEPTION-`S APPUCAff-=PITCH,GO TO BREAK IN- COVERED FASCIA C-MEIHIOD APPROVED BY THE LOCAL BUILDIN..OFFICDd.24-WIDE,7/12 ROOF ROOF.LIFT LP S INGLES d INSTALL (3) 13U TAR DIf�CT SEE.SECTION R30I211 A`A TA BL.E R3DL242 DOES NOT REQUIRE 27 16d NAILS INTO EACH1 TRUSSBT ONILDcR. - B. WIND We`E DEBRIS-REGIONS ATNF AREAS WITHIN _,. A COLLAR-nF- H�CANE-PRONE REGIONS WITHIN ONE MILE OF TWE •.. "'---- 2{-MINE 12!12 ROOF COA5TAL,MEAN HIGH WATER LITE MIERE THE BASIC ��.. 27.13!'x3'TAILS REIXII)�S R h6 COLLAR- Zx4 TO 2x6 THIO SPEED IS 110 ED -35G OR TATER OR 1.R TH FASTENED WITH FLIP DETRIL - FIELD TRUSS HINGE - FIELD PERFdRATtDSOFPIT 77E BASIC uDf3 SPEED IS EO.FI_TO DR GREATER-TH%XN ON BYBUILDERS6ALE.1"=1'-0" 9n' 9'IC NSTTRUCTION DESIGN 15 INR ACCORDANCE WITH SCENE 1`=1'-0" (u sTMPS(rr 1siA36.m (41 570E STEEL STRAP Cit.E(iYi AT 'MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER. 48'aC.FASTENED WITH DETRI p1E SIKPSON H ZSA STEEL FRA)MlNG w (51.148'x-3"U" STW-C UREAS-W9CE 71 AND WFCK _ _ F_ DR EDTrNL FASTETED.TO-SIDE OF NAILS EAX71 ETD 4 la EXTERIAR WINDOWS RO DOORS SHALL 1£OESIGNEU.. WITH t5)8d x-1 LIZ NAILS (HEADER:WRAPPED __ ___ _ 2)16d HSNRS TO TF'U55 TO RESISL THE DE GN WIND LOFOS SPECIFIED 1N Tfl?I.E AND.(5)Ed"ML5 INTO. ON SITE + ix6 ALUMINUM ' ___ AFTER OVER0C.I5 RML20 CO:AISTED FOR HEIGHT AND EXPOSURE:PER 400, n T COVERED FASCIA .2x6 HEADER TO 26 MAX DESIGN WIND PRESSURE-REOUIREG-1-STORY UNITS SCBE: L'=1 0. BY.BUD-DER DETRIL R LOWERED-BY BUILDER TABLE 3'.8.2(31 DETRIL a1D 16d gAiiS.a 3 1/2'aC 12-120-2S1 x-129=352 PS-ZONE 4. MORI2.PLATE TOVERT PLATE r27 131•X 3 1/Z'F81R5 DI-TIO-236 x Y29=30.4 PSF-ZONE 4. BETWEEN TRUSSES-(SITE) l6d HNAlL Ttsm.l RAFTER r/ PERFORATED SOFFIT .DIRECT.EACH ENO OS-110- PSF ZU E 4. INTO 781155 U AFT ERR- Mug"RAMA GRACE REOJIRED-I STORY UNITS ! EL LTR iSTA1B.. F A HfFDER AIL DIGS. 21 )A STEEL 5FAi5P OR WITH AT (37 ladBU DER DIRECT MAX 110 -WIND PRESSLIl£REOUIREO-2.STORY 1:M79 IRS:TOBUILD R +r-- D!-110--235 x1.4=393 PSF-ZONE 4. -RIDGE 7 -BUILDER ( 7 48'O.C.FASTENED WITH (VOTE ��� 02-120-2$1%14=39:3 PSF-ZONE 4. a 148'x 3'(IOd)- TRUSS MIN U1 AA')A GRADE REOUIRM-2 STORY USIIS: HAILS.EACH ETD TE'PFYEI.IZED 8-FIDF.R).1 PE91 IS CrII TO 1 02-120•X40�-ZONE--ZONE 4. WALL LOCATION. IS 0" TO 1 3!4' CHECK WITH Ort :LI10 291 . PR 37-5�WZ� E STORY iJl`BTS sIrPSQv Tse AdAFTfA TWE Pt1u.F DR DETAIL 'B' G2-12D-34.7 x-119=44.8 PSF-ZOt€S DR P5C"l.EACH T� REQUIRED FOLDING OVERHRNG(S) (DPT) OREFIELI-EACHD DORMER R.. - -F D- ONE AND TWO STORY FIELD- MINIMUM A 40 REC1lS. -16TaRT L1YITs 01-110 40 Pg'-ZONES. 02-120-'45 PSF-ZONE S SCR.E:3/4,1'-0' SCALE NI.T-5: MAX DE GIN WJTD F-95LW REOUIRED.-2 STORY UNITS: at 110--291 x L{=4a7 PSF-ZaE S. OZ-120-34;7.14=-48.6.PSF -.ZONE S ' Nr5 hO7ES MINIMUM T AMA GRADE IEOUIRED-2 STORY UNITS L FCR 120 KPH-35G WiTD ZO(E, 01-110- DETRIL 45 PW-ZONE S. SIDE.ENI WO MARRIAGE WR ('ABLE END TRUSS. 02-.120 50 PSF-ZONE S STLAS SHALL BE 16'OL SEE SECTIONS 86132 AND R613-1 ICREAENT U.ATTACK'SRNT OF ASPHALT SIN-LES SHALL COMPLY WITH Z TRUSS.:.SPACING SHALL!E SECTION R9aSZ& TRUSS 24',192 OR 1BN OC DE V4:)M(! LZ FOR ADDITIONAL COI`ECTICN DETAILS',SEE DRAWING 7e_Z ON ROOF LIVE LOAD REOUIRfD- KIAG POST SIMPSaN HS RqFTHJt AND THE ROOF PITCH TIE OR EOUAIL,.EACH GTPSUt1 BOARD RUDETAILS APPLY TO:ALL ROOF IQNEEWFLL- TRUSS,ED.FIELD SPACE SERV-0 FOR THE NEW.YORK STAMP OF.AL APPROVAL FASTEN WITH TRUSS INSTALLED.FASTEN-W!- (5)lad.x.I.L2"NAILS M IOd.x 1 1/2"rARS FIELD:INSTALLED�. FIELD INSTALLED..... KING POST .GYPSUM BOARD D(X.BLE TOP PLATE RLT. KING POST D0.H E TOP PLATE 120 AAPH 3-SECOND GUST -CONNECTION TYPICAL STIR. SEE-fASTEMNG 5CFE0.PAGES 95 d.98.1 OF HIGH-WIND. WIND FaR:.FRAHINO.RV REOTJ ppEERR TRUSS TYPE. WID LOAD,ALSO SH WITH WALL AND IJ ILrZ, MONOPITCH TRUSS KNEE WALL DETRIL - FIELD A"�I�5�T S o`Cr� 1. `�R SCALE) NTS DETRIL -6 FOR REO.A RED REM Onto TO RIM:BR D RPD MODULE TO MODULE STRAPPING SEE ORRI411%7x..2,DETAILS S r3 AND n6, INSTALLATIOTO BCF,E APPLIED:BEFORE DETRIL OF INCREMENT TRUSSES DETRIL OF R8 F ND TRUSSES c j 1IfL AGENCY RATED 9fJT7Hffl,'G a.LEO SCALE:KTS. SCALE!N.T.S. �,1`�✓NiDcIS �}l WITH CX WIT C2 ON OF E AND, "I i I (U� O AT 3'0 WITH 2 ROW5 CIF H NRM SROAT 3'RTI.SWS TOTAL BY B PERIMETER:. TAIL (r7 .. AT+' SHEATHING t4I ROWS Torr(BY BisLIFR TO TIE G SPAN BOTH E 13Y B : + ( .