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Building Permit #151-15 - 1 POND STREET 5/1/2018
BUILDING PERMIT TOWN OF NORTH ANDOVER ° APPLICATION FOR PLAN EXAMINA " Permit NO: Date ReceivedAVID �9ssgcus�� Date Issued: ►+ IMPORTANT:Applicant must complete all items on this page LOCATION 1 n �� PROPERTY OWNER pr �r�,z 'i -C�Sav1. Print MAP NO: 10 C. PARCEL: VT ZONING DISTRICT: e-Z• Historic District yes Machine Shop Village yes �no TYPE OF IMPROVEMENT PROPOSED USE Residential Non-Residential ew Building V,6ne family ❑Addition ❑Two or more family ❑Industrial ❑Alteration No. of units: ❑Commercial ❑ Repair, replacement ❑Assessory Bldg ❑ Others: ❑ emolition ❑Other Septic ell ❑ Floodplain ANetlands ❑ Watershed District ❑Water/Sewer J New w�ti N S'1m� 11_ Identification Please Type or Print Clearly) OWNER: Name: Phone: Address: CONTRACTOR Name: Phone: (�,t} Address: `"� MON— 0(`-,(-1 S Supervisor's Construction License: (0 2- 4(8 Exp. Date: 2 2 I Sf Home Improvement License: Exp. Date: 1 ARCH ITECT/ENGINEER Phone: 201-- - 7 ��Z� f Address: y2Wi o-Je s�• a�io� Reg. No. FEE SCHEDULE-BOLDING PERMIT.$12.00 PER$1000.00 OF THE TOTAL ESTIMATED COST BASED ON$125.00 PER S.F. Total Project Cost: $ 1;a 6:1d 9 1 Soo, FEE: $ Check No.: i Z2( F Receipt No.: NOTE: Persons contracting with registere c retractors do not have access to the guaranty fu d y r Signature of Agent/Owner � nature of contractor BUILDING PERMIT O TOWN OF NORTH ANDOVER 0 - - R APPLICATION FOR PLAN EXAMINATION y Oi 4•{ /f, w 7' Permit No#: Date Received ��0 A7ED PPy4`� AC US Date Issued: IMPORTANT: Applicant must complete all items on this page LOCATION - _ Print PROPERTY OWNER Print 100 Year strucfure yes no MAP PARCEL: ZONING DISTRICT: __ Historic District yes no Machine Shop Village yes no TYPE OF IMPROVEMENT PROPOSED USE Residential Non- Residential ❑ New Building ❑ One family [I Addition El Two or more family ❑ Industrial ❑Alteration No. of units: ❑ Commercial ❑ Repair, replacement ❑Assessory Bldg ❑ Others: ❑ Demolition ❑ Other _. ❑ Septic [],Well ❑ Floodplain ❑Wetlands ❑ Watershed District Water/Sewer - DESCRIPTION OF WORK TO BE PERFORMED: Identification- Please Type or Print Clearly OWNER: Name: Phone: Address: Contractor Name: _ Phone: Address: Supervisor's Construction License: _ ,Exp. Date: _ y Home Improvement,<License: ___ __- Exp. Date;_. a ARCHITECT/ENGINEER Phone: Address: Reg. No. FEE SCHEDULE:BULDING PERMIT:$12.00 PER$1000.00 OF THE TOTAL ESTIMATED COST BASED ON$125.00 PER S.F. v Total Project Cost: $ FEE: $ Check No.: Receipt No.: NOTE: Persons contracting with unregistered contractors do not have access to the guaranty fund gn` ature of Agent/Owner Signature of contractor � I i Building Department The following is a list of the required forms to be filled out for the appropriate permit to be obtained. Roofing, Siding, Interior Rehabilitation Permits ❑ Building Permit Application ❑ Workers Comp Affidavit ❑ Photo Copy Of H.I.C. And/Or C.S.L. Licenses ❑ Copy of Contract ❑ Floor Plan Or Proposed Interior Work ❑ Engineering Affidavits for Engineered products NOTE: All dumpster permits require sign off from Fire Department prior to issuance of Bldg Permit Addition Or Decks ❑ Building Permit Application ❑ Certified Surveyed Plot Plan ❑ Workers Comp Affidavit o Photo Copy of H.I.C. And C.S.L. Licenses ❑ Copy Of Contract ❑ Floor/Cross Section/Elevation Plan Of Proposed Work With Sprinkler Plan And Hydraulic Calculations (If Applicable) ❑ Mass check Energy Compliance Report (If Applicable) ❑ Engineering Affidavits for Engineered products NOTE: All dumpster permits require sign off from Fire Department prior to issuance of Bldg Permit New Construction (Single and Two Family) ❑ Building Permit Application ❑ Certified Proposed Plot Plan ❑ Photo of H.I.C. And C.S.L. Licenses ❑ Workers Comp Affidavit ❑ Two Sets of Building Plans (One To Be Returned) to Include Sprinkler Plan And Hydraulic Calculations (If Applicable) ❑ Copy of Contract ❑ Mass check Energy Compliance Report, ❑ Engineering Affidavits for Engineered products NOTE: All dumpster permits require sign off from Fire Department prior to issuance of Bldg. Permit In all cases if a variance or special permit was required the Town Clerks office must stamp the decision from the Board of Appeals that the appeal period is over. The applicant must then get this recorded at the Registry of Deeds. One copy and proof of recording must be submitted with the building application lication i Doc:Building Permit Revised 2014 M e h ■ • Plans Submitted ❑ Plans Waived ❑ Certified Plot Plan ❑ Stamped Plans ❑ TYPE OF SEWERAGE DISPOSAL Public Sewer ❑ Tanning/Massage/Body Art ❑ Swimming Pools ❑ Well ❑ Tobacco Sales ❑ Food Packaging/Sales ❑ Private(septic tank,etc. ❑ Permanent Dumpster on Site ❑ THE FOLLOWING SECTIONS FOR OFFICE USE ONLY INTERDEPARTMENTAL SIGN OFF - U FORM LANNING & DEVELOPMENT Reviewed On Signature_ COMMENTS CONSERVATION Reviewed on Signature COMMENTS HEALTH Reviewed on ICY Signature "/'�y COMMENTS Zoning Board of Appeals: Variance, Petition No: Zoning Decision/receipt submitted yes a Planning Board Decision: Comments Conservation Decision: Comments Water & Sewer Connection/Signature& Date Driveway Permit TiPW Town Engineer: Signature: Located 384 Osgood Street VIRE DEPARTMENT - Temp Dumpster on site yes _ no Located at 124 Main Street FireDepartment signature/date COMMENTS Dimension Number of Stories: Total square feet of floor area, based on Exterior dimensions. Total land area, sq. ft.: ELECTRICAL: Movement of Meter location, mast or service drop requires approval of Electrical Inspector Yes No DANGER ZONE LITERATURE: Yes No MGL Chapter 166 Section 21A—F and G min.$100-$1000 fine NOTES and DATA— (For department use) C l VI"- Ll ❑ Notified for pickup Call Email Date Time Contact Name Doc.Building Permit Revised 2014 Location fil- No. Date . - TOWN OF NORTH ANDOVER e ' tires Certificate of Occupancy $ Building/Frame Permit Fee $ �� S� j ' Foundation Permit Fee $ Other Permit Fee $ ° TOTAL $ i Check# /?i?l s f © / Building Inspector " C Location No. �� Date i • - TOWN OF NORTH ANDOVER • Certificate of Occupancy $ Building/Frame Permit Fee $ * y— Foundation Permit Fee $ ., Other Permit Fee $ ; TOTAL $ Check# MP-11 n �p �7 2 ,T ! 6 7 Building Inspector f NORTH O r �h ti .1 s �SSACHUSE CERTIFICATE OF USE & OCCUPANCY TOWN OF NORTH ANDOVER Building Permit Number 151-15 on 7/31/2014 Date: December 3, 2015 THIS CERTIFIES THAT THE BUILDING LOCATED at 1 Pond Street MAY BE OCCUPIED AS a single family home IN ACCORDANCE WITH THE PROVISIONS OF THE MASSACHUSETTS STATE BUILDING CODE AND SUCH OTHER REGULATIONS AS MAY APPLY. Certificate Issued to: Eric and Chloe Peterson 1 Pond Street North Andover, MA 01845 Building'Inspector Fee: $100.00 Receipt: 29769 Check : 1464 i r -1F NORTH - W - ic . - ver " i � t . No. h ver, Mass, 14 A COC "Ic„twic« S V BOARD OF HEALTH Food/KitchenPERMIT T SepticSys1:e �t' . �JUILDING INSPECTOTHIS CERTIFIES THAT ........ ............................... . .................................................. Found tion has permission to erect .......................... buildings one.... ...............................................................:....... b�_ P ough p' .:�. .....:°/�-eW, .:�::fes�'° �. .. � .�.p.�. ... R to be occupied as ..................... .... ........................ provided.that the person accepting this permit shall in every respect conform to the terms of the application inal -3® on file in this office, and to the provisions of the Codes and By-Laws relating to the Inspection, Alteration and Construction of Buildings in the Town of North Andover. PLUMBING INSPECTOR Rough VIOLATION of the Zoning or Building Regulations Voids this Permit. ,CSA "/` PERMIT EXPIRES IN 6 MONTHS ELECTRICAL INSPECTOR UNLESS CONSTRUCTION STARTS Rough °” Service .............. . . t' -..•.:........................... .. final BUILDING INSPECTOR mak- GAS INSPECTOR Occupancy Permit Required to Occupy Building Rough Display in a Conspicuous Place on the Premises — Do Not Remove Final No .Lathing or Dry Wall To Be Done FIRE DEPARTMENT Until Inspected and Approved by the Building Inspector. Burner Street No. , Smoke Det. NoRrH t O t yo: s6 ti APPLICATION FOR CERTIFICATE OF OCCUPANCYANSPECTION oyb OQ <o<xt<ni Kx ' �9SsgCH„E��� BUILDING PERMIT# ADDRESS/LOCATION OF PROPERTY: Map ej© Parcel C Lot Number 'Z�- SUBDIVISION: N DATE REQUESTED FILED/READY FOR INSPECTION:_ -Z 1� CLOSING DATE ON PROPERTY: FIVE(5)DAYS NOTICE PRIOR TO CLOSING DATE IS REQUIRED ALL WORK AND SIGN-OFFS MUST BE COMPLETED WITHIN THIS TIME FRA A REINSPECTION FEE OF TWENTY DOLLARS ($20.0 L BE C IF STRUCTURE DOES NOT MEET ALL APPLICABLE CODE . _ APPLICANT SIGNATURE Permit Issued to: Address: ROUTING TOWN ENGINEER; SITE PL4N—DRIVE-WAY REVIEW C CONSERVATION 1 PLANNING 0 DPW-WATER METER ❑ — ►� r i SEWER CONNECTION ❑ DPW MUST INDICATE THAT THE WATER METER HAS BEEN INSTALLED PRIOR TO SUBMITTAL OF THE OCCUPANCY/INSPECTION REQUEST DPW SIGNATURE File:Application for OC form revised fan 2007/2011 1 o,NORYH yti 32,!.r.• '.'•hoc 'iiy O4n° '�t19 , SSACHU'E CERTIFICATE OF USE & OCCUPANCY TOWN OF NORTH ANDOVER Building Permit Number 151-15 on 7/31/2014 Date: December 3, 2015 THIS CERTIFIES THAT THE BUILDING LOCATED at 1 Pond Street MAY BE OCCUPIED AS a single family home IN ACCORDANCE WITH THE PROVISIONS OF THE MASSACHUSETTS STATE BUILDING CODE AND SUCH OTHER REGULATIONS AS MAY APPLY. Certificate Issued to: Eric and Chloe Peterson 1 Pond Street North Andover, MA 01845 Building'Inspector Fee: $100.00 Receipt: 29769 Check : 1464 F_ 1F NORTH _ _ . w � t _ . . ver No. 9 T �O LANE h ver, Mass, ._. Ae-1 'Q COC NIC MIWICK .S U BOARD OF HEALTH PERMIT T LD} Food/Kitchen ` L 14 Septic Syst2 ..................................................... TO THIS CERTIFIES THAT .......�::�:.:: . .................................................... UILDING INSPEC Foundation has permission to erect ....... buildings on •` ' .......... .... �: .�. .�..............a............................................. Rough � b ... .. .. . ...... y Ae� pp } , tobe occupied as ......................�"....:........................................................7.......................................... provided,that the person accepting this permit shall in every respect conform to the terms of the application inal V- on -on file in this office, and to the provisions of the Codes and By-Laws relating to the Inspection, Alteration and Construction of Buildings in the Town of North Andover. PLUMBING INSPECTOR Rough VIOLATION of the Zoning or Building Regulations Voids this Permit. .r.y �^R tFina'(: r PERMIT EXPIRES IN 6 MONTHS ELECTRICAL INSPECTOR UNLESS CONSTRUCTION STARTS Rough Service ..............o ...;. ........................... final 0/C �l BUILDING INSPECTOR GAS INSPECTOR Occupancy Permit Required to Occupy Building Rough Display in a Conspicuous Place on the Premises - Do Not Remove Final No .Lathing or Dry Wall To Be Done FIRE DEPARTMENT Until Inspected and Approved by the Building Inspector. Burner ' Street No. Smoke Det. I f f , Enter construction cost for fee cal - North Andover Fee Calculation Construction Cost $ 3063875.00 m $ $ 3,682.50 Plumbing Fee $ 460.31 Gas Fee 100 comm. $ 100.00 Electrical Fee $ 460.31 Total fees collected $ 4,703.13 1 Pond Street 151-15 on 8/14/14 New Single Family Home LOT AREA: 3.919 ACRES ZONING DISTRICT: RESIDENCE 2 DISTRICT \ ASSESSORS MAP 90C LOT 27 0 \ REFERENCES: O DEED — BK. 13224 PG.49 (ESSEX NORTH REGISTRY) PLAN — PLAN 16041 (ESSEX NORTH REGISTRY) O � \ E,.&B. PIN FND. PUBLIC-1956 COUNTY LAYOUT-VARIABLE WD114 ( ROUTE 133 ) WASHINGTON STREET POND STREET c _ N 80-306"E 1 6 - gO_g0' R�600.00 FRONTAGE Le113.64• FND. SEE 195ESSEX ��E EASEMENT �� `n =75254'- E.C.S.B.--_ ESS —) R� -------- - FNP. - COUNTY LAY ----- ----------- � r PRD?OSD)OPoYEwAY / A CHARLES L. 1 B ALLYSON WEBS I EDGE OF BORDERING VECETATE� i / �^ f C �� i + n `r\1 1 FND/16 JAMES NASON LEGEND & SYMBOLS \ /I ROD i WETLANDS D.H. /FND = 1 O.H. FND./.' E.C.S.B. ESSEX COUNTY STONE BOUND FND. N 1 —y ---------'3+: ,, D.H.az—� r \ D.H. DRILL HOLE Q1'� w l — ------- 36.77' \ i. N e6ls�ae w wHFHo. \ I.ROD IRON ROD 4 u.27' 63.64' 330.36' 8624'15 CTR•• O 78'39•WS 83.21'07'W D.H. S 8616'11'W s 6a3�'14'W FND. FOUND vFND. N 76pZ27' -p BROOKS SCHOOL Y DETAIL 1"=30' __ _ _ —_ _ — _ _ _ 90 0. — —. PROP ADDRESS: 0 POND STREET CARR Sf0 22.e'1• 1.0 Gf ry PLOT PLAN ry eo.o• IN of PROPOSED s.s' Fgs BOO. PORCH 9,5, ll.o OVNpq SON ti NORTH ANDOVER, MA _ mW 00 4.5' .7 3 znI \ 0.1' l s• o 14r c PROPERTY OF _ L \ \ ERIC S. & CHLOE PETERSON —� PROPOSED PROPOSED A6 STEPS DECK 1 0 30 60 120 180 240 SCALE: 1" = 60' DECEMBER 3, 2014 SCALE: METERS DONOHOE SURVEY, INC. ti 363 BOSTON ST. TOPSFIELD, MA 0 20 40 60 (978) 887-6161 PROJ. 2927 r NORTH C . " ver o nO LAKIE h ver, Mass, eF '1-_t1ey COCNICNlw'C' 1• U BOARD OF HEALTH PERM IT T Food/Kitchen LD... Septic System THIS CERTIFIES THAT .......��'�°.. ' ••••.. ............................ BUILDING INSPECTOR ....................................................... has permission to erect ... buildings on Foundation e Rough to be occupied as d.o`�............. 6�1v c/ ...............................�.�.�........................ ............ ............................................ Chimney provided that the person accepting this permit shall in every respect conform to the terms of the application on file in this office, and to the provisions of the Codes and By-Laws relating to the Inspection, Alteration and Final Construction of Buildings in the Town of North Andover. PLUMBING INSPECTOR VIOLATION of the Zoning or Building Regulations Voids this Permit. Rough Final PERMIT EXPIRES IN 6 MONTHS ELECTRICAL INSPECTOR UNLESS CONSTRUCTION STARTS Rough Service . ..BUILDING INSPECTOR Final GAS INSPECTOR Occupancy Permit Reguired to Occupy Buildinz Rough Display in a Conspicuous Place on the Premises — Do Not Remove Final No Lathing or Dry Wall To Be Done FIRE DEPARTMENT Until Inspected and Approved by the Building Inspector. Burner Street No. Smoke Det. ` Commonwealth of Massachusetts S - Manufactured Buildings Program-Plan Identification Number Assignment Name of Manufacturer EXCEL HOMES OF MAINE MC Identification Number 137 Third Party Identification Number 02 Project Title Kim 4309' Use Group R3 BBRS\DPS Identification Number 0353- 14 Review by Program All Plans are reviewed by MA and should be Director Required stamped as below when approved Date: 7/2 3/ 14 Manufactured Buildings Program From: Linda Shea Manufactured Buildings Program Re: Confirmation of Receipt of Building Plans &Assignment of BBRS\DPS Identification Number(BBRS\DPS I.D.Number) The Board of Building Regulations and Standards and Department of Public Safety (BBRS\DPS) has received your building plans for the referenced project and has assigned the identification number noted above (in the block marked BBRS\DPS I.D.Number). This number has been assigned for purposes of internal tracking methods. This number shall be used in reference to this project and on all future correspondences,inquiries and plan revisions.. ACCEPTED MA$SACMUSETTS MANUFACTURED SUn DINGS PROGRAM STATE BOARD OF ILOINQS R♦ECsWATIONS STANDARDS AW SIGH TU - - PAT - - - - BAS 0 T111RD RTYCE ICAMONONLY Thank you for your cooperation with this matter. 73JECT To FUIRT ER,,,,E, Send all correspondences,inquiries and plan revisions to: BBRS/Dept.of Public Safety Linda Shea 1380 Bay Street Building B Taunton,MA 02780 Bbrs\forms2\manufacturedbldgplanid-June 30,2009 Massachusetts -Department cif dub€ic Safety Board of Build€ng.Rtegulatsons and Standards zicense. CS402483 '&IC S PETERSON 202 ffiG$STREET North-Ai drover WA 01&45 t f, Expiration til �t Commissioner 02/02/2015 Unrestricted -Buildings of any use group which contain less than 35,000 cubic feet 991m3 of enclosed space. Failure to possess a current edition of the Massachusetts State Building Code is cause for revocation of this license., For DPS licensing information visit: www.Mass.Gov/DPS *1' Massachusetts-Department of Public Safety Board of Building Regulations and Standards Omoruction Super icer License:CS-066659 STEPHAN P ADA$c ' 36 WELDBERRYIAN Turner ME 04281 Expiration Commissioner 06/2212015 A.. Massachusetts -Department of Public Safety Board of Building Regulations and Standards CtInstructiun Supervisor License:CS-066659 STEPHAN P ADAC 36 W LDBERRY s Turner ME 04281 " "'"` Expiration Commissioner 06/2212015 Homes1 April 17, 2006 To Whom It May Concern: This letter is to serve as confirmation that SETWRIGHT, INC., R.R. # 1, BOX 1429 ROUTE 17, POWNAL, VT 05261 / 11 MECHANIC FALLS ROAD, OXFORD, ME 04270 -- FEDERAL ID#221-40-4067, is certified to set any and all Excel Homes, LLC modular homes throughout the United States. Please contact me at 717-761-7650, ext. 28 if you need of further information. Sincerely, Denise N. Grover Invoicing Specialist Excel Homes, LLC Corporate Office '•� , +fox OZ� EXCEL HOMES,LLC 300 CORPORATE CENTER DRIVE,SUITE 300,CAMP HILL,PA 17011 PH:717-761-7650,EXT 28 FAX:717-761-7635 EMAIL: dgrover@excelhomes.com ® DATE(MWDDNYYY) AcoRO CERTIFICATE OF LIABILITY INSURANCE 05/14/2014 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 terns 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 CONTACT NAME: EAGLE INSURANCE AGENCY MARK DUGUAY PHONE (207)225-5562 Ne (207)225-3499 EAGLE INSURANCE AGENCY EMAIL 1071 C AUBURN RD. ADDRESS: TURNER,ME 04282 INSURER AFFORDING COVERAGE NAIC s INSURER A: NEW INSURED INSURER B ADAMCZYK,STEPHEN DBA SETWRIGHT PO BOJ{208 INSURERC: 36 WILDBERRY LANE INSURER o TURNER,ME 04282 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. ADDL INSR TYPE OF INSURANCE S POLICY NUMBER MPM POLICY EFF POLICYEXP LIMITS; LIR GENERAL LIABILITY WS 186531 06/07/13 06/07/14 EACH OCCURRENCE $ 1,000,000 x COMMERCIAL GENERAL LIABILITY PREMISES Ea o= noe $ 300.000 CLAIMS-MADE a OCCUR MED EXP(Any one ) S 5.000 PERSONAL&ADV INJURY $ 1,000,000 GENERAL AGGREGATE $ GEN'L AGGREGATE LIMIT APPLIES PER: PRODUCTS-COMP/OP AGG $ POLICY PRO LOC $ AUTOMOBILE LIABILITY COMBINED SINGLE LIMB accident) ANY AUTO BODILY INJURY(Per person) S — ALL OWNED SCHEDULED BODILY INJURY(Per accident) S AUTOS AUTOS NON-OWNED S HIRED AUTOS r AUTOS (Per accident S UMBRELLA UAB HOCCUR EACH OCCURRENCE $ EXCESS UAB CLAIMS-MADE AGGREGATE E DED I I RETENTIONS S WORKERS COMPENSATION 1810104355 01/06/14 01/06/15 —7—WCSTATU- OTH- AND EMPLOYERS'LIABILITY ANY PROPRIETORIPARTNERIEXECUTIVE Y/N N/A E. EACH ACCIDENT $ OFFICERIMEMBER EXCLUDED? S00 NXII (Mandatory In NH) E.L.DISEASE-EA EMPLOYEE $ 500,000 If es,doscdbe under DESCRIPTION OF OPERATIONS below E.L.DISEASE-POLICY LIMB $ 500,000 DESCRIPTION OF OPERATIONS I LOCATIONS 1 VEHICLES(Attach ACORD 101,Additional Remarks Schedule,If more space Is ralutred) CERTIFICATE HOLDER CANCELLATION Eric Peterson SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE PO Box 924 THE EXPIRATION DATE THEREOF, NOTICE WILL BE DELIVERED IN North Andover,MA 01845 ACCORDANCE WITH THE POLICY PROVISIONS. AUTHORIZED REPRESENTATIVE 010 ACORD ACORD CORPORATION. All rights reserved. ACORD 25(2010/05) The ACORD name and logo are registered marks of ACORD yhe coram nonweaZih ofHassachusells , - Department of. ndifstriglAccMiks Office off"98 igateons 600 Washington Street .Boston,.MA 0211.E www.massgovIdia Work,ex$i CompematioubsuranceAffid-adt:Builders/COntrcacfox� lEIec rcxexaaasl�'Xii obex ,A lieant Momat on Please ' in e ibXy Name(Business(Organization/1n,dzvidual}. . 1�dCresS: X CztylStatel�ip: �� 1k•� \a��(S'�'hono 6e.(1- 5712 Ce 1 Sf Are yov[an employer?Chock the appropriate box: Type of ' ct(required): I.E] I am a employer with 4. ❑I am a general contractor and.I 6, ew cOnstru coon employees(fulland(orpaxt-time)* ha veliixedthe suh-contracts 7. Remodeling a sole proprietor or paxtne 2. ] I ani x listed on the attached sheet These sub-contractors 8. �[I?emolitton ship an.d`haveno•employees wormng forme in any capacity. workers'comp.insurance, g, Building addition �No or7sexs'comp.insurance 5. ]We are a coxporation and its 10.r[Electrical repairs or additions quired.� officers have exercised.their light of exemption or MGL lI•[I S'lumbingxepairs or additions 3. l am a homeowner doing all work c 152,§l(4)and we have n.o myself[�To workers comp. 12.p Roofrepairs insuxaucerequixed.�? employees.[To workers' 13.0 Other comp.insurance required.] tion. Any applicautthat checks box#I mustalso fi11 outthe section be16w showingtheirwbrkers'compensation policy informa Homeowners who submit.tbis affidavit indicatingthey are doing allworlc and then hire outside contractors must.submit a new affidavit indicating snob. Tcontractors that checkthis box- must attached as additional sheetsTmowingthe name ofthe sub-contractors andtheirworkers'comp.policy information. I am an employer that ispraviding»o ke. eornpelisation insurance fo?ray mTloyees Berow is nepaliey tcYt(t job SVC !nfolrxnation. Insurance Company Name:. Policy#or See ins. ic.