�nR stM1 LOOSEAD FOR THIS AREA UI SHIPPED FIELDEFAS UNITS OF SrEATHING TO STS -Ulw Imlanl _u LOOSE AND INSTALLED BY BURGER 6"OZ.DIRE NAR �C L ""a iAd. AFTER INSTALLATION OF LNCTS. a a SHEATHING SNIPPED LOOSE,FIELD IN57ALLEO. 1191TOTALEACH HLFT EDGES�EXCEPT-FOR� TE Isd TOE-N9RED. - 31'WIDE.7/12 STORAGE TRUSS . - wN4 b.vJ mr.wbx q.S a,.2".0.0 e^C.DIRECT EDGES OL.INTERMEDIATE ""•` "�": " �". t18)TOTAL EACH SHEATHING UNITS FIELD (F SHEATHING.TO JOISTS OR 94NU1R OR SPIRGL THREAD MBAR DIRECT EDGES 6 IY=INTERMEDIATE I) NOTE: MASTER SERIES. r RLL-APPLIES TO 9 FM 12/12 ROOF 1 TRUS AND s TND.?A2 ROOF'5MWZE ONE AND TWO STORY MODELS SHEATHING SNIPPED LOOSE,FIELD INSTALLED r� 20 17- DETAILS FOR 110 6 120 MPH 35G 141M ZONES MUNCY HOMES, INC. 1567 PR' ROUTE 442 AIC MUNCY, PR 17756 SIDEWRLL DETRIL TWO STORY - FIELD " MODULE TO MODULE CONNECTION DETRIL - FIELD I DRN STI, DATE I SCRLE I REV: SHT. NO. SCALE. 11/2-=1'-0•' ORTFi4 SE NAME ox 8-2$x95 SHCIWN i0-26-2012 7e_1 SCRLE.1 1/2=1'-0" 07\7a_In NOTES s DETRIL u1 SIDE VIEW OF DETAIL Is3 DETAIL a6 SIMPSON LSTHD8RJ 1. FOR APPLICABLE NOTES.SEE DRAINING 7n1 5ECOND FLOOR STUDS MODULE•C MATE LINE MODULE T7 2 FOR ING ADDITIONAL CONBECTICH WTRII-S.SEE 0 WALL CORNER STUDS 3. STRAP TIE SIZE IS BASED ON THE SILL PLATE BEING FIRST CORNER STUD CONNECTED - 0)2xG THEN SILL PLATE IS 0 26.STRAP TIE T TO SIDE WALL 57105 WITH SHALL BE A SIMPSON L5TR24. 0 ROWS Did NAILS 6'OL SIMPSON LSTA18 STRAP TIES IF THE SRL SIZE 15 DIFFERENT.FNOTHER STR� ROWS 5TRNGGERED.EACHSIMPSON LSTFUIB TIES OR EOtki OR EDU L.24•D.C.MAXOR CORNER-FA)CTURY. - - FAC70RY INSTAL1fD THE'SHRRP OR CONFECTION UPLIFT CAPACIFT SHILL FIELD INSTALLED UNITEI N7)IOd NAILS EACH END BE THE EOWYMENT OF R SIMPSON LSTR12 MO LT31 04J T07Fi EXTERIOR SIDE WALL - - - - 0 2,CORNER STUDS EACH CORNER SECOND FLOOR FOR SHEATHING CONNECTION OF FIRSTSECOND FLOOR FLOOR TO SEC FLOOR PERIMETER OR EDUN LSUPPLIED STRAP TIE INSTALLED RAILS CONNECTION.SEF oRAWI1G 7n-L BY OR EOKUL SUPPLIED RHD FIFLD GISTALIID _ FROM BUILDER ON FIRST AND SECOND STUDS FIRST FLOOR SHEATHING NOT SHOWN FOR CLARITY. FIRST FLOOR DSTRLL AFORE CONCRETE POUR T.M COMEX R STRRPMRTE OR OTHER HDLD240 DEVICE . N1RIL SASS'FROM BOTTOM UP WITH d NOTES SW0:7R NRR-%ALL HOLES TO BE FI}lln BOTTOM OF STRAP IS EMBEDDED IN CONCRETE STRAP MAY BE BENT ONE FILL CYCLE SIMPSON LSTRUB STRAP TIES Ol-FOR SHEATHING CONNECTION OF F1122ST fiT EAai EMl'WALL EMSE(ulQ.j OR EQUAL 24"O.C.MAY FLOOR TO SECOND FLOOR PERIMETER FIELD INSTALLED WITH RAILS S CONVECTM SEE DRAWING 7&-Ll r7l 10d N SSTE7I WWLL l BFTSED IN RN 8'MTM LIQ TOTAL EACH END 11 FOR O• OPTIONAL SECOND FLOOR . SEF CONSTRUCTION NOTES ON THE CANTILEVER DETRIL. SEE DRAWING 7�2, ND AS BUILT FLOOR PLAN FOR SIZE A . FASTENING SCHEDULE FIRST FLOOR STUDS 0 SIMPSON LSTRIB STRAP TIES • OR EQUAL FIELD INSTALLED WITH 00044 DETRIL APPLIES TO AN SHERR WRLL AND RIM BAND TO M 10d NAILS EACH� n4)Torii EXTERIOR END OR SIDE wALL— RIM BAND TIEDOWN DETRILBar - 2 STORY UNITS - FIELD MODULE TO MODULE CONNECTION RT END WRLL DETRIL ATE SCALE 3/4"=r-D" 2 STORY UNITS - FIELD END WALL PERIMETER RAILS SIDE WALL PERIMETER RAILS SCALE: 3/4"=1'-0" NMI SEF SEE PLATENS) WHEN THERE IS A GARAGE,THE BLULDER FIRST FLOOR STUDS - MODULE R MATE LGE MODULE•B' NOTE.11SHALL SUPPLY AND INSTALL SIMPSON NOTES - (U SIMPSON LSTRIB SsRAP TIE LSTHD/STHD OR EQUAL ON DOUBLE STIRS - Ol-FOR CONNECTION OF PERIMETER ED IMPS SUPPLIED sR ALONG THE WALL PERPENDICULAR TO THE RAILS TO SILL RATE.SEE INSTALLED BY LIE A WITH 11 FLOOR JOISTS THAT SHALL BE REMOVED AT DRAWING 7—L DETRIL•2 OR+3. IN IDN EDB SIAL THE SITE THE HIOLDD0W t5)SHILL BE AT SHEATHING NOT SHOWN FOR CLARITY. NRII-S x4 REHiIR 90"MIN. 11 ALIOND SIDE EACH CORNER OF THE Gf NSE Fr.SHOWN ND FOR RIM BR•0 TO SILL PLATE ETD 04)TOTAL AND WALLS RTHE SAME DISTANCE APART AS TIEDOWN CONNECTION.SEE REDUEEED FOR ANCHOR BOTS. DRAWING 7nZ DETRIL-2 SALLL0 POURED CONCRETE. L J ,I THE RERAIRED ANCHOR BOLT SFRC24G 02-FOR RAISED RANCH FOUNDATIONpod mx . SHALL BE Ir FROM CORNERS AND CANTILEVER DETRIMTEL,SEE DRAWING FOR CONNECTION PERIMETER 11 7?ON CENTER MAX 7°-2,�L•7. FOR N SILL PLATE 9IM 11 TFE RIM ON E SILL RATE NOT R WN6 a SIMPSON LSTR18 TIES OR EOUHL DRRWGNG 7L-L DETAIL e2 OR 3. EE �I ASH THE D DETRIL H OD NDS REWIRED � � FACTORY INSTALLED. SHEATHING NOT SHOWN FOR CLARITY. WITH THE f0D1TIlXJPo_FOI.ODOWNS. 1 FOLRMT DN PERIMETER RAILS SEE NOTE-2 ABOVE CORN ER- HONLDDOWN DETRIL - 'FIELD SHERR WALL TTEDOWN DETRIL MODULE TO MODULE CONNECTTON RT END WRLL DETRTL . SCALE: I L/2"L/2"--l'-91t'- ' FIRST FLOOR OF 1 RND 2 STORY UNITS FIRST FLOOR OF 1 AND 2 STORY UNITS - FT D SCALE: SCALE 3/4'=1'-0" DETRIL tt2 DETAIL � MATE LINE T #7 I a' stDEwFLL DETRIL #7 !D FULL+EIGHT BLOCKING l b ALT 1A.0"OCG.LONG SUPPTED x x SUPPORT�BLLOCKIOFNG F� gryPS AND FIELD INSTALLED BY BUILDER I FPD SM)OF S1DEYIW.L TO JOISTWITH END OF Fn D(IC IN IN FASTEN EM STIR OF ENOWALL �5EACH I TO OEIL 0 ROWS STUD N xSID3L�L WITH ETD(ill TOTAL. •(78741 Cl" WS O STAGGERED a 6"o c STRAP CONTRCLUY I6d TOE-NAILED IS FROM FACE OF SECOND FLOOR a IS"CLC. BY BUILDER FASTEN ETD STIR OF SIOEWALL OF FLOOR TO JOIST BELOW W/0 SIMPSON UD TO LNDERSIDE SPARE RESERVED FOR THE NEW YORK STAMP OF APPROVAL LSTAIIB STRAPS WITH U7)IOd FASTENERS EACH END. SRL RATEIS) RAILS -- 1/r DIRsT PM LOM }�E UNIT END-JOISTS 6J 148"QOdI X 11 SOLE BOLT SUPPLIEDANDf FIELD (2)2x8 SPF-2 FOR ROOF NAILS FYFI n INSTFLLID CI ID SIMPSON LSTA21 STRAP TIE . PLATE INSTALLED BY T7�e PITCH<*` =IRO BY BOULDER INTO 5111 NOR EGL*UINSTALLED BY BUILD RND FIELD 120 MPH 3-SECOND GUST END-JOIST BCt e o F y1 PLATE AM BLD=M U �WITH SS RAPP(S)WRAPPED PERIMETER RAILS FIRST FLOOR Ib 2x3 �2 FOR END-JOISTS: ' RD BILL TF EXTERARDIL IOR SIDE WALL SILL PLATE PDT&ROOF 6G LENGTH II SEE NOTE e3. BLOCKING TO SILL FOUNDATION FOR 8-12/12 P AS 5HDWN 162"X 3 PLATE m . ii N MODULE IJ 3'Mc.TUE-NAILED-FIELD FOUNDATION HOLD-DOWN PER " ii I..Q• MANUAL- CALCIAATI FOUNDATION Hil PalkZREM� MANIIFiCAL CANREF(pgVER 38 CALL,�F tp8 3B OF 35/35 HViJAiJANCHOR w_TtS) EP8 3 OF SO-90 MRN.AU FIELD CONNECTION - MOD TO MOD - 2 STORY 'PB.6 so-�"ALTRAISED RRNCH FOUNDATIONSHALL BE IMBEDDED ' IrP�aF unt-w ux _ R MIN Mlk1 IR T IN CONCRETE 12'AJD 0) PLIEDSIMPSONA LSTA21 STRAP INST TIE OR EARL SCALE: 1 1/2"=1'-0" CANTILEVER DET. - FIELD °' '°�'"$a_oioam' rM IN FROM EACH CMTS RM Ir BUILDER TO FIELD ND WITH BY - - _ MAX FRIM[NCH COa�ER STRDER WRAPPED RIM ROU WITH (CANTIEVER DETRIL APPLIES WHEN UISING WFCM ANAL 5CALE: 11/2'=-1'-0" --cr..rimwrn� +r� ' STRRPl57 NRRPPED FUROUM SRL ewr; PERIMETER RAIL5� PLATE AT 36.O.G ALONG THE EXTERIOR SIDE WALL SEE NOTE x3 MATE LINE Sl'NWSON F18(X2 AMNION fNCLE STRAP FASTENED TO xAxY- m LSI and NAILS DETRIL 7i5 AM To THE SIDE OF THE BY STORY CEILING PERIMETER Amo -ED` m 148•uom x 1 yr DETRIL ><8 SINE OF SECTIO STOAT T WITH TS)IDd x 1 Lr NAILS BY BUIRM NIRS FIELD INSTALLED RAR WITH l57 10d NIRS ON BY BUILDER RAILS BY BUILDER 1MT0 SILL PLATE SILL PLATE - 1/r OIAL B FOUNDATION BOLT 9 41P OCJ TTFIED BY BUILDER SIMPSON LSTA24 ST TIE - MRSTER SERIES BO OR EaAL INSTRILLED BY F atr WITH ONE RND TWO STORY MODELS (4)16d NAILS END QED TO S STRAP BY BUILDER FROM FILE DETAILS FOR 110 d 12D MPH - 35G WIND ZONES OF RIM BAND TO SILL PLATE TIEDOWN DETRIL FIELD OF JOIST.UNDERSIDE MUNCY HOMES, INC. EXTERIOR SIDE WALL - 1 AND 2 STORY 1567 PR ROUTE 442 scALE: NTS FIELD CONNECTION - MODULE TO MODULE MUNCY, PR 17756 FIRST FLOOR OF 1 AND 2 STORY UNITS DRN BY DRTEI SCALE I REV. 15HT. NO. SCALE: I yr 1 o SECOND FLOOR CANTILEVER DETRIL - FIELD SCALE: 1/2'=1'-0" 1 DAT" NAME -07\7r>_2 REH 4-26-2004 SHOWN 10-31-2008 7n-2 • I t BR�Da�AHANGER44 FIELD WORK EXTERIOR WALL ONLY L NATURAL ATTIC VENTILATION DESIGN MEETS OR EXCEEDS Til APPLICABLE CODES. 