#: ExpirationDate: lob Site,Address; CitylState/Zip: Attach a copy oft eworkers,compensation-polley declaration page(showing.the policy number and e piratiolz crate). Failure,to secure oovexage as requireclunder Section 25A,of MOL o.152 can lead to the imposition of eriminalpenalties of a e up to$1,500.00 andlox one-year imprisonment.,as well as civil penalties in the foam of a STOP WORD ORDER and a fate fm of up to$250.00 a day against the violator. Be advised that a copy of this statement may be forwarded to the Office flf hVestigations of the DTA.for insurance coverage ver' cation. X do lie u�icle ilieiia sand tliat the informrction pYovidecl ado a zs tau anct correez; Si afore• °�- Date: phone Oficial use On1y. .Do not write in this area,to be convIeted by city or town official. City or Town: PermictlLiceose# Issuing.A_irthor4(circle one): 1.Board of Health 2.Building Department 3."yffoym Clerk 4.Electrical Inspector 5.BuinbingInspector 6.Other Information and Instructions Massachusetts General Laws chapter X52 requires all employers to provide workers'compensation for their employees. Parsuant to this statute,as er9ployee is defined as"...every persontri-die service of another under any contract oxbire; express orhnplied,oral orwxitten." An employe:is defined as"an individual,partnership,association,corporation or other legal entity,or any two oxmore ofe1V6.r r,-i n engage id1v1 oiutenterpxise,andiucludingtbelegalrepresentatives ofWdoceasedemployer.orthe receiver or tetistee of audivid p, � nal,partnersh% association.or other legal entity,employing employees. ffowever the owner of a dwelling house having notmore than,three dwelling house of another who employs persons to apartments and who resides thexeix�ox the occupant ofthe do maintenance,construction ox repair work on.suds dwelling house or onthe grounds orbading appurtenmtthereto shallnot because of such employmentbe deemedto be an employer.,, MOL chapter 152,§25C(6)also states that"every state or local lieensiug agency shall withhold the issuance or renewal of a license or permit to operate a business or to constx•uet buildings in the commonwealth for any applicant who has not prodiiced.acceptable evidence of compliance with the insurance coverage requir ed:' Additionally;MGL chapter 152,§25C(7)state s,W01therthe commonwealthnor any of its political sub(6hons chaff enter into any c ontract for the performance ofpubineWork IMM acceptable evidence of coznplzance with the insurance requirements of Us chapter have b Ben P resentedta the contractin authorz ty- » Applicants Pleas fill out the workers'compensation affidavit completely,by checking the boxes that apply to your situation ana(t if necessary,supplysub-contractors)name(s),addresses)andftnon mbex(s)along with.their erecate(s)of insurance. LimitedUability Companies(LLC)orLimitedLiabilitypartnerships(LLP)v&hno employees othexthanthe members oxpartners,arenotrequiredto canyworkers'compensationinsurance. SianLL C orLLP daeshave employees,apolicyisrequired. De advisedtliat•this affidavitmay be,submitted to the Department of ludustdal Accidents for confirmation of insurance coverage. Also be sure to sign and date the affidavit: The affidavit should be returnedto the city or town that the application for thepexmit or license is being requested,?tot the Delpartment of 11dustrial Accidenfs. Shouldyou have any questions regarding the law or if you are required to obtain,a workers' compensationpolicy,please call the Department at the number listed below: Self-insured companies should enter iheir self znsuxan ce Incense number on the appropriate line. City or Town Officials Please be,sure thatthe affidavit is co mpleteandpxmtedlegibly: TheDepaximentbasprovided aspacoatthebottom of the affidavit foryou to fill out iu the event the Office of Investigations has to contact you regarding the applicant. Please be-sure to fill inthe permit/Iicense number whichwill be used as a reference number. Thaddition ant thatmust submitmultiple permit/.Rcense applications is any given year,need only submnt one affidavit inall applicdicating can'ent policy information Ofnecessmy)and under"Tob Site Address"the applicant should write"all locations in c• tow&.)•".A.copy of the affidavit that has been officially stain ed or marked (rtY or p rlS bythecityoxtownmaybepxov*dtothe applicant asprflofthatavalidaffidavitisortErlefor futurepermitsorlicenses, Anew azffdavitmustbefilledbut each year.Where ahome owner or citiZon is obtaining alicense orpermitnotrelated to any business or commercial venture (i.e.a dog license orpermit to burn leaves eta)said person is NOT required to complete this affidavit. The Office of Xnvestigatiom would like to thank you in advance for your cooperation and should you have any questions, please do trot hesitate to give us a call. The Department's address,telephone anal fax number: _ . - T.ho CQ4w�at - � sa � • ? papeli QZnduxal&c�c�e�t� MAO offAves 640 Wasbin.�pnee Ba.AQn,MA 02111 Devised 5 26-05 a 617-727-7749 KEISER HOMES SITE GONDITIONs: THIS HOME HAS BEEN DESIGNED SPECIFICALLY FOR: BUILDER: BUILT BY EXCEL HOMES GROUND SNOW LOAD: 50 PSF OF MAINE, LLC WIND SPEED: 100 MPH P.O. BOX 9000 RTE. 121 EXPOSURE: EXP B EBI r OXFORD, ME 04270 SEISMIC CATEGORY: - v P TER O N TELE: { FAX: {207)207) 539-8883 USE (4ROUP' R3 539-4445 CC%�STRUCTION TYPE- VB WOODEFRAMIE UNPROTECTED P. O. BOX 924 1 POND STREET N . ANDOVER, MA 01845 DWG NO. SQUARE FOOTAGE: KIV 4-109 PFS CORPORATION N . ANDOVER, M A THIS PROJECT IN BEING CONSTRUCTED BY FIRST FLOOR: 1,444 SO FT Approval Limited to Factory Built Portion Only SECOND FLOOR: 1,011 SQ FT THE MANUFACTURER WITHOUT ANY OF GOTO VIEW: BONUS ROOM: SO FT State: Massachusetts ESSEX COUNTY GARAGE: SQ FT Signature: ✓�i4i THE EXTERIOR SIDING, TRIM, FURRING TOTAL: 2,455 SQ FT Title: Staff Plan Reviewer THIS NOTE SHALL BE INCLUDED ON THE STRIPS, 4" ROXUL INSULATION & WINDOW Date: 7/23/14 BUILD-OUTS SUPPLIED OR INSTALLED BY DATE: OVERALL SIDE: 24'-0 3/4" x 50'-O" BUILDING DATA PLATE. 6/24/14 MODEL: REVISED BBH CUSHING COLONIAL THE FACTORY. THE G.C. IS RESPONSIBLE FOR ALL O a CHIMNEY REQUIRED STATE & LOCAL APPROVALS, �xocE"E''T I I ON-SITE BY OTHERS ENGINEERING & DETAILING OF THE EXTERIOR ON-SITE APPLIED SIDING, TRIM, o FURRING STRIPS, 4" ROXUL INSULATION & �— o I WINDOW BUILD-OUTS. w IF THE FULL 4" OF ROXUL INSULATION IS m NOT APPLIED ON-SITE AS ANTICIPATED, THE BUILDER IS RESPONSIBLE FOR RESUBMITTING AN UPDATED REScheck TO HJ_ THE LOCAL BUILDING OFFICIAL. o� z _N I SNOW DRIFTING LOAD v 8'-0" 2ND FLOOR CEILING HEIGHT DBL TRUSSES 16" 0/C /-RID T VENT I ( I i l i } }} W j -0 DRAWN BY: LIJ RT I ' 2ND FLOOR FLOOR ALL SUN TRELLIS CONSTRUCTION IS SUPPLIED & INSTALLED REVISIONS ON-SITE BY OTHERS PER LOCAL CODE REQUIREMENTS. GATE ITEM 9'-O" 1ST FLOOR CEIUNG HEIGHT ______ -----av---11------� � -_ 1_____I E tr-N I ! i I I I i i !I` I I l III II I � I I i � I I 15T FLOOR FLOOR SCALE: i WP OF SILL NO SCALE GRADE RNISHED GRADE VARIES SHEET NO. ALL FARMERS PORCH ROOFS/DECKS/POSTS/HEADERS/STAIRS/ FRONT S ELEVAT� ON GUARDS & RAILING CONSTRUCTION IS SUPPLIED & INSTALLED P1 . ON-SITE BY OTHERS PER LOCAL CODE REQUIREMENTS. In t KEISER HOMES .y CHIMNEY L7FSBUILT BY EXCEL HOMES ON—SITE BY OTHERS PFS CORPORATION OF MAINE, LLC O. BOX 9000 RTE. 121 ------- I Approval Limited to Factory Built Portion Only P. ROOF ACCESS OXFORD, ME 04270 HATCH BY OTHERSState: Massachusetts TELE: (207) 539-8883 Signature: `-' F ,��� ,��Qi,�¢ FAX: (207) 539-4446 Title: Staff Plan Reviewer Mate: 7/23/14 DWG NO. KIM 4309 SNOW DRIFTING LOAD y e-o uD Ri MUNG HOOT DBL TRUSSES 16" O/C GOTO VIEW: ELEV g'_p° - DATE: 6/26/14 IV LLOQ2 CF41BG HEI(NT I a 0 C z_ o � U a C/-) J � N /Q ISf FLOCK ELOIXi O Cn (D d_ O _ D Oil FlM91F➢GR�OE VMIE$ NL IANDMGS!STEPS TO EItME ON-9TE BY Q cp (1' ALL FARMERS PORCH ROOFS/DECKS/POSTS/HEADERS/STAIRS/ REAR ( NORTH ) ELEVATION GUARDS & RAILING CONSTRUCTION IS SUPPLIED & INSTALLED Z Z ON-SITE BY OTHERS PER LOCAL CODE REQUIREMENTS. W a z Q ZJ W / O w¢vrt� I I ' I meq"¢wrt N CHIMNEY CHIMNEY ON-SITE BY OTHERS ON-SITE BY OTHERS / 12 12 DRAWN BY: loF ]10 RT REVISIONS E] :Ell DATE ITEM -E al— ALL SUN TRELLIS CONSTRUCTION IS SUPPLIED & INSTALLED ON-SITE BY OTHERS PER LOCAL CODE REQUIREMENTS. MI El Y m Lill SCALE: NO SCALE SHEET NO. LEFT ( EAST) ELEVATION GALL FARMERS UARDS & RAILINGGCONSTRUCTION SIS SUPPLIEDA&EINSTALLED RS/STAIRS/ RIGHT ( WEST) ELEVATION D 1 1 ON-SITE BY OTHERS PER LOCAL CODE REQUIREMENTS. I I ` KEISER HOMES BUILT BY EXCEL HOMES OF MAINE, LLC P.O. BOX 9000 RTE. 121 OXFORD, ME 04270 TELE: (207) 539-8883 FAX: (207) 539-4446 DWG NO. COVERED KIM 4309 PORCH BY BUILDER 25-4 3/4° 4'-3 1/4° 60'-0x4'-0 1/2x 6'-2" 7'-6 1/2' 12'-7' — GOTO VIEW: 5'-7• 11-10° 11 3/ 1-81/2° OM r 9 EE ROC 1 SU B M TL 2-4' FOR SLE INS ALLED 1'-4 3 4 1'-4 3 4 C30"x36° C30 x36° HRV SUPPLY&RETURNS /• / HDR: 2-2x10 SPF HDR: 2-2x10 SPF NOR: 2-2x10 SPF DATE , w , n 3-0 z6- + + TEMPERED I 2-uTE CLOSET (SO) o ---- o ] - _ 1 �O O 1 - M (4)2-CONDUITS \ , i>' = 6/26/14 I ---------- r----------------- _ _ _ I O O !-r BSM--0 ATTIC �. , ; I a o ¢ 1 I I WALK-IN ----------- -------- -' - z o 2/6-INT 1-4 PANTRY , x307 vs96o-30 W7(T7 ENTRY _ m 1 (5 SHELVES) 1 WARDROBE )' uN BYaTH S i i i Tx'7TRE'St1QWER 9G11ac�AnFlrm%� a OMIT SHEETROCK ES Ki 01 ---- I4]UNG I FOR SITE INSTALLED (99-SITE`BY o o o CONSTRUCION GRADE STAIR O I I I HRV EXHAUST OTHERS�� 8 U I O ^ _ FINISHED 5/4-TREADS&3/4-RISERS M U D R OO Mr a'- I I I 3�_0• R5'-o• o Q app SUPPLIED&INSTALLED ON-STE BY BUILDER d Q I Q n 11 2668-SR 2/6-INT BATH 1 —J z B—BOX BUILDER H CHASE LOCATION ----- OF CHIM CHASE BASED OFF DRYWALL JAMBS o OCK 28'-5° CENTER LINE OF FIREBOX BELOW OMIT SHEE-ROCK I FOR STE INSTALLED F- I xTQ Sf FtZ-F1:R _ Cj r'7 FOR SITE NSOMIT STTALLED -- = HRV EXHAUST Z I ATTIC I Z rte JOIS THIS AREA P HRV SUPPLIES ASONRY FSP = 1 1 ACCESS 1 <c FACTORY ro IN z-VENT IN 2-2x4 SPF 2 O I-Id , _1 EACH UNIT \ N AL'1•'OTIiER PLUMBIN TUB BY BdILD 5-2x4 SVFtz 1 OPENING IN FLOOR I "' 3-2x4 9'Ft2 cv _ -----" a-3°��EACH UNIT I NO SxUCES IN CLG/RR EACH UNIT TEACHT2 --------" m C 1 RAILS ABOVE T-8 3/4° -----� I r 4-1.5-x9.25-M.L.CLG GIRDER(2-PER MODULE) 4-1.5-x9.25-M.L 11G GIRDER(2-PER MODULE) I 4-1.5-x9.25•M.L CLG GIRDER(2-PER MODULE) = 3-2x4 sPFt2 E 11'-6 1/2' —3'-6 5 B• E�— _ EACH UNIT L------------- SEACH UN TZ W 2-1.5-x9.25-M.L CLG ORDER(1-PER MODULE) O � E � 536.567 R 3 N M U T REOUIREO=42.9 CJ O' Z I � U T REQUIRED 21.5 I I OMIT 91EETROCK U T PROVIDED=IL1.6 ------- FOR STE INSTALLEDVEIILIVING ROOM T PROVIDED=93.1 - � MRV SUPPLY Z N DINING ROOM o ' ------- KITCHENm o BEDROOM 1 m N J "U LOO( Me 243.Wfi RES 0F R1 ROM FASIf B M o LIGHT REQUIRED-19.4 'a- - ------- ' VENT REWIRED-9.7 c UGHT PROVIDED=40.6 VENT PROVIDED 32.9 N DATA PLATE STATE WILT SHEETROCI( &PFS LABEL LOC'N i___ FOR STE INSTALLID 830 2ST 830 257 S836 g(S36, HRV SUPPLY&RETURN DRAWN BY: x ---------T---------T- ------- --1 RT w v RAISE WINDOW HEADERS 18' pC3684D RAISE IWNDO*HEADERS 18" I O 0 FOR VERTICAL MULL WINDOWS DOOR R/0=96 i/2•z 80 1/4• FOR VERTICAL;MULL WINDOWS; CASEMENTS ABOVE R/0=96 1/2"z 18 1/4• HDR!2_,.5-x9.25-MI - REVISIONS H 2-1.5 x9.5 M.L M -1.5 x9.25 N.L HDR: 2-1.5-x9.25-M.L H R: -2x10 Ft2 H -x10 t2 C36°x50°-2 C36°x50°-2 806$ EPD24Q0-XO-LHA C36'x36°-3 C30°x48°-2 C30°x 8°-2 DATE ITEM T36°x18° 2 ABOVE T36%18' 2 ABOVE W T48 x18 2 ABOVE BY BUILDER T36%18" 3 ABOVE BY BUILDER SUN TRELLIS SUN TRELLIS 6'-31/4• 18'-2 3/4' 14'-51/2• 1-2° 4'-31/2' 8'-2° 5-6' 42'-0 1/2° 17'-11 1/2' DBL 1RUSSE$O 16.O.G-BOTH UNITS 8A" Area=1,443.750 ft 42-° 1s-°' MASSACHUSETTS MA FUEL/GAS/PLUMBING CODE(248 CMR) MA 9NGLE AND TWO-FAMILY DWELLING CODE(780 CMR)8TH EDITION 2009 INTERNATIONALMECHANICAL CODE WITH MA AMENDMENTS 2012 INTERNATIONAL ENERGY CONS LODE WITH MA AMENDMENTS S� NOTES: 2014 NATIONAL ELECTRICAL CODE./MA AMENDMENTS �Fy• SCALE: 7// 1. 2x8 EXT WALLS w/2x4 STAGGERED STUDS ® 16" O.C./2x4 MARK WALLS ®16" O.C. (EXCEPT AS NOTED) PPS CORPORATION 2. 9'-0" CLG HT. ®1st FLR Approval Limited to Factory Built Portion Only 3/16;)=1)-0" 3. 2x10 SPF#2 FLOOR JOISTS®16" O.C. 4. ROOF SYSTEM TO BE AT 16" O.C. (TRUSS SPACING ADJUSTED TO DBL®16" O.C. WHERE 1st FLR ROOF INTERSECTS WITH 2nd FUR FOR A DISTANCE OF 8') State: Massachusetts SHEET N0. 4A. CEUNG GYPSUM OMITTED FOR ALL ON-SITE PLUMBING &HRV CONNECTIONS 5. KOHLTECH WINDOWS Signature: 6. CLG GIRDERS SIZED PER PLANS ✓ zncA iot� 7. BASED ON 100 MPH WAND LOAD &EXPOSURE "B" Title: Staff Plan Reviewer 8. INDIVIDUAL DOORS AND WINDOWS ARE SPECIFIED ON PAGE 7 OF(SPECIFICATIONS) SUBMISSON SET Date: 7/23/14 P 2 9. RANGE HOOD AND BATH FANS ARE ON-SITE BY BUILDER AS PART OF THE SITE INSTALLED HRV SYSTEM. 10. SITE LOCATION: N. ANDOVER, MA; ESSEX COUNTY; 50 PSF GROUND SNOW LOAD 11. BLDR INSTALLED HEAl1NG SYSTEM DESIGN &MATERIAL BY OTHERS KEISER HOMES BUILT BY EXCEL HOMES OF MAINE, LLC P.O. BOX 9000 RTE. 121 OXFORD, ME 04270 TELE: (207) 539-8883 FAX: (207) 539-4446 DWG NO. KIM 4309 42'-0° GOTO VIEW: 9'-4° 21'-1° 5'-81/2" 5'-101/2° 2SUBMTL WIT SHEETROCK C30"x54° FOR 9TE INSTALLED BSrT TO�Drnc HRV SUPPLY I RETURNSTALLE5 DATE: HOR: 2-2x10 SPF /2 I 6/26/14 LINEN - I 0 0 3 SHELVES) - 3 -- -- ----- 4-IN I w OFFICE o wawm DR>FR Area�76.6T/R RA UNC BY I TjE3 S DRIP PAN x I 1 LAUNDRY BATH 2 0, `= LIGHT REQUIRED-6.1 VENT REQUIRED-3.1 I CJ O UGHT PROVIDED=17.5 BUILDER TO SPEQFY IF RAILING OR HALF WALL ,p ) / VENT PROVIDED-ICS N N I I 4 X Z cD 71 77 �i BUILDER HAS VERIFIED LOCATION C.J OMIT SHEETROCK D—B 0 X OF CHIMNEY ERASE BASED OFF STATE LABEL CENTER UNE OF FlR®0%BELOW VM �3 LASCD nx7fi035G I ^/ O FGt 9TE INSTALLED - o HRV PPLIES _ 8'I.D.METALBESTOS t /_2j-A;4 SPF12 w2-2 4 CHASE 12 2-2xa SPF/2 �- 1 \�!/ I I 1 LSII O C//"7 4 .� EACH VNIT \_ EACH UNIT EACH UNIT 2/6-INT "2/6-INT3-101/2" 5-101/2" 2/6-INTWARDROBE (S&R) I—z5 1i2=x u=W70--, WARDROBE (SBdR)__ _ _ --------SOFFIT FOR HRV O CLOSETCLOSET SBd� nELN-s TE BY BVILDER -- 1 PUIi DOYM STAIR I —J 2-2/6-INT �" L"Barnc act J 2-2/6-INTN L-----------– OMIT SHEETROCK11'-9° ..IT SNEL,ROCx I I— r�i FOTE R SITE INSTALLS LFOR HRV I SUPPLIETA S p HRV SUPPLIES I C Z BONUS ROOM 1-152.995 BEDROOM 3 X ft O Area=170.055 ft / � UGHT REWIRED=122 r` I I M VENT REQUIRED 6.1 LIGHT REWIRED-13.6 V st- V LIGHT PROVIDED=19.5 VENT REWIRE=6.0 VENT PROVIDE a 16.6 UGRT PROVIDE=25.3 M VENT PROVIDE 21.3 Lr7 BEDROOM 2 Ara 157.163 N M LIGHT REQUIRED:12.6 "C—BOX" i DRAWN BY: VENT REWIRE-6.3 LIGHT PROVIDE=38.9 I R T VENT PROVIDE-33.2 NON-HABITABLE 1 HDR 2-2IOSPF,f2 HDR: 2-2x10 SPF#2 HDR: 2-2x10 SPF/2 ATTIC/STORAGE i REVISIONS ——————————————————J C36" 4"-2 C36"154"-2 C36°x54"-2 DATE ITEM 1'-0' 5'-9" < 6'-41/2' 8-1" 'I' 1-11/2' 14'-8x 12'-1 1/2" > 15-2 1/2' 42'-0x J Area=1,010.625 ft NOTES: PFSI- PFS CORPORATION SCALE: 1. 2x8 X WALLS w 2x4 STAGGERED STUDS ®16" O.C_/2x4 MARR WALLS ®16' O_C. (EXCEPT AS NOTED) 2. 8'-0-CLG HT. ®2nd FIR Approval Limited to Factory Built Porton Only 3/16"=1'-011 3. 2x10 SPF#2 FLOOR JOISTS ®16- O.C. 4. ROOF SYSTEM TO BE AT 16 O.C. State: Massachusetts 45. CEILING KOHLTE HYPWINDOWS OMITTEDSUM FOR ALL ON–SITE PLUMBING h HRV CONNECTIONS Signature: 95F,' �� ✓�Wy SHEET NO. 6. 2-2x10 SPF#2 CLG GIRDER (1–PER MODULE) Title: Staff Plan Reviewer 7. BASED ON 100 MPH WIND LOAD &EXPOSURE -B- 8. INDIVIDUAL DOORS AND WINDOWS ARE SPECIFIED ON PAGE 7 OF (SPECIFICATIONS) SUBMISSON SET Date: 7/23/14 P 2 6 1 I 9. RANGE HOOD AND BATH FANS ARE ON–SITE BY BUILDER AS PART OF THE SITE INSTALLED HRV SYSTEM. PFS CORPORATION KEISER HOMES BUILT BY EXCEL HOMES Approval Limited to Factory Built Portion OnlyBUILT MAINE, LLC State: Massachusetts P.O. BOX 9000 RTE. 121 Signature: q�r- ''�"ec ✓l` 1 OXFORD, ME 04270 Title: Staff Plan Reviewer TELE: (207) 539-8883 Date: 7123/14 FAX: (207) 539-4446 DWG NO. 42'-0" > KIM 4309 GOTO VIEW: ATTIC (4) 2" CONDUITS r — — — — — — — — — — — — — BSMT TO ATTIC - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - � DATE: 6/24/14 w N d 1 N Q 1 0 j C Z O d �M HINGED KNEE WALL -:::c N c! 23'-3 3/4° O n o _� _2'-5 1L4° 20'-10 1/2" F SLOPED CLG LINE r z - -------------------------- ---------------------CHIMNEY_ I- - - ------- __----------------------17=11 -------------------------- CHASEQ 1 � --- O z FRAME OUT CLG/ L————— II'�2'-6 112' 15'-4 3/4' ROOF FOR CHASE ROOF \;n\ LL w a ___ ACCESS I FRAME OUT FOR W ~ - HATCH I ROOF ACCESS HATCH 3zw J PULL DOWN i --- a o -IL STAIRS UP SIZE &LOCATION OF ROOF ACCESS HATCH PROVIDED BY BUILDER, m CI —— 30"z3O" HATCH R/O LOCATED NEAR RIDGE BY KEISER. N < 1< _4'—Cn ALL FINISH MATERIALS, HATCH, ROOFING, &WATERPROOFING TO BE DONE ON—SITE BY BUILDER. IVl i - --------------------------------------------------------- -------------------------------------------- -------- DRAWN BY: SLOPED CLG LINE RT HINGED KNEE WALL REVISIONS DATE ITEM N CV CD NON-HABITABLE ATTIC/STORAGE L — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — SCALE: 1/4"=1 0)) SHEET NO. P 3 KEISER HOMES PFS CORPORATION BUILT BY EXCEL HOMES Approval Limited to Factory Built Portion Only OF MAINE, LLC State: Massachusetts P.O. BOX 9000 RTE. 121 Signature: V R-11-17AW xEl�x OXFORD, ME 04270 Title: Staff Plan Reviewer TELE: (207) 539-8883 LOCATION OF ELEC Date: ?/Z3/14 FAX: (207) 539-4446 ACCESS PANEL IS IN THE'B—BOX'COLING All service connections to the panel box, DWG NO. ` including any required disconnects are to be installed on-site by the builder X43 ' KIM 4309 13 2 Q 19 EXTRA 21 GOTO VIEW: I WIRE 0 PANEL ` UM 1ELEC Y$ 200 PRE ; AMP® DATE: S/53/S I o o ---------- - In (4)2'coN°ulTs L- 1------ o - O ear TO Arnc ------ u 0 c _ o PANTRY I ;;WAL -IN �, ; -- -----__-'------- 1 I&- _-(DA- :i WAR OBE ENTRY �� I "� - "� ' g \ VARE ONLY ; SEE NOTE'A-1' 1 i i MU D DOOM 6 E SEE NOTE A�2T ------ 5 5 rA�ONLY »B BO ------ " 5 J NIU SP T L S 5 / BA -------- Q o ENTRY � ATTIC SEE N = < QOTE o 0 SC' SD i ACCESS �Q N1RE ONLY E� S4 B ----------- —'----- --- OR E --- ---- I F -- ---- �,� ;D L � Q 1 C/-) ^ EYE BALL ------ -------- EYE BALL OO �I Q --O Q z U Z � LIVING RO 6 w \ MOUNT DINING ROOM HORIZ _ _ \`` KITCREN BEDROOM 1 REI ,I 1NRE ONLY 1 � 1 �E N TE A DRAWN BY: RT EYE BALL EYE BALL I I I i IT SEE i S3 S/S/SJ Si � REVISIONS F NOUNT W DATE ITEM LM YF WPHOPoZ 1 6 12 5 4 20 10 DESCRIPTION OF CIRCUITS NOTE "A-i*: NilSLRNG KU WE AW NOTE "A": NOTE 'A-2�: NOTE"B': STB-1 EXHAUST DIFFUSER 1 V W. IFC AFI] I 4- 15 STB-2 EXHAUST DIFFUSER 5T8-1 EXHAUST DIFFUSER ROMA SUPPLY REGISTER TVA DIFFUSER BOX 'LTS AFQ 120 14- 15 TVA-3 DIFFUSER BOX TVA DIFFUSER BOX CLD REGISTER BOX 2014NEC (3) EXHAUST COMFO TUBES (1) EXHAUST COMFO TUBE 4 Ll$(AM) 120 14-2 15 (2) EXHAUST COMFO TUBES (1) SUPPLY COMFO TUBES (1) 90— CAP 518:C AFQ 20 2- CEILING MOUNTED CEILING MOUNTED HIGH WALL MOUNTED HIGH WALL MOUNTED C _ INSULATED STAPLES REQUIRED TO SUPPORT ALL WIRING. 36 CFM 12 CFM 24 CFM 12 CFMDRYER 1V_ 111-3 JOL SMOKE DETECTORS REQUIRED EVERY 1200 SQ. FT. WASIG 120, 12-2 20 DETECTORS ARE FACTORY WIRED AND FINAL LOCATION8-3 SCALE: IS DETERMINED BY LOCAL FIRE MARSHALL LOCATION OF CAT V IN LIVING, KITCHEN, 10 WE 1`11L NOTE 'C OFFICE. BONUS ROOM &ALL BEDROOMS T.B.D. 3/16)1-1 4, . THIS PLAN MAY HAVE ADDITIONAL APPLIANCES/FIXTURES ADDED TO THE BATH7 RADAINT HEAT FLOOR MAT: _M 14-2 12 VORM(AM) 1 ELECTRICAL SCHEMATIC AND/OR PANEL 80X PROVIDING THE LOADING DOUBLE GANG SWITCH BOX ./SINGLE GANG MUD RING 0 ELECTRICAL ACCESS 3 1 DOESN'T EXCEED THE MAXIMUM ALLOWED BY STATE &LOCAL CODES. 14 LA11 IV 1H L1S AF(2 120 14-2 15 •E-CUTOFF SWITCH ON-SITE BY OTHERS PER ALL STATE &LOCAL CODES. INSTALL AI I CONDUITS STUBBED THRU FLOOR DECK ./PULL STRINGS FOR 14- 12- 5 O fl d RR 'L AM 120 14-2 15 • ALL BRANCH CIRCUITS SUPPLYING 15 &20 AMPERE OUTLETS IN LIVING SPACES SITE INSTALLED RADIANT HEAT FLOOR MAT- 14 51100 6 8 (°) T� 16 i� , SHEET NO. ARE PROTECTED BY AN ARC-FAULT CIRCUIT INTERRUPTER IN ACCORDANCE 15 A 9 (0) w❑ 17ELM 15 WITH SECTION 210.12 2014 NEC. 50# LIGHT BOXES REQUIRED 17 (`) "u, ' s AFa 120 1s • PER 406.12 OF 2014 NEC ALL 125 -VOLT, 15 AND 20 AMP RECEPTS 17 19 Ol AF 120 1 15 P 6 INSTALLED IN AREAS SPECIFIED BY 210.52, SHALL BE LISTED TAMPER RESISTANT TYPE 0 14- 15 CAN LIGHTS ARE TO BE TYPE -I.C.- ALL SMOKE DETECTORS ARE TO BE OF THE PHOTOELECTRIC TYPE 1e A ° ' 2 KEISER HOMES PFS CORPORATION BUILT BY EXCEL HOMES Approval Limited to Factory Built Portion Only OF MAINE, LLC P.O. BOX 9000 RTE. 121 State: Massachusetts OXFORD, ME 04270 Signature: ' Re-nec ✓a43¢ TELE: (207) 539-8883 LOCATION OF ELEC Title: Staff Pian Reviewer FAX: (207) 539-4446 ACCESS PANEL IS IN Date: 7,•'23/14 THE'B-BOX'CEILING DWG NO. a *V/pKIM 4309 5 t4 9 8 GOTO VIEW: 2ELEC I (4)r CONDUITS I NTLI SPLIT LOOPP1A1.VPS OSMT TO ATTIC I DATE: SCM '1 M� — i 6/26/14 WNT Im.� o OFFICE o N 1A40A DRYJI N LAYNDRY ;BATH 2 11RE ONLY FLOOR RECEPYCAL \\ i/ MARE ONLY IF RARING ______ __ _______ \ NOTE'A-2" 10�<Q I O sC" ,ID—BOX SEE NOTE^H' 1 \\ S3 LN I O I I I n cn SCONCE eo LL i Q S � •-- - ��S ----T S � ------------------- SEE NOTE C !� I PULL DOSTNR0 0 `$D I A C ACCESS\ I SD li I C� i \ / 1 1 , BON S;ROOMw N BEDROOM MIRE ONLY 1 cin I I w I I cry NiRE ONLYI `-- ONLY BEDROOM 2 'IC—BOX" i DRAWN BY: I RT CE "ff "� ; REVISIONS DATE ITEM 16 18 O DESCRIPTION OF CIRCUITS NOTE "A-1•: HQ SERM VOLT 111111 AW NOTE "A'. NOTE "A-2': NOTE 'B': STB-1 EXHAUST DIFFUSER 1 V AFl7 1 1 5 STH-2 EXHAUST DIFFUSER STB-1 EXHAUST DIFFUSER ROMA SUPPLY REGISTER TVA DIFFUSER BOX 2 •L 120 14-2 15 TVA-3 DIFFUSER BOX TVA DIFFUSER BOX CLD REGISTER BOX 2014NEC (3) EXHAUST COMFO TUBES (i)EXHAUST COMFO TUBE 4 LT5(ARA 120 14-2 15 (2) EXHAUST COMFO TUBES (1) SUPPLY COMFO TUBES _ CEIUNG MOUNTED (1) 90— CAP HIGH WALL MOUNTED HIGH WALL MOUNTED 5 '� INSULATED STAPLES REQUIRED TO SUPPORT ALL WIRING. 36 CFM CEIUNG MOUNTED 24 CFM 12 CFM _ 12 CFM 1 SMOKE DETECTORS REQUIRED EVERY 1200 SO. FT. 9 1 WM JD 12-2 -M_ SMOKE - SMOKE DETECTORS ARE FACTORY WIRED AND FINAL LOCATION LOCATION OF CAT V IN LIVING, KITCHEN, 10 RAK1 8-3 SCALE. IS DETERMINED H LOCAL FIRE MARSHALL NOTE "C": OFFICE, BONUS ROOM k ALL BEDROOMS T.B.D. WMBwLw(0 J& 14-2 3/161'-1'-0f1 • THIS PLAN MAY HAVE ADDITIONAL APPLIANCES/FIXTURES ADDED TO THE BATH? RADAINT HEAT FLOOR MAT: 0 ELECTRICAL SCHEMATIC AND/OR PANEL BOX PROVIDING THE LOADING DOUBLE GANG SWITCH BOX w/SINGLE GANG MUD RING ® ELECTRICAL ACCESS 13 0 DOESN'T EXCEED THE MAXIMUM ALLOWED BY STATE k LOCAL CODES. 14 LA@ORY RI LTS AFO 120 14-2 15 INSTALL 2-1' CONDUITS STUBBED THRU FLOOR DECK w/PULL STRINGS FOR • E-CUTOFF S`MTCH ON-SITE BY OTHERS PER ALL STATE&LOCAL CODES. 0- 15 0FRUnd FLR HkkL1SJU 0j2O 14-2 15 • ALL BRANCH CIRCUITS SUPPLYING 15 k 20 AMPERE OUTLETS IN UVING SPACES SITE INSTALLED RADIANT HEAT FLOOR MAT. 14 51100 0 U (0) 1 wa 15 SHEET NO. ARE PROTECTED BY AN ARC-FAULT CIRCUIT INTERRUPTER IN ACCORDANCE 15 A 9 (0) n❑ 1¢ WITH SECTION 210.12 2014 NEC. 16 (4) 14 If 1 AFO 121) 1 •PER 406.12 OF 2014 NEC ALL 125 -VOLT, 15 AND 20 AMP RECEPTS 50# LIGHT BOXES REQUIRED 17 9 ffl AFD 1 14- 15 P 6 . 1 4-2 15 INSTALLED IN AREAS SPECIFIED BY 210.52, SHALL BE LISTED TAMPER RESISTANT TYPE. AR7 1 14- 15 CAN LIGHTS ARE TO BE TYPE ALL SMOKE DETECTORS ARE TO BE OF THE PHOTOELECTRIC TYPE 18 '� - KEISER HOMES ELECTRICAL SYMBOL LEGEND BUILT BY EXCEL HOMES OF MAINE, LLC P.O. BOX 9000 RTE. 121 n100 CFM. FAN/LIGHT COMBO EXT. EXH. DUPLEX RECEPTACLES OXFORD, ME 04270 SINGLE POLE SWITCH GROUND FAULT RECEPTACLE TELE: (207) 539-8883 KOHLTECH WINDOW SCHEDULE s/s DOUBLE GANG SWITCHES GROUND FAULT PROTECTED REC. FAX: (207) 539-4446 WINDOW CALL SIZE UNIT SIZE ROUGH OPENING TYPE LIGHT FTS VENT FT? SO. FT. U-VALUE /s DOUBLE GANG 3-WAY/SINGLE SWITCH $ SWITCHED RECEPTACLE DWG NO. C30"x36" 30" z 36° 301 4" z 36 I 4' CASEMENT 4.81 3.95 7.5 .18 s3 THREE WAY SWITCH RANGE /DRYER RECEPTACLE KIM 4309 * C30"x48" 30' z 48° 301 4" z 481 4' CASEMENT 6.77 5.48 10.0 .18 * C30"x48"-2 60" z 48° 601 4" z 48 1 4° CASEMENT 13.55 10.97 20.0 .18 x x ELECTRICAL CONDUIT Stgl WATERPROOF GH RECEPTACLE C36"06"-3 (P FOUR WAY SWITCH DEDICATED RECEPTACLE GOTO VIEW: w T36"x18"-3 ABOVE 108° z 52 3/4" 1081/4' z 53' CASEMENT 25.2 14.89 39.56 .18 /s4 DOUBLE GANG 4-WAY/SINGLE SWITCH ® U.L APPROVED SMOKE DETECTOR DATA T48"x18°-2 96 1 4° z 18° 96 1 2" z 18 1 4" FIXED CASEMENT 6.62 N/A 12.0 .17 s/s,/s TRIPLE GANG 3-WAY/SINGLE/SINGLE ®p°CTO COMPACTABLE PHOTO. ELEC. DETECTOR (MASS.) DATE: * C36 x50 36" z 68° 36 1 4' z 68 1 4' CASEMENT 11.27 9.81 17.0 .18 Fs ARE SAFETY SWITCH w T36 x18 ABOVE / / B RANGE Hoop Iso CFM. EXH. To EXT. 6/23/14 * C36 x50 -2 72° z 68° 721 4" z 68 1 4° CASEMENT 22.53 19.62 34.0 lg I® PHONE JACK WAIL MOUNTED INCANDESCENT LIGHT w T36 x18 -2 ABOVE / / TELEVISION JACK SURFACE MOUNTED INCANDESCENT LIGHT * C36"x54" 36" z 54' 36 1 4° z 541 4' CASEMENT 9.73 8.29 13.5 .18 ® PANEL BOX O JUNC110N BOX * C30"x54" 30" z 54' 301 4" z 541 4° CASEMENT 7.75 6.25 11.25 .18 WIRE IN WALL OR PARTITION . O THERMOSTAT * C30"x42" 30" z 42' 30 14° z 421 4" CASEMENT 5.79 4.72 8.75 .18 z * C36"x54°-2 72' z 54° 721 z 541 4' CASEMENT 19.46 16.58 27.0 .18 ARE IN COLING OR FLOOR PADDLE FAN iF 4° o C30"x36°-2 72" z 36° 1 601 4' x 36 1 4' CASEMENT 9.63 7.91 15.0 .18 / N THREE WIRE OO RECESSED LIgiT w M NOT: SAFETY GLAZING TO BE PROVIDED FOR WINDOWS IN HAZARDOUS LOCATIONS HOME RUN TO PANEL BOX HFL HEAT/FAN/UGHT t L I m= = o � NOTE: WINDOWS ARE NFRC RATED 2 CIRCUIT$LABEL FLOURESCENT N o *MEETS EGRESS REQUIREMENTS CAT CATERGORY 5 - OUTSIDE LIGHT Q 0 Z JUMP I PUCK UGHT o z STANDARD -EXTERIOR (INSWING) DOOR SCHEDULE 4'MED CAB Z J DOOR CALL SIZE WIDTH HEIGHT ROUGH OPENING MATERIAL MANUFACTURER TYPE U-VALUE EMERGENCY LIGHT 4' LIGHT BAR 3068 6-PANEL S-O" 6'-8" 38 1 2' z 821 2" INSUL. CORE THERMA-TRU EXT HINGED •14 EXIT EXIT SIGN CO CARBON MONOXIDE DET. 3068 2-LITE S-O" 6'-8" 38 1 2" z 821 2° INSUL. CORE THERMA-TRU EXT HINGED .19 N 3068 CCA240 3'-0" 6'-8" 38 1 2' z 821 2' INSUL. CORE THERMA-TRU EXT HINGED .21 UNDER CAB LIGHT 3 BULB LIGHT BAR 3068 ARE DOOR S-0" 6'-8" 1 38 1 2" z 821 2° STEEL-FIRE DR I THERMA-TRU EXT-GARAGE •14 FLOOD LIGHT MED CAB 8068 EPD2400-XO-LHA 8'-0" 6'-8" 1 96 1 2° z 801 4° INSUL. GLASS I KOHLTECH EXT PATIO •32 PK SPEAKER DRAWN BY: STANDARD-INTERIOR DOOR SCHEDULE NOTE: TRACK LIGHT ;R�) SOFFIT RECESSED LIGHT RT DOOR CALL SIZE WIDTH HEIGHT ROUGH OPENING TYPEREVISIONS EXTERIOR DOOR THICKNESS,= 1 3/4' 1 4-INT 1'-4" 6'-8" 181 2' x 821 2' PASSAGE INTERIOR DOOR THICKNESS = 1 3/8' COMBO CO/SMOKE DET. ' 11/10-INT 1'-10" 6'-8' 241 2° z 821 2' PASSAGE DATE ITEM '2 2/0-INT 2'-0" 6'-8" 26 1 2° z 821 2° PASSAGE ALL INTERIOR DOORS MAY ALSO 2 3 21/4-INT 2'-4" 6'-8" 301 2' z 82 1 2° PASSAGE BE USED AS DOUBLE FRENCH STYLE 2 3 2/6-INT 2'-6" 6'-8" 321 2° z 821 2' PASSAGE ALL INTERIOR DOORS AVAILABLE IN 2 3 2/8-INT 2'-8" 6'-8" 341 2' z 82 1 2' PASSAGE HOLLOW CORE MASONITE, SOLID 2 3 31/0-INT S-0" 6'-8" 381 2" z 821 2° PASSAGE CORE MASONITE, AND SOLID PINE 2 2L6-BF 2'-6" 6'-8" 32 1 4" z 82' INT-BI-FOLD 2 3/0-BF 3'-0" 6'-8" 38 1 4" z 82° INT-BI-FOLD 'OFFERED AS A 10-UTE DOOR 2 4 0-BF 4'-0" 6'-8" 50 1 4' z 82° INT-BI-FOLD 2 2OFFERED AS A 6-PANEL DOOR 2 5 0-BF 5;-0� 6 8 62 1 4° z 82" INT-BI-FOLD 30FFERED AS A 15-UTE DOOR PFS,.- 6/0-BF 6'-0" 6'-8" 741 4 z 82 INT-BI-FOLD ' PFS CORPORATION SCALE: 2 4./0-BP 4'-O" 6'-8" 49 14' z 831 4' INT-BY-PASS 'AVAILABLE IN ALL SLAB SIZES Approval Limited to Factory Built Portion Only NO SCALE 2 5 0-BP 5'-0" 6'-8" 61 1 4' x 831 4° INT-BY-PASS state: Massachusetts 2 6-PKT 2'-6" 6'-8" 74' z 841 4° INT-POCKET SHEET NO. Signature: ,�E1Z2e ✓�41=� 2 6-PKT-DBL 5'-0" 6'-8" 1220 z 841 4° INT-POCKET Title: Staff Plan Reviewer 4 5/0-FRENCH 5'-0' 6'-8" 62 1120 z 821 2' INT-FRENCH Date: 7/23/14 KEISER HOMES P� PFS CORPORATION BUILT BY EXCEL HOMES Approval Limited to Factory Built Portion Only OF MAINE, LLC P.O. BOX 9000 RTE. 121 State: Massachusetts OXFORD, ME 04270 Signature: V Re4lcE 1//&j �- TELE: (207) 539-8883 Title: Staff Plan Reviewer FAX: (207) 539-4446 Date: ir'23(l.4 DWG NO. KIM 4309 1-1 1-2 FASTEN EWALL TO ENDWALL FASTEN SIDEWALL TO ENDWALL 1-A -1 1-Ab ./131'3" NAILS ®6" O.C. GOTO VIEW.I w/.131 " NAILS ®6" O.C. p p Q /� 1 BWL FOR TH EIGHT OF THE WALL 4'-3 7/8" 14'-il 5/8" 5'-8 5/8" 8'-8 7/S" CUMULATIVE HOLD DOWN lU'-O" / FOR THE HEIGHT OF THE WALL 1 1 1 1 LOAD OF 1,860# TIOUIRED / tDDfi 652/ AT THIS LOCATION 1 Q456/ 93/ _ 1—Ab DATE: 5,1 N _____-____ Li- _-____- 6/25/14 O �- 4 91 g ------------------- n 3 I I II I W i GA 5,394/ i I I 1 Q i T,B—BOX" I'I ,II _ _-___________ -t•7 LJ�J_—II JJO �YmO�JIX- I __-_-__ E. L_________ QSTRAP MODULES TOGETHER ®CEILING w/CMSTCI6 Sw w/(44)-16d SINKER NAILS OR EQUIVALENT(3,427#) Op w/(56)-16d NAILS OR EQUIVALENT(5,327#) �J STRAP MIN. CUT LENGTH OF 45" CIOSTRAP MIN. CUT LENGTH OF 63' ./AN END LENGTH OF 19" I w/AN END LENGTH OF 28" - z I — I 5,394/ Z Q ' ------- ATTACH 1st STORY TRUSS TO 2nd � c� 100( STORY GABLE END WALL USINGFn I 0.131'x3" NAILS®4" O.C.3 , I 5,3941 "A—BOX" I L.� I --- I DRAWN BY: --------------------------------- ' RT FROM 2nd STORY OO I 3.062 REVISIONS 1-B —.—.—.—.—.—.— 663/ — — ,632/ 1 1.632/ 1,632/ 1 1,632/ ,632 1 6J2 ,13]/ ^ 2 ,13% 1-Bb BATE ITEM G CUMULATIVE HOLD DOWN \—LOAD OF 4.820#REQUIRED 3'-2 3/8" 2'-7 1/4"I 3'-1 3/4" 2'-11 7/8" , AT THIS LOCATION 1-1 1-2 ATTACH TOP &BOTTOM PLATES TO RAILS w/.1 31"x3' NAILS®4" O.C. WALL 1-2 ATTACH UNBLOCKED 7/16" ROOF DIAPHRAGM ./.131"x2.5" NAILS®6"/6"/12" O.C. BOUNDRY/EDGE/FIELD SCALE. ATTACH UNBLOCKED 19/32" FLOOR DIAPHRAGM ./.131"x2.5" NAILS®6"/6"/12" O.C. BOUNDRY/EDGE/FIELD BUILDER TO DESIGN, SUPPLY, AND INSTALL MAIN HOUSE 3/16"-1'-0" ALL HOLD DOWNS TO RESIST GIVEN VALUES AT "X" LOCATIONS WALL GROUP WALLS 16'O.C. — 1ST FLOOR GE SUL aON---9�BY HOLD S ON PLATE BY FOUNDATION NON TO 6Y BUILDER Q ]/16'OSE-BLOO(m/Z/.14'31P�NONAILS SPECIFIC FASTENING-INTERIOR SPRANG-EX1E]dWt SHEET NO. F SUGGESTED HOLDOWN WALL UNE ID Plf WALL LINE IO LAPPED SHEATHING lY1E NAILS UP TO PI.2500 (i)15TH06RJ 1 LI 94 1-A .131'.3'D SHA 6'O.0 7/16'OSS-BLOCKED w/.I31'a25'NAILS O 4'/12'O.C.EDGE/FIELD SPACING-EXTERIOR 2 1/2-GYP-NO SPECIFIC FASTENING-INTERIOR 1RJ P TO 5.000 (1)STHOIMJ 1 TSS 1-- .131'x3'NAILS O 6'O.0 A 0 UP TO 9.000 (2)SIHDi1-B-B 94 1-Ba .131'x3'NAILS S O 6'O. 7/16'OSB-BLOCKED w/.131'x2S'NAILS O S'/12'D.C.EDCE/FlELD SPACING-EXTERIOR ' 1-BB 155 1-B6 .131'.3'NAILS O 6'O.0 3 1/2-GYP-NO SPECIFIC FASTENING-INTERIOR 1-I 371 1-1 .131'x3'NAILS O 3.Or- 7/16'OSB-BLOCKED•/.171'x25'NAILS O 4'/12'O.C.EDGE/FIELD SPACING-EXTERIOR i-2 613 1-2 .131-.r NAILS 0 4.O.C. .131'xY NAILS 0 4'O.0 4 7/16'OSB-BLOCKED r/.131'x2.5'NAILS 0 4712'O.C.EDGE/MELD SPACING-INTERIOR KEISER HOMES J A F BUILT BY EXCEL HOMES PFS CORPORATION OF MAINE, LLC Approval Limited to Factory Built Portion Only P.O. BOX 9000 RTE. 121 OXFORD, ME 04270 State: Massachusetts TELE: (207) 539-8883 Signature: eFS' ,yJ FAX: (207) 539-4446 Title: Staff Plan Reviewer Date: 7/23/14 DWG NO. KIM 4309 2-1 2-2 FASTEN SIDEWALL TO ENDWALL 2/.131"x3 NAILS 0 6" O.C. FASTEN SIDEWALL TO ENDWALL OTO VIEW: FOR THE HEIGHT OF THE WALL 4'_11 ° /.131"z3" NAILS ®6" O.C. /8 � 34'-5 7/8° / FOR THE HEIGHT OF THE WALL 2BWL _ 1 1 0 2-Ax -----------------, DATE: 3,062/ 1,683/ I 6/25/14 f> h• I I O STRAP MODULES TOGETHER ®CEILING ./C514 I '¢ w/(24)-10d NAILS OR EQUIVALENT(1,918#) I O o STRAP MIN. CUT LENGTH OF 30" II 11 w/AN END LENGTH OF 13" D—BOX C I _J O � 1� %O r____________T I Q Z N ---------------- -------- i ------------ _ � 2o `'/ I -::c z ATTACH 1st STORY TRUSS TO 21Td I c� STORYGABLE END WALL USING I r- 0.131"x3" NAILS ®4" O.C. I M / I � I W I I I "C-BOX" DRAWN BY: 2 RT 1 I o I REVISIONS 3.062/ 1,683/ �"� X * *x —J DATE ITEM FASTEN SIDEWALL TO ENDWALL1j 3' L � /13 -4131%3" NAILS a 6" O.C. -11 7/8° /'-4 3/4° 8'-5 1/4' 4'-1 3/8" \ FW SIDEWALL TO ENDWALL * 3 NAILS ®6 O.C. FOR THE HEIGHT OF THE WALL FOR THE THE HEIGHT OF THE WALL 0 ATTACH UNBLOCKED 7/16" ROOF DIAPHRAGM w/.131"x2.5" NAILS 0 6"/6"/12" O.C. BOUNDRY/EDGE/FIELD ATTACH UNBLOCKED 19/32" FLOOR DIAPHRAGM w/.131"x2.5" NAILS 0 6"/6"/12" O.C. BOUNDRY/EDGE/FIELD SCALE: BUILDER TO DESIGN, SUPPLY, AND INSTALL MAIN HOUSE ALL HOLD DOWNS TO RESIST GIVEN VALUES AT "X" LOCATIONS WALL GROUP WALLS 16"D.C.- 1ST FLOOR SUGGESTED BOLD BUILDER 5 tet ON 9 ST y SUFASTENING Q 7/16'OSB-BLOCKED/2/GW NO SPECIFIC FASTENING-INTERIOR ACING-EXIEPoON SHEET N0. PLF SUGGE6TED HOLDOW WALL LINE ID LIPPED SHEATHING UP TD 1,700 - (1)0516 2-A .131'x"NAILS O 6"O.G. 7/16 OSB-BLOCKED w/.131"x25"NAILS O 4'/12"O.C.EDGE/F10D SPACING-EXTERIOR Z 1/2'GW-NO SPECIFIC FASTENING-INTEWOR UP 1D 1,500 (1)CYSTCI6 2-1 .131"x3"NAILS O 6"O.C. IOA 2-1 .131"x3"NAILS O 4"O.C. Q 7/16'OSB-BLOCKED 2/.131'x-N SPE FIS/12'NIG -NTEIE1D SPACING-EXTE780Et 2-2 .131"x3"NAILS O 6"O.C. 3 1/2'GW-NO SPECIFIC FASTENING-WTEWOR 7/18'OSB-BLOCKED w/.131"x25"NAILS O 4/12'O.C.EDGE/FIELO SPACING-ExTER10R 4 7/16"OSB-BLOCKED 2/.1}t"x23 NAILS 0 4"/12'O.C.EDGE/FIELD SPACING-INTERIOR DETL TRUSS MATE RAIL FIRE STOP DETAIL 4y1N(XwREF)ENLARGEMENT X2.5 KEiS�IZ HOMESTHIS NOTE SHALL BE INCLUDED BUILT BY EXCEL HOMES 2X4�RRETOP PLATE cEN(wD) ON THE BUILDING DATA PLATE. OF MAINE, LLC zP w:u ram wamw P.wsrnc ewuuw��s��Ea�c+nor+s WST+LLFD PEA NPNI:F/.CiEHES SPEQr1Gn0N5 P.O. BOX 9000 RTE. 121 91E+TZ2 OXFORD, ME 04270 ./eP waLL r+PE 'DOF TRUSS ROOF TRUSS TELE: (207) 539-8883 SPRAY FLAME RETARDANT GRADE FAX: (207 MATEWALL SHEATHING a �� 4a ) 539-4446 F 1A I EXPANDING SPRAY FOAM SHEATHING ItI _� H OWN 1• LD D FROM TOP OF MATE RAILS SET GAP PRIOR TO NAILING 2x4 FIRE STOP PLATE amcoa7 vT cns N BCMD DWG N 0. MATEWALLS R-2N SPFR ICDGE BD+fIDs 2-2N SPFS2 PIDGE BDaNns °��°�°-/`FD•YE„T D�`P�'/r`D""r THIS PROJECT IN BEING CONSTRUCTED BY THE MANUFACTURER WITHOUT ANY KIM 43,09 �DS.F,xnawP vssPFRnxFur -- z.YFR __________________-______—__-___= OF THE EXTERIOR SIDING, TRIM, FURRING STRIPS, 4" ROXUL INSULATION & GOTO VIEW: t2 WINDOW BUILD-OUTS SUPPLIED OR INSTALLED BY THE FACTORY. ff� •�'� 5 rJJ �1D/ 1 39.8FTHE G.C. IS RESPONSIBLE FOR ALL REQUIRED STATE & LOCAL APPROVALS, SECTION p SPFR CRi+P ' T-89/1T ICE&WATER SHETLD ENTIRE ROOF ENGINEERING & DETAILING OF THE EXTERIOR ON-SITE APPLIED SIDING, TRIM, DATE: FURRING STRIPS, 4" ROXUL INSULATION & WINDOW BUILD-OUTS. 6/24/14 ana� �•rra= �°` ~.Twn�r< H� IF THE FULL 4" OF ROXUL INSULATION IS NOT APPLIED ON-SITE AS ANTICIPATED W-7 J�4 THE BUILDER IS RESPONSIBLE FOR RESUBMITTING AN UPDATED REScheck TO ,/s'ase. - 50.194 1 I .n 1 -= tl THE LOCAL BUILDING OFFICIAL. ALL WATERPROOFING OF EXFOS:D RAFTER Y TAILS/SHEATHING IS TO BE DONE w exe s / o ON-SITE BY BUILDER. I 1 air-sr>•er Dueu, ' r--, � PLY 91 a w•n.�.�e.,os I i I i % I'-5 5 r8' E'-2 I • awn �sra I y I is I S caow`m{=F°rn yr Z U-IZI 10 1 J-1214(14 CCA14191 whim sunt m I 1 - Z{Wi3 lYff O N i a_„•,m,.,,� a.•aa�,.,,-aD��wa>Ea I:�.� *�\�C s f6. 12 m _ Q8 r36g ICE&WATER SHEILO ENTIRE ROOF J--I o [Huta+saec m aeww E _ e 34 SPF/1 W'f£ SSS � Z ar•a.w cwn Hao:m ww.,�naa eow n Ims,a.Ywm c.wan ; m sn•was•,.nc e aa{srsa sr+cpm sn:w•er ac ALL WATER �PROOFING OF EXPOSED RAFTER �\ m ,w, a z'as.a ?AILS/SHEATHING IS TO BE DONE = �.- z cn yr s. N., z-u+ms ff a-:a•aa.ae,ara, v o ON-SITE BY BUitDER. i ial:iNF • n • 3/{"F_Y SH.EAIHI ataa rinRa IPfRc�e••. am sr.R ra•c�w•.xaa L{SNO Ri+DE It- ------- Wf£ &4+gNG N -J t/2 �1'-91/2 • oast mo s4a rcaYea,r eaos a _ ._----__ ----------------------------- �• ___ _________..___._._.._.__ swR nan assn,r ac __ _ ___ rt'sltan2'a+-sr_¢ra'smrirarsmelf- - f�1"�y a O :.,a s.a nom a:n,r ac ./+.•m Daws eNegA --————————I——— ---------------=----------- \�� a,a rmr amgE _-- Iaxs.mo wfn �eaoa s anwc�m rr ac 1 _ 1 U-i2I 10 U-1215(14 NM.�1I01 va crosr wvw��/__DOLS•/w+9rExs o se•o.F eir a�mmsa � o IT, wmm wnr ear m � -- - (W 9T_9r @ IIDFF} euUaA s/r arvsa,I¢oam �iS waL cw«easa �J I m g m !I-2 14 � aww aw .fmmnz t ,t� I a:xao•act-aura eT a•ua rm+euw•trs m•xvm 1 , —I,ra,Fsvw>� r,ra..�.aAa � DRAWN BY: ITa,Fa.�aa� I,ra,Fa•"D.� =rte RT q = ;cam o i I,r m•�D::rw�w.. /{ - REVISIONS I �•Eipe•pmm m'�"erawiNRA I I m l�� a,Ctt�w want m soon f , - .amaw.Aaa• I •���r�a��wN� I Rw�Naaa�w�n � >~s.,•w.�.,raa �� •-��.�wa��a� � Ra.�.wY.�".w� •.,�w.�.,.a� �:� 91—12STFD(IIaL SNDS•BS O� i ,E am as.sere:w� b{s��+sn+e�,n srDDs• as DATE ITEM _ ,nr asn.,.w w.•m. r/r b":h" r•� �'-3!/2' '-H -4 J4 x/s•P Y '' 71/4 • '�ID• w� 3/{'R Y 5£ARiING ..x.0 ramcml w� ' oas>: vsa rcaem e.,e i' me r s�9m e�na¢ +m .x1U:+1 NYa atm.o n sra.um mn,r v.c •i'�'sx m w.wni s*a eta,mrs rr ac m'! �1''sra mnw nnw sora ,?eaTs.M+sans a se'o.a -ao wsuxa aY-sw m mme -�soFs mnn now sen ano x.aawra a.-arz er scan i8-U (¢Y_er euYnm, 14'-Ow" m 10:-Q• ,rr earsars- r eu nocl a 14'-fit••"- r+aaar a wrwa wawm rr c•:•m a•ew wawm r 24'-0 3/4' 24'-0 3/4 I � _ PFS CORPORATION • . _ _ SCALE: Approval Limited to Factory Built Portion Only State: Massachusetts SHEET NO. Signature: q3' Title: Staff Plan Reviewer P 1Date: 7/23/14 ' KEISER HOMES BUILT BY EXCEL HOMES 2x6 OVERHANG RAFTER TO 2x6 SUB—FACIA: OF MAINE, LLC (3)0.131"x3" END/FACE NAILS PER MEMBER. P.O. BOX 9000 RTE. 121OXFORD, ME 04270 TELE: (207) 539-8883 2x6 OVERHANG RAFTER TO 2x6 HEADER: FAX: (207) 539-4446 (3)0.131"x3" END/FACE NAILS & (1)—SIMPSON CS20 STRAP w/(8)-10d NAILS PER MEMEBER. DWG NO. STRAP MIN. CUT LENGTH OF 12" a KIM 4309 w/AN END LENTH OF 4" (564# UPPLIFT; 246# MOMENT) GOTO VIEW: 39.806 33.69 SECTION OVERHANG TO TRUSS/RAFTER 0.131"x3" END/FACE NAILS 0 3" O.C. HEADER PLATE DATE: TO PERIMETER RAIL & (1)—SIMPSON CS20 STRAP 6/25/14 w/(8)-10d NAILS PER MEMEBER N 2x6 SPF#2 EAVE OVERHANG �� 2x6 SPF#2 EAVE OVERHANG I `z STRAP MIN. CUT LENGTH OF 14" I�'z w/AN END LENGTH OF 4" RIP BOTTOM OF 2x6 SPF#2 HEADER BOARD (564# UPPLIFT; 246# MOMENT) Q RIP BOTTOM OF 2x6 SPF#2 HEADER BOARD i TO MATCH ROOF PITCH ��� TO MATCH ROOF PITCH Q z CDo � 2nd EER EAVE OVERHANG DETAIL 1st EER EAVE OVERHANG DETAIL m �o 1/2" O.S.B. SHEATHING 1/2" O.S.B. SHEATHING C/-) EAVE BAFFLES ABOVE HINGE BY BUILDER 1Z PREMANUFACTURED TRUSS SPACED 0 16" O.C. �� Q EAVE BAFFLES ABOVE HINGE BY BUILDER �i o EAVE BAFFLES BELOW HINGE BY FACTORY 10 D EAVE BAFFLES BELOW HINGE BY FACTORY 12 PREMANUFACTURED TRUSS SPACED @ 16" O.C. O z z � 2x8 SPF#2 PERIMETER BANDS 2x8 SPF#2 PERIMETER BANDS 8 a _ z N 2x6 SPF#2 HEADER BOARD a �___ _ 2x6 SPF#2 HEADER BOARD SITE INSTALLED METAL ROOFING BY BUILDER L ��� ---- --------- Q Q SITE INSTALLED a METAL ROOFING BY BUILDER \ R-60 INSULATION w/VAPOR BARRIER R-60 INSULATION w/VAPOR BARRIER o TOWARD CONDITIONED SPACE 2x6 SPF#2 EAVE OVERHANG �tk TOWARD CONDITIONED SPACE N 2x6 SPF#2 EAVE OVERHANG w 2x6 SUB—FASCIA 2x6 SUB—FASCIA DRIP EDGE BY BUILDER DRIP EDGE BY BUILDER— 5/8" GYPSUM BOARD FASCIA BY BUILDER FASCIA BY BUILDER 5/8" GYPSUM BOARD DRAWN BY: VENTED SOFFIT BY BUILDER VENTED SOFFIT BY BUILDER 1 3/4" RT AIR FLOW AIR FLO WINDOWS INSTALLED TO SHEATHING J, 1'-4 1116 REVISIONS WINDOW BUILD-OUTS BY BUILDER DATE ITEM 1/2 ZIP WALL EXTERIOR SHEATHING 1'-2 1 4' "--EXTERIOR SIDING BY BUILDER WINDOWS INSTALLED TO SHEATHING WINDOW BUILD-OUTS BY BUILDER 1/2" ZIP WALL EXTERIOR SHEATHING 4" OF ROXUL INSULATION BOARD SUPPLIED & INSTALLED ON-SITE BY BUILDER EXTERIOR SIDING BY BUILDER SUN TRELLIS & ALL REQUIRED BLOCKING/FASTENING TO BE 4" OF ROXUL INSULATION BOARD SUPPLIED & INSTALLED ON-SITE BY BUILDER SUPPLIED & INSTALLED ON-SITE BY BUILDER SCALE: PFS CORPORATION 1/21)=11-011 Approval Limited to Factory Built Portion Only State: Massachusetts SHEET N0. Signature: ✓t�F/J2£e ✓ og4 w Title: Staff Plan Reviewer Date: 7/23(14 D IV NOiE • KEISER HOMES 1.) FOUNDATION DESIGN AS SHOWN IS ONLY SUGGESTIVE, ACTUAL FOUNDATION DESIGN SHALL BE BASED ON LOCAL SOIL CONDITIONS AND IN ACCORDANCE W/LOCAL REQUIREMENTS. 2.) FOUNDATION HAS BEEN APPROVED FOR SUPPORT PLACEMENT ONLY. ALL REQUIRED INSULATION, MOISTURE MANAGEMENT, TIE DOWN, VENTILATION, ACCESS, AND FOUNDATION DESIGN IS SUBJECT TO LOCAL CODE OFFICIAL INSPECTION. BUILT BY EXCEL HOMES 3.) (IF APPLICABLE)FIREPLACE OR CHIMNEY FOOTING TO BE SIZED BY G.C. OF MAINE, LLC 4.) 3000 PSF. SOIL BEARING CAPACITY. 21 1 0 RTE. P.O. BOX 900 5.) CONCRETE COMPRESSIVE STRENGTH 3000 PSI. CAPACITY. OXFORD, 0 OTE. 1 6x6 P.T. POST TO DECK BEAM POST SUPPORT NOTES: 23'-6 1/2° PROVIDED BY FIELD CONTRACTOR. 1, PIERS TO BE FLUSH WITH FINISH GRADE. TELE: (207) 539-8883 71-9 1/4° 8'-0° 1-9 1/4° 2. 6x6 P.T. POSTS SUPPLIED F.C. FOR SET. FAX: (207) 539-4446 CENTER LOCATIONS FOR PORCH 3. PIERS TO HAVE POST TIE DOWN BY OTHERS. POST FOUNDATION SUPPORT. 6x6 POSTS FLUSH w/FACE OF DECK GIRDER. DWG N0. EXACT POST KIM 4309 LOCTATIONS T.B.D. ON-SITE BY OTHERS 3• GOTO VIEW: 41'a 1/2' 18'-11/2' FOUND HOLD DOWN TO ON EACH CUMULATIVE HOLD DOWN SIDE OF CORNER TO �-LOAD OF 1,860//REQUIRED ACHEIVE REQUIRED LOA 941 PLF 1'0oa 852j AT THIS LOCATION 552 PLF ---------------------- ------ ---------------------------- DATE: O 8.456 —————————— ———————————————————, _ ----------------------- ----ww----oa zo---------- i ' 62614 16"x10' (MASS) ¢ I L3000 PSI CONCRETE FOOTING ALL FLOOR OR FOUNDATION INSULATION REWIRED PER CODE IS TO BE PROVIDED w J I I- m I N BELOW FROST LINE AND INSTALLED ON STE BY BUILDER 1 1� ----------------------' CL o I CD STAIR CLOSE-OFF o a ON-SITE BY BUILDER i 0) I o CENTER LINE OF CHIMNEY PAD. I o (PAD TO BE SIZED&LOCATED BY BUILDER) 3 1/2• CONCRETE FILLED I o a 21'-5 1/2° STEEL LALLY COLUMN WITH ——— TYP. STEEL BEARING PLATES.— 3'-0° � - r�� — -- — �4'-0° o �_ d I I�/� — I r —I——— — ———————————————— ———— — ---I— ----- -- ---- ------- — —------ -------- -- ----- ------ --------- — ,o -- ---- - ------ — ----- -------- ------A- AD — ------- ——--————— -- ---- 0 Q Z — ADDITIONAL 3.696 LB _ ADDmwa.a31a LB A00mon AL 6.}zs—Le AOOInONAI 5.607 LB AOWnONAL 1,595 LB AOOmaNAI 1,968 L6 - N POINT LOAD PONT LOAD——— — POINT LOAD — —— PONT LOAD———— —————— — — PONT LOAD———— PONT LOAD ——————— ' \ Z 4'-3° 4'-6" 4'-6° 5'-2° 6'-10° 4'-9° 5'-10° 5'-10° 5'-10° 6'-6" 6'-0° �' o LL 1,590 PLF 0 PLF 680 PLF 680 PLF 680 PLF 680 PLF 680 PLF 680 PLF 680 PLF 1,164 PLF 1,164 PLF o FLOOR GIRDER I a i I 2'-6" WIDE x 1'-0• DEEP (MASS) BEAM BUILT INTO I 3000 PSI CONCRETE STRIP FOOTING MODULE FLOOR I z I SYSTEM I a I _j I r _ l a a I i o o v> 1< 6'-91/4 m I 1 I I ' DRAWN BY: I RT I I I C30"x36'-2 1,182 PLF 682 PLF C30°x36"-2 REVISIONS 3.0628 ———— — ———————————— ——— ———————————— ———————— ———————————————— ——— L 3'-O•x6'-8" I.6as x 6} 632/2/ \ — ' 9 1. ' 11.632 3,1DATE ITEM M 63 • 62 ° - - / 5-6 1/29-31/224 /4' 1J'-101/2• CUMULATIVE HOLD DOWN 3 LOAD OF 4,820#REQUIRED 16'-6° 34'-1° 5'-6° AT THIS LOCATION 601-0° DAYLIGHT 64 17J j44 PFS CORPORATION SCALE: BUILDER TO DESIGN, SUPPLY, AND INSTALL 2— U1 Approval Limited to Factory Built Portion Only 3/161$=1 —O ALL HOLD DOWNS TO RESIST GIVEN VALUES AT "X" LOCATIONS SUGGESTED HOID DOMNS SILL PATE TO FOUNDATION RIM TO SILL FASTENING State: Massachusetts PLF ON-SITE BY BSUUILDERGGGESSTED HOLDOMN WAIL LIN W ON_SITE BY BUILDER ON PLF WALL UNE ND LAPPED SHEATI6NGG TOE NAILS SHEET N 0. Signature: �' .�FiI1EZl UP 70 2.500 (1)LSTIiDeRJ 1-A 94 1-A .171"x3'NAILS O 6'O.0 P UP TO 5,000 (1)STHDI4 J 1-Ab 155 i-Ab .131'x3'.NLS O 6'O.C. - Title: Staff Plan Reviewer 1 2 1 UP TO 9,000 (2)STH014RJ 1-6 94 1-8 .131'x3'NAILS O 6'O.C. 1-8b 155 1-Bb .131'x3'NAILS O 6'O.C. Date: 7!23114 1-1 311 f-1 .131'x3'NAILS O 3'O.C. 1-2 613 1-2 .131'x3'NAILS O 4 O.G .131'x3 NAILS O 4'O.C. ER 't RIDGE ENT INSTALLED MANUA ACCTUPRERS INSTRUCTIONS FASTENING SCHEDULE HOUSE-SPECIFIC INFO TRUSS-SPECIFIC CONNECTION INFO QUOTE#-. 4309 STATE: MA FORCE(Ibs) WIND SPEED: 100 mph SNOW LOAD: 50 psf CONNECTION LOCATION TENSION SHTJIR COMPRESSION MEAN ROOF HT.: 26'-6" RIDGE TO RIDGE 84 111 8415E UP ROOF O.C.: 16 in RIDGE FLIP TO TOP CHORD 280 185 FLIP UP WALL O.C.: 16 in COLLAR TIE TO TOP CHORD 362 22 545 SWING DOWN OVERHANG DEPTH: 20 in KNEEWALL TO TOP CHORD 2x6 SPF#COLLAR TIE EAVE OVERHANG: FLIPPED KNEEWALL TO BOTTOM CHORD(OR KING POST) 326 0 FLIP OVERHANG LOCATION: MAIN HOUSE TRUSS HEEL UPLIFT 205 EXTERIOR WALLS: 2x8 TRUSS HEEL HORIZONTAL 330 THIS STEP IS THE SAME FOR THIS STEP IS THE SAME FOR e7p Ck MARRIAGE WALLS: 2x4 TRUSS MATEWALL UPLIFT 110 BOTH SIDES OF TRUSS BOTH SIDES OF TRUSS THIS STEP IS THE SAME FOR BOTH SIDES OF TRUSS WALL HT.: 9.0 it TRUSS MATEWALL HORIZONTAL 548 GABLE WALL HT.: 11 ft C2 M1 FASTENING TO BE COMPLETED"ONSITE" S2 )y1 Sl CONN.# DES CONNECTION AREA CONNECTION REQUIRED CALC MANUAL PAGE REF# Cl $1 M2 Cl S1 RIDGE TO RIDGE (2)0.131"x 3-1/4"FACE-NAILS PER TRUSS BAY 8.0.4 S2 FLIP RAFTER TO FLIP RAFTER (1)1.25'x 26 GA STRAP w/(18)16 GA.STAPLES EVERY THIRD TRUSS 8.0.5 co O C2 S1 TOP CHORD CONTINUOUS TO FLIP CONTINUOUS (2)0.131"x 3-1/4"FACE-NAILS PER TRUSS BAY 8.0.7 C3 St COLLAR TIE TO RAFTER (6)0.131"x 3-1/4"FACE-NAILS BOTH SIDES OF COLLAR-TIE 8.0.13 M3 C3 S1 KNEEWALL TO TRUSS CHORD OP � (TOP) N/A 6.0.10 M4 S1 S2 KNEEWALL TO TRUSS CHORD(BOTTOM) (1)1.25"x 20 GA STRAP w/(34)16 GA STAPLES EACH TRUSS 8.0.12 M2 C4 THIS AREA RESPONSIBILITY OF C7 S1 DECKING ACROSS MATEWALL(TRUSS TO TRUSS) g 0.131"x 3-1/4"FACE-NAILS EA_TRUSS BOTH SIDES OF MATEWALL6.0.11 0.131'x3'NAILS OTHERSSEA RE E TO BUILD ILTrY O WN SHIPLOOSE \" STAGGERED Q W O.C. TO ACCOMMODATE R-VALUES AND .�I PER IRC REQMNTS. VENTILATION PER LOCAL CODE KNEEWALL OPT. -. C12 S1 SHEATHING BAND TO RIM JOISTS (2)ROWS OF 0.131'x 2-1/2"FACE-NAILS AT 14"O.C. 70.4.0 S2 RIM JOIST TO RIM JOIST(HORIZONTAL LOADING) (1)ROW OF 0.131"x 3-1/4"TOE-NAILS AT 6"O.C. 2009 IRC S1 SHEATHING BAND TO RIM (2)ROWS OF 0.131"x 2-1/2"FACE-NAILS AT 14"O.C. 10.4.0 M1 C6 C4 C13 S2 SHEATHING BAND TO SILL PLATE (1)ROW OF 0.131"x 2-1/2"FACE-NAILS AT 7"O.C. 10.5.0 FLIPPED-SAVE S3 FLOOR RIM TO SILL PLATE (1)ROW OF 0.131"x 3-1/4"TOE-NAILS AT 5"O.C. 10.14.0 E3 If C14 S1 IWALLPLATETO RIM&RAFTER (1)ROW OF 0.131"x 3-1/4"FACE-NAILS AT 8"O.C. 1020.0 FIELD INSTALLED DECKING C7 C1 O S1 FASTENING TO BE COMPLETED BY"MANUFACTURER" M2 S2 CALC MANUAL T 1 I I T T M1 CONN.