2 WWn0.G.Jp�ST9 OR TRUSSES DO NOT ALIGN TIRS. I SIMPSON H8 OR EQUAL 5 STRAP FASTENED TO R WALL TOP PLATE IS RE09. DBL FOR CONNECTICN DETAILS,SEE SIDE OF SECOND STORY WITH C9 10d x 1 yr NAILS ADDRESSED ON THIS SHEET SEE FASTE3G G CONT.RIDGE VENT 3 FOR FASTENINGS NDT SPECIFICALLY Y DETAILS-1 AND.2, SHY 71 AND TO THE SIDE OF THEjfDZST STORY CEILING PERIMETER SCHEDULE FOR ON SITE FA5TENING AND SETUP MANUAL- >LDOR (MdSITE BY BUILDER 4. M FOR UMTS LOCATED IN SEISMIC DESIGN SEE TYPICAL CONSTRUCTION CATEGORY DO 9•D THERE 15 A CANTILEVER.Aro THE DETAILS, SHT 71 - ----- RIM JOISTS ARE SPLICED,THE RUM JOISTS SHALL BE _ AND SETUP MANUAL -- -------- - -- SPLICED USING A GALVANIZED METAL TIE NOT LESS (BY 0 FERSHCTT 16"WOOD TR1155_ THEM 0.688 INCH Q6 GU A10 1 1/2•WIDE FASTENED (BT OTHERS)AT S6", 0.C. WITH®Ifid 1•AD_S ON EACH SIDE OF THE SPLME SEE TRUS5 FOR TRUSS DESIGN DRAWINGS OR R BLOCK OF THE SAME SIZE AS THE RIM JOIST OF SUFFICIENT LENGTH TO FIT SECURELY BETWEEN FUI+IEIGHT BLOCKING THE JOIST SPACE AT WHICH THE SPLICE OCCURS AT EDGE OF CANTILEVER FASTENED WITH(8)16d NAILS ON EACH SIDE OF 12 SUPPORT. BLOCKING FASTENED THE SPLICE. ROOF SHEATHING TO JOIST WITH 3)Bd NAILS 7 r HINGED SEE SHT 3c ZFP—PPlLIED SOFFIT KMEE-WALLS PER ENO OF BLOCK INST.v_ArION u/vaTO WARM SRT� S1E - as I I . bM PEFOR OVERKIING DETAILS, 1/2"IX2 S/B"GYP.W. CONT. S/B'Yl v2" SEE OETFM-S s4 FND.5,oa ST12IP5SHT 71 OPTTAI CONT. TOP PLATE(s) DETAIL "A" (SEE NOTE n SCALE: v2"=1'-0" CONT.TOP PMATEf51 ' (SEE NOTE 2) , z 1/2'13 yr CONT.BELT 2.3 OR 2.4 a alM��16 o.6 RRIL,ALL BEARING SEE SHT 3c FOR SPECIES,GRADE a O.C.SPACING WALLS(OPTJ 2.6 a wel (R Ili O.C. 1/2.3 1/2"CONT.BELT RAIL., SEE SHT 3. FOR SPECIES, ALL BEARING WALLS(OPTJ v2"GYP.BD. GRADE a O.C.SPACING 1/2"GYP.AD. CONT.SINGLE BOTTOM PLATE INSULATION W/Va 2 LAYERS OF RIGID FORM INSULATIONTO WAR SIDE . FACTORY INSTALLED MAY,BE DETRIL "B" FLOOR SHEATHING TO3. SUBSTITUTEDFOR BATT IINSLLRTION - SEE BHT 3c FLOOR JOIST SEE STT 3c FOR SIZE. SPECffS,GRADE a O.C.SPACING CONT.yr OR 5/8'x 1 1/2.(11 STRIP 2x6 SPF(51+2 OR F_OUAL 9 16• (IQ OR 24"DL. (T1P.AT 926 SUPPORTS] 1/2.OR 5/8'GYP.BD CONT.v2.OR S/SY (1)l 1/r SIMPSON LSTR18,20ifr gn. INSL!_fiTE OSB STRIP DETRIL "C" STEEL STRAP OR EOLRL a 48"ac COM.TDP PLRTECS) CONT.TOP PLATES) 9' WITH aD 10d NAILS EACH LEG. 1NSTRLLm (SEE NOTE 2) (SEE NOTE 2) _ BY FV 2x4 ei6. R SEE 3c FOR a DETAIL "A" ES, N SPECIES,GRAQePFHd S D.C.SCI•G OFT.ONLY) SCALE: 1 1/2"=1'-0" z X ' 1/2-x3 1?CONT.BELT vra 1/2'CONT.BELT ¢ T el . ALL BsvmGin RAD-'ALL BEAPIING _ Dwwm � WALLS(OPTJ WALLS(DFTJ 2.6 a•NMa�16"O.C. SFE SR 3. FOR SPECIES, ° } GRADE a O.C.SPACING j Ell SIMPSON LSTA18,20 gv LATER-RESISTIVE STEEL STRAP OR EQUAL a 481.- WITH(S)UW NAILS EACH LEG. f 1 CONT.3"WIDE MIN. DETAIL "SII AD STRIP W/LEDGER COPT] SPLATE DETRIL IID" - SPACE RESERVED FOR THE NEW YORK STAMP of APPROVAL Cr.BOTTOM 3 06 STRIP u/LmGER(ten FLOOR SHEATHING L S SIMPSON LSTFi18, R g.SEE SHT 3c STEEL STRAP OR EQUAL a 48•o.c. q.R WITH(7)lOd NAILS EACH LEG. FLOOR JOIST FACTORY WORK d TOE-NRI_ED 2:10 MLN RAILS 16'60,BY 9JILOER SEE BHT 3c FOR SIZE, l6d TOE-hFM-ED SPECIES,GRADE a O.C.SPACING FIQO WORK a 15"0.C..BY BUILDER ' B43ULFFICN-W/V.B CER TO WFRM SLE (6)MEMBERS JOIST HANGER t SEE STT 3a - \ DGER OR 2x2 LEDGER uawTuert Cx sralE cra(s ureala1 \ z . 2x4 MM CONT. sla.�y /01 SHEATHING SOPPED /)8 K• NNltlr 2x10 MM RAILS LOOSE FOR THIS AMER °n MIN RAILS AFTER INSTALLATION 1/2"DLHxT'MM LONG OF UNITS.BUM= U�STTTilID BY Bm OER INSTALLED Mie STRIP CONT.3"CM3 STRIP SEEN 4a FORFOA�DATION DETAILS a SPECS. SEE SHY 4a FOR STAR DECF91-3 SON LSTRUL 20 9.SPECS. 