# DES CONNECTION AREA CONNECTION REQUIRED PAGE REF# 112THROUGH BOLT I I Cl M1 RIDGE TO FLIP RAFTER (2)0.131"x 3-1/4"FACE-NAILS PER TRUSS 8.0.2 WNUTS&WASHERS @1 B MARRIAGE WALL M1 SHEATHING TO ROOF CONTINUOUS (5)0.131"x 2-1/2"FACE-NAILS PER TRUSS EA.SIDE 8.0.8 OC(NOT REO'D wfTWO M3 C2 MEMBER FLR-CLG GIRDER) 16D NAIL TOE NAILED Q 16 O.C. M2 CONTINUOUS TO FLIP RAFTER OR TOP CHORD (3)0.131"x 3-114"FACE-NAILS PER TRUSS 8.0.6 ULTIPLE 2x FLOOR PERIMETER 112"THROUGH BOLT To�wl EXT-WALL C1 D NUTS W VOIDSRS&8*.0 SHIMSIM. BOLTING M1 SHEATHING TO WALL PLATES (2)ROWS OF 0.131"x 2-1/2"NAILS AT 14"O.C. 10.3.0 M3 C12 MULTIPLE 2x CEILING PERM. C6 M2 TRUSS TO TOP PLATE(HORIZONTAL LOADING) (3)0.131"x 3-1/4'TOE-NAILS 10.10.0 M1 M3 TRUSS TO TOP PLATE(OR WALL STUD) (1)125 in x 20ga STRAP w/(14)0.131"x 2.5"NAILS EVERY 3rd TRUSS 10.2.0 GABLE ENDWALL FASTENING M4 CONTINUOUS TO BOTTOM CHORD 3)0.131'x 3-1/4"FACE-NAILS PER TRUSS 10.15.0 � M1 w w M1 PLATE TO STUD (4)0.131"x 3-1/4"FACE-NAILS PER STUD 10.12.0 M2 C14 S1 o W C9 M2 PLATE TO PLATE 1 R 10.11.0 C11 C9 � ( ) OW OF 0.131"x3-1/4"FACE-NAILS AT 6"O.C. S1 M2 y M1 CONTINUOUS TO WALL STUD (1)LSTA12 STRAP w/(10)0.148"x 2-1/2"NAILS AT 46"O.C. SYSTEM 10.17.0 FYooaSTEM STAIRS MAY VARY -� TYP. FLOOR DECK C10 M2 CONTINUOUS TO TRUSS(OR CEILING JOIST) (2)0.131'x 3-1/4"FACE-NAILS PER TRUSS 10.15.0 ecr WALLBOTTOM M3 CONTINUOUS TO WALL PLATES (1)ROW OF 0.131"x 3-1/4"TOE-NAILS AT 6"O.C. 2009 IRC M2 CHORO M1 FLOOR RIM TO WALL STUD 10.17.0 S2 - cM y M1 C71 (1)LSTA12 STRAP w/(10 0.148"x 2-112"NAILS AT 48"O.C. z M2 WALL PLATE TO FLOOR RIM (2)ROWS OF 0.131"x 3-1/4"FACE-NAILS AT 16"O.C. 2009 IRC M1 STAIRS BY M1 M2 m M7 SHEATHING TO RIM JOIST (2)ROWS OF 0.131"x 2-1/2"FACE-NAILS AT 14"O.C. 10.4.0 M2 MANUFACTURER OR BY OTHERS C9 ` C12 M2 RIM JOIST TO WALL PLATE (1)ROW OF 0.131"x 3-114"TOE-NAILS AT 6"O.C. 2009 IRC C11 M1 M3 PLATE TO FLOOR RIM JOIST 10.13.0 T-�.P (1)ROW OF 0.131"x3-1/4"FACE-NAILS AT 6"O.C. C73 Mt SHEATHING TO RIM JOIST (2)ROWS OF 0.131"x 2-1/2"FACE-NAILS AT 14"O.C. 10.4.0 C13 M2 PLATE TO FLOOR RIM JOIST (1)ROW OF 0.131"x 3-1/4"FACE-NAILS AT 6"O.C. 10.13.0 C14 M1 SHEATHING TO RIM AND GABLE WALL (1)ROW OF 0.131"x 3-1/4'FACE-NAILS AT 6"O.C. 10.21.0 M2 MARRIAGE WALLS ALL FASTENINGS SHOWN TO BE HOUSE SPECIFIC.SEE MODEL M2 TRUSS BOTTOM CHORD TO WALL PLATE (1)ROW OF 0.131"x 3-1/4"FACE-NAILS AT 6"O.C. 10.21.0 SPECIFIC FASTENING SCHEDULE CONTAINED WITHIN THE S1 M1 MULTIPLE 2a CENTER BEAMS PERMIT SET.FASTENING SCHEDULE BASED ON SECTIONS 8&10 OF THE CALCULATION MANUAL,STAMPED&APPROVED BY A PFS CORPORATION REGISTERED PROFESSIONAL ENGINEER&THIRD PARTY Approval Limited to Factory Built Portion Only INSPECTION AGENCY(PFS). State: Massachusetts 1rr THROUGHCARRIAGEBOLTSignature: �` ' RvIxe"S/r,L%, S2 WI NUTS AND WASHERS @4'O.C. THESE STEPS ARE THE ANY VOIDS BEFORE BOLTING Title: Staff Plan Reviewer SHIM A S3 SAME FOR BOTH SIDES SECTION LEGEND Date: 7123/14 TYP CONNECTIONS FOR TWO-STORY W/ STORAGE TRUSS C6 SEE CHART AT RIGHT. FASTENING REQUIREMENTS FOR TWO-STORY W/ STORAGE TRUSS LAR SEE HOUSE SPECIFIC FASTENING SCHEDULE AT RIGHT. M1 MANUFACTURER EESCHEDULE FASTENING SHOWN IS HOUSE SPECIFIC TO THE MODEL CONTAINED WITHIN THIS PERMIT SET. ALTERNATE FASTENERS OF EQUAL OR GREATER VALUE MAY BE SUBSTITUTED S1 =CONNECTION TOBECOMPLETED FOR THOSE SHOWN, PROVIDED THEY RESIST THE LOADS/FORCES IMPOSED PER CONNECTION. ONSITE SEE SCHEDULE AT RIGHT. y , © RAISING THE TRUSS © O RIDGE VENT MAIIUFINSTALLED PER FASTENING SCHEDULE RIDGE VENT MANUFACTURERS INSTRUCTIONS HOUSE-SPECIFIC INFO TRUSS-SPECIFIC CONNECTION INFO QUOTE#: 4309 STATE: MA FORCE(Ibs) WIND SPEED: 100 mph SNOW LOAD: 50 psf CONNECTION LOCATION TENSION SHEAR COMPRESSION MEAN ROOF HT.: 15'-9" RIDGE TO RIDGE 83 157 ROOF O.C.: 16 in RIDGE FLIP TO TOP CHORD 22 161 SWING DOWN FLIP UP RAISE UP WALL O.C.: 16 in COLLAR TIE TO TOP CHORD OVERHANG DEPTH: 20 in KNEEWALL TO TOP CHORD 433 0 EAVE OVERHANG: FLIPPED KNEEWALL TO BOTTOM CHORD(OR KING POST) 433 0 LOCATION: MAIN HOUSE TRUSS HEEL UPLIFT 69 EXTERIOR WALLS: 2x8 TRUSS HEEL HORIZONTAL 372 THIS STEP IS THE SAME FOR THIS STEP IS THE SAME FOR FLIP OVERHANG MARRIAGE WALLS: 2x4 TRUSS MATEWALL UPLIFT 320 BOTH SIDES OF TRUSS BOTH SIDES OF TRUSS THIS STEP IS THE SAME FOR BOTH SIDES OF TRUSS WALL HT.: 9.0 ft TRUSS MATEWALL HORIZONTAL 433 GABLE WALL HT.: 9 ft 2x2 GABLE ENDWALL FASTENING FASTENING TO BE COMPLETED"ON-SITE" mu;A C15 S1 CONN.# DES CONNECTION AREA CONNECTION REQUIRED CALC MANUAL jj PAGE REF# LASTRUSS CABLE PANEL S1 RIDGE TO RIDGE 3)0.131"x3-1/4"FACE-NAILS PER TRUSS BAY 8.0.4 S1 I( (2x FIAT CONST) C1 S2 FLIP RAFTER TO FLIP RAFTER (1)1.25"x 26 GA STRAP W(18)16 GA.STAPLES EVERY 3rd TRUSS 8.0.5 r S2 M1 I 1 S1 C2 S1 TOP CHORD CONTINUOUS TO FLIP CONTINUOUS (2)0.131"x 3-114"FACE-NAILS PER TRUSS BAY 8.0.7 M1 M1 M1 C8 S1 KNEEWALL TO KINGPOST (1)125"x 20 GA STRAP w!(34)16 GA.STAPLES EVERY TRUSS 8.0.10 0i M2 S1 SHEATHING BAND TO RIM (2)ROWS OF 0.131"x 2-1/2"FACE-NAILS AT 16"O.C. 10.4.0 ___?'= S1 C13 S2 SHEATHING BAND TO SILL PLATE (1)ROW OF 0.131"x 2-1/2"FACE-NAILS AT 16"O.C. 10.5.0 wmiulir rs a HROU RHs BOLT g 1 S3 FLOOR RIM TO SILL PLATE (1)ROW OF 0.131"x 3-1/4"TOE-NAILS AT 5"O.C. 10.14.0 OC(NOT REO'D /TWO M2 2x3 GABLE ENDWALL FASTENING C15 S1 WALL PLATES TO TRUSS CHORDS(2x2 GABLE WALL) MEMBER FLR-CLG GIRDER) G"1 (1)ROW OF 0.131"x 3-1/4'FACE-NAILS AT 10"O.C. 10.20.0 <21 5 C15 S1 WALL PLATES TO TRUSS CHORDS(2x3 GABLE WALL) (1)ROW OF 0.131"x 3-1/4"FACE-NAILS AT 10"O.C. 10.20.0 C8 C2 S1 M3 O E USS j FASTENING TO BE COMPLETED BY"MANUFACTURER"TRUSS \1 SHIP{POSE M2 I i (a..3 CONST) CALC MANUAL S1 i CONN.# DES CONNECTION AREA CONNECTION REQUIRED PAGE REF# M3 M1 _ C1 M1 RIDGE TO FLIP RAFTER (3)0.131"x 3-1/4"FACE-NAILS PER TRUSS 8.02 C10 M1 M3 C2 M1 SHEATHING TO ROOF CONTINUOUS M3 (1)0.131"x 2-112"FACE-NAILS PER TRUSS EA.SIDE 8.0.8 M2 CONTINUOUS TO FLIP RAFTER OR TOP CHORD (3)0.131"x 3-1/4"FACE-NAILS PER TRUSS 8.0.6 M2 10.3.0 M2 M1 SHEATHING TO WALL PLATES (2)ROWS OF 0.131"x 2-1/2"NAILS AT 16"O.C. C6 M2 TRUSS TO TOP PLATE(HORIZONTAL LOADING) (3)0.131"x 31/4"TOE-NAILS 10.10.0 M1 C6 FLIPPED-EAVE M3 TRUSS TO TOP PLATE(OR WALL STUD) (1)SIMPSON LSTA24-EVERY THIRD TRUSS 10.2.0 C8 M1 KNEEWALL PLATE TO KNEEWALL OR KINGPOST (0)0.131"x 31/4'FACE-NAILS PER TRUSS 8.0.9 M2 KINGPOST TO KNEEWALL STUD (1)1.25"x 20 GA STRAP w/(34)16 GA.STAPLES EVERY TRUSS 8.0.10 M1 M1 PLATE TO STUD M2 C9 (4)0.131"x 3-1/4"FACE-NAILS PER STUD 10.12.0 C9 M2 PLATE TO PLATE (1)ROW OF 0.131"x 31/4"FACE-NAILS AT 6"O.C. 10.11.0 TYP M1 CONTINUOUS TO WALL STUD (1)LSTA12 STRAP w/(10)0.148'x 2-1/2"NAILS AT 39"O.C. 10.17.0 C10 M2 CONTINUOUS TO TRUSS(OR CEILING JOIST) (6)0.131"x 3-1/4"FACE-NAILS PER TRUSS 10.15.0 M2 M3 CONTINUOUS TO WALL PLATES (1)ROW OF 0.131"x 31/4"TOE-NAILS AT 6"D.C. 2009 IRC Mt FLOOR RIM TO WALL STUD 10.17.0 C11 (1)LSTA12 STRAP w/(10)0.148"x 2-1l2"NAILS AT 39'O.C. M2 WALL PLATE TO FLOOR RIM (2)ROWS OF 0.131"x 31/4"FACE-NAILS AT 16"O.C. 2009 IRC M1 M1 SHEATHING TO RIM JOIST (2)ROWS OF 0.131"x 2-1/2"FACE-NAILS AT 16"O.C. 10.4.0 C11 M1 C9 C13 M2 PLATE TO FLOOR RIM JOIST (1)ROW OF 0.131"x 31/4"FACE-NAILS AT 6"O.C. 10.13.0 TMP' C15 M1 LEDGER TO TRUSS(2x2 GABLE WALL) (1)ROW OF 0.131"x 3-1/4"FACE-NAILS AT 10"O.C. 10.20.0 M2 LEDGER TO WALL PLATE(2x2 GABLE WALL) 1)ROW OF 0.131"x 31/4"FACE-NAILS AT 10"O.C. 10.20.0 C13 Mt LEDGER TO TRUSS(2x3 GABLE WALL) (1)ROW OF 0.131"x 3 1/4"FACE-NAILS AT 10"O.C. 1020.0 M2 LEDGER TO WALL PLATE(2x3 GABLE WALL) (1 ROW OF 0.131"x 3-1/4"FACE-NAILS AT 10"O.C. 1020.0 S1 ALL FASTENINGS SHOWN TO BE HOUSE SPECIFIC.SEE MODEL LCE M2 MARRIAGE WALLS M3 SHEATHING TO GABLE ENDWALL(2x3 GABLE WALL) (1)ROW OF 0.131"x 2-1/2"FACE-NAILS AT 6"O.C. 10.21.0 Mt MULTIPLE Z,CENTER BEAMS SPECIFIC FASTENING SCHEDULE CONTAINED WITHIN THE PERMIT SET.FASTENING SCHEDULE BASED ON SECTIONS 8&10 ptC �_-- OF THE CALCULATION MANUAL.STAMPED&APPROVED BY A BF-5 PFS CORPORATION 1{ REGISTERED PROFESSIONAL ENGINEER&THIRD PARTY lOw" INSPECTION AGENCY(PFS). Approval Limited to Factory Built Portion Only S2 1/2'THROUGH CARRIAGE BOLT.INUTS AND S3 WASHERS Q4 O.C.UCRE Y BOLTING VOIDS BEFORE THESE STEPS ARE THE State: Massachusetts SAME FOR BOTH SIDES Signature: 77 „�I pys,c Title: Staff Plan Reviewer SECTION LEGEND Date, 7123(I4 CONNECTION REQU TYP CONNECTIONS FOR ONE—STORY W/ WEB TRUSS Cs SEECHARTATRIGHT!RED. FASTENING REQUIREMENTS FOR ONE—STORY W/ WEB TRUSS GE) MANNUF MANUFACECnON TURER. MODULAR FASTENING SHOWN IS HOUSE SPECIFIC TO THE MODEL CONTAINED WITHIN THIS PERMIT SET. SEE HOUSE SPECIFIC FASTENING SCHEDULE AT RIGHT. AT RIGHT. ALTERNATE FASTENERS OF EQUAL OR GREATER VALUE MAY BE SUBSTITUTED $1 =CONNECTIONTOBECOMPLETED FOR THOSE SHOWN, PROVIDED THEY RESIST THE LOADS/FORCES IMPOSED PER CONNECTION. ONSE.ITSEE SCHEDULE AT RIGHT. a Job TNSS Trus:type Qty Ply Excel Homes 212 73892 HMC21101 JDBL HINGE MONO 1 1 U-1215(10)/U-1215(14) Universal Forest P ducts IGrand Rapids,MI49525,Steve Minahan 7.430 a esi nee MTek Industries,In,Thv Jun 2611:59:50 2014 Page 1 of 1 MA 2Q9Q4) Copyright 2014nc.,Universal Forest Products,Inc.All Rights Reserved 11-10-14 T 11-10-14 0-3-0 •6 H U-1215(10) tf be 5 U-1215(14) 8.00 F1 2 Q V� PI'SCORPORATION 6 Approval Limited to Factory Built P rtion Only 1� :State: Mass ehusetts 4 15 lin Sig na4ure: iEr z •f36 V ;Title: Staff Plan Reviewer 3 O Date: 7(21111 C14 11 1ZaD W � (V O rn �r$ Q 8 -11T 1 2 SMH18D SMH18D 78 C l_ 0-1-8 12 9 �] _ Ion 0 4x5-= 11 10 16 17 3.5x5= Mi 1 1/2 x 1 1/2 DADO See Note 15 9-9-0 0-3-12 See Note 15 13-9-0 23-9-12 TCLL38.5 SPACING 1-4.0 CSI DEFL in (foe) Well Ud PLATES GRIP (GmundSnow 50.5 Plates Increase 1,15 TC 0.47 Vert(LL) -0.40 6-9 >405 240 MT20 187/144 TCDL 10.0 Lumber Increase 1.15 BC 0.72 Vert(TL) -0.87 8-9 >184 180 MT18HS 187/144 BCL- 0.0• Rep Stress Incr YES WB 0.39 Horz(TL) -0.00 9 n1a n1a BCDL 10.0 Code IBC2009/TP12007 (Matrix) Weight 89 lb . FT=O% LUMBER BRACING TOPCHORD 2X8LSLTruss Grade•Excepr TOPCHORD Structural wood sheathing directly applied or 6-0-0ocpull [P] T2,T4:2x6 SPF Not T3:2x4 SPF Not BOT CHORD Rigid ceiling directly applied or 10-M oc bracing, BOT CHORD 24 SPF No2 8-103 oc bracing:8-9. OF M WEBS 2x4 SPF Stud WEBS 1 Row at midpt 6-9 �SSq REACTIONS (!b/size) 1=401/03-8(rrin.0-1-8),8=548103.8(rrn.0-1.8),9=521/03.8(min.0-10,12=363/03M(nen.0-1.8) a y Max Horz l=319(LC 9),8=-372(LC 10) Max Upliftl=l 6(LC 9),8=.69(LC 10),9=320(LC 10),12=-230(LC 9) O Int Max Gravl=472(LC 13),8=551(LC 14),9=574(LC 14),12--406(LC 13) FREED Ate � g FORCES (lb)-Maximum Compression/Maximum Tension d C ML (Z) TOPCHORD 1-2=-471133,23=478/12,3-0=268/19,45=125141.5.6-19381,6-15---202/64,7-15=-473/42,7-8=519/103 dE U O rL9 8lJ BOT CHORD 1-13=158/221,12-13=-158/221,11-12=0/0,9-10=0/0,9-14=-2311311,14-16=231811,16-17=231/311,8-17=231/311 WEBS 3-12-421801.6-0=-582/433 REQUIRED FIELD JOINT CONNECTIONS -Maximum Compression(Ib)/Maximum Tension(Ib)/Maximum Shear(lb)/Ma>amum Moment(Ib4n) 9 T� 3=4218D1/0/0,4 33/22/161/0,5=151/83/157/0,6=582/433/0/0,9=582/4331010,12=421/3G11010 �SSj�]iAL NOTES (17-18) 1)Dado:0-1-B length x 0-1-8 deep dado,0-0-0 to right edge from joint 11 on the bottom face. �► 2)Dado:0-1-8 length x 0-1-8 deep dado,0-0-0 to left edge from joint 8 on the bottom face. ('_�f 7- 0 3)Wind:ASCE 7.05;11Omph:TCDL=6.Opsf BCDL=6.Opsf,h-Oft;Cat II:Exp C;enclosed;MWFRS(low-rise)gable end zone and C-C Exterior(2)zone;GC for m reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 - 4)TCLL•ASCE 7-05;Pg--50.0 psf(ground snow);Ps=38.5 psf(roof snow);Category 11;Exp C;Partially Exp:Ct=1.1 5)Roof design snow load has been reduced to account for slope. 6)Unbalanced snow loads have been considered for this design. 7)This fuss has been designed for basic load combinations,which include cases with reductions for multiple concurrent live loads. �is 8)All plates are MT20 plates unless otherwise indicated. t. !It/ 9)See BEH18 DETAILS for plate placement 10 Provisions must be made to prevent lateral movement of hin ed members during transportation. 11)All additional member-connections shag be provided by others forforu5;s as indicated, 12)This truss has been designed for a 10.0 psf bottom chord rive load nonconcurrent with any other rive loads. 13)•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 tap by 2-0-0 wide will fit between * , the bottom chord and any other members,with BCDL=10.Opsf. 14)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 161b uplift stjoirlt 1,591b uplift atjoint8,320 Ib uplift at joint 9 and 230 Ib uplift atjoint 12 15)Provide support to resist a horizontal force of 319 lbs.atjoint 1 and 372 lbs.at joint 8. ss en in with the IBC 71l �rtiiaang9the 2009 1Takaprecaoo keep thedro-dsin pany banding twisting of nge plate must be repaired before the build-ing is put into service, y!. _ 3 „T 181 The held ns celled mambes are an Integral part of the Iniss design.Retain a design professional to specify final`eld connections and temporary supports.All field4nstatled members must ba prooerty fastened or-or to aPPIY,M any Ioad:r.g to the truss.Tris desiai ankipates the`Tal set position. The professional engineering seal indicates that a licensed professional has reviewed the design under the standards referenced within this document � not necessarily the cement state building rode.The engineering seal is not an approval to use in a specific state.The final determination on whether 6/26/2014 a truss design is acceptable under the locally adopted building code rest with the burtring official or designated appointee. ® WARNING -Verify design parameters and READ NOTES Universal Forest Products,Inc. 2801 EAST BELTLINE RD,NE Truss shall not be cut or modified without approval of the truss design engineer. PHONE(616)-364E161FAX(616)365.0060 GRAND RAPIDS,M149525 This component has only been designed forthe bads noted on this drawing.Construction and rifting forces have not been considered.The builder is responsible forfilringmethods and system design.Builder responsibiftes am defined underTPIl.This design is based only upon parameters shown,and is for an individual building oomponentto be installed and loaded vertically.Appgcabifdy of design parameters and pmperinlorporation of component is responsbTnty 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 responebitily of the building designer.For general guidance regarding fabrication,quality control,storage,derlvery,erection and bracing,consull SCSI 1-06 from the Wood Truss Council of America and Truss Plate Institute Recommendation available from WTCA,6300 Enterprise LN,Madison,W1 53719 J:lsuppoA\M'dekSuppktemplatesWfp.tpe t S JobTruss Truss Type cry Ply Excel Homes 212 73892 CCA14101 HINGED ATTIC 1 1 U-1214(10)/U-1214(14) DeSigner;W Universal Forest Products Inc.,Grand Rapids,MI 49525,Steve Minahan 7.430 a- 2 2013 MTekndustifes,Ino Thu Jun 26 10:58:58 2014 Page 1 of 1 Copyright 02014 Universal Forest Products,Inc.All Rights Reserved 11-10-14 0-3-0 11-10-14 H ) PI'SCORPORATION 6 9 J �3 Approval Limited to Factory Built P Kion Only j �Oj` O State: Mass chusetts 7 Signature: ,rt'',cr .„ff 'e U-1214(14) Date: Staff Plan Reviewer i U-1214(10) 0 5 3 g 7123114 21 4 7�S,' d T 10.00 12 >,3 3 S9d 9 0 o rn on SMH18E SMH18E 11-7-12 m O^� 2 D--2 10 'o, �I1 SMH18D 0-1-6 SMH18D 11oT�. 61 B2 III1l 0 4x6= 14 1 1/2 x 1 1/2 DADO 4x6= M '- 13 12 O 6-1-0 1 3-9-14 1 7-9-14 6-1-0 9-9-0 23-9-12 13-9-0 Plate Offsets [3:0-0-0,0-1-01,[9:04)-0.0-1-01 LOATCLL (psfj SPACING 1--0 CSI DEFL in (loc) I/deff Ud PLATES GRIP (GrouTCLL 35.8 Plates Increase 1.15 TC 0.31 Vert(LL) 0.1312-13 >999 240 MT20 187/144 TcDI-dSnon=50.0) Lumber Increase 1.15 BC 0.37 Vert -02112-13 >786 180 MT18HS 187/144 BCDL 10.0 Rep Stress Ina YES WB 0.32 Ho (n) BCLL 0.0' Code IBC2009/rP12007 is 0.01 11 nl0 n!a BCDL 10.0 (Matrix) Attic -0.06 13-14 1570 360 Weight 12416 F7=0% LUMBER BRACING TOP CHORD 2x6 SPF Not•Except TOP CHORD Structural wood sheathing directly applied or6-0-0 oc purfins. [P] Tt:2 X 6 LSL Truss Grade,T4:2x4 SPF Not BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. BOT CHORD 2x10 SPF No.2 WEBS 2103 SPF Stud'Excet• OF P vl ass REACTIONS (lb/size)SPF =764/0-3-0(min.0-10,11=808/0-3-6(min.0-1-8),13=261/03.8(min.0-1-B) vcl��� Max Horz 1=330(LC B) O KED/IN� V� MaxUplift1=205(LC 10),11=226(LC 10),13=110(LC9) F�E� Aly { Max Grav 1=764(LC 1).11=841(LC 15),13=412(LC 3) CIVIL ! N FORCES cab)-MaximumCompression/MaximumTension O TOP CHORD 1-2=804258,2-3=706260.3-4=-053/270.4-5=546/289.5.6=-222/37,6-7=127/82,7-0=170/69,8-21=598/292.9-21=709/288,9-10=707!171,1 iJ /18'N 42980 BOT CHORD 1-14=20/547,14-17=181548,15-17=18/548,15-16=18/548,13-16=-18/548,13-18=18/548,18-19=18/548,19 20=18/548,12-20=18/548,11-12- 50 Q �Q WEBS 9-12=161/186,3-14=-304/328,5-8=5441361 n QAC tV REQUIRED FIELD JOINT CONNECTIONS -Maximum Compression(lb)/Maximum Tension(Ib)/Maximum Shear(Ib)/Mardmum Moment(Ib-in) !ST - 4=5892 80/1 8 5/0,5=545136222/0,6=114/84/111/0,7=139/77!47/0,8=544/36121/0,12=161/186/0/0,13=18/548239/0,14=3041328/0/0 A �FS'Sj� NOTES (19-20) 1)Dado:0-1.8 length x 0-1-8 deep dado,0-0-0 to right edge from joint 13 on the bottom face. 2)Dado:0-1-8 length x0-"deep dado,04-0toleft edge from joint 13 on the bottom face. 3)Wind:ASCE 7-05;11Omph;TCDL=6.0pst BCDL=6.Opsf h=30ft;Cat II;Exp C;enclosed;MWFRS(low-rise)gable end zone and C-C Exterior(2) `?7-..?,1, zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 4)TCLL ASCE 7-05;Pg--50.0 psf(ground snow);Ps=35.8 psf(roof snow);Category II;Exp C;Partially Exp.:Ct--1.1 5)Roof design snow load has been reduced to account for slope. E-signed by Kevin Freeman 6)Unbalanced snow loads have been considered for this design. 7)This truss has been designed for basic load combinations,which include cases with reductions for multiple concurrent live loads. 8)All plates are MT20 plates unless otherwise indicated. 9)See BEH18 DETAILS for plate placemenL ry`f 10)Provisions must be made to prevent lateral movement of hinged member(s)during transportation. S. �.+�"'"H`�'� �r- 11)All additional member connections shag be provided by others for forces as indicated. 12)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other rive loads. j 13)•This truss has been designed for alive load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 14)Ceiling dead load(5.0 psf)on member(s).3S,8-9,53 * I E { 15)Bottom chord rive load(20.0 psf)and additional bottom chord dead load(0.0 psf)applied only to room.13-14,12-13 16)Provide mechanical connection(by others)of truss to bearing plate capable ofwithstanding 205 It,uplift atjoint 1,226 Ib uplift atjoutt 11 and er. 110 Ib uplift atjoint 13. 17)This truss has been designed in accordance with the 2009 IBC Section 23M.4.6,2009 IRC Section SO2.102 '- - .t 4'~ �. 18 Attics ace shown is not designed srgnedforocwpanq. 191,Take precaution:to keep the chords in plane,any bending ortwfsting of the:tinge plate mus',be repaired before the building is put into m.-.Hca. �y".i�"-.�f�•���,,.��rr��'��`�'�' 20,The field installed rcembers are an integral part of the truss design.Retain a design R-olessronal to scacify final field connections and temporary ""?•"t" . supports.All field installed merbes must be properly fastened priorto applying any loading to the truss_This design anticipates the final set pcsftion. j �. .... The professional engineering seal indicates that a licensed professional has reviewed the design under the standards referenced within this document l t:1.i't'l= not necessarily the current state building code.The engineering seal is not an approval to use in a specific state.The final determination eterminon on whether 6/26/2014 amiss design is acceptable under the locally adopted building code rest with the butldmg official or designated appointee. ® WARNING -Verify design parameters and READ NOTES Universal Forest Products,Inc. 2801 EASTBELTLINE RD,NE Truss shall not be cut or modified without approval of the truss design engineer. PHONE(616)364.6161 FAX(616)365.0060 GRAND RAPIDS,MI 49525 This component has only been designed for the loads noted on this drawing.Construction and lifting forces have not been considered.The bulderis responsible for fitting methods and system design.Builder responsbillie s are defined under TP11.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 nesponsibrTrty of the erector.Additional permanent bracing of the overall sbucture is the responsibility of the buWng designer.For general guidance regarding fabrication,qualify control,storage,delivery,erection and bracing,consult SCSI 1-06 from the Wood Truss Council of America and Truss Plate Institute Recommendation avaftle from WrCA,6300 Enterprise LN,Madison,WI 53719 J:lsuppor MftekSuppltemplateslufp.tpe S INENGINEERS INC. PLANNERS CONSULTANTS 306 NORTH OAKLANO AVENUE • P.O.BOX 490 NAPPANEE,INOIANA 46660 PHONE 874-773-7976 WEB:WWW.NTAINC.COM FAX:674-773-5739 CLIENT: Excel Homes of Maine DATE: 6/24/14 JOB No: KES062314-4 PROJECT: 4309 REFERENCE CODE: ASCE 7-05 MODULE DIMENSIONS: 24-0 3/4"x 42'-0 1/2"(2 story) 24'-0 3/4"x 17'-11 1/2"(bed, bath) ROOF SLOPE/TRUSS TYPE: 10/12 GROUND SNOW LOAD: 50psf WIND LOAD: 100mph,Exp.B CALCULATION INDEX Page Description 1.1-1.9 Design criteria and load combinations(2 story) 2.1-2.2 Diaphragm design(2 story) 3.1-3.21 Shearwall design(2 story) 4.1-4.7 Design criteria and load combinations(bed,bath) 5.1-5.2 Diaphragm design(bed,bath) 6.1-6.9 Shearwall design(bed,bath) 7.1-7.2 Connections 8.1 Portal frame design Hor= 9.1-9.3 Wall design 10.1 Overhang design IVAN W BORM Ni CIVIL q NO.445Q8 AP/S-- APPROVED DATE 7/23/14 PFS CORPORATION Bloomsburg, PA NOTE: These calculations are applicable only to the structural elements and loading criteria specifically noted herein. These calculations shall not be construed in any way to specify, certify, or design any aspects of the structure not contained herein. Structural elements not contained herein are to be constructed in accordance with the prescriptive requirements of the adopted building code or designed by other registered design professionals, as applicable. Specified design criteria are based solely on information provided by the client and must be verified and approved by the local authority having jurisdiction. NTA,Inc. is not responsible for fabrication or erection. If it is suspected that the calculations listed in this index have been modified,substituted,or altered in any way,contact NTA,Inc.directly to obtain a file copy. Calculation Index Page 1 of 1 Y ^y 16.1000 2009 IBC Criteria 2010-09-28 6/24/2014 8:16 AM Input Page 1 of 1 ASCE/SEI 7-05 Design Criteria Summary Client: Excel Homes of Maine Job Number: KES0623144 Description: 4309 Location(s): IBC SDC C Substructure: Plan Dimensions: Vertical Dimensions: Roof Configuration: Ridge Length,B= 42.04 ft Stories Above Grade,n= 2 Framing Type: Cape Truss Gable Width,L= 24.06 ft Max.Blocking Height,hb= 18 in. Roof Slope,a= 10.00 /12 pitch Module Width,Lm= 14.00 ft Sidewall/Eave Height,hB= 240 in. Sidewall Overhang,LOH= 14 in. Min.Mean Roof Height,h= 15 ft Endwall Overhang,BOH= 14 in. Roof Cavity Insulation,R= 30 Uniformly Distributed Design Loads: Ground Floor Roof Other Floors(above ground) Floor Live,L= 40 psf Top Chord Load= 60.6 psf Floor Live,L= 40 psf Floor Dead,D= 10 psf Top Chord Dead Load= 10 psf Floor Dead,D= 10 psf Wall Dead Load,D„,= 5 psf Loft Live Load,L= 20 psf Wall Dead Load,Dw= 5 psf Wall Height,h,,= 108 in. Bottom Chord Dead Load= 10 psf Wall Height,hw= 96 in. Misc.Design Parameters: Seismic Loads: Occupancy Category: II (IBC Table 1604.5) Seismic Importance Factor,IE= 1.00 Mapped Coefficients: Ss= 0.55 g Roof/Snow Load: Sr= 0.13 g Ground Snow Load,Po= 50.0 psf Response Coefficients: SDs= 0.49 9 Ground Snow Load NYS,PaNY= 67.7 psf SDI= 0-199 Min.Design Load,Lr= 14.0 psf Site Class= D Flat-Roof Snow Load,Pr= 38.5 psf IBC Design Category= D Sloped Roof Snow Load= 35.8 psf IRC Design Category= C Max.Unbalanced Load,Pub= 60.6 psf Basic Seismic-Force-Resisting System: Snow Exposure Factor,CB= 1.0 A13 Light-frame walls with wood shear panels Snow Load Importance Factor,Is= 1.00 Response Modification Factor R= 6.5 Thermal Factor,CI= 1.1 Design Base Shear Cs= 0.08 W Analysis Procedure: Wind Loads: A13 Light-frame walls with wood shear panels Basic Wind Speed= 100 mph Wind Exposure= B Flood Loads: Wind Importance Factor,lw= 1.00 Site Specific flood loads have not been assessed in this Internal Pressure Coefficient= +/-0.18 analysis. For Buildings located in flood hazard areas, Mean Roof Height= 27.0 ft as established in Section 1612.3 of the IBC,floods loads must be considered as required by Section 1612 of the IBC. Components and Cladding Loads: Furthermore,when required,the design information End Zone Interior Zone required by IBC section 1603.1.6 must be provided on the Component (psf) (psf) construction documents. Window +18/-24.1 +181-19.5 Door +15.3/-18.7 +15.3/-16.8 Roof Cladding +16.5/-21 +16.5/-18 Overhang -30.5 -30.5 NOTES: 1. Equivalent ground snow load at a thermal factor of 1.0 for use with the NYBC/NYRC ground snow load map. F APPROVED DATE 7/23/14 PFS CORPORATION Bloomsburg, PA t 16.10'00 2009 IBC Criteria 2010-09-28 6/24/2014 8:16 AM Wind Page 1 of 2 ASCE(SE17-05 Wind Load Calculation Client: Excel Homes of Maine Job Number: KES062314-4 Description: 4309 Building Geometry: Loading Conditions: Height Above Grade: Ridge Length,B= 42.0 ft Basic Wind Speed,V3.= 100 mph Sidewall Eave,z= 21.5 ft Total Width,L= 24.1 ft Importance Factor,Iw= 1.00 Roof Peak,z= 32.5 ft Blocking Height,hb= 18 in. Exposure Category. B Mean Roof Height,h= 27.0 ft Sidewall/Eve Height,he= 240 in. Topographic Factor,Kt= 1.0 Roof Slope,a= 10.0/12 pitch Height&Exposure,Kh= 0.70 Component Dimensions: Roof slope,a= 39.8 deg. Directionality,Ka= 0.85 Stud Height,he= 108 in Sidewall Overhang,LOH= 14 in. Wind Pressure,qh= 15.2 psf Truss Span,sr= 144.375 in Endwail Overhang,BOH= 14 in. Internal Pressure,Gcq= 0.18 -0.18 (Main Windforce-Resisting System Loads(MWFRS): Normal to Surface 1 2 3 4 5 6 1 E 2E 3E 4E Trans +GCp 5.8 0.5 -9.3 -8.4 -9.6 -9.6 7.8 1.4 -10.8 -10.1 -GCpi 11.3 5.9 -3.8 -2.9 4.1 -4.1 13.3 6.9 -5.3 -4.6 Max 11.3 5.9 -9.3 -8.4 -9.6 -9.6 13.3 6.9 -10.8 -10.1 Long +GCO 3.4 -13.3 -8.4 -7.2 -9.6 -9.6 6.5 -19.0 -10.8 -9.3 -GCpi 8.8 -7.8 -2.9 -1.7 -4.1 -4.1 12.0 -13.6 -5.3 -3.8 Max 8.8 -13.3 -8.4 -7.2 -9.6 -9.6 12.0 -19.0 -10.8 -9.3 Summed and Projected HORIZONTAL LOADS VERTICAL LOADS MAXIMUM HORIZONTAL WALL LOADS End Zone Interior Zone End Zone Interior Zone Windward Overhang Zone Wall Roof Wall Roof WN Roof LW Roof WW Roof LW Roof End Interior 1E 4E 1 4 Trans 17.8 12.2 14.2 9.7 6.9 -10.8 5.9 -9.3 -8.1 -9.0 13.3 -10.1 11.3 -8.4 Long 15.8 12.2 10.5 9.7 -19.0 -10.8 -13.3 -8.4 -28.5 -22.7 13.3 -10.1 8.8 -7.2 Components and Cladding Loads(C&C): C&C End Zone Distance,a= 3.0 ft Area Pressure(psf) Area Pressure(psf) Roof Components: (fe) Pos Neg Wali Components: (ft`) Pos Neg Zone 1: Maximum 10 16.5 -18.0 Zone 4: Maximum 10 18.0 -19.5 Minimum 50 15.4 -15.8 Minimum 100 15.3 -16.8 Truss/Rafter 48.3 15.4 -15.9 Door 100.0 15.3 -16.8 Overhang 1.4 Na -30.5 Stud 27.0 16.8 -18.3 Zone 2: Maximum 10 16.5 -21.0 Zone 5: Maximum 10 18.0 -24.1 Minimum 100 14.9 -18.0 Minimum 100.0 15.3 -18.7 Truss/Rafter 46.3 15.4 -18.9 Door 100.0 15.3 -18.7 Overhang 1.4 n/a -30.5 Stud 27.0 16.8 21.7 Zone 3: Maximum 10 16.5 -21.0 Minimum 100 14.9 -18.0 Truss/Rafter 48.3 15.4 -18.9 Overhang 1.4 Na -30.5 F APPROVED DATE 7/23/14 PFS CORPORATION Bloomsburg, PA J Y 16.1000 2009 IBC Criteria 2010-09-28 6/24/2014 8:16 AM Snow Page 1 of 1 + ASCE/SE/7-05 Snow Load Assessment Client: Excel Homes of Maine Job Number: KES062314-4 Description: 4309 Design Parameters: Sloped Roof Snow Loads: Eave to ridge Distance,W= 13 ft Ground Snow Load,pe= 50 psf a CS ps Exposure Factor,Ce= 1.0 (deg) Ct=1.0 Ct=1.1 Ct=1.2 (psf) Thermal Factor,Ct= 1.1 39.8 0.75 0.93 1.00 35.8 Importance Factor,IS= 1.0 Framing Type: Trussesf0ther Snow Density(y): Ice Dams Along Eves2: y=0.13p, +14= 20.5 pcf ps =2 p f = 35.8 psf but not more than 30 pcf Flat-Roof Snow Load(pr): Minimum Roof Live Load(Lr): (IBC 1607.11.2.1): p f=0.7CeCjlfg= 38.5 psf RI= 1.0 R2= 0.7 Rain on Snow Surcharge: F= 10.0 amax= 0:26396-deg L, =20RIR2 = 14.0 psf pg<=20 psf prss= 0.0 psf 12:5 L, <_20 pf= 38.5 psf Minimum Values for Low-Slope Roofs. Applicable to roof slopes less than Monoslope roofs= 15.0 deg or am;.=701W+0.5= 5.8 deg 2.38 deg amin= 15.0 deg p a <=20 psf p f=Ip, = 50.0 psf p a >20 psf p f=201,= 20.0 psf pfmin= 20.0 psf p f= 38.5 psf Unbalanced Snow Loads: Applicable to roof slopes between: a...= 70.00 deg amen=70/W+0.5= 5.80 deg amn= 2.38 deg governing a„r„ = 2.38 deg Unbalanced Loads: P cw S= 1.20/1 P ww Ridge Length cave w=1„ = 13.2 ft (psf) (psf! (ft) (pso h c= 1.33 ft 10.7 60.6 3.9 35.8 Notes:1. Higher loads may apply were sliding snow or drifting occurs due to aerodynamic shade from higher protions of the building. 2.Applies only to unventilated roofs with less than R-30,and ventilated roofs with less than R-20.No other loads,except dead loads shall be present on the roof when this uniformly distributed load is applied. F q APPROVED DATE 7/23/14 PFS CORPORATION Bloomsburg, PA �� II 16.2050 Vertical Load Cases Transverse Roof Estimated RXNs,Drift Adjacent Roof 2008-08-27 612312014 3:37 PM Drift Adjacent Strucutre Page 1 of 1 Snow Drifting Assessment (building next to existing building) Client: Excel Homes of Maine Job Number: KES062314-4 Description: 4309 Surcharge Load Due to Drifting hO ha Pa Balanced S.c-Load hb ' J f W 1 Design Parameters: Snow Loads: Length of Upper Roof,let= 24.1 ft Ground Snow Load,pa= %0 psf Length of Lower Roof,Irl= 24.1 ft Flat-Roof Snow Load,pf= 38.5 psf Unit Width= 14.0 ft Balanced Snow Load,Pb= 38.5 psf Upper Roof Height,h,= 8.0 it Rafter Span wrt Drift Width: Parallel Separation Distance,s 0.0 ft Calculated Drift Geometry: Snow Density(y): Leeward Drift Height,ha= 2.00 ft . y=0.13 p8+14= 20.5 pcf Windward Drift Height,hd= 1.50 ft but not more than 30 pcf Max Drift Height,hd= 2.00 ft Calculated Drift Width,W= 8.00 ft Surcharge Reactions: Design Drift Geometry: Sidewall Surcharge= 132.7 plf Drift Height,hd= 2.00 It Matewall Surchage= 31.2 plf Drift Width,W= 8.0 It Endwall Surcharge= 41.0 psf Max Load Surcharge,Sd= , .0 psf Min Load Surcharge,Sd= sf APPROVED DATE 7/23/14 PFS CORPORATION Bloomsburg, PA 16.1000 2009 IBC Criteria 2010-09-28 6/24/2014 8:16 AM Seismjc Page 1 of 1 ASCE(SE17--05 Seismic Load Calculation Client: Excel Homes of Maine Job Number. KES062314-4 Description:4309 Location: IBC SDC C Design Classification: Response Acceleration:(ASCE 7,Figs.22-1,22-2) Occupancy Category,.II Short Period(Sj= 55%g Importance Category,IE: 1.00 1-Second Period(SI)= 13%g Site Class: D ASCE 7 Design Category. D IRC Design Category,. C Seismic Resisting System:A13 Light-frame walls with wood shear panels Response Factor,R:6.5 System Overstrength Factor,D.: 3.0 Deflection Amplification Fctor,Cd:4.0 Spectral Response Acceleration: Mapped Site Coeff. Maximum Design Ss S, Fa F, Sw S,, SDS Sm 0.55 0.13 1.36 226 0.75 0.30 0.50 0.20 Fundamental Period:(ASCE 7,Sec.128.1.1) Period Coefficient,CT= 0.020 Height to Highest Level,h„= 20.0 ft T.=Crhar'= 0.189 sec Seismic Response Coefficient:(Lateral Force Procedure,ASCE 7,Sec.9.5.5.2) C,m;,=0.014 Sw1E= 0.022 Min.For SDC E of F. C'= SD =0.077R11O.SS E C'm;,, _ ,.=0.010 C....= SD' =0.16 R/IE Sec 128.1.1 Design C.= 0.077 (WEY Seismic Response Coefficient:(Simplified Analysis,Sec. 1617.5) F= C,=1'ROS= 0.092 Sec 1214.8 Design Ca= 0.092 Seismic Base Shear: Base Shear Coefficient,C6= 0.077 W Minimum Interconnection Force:(ASCE 7,Sec.121.3) 0.133 x Sc)s= 0.066 W Min.= 0.050 W CSM= 0.066 W F APPROVED DATE 7/23/14 PFS CORPORATION Bloomsburg, PA �, s 16.2512 Lateral Load Cases Gable Detailed 2 Story 2010-03-30 6/24/2014 8:16 AM 2 Story Detailed Page 1 of 5 Lateral Load Analysis(ASCE 7.05) (Two-Story Building,Flexible Diaphragm) Client: Excel Homes of Maine Job Number: KES062314-4 Description: 4309 Building Geometry: Loading Conditions: Ridge Length,B= 42.0 ft Wind Speed= 100 mph Gable Width,L= 24.1 ft Exposure Category: B Module Width= 14.0 ft Blocking Height,hb= 18.0 in. Height Above Grade: Sidewall/Eve Height,h,= 240.0 in. Stories Above Grade= 2 Roof Slope,a= 10.0/12 pitch Sidewall Eave(z)= 21.5 ft Roof slope,a= 39.8 deg. Roof Peak(z)= 32.5 ft Sidewall Overhang,LOH= 14.0 in. Mean Roof Height(h)= 27.0 ft Endwall Overhang,BOH= 14.0 in. Foundation Type: Raised floor Seismic Design Parameters: Seismic Use Group: 11 ASD Adjustment Factor= 0.7 Ground Other Roof Importance Category,IE: 1.00 IBC Seismic Design Cat.: D Wall Height,h„,(in.) 108 96 n/a Site Class: D IRC Seismic Design Cat.: C Wall Dead Weight(psf) 5 5 n/a Response Factor,R: 6.5 SDS= 0.50 Floor/Level-Dead-Weight(psf) 10 10 20 Cs=0.09 Bottom Chord Dead Weight(psf) - - 10 Seismic Live Load(psf) 0 0 7.7 Transverse Diaphragm Parameters: _ Ground Floor Wall Height= 9.0 It Horizontal Wind Pressure(M RS) Above Ground Floor Wail Height= 8.0 ft Net Wall End Zone 17.8 Vertical Roof Projection= 11.0 it Interior 14.2 Misc.Framing Height= 1.0 Mevel 0 Net Roof End Zone 12.2 Blocking Height= 1.5 It Interior 9.7 Ground Floor Endwall Weight= 1083 Ibf C Max.Wall End Zone 10.1 Above Ground Floor Endwall Weight= 963 Ibf Interior 8.4 Gable Endwall Weight= 1624 Ibf Max.Roof End Zone 10.8 Interior 9.3 MWFRS End Zone,2a= 6.0 it Wind Seismic Transverse Lateral Forces Net Weight Net 2nd of 2 Story End(plf) 214 - - Interior(plf) 171 - - Diaphragm(plf) - 707 46 Transverse Walls(lbNwali) - 1143 74 Total Force to Transverse Walls(Ibf) 7447 - 2062 Level OTM(ft-kip) 59.6 1 - 16.5 1st of 2 Story End(plf) 169 - - Interior(pif) 135 - - Diaphragm(plf) - 326 21 Transverse Walls(Ibf/wall) - 541 35 Total Force to Transverse Walls(Ibf► 13313 - 3976 Level OTM(ft-kip) 200.2 - 58.3 Base of 2 Story End(plf) 116 - - Interior(plf) 92 - Diaphragm(plf) - 286 18 Transverse Walls(1 11) - . 541 35 Total Transverse Force at Base(Ibf) 17327 - 4820 Total OTM(ft-kip) 217.5 1 - 63.1 F APPROVED DATE 7/23/14 PFS CORPORATION Bloomsburg, PA �.�o 16.2512 Lateral Load Cases Gable Detailed 2 Story 2010-03-30 6/24/2014 8:16 AM 2 Story Detailed Page 3 of 5 Lateral Load Analysis(ASCE 7-05) (Two-Story Building,Flexible Diaphragm) Client: Excel Homes of Maine Job Number: KES062314-4 Description: 4309 Diaphragm Parameters: Horizontal Wind Pressure(MWFRS) Ground Floor Wall Height= 9.0 it Net Wall End 15.8 Above Ground Floor Wall Height= 8.0 It Interior 10.5 Vertical Roof Projection= 11.0 ft Net Roof End — Misc.Framing Height= 1.0 ft/level = Interior — Biocking Height= 1.5 ft of Max.Wall End 10.1 Ground Floor Sidewall Weight= 1892 Ibm A Interior 8.4 Above Ground Floor Sidewall Weight= 1681.68 Ibm Max.Roof End — Interior — MWFRS End Zone,2a= 6.0 ft Wind Seismic Longitudinal Lateral Forces Net Weight .Net 2nd of 2 Story(Total) End Max(plf) 150 — — Min(plf) 71 — — Interior Max(plf) 163 — — Min(plf) 100 — — Diaphragm(plf) — 1324 85 Longitudinal Wails(lbf fall) — 841 54 Total Force to Longitudinal Walls(Ibf) 2907 — 2162 Level OTM(ft-kip) 23.3 — 17.3 Roof Diaphgram Only End Max(plf) 40 — — Min(plf) 0 — — Interior Max(plf) 58 — — Min(plf) 26 — — Diaphragm(plf) — 809 52 Roof Force to Longitudinal Walls(lbf) 674 — 1254 Ceiling Diaphgram Only End Max(plf) 111 — — Min(plf) 71 — — Interior Max(plf) 105 — — Min(plf) 74 — — Diaphragm(plf) — 515 33 Ceiling Force to Longitudinal Walls(Ibf) 2233 — 908 1st of 2 Story End Zone(plf) 150 — — Interior(plf) 100 — — Diaphragm(plf) — 463 30 Longitudinal Walls(Ibf/wall) — 946 61 Total Force to Longitudinal Walls(Ibf) 5613 — 3110 Level OTM(ft-kip) 82.3 — 50.6 Base of 2 Story End Zone(plf) 95 — — Interior(plf) 63 — — Diaphragm(plf) — 423 27 Longitudinal Walls(Ibf/wall) — 946 61 Total Longitudinal Force at Base(ibf) 7322 — 3889 Total OTM(ft-kip) 89.6 1 — 50.9 F APPROVED DATE 7/23/14 PFS CORPORATION Bloomsburg, PA � 7 16.2812 Lateral Load Cases Gable Detailed 2 Story 2010-03-30 6/24/2014 8:16 AM 2 Story Detailed Page 4 of 5 } Lateral Load Analysis(ASCE 7-05) (Two-Story Building,Flexible Diaphragm) Location Stiffness Governing Transverse Walls Wall Wall Along Length,X RX R„X d R„d R„d2 Lateral Loads Qbf) Bracing 2nd Story Line Length (ft) (in.) (klin.) (k) (ft) (k) (ft-k) Wind Seismic 1 0.0 3835 1031 2 42.0 3835 1031 3 4 5 6 7 8 9 10 E= 0.0 0 CR,,_ — it Location Stiffness Governing Longitudinal Walls Wall Wall Along Width,Y Ry R„X d Ryd Ryd2 Lateral LoadsQbf) Bracing 2nd Story Line Length (ft) (in.) (k/in.) (k) (ft) (k) (ft-k) Wind Seismic A 0.0 1546 1081 B 24.1 1546 1081 C D E F G H 0 I J Z=1 0.0 0.0 CRy= — ft Overall J= — Location Stiffness Governing Transverse Walls Wall Wall . Along Length,X Rx R„X d R„d R,rdt Lateral Loads QbQ Bracing 1st Story Line Length ftin.) (k/in.) (k k) (ft-k) Wind Seismic 1 0.0 6854 1988 2 13 42.0 6860 1988 3 4 5 6 7 8 9 10 Ed 0.0 0.0 CR,,= — it Location Stiffness Governing Longitudinal Walls Wall Wall Along Width,Y Ry R,X d Ryd Ryd2 Lateral LoadsQbf) Bracing 1st Story Line Length (ft) (in.) (k/in.) (k) (ft) (k) (k-in.) Wind Seismic A 0.0 3013 1555 B 24.1 3013 1555 C D E F G H i J E= 0.0 0.0 PF APPROVED CF�= - it Overall J= — DATE 7/23/14 PFS CORPORATION �,a Bloomsburg, PA 16.2512 Lateral Load Cases Gable Detailed 2 Story 2010-03-30 6/24/2014 8:16 AM 2 StoW Detailed Page 5 of 5 Lateral Load Analysis(ASCE 7-05) (Two-Story Building,Flexible Diaphragm) Location Stiffness Governing Transverse Foundation Wall Wall Along Length,X R,r R,rX d R„d R,rd 2 Lateral Loads Qbl) Bracing 2 Story Line Length (ft) (in.) (krn.) (k) (ft) (k) (ft-k) Wind Seismic 1 0.0 8920 2409 2 13 42.0 8930 2411 3 4 5 6 7 8 9 10 z=1 0.0 0 CR.,= — ft Location Stiffness Governing Longitudinal Foundation Wail Wall Along Width,Y Ry R„X d Ryd Ryd2 Lateral Loads(lbl) Bracing 2 Story Line Length (ft) (in.) (krn.) (k) (ft) (k) (ft-k) Wind Seismic A 0.0 3940 1944 B 24.1 3940 1944 C D E F G H J E=1 0.0 0.0 CRy= — ft Overall J= — APPROVED DATE 7/23/14 PFS CORPORATION Bloomsburg, PA 23.0/28 Design Transverse Shearwall Systems 2009-06-01 6/24/2014 8:16 AM Diaphragms Page 1 of 2 Transverse Diaphragm Design(ASCE 7-05) Client: Excel Homes of Maine Job Number: KES062314-4 Description: 4309 Building Geometry: Wind Loading Conditions: Height Above Grade: Total Width,L= 24.1 ft Wind Speed= 100 mph Stories Above Grade= 2.0 Blocking Height,hb= 18.0 in. Exposure Category: B Sidewall Eave(z) 21.5 ft Sidewall/Eve Height,he= 240.0 in. End Zone Length,2a= 6.00 ft Roof Peak(z)= 32.5 ft Roof Slope,a= 10.0/12 pitch Mean Roof Height(h)= 27.0 ft Roof slope,a= 39.8 deg. Sidewall Overhang,LOH= 14.0 in. Endwall Overhang,BOH= 14.0 in. Vertical Roof Projection= 11.0 ft Wall Height= 9.0 ft(max) Misc.Framing Height= 1.5 ft/level Seismic Design Parameters: Seismic Use Group: H Ground Other Roof Importance Category,IE: 1.00 Wall Height,h„,(in.) 108 96 n/a Site Class: D Wall Dead Weight(psf) 5 5 n/a Seismic Resisting System:A13Light-framewaffswith mod shearpanels Floor/Level Dead Weight(psf) 10 10 20 Response Factor,R: 6.5 Seismic Live Load(psf) 0 0 7.7 Overstrength Factor,f2,: 3.0 Deflection Amp.Factor,Ca:4.0 Analysis Procedure: ASCE 7, Section 12.8 Simpffied Analysis ASD Adjustment Factor= 0.7 Seismic Design Cat.: D IRC Seismic Design Cat.: C Effective Seismic Weight at Roof Level= 734 pif SDs= 0.50 Effective Seismic Weight at Floor Level= 376 plf Cs= 0.092 Additional Endwall Dead Weight= 1083 Ibm NET Horizontal Wind Loads(MWFRS) Diaphgram Loads Wall End Zone 17.8 Zone Wind Seismic Interior 14.2 Roof Diaphgram End(pif) 228 - Roof End Zone 12.2 Interior(pif) 182 47 .2 Interior 9.7 Endwall Surcharge(Ibf) - 70 a Wail End Zone 15.8 Above Ground End Zone(pif) 187 - V Interior 10.5 Floor Diaphgram InterioJ(lb� 149 24 Roof End Zone - Endwall Surcharg - 70 Interior - Ground Level End Zon94 - Floor Diaphgram Interio74 12 Endwall Surcharg - 35 Transverse Diaphragm Design(ASCE 7-05) Roof Diaphragm Sheathing Configuration: 7/16"Sheathing(Case 1) (Case 1,No Unblocked Edges or Framing Species: SPF Continuous Joints Parallel to Load) Fastener 0.131"x2.5"Nails Type Ratio Boundary Edge Feld Wind Seismic Max Module Length(ft) Unblocked 3 6 6 12 296 212 72 Blocked 4 6 6 12 328 235 84 Blocked 4 4 6 12 438 313 96 Fastener. 1.5"x 16 Ga.Staples Type Ratio Boundary Edge Field Wind Seismic Max Module Length(ft) Unblocked 3 6 6 6 178 127 44 Blocked 3 6 6 6 270 193 68 Fastener. 1.5"x 15 Ga.Staples Type Ratio Boundary Edge Feld Wind Selsmicl Max.Module Length(ft) F APPROVED Unblocked 3 6 6 12 224 160 56 Blocked 4 6 6 12 333 238 85 DATE 7/23/14 PFS CORPORATION Bloomsburg, PA 2. � Y ,1 23.0728 Design Transverse Shearwall Systems 2009-06-01 6/24/2014 8:16 AM Diaphragms 4 Page 2 of 2 Transverse Diaphragm Design(ASCE 7-05) Above Grade Floor Diaphragm Sheathing Configuration: 19/32"Sheathing(Case 1) Case 1 No Unblocked Edges or Framing Species:SPF ( � 9 9 P Continuous Joints Parallel to Load) Fastener: 0.131'52.5" Nails Type Ratio Boundary Edge Field Wind Seismic Max.Module Length(ft) Unblocked 3 6 6 12 309 221 72 Blocked 4 6 6 12 348 248 96 Blocked 4 4 6 12 464 331 96 Fastener: 1:5"x 16 Ga.Staples Type Ratio Boundary Edge Field Wind Seismic Max.Module Length(ft) Unblocked 3 6 6 6 178 127 54 Blocked 3 6 6 6 270 193 72 Fastener: 1.5"x 15 Ga.Staples Type Ratio Boundary Edge Field Wind Seismic Max.Module Length(ft) Unblocked 3 6 6 12 224 160 69 Blocked 4 6 6 12 333 238 96 Grade Level Floor Diaphragm Sheathing Configuration: 19/32"Sheathing(Case 1) (Case 1,No Unblocked Edges or Framing Species: SPF Continuous Joints Parallel to Load) Fastener. 0.131W.5" Nails Type Ratio Boundary Edge Field Wind Seismic Max.Module Length(ft) Unblocked 3 6 6 12 309 221 72 Blocked 4 6 6 12 348 248 96 Blocked 4 4 6 12 464 331 96 Fastener 1.5"x 16 Ga.Staples Type Ratio Boundary Edge Field Wind Seismic Max.Module Length(ft) Unblocked 3 6 6 6 178 127 72 Blocked 3 6 6 6 270 193 72 Fastener: 1.5"x 15 Ga.Staples Type Ratio Boundary Edge Field Wind Seismic Max.Module Length(ft) Unblocked 3 6 6 12 224 160 72 Blocked 4 6 6 12 333 238 96 Connection Module Chord Quantity Each Side of Joint (fastener size and position exaggerated Length Force(Fl) Fastener. Fastener for illustration purposes) (ft) (lbf) 0.131"x 3"Nails 2.5"x 15 Ga Staples Double top plate 40 1528 12 22• 45 1934 15 27 50 2387 19 34 • 60 3438 27 48 70 4679 36 65 80 6111 47 85 4-ft minimum lap.Fasteners at 2"on center in multiple rows 2"(min.)apart Rim Joist Splice 40 1251 12 18 45 1584 12 22 50 1955 15 28 • . 60 2816 22 40 • • : • 70 3833 30 54 • FI • 80 5006 38 70 • 4-ft minimum lap.Fasteners at F APPROVED 2"on center in multiple rows 2"(min. apart DATE 7/23/14 PFS CORPORATION Z.L Bloomsburg, PA 23.0127 LFRS Shearwall Design Case Specific 2012-12-03 6/24/2014 8:15 AM Typical Page 1 of 3 Shearwal/Design(ASCE 7-05) Client: Excel Homes of Maine Job Number: KES062314-4 Description: 4309 Wall Line: Bracing 2nd Story,Longitudinal Wall Line A Design Parameters: Shear OTM Wind Shear= 1546 Ibf 12.4 ft-kip Seismic Shear= 1081 Ibf 8.6 ft-kip Response Factor,R: 6.5 42'-0"Length,32'-5"0/A Height IBC Seismic Design Cat.: D 100 mph(Exp B),SDC D Bracing 2nd Story Overall Wall Geometry: Opening Definitions: Opening Locations: Wall Height= 8.0 ft Rough Opening Location Overall Wall Length= 42.0 ft Mark Width Height Type Mark (ft) (in.) Wind Exposure: Exterior 1 C30 32 54 Window 1 C30 6.0 3 Items Supported: Sidewall 2 2 Roof Only 3 3 4 4 Top of Openings= 80.0 in.AFF 5 5 Dimensioning Method: Center 6 6 7 7 8 8 9 10 11 Note:Feld fastners spaced at 6"oc for 3/8"and 7/16"panels on studs 24"oc.For 16"oc 12 studs or other panel thicknesses,space fasteners at 12"oc. 13 14 15 Shearwall Sheathing Design: 16 Perforated Method Perf.Wall Length= 42.0 it Wall Sheathing: 7/16"Structural Sheathing,0.131"x2.5"Nail 6/12 Shear Panel Length= 39.4 it Back Panel: None Max.Opening Height= 4.5 ft Panel Edge Framing: 1.5-in.edge framing Perf.Wall Factor= 0.96 Min.Framing SG: SPF Wind Shear= 39 plf Seismic Shear= 27 plf Anhorage: Uplift Force= -41 plf Chord Force= 328 Ibf Wall Start: 0'-0" Wali End: 42'-0" Segmented Method Wind Seismic Wag Sheathing: 7/16"Structural Sheathing,0.131"x2.5"Nail 6/12 Cumulative Length(ft) 39.4 39.4 Bade Panel:None Design Shear(plf) 39.3 27.5 Panel Edge Framing: 1.5-in.edge framing Mn.Framing SG:SPF FS APPROVED Segment Layout(w.r.t reference end of wail) 7/23/14 No. Start End No. Start End DATE 1 01-0" 4'-11" 6 PFS CORPORATION 2 r-7" 42'-0" 7 3 8 Bloomsburg, PA 4 9 5 10 Chord Force= 328 Ibf each end of each segment Shearwall Connection Forces Summary: Shear Forces: Tension/Uplift Forces:(-Upward/+Downward) Out-of-Plane Pressure= 9.6 psf(MWFRS) Wind Zone End 21.7 psf(C&C End) To"f--Wall -102 pif Out-of-Plane Shear= 38 plf(MWFRS) 0.6 x Wall DL 24 plf 87 psf(C&C) Perf.SW Uplift -41 plf In-Plane Shear= 39 plf(MWFRS) Bottom of Wall -119 plf Chord Force,P= 328 Ibf 3 ,( 23.0727 LFRS Shearwall Design Case Specific 2012-12-03 6/24/2014 8:15 AM Typical Page 2 of 3 Shearwall Design(cont.) Wall Line: Bracing 2nd Story,Longitudinal Wall Line A Compression Chord Member Strength: Chord Force,P= 328 lbf Grade: STUD Tabulated Stress Adjustment Factors Allowable. Species: SPF Stress CF CD Cr C, Stress Load width(b)= 1.5 in. F,= 725 1.00 1.60 — 0.70 811 6689 depth(d)= 5.5 in. Fm= 350 1.00 1.60 — — 560 4620 C= 0.8 Fu= 425 — — — — 425 3506 le/d= 17.5 Emm= 440000 — — — — 440000 FcE= 1187 Holdown Options Concrete Embedded Strap Holdown Preformed Holdown Strap-Type Holdown(Story-to-Story) F, Fm Fi P Connector. Simpson STHD14RJ Holdown: Simpson HDU2-SDS2.5 Strap:(1)Simpson CS22 Fasteners: (38)0.148"x3.25"Nals Threadrod Dia.= 0.625 in. Fasteners:(4)0.131'x2.5"Nails Each End Strap Width= 3.0 in. Chord Studs= 2 Qty Min. Strap Width= 1.25 in. End Length= 39.6 in. End Length= 6 in. Chord Studs= 2 Qty Min. Chord Studs= 1 Qty Min. Concrete%= 2500 psi min. End Distance= 1.5 in.min. 1-101down Options Conventional Strap Holdown Pre-Bent Strap Holdown Preformed Holdown Rt •` Strap: (1)Simpson CS22 Connector. Simpson MSTC66B3 Holdown:Simpson HDU2-SDS2.5 Fasteners: (4)0.131"x2.5"Nals Each End Fasteners: (4)0.148"x 3"Nals Threadrod Dia.= 0.625 in. Strap Width= 1.25 in. Strap Width= 3 in. Chord Studs= 2 Qty Min. End Length= 6 in. End Length= in. Plate Washer Size Chord Studs= 1 Qty Min. Chord Studs= 2 Qty Min. Width Length Thk. 3.00 3.0 0.26 Notes:1. Inset all straps 1.5'from ends of wall or edges of openings by adding framing members to permit installation of sheathing and Cladding fasteners. 2. Couple thread rods using heavy hex couplers rated for chord force. 3. Plant installed,strap-type hoidowns must be bent around rim joist and secure to bottom of rim joist with not less than 4 fasteners,or the lowest fastener on the strap must be installed within 1"of the bottom of the rim joist F . APPROVED DATE 7/23/14 PFS CORPORATION Bloomsburg, PA 3. 