36"MIN. TRW OR EOLAL a Hrb- STAIRS BY 9JILCER - WITH m 10d NAILS EACH LEG DETRIL 1- DETAIL 'IC" 120 MPH 3-SECOND GUST SCALE: 1 1/2"==11'-0" SCALE: 1 vz"=1'-0" SLIPSON LSTRgnSTEELSTRAP OR EQUAL 18, 20 TYP. CROSS SECTION WSTa 48"ac. CEDAR LAP OR VINYL WITH(5)10d NAILS EACH LEG. SCALE: v2"=1'-0" LAP SIlJING OVER SHTG OR 5/8•TI-U SHTG/SIDI G DIRECTLY TO STUDS JOIST!HANGER . INSULATION W/Va TO WARM SIDE SEE DEM_EXT.PERLi RAS(TYPO MASTER SERIES PRM%04' MEMBERS BOTTOM RDW OF TWO STORY MODELS • FOl@DAYIDN OETFM-S a SPECS. - SIDING INSTALLED BY nm= CROSS SECTION ll-li� LO 1/2•LONG Bi BUILDER 16d TOE-NAILED MUNCY HOMES, INC. a 16.O.C.,BY BUILOER 1567 PR ROUTE 442 MUNCY, PR 17756 C CROSS TION SCALE: 11Z"=11-n' DETAIL °D" DETAIL °E" DRN BY ORTE I SCRLE I REV. HT. NO. SCALE: 1 1/2'=1'-0" DATABASE NAME MJL 3-22-91 1 SHOWN 10-15-2010 7f 07\7f DETAIL ttl 3)10d NAILS,16"O.C. ON SITE RIDGE TO RIDGE u FIELD WORK16411L DETAIL ttll j 5/12 P17CH: SIMPSON LSTA36, STRAP DR 5/12 SIMPSON LSTR36, 2 STRAP oR FIELD WORK FIELD WORK EQUAL OVER RIDGE 6 FLIP CONNE TION a 48"o.c. EOLYAL 0 6 FLSP COWNE TION a 48"o.c. l6d NAILS a 3 1/2 O.C. MAX WITH CD 10d NAILS PER LEG INTO TRUSS(.MITE]. CONT.RIDGE VENT, SEE NOTE s1 MRX W17H(5) 5 PER LEG INTO TRUSS'CS-ITE). (3) 10d NAILS 16" O.C. ON SITE RIDGE TO RIDGE HORIZ PLATE TO VERT. PLATE 7/12 PITCH: SIMPSON LSTA18,20 STRAPS OR 7/12 PITCHt SI bTR18.20g STRAPS OR RIDGE BEAM BETWEEN TRUSSES (SITE) EQUAL OVER RIDGE S FLIP CONNECTIONS a 48"— RIDGE BERM 2x4 SPF s3 OR EQUAL EQUAL OVER RIDGE 6 COMJECTIONS a 48"o.c. CONT.RIDGE VENT, SEE NOTE sl MAX WITH S 10d WAILS PER LEG(SITE). 1x4 MAX.WITH(ST 10d NAILS G(S1TO. PRE-MANUF WOOD TRUSS 2x4 SPF s3 OR EQUAL (BY OT T 16', 19.2"OR 24"O.C. / ALTERNATE CONNECTION FOR 5/12 ROOFS NPD OF THE 2x4 ALTERNATE CONNECTION FOR 5/12 IP.O OF THE TITS MANURL RIDGE STRAP,R 2x4 COLLAR TIE MAY BE INSTALLED W/ (4)Wd RIDGE STRAP, R 2x4 COLLAR TIE MAY A1ED W/(4) 10d 1x4 SIGN DRAWINGS �R7DGE NAILS EACH END JUST BELOW THE 2x4 CONTINUOUS PLATE WHERE 10d NAILS a 12"O.C. PLATE TO PLATE(SITE) NAILS EACH END JUST BELOW THE 2x4 PLATE WHERE 2x4 THE FLIP AND TRUSS TON CHORD MEET. _ KNEE WALL THE FLIP AND TRUSS TOP CHORD MEET. IOd NAIL.9 12'OL. ALTERNATE CONNECTION FOR 7/12 ROOFS IPO OF THE ---- RLTERNATE CONNECTION FOR 7/12 ROOFS: IP.O OF ---- PLATE TO PLATE RIDGE STRAP,A 2x4 COLLAR TIE MAY BE INSTALLED CONTINUOUS LATERAL BRACING TO RIDGE STRAP,R 2x4 COLLAR TIE TINY BE INSTALLED --2x4 -- (S CONTINUOUS US LATERAL BRACING T( BE EQUALLY SPACED, ATTACH WITH(2) 8d WAILS EOURLLT SPACED.ATTACH WITH(2)8d NAILS W/A lOd NAILS EACH END JUST FELON THE RIDGETHE BADS. AS (4)UB NAILS EACH END.ST BELOW THE RIDGE BIOS A)5 R SMIBSTITUTION FOR THE STRAP CONNECTING THE I rr TRISS F@JGE,SEE DETAIL s6 AS R SUBSTITUTION FOR THE STRAP CONNECTING THE TRL155 HINGE, SEE DETAIL s6 TRUSS TOP CHORD TO THE FLIP RRFTER,R 2.4 � PRE_MANUFACTURED WOOD TRUSS TRUSS TOP CHORD TO THE FLIP RAFTER,A 2.4 COLLRR-TIE MAY BE IISTPLLED W/(41 lad COLLRR-TIE MAY BE 245TH ED W/ (4) 10d NAILS EACH END JUST BELOW THE 2x4 FOR FR5TENING, 2x3 ERACE (FACTORY) (BY OTHERS)RT 16", L42"OR 24"O.C. 2x3so BRACE E SEOR E°ATTIC All �- SIMPSON HIS RAFTER SEE SPECIFICATIONS MANUAL FOR NAILS EACH END JUST BELOW THE 2x4 TIE-DOWNS OR EOUAL CONT PLATE WHERE THE FLIP AND SEF DETAIL sll CONT PLATE WHERE THE (SITE) SPACED 48"D.C-(SITE) TRUSS TOP CHORD MEET. _________ (STYl9 KIN-POST--_ ---- TRUSS DESIGN DRAWINGS TRUSS TOP CHORD MEET.��AND __ ______- 12 KING POST �5 OR 7 ----- - ------- _ �5 OR 7 ono - _ --___ K�W� KING POST KING POST KNEEWALL SIMPSON H8 OPT. CATHEDRAL FOR 24'FIND 26 WIDE (WHEN NO RAFTER TIE OR L2"OR 5/8"GYPSUM BOARD ROOF 1NSlAATION FOR 24'AND 26 WIDE LT OR S/8 GYP fiTd1 CONT. PLATE TION UNIT OVERHANG DETAILS, KING POST EOURL,a 48" INSULATION �- - IYJIT OVERFXINC DETAILS, INSULATION SEE DETRIL K. IS PRESENT, D.C.FIELD BAFFLE TYP. TYPICAL 2x4 OR 2x6 SIDEWALL CONT.PLATE 1/2°OR S/8"x2 1/2' 1/2'OR SB12 L7 SEE DETAIL s4. BAFFLE TYP. COMPRESSION STRIP FOR 28' WIDE UNIT FRSTEN TWI5T INSTALLED. COMPRESSION STRIP FOR 28'WIDE UNIT TYPI 4 OR 2x6 SIDEWRLL OVER}4FYJ('OETRILS. STRAP TO TRUSS TYPICAL 2x3 OR 2x4 MARRIAGE WALL OVER11I DETAILS, SEE DETAIL sS TYPICAL 2x3 OR 2x4 MARRIAGE WALLSEE DETAIL•5. BOTTOM CHORD) KING POST UNIT WIDTH LMT WIDTH FASTEN BOTH ENDS OF HB ALT. KING POST WITH(5)IDd x 1 1/2" NAILS FIELD U45TRLLED CONNECTION