1 3 y 23.0727 LFRS Shearwall Design Case Specific 2012-12-03 6/24/2014 8:15 AM y Typical Page 3 of 3 Shearwali Design(cont.) Wall Line: Bracing 2nd Story,Longitudinal Wall Line A Connection Fastener Quantity per (fastener size and position exaggerated (minimum length and Connection or for illustration purposes) Parameters/Loads diameter or staple size) Spacing SW Top Plate-to-Truss or Blocking Stud Spacing= 16 in.oc #8 x 3"Screw 3 per bay (fastened through 5/8"gypsum) F,= 0 kbf/bay #10x3"Screw 3 per bay FZ= 116 Ibf/bay 3'x0.131"Nail 3 per bay FR= 116 Ibf/bay Stud Spacing= 24 in.oc #8 x 3"Screw 3 per bay Fti F,= 0 Ib9bay #10x3"Screw 3 per bay FZ= 174 Ibf/bay 3"x0.131"Nail 3 per bay FR= 174 Ibf/bay SW Bottom Plate-to-Rim Joist or Blocking Stud Spacing= 16 in.oc #8 x 3"Screw 3 per bay F,= 0 Ibf/bay #10x3"Screw 3 per bay FZ= 116 Ibf/bay 3"x0.131"Nail 3 per bay FR= 116 Ibf/bay Stud Spacing= 24 in.oc #8 x 3"Screw 3 per bay F,= 0 Ibf/bay #10x3"Screw 3 per bay FZ= 174 Ibf/bay 3'x0.131"Nail 3 per bay FR= 174 Ibf/bay Sheathing-to-Roof/Ceiling Rail Sheathing Type: OSB 0.099"x2"Nail 6-in.oc (direct uplift carried by continuous sheathing Sheathing Thick.: 3/8-in. 0.113"x2.5"Nail 6-in.oc lapped across joint) Tensile Strength: 960 plf 0.131"x2.5"Nail 6-in.oc Shear Strength: 2951 plf 7/16"x2.5"x15 Ga.Staple 44n.oc F2 Panel CSI= 0.14 OK 7/16"x1.5"x16 Ga.Staple 4-in.oc ' Min.Panel Width: 8.0 in. F,= 39 plf I t FZ= 119 plf FR= 126 pif 'I Il 11 ii Sheathing-to-Floor Rim Joist Sheathing Type: OSB 0.099'52"Nail 6-in.oc (direct uplift carried by continuous sheathing Sheathing Thick.: 3/84n. 0.113'x2.5"Nail 6-in.oc lapped across joint) Tensile Strength: 960 plf 0.131'52.5"Nail 6-1n.oc 1 Shear Strength: 2951.04 plf 7/16"x2.5"x15 Ga.Staple 44n.oc k i Panel CSI= 0.14 OK 7/16"x1.5"x16 Ga.Staple 44n.oc p Min.Panel Width: 8.0 in. F2= -119 plf FR= 126 plf [� F APPROVED DATE 7/23/14 PFS CORPORATION Bloomsburg, PA 33 23.0727 LFRS Shearwall Design Case Specific 2012-12-03 6/24/2014 8:15 AM y Typical(2) Page 1 of 3 Shearwall Design(ASCE 7-05) Client: Excel Homes of Maine Job Number: KES0623144 Description: 4309 Wall Line: Bracing 2nd Story,Longitudinal Wali Line B Design Parameters: Shear OTM Wind Shear= 1546 Ibf 12.4 ft-kip Seismic Shear= 1081 Ibf 8.6 ft-kip Response Factor,R:6.5 42'-0"Length,32'•5"O/A Height IBC Seismic Design Cat: D 100 mph(Exp B),SDC D Bracing 2nd Story Overall Wall Geometry: Opening Definitions: Opening Locations: Wall Height= 8.0 ft Rough Opening Location Overall Wall Length= 42.0 ft Mark Width Height Type Mark (ft) (in.) Wind Exposure: Exterior 1 (2)C36 76 54 Window 1 (2)C36 7.0 0 Items Supported: Sidewall 2 2 (2)C36 20.0 4.875 Roof Only 3 3 (2)C36 34.0 10.5 4 4 Top of Openings= 80.0 in.AFF 5 5 Dimensioning Method: Center 6 6 7 7 8 8 9 10 11 Note:Feld fastners spaced at 6"oc for 3/8"and 7/16"panels on studs 24"oc.For 16"oc 12 studs or other panel thicknesses,space fasteners at 12"oc. 13 14 15 Shearwall Sheathing Design: 16 Perforated Method Perf.Wall Length= 42.0 It Wall Sheathing: 7/16"Structural Sheathing,0.131"x2.5"Nail 6/12 Shear Panel Length= 23.0 It Back Panel: None Max.Opening Height= 4.5 ft Panel Edge Framing: 1.5-in.edge framing Pert.Wali Factor= 0.76 Min.Framing SG: SPF Wind Shear= 67 plf Seismic Shear= 47 pif Anhorage: Uplift Force= -88 pif Chord Force= 703 Ibf Wall Start:0'-0" Wall End:42'-0" Segmented Method Wind Seismic Wall Sheathing:7/16"Structural Sheathing,0.131"x2.5"Nail 6/12 Cumulative Length(ft) 23.0 23.0 Back Panel: None Design Shear(plf) 67.1 46.9 Panel Edge Framing: 1.5-in.edge framing Mn.Framing SG:SPF F APPROVED Segment Layout:(w.r.t reference end of walq I No. Start End No. Start End DATE 7/23/14 1 0'-0" 3'-10" 6 PFS CORPORATION 2 10'-2" 1r-2" 7 3 23'-6" 31'-8" 8 Bloomsburg, PA EWA 4 38'-0" 42'-0" 9 5 10 Chord Force= 703 Ibf each end of each segment Shearwall Connection Forces Summary: Shear Forces: Tension/Uplift Forces:(-Upward/+Downward) Out-of-Plane Pressure= 9.6 psf(MWFRS) Wind Zone End 21.7 psf(C&C End) Top-of-Wall -102 pif Out-of-Plane Shear= 38 pff(MWFRS) 0.6 x Wall DL 24 pif 87 psf(C&C) Perf.SW Uplift -88 pif In-Plane Shear= 67 pif(MWFRS) Bottom of Wall -166 pif Chord Force,P= 703 Ibf 3,,q 23.9727 LFRS Shearwall Design Case Specific 2012-12-03 6/24/2014 8:15 AM Typical(2) Page 2 of 3 Shearwall Design(cont.) Wall Line: Bracing 2nd Story,Longitudinal Wall Line B Compression Chord Member Strength: Chord Force,P= 703 Ibf Grade: STUD Tabulated Stress Adjustment Factors Allowable Species: SPF Stress CF Co Cr Cp Stress Load width(b)= 1.5 in. Fc= 725 1.00 1.60 — 0.70 811 6689 depth(d)= 5.5 in. Fr= 350 1.00 1.60 — — 560 4620 C= 0.8 Fc-L= 425 — — — — 425 3506 I"/d= 17.5 Emin= 440000 — — — — 440000 F,= 1187 HoldoAih Options Concrete Embedded Strap Holdown Preformed Holdown Strap-Type Holdown(Story-to-Story) 'I F i i E� 11 Connector. Simpson STHDI4RJ Holdown:Simpson HDU2-SDS25 Strap:(1)Simpson CS22 Fasteners: (38)0.148"x325"Nans Threadrod Dia.= 0.625 in. Fasteners:(7)0.131"x2.5"Nails Each End Strap Width= 3.0 in. Chord Studs= 2 Qty Min. Strap Width= 1.25 in. End Length= 39.6 in. End Length= 9 in. Chord Studs= 2 Qty Min. Chord Studs= 1 Qty Min. Concrete%= 2500 psi min. End Distance= 1.5 in.min. HoldownOptions Conventional Strap Holdown Pre-Bent Strap Holdown Preformed Holdown Rt F, F, Strap: (1)Simpson CS22 Connector:Simpson MSTC66B3 Holdown: Simpson HDU2-SDS25 Fasteners: (7)0.131"x25"Nals Each End Fasteners: m 0.148"x 3"Nails Threadrod Dia.= 0.625 in. Strap Width= 1.25 in. Strap Width= 3 in. Chord Studs= 2 Qty Min. End Length= 9 in. End Length= in. Plate Washer Size Chord Studs= 1 Qty Min. Chord Studs= 2 Qty Min. Width Length Thk. 3.00 3.0 0.26 Notes:1. Inset all straps 1.5"from ends of wall or edges of openings by adding framing members to permit installation of sheathing and Cladding fasteners. 2. Couple thread rods using heavy hex couplers rated for chord force. 3. Plant installed,strap-type holdowns must be bent around rim joist and secure to bottom of rim joist with not less than 4 fasteners,or the lowest fastener on the strap must be installed within 1"of the bottom of the rim joist. ARS< APPROVED DATE 7/23/14 PFS CORPORATION Bloomsburg, PA 23.0727 LFRS Shearwall Design Case Specific 2012-12-03 6/24/2014 8:15 AM w Typical(2) Page 3 of 3 Shearwall Design(cont) Wali Line: Bracing 2nd Story,Longitudinal Wall Line B Connection Fastener Quantity per (fastener size and position exaggerated (minimum length and Connection or for illustration purposes) Parameters/Loads diameter or staple size) Spacing SW Top Plate-to-Truss or Blocking Stud Spacing= 16 in.oc #8 x 3"Screw 3 per bay (fastened through 5/8"gypsum) Fr= 0 Ibf/bay #10x3"Screw 3 per bay F2= 116 Ibf/bay 3"x0.131"Nail 3 per bay FR= 116 Ibf/bay Stud Spacing= 24 in.oc #8 x 3"Screw 3 per bay F,= 0 Ibf/bay #10x3"Screw 3 per bay F2= 174 Ibf/bay 3'(0.131"Nail 3 per bay FR= 174 Ibf/bay SW Bottom Plate-to-Rim Joist or Blocking Stud Spacing= 16 in.oc #8 x 3"Screw 3 per bay F,= 0 Ibf/bay #104"Screw 3 per bay F2= 116 Ibf/bay 3"x0.131"Nail 3 per bay FR= 116 Ibf/bay Stud Spacing= 24 in.oc #8 x 3"Screw 3 per bay F,= 0 Ibf/bay #10x3"Screw 3 per bay F2= 174 ibf/bay 3'X0.131"Nail 3 per bay FR= 174 lbf/bay Sheathing-to-Roof/Ceiling Rail Sheathing Type: OSB 0.099"x2"Nail 4-in.oc (direct uplift carried by continuous sheathing Sheathing Thick.: 3/8-1n. 0.113")Q.5"Nail 64n.oc lapped across joint) Tensile Strength: 960 pif 0.131"x2.5"Nail 64n.oc Shear Strength: 2951 plf 7/16"x2.5"x15 Ga.Staple 4-in.oc F2 Panel CSI= 0.20 OK 7/16"x1.5"x16 Ga.Staple 4-in.oc Min.Panel Width: 8.0 in. Ft= 67 pif F2= 166 pif FR= 179 pif I' r II II Sheathing-to-Floor Rim Joist Sheathing Type: OSB 0.099"x2"Nail 44n.oc (direct uplift carried by continuous sheathing Sheathing Thick.: 3/84n. 0.113"x2.5"Nail 64n.oc lapped across joint) Tensile Strength: 960 pif 0.131'W.5"Nail 64n.oc Shear Strength: 2951.04 plf 7/16"x2.5"x15 Ga.Staple 4-in.oc I Panel CSI= 0.20 OK 7/16"x1.5"x16 Ga.Staple 44n.oc Min.Panel Width: 8.0 in. F,= 67 plf 1 I F2= -166 pif FR= 179 pif qk F APPROVED DATE 7/23/14 PFS CORPORATION Bloomsburg, PA 3. 6 • 23.0727 LFRS Shearwall Design Case Specific 2012-12-03 6/24/2014 8:15 AM Typical(3) Page 1 of 3 Shearwall Design(ASCE 7-05) Client: Excel Homes of Maine Job Number: KES062314-4 Description: 4309 Wall Line: Bracing 2nd Story,Transverse Wall Line 1 Design Parameters: Shear OTM Wind Shear= . 3835 Ibf 30.7 ft-kip Seismic Shear= 1031 Ibf 8.2 ft-kip Response Factor,R: 6.5 42'-0"Length,32'-5"O/A Height IBC Seismic Design Cat.: D 100 mph(Exp B),SDC D Bracing 2nd Story Overall Wall Geometry: Opening Definitions: Opening Locations: Wall Height= 8.0 ft Rough Opening Location Overall Wall Length= 24.1 ft Mark Width Height Type. Mark (ft) (in.) Wind Exposure: Exterior 1 (2)C36 76 54 Window 1 C36 7.0 0 Items Supported: Endwall 2 C36 38 54 Window 2 EDGE 10.0 0 Roof Only 3 3 (2)C36 16.0 5 4 4 Top of Openings= 80.0 in.AFF 5 5 Dimensioning Method: Center 6 6 7 7 8 8 9 10 11 Note:Field fastners spaced at 6"oc for 3/8"and 7/16"panels on studs 24"oc.For 16"oc 12 studs or other panel thicknesses,space fasteners at 12"oc. 13 14 15 Shearwall Sheathing Design: 16 Perforated Method Pert.Wall Length= 24.1 ft Wall Sheathing: 7/16"Structural Sheathing,0.11311'52.5"Nail 4/12 Shear Panel Length= 13.1 ft Back Panel: None Max.Opening Height= 4.5 ft Panel Edge Framing: 1.5-in.edge framing Perf.Wall Factor= 0.76 Min.Framing SG: SPF Wind Shear= 292 pif Seismic Shear= 78 plf Anhorage: Uplift Force= -383 pif Chord Force= 3062 Ibf Wall Start: 9-0" Wall End: 24'-0" Segmented Method Wind Seismic Wall Sheathing:7/16"Structural Sheathing,0.1 31"x2.5"Nail 6/12 Cumulative Length(ft) 13.1 13.1 Bads Panel: None Design Shear(plf) 291.7 78.4 Panel Edge Framing: 1.5-In.edge framing Min.Framing SG:SPF /� �► APPROVED Segment Layout(w.r.t reference end of wall) 7/23/14 No. Start End No. Start End DATE 1 0'-0" 5'-5" 6 PFS CORPORATION 2 10'-0" 13'-3" 7 3 19'-7" 24'-0" 8 Bloomsburg, PA 4 9 5 10 Chord Force= 3062 IV each end of each segment Shearwall Connection Forces Summary: Shear Forces: Tension/Uplift Forces:(-Upward/+Downward) Out-of-Plane Pressure= 9.6 psf(MWFRS) Wind Zone End 21.7 psf(CBC End) Top-of-Wall -31 plf Out-of-Plane Shear= 38 pif(MWFRS) 0.6 x Wail DL 24 pif 87 psf(CBC) Perf.SW Uplift -383 pff In-Plane Shear= 292 pff(MWFRS) Bottom of Wall -390 pff Chord Force,P= 3062 Ibf 3. 7 23.0127 LFRS Shearwall Design Case Specific 2012-12-03 6/24/2014 8:15 AM Typical(3) Page 2 of 3 ' Shearwall Design(cont) Wall Line: Bracing 2nd Story,Transverse Wail Line 1 Compression Chord Member Strength: Chord Force,P= 3062 Ibf Grade: STUD Tabulated Stress Adjustment Factors Allowable Species: SPF Stress CF CD C, CP Stress Load width(b)= 1.5 in. Fr= 725 1.00 1.60 — 0.70 811 6689 depth(d)= 5.5 in. F,= 350 1.00 1.60 — — 560 4620 C= 0.8 F,l= 425 — — — — 425 3506 leld= 17.5 E,ntn= 440000 — — — — 440000 FcE= 1187 HoldownOptions Concrete Embedded Strap Holdown Preformed Holdown Strap-Type Holdown(Story-to-Story) F, Connector.Simpson STHD14RJ Holdown: Simpson HDU4-SDS2.5 Strap:(1)Simpson CMST14 Fasteners: (38)0.148x325"Nails Threadrod Dia.= 0.625 in. Fasteners: (26)0.131"x2.5"Nails Each End Strap Width= 3.0 in. Chord Studs= 2 Qty Min. Strap Width= 3.00 in. End Length= 39.6 in. End Length= 24 in. Chord Studs= 3 Qty Min. Chord Studs= 2 Qty Min. Concrete P,,= 2500 psi min. End Distance= 1.5 in.min. HoldownOptions Conventional Strap Holdown Pre-Bent Strap Holdown Preformed Holdown • R r F, F� • I Strap: (1)Simpson CMST14 Connector. Simpson MSTC66B3 Holdown: Simpson HDU4-SDS2.5 Fasteners:(26)0.131"x2.5"Nails Each End Fasteners:(31)0.148"x 3"Nails Threadrod Dia.= 0.625 in. Strap Width= 3.00 in. Strap Width= 3 in. Chord Studs= 2 Qty Min. End Length= 24 in. End Length= in. Plate Washer Size Chord Studs= 2 Qty Min. Chord Studs= 2 Qty Min. Width Length Thk. 3.00 3.0 0.26 Notes:1. Inset all straps 1.5"from ends of wall or edges of openings by adding framing members to permit installation of sheathing and Cladding fasteners. 2. Couple thread rods using heavy hex couplers rated for chord force. 3. Plant installed,strap-type holdowns must be bent around rim joist and secure to bottom of rim joist with not less than 4 fasteners,or the lowest fastener on the strap must be installed within 1"of the bottom of the rim joist. F APPROVED DATE 7/23/14 PFS CORPORATION 3+ Bloomsburg, PA 23.0727 LFRS Shearwall Design Case Specific 2012-12-03 6/24/2014 8:15 AM Typical(3) Page 3 of 3 Shearwall Design(cont) Wall Line: Bracing 2nd Story,Transverse Wall Line 1 Connection Fastener Quantity per (fastener size and position exaggerated (minimum length and Connection or for illustration purposes) Parameters/Loads diameter or staple size) Spacing SW Top Plate-to-Truss or Blocking Stud Spacing= 16 in.oc #8 x 3"Screw 3 per bay (fastened through 5/8"gypsum) F,= 0 Ibf/bay #10x3"Screw 3 per bay F2= 116 Ibf/bay 3'x0.131"Nail 3 per bay FR= 116 Ibf/bay `y Stud Spacing= 24 in.oc #8 x 3"Screw 3 per bay Fr= 0 Ibf/bay #10x3"Screw 3 per bay F2= 174 Ibf/bay 3'x0.131"Nail 3 per bay FR= 174 lbf/bay SW Bottom Plate-to-Rim Joist or Blocking Stud Spacing= 16 in.oc #8 x 3"Screw 3 per bay F,= 0 Ibf/bay #104"Screw 3 per bay F2= 116 Ibt/bay 3'X0.131"Nail 3 per bay FR= 116 Ibf/bay Stud Spacing= 24 in.oc #8 x 3"Screw 3 per bay F,= 0 Ibf/bay #10x3"Screw 3 per bay F2= 174 Ibf/bay 3'x0.131"Nail 3 per bay FR= 174 Ibf/bay Sheathing-to-Roof/Ceiling Rail Sheathing Type: OSB 0.099"x2"Nail 2 rows 3-in.oc (direct uplift carried by continuous sheathing Sheathing Thick.: 3/8-in. 0.113"x2.5"Nail 2 rows 4-in.oc lapped across joint) Tensile Strength: 960 pif 0.131"x2.5"Nail 2 rows 5-in.oc Shear Strength: 2951 plf 7/16"x2.5"xl5 Ga.Staple 2 rows 4-in.oc F2 Panel CSI= 0.50 OK 7/16'x1.5"x16 Ga.Staple 2 rows 3-in.oc Min.Panel Width: 8.1 in. F,= 292 plf FZ= 390 pif FR= 487 pif lI II � II I � I Sheathing-to-Floor Rim Joist Sheathing Type: OSB 0.099"x2"Nail 2 rows 34n.oc (direct uplift carried by continuous sheathing Sheathing Thick.: 3184n. 0.113"x2.5"Nail 2 rows 44n.oc lapped across joint) Tensile Strength: 960 plf 0.131"x2.5"Nail 2 rows 54n.oc Shear Strength: 2951.04 pif 7/16"x2.5"x15 Ga.Staple 2 rows 44n.oc Panel CSI= 0.50 OK 7/16'5(1.5"x16 Ga.Staple 2 rows 34n.oc ' I Min.Panel Width: 8.1 in. _I I F,= 292 plf F2= -390 plf +' FR= 487 plf PF APPROVED DATE 7/23/14 PFS CORPORATION Bloomsburg, PA 3, r 23.0727 LFRS Shearwall Design Case Specific 2012-12-03 6/24/2014 8:14 AM Typical(4) Page 1 of 3 Shearwall Design(ASCE 7-05) Client: Excel Homes of Maine Job Number: KES0623144 Description: 4309 Wall Line: Bracing 2nd Story,Transverse Wall Line 2 Design Parameters: Shear OTM Wind Shear= 3835 Ibf 30.7 ft-kip Seismic Shear= 1031 IV 8.2 ft-kip Response Factor,R: 6.5 42'-0"Length,32'-5"O/A Height IBC Seismic Design Cat: D 100 mph(Exp B),SDC D Bracing 2nd Story Overall Wall Geometry: Opening Definitions: Opening Locations: Wall Height= 8.0 ft Rough Opening Location Overall Wall Length= 24.1 ft Mark Width Height Type Mark (ft) (in.) Wind Exposure: Exterior 1 C30 32 36 Window 1 C30 4.0 0 Items Supported: Endwall 2 2 C30 20.0 0 Roof Only 3 3 4 4 Top of Openings= 80.0 in.AFF 5 5 Dimensioning Method: Center 6 6 7 7 8 8 9 10 11 Note:Field fastners spaced at 6"oc for 3/8"and 7/16"panels on studs 24"oc.For 16"oc 12 studs or other panel thicknesses,space fasteners at 12"oc. 13 14 15 Shearwall Sheathing Design: 16 Perforated Method Perf.Wall Length= 24.1 ft Wall Sheathing: 7/16"Structural Sheathing,0.131"x2.5"Nail 6/12 Shear Panel Length= 18.7 ft Back Panel: None Max.Opening Height= 3.0 ft Panel Edge Framing: 1.5-in.edge framing Perf.Wall Factor= 0.97 Min.Framing SG: SPF Wind Shear= 205 pif Seismic Shear= 55 pif Anhorage: Uplift Force= . -210 plf Chord Force= 1683 Ibf Wall Start: 0'-0" Wall End: 24'0 Segmented Method Wind Seismic Wall Sheathing:7/16"Structural Sheathing,0.131"x2.5"Nail 6/12 Cumulative Length(ft) 18.7 18.7 Back Panel:None Design Shear(plf) 204.8 55.0 Panel Edge Framing: 1.5-in.edge framing Nin.Framing SG: SPF APV4Cj'S-r APPROVED Segment Layout:(w.r.t reference end of wall) lo—li'DATE 7/23/14 No. Start End No. Start End_ 1 a-0" 2'-8" 6 PFS CORPORATION 2 5'-4" 18'-8" 7 Bloomsburg, PA 3 21'-4" 24'-0" 8 4 9 5 10 Chord Force= 1683 Ibf each end of each segment Shearwall Connection Forces Summary: Shear Forces: Tension/Uplift Forces:(-Upward/+Downward) Out-of-Plane Pressure= 9.6 psf(MWFRS) Wind Zone End 21.7 psf(CBC End) Top-of-Wall -31 plf Out-of-Plane Shear= 38 pif(MWFRS) 0.6 x Wall DL 24 pit 87 psf(C&C) Perf.SW Uplift -210 pif In-Plane Shear= 205 pif(MWFRS) Bottom of Wall -217 pit Chord Force,P= 1683 Ibf 23.0727 LFRS Shearwall Design Case Specific 2012-12-03 6/24/2014 8:14 AM Typical(4) Page 2 of 3 Shearwall Design(cont.) Wall Line: Bracing 2nd Story,Transverse Wall Line 2 Compression Chord Member Strength: Chord Force,P= 1683 Ibf Grade: STUD Tabulated Stress Adjustment Factors Allowable Species: SPF Stress CF Co Cr Co Stress Load width(b)= 1.5 in. F,= 725 1.00 1.60 — 0.70 811 6689 depth(d)= 5.5 in. Ft= 350 1.00 1.60 — — 560 4620 c= 0.8 FL= 425 — — — — 425 3506 IJd= 17.5 Emin= 440000 — — — — 440000 F,= 1187 HoldownOptions Concrete Embedded Strap Holdown Preformed Holdown Strap-Type Holdown(Story-to-Story) F I , Q, s II Connector: Simpson STHD14RJ Holdown: Simpson HDU2-SD,S2.5 Strap: (1)Simpson CS16 Fasteners: (38)0.14870.25"Nalls Threadrod Dia.= 0.625 in. Fasteners: (15)0.131"x2.5"Nails Each End Strap Width= 3.0 in. Chord Studs= 2 Qty Min. Strap Width= 1.25 in. End Length= 39.6 in. End Length= 17 in. Chord Studs= 2 Qty Min. Chord Studs= . 1 Qty Min. Concrete P,,= 2500 psi min. End Distance= 1.5 in.min. Holdown0 iptions Conventional Strap Holdown Pre-Bent Strap Holdown Preformed Holdown • • F _Strap: (1)Simpson CS16 Connector. Simpson MSTC66B3 Holdown: Simpson HDU2 SDS2.5 Fasteners: (15)0.131"x2S"Nails Each End Fasteners: (17)0.148"x 3"Nails Threadrod Dia.= 0.625 in. Strap Width= 1.25 in. Strap Width= 3 in. Chord Studs= 2 Qty Min. End Length= 17 in. End Length= in. Plate Washer Size Chord Studs= 1 Qty Min. Chord Studs= 2 Qty Min. Width Length ThIL 3.00 3.0 0.26 Notes:1. Inset all straps 1.5"from ends of wall or edges of openings by adding framing members to permit installation of sheathing and Cladding fasteners. 2. Couple thread rods using heavy hex couplers rated for chord force. 3. Plant installed,strap4ype holdowns must be bent around rim joist and secure to bottom of rim joist with not less than 4 fasteners,or the lowest fastener on the strap must be installed within 1"of the bottom of the rim joist. F APPROVED DATE 7/23/14 PFS CORPORATION J Bloomsburg, PA { a 23.0727 LFRS Shearwall Design Case Specific 2012-12-03 6/24/2014 8:14 AM Typical(4) Page 3 of 3 Shearwall Design(cont.) Wall Line: Bracing 2nd Story,Transverse Wall Line 2 Connection Fastener Quantity per (fastener size and position exaggerated (minimum length and Connection or for illustration purposes) Parameters/Loads diameter or staple size) Spacing SW Top Plate-to-Truss or Blocking Stud Spacing= 16 in.oc #8 x 3"Screw 3 per bay (fastened through 5/8"gypsum) F,= 0 Ibf/bay #10x3"Screw 3 per bay F2= 116 Ibf/bay 3'x0.131"Nail 3 per bay FR= 116 Ibf/bay ^I,x Stud Spacing= 24 in.oc #8 x 3"Screw 3 per bay F,= 0 Ibf/bay #100"Screw 3 per bay F2= 174 Ibf/bay 3"x0.131"Nail 3 per bay FR= 174 Ibf/bay SW Bottom Plate-to-Rim Joist or Blocking Stud Spacing= 16 in.oc #8 x 3"Screw 3 per bay Fr= 0 Ibf/bay #104"Screw 3 per bay F2= 116 Ibf/bay 3'x0.131"Nail 3 per bay FR= 116 Ibf/bay Stud Spacing= 24 in.oc #8 x 3"Screw 3 per bay Fr= - 0 Ibf/bay #10x3"Screw 3 per bay F2= 174 Ibf/bay 3"x0.131"Nail 3 per bay FR= 174 ibf/bay Sheathing-to-Roof/Ceiling Rail Sheathing Type: OSB 0.099"x2"Nail 2 rows 5-in.oc (direct uplift carried by continuous sheathing Sheathing Thick.: 3/8-in. 0.113"x2.5"Nail 3-in.oc lapped across joint) Tensile Strength: 960 pif 0.131"x2.5"Nail 4-in.oc Shear Strength: 2951 pif 7/16"x2.5"x15 Ga.Staple 3-in.oc Fz Panel CSI= 0.30 OK 7/16'.'x1.5"x16 Ga.Staple 3-in.oc Min.Panel Width: 8.0 in. Fc= 205 plf 't F2= 217 plf FR= 299 plf 11 l ' ' l Il II II Sheathing-to-Floor Rim Joist Sheathing Type: OSB 0.099"x2"Nail 2 rows 54n.oc (direct uplift carried by continuous sheathing Sheathing Thick.: 3/8-in. 0.113"x2.5"Nail 3-in.oc lapped across joint) Tensile Strength: 960 pif 0.131"x2.5"Nail 44n.oc i Shear Strength: 2951.04 pif 7/16'x2.5"x15 Ga.Staple 3-in.oc i I Panel CSI= 0.30 OK 7116"0.5"x16 Ga.Staple 34n,oc k Min.Panel Width: 8.0 in. l � F,= 205 plf F2= -217 plf FR= 299 pif APPROVED DATE 7/23/14 PFS CORPORATION Bloomsburg, PA �3r�z 23.0727 LFRS Shearwall Design Case Specific 2012-12-03 6/24/2014 8:13 AM Typical(5) Page 1 of 3 Shearwall Design(ASCE 7-05) Client: Excel Homes of Maine Job Number: KES062314-4 Description: 4309 Wall Line: Bracing list Story,Longitudinal Wall Line A Design Parameters: Shear OTM Wind Shear= 3013 Ibf 44.2 ft-kip Seismic Shear= 1555 Ibf 25.3 ft-kip Response Factor,R: 6.5 42'-0"Length,32'-5"0/A Height IBC Seismic Design Cat.: D 100 mph(Exp B),SDC D Bracing 1st Story Overall Wall Geometry: Opening Definitions: Opening Locations: Wall Height= 9.0 ft Rough Opening Location Overall Wall Length= 42.0 ft Mark Width Height Type Mark (ft) (in.) Wind Exposure: Exterior 1 C30 32 36 Window 1 C30 5.0 7 Items Supported: Sidewall 2 Door 38 80 Door 2 Door 23.0 5 2nd of 2 Story 3 3 C30 32.0 0 4 4 Top of Openings= 80.0 in.AFF 5 5 Dimensioning Method: Center 6 6 7 7 8 8 9 10 11 Note:Field fastners spaced at 6"oc for 3/8"and 7/16"panels on studs 24"oc.For 16"oc 12 studs or other panel thicknesses,space fasteners at 12"oc. 13 14 15 Shearwall Sheathing Design: 16 Perforated Method Perf.Wall Length= 42.0 ft Wall Sheathing: 7/16"Structural Sheathing,0.131"x2.5"Nail 6/12 Shear Panel Length= 33.5 ft Back Panel: None Max.Opening Height= 6.7 ft Panel Edge Framing: 1.5-in.edge framing Perf.Wall Factor= 0.80 Min.Framing SG: SPF Wind Shear= 90 pif Seismic Shear= 46 pif Anhorage: Uplift Force= -112 plf Chord Force= 1008 Ibf Wall Start 0'-0" Wall End:42'-0" Segmented Method Wind Seismic Wall Sheathing:7116"Structural Sheathing,0.131"x2.5"Nail 6/12 Cumulative Length(fi) 33.5 33.5 Back Panet None Design Shear(plQ 89.8 46.4 Panel Edge Framing: 1.5-in.edge framing Mn.Framing SG:SPF PF APPROVED Segment Layout:(w.r.t reference end of wall) DATE 7/23/14 No. Start End No. Start End 1 0'-0" 4'-3" 6 PFS CORPORATION 2 6'-11" 21'-10" 7 Bloomsburg, PA 3 25'-0" 30'-8" 8 4 33'-4" 42'-0" 9 5 10 Chord Force= 1008 Ibf each end of each segment Shearwall Connection Forces Summary: Shear Forces: Tension/Uplift Forces:(-Upward/+Downward) Out-of-Plane Pressure= 9.6 psf(MWFRS) Wind Zone End 21.7 psf(C&C End) Top-of-Wall -36 pif Out-of-Plane Shear= 43 pif(MWFRS) 0.6 x Wail DL 27 pit i 98 psf(C&C) Perf.SW Uplift -112 pif In-Plane Shear= 90 plf(MWFRS) Bottom of Wall -121 plf Chord Force,P= 1008 Ibf 3, r3 " 23.0727 LFRS Shearwall Design Case Specific 2012-12-03 6/24/2014 8:13 AM Typical(5) Page 2 of 3 Shearwall Design(cont.) Wall Line: Bracing 1st Story,Longitudinal Wall Line A Compression Chord Member Strength: Chord Force,P= 1008 Ibf Grade: STUD Tabulated Stress Adjustment Factors Allowable Species: SPF Stress CF Cp Cr CP Stress Load width(b)= 1.5 in. F,= 725 1.00 1.60 — 0.61 712 5873 depth(d)= 5.5 in. Ft= 350 1.00 1.60 — — 560 4620 C= 0.8 FcL= 425 — — — — 425 3506 IJd= 19.6 E,,,m= 440000 — — — — 440000 F,= 938 HoldownOptions Concrete Embedded Strap Holdown Preformed Holdown Strap-Type Holdown(Story-to-Story) fi F� R� Q\ .l Connector: Simpson STHDI4RJ Holdown: Simpson HDU2-SDS2.5 Strap:(1)Simpson CS20 Fasteners: (38)0.148"x3.25"Nails Threadrod Dia.