TYPICAL ON SITE FASTENING D TRI S - S/12 OR 7/12 OPTIONAL OFFSET ROOF SITE FASTENING DETAILS - 5/12 OR 7/12 TYPICAL ON SITE FASTENING DETAILS SCALE:3/r--F-Or SCa_E:38-1'-(r SCALE: NTS DETAIL tt3 DETRTL tt4 DETAIL #5 DFTRTL tt6 OB STRIP TO PROVIDE AIR SPADE FIBERGLAS OR SELF SEALING SHINGLE, FIELD WORK FIELD WORK FOR THE GABLE OVERHANG BLOCK TO RACE CONNECTION OR FOR ATTIC VENTILATION TYPE 15 FELT WITH 16'OVERLAP OR FIELD WORK GABLE OVERHANG IISIDE RAKE TO TRUSS CONNECTION, FIBERGLF15 OR SELF SEALING SHINGLE s55 SIMPLEX SHINGLE UNDERLAYMENT SEF FASTENING SCHEDULE TYPE 15 FELT WITH IB" OVERLAP OR OR EQUAL 36"WIDE,AN ICE BARRIER OB STRIP TO PROVIDE RIR SPACE �1"MIN. SEE SET-Up INSTRUCTIONS FOR EXTERIOR SOFFIT, s55 SIMPLEX SIIuNDERLAYMENT THAT CONSISTS OF AT LEA5T(2)LAYERS FOR ATTIC VENTILATION T, FASCIA, J-RAIL AND DRIP EDGE TO OVERHANGS SITE WORK OR EQUAL 36"WIDE AN ICE BFIRRIE.R OF UNDERLAYMENT CEMENTED TOGETHER THAT CONSISTS OF AT LEAST PJ LAYERS OR OF A SELF-RDHFRING POLYMER MODIFIED TRU55 L2• NY AND RD OVERHAND IS LIMITED TO 12"MAX OF UJOA SELF- CEMENTED TOGMER MOR OF NORMAL UNDERLAYMENT AND SHALL HINGE STRAP ROOF SFERThIJ(' IN 110. 120 MPH -3SG WIND ZONES BITUMEN SHEET.SHALL BE USED IN LIEU BITUMEN SHEET.SHALL BE GE T IN LIEU '`�k OR OF R SELF-AT CAME POLYMER MOI a 48"O.C. OF NORMAL UNDERLAYMENT AND SHALL EXTEND FROM THE EVES EDGE TO R 2x4 SPF STUD GARDE OR EOLWL 24 IN. INSIDE THE TRUSS AT ENDWALL w EXTEND FROM THE EVES EDGE TO R PoEXTERIOR WALL INT AT TLINE OF THE BUILDING. OCT AT EAVE END ,Z, POINT AT LEAST 24 M IISIIE THE AFTER ROOF HAS BEEN RAISED TO EXTERIOR SHEATHING J EXTERIOR WALL LINE OF THE BUILDING. CONT.L2"OR S/8"x 1 L2" OB STRIP APPLICABLE PITCH.GO TO BREAK A) 116 INSIDE AND p KSIQ.1 VARIES o (TYP.AT FiRG.SUPPORTS) ROOF,LIFT UP SHINGLES d INSTALL OUTSIDE RAKES (b I6d NAILS INTO EACH TRUSS J x mTRUSS ALUMINUM DRIP EDGE TRUSS HINGE FIELD WORK 2.2 2A4 SCALE: 1"=1'-0" ALUMINUM DRIP EDGE --________ I6d NAILS TO TRUSS NOTES CONT.L7 OR 5/Ek ry 1 L7 OB STRIP '-- __ (2)- AFTER OVERHANG I5 FTVF FNn (TYP.AT BRIG.SUPPORTS) 1x6 FASCIA BOARD WITH Lx6 LOWERED,BY ENILOER 1. RIDGE BOARDS ARE D45TRLLED R MINIMUM OF i"BELOW 1x6 SPF s2/sl OR EOLIRL GABLE RLUL COVERED FASCIA PEAK OF ROOF TO ALLOW FOR ATTIC VENTILATION. OVERHANG BLOCKS AT 24"O.C. MAX. TYP.FLIP SECTION AT WFE14 THE DESIGN LIVE LOAD EXCEEDS 60 ppaaf. RT RIDGE 10d NAIL PERFORATED SOFFIT / BY BUILDER CT TO STUD SPACE RESERVED FOR THE NEW YORK STAMP APPROVAL THEN THE FLACKS SHALL BE AT 16"O.C.MAX. PERFORATED SOFFIT l/ TOP ROW OF SIDING INSTALLED BY BUILDER NOTE:ROOF SHEATHING 15 CONTINUOUS FROM TRUSSES TO END OF OVERHANG. TYPICAL FRONT OR REAR GRBLE OVERHANG OPTION DETAIL SQALE 3/41 D FIXED OVERHANG FOLDING OVERHANG FIELD WORK SCBE: 1 1/2"=1'-O" SCALE: 1 1/2'�--S'-0" OF tt DETAIL tt8 DETAIL tt9 FIELD CONNECTION OF LOWER ROOF TO SIDEWAY: DETAIL #10 SITE CONSTRUCTED SECTION INSTATED 16d NAILS a 8"OC,2 ROWS STAGGERED °VIER ROOF SHEATHING RAFTERS THROUGH RIDGE BOARD TO SIDEWFLL m",--vAL L]M FIELD s�EATHm4G ELFISH FISHING(SITE) FIELD WORK FIELD WORK FI K HpCTORY BUILT PO d. • RIDGE VENT, sl RIDGE BERM JUL 11 �10Nd[ F I 11 If II SIDING �Q~ T � ROOFING MATERIA_ II II II II ALTERNATE hS -ER 2NRU SECOND STORY SIDE:WRLL 120 MPH SECOND GUST IN PLACE OF x4 BLOCKING I II II TYPICAL TRUSSES VENT WSTALLEO PER II 11 II II MFRS p45Tfi1ATI( INSTRUCTIONS, 3- SECOND EDGE 2x4 SOCKING 11 11 II II SEE NOTE sl D7Sfl� 4 II II II II SHEATHING,UNDERILRYMEM,AND SHINGLES 1plSNA'Cbd I I •'I I SHEATHING NYLON STRAP FOR FLIP SECTION I I I I I SIDING. LATERAL ERACIING 000 a 24"OR 16" O.C. II II I FRE-MANUFACTURED WOOD TRUSS KtEEWRLL TON CHORD JOIST HOUNDER DR I I I I IFLASHING - ®Y OTHERS)AT 16,19.2"OR 24"0.G LEDGER /�joD>n 5Y57 /Y l -7 a� RIDGE VENT• SEE SPECIFICATIONS MfNUAL DBARYBROFSTAMF,WO3WMON A18MI/,W 12ZA-= I I I I I FOR TR1155 DESIGN!DRAWINGS STRUCTURAL BEAMS SHEATHING TRUSS Kt�lA1 II I w.drx•� 9 II II I I I zx10 nl�. °+ FOR FIELD MAILING RRD_5 FLOOR JOIST ROOFING MATERIAL FLOOR JOIST SEF DETAIL •1 16d TOE-WAILEDsr."'rr.rxr.rr�w: I 11 I I APPROX FIRST FOOT MODULE "A" MODULE'C' a 8"0.G BY II II I I II SITE INSTALLED BUILDER •r o• �DIRGONAL WEB 2xlOE�2x4 I I II I ( ) RAILS M 2x4 MM I II I i TRUSS SCALE: 3/8"=1'-0" CEILING JOIST II 11 E�oTroM CHORD II II I CEILING JOIST MRSTER SERIES •SITE Al ST ALL MODELS ALTERNATE CONSTRUCTICIN DETAILS CEILING MUNCY HOMES, INC. 1567 PR ROUTE 442 INC, RSSEMBLY MUNCY, PR 17756 SOLE: EXT o"FNSTQU El�g,S, OPTIONRI OFFSET (TWO STORY UNITS) ORN BY DATE SCALE REV. HT. NO. SCALE: 1/2"=1'-O" 7-T -0NAME MJL 3-22-91 SHOWN 4-23-2010 71 7\71 ET I DETAIL #4 E RI # THE FIX1.OW04G ROOF TYPE/rDllS=WIDTH6 NOTES SHINGLES AND FELT AT BREAK FIRE LIMITED TO 7-9'PORCH DEPTH L-k f FRE SITE INSTAJXD BY BUILDER 8'-0" IR13XJ -7/12.28 6 31-WIDE MONO ROOFS -120 181 6d(.AILS PER SIDE SITE IN5TFLLEO BY BUILDER -12/12. 31-WIDE.CAPE ROOFS -120 f L RIDGE BORK05 ARE 1NSTFILL.EO R MINIMUM OF 1"810'N ! METAL STRAP HINGE ViANFACTLIa=R SXPLIES RIDGE FEW OF ROOF TO BLOW FOR ATTIC VENTILATION VENT FOR FIELD INSTALLATION 2. PORCH CALC5 PROVIDED IN SECT.25 OF APPROVED BY OTHERS AS PER MANUFACTURERS 1/7'41.2'PLYWOOD GUSSET SITE INSTILLED1RSTf:UCTICRS BY BUILDER -MOOLLE MAY BE EJILT.FULL RATHER THAN TI-E PORCH SP 2.4 SPF •21.1 a 24"OC.35 PSF BOTH MODULES.IF PORCH SPMS 2.4 5PF +Z/.1 a 1S O.C.50/60 G3. F5000LES.REPEAT SAME PORCH 2.4 SPF.21.1 a 12'O&90 PSF FF15TEKM IN BOTH MODULES. 12 �.3 E GIId7ERSM_CCE.11.'W d ON CQ74t U 2.3 SOFFIT SUPPORT• ' ) - MODULE SE CHART BELOW. STioN ITE INSTALLED (35U�x•2/•1 FIELD NTA D RIDGE VENT DETAILS _.G.CONNECiNTTION RISES TT BELOWW 2.3 MILLER 50/6P� zn, SCALE: 1 1/r=1'0 p GSL s� s ELE&L caxEcnoN v. (D 2.85PF-21- 90 P5F GSL DETAIL #S E cDiDER To-sTLA um cOMECTioN'E'. F!ERFORATED':SOFFIT SITE INSTALLED i. _ SEE CHART BEI. 2.2-WILER.EIDS ONLY.SITE INSTALLED i 8 CC COVERED PFW%gNIFFCT RED WOOD FLOOR TRUSS - _ _ i- BLOCKS HY OTHERS AT 16.OR IRZ OO rARRIAGE STUD GOLU"sV- ot1HDATIt14 SUPPORT C0.11`WS-T-0'PAX -35 PSF GSL- *z SEE-TRUSS MRAXIL o nT_-w COrA'ECTION -SEE C14WT BELOW: fff. 8-ir MAX-50.60, 6 90 PSF GSL �� i OZ TRUSS DESIGM DRRWI 'S� FLOOR..DECY.13r, v'If ft er alaSUPPLXO AND FIELD MUST BE . . `^ , �. ,F TO WITHSTAND AXIAL LOCO OF 1200 LII' ALL rfr ERrANENliT EXPOSED pro THE -ELEMENTS BE PRESSZFE TREATED. 5/1 E P CH. OOF F L R E: 1112•=1'-R' -1 -- PORCH FL CCILLRWS.FLOOR,RAIL ETC: THIS ROOF IS SFtPPED F0.0E0 13R0K FA'ON HOUSE ODTE+27 MAY BE AND INSTALLED BT OTHERS ROOF r:0 ON SITE HY BJILOE(t I-BERM HANGER,WDCO .=-BEAM H?DER .TROP OR JOIST OR_,p T .: MODUL PORCH -",Z PROVIDED AND INSTALLED LY-PART. IN WHOLE:BY THE MCOULAR { DETAIL #7 JOIST O2T1.'RLL - r y)r A TRUSS-TO-HEADER COM1WCTION'FT. - - .lJ.� CHART BELOW:. r _ STUD COLUIV-TGfONLHTION. TYPICAL SECOND FLOOR /r CONNECTION-C. SEE DART BELOW. STUD COLLrN-TO-FOLfORTION(c.}-� HEADER-TG-STA.COLUI%N C44hECTION"B'. COR4ECTION'L'. SEE t]PART SEE QUART BELOW. MANUFACTU19ZRED WOOD TRUSSPREMgVIFACTUREO W000 r100R T(c1155 BELOW.®Y 0 SP 16", ATI OR 24'O.C. HY OTHERS AT 16"OR 19Z OC SEE SPECIFICATIONS YAMA /,: FOR TRUSS DESIC7�I.ORAWIMS FOR TRUSS.S l7E-SICiV iX2FiLlINOS EN R -I SCAL 1 1/Q=1'-0' FASCIA z=I aR z.fi TDP SOFFIT SIDEWALL CONNECTIONS MRTEWRLL CONNECTIONS BLOCK F-C21 i-112'r 9 1 MI BEAMS FOR 60 PSF GSL - -� ROOF TRDSTrTO-Ff_f'OE3Z.CONFECTION'7T ROOF TRUSS-TD•GIF3)ER COh'�ECTION'0' ALUM.lR VIr1YL 131 L i/2'a 9 1/ M[' :'BEAMS FOR 90 PSF GSL -:y). TTP.SILL PLATE 1-8EAAY FSR.WO00.LEDGER Sa-FIT(VEMEDI U�� SUPPORT CCLU1rN3-1 :OC SUPPLIED-AND FIELD- PROVIDES BEARINIi-SIRr'F STRIP ! :JOIST tYN1CT;R CC7tiEGTION y 0.. CONNECTION INSTHL.LED HY l61I DER MUST'BE ABLE T0. SPEED WIDTH 1.l1MTHSrF#S.1 WIDTH AXIAL LOAD 1H -STEEL.COLU"LN'ffYPJ - 28v MT516 EACH WITH(7)IO&LS" 90 6 28-6 L15210 WITH. M 10d NAILS IN GIRDER, TYP. SEC T RUCARPORT TYPICAL FIRST FLOOR _ 90 0 100 31v (4)Loa n4 Truss 31v. 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W �LP�116 I - --- � - �� r 'rY S)ZZ voir fl .i I A Minimunj p • o ."Wood . #4 Rebar with a i I i 9 y aligner thiCknBS5 member ltrnim rrt • ! , i i of 2x embedment • i length t "2" barrier may be j .. required . o ti Vercal HOU In ; stallation �` a !z"full rr�rt�` ;' ' end Cf C0fl,Crele _. r A L P1/,,�''j Typical STHD14 End Installation GENERAL NOTES: 'hoc -- 5/4 K D hr Cite The Architect will not have control or charge,of and will not be responsible for constructiot, means, dt Gt methods, techniques sequences and programs in connection with the work. • The contractor shall give all notices and comply with all taws,ordinances, rules,regulations and lawful orders of any public authority bearing on the performance of the work and shall promptly notify the Architect if the drawings and specifications are at varianm therewith prior to construction. Owner and contractor shall indemnify and hold harmless the Architect and there agents and employees from all claims,damages,losses and expenses including but not limited to attorney fees arising out of or resulting from the performance of the work}provided that any such claim,damage,loss or expense(1)is,, 1 attributable to bodily injury, sickness disease or death or to it jury to or destruction of tangible property EC1L1`1�1�1AT��I�I�; j (other than the work itself).imluding the loss of use resulting therefrom and(2)is caused in whole or in part by any negligent act or omission of the contractor any subcontracto',anyone directly or indirectly L. Foundations shall cr mply'with Neva Fork State Residential Building 'o • ' employed n � � dt �aecttatt R�iO:I. rp ,y d by any of thc.i or rpd:rectiy�entpioye�i by any of there or anyone for whose nets any of thein yr ���".. 22:�• ,.-. ,may be unable, regardless whether or not it is caused in part by a party indemnified hereunder. + t otttrdatirrrr walls siraU lw�"ir i-# re ar art tiletoy of(lie wall turd at Ore bottom + All codes and regulations of NYS Building,Code shall govern over all constr trctitrn and instai'l;ttittn. ... of the footing,' . All concrete to be a rein. ' psi at 28 days. All footings to bear on virgin'sod rvitlt ntinirnum soil � 1° • All footings stroll rest on urtdastubcd soil and shrill be below fire frost tier of 36"- Unit bearing capacity of?tons. �.- Step footingsshalt not have a slope eking t unit in l(i trrrtits horizontal(t(i+l+slope). Architect is not engaged.for supervision in any capacity. and it shad be the owners car his agents compressive strength of concrete sitrrll,6e.,i3Oo0pSi for basement-walls and 3,3(X)psi. for responsibility to veri4,all dimensions prior to construction. rC. �r alabS. + Concrete shall be air entrained if exposed to tiie Weather. (imitide game slab • Soil bearing capacity calculated frac this design is2.tlOrJpsf and is for SW, SP, SM,sC, GM, GC t soils if other types of soil are encountered a soil ttst slutll be performed. �1► p`botist�;s'slLall be S'�lt�"or as noted on plants. . * Walls shall be the fallowing thickness far these ligights:8ft.wall=8"'thickness for GW.GP, SW, N E: SP sails;8ft.wall= 10"thiel nt"for GM,GC, Ski,ML soils. 9ft,`wall- 1()""thickness for GW, SEE FACTORY` DRAWINGS FOR WINDSTORM !GPI SWI SP OK.Gel SM,i c soils: � CONNECTIONS, DETA II..S AND REQUIREMENTS. w t • Caste piers sJtatl be the wall thickness by 2 times the wall tltidwoss spaeeci max. 1'i,"-fl"'apart Backfill shall not be placed against the wall till the will Inas sufficient strength aw has been ancbomd to the floor above. • Wall damp procrfwg strati a bitttminious coating, 3 pottrufs per square yard of acrylic m cement "thiels. Where"basctwnt`is to enclose habitable or usable space inrt"high water table or . mitten sail ward edition shalt empty with 8406.2 of the build`ing.00de # ; , MODULAR H E DETAILS • vi-M oar for a b rite or trawl.�shall be 1 sf. for each 1 SW of noor arca One such ' �� enc rtterof nd ,2taf g shall betivitttr t three of h co the building a as per R40 STEPHEN ROSSETTI -- A RCHITE #r _. F btiti ixtg c 28 TU TL 'r C+C�►,'V;E, RIVE f y O UTI