= 0.625 in. Fasteners: (10)0.131"x2.5'Nails Each End Strap Width= 3.0 in. Chord Studs= 2 Qty Min. Strap Width= 1.25 in. End Length= 39.6 in: End Length= 12 in. Chord Studs= 2 Qty Min. Chord Studs= 1 Qty Min. Concrete f = 2500 psi min. End Distance= 1.5 in.min. HoldownOptions Conventional strap Holdown Pre-Bent Strap Holdown Preformed Holdown � F t • � F • • • Strap: (1)Simpson CS20 Connector.Simpson MSTC66B3 Holdown: Simpson HDU2-SDS2.5 Fasteners: (10)0.131"x2.5"Nails Each End Fasteners:(11)0.148"x 3"Nails Threadrod Dia.= 0.625 in. Strap Width= 1.25 in. Strap Width= 3 in. Chord Studs= 2 Qty Min. End Length= 12 in. End Length= in. Plate Washer Size Chord Studs= 1 Qty Min. Chord Studs= 2 Qty Min. Width Length Thk. 3.00 3.0 0.26 Notes:1. Inset all straps 1.5"from ends of wall or edges of openings by adding framing members to permit installation of sheathing and Cladding fasteners. 2. Couple thread rods using heavy hex couplers rated for chord force. 3. Plant installed,strap-type holdowns must be bent around rim joist and secure to bottom of rim joist with not less than 4 fasteners,or the lowest fastener on the strap must be installed within 1"of the bottom of the rim joist. F APPROVED DATE 7/23/14 PFS CORPORATION 3, 11- Bloomsburg, PA 23.0727 LFRS Shearwaii Design Case Specific 2012-12-03 6/24/2014 8:13 AM Typical(5) Page 3 of 3 Shearwall Design(cont) Wall Line: Bracing 1st Story,Longitudinal Wall Line A Connection Fastener Quantity per (fastener size and position exaggerated (minimum length and Connection or for illustration purposes) Parametem/Loads diameter or staple size) Spacing SW Top Plate-to-Truss or Blocking Stud Spacing= 16 in.oc #8 x 3"Screw 3 per bay (fastened through 518"gypsum) F,= 0 lbf/bay #10x3"Screw 3 per bay F2= 130 ibf/bay 3"x0.131"Nail 3 per bay FR= 130 lbf/bay Stud Spacing= 24 in.oc #8 x 3"Screw 3 per bay F,= 0 Ibf/bay #104"Screw 3 per bay F2= 196 lbf/bay 3"x0.131"Nail 4 per bay FR= 196 lbf/bay SW Bottom Plate-to-Rim Joist or Blocking Stud Spacing= 16 in.oc #8 x 3"Screw 3 per bay F,= 0 lbf/bay #10x3"Screw 3 per bay F2= 130 lbf/bay 3'X0.131"Nail 3 per bay FR= 130 lbf/bay Stud Spacing= 24 in.oc #8 x 3"Screw 3 per bay F,= 0 lbf/bay #10x3"Screw 3 per bay F2= 196 lbf/bay 3'4.131"Nail 3 per bay FR= 196 lbf/bay Sheathing-to-Roof/Ceiling Rail Sheathing Type: OSB 0.099'X2"Nail 5-in.oc (direct uplift carried by continuous sheathing Sheathing Thick.: 3/8-in. 0.113"x2.5"Nail 6-in.oc lapped across joint) Tensile Strength: 960 plf 0.131"x2.5"Nail 6-in.oc Shear Strength: 2951 plf 7/16'X2.5"x15 Ga.Staple 4-in.oc Fz Panel CSI= 0.16 OK 7/16'X1.5"x16 Ga.Staple 4-in.oc Min.Panel Width: 8.0 in. F,= 90 pif F2= 121 pif FR= 151 pif ' � i I • 11 I . Sheathing-to-Floor Rim Joist Sheathing Type:OSB 0.099"x2"Nail 5-in.oc (direct uplift carried by continuous sheathing Sheathing Thick.: 3/8-in. 0.113"x2.5"Nail 6-in.oc lapped across joint) Tensile Strength: 960 pif 0.131"x2.5"Nail 64n.oc i I Shear Strength: 2951.04 pif 7/16"x2.5'X15 Ga.Staple 44n.oc I I Panel CSI= 0.16 OK 7/16'X1.5"xl6 Ga.Staple 4-in.oc I I I PZ Min,Panel Width: 8.0 in. 11 x I F,= 90 plf F2= -121 pif FR= 151 pif F APPROVED DATE 7/23/14 PFS CORPORATION Bloomsburg, PA � , IS R , 23.0727 LFRS Shearwall Design Case Specific 2012-12-03 6/24/2014 8:13 AM Typical(6) Page 1 of 3 Shearwall Design(ASCE 7-05) Client: Excel Homes of Maine Job Number:.KE8062314-4 Description: 4309 Wall Line: Bracing 1st Story,Longitudinal Wall Line B Design Parameters: Shear OTM Wind Shear= 3013 Ibf 44.2 ft-kip Seismic Shear= 1555 Ibf 25.3 ft-kip Response Factor,R: 6.5 42'-0"Length,32'-5"O/A Height IBC Seismic Design Cat.: D 100 mph(Exp B),SDC D Bracing 1st Story Overall Wail Geometry: Opening Definitions: Opening Locations: Wall Height= 9.0 ft Rough Opening Location Overall Wall Length= 42.0 ft Mark Width Height Type Mark (ft) (in.) Wind Exposure: Exterior 1 (2)C36 74 50 Window 1 (2)C36 3.0 10.375 Items Supported: Sidewall 2 EPD 108.5 100 Window 2 (2)C36 10.0 1.625 2nd of 2 Story 3 (3)C36 38 54 Window 3 EPD 20.0 4.875 4 4 (3)C36 34.0 10.5 Top of Openings= 80.0 in.AFF 5 5 Dimensioning Method: Center 6 6 7 7 8 8 9 10 11 Note:Feld fastners spaced at 6"oc for 318"and 7/16"panels on studs 24"oc.For 16"oc 12 studs or other panel thicknesses,space fasteners at 12"oc. 13 14 15 Shearwall Sheathing Design: 16 Perforated Method Perf.Wall Length= 18.4 ft Wall Sheathing: NG-Must use segmented design method Shear Panel Length= 10.6 ft Back Panel: — Max.Opening Height= 8.3 ft Panel Edge Framing: — Perf.Wall Factor= 0.57 Min.Framing SG:— Wind Shear= 283 plf Seismic Shear= 146 plf Anhorage: Uplift Force= -497 pif Chord Force= 4470 Ibf Wall Start:— Wall End: — Segmented Method Wind Seismic Wall Sheathing:7/16"Structural Sheathing,0.1 31"x2.5"Nail 6112 Cumulative Length(ft) 16.6 16.6 Back Panel: None Design Shear(plf) 181.3 93.6 Panel Edge Framing: 1.54n.edge framing Mn.Framing SG:SPF F APPROVED Segment Layout:(w.r.t reference end of wall) 7/23/14 No. Start End No. Start End DATE 1 13'-2" 15'-10" 6 PFS CORPORATION 2 24'-11" 33'-3" 7 Bloomsburg, PA 3 36'-5" 42'-0" 8 4 9 5 10 Chord Force= 1632 Ibf each end of each segment Shearwall Connection Forces Summary: Shear Forces: Tension/Uplift Forces:(-Upward/+Downward) Out-of-Plane Pressure= 9.6 psf(MWFRS) Wind Zone End 21.7 psf(C&C End) Top-of-Wall -36 plf Out-of-Plane Shear= 43 plf(MWFRS) 0.6 x Wall DL 27 pif 98 psf(C&C) Perf.SW Uplift . 0 pif In-Plane Shear= 181 plf(MWFRS) Bottom of Wall -9 plf Chord Force,P= 1632 Ibf 3,I b r 23.0727 LFRS Shearwall Design Case Specific 2012-12-03 612412014 8:13 AM Typical(6) Page 2 of 3 Shearwall Design(cont.) Wall Line: Bracing list Story,Longitudinal Wall Line B Compression Chord Member Strength: Chord Force,P= 1632 Ibf Grade: STUD Tabulated Stress Adjustment Factors Allowable Species: SPF Stress CF CID Cr Cp Stress Load width(b)= 1.5 in. Fc= 725 1.00 1.60 — 0.61 712 5873 depth(d)= 5.5 in. Fr= 350 1.00 1.60 — — 560 4620 C= 0.8 F,= 425 — — — — 425 3506 Idd= 19.6 Emi,,= 440000 — — — — 440000 F¢= 938 HoldownOptions Concrete Embedded Strap Holdown Preformed Holdown Strap-Type Holdown(Story-to-Story) F Ei o.`e `V Connector. Simpson STHD14RJ Holdown: Simpson HDU2-SD82.5 Strap: (1)Simpson CS16 Fasteners: (38)0.148"x325"Nails Threadrod Dia.= 0.625 in. Fasteners:(15)0.131°x2.5"Nails Each End Strap Width= 3.0 in. Chord Studs= 2 Qty Min. Strap Width= 1.25 in. End Length= 39.6 in. End Length= 17 in. Chord Studs= 2 Qty Min. Chord Studs= 1 Qty Min. Concrete P,= 2500 psi min. End Distance= 1.5 in.min. HoldownOptions Conventional Strap Holdown MgB_577 Strap Holdown Preformed Holdown F� F� Fi Strap: (1)Simpson CS16 Connector. Simpson MSTC66133 Holdown:Simpson HDU2-SDS2.5 Fasteners: (15)0.131W.5"Nails Each End Fasteners: (17)0.148"x 3"Nails Threadrod Dia.= 0.625 in. Strap Width= 1.25-in. Strap Width= 3 in. Chord Studs= 2 Qty Min. End Length= 17 in. End Length= in. Plate Washer Size Chord Studs= 1 Qty Min. Chord Studs= 2 Qty Min. Width Length Thk. 3.00 3.0 0.26 Notes:1. Inset all straps 1.5"from ends of wall or edges of openings by adding framing members to permit installation of sheathing and Cladding fasteners. 2. Couple thread rods using heavy hex couplers rated for chord force. 3. Plant installed,strap-type holdowns must be bent around rim joist and secure to bottom of rim joist with not less than 4 fasteners,or the lowest fastener on the strap must be installed within 1"of the bottom of the rim joist. F APPROVED DATE 7/23/14 PFS CORPORATION Bloomsburg, PA 7 23.0727 LFRS Shearwall Design Case Specific 2012-12-03 6/24/2014 8:13 AM Typical(6) Page 3 of 3 Shearwall Design(cont.) Wall Line: Bracing 1st Story,Longitudinal Wall Line B Connection Fastener Quantity per (fastener size and position exaggerated (minimum length and Connection or for illustration purposes) Parameters/Loads diameter or staple size) Spacing SW Top Plate-to-Truss or Blocking Stud Spacing= 16 in.oc #8 x 3"Screw 3 per bay (fastened through 518"gypsum) F,= 0 Ibf/bay #10x3"Screw 3 per bay F2= 130 Ibf/bay 3"x0.131"Nail 3 per bay FR= 130 Ibf/bay 1141 Stud Spacing= 24 in.oc #8 x 3"Screw 3 per bay F,= 0 Ibf/bay #10x3"Screw 3 per bay F2= 196 ibf/bay 3"x0.131"Nail 4 per bay FR= 196 Ibf/bay SW Bottom Plate-to-Rim Joist or Blocking Stud Spacing= 16 in.oc #8 x 3"Screw 3 per bay F,= 0 Ibf/bay #10x3"Screw 3 per bay F2= 130 Ibf/bay 3"x0.131"Nail 3 per bay FR= 130 Ibf/bay Stud Spacing= 24 in.oc #8 x 3"Screw 3 per bay �ry Ft= 0 Ibf/bay #10x3"Screw 3 per bay F2= 196 Ibf/bay 3'5(0.131"Nail 3 per bay FR= 196 Ibf/bay Sheathing-to-Roof/Ceiling Rail Sheathing Type: OSB 0.099"x2"Nail 4-in.oc (direct uplift carred by continuous sheathing Sheathing Thick.: 3/8-in. 0.113")2.5"Nail 5-in.oc lapped across joint) Tensile Strength: 960 plf 0.131"x2.5"Nail 6-in.oc Shear Strength: 2951 pif 7/16'x2.5"x15 Ga.Staple 4-in.oc RZ Panel CSI= 0.10 OK 7/16"x1.5"x16 Ga.Staple 4-in.oc ' Min.Panel Width: 8.0 in. I; F,= 181 pif _ FZ- 36 plf FR= 185 pif II � , „ „ Sheathing-to-Floor Rim Joist Sheathing Type:OSB 0.099"x2"Nail 44n.oc (direct uplift carried by continuous sheathing Sheathing Thick.: 3/8-in. 0.113"x2.5"Nail 54n.oc lapped across joint) Tensile Strength: 960 pif 0.131")Q.5"Nail 6-in.oc Shear Strength: 2951.04 plf 7/16"x2.5'5(15 Ga.Staple 44n.oc Panel CSI= 0.07 OK 7/16"x1.5"x16 Ga.Staple 4-in.oc F Min.Panel Width: 8.0 in. Ft= 181 plf F2= -9 pif FR= 182 pif F APPROVED DATE 7/23/14 PFS CORPORATION Bloomsburg, PA 3, 18 23.0727 LFRS Shearwall Design Case Specific 2012-12-03 6/24/2014 8:12 AM Typical(7) Page 1 of 3 Shearwall Design(ASCE 7-05) Client: Excel Homes of Maine Job Number: KES062314-4 Description: 4309 Wall Line: Bracing 1st Story,Transverse Wall Line 1 Design Parameters: Shear OTM Wind Shear= 6854 Ibf 103.1 ft-kip Seismic Shear= 1988 Ibf 29.2 ft-kip Response Factor,R: 6.5 42'-0"Length,32'-5"O/A Height IBC Seismic Design Cat.: D 100 mph(Exp B),SDC D Bracing 1st Story Overall Wail Geometry: Opening Definitions: Opening Locations: Wall Height= 9.0 ft Rough Opening Location Overall Wall Length= 24.1 ft Mark Width Height Type Mark (ft) (in.) Wind Exposure: Exterior 1 Door 38 80 Door 1 Door 7.0 2.25 Items Supported: Endwall 2 C36 38 54 Window 2 EDGE 10.0 0 2nd of 2 Story 3 3 C36 12.0 7 4 4 C36 21.0 7 Top of Openings= 80.0 in.AFF 5 5 Dimensioning Method: Center 6 6 7 7 8 8 9 10 11 Note:Field fastners spaced at 6"oc for 318"and 7/16"panels on studs 24"oc.For 16"oc 12 studs or other panel thicknesses,space fasteners at 12"oc. 13 14 15 Shearwall Sheathing Design: 16 Perforated Method Pert.Wali Length= 20.0 ft Wali Sheathing: NG-Must use segmented design method Shear Panel Length= 11.4 ft Back Panel:— Max.Opening Height= 6.7 ft Panel Edge Framing: — Perf.Wall Factor= 0.66 Min.Framing SG:— Wmd Shear= 599 plf Seismic Shear= 174 plf Anhorage: Uplift Force= -913 pif Chord Force= 8216 Ibf Wall Start:— Wall End:— Segmented Method Wind Seismic Wall Sheathing:7/16"Structural Sheathing,0.131"x2.5"Nail 3112 Cumulative Length(ft) 11.4 11.4 Back Panel:None Design Shear(plf) 599.3 173.8 Panel Edge Framing:3-in.edge framing Min.Framing SG:SPF 'S► APPROVED Segment Layout:(w.r.t reference end of wall) 7/23/14 No. Start End No. Start End DATE 1 0'-o" 5-7" 6 PFS CORPORATION 2 14'-2" 20'-0" 7 Bloomsburg, PA 3 8 4 9 5 10 Chord Force= 5394 Ibf each end of each segment Shearwall Connection Forces Summary: Shear Forces: Tension/Uplift Forces:(-Upward/+Downward) Out-of-Plane Pressure= 9.6 psf(MWFRS) Wind Zone End 21.7 psf(C&C End) Top-of-Wall -3 pif Out-of-Plane Shear= 43 plf(MWFRS) 0.6 x Wall DL 27 pif 98 psf(C&C) Perf.SW Uplift 0 plf In-Plane Shear= 599 pif(MWFRS) Bottom of Wall 24 pif Chord Force,P= 5394 Ibf 3 , 1 �r 1 23.0127 LFRS Shearwall Design Case Specific 2012-12-03 6/24/2014 8:12 AM Typical(7) Page 2 of 3 1 Shearwall Design(cont.) Wall Line: Bracing 1st Story,Transverse Wall Line 1 Compression Chord Member Strength: Chord Force,P= 5394 Ibf Grade: STUD Tabulated Stress Adjustment Factors Allowable Species: SPF Stress CF CD Cr CP Stress Load width(b)= 1.5 in. F,= 725 1.00 1.60 - 0.61 712 5873 depth(d)= 5.5 in. Fm= 350 1.00 1.60 - - 560 4620 C= 0.8 F,,= 425 - - - 425 3506 leld= 19.6 Emin= 440000 - - - = 440000 F,E= 938 HoldownOptions Concrete Embedded Strap Holdown Preformed Holdown Strap-Type Holdown(Story-to-Story) Fi F� o. 1 �a Connector: NG-Cannot be used Holdown: USP PHD6-SDS6 Strap:(1)Simpson CMST14 Fasteners: - Threadrod Dia.= 0.875 in. Fasteners:(45)0.131"x2.5"Nails Each End Strap Width=- in. Chord Studs= 2 Qty Min. Strap Width= 3.00 in. End Length= - in. End Length= 41 in. Chord Studs= - Qty Min. Chord Studs= 2 Qty Min. Concrete f,,=- psi min. End Distance=- in.min. Holdown •.tions Conventional Strap Holdown Pre-Bent Strap Holdown Preformed Holdown � F Strap: (1)Simpson CMST14 Connector. NG-Cannot be used Holdown:USP PHD6-SDS6 Fasteners: (45)0.131V.5"Nails Each End Fasteners:- Threadrod Dia.= 0.875 in. Strap Width= 3.00 in. Strap Width=- in. Chord Studs= 2 Qty Min. End Length= 41 in. End Length= in. Plate Washer Size Chord Studs= 2 Qty Min. Chord Studs=- Qty Min. Width Length Thk. 3.00 4.5 0.38 Notes:1. Inset all straps 1.5"from ends of wall or edges of openings by adding framing members to permit installation of sheathing and Cladding fasteners. 2.Couple thread rods using heavy hex couplers rated for chord force. 3. Plant installed,strap-type holdowns must be bent around rim joist and secure to bottom of rim joist with not less than 4 fasteners,or the lowest fastener on the strap must be installed within 1"of the bottom of the rim joist F R APPROVED DATE 7/23/14 PFS CORPORATION 3, to Bloomsburg, PA 23.Oi27 LFRS Shearwall Design Case Specific 2012-12-03 6/24/2014 8:12 AM Typical(7) Page 3 of 3 ` Shearwall Design(cont.) Wall Line: Bracing 1st Story,Transverse Wall Line 1 Connection Fastener Quantity per (fastener size and position exaggerated (minimum length and Connection or for illustration purposes) Parameters/Loads diameter or staple size) Spacing SW Top Plate-to-Truss or Blocking Stud Spacing= 16 in.oc #8 x 3"Screw 3 per bay (fastened through 5/8"gypsum) F,= 0 Ibf/bay #10x3"Screw 3 per bay F2= 130 Ibf/bay 3"x0.131"Nail 3 per bay FR= 130 ibf/bay Stud Spacing= 24 in.oc #8 x 3"Screw 3 per bay F,= 0 Ibf/bay #10x3"Screw 3 per bay F2= 196 Ibf/bay 3"x0.131"Nail 4 per bay FR= 196 Ib9bay SW Bottom Plate-to-Rim Joist or Blocking Stud Spacing= 16 In.oc #8 x 3"Screw 3 per bay F,= 0 Ibf/bay #10x3"Screw 3 per bay F2= 130 Ibf/bay 3"x0.131"Nail 3 per bay FR= 130 Ibf/bay Stud Spacing= 24 in.oc #8 x 3"Screw 3 per bay F,= 0 Ibf/bay #10x3"Screw 3 per bay F2= 196 Ibf/bay 3"x0.131"Nail 3 per bay FR= 196 Ibf/bay Sheathing-to-Roof/Ceiling Rail Sheathing Type: OSB 0.099"x2"Nail 3 rows 4-in.oc (direct uplift carried by continuous sheathing Sheathing Thick.: 3/8-in. 0.113"x2.5"Nail 2 rows 34n.oc lapped across joint) Tensile Strength: 960 plf 0.131"x2.5"Nail 2 rows 4-in.oc Shear Strength: 2951 plf 7/16'x2.5"x15 Ga.Staple 2 rows 3-in.oc F2 Panel CSI= 0.21 OK 7/16"x1.5"x16 Ga.Staple 2 rows 3-in.oc Min.Panel Width: 8.0 in. i;' �.�� • F,= 599 pif F2= 3 pif FR= 599 plf t II 11 Sheathing-to-Floor Rim Joist Sheathing Type:OSB 0.099"x2"Nail 3 rows 4-in.oc (direct uplift carried by continuous sheathing Sheathing Thick.:318-in. 0.113V.5"Nail 2 rows 3-in.oc lapped across joint) Tensile Strength: 960 pff 0.131"x2.5"Nail 2 rows 4-in.oc Shear Strength: 2951.04 pff 7/16"x2.5"x15 Ga.Staple 2 rows 34n.oc II Panel CSI= 0.23 OK 7/16"x1.5"x16 Ga.Staple 2 rows 34n.oc I gZ I Min.Panel Width: 8.0 in. `iql- ' F,= 599 plf F2= 24 plf F,= 600 plf F a APPROVED DATE 7/23/14 PFS CORPORATION Bloomsburg, PA 3. Z � 16.1000 2009 IBC Criteria 2010-09-28 624/2014 8:41 AM Input Page 1 of 1 ASCE/SE17--05 Design Criteria Summary Client: Excel Homes of Maine Job Number: KES062314-4 Description: 4309 Location(s): IBC SDC C Substructure: Plan Dimensions: Vertical Dimensions: Roof Configuration: Ridge Length,B= 17.96 ft Stories Above Grade,n= 1 Framing Type:Cape Truss Gable Width,L= 24.06 ft Max.Blocking Height,hb= 18 in. Roof Slope,a= 10.00/12 pitch Module Width,LR,= 14.00 ft SidewalVEave Height,hB= 132 in. Sidewall Overhang,LOH= 14 in. Min.Mean Roof Height,h= 15 ft Endwall Overhang,BOH= 14 in. Roof Cavity Insulation,R= 30 Uniformly Distributed Design Loads: Ground Floor Roof Floor Live,L= 40 psf Top Chord Load= 60.6 psf Floor Dead,D= 10 psf Top Chord Dead Load= 10 psf Wall Dead Load,D,„= 5 psf Loft Live Load,L= 20 psf Wall Height,h,N= 108 in. Bottom Chord Dead Load 10 psf Misc.Design Parameters: Seismic Loads: Occupancy Category: U (IBC-Table 1604.5) Seismic Importance Factor,IE= 1.00 Mapped Coefficients: Ss= 0.55 g Roof/Snow Load: S,= 0.13 g Ground Snow Load,Pe= 50.0 psf Response Coefficients: SDs= 0.49 g Ground Snow Load NY',Pally= 67.7 psf SDI= 0.19 g Min.Design Load,Lr= 14.0 psf Site Class= D Flat-Roof Snow Load,Pr= 38.5 psf IBC Design Category= D Sloped Roof Snow Load= 35.8 psf IRC Design Category= C Max Unbalanced Load,Pub= 60.6 psf Basic Seismic-Force-Resisting System: Snow Exposure Factor,Ce= 1.0 A13 Light frame walls with wood shear panels Snow Load Importance Factor,Is= 1.00 Response Modification Factor R= 6.5 Thermal Factor,Ci= 1.1 'Design Base Shear Cs= 0.08 W Analysis Procedure: Wind Loads: A13 Light-frame walls with wood shear panels Basic Wind Speed= 100 mph Wind Exposure= B Flood Loads: Wind Importance Factor,Iw= 1.00 Site Specific flood loads have not been assessed in this Internal Pressure Coefficient= 40.18 analysis. For Buildings located in flood hazard areas, Mean Roof Height= 18.0 ft as established in Section 1612.3 of the IBC,floods loads must be considered as required by Section 1612 of the IBC Components and Cladding Loads: Furthermore,when required,the design information End Zone Interior Zone required by IBC section 1603.1.6 must be provided on the Component (psf) (psf) construction documents. Window +18/-24.1 +18/-19.5 Door +15.3/-18.7 +15.3/-16.8 Roof Cladding +16.5/-21 +16.5/-18 Overhang -30.5 -30.5 NOTES: 1. Equivalent ground snow load at a thermal factor of 1.0 for use with the NYBC/NYRC ground snow load wrap. / APPROVE© DATE 7/23/14 PFS CORPORATION Bloomsburg, PA t 16.1900 2009 IBC Criteria 2010-09-28 6/24/2014 8:41 AM Wind Page 1 of 2 ` ASCE/SEI 7-05 Wind Load Calculation Client: Excel Homes of Maine Job Number: KES062314-4 Description: 4309 Building Geometry: Loading Conditions: Height Above Grade: Ridge Length,B= 18.0 It Basic Wind Speed,V3,= 100 mph Sidewall Eave,z= 12.5 ft Total Width,L= 24.1 ft Importance Factor,1„,= 1.00 Roof Peak,z= 23.5 ft Blocking He' = 8 ' Exposure B Mean Roof Height h= 8 c ng fight,h, 1 in. pos a Category g t, 1 .0 ft Sidewall/Eve Height,he= 132 in. Topographic Factor,Kn= 1.0 Roof Slope,a= 10.0/12 pitch Height&Exposure,Kh= 0.70 Component Dimensions: Roof slope,a= 39.8 deg. Directionality,Kd= 0.85 Stud Height,h,= 108 in Sidewall Overhang,LOH= 14 In. Wind Pressure,qh= 15.2 psf Truss Span,sr= 144.375 in Endwall Overhang,BOH= 14 in. Internal Pressure,Gca= 0.18 -0.18 Main Windforce-Resisting System Loads(MWFRSI: Normal to Surface 1 2 3 4 5 6 1E 2E 3E 4E Trans +GCa 5.8 0.5 -9.3 -8.4 -9.6 -9.6 7.8 1.4 -10.8 -10.1 -GCpi 11.3 5.9 -3.8 -2.9 -4.1 -4.1 13.3 6.9 -5.3 4.6 Max 11.3 5.9 -9.3 -8.4 -9.6 -9.6 13.3 6.9 -10.8 -10.1 Long +GCp 3.4 -13.3 -8.4 -7.2 -9.6 -9.6 6.5 -19.0 -10.8 -9.3 -GCpi 8.8 -7.8 -2.9 -1.7 4.1 4.1 12.0 -13.6 -5.3 -3.8 Max 8.8 -13.3 -8.4 -7.2 -9.6 -9.6 12.0 -19.0 -10.8 -9.3 Summed and Projected HORIZONTAL LOADS VERTICAL LOADS MAXIMUM HORIZONTAL WALL LOADS End Zone Interior Zone End Zone Interior Zone Windward Overhang Zone Wall Roof Wag Roof WW Roof LW Roof WW Roof LW Roof End Interior 1 E 4E 1 4 Trans 17.8 12.2 14.2 9.7 6.9 -10.8 5.9 -9.3 -8.1 -9.0 13.3 -10.1 11.3 -8.4 Long 15.8 12.2 10.5 9.7 -19.0 -10.8 -13.3 -8.4 -28.5 -22.7 13.3 -10.1 8.8 -7.2 Components and Cladding Loads(C&C): C&C End Zone Distance,a= 3.0 ft Area Pressure(psf) Area Pressure(psf) Roof Components: (ft`) Pos Neg Wall Components: (ft`) Pos Neg Zone 1: Maximum 10 16.5 -18.0 Zone 4: Maximum 10 18.0 -19.5 Minimum 50 15,4 -15.8 Minimum 100 15.3 -16.8 Truss/Rafter 48.3 15.4 -15.9 Door 100.0 15.3 -16.8 Overhang 1.4 n/a -30.5 Stud 27.0 16.8 -18.3 Zone 2: Maximum 10 16.5 -21.0 Zone 5: Maximum 10 18.0 -24.1 Minimum 100 14.9 -18.0 Minimum 100.0 15.3 -18.7 Truss/Rafter 48.3 15.4 -18.9 Door 100.0 15.3 -18.7 Overhang 1.4 Na -30.5 Stud 27.0 16.8 -21.7 Zone 3: Maximum 10 16.5 -21.0 Minimum loo 14.9 -18.0 Truss/Rafter 48.3 15.4 -18.9 Overhang 1.4 n/a -30.5 }�F APPROVED DATE 7/23/14 PFS CORPORATION Bloomsburg, PA V � 16.1000 2009 IBC Criteria 2010-09-28 6/24/2014 8:41 AM Snow Page 1 of 1 ASCETE!7-05 Snow Load Assessment Client: Excel Homes of Maine Job Number: KES062314-4 Description: 4309 Design Parameters: Sloped Roof Snow Loads: Eave to ridge Distance,W= 13 ft Ground Snow Load,pg= 50 psf a C., ps Exposure Factor,C.= 1.0 (deg) Ct=1.0 C1=1.1 C,=1.2 (psf) Thermal Factor,Ci= 1.1 39.8 0.75 0.93 1.00 35.8 Importance Factor,Is= 1.0 Framing Type: Trusses/0ther Snow Density(y): Ice Dams Along Eves=: y=0.13 pg +14= 20.5 pcf ps =2 p f = 35.8 psf but not more than 30 pcf Flat-Roof Snow Load(pr): Minimum Roof Live Load(Lr): (IBC 1607.11.2.1): p f=0.7C�C�LPg= 38.5 psf RI= 1.0 R,= 0.7 Rain on Snow Surcharge: F= 10.0 amax= 0.26396 deg L,=20R,R2 = 14.0 psf pg-20 psf prss= 0.0 psf 12:5 L,5 20 pf= 38.5 psf Minimum Values for Low-Slope Roofs. Applicable to roof slopes less than Monoslope roofs= 15.0 deg or amm=70/W+0.5= 5.8 deg 2.38 deg amin= 15.0 deg pg-20 psf p f=f,pg = 50.0 psf >20 psf =20I = 20.0 psf Pe P pf pfmin= 20.0 psf p f= 38.5 psf Unbalanced Snow Loads: Applicable to roof slopes between: ax = 70.00 deg am;,=70/W+0.5= 5.80 deg aurin = 2.38 deg governing a,,, = 2.38 deg Unbalanced Loads: P cw S= 1.20/1 p w. Ridge Length Eave W=1„= 13.2 ft (psf) (psi) (ft) (psf) h a= 1.33 ft 10.7 60.6 3.9 35.8 Notes:1. Higher loads may apply were sliding snow or drifting occurs due to aerodynamic shade from higher protions of the building. 2.Applies only to unventilated roofs with less than R-30,and ventilated roofs with less than R-20.No other loads,except dead loads shall be present on the roof when this uniformly distributed load is applied. APPROVED DATE 7/23/14 PFS CORPORATION Bloomsburg, PA Mond �.3 16.1000 2009 IBC Criteria 2010-09-28 6/24/2014 8:41 AM Seismic Page 1 of 1 m ASCE(SEI 7-05 Seismic Load Calculation Client: Excel Homes of Maine Job Number. KES062314-4 Description: 4309 Location: IBC SDC C Design Classification: Response Acceleration:(ASCE 7,Figs.22-1,22-2) Occupancy Category.H Short Period(S j= 55%g Importance Category,IE: 1.00 1-Second Period(Sr)= 13%g Site Class: D ASCE 7 Design Category. D IRC Design Category.C Seismic Resisting System:A 13 Light-frame walls with wood shear panels Response Factor,R:6.5 System Overstrength Factor,r4: 3.0 Deflection Amplification Fctor,Cd:4.0 Spectral Response Acceleration: Mapped Site CoeH. Maximum Design SS S� Fa F„ SMS . so SDS S� 0.55 0.13 1.36 2-28 0.75 0.30 0.50 0.20 Fundamental Period:(ASCE 7,Sec.128.1.1) / Period Coefficient,CT= 0.020 Height to Highest Level,h„= 11.0 ft T.=Crh 4= 0.121 sec Seismic Response Coefficient:(Latera/Force Procedure,ASCE 7,Sec.9.5.5.2) C_j.=0.044 SOfIe=0.022 Min.For SDC E of F. C=� –O.SSS—DI =0.077 6 C,.& --' =0.010 C,._= SD' =0.25 R/le Sec 12.8.1.1 Design Ca= 0.077 (RIIeT Seismic Response Coefficient:(Simplified Analysis,Sec 1617.5) F= C=f•�Ds=0.092 Sec 12.14.8 Design C.= 0.092 Seismic Base Shear: Base Shear Coefficient,C,= 0.077 W Minimum Interconnection Force:(ASCE 7,Sec 12.1.3) 0.133 x SDs= 0.066 W Min.= 0.050 W CSDXN= 0.066 W /C APPROVED DATE 7/23/14 PFS CORPORATION Bloomsburg, PA 4 .tt f 16.2511 Lateral Load Cases Gable Detailed 1 Story 2009-09-29 6/24/2014 8:41 AM 1 Story Detailed Page 1 of 3 Lateral Load Analysis(ASCE 7-05) (One-Story Building,Flexible Diaphragm) Client: Excel Homes of Maine Job Number: KES062314-4 Description: 4309 Building Geometry: Loading Conditions: Ridge Length,B= 18.0 ft Wind Speed= 100 mph Gable Width,L= 24.1 ft Exposure Category: B Module Width= 14.0 ft Blocking Height,hb= 18.0 in. Height Above Grade: Sidewall/Eve Height,he= 132.0 in. Stories Above Grade= 1.0 Roof Slope,a= 10.0/12 pitch Sidewall Eave(z)= 12.5 ft Roof slope,a= 39.8 deg. Roof Peak(z)= 23.5 ft Sidewall Overhang,Lok= 14.0 in. Mean Roof Height(h)= 18.0 ft Endwall Overhang,Boli= 14.0 in. Foundation Type: Raised floor Seismic Design Parameters: Seismic Use Group: H ASD Adjustment Factor= 0.7 Ground Other Roof Importance Category,IE: 1.00 IBC Seismic Design Cat.: D Wali Height,hW(in.) 108 0 n/a Site Class: D IRC Seismic Design Cat.: C Wall Dead Weight(psf) 5 0 n/a Response Factor,R: 6.5 SDS= 0.50 Floor/Level Dead Weight(psf) 10 0 20 Cs= 0.08 Bottom Chord Dead Weight(psf) - - 10 Seismic Live Load(psf) 0 0 7.7 Transverse Diaphragm Parameters: Horizontal Wind Pressure(MWFRS) Wall Height= 9.0 ft Net Wall End Zone 17.8 Vertical Roof Projection= 11.0 ft Interior 14.2 Misc.Framing Height= 2.0 ft/level m Net Roof End Zone 12.2 Blocking Height= 1.5 ft Interior 9.7 Endwall Weight= 1744 Ibm ; Max.Wall End Zone 10.1 '= Interior 8.4 Max.Roof End Zone 10.8 Interior 9.3 MWFRS End Zone,2a= 6.0 ft Wind Seismic Transverse Lateral Forces Net Weight Net 1st of 1 Story End(plf) 232 - - Interior(plf) 185 - - Diaphragm(plf) - 712 38 Transverse Walls Qbf/wall) - 1203 94 Total Force to Transverse Walls(Ibf) 3606 - 874 Level OTM(ft-kip) 32.5 - 7.9 Base of 1 Story End(plf) 125 - - Interior(plf) 99 - - Diaphragm(plt) - 286 15 Transverse Walls Qbf/wall) - 541 29 Total Transverse Force at Base QbQ 5540 - 1207 Total OTM(ft-kip) 43.5 - 10.3 .; APPROVED DATE 7/23/14 PFS CORPORATION Bloomsburg, PA 1 I 16.2511 Lateral Load Cases Gable Detailed 1 Story 2009-09-29 6/24/2014 8:41 AM 1 Stgry Detailed Page 2 of 3 Lateral Load Analysis(ASCE 7-05) (One-Story Building,Flexible Diaphragm) Client: Excel Homes of Maine Job Number: KES062314-4 Description: 4309 Longitudinal Diaphragm Parameters: Horizontal Wind Pressure(MWF S) Wall Height= 9.0 It Net Wail End 15.8 Vertical Roof Projection= 11.0 ft Interior 10.5 Misc.Framing Height= 2.0 ftnevel i Net Roof End — Blocking Height= 1.5 It = Interior — Sidewatl Weight= 808 Ibm s Max.Wall End 10.1 0 Interior 8.4 Max.Roof End — Interior — MWFRS End Zone,2a= 6.0 ft Wind Seismic Longitudinal Lateral Forces Net Weight Net 1st of 1 Story End Max(plf) 182 — Min(plf) 103 — — Interior Max(pff) 173 — — Min(plf) 110 — — Diaphragm(plf). — 570 31 Longitudinal Walls(Ibf/wall) — 404 22 Total Force to Longtiduinal Walls(Ibf) 3192 — 780 Level OTM(ft-kip) 28.7 7.0 Roof Dia h ram Only End Max(plf55 — — Min(plf) 15 — — Interior Max(plf) 58 — — Mn(plf) 26 — — Diaphragm(plf) — 354 19 Roof Force to Longitudinal Wails(1bf) 674 — 229 Ceiling Dlaphgram Only End Max(plf) 127 — — Min(plf) 87 — — Interior Max(plf) 116 — — Min(plf) 84 — — Diaphragm(plf) — 216 12 Ceiling Force to Longitudinal Walls(Ibf) 2518 — 551 Base of 1 Story End Zone(plf) 111 — — Interior(plf) 74 — — Diaphragm(plf) — 213 11 Longitudinal Walls(lbftwafl) — 404 22 Total Longitudinal Force at Base(Ibf) 5186 — 1099 Total OTM(ft-kip) 39.1 — 9.2 APPROVED DATE 7/23/14 PFS CORPORATION Bloomsburg, PA f 16.2$11 Lateral Load Cases Gable Detailed 1 Story 2009-09-29 6/24/2014 8:41 AM 1 Story Detailed Page 3 of 3 Lateral Load Analysis(ASCE 7-05) (One-Story Building,Flexible Diaphragm) Description: 4309 Location Stiffness Governing Transverse Walls Wail Wall Along Length,X Rx R.,X d RYd RYd 2 Lateral Loads Ohl) Bracing Roof and Ceiling Line Length (ft) (in.) (Win.) (k) (ft) (k) (ft-k) Wind Seismic 1 0.0 1897 437 2 18.0 1897 437 3 4 5 6 7 8 9 10 E=1 0.0 0 CR,,= — It Location Stiffness Governing Longitudinal Walls Wail Wall Along Width,Y RY R.,X d Ryd Ryd2 lateral Loads(Ibf) Bracing Roof and Ceiling Line Length (ft). (in.) (krn.) (k) (ft) (k) (ft-k) Nand Seismic A 0.0 1700 390 B 24.1 1700 390 C D E F G H 1 J E=1 0.0 0.0 CR,= — It Overall J= — Location Stiffness Governing Transverse Foundation Wall Wall Along Length,X R,, RxX d RYd R,d2 Lateral Loads QM Base of 1 Story Line Length (ft) (in.) (kfin.) (k) (ft) (k) (ft-k) End Seismic 1 0.0 2915 604 2 18.0 2915 604 3 4 5 6 7 8 9 10 Location Stiffness Governing Longitudinal Foundation Wall Walt Along Wdth,Y Ry R.,X d RYd Ryd2 Lateral Loads OM Base of 1 Story Line Length (ft) (in.) (Win.) (k) (M (k) (ft-k) Wnd Seismic A 0.0 2781 549 B 24.1 2781 549 C D E F G H I / APPROVED J _ DATE PFS CORPORATION Bloomsburg, PA �, 7 J 23.0728 Design Transverse Shearwall Systems 2009-06-01 6/24/2014 8:40 AM Diaphragms Page 1 of 2 Transverse Diaphragm Design(ASCE 7-05) Client: Excel Homes of Maine Job Number: KES062314-4 Description: 4309 Building Geometry: Wind Loading Conditions: Height Above Grade: Total Width,L= 24.1 ft Wind Speed= 100 mph Stories Above Grade= 1.0 Blocking Height,ho= 18.0 in. Exposure Category: B Sidewall Eave(z)= 12.5 ft Sidewall/Eve Height,he= 132.0 in. End Zone Length,2a= 6.00 ft Roof Peak(z)= 23.5 ft Roof Slope,a= 10.0/12 pitch Mean Roof Height(h)= 18.0 ft Roof slope,a= 39.8 deg. Sidewall Overhang,LOH= 14.0 in. Endwall Overhang,BOH= 14.0 in. Vertical Roof Projection= 11.0 ft Wall Height= 9.0 ft(max.) Misc.Framing Height= 2.0 ft/level Seismic Design Parameters: Seismic Use Group: H Ground Other Roof Importance Category,IE: 1.00 Wall Height,h,(in.) 108 0 nla Site Class: D Wail Dead Weight(psf) 5 0 n/a Seismic Resisting System:A13 Light-frame walls with wood shear panels Floor/Level Dead Weight(psf) 10 0 20 Response Factor,R: 6.5 Seismic Live Load(psf) 0 0 7.7 Overstrength Factor,a.: 3.0 Deflection Amp.Factor,Cd:4.0 Analysis Procedure:ASCE 7,Section 12.8 Simplified Analysis ASD Adjustment Factor= 0.7 Seismic Design Cat.: D ' IRC Seismic Design Cat.: C Effective Seismic Weight at Roof Level= 734 pif SDS= 0.50 Effective Seismic Weight at Floor Level= 376 plf Cs= 0.092 Additional Endwall Dead Weight= 1083 Ibm NET Horizontal Wind Loads(MWFRS) Diaphgram Loads 0 Wall End Zone 17.8 Zone Wind Seismic Interior 14.2 Roof Diaphgram End(plf) 232 - �' Roof End Zone 12.2 Interior(plf) 185 47 e o Interior 9.7 Endwall Surcharge(Ibf) - 70 Wall End Zone 15.8 Above Ground End Zone(plf) 196 - Interior 10.5 Floor Diaphgram Interior(plf) 156 24 S Roof End Zone - Endwall Surcharge(lbf) - 70 Interior - Ground Level End Zone(plf) 98 - Floor Diaphgram Interior(plf) 78 12 Endwall Surcharge(Ibf) - 35 Transverse Diaphragm Design(ASCE 7-05) Roof Diaphragm Sheathing Configuration: 7/16"Sheathing(Case 1) (Case 1,No Unblocked Edges or Framing Species: SPF Continuous Joints Parallel to Load) Fastener 0.131"x2.5"Nails Type Ratio Boundary Edge Field Wind Seismic Max.Module Length(ft) Unblocked 3 6 6 12 296 212 72 Blocked 4 6 6 12 328 235 82 Blocked 4 4 6 12 438 313 96 Fastener. 1.5"x 16 Ga.Staples Type Ratio Boundary Edge Field Wind Seismic Max.Module Length(ft) Unblocked 3 6 6 6 178 127 43 Blocked 3 6 6 6 270 193 67 Fastener. 1.5"x 15 Ga.Staples Type Ratio Boundary Edge Field Wind Seismic Max.Module Length(ft) APPROVED Unblocked 3 6 6 12 224 160 55 Blocked 4 6 6 12 333 238 83 DATE 7/23/14 PFS CORPORATION Bloomsburg, PA S� 23.0728 Design Transverse Shearwall Systems 2009-06-01 6/24/2014 8:40 AM Diaphragms Page 2 of 2 Transverse Diaphragm Design(ASCE 7-05) Above Grade Floor Diaphragm Sheathing Configuration: 19/32"Sheathing(Case 1) (Case 1,No Unblocked Edges or Framing Species: SPF Continuous Joints Parallel to Load) Fastener. 0.131"x2.5" Nails Type Ratio Boundary Edge Field Wind Seismic Max.Module Length(ft) Unblocked 3 6 6 12 309 221 72 Blocked 4 6 6 12 348 248 96 Blocked 4 4 6 12 464 331 96 Fastener. 1.5"x 16 Ga.Staples Type Ratio Boundary Edge Field Wind Seismic Max.Module Length(ft) Unblocked 3 6 6 6 178 127 51 Blocked 3 6 6 6 270 193 72 Fastener. 1.5"x 15 Ga.Staples Type Ratio Boundary Edge Field Wind Seismic Max.Module Length(ft) Unblocked 3 6 6 12 224 160 66 Blocked 4 6 6 12 333 238 96 Grade Level Floor Diaphragm Sheathing Configuration: 19/32"Sheathing(Case 1) (Case 1,No Unblocked Edges or Framing Species: SPF Continuous Joints Parallel to Load) Fastener. 0.131"Y2.5" Nails Type Ratio Boundary Edge Field Wind Seismic Max.Module Length(ft) Unblocked 3 6 6 12 309 221 72 Blocked 4 6 6 12 348 248 96 Blocked 4 4 6 12 464 331 96 Fastener. 1.5"x 16 Ga.Staples Type Ratio Boundary Edge Field Wind Seismic Max.Module Length(ft) Unblocked 3 6 6 6 178 127 72 Blocked 3 6 6 6 270 193 72 Fastener: 1.5"x 15 Ga.Staples Type Ratio Boundary Edge Field Wind Seismic Max.Module Length(ft) Unblocked 3 6 6 12 224 160 72 Blocked 4 6 6 12 333 238 96 Connection Module Chord Quantity Each Side of Joint (fastener size and position exaggerated Length Force(F1) Fastener. Fastener: for illustration purposes) (ft) (IM 0.131"x 3"Nails 2.5"x 15 Ga Staples Double top plate 40 1558 12 22 45 1971 15 28 50 2434 19 34 • 60 3505 27 49 • 70 4770 37 67 80 6230 48 87 4-ft minimum lap.Fasteners at 2"on center in multiple rows 2"(min.)apart Rim Joist Splice 40 1311 12 19 45 1659 13 24 50 2049 16 29 60 2950 23 41 • 70 4015 31 56 F� • 80 5244 40 73 • 4-ft minimum lap.Fasteners at APPROVED 2"on center in multiple rows 2"(min.)apart DATE 7/23/14 PFS CORPORATION Bloomsburg, PA S, 2. 23.0727 LFRS Shearwall Design Case Specific 2012-12-03 6/24/2014 8:23 AM Typical Page 1 of 3 ' Shearwall Design(ASCE 7-05) Client: Excel Homes of Maine Job Number: KES062314-4 Description: 4309 Wall Line: Bracing 1st Story,Longitudinal Wall Line Ab Design Parameters: Shear OTM Wind Shear= 1700 Ibf 15.3 ft-kip Seismic Shear= 390 Ibf 3.5 ft-kip Response Factor,R: 6.5 17'41"Length,23'-5"0/A Height IBC Seismic Design Cat.: D 100 mph(Exp B),SDC D Bracing 1st Story Overall Wall Geometry: Opening Definitions: Opening Locations: Wall Height= 9.0 ft Rough Opening Location Overall Wall Length= 18.0 ft Mark Width Height Type Mark (ft) (in.) Wind Exposure: Exterior 1 1 Items Supported: Sidewall 2 2 Roof Only 3 3 4 4 Top of Openings= 80.0 in.AFF 5 5 Dimensioning Method: Center 6 6 7 7 8 8 9 10 11 Note:Feld fastners spaced at 6"oc for 3/8"and 7/16"panels on studs 24"oc.For 16"oc 12 studs or other panel thicknesses,space fasteners at 12"oc. 13 14 15 Shearwall Sheathing Design: 16 Perforated Method Peri.Wall Length= 18.0 ft Wall Sheathing: 7/16"Structural Sheathing,0.131'x2.5"Nail 6/12 Shear Panel Length= 18.0 ft Back Panel: None Max.Opening Height= 0.0 ft Panel Edge Framing: 1.5-in.edge framing Peri.Wali Factor= 1.00 Min.Framing SG: SPF Wind Shear= 95 plf Seismic Shear= 22 plf Anhorage: Uplift Force= -95 pif Chord Force= 852 Ibf Wall Start: 0'-0" Wali End: 1T-11" Segmented Method Wind Seismic Wan Sheathing:7/16"Structural Sheathing,0.1 31"x2.5"Nail 6/12 Cumulative Length(ft) 18.0 18.0 Back Panel None Design Shear(pif) 94.7 21.7 Panel Edge Framing: 1.5-in.edge framing Mn.Framing SG:SPF F APPROVED Segment Layout:(w.r.t reference end of wall) I DATE 7/23/14 No. Start End No. Start End 1 0'-0" 17'-11" 6 PFS CORPORATION 2 7 Bloomsburg, PA 3 8 4 9 5 10 Chord Force= 852 Ibf each end of each segment Shearwall Connection Forces Summary: Shear Forces: Tension[Uplift Forces:(-Upward/+Downward) Out-of-Plane Pressure= 9.6 psf(MWFRS) Wind Zone End 21.7 psf(C&C End) Top-of-Wall -102 plf Out-of-Plane Shear= 43 pif(MWFRS) 0.6 x Wall DL 27 pif 98 psf(C&C) Perf.SW Uplift 0 pif In-Plane Shear= 95 pif(MWFRS) Bottom of Wall -75 pif Chord Force,P= 852 Ibf �.f 23.0727 LFRS Shearwall Design Case Specific 2012-12-03 6/24/2014 8:23 AM Typical Page 2 of 3 • Shearwall Design(cont) Wall Line: Bracing list Story,Longitudinal Wall Line Ab Compression Chord Member Strength: Chord Force,P= 852 Ibf Grade: STUD Tabulated Stress Adjustment Factors Allowable Species: SPF Stress CF Co C, CP Stress Load width(b)= 1.5 in. Fc= 725 1.00 1.60 — 0.61 712 5873 depth(d)= 5.5 in. F,= 350 1.00 1.60 — — 560 4620 C= 0.8 Fel= 425 — — — — 425 3506 I"/d= 19.6 E,a,= 440000 — — — — 440000 F.E= 938 HoldownSitednstalled Options Concrete Embedded Strap Holdown Preformed Holdown Strap-Type Holdown(Story-to-Story) Ft Q� Connector: Simpson STHD14RJ Holdown:Simpson HDU2-SDS2.5 Strap: (1)Simpson CS20 Fasteners: (38)0.148"x3.25"Nails Threadrod Dia.= 0.625 in. Fasteners: (9)0.131"x2.5"Nails Each End Strap Width= 3.0 in. Chord Studs= 2 Qty Min. Strap Width= 1.25 in. End Length= 39.6 in. End Length= 11 in. Chord Studs= 2 Qty Min. Chord Studs= 1 Qty Min. Concrete Pc= 2500 psi min. End Distance= 1.5 in.min. HoldownOptions Conventional Strap Holdown Pre Bent Strap Holdown Prefomled Holdown � F • t F F� it Strap: (1)Simpson CS20 Connector. Simpson MSTC66B3 Holdown: Simpson HDU2-SDS2.5 Fasteners: (9)0.131"x2.5"Nails Each End Fasteners: (9)0.148"x 3"Nails Threadrod Dia.= 0.625 in. Strap Width= 1.25 in. Strap Width= 3 in. Chord Studs= 2 Qty Min. End Length= 11 in. End Length= in. Plate Washer Sin Chord Studs= 1 Qty Min. Chord Studs= 2 Qty Min. Width Length Thk. 3.00 3.0 0.26 Notes:1. Inset all straps 1.5"from ends of wall or edges of openings by adding framing members to permit installation of sheathing and Cladding fasteners. 2. Couple thread rods using heavy hex couplers rated for chord force. 3. Plant installed,strap-type holdowns must be bent around rim joist and secure to bottom of rim joist with not less than 4 fasteners,or the lowest fastener on the strap must be installed within 1"of the bottom of the rim joist. F APPROVED DATE 7/23/14 PFS CORPORATION / Z Bloomsburg, PA b 23.0727 LFRS Shearwall Design Case Specific 2012-12-03 6/24/2014 8:23 AM Typical Page 3 of 3 Shearwall Design(cont) Wall Line: Bracing 1st Story,Longitudinal Wall Line Ab Connection Fastener Quantity per (fastener size and position exaggerated (minimum length and Connection or for illustration purposes) Parameters/Loads diameter or staple size) Spacing SW Top Plate-to-Truss or Blocking Stud Spacing= 16 in.oc #8 x 3"Screw 3 per bay (fastened through 5/8"gypsum) F,= 0 lbf/bay #10x3"Screw 3 per bay F2= 130 lbf/bay 3"x0.131"Nail 3 per bay FR= 130 lbf/bay `~try Stud Spacing= 24 in.oc #8 x 3"Screw 3 per bay F,= 0 lbf/bay #10x3"Screw 3 per bay F2= 196 lbf/bay 3'x0.131"Nail 4 per bay FR= 196 lbf/bay SW Bottom Plate-to-Rim Joist or Blocking Stud Spacing= 16 in.oc #8 x 3"Screw 3 per bay F,= 0 lbf/bay #10x3"Screw 3 per bay F2= 130 lbf/bay 3"x0.131"Nail 3 per bay FR= 130.Ib9bay Stud Spacing= 24 in.oc #8 x 3"Screw 3 per bay F,= 0 ibf/bay #10x3"Screw 3 per bay 1 6 lbf/bay 3"x0.131"Nail 3 per ba F 9 2— Y P Y FR= 196 lbf/bay Sheathing-to-Roof/Ceiling Rail Sheathing Type: OSB 0.099"x2"Nail 64n.oc (direct uplift carried by continuous sheathing Sheathing Thick.: 3/8-in. 0.113"x2.5"Nail 6-in.oc lapped across joint) Tensile Strength: 960 plf 0.131'x2.5"Nail 6-in.oc Shear Strength: 2951 plf 7/16"x2.5"x15 Ga.Staple 44n.oc F2 Panel CSI= 0.14 OK 7/16"x1.5"x16 Ga.Staple 4-in.oc Min.Panel Width: 8.0 in. F,= 95 pif F2= 102 plf I FR= 139 plf II Sheathing-to-Floor Rim Joist Sheathing Type: OSB 0.099"x2"Nail 6-in.oc (direct uplift carried by continuous sheathing Sheathing Thick.: 3/8-in. 0.113'x2.5"Nail 6-1n.oc lapped across joint) Tensile Strength: 960 plf 0.131"x2.5"Nail 6-in.oc 1 Shear Strength: 2951.04 plf 7/16"x2.5"x15 Ga.Staple 4-in.oc 1 I Panel CSI= 0.11 OK 7/16"x1.5"x16 Ga.Staple 4-in.oc Min.Panel Width: 8.0 in. F,= 95 plf \ � I F2= -75 plf FR= 121 plf F A APPROVED DATE 7/23/14 PFS CORPORATION Bloomsburg, PA 23.0727 LFRS Shearwall Design Case Specific 2012-12-03 6/24/2014 8:24 AM Typical(2) Page 1 of 3 Shearwall Design(ASCE 7-05) Client: Excel Homes of Maine Job Number: KES062314-4 Description: 4309 Wall Line: Bracing 1st Story,Longitudinal Wall Line Bb Design Parameters: Shear OTM Wind Shear= 1700 Ibf 15.3 ft-kip Seismic Shear= 390 Ibf 3.5 ft-kip Response Factor,R: 6.5 17'41"Length,23'-5"O/A Height IBC Seismic Design Cat.: D 100 mph(Exp B),SDC D Bracing 1st Story Overall Wall Geometry: Opening Definitions: Opening Locations: Wall Height= 9.0 ft Rough Opening Location Overall Wall Length= 18.0 it Mark Width Height Type Mark (ft) (in.) Wind Exposure: Exterior 1 (2)C30 64 48 Window 1 (2)C30 4.0 3.5 Items Supported: Sidewall 2 2 (2)C30 12.0 5.5 Roof Only 3 3 4 4 Top of Openings= 80.0 in.AFF 5 5 Dimensioning Method: Center 6 6 7 7 8 8 9 10 11 Note:Field fastners spaced at 6"oc for 3/8"and 7/16"panels on studs 24"oc.For 16"oc 12 studs or other panel thicknesses,space fasteners at 12"oc. 13 14 15 Shearwall Sheathing Design: 16 Perforated Method Pert.Wall Length= 11.0 ft Wall Sheathing: 7/16"Structural Sheathing,0.131"x2.5"Nail 4/12 Shear Panel Length= 5.7 ft Back Panel: None Max.Opening Height= 4.0 ft Panel Edge Framing: 1.5-in.edge framing Pert.Wall Factor= 0.86 Min.Framing SG: SPF Wind Shear= 300 plf Seismic Shear= 69 pif Anhorage: Uplift Force= -349 pif Chord Force= 3137 Ibf Wall Start 6'-11" Wall End: 17'-11" Segmented Method Wind Seismic Wall Sheathing: 7/16"Structural Sheathing,0.1 31"x2.5"Nail 6/12 Cumulative Length(ft) 5.7 5.7 Bads Panel: None Design Shear(pIQ 300.0 68.8 Panel Edge Framing: 1.5-in.edge framing Mn.Framing SG: SPF APPROVED Segment Layout:(w.r.t reference end of wall) I No. Start End No. Start End DATE 7/23/14 1 6-11" 9'-9" 6 PFS CORPORATION 2 15'-1" 1T-11" 7 3 8 Bloomsburg, PA 4 9 5 10 Chord Force= 3137 Ibf each end of each segment Shearwall Connection Forces Summary: Shear Forces: Tension/Uplift Forces:(-Upward/+Downward) Out-of-Plane Pressure= 9.6 psf(MWFRS) Wind Zone End 21.7 psf(C&C End) Top-of-Wall -102 pif Out-of-Plane Shear= 43 pif(MWFRS) 0.6 x Wall DL 27 pif 98 psf(C&C) Perf.SW Uplift -349 pif In-Plane Shear= 300 plf(MWFRS) Bottom of Wall -424 plf Chord Force,P= 3137 Ibf / b.� • 23.0727 LFRS Shearwall Design Case Specific 2012-12-03 6/24/2014 8:24 AM Typical(2) Page 2 of 3 • Shearwall Design(cont.) Wall Line: Bracing list Story,Longitudinal Wall Line Bb Compression Chord Member Strength: Chord Force,P= 3137 Ibf Grade: STUD Tabulated Stress Adjustment Factors Allowable Species: SPF Stress CF Co Cr CP Stress Load width(b)= 1.5 in. F,= 725 1.00 1.60 — 0.61 712 5873 depth(d)= 5.5 in. Fi= 350 1.00 1.60 — — 560 4620 C= 0.8 IF,,= 425 — — — — 425 3506 IJd= 19.6 E.,,,= 440000 — — — — 440000 FSE= 938 HoldownOptions Concrete Embedded Strap Holdown Preformed Holdown Strap-Type Holdown(Story-to-Story) f� F� R� Connector: Simpson STHD14RJ Holdown:Simpson HDU4-SDS2.5 Strap: (1)Simpson CMST14 Fasteners: (38)0.148"x3.25"Nails Threadrod Dia.= 0.625 in. Fasteners: (27)0.131'x2.5'Nails Each End Strap Width= 3.0 in. Chord Studs= 2 Qty Min. Strap Width= 3.00 in. End Length= 39.6 in. End Length= 25 in. Chord Studs= 3 Qty Min. Chord Studs= 2 Qty Min. Concrete f,= 2500 psi min. End Distance= 1.5 In.min. HoldownOptions Conventional Strap Holdown Pre-Bent Stfap Holdown Preformed Holdown F� >I Strap: (1)Simpson CMST14 Connector: Simpson MST066133 Holdown:Simpson HDU4-SDS2.5 Fasteners: (27)0.131'x2.5"Nalls Each End Fasteners: (32)0.148"x 3"Nails Threadrod Dia.= 0.625 in. Strap Width= 3.00 in. Strap Width= 3 in. Chord Studs= 2 Qty Min. End Length= 25 in. End Length= in. Plate Washer Size Chord Studs= 2 Qty Min. Chord Studs= 2 Qty Min. Width Length Thk. 3.00 3.0 0.26 Notes:1. Inset all straps 1.5"from ends of wall or edges of openings by adding framing members to permit installation of sheathing and Cladding fasteners. Z Couple thread rods using heavy hex couplers rated for chord force. 3. Plant installed,strap-type holdowns must be bent around rim joist and secure to bottom of rim joist with not less than 4 fasteners,or the lowest fastener on the strap must be installed within 1"of the bottom of the rim joist. F APPROVED DATE 7/23/14 PFS CORPORATION Bloomsburg, PA • a 23.0727 LFRS Shearwall Design Case Specific 2012-12-03 6/24/2014 8:24 AM Typical(2) Page 3 of 3 Shearwall Design(cont.) Wall Line: Bracing 1st Story,longitudinal Wall Line Bb Connection Fastener Quantity per (fastener size and position exaggerated (minimum length and Connection or for illustration purposes) Parameters/Loads diameter or staple size) Spacing SW Top Plate-to-Truss or Blocking Stud Spacing= 16 in.oc #8 x 3"Screw 3 per bay (fastened through 5/8"gypsum) F,= 0 lbf/bay #10x3"Screw 3 per bay F2= 130 Ibf/bay 3'x0.131"Nail 3 per bay FR= 130 lbf/bay - Stud Spacing= 24 in.oc #8 x 3"Screw 3 per bay Fr= 0 lbf/bay #10x3"Screw 3 per bay F2= 196 lbf/bay 3'x0.131"Nail 4 per bay FR= 196 lbf/bay SW Bottom Plate-to-Rim Joist or Blocking Stud Spacing= 16 in.oc #8 x 3"Screw 3 per bay F,= 0 lbf/bay #104"Screw 3 per bay F2= 130 lbf/bay 3"x0.131"Nail 3 per bay FR= 130 lbf/bay Stud Spacing= 24 in.oc #8 x 3"Screw 3 per bay Fti F,= 0 lbf/bay #10x3"Screw 3 per bay F2= 196 lbf/bay 3'10.131"Nail 3 per bay FR= 196 lbf/bay Sheathing-to-Roof/Ceiling Rail Sheathing Type: OSB 0.099"x2"Nail 2 rows 3-in.oc (direct uplift carried by continuous sheathing Sheathing Thick.: 3/8-in. 0.113"x2.5"Nail 2 rows 4-in.oc lapped across joint) Tensile Strength: 960 plf 0.131"x2.5"Nail 2 rows 5-in.oc Shear Strength: 2951 plf 7116"x2.5"x15 Ga.Staple 2 rows 3-in.oc F2 Panel CSI= 0.54 OK 7/16"x1.5"x16 Ga.Staple 2 rows 3-in.oc Min.Panel Width: 9.4 in. ` F ;` • F,= 300 plf I F2= 424 pif FR= 519 plf l � . I II II Sheathing-to-Floor Rim Joist Sheathing Type: OSB 0.099"x2"Nail 2 rows 34n.oc (direct uplift carried by continuous sheathing Sheathing Thick.: 3/84n. 0.113"x2.5"Nail 2 rows 44n.oc lapped across joint) Tensile Strength: 960 pif 0.131"x2.5"Nail 2 rows 54n.oc Shear Strength: 2951.04 pif 7/16"x2.5"x15 Ga.Staple 2 rows 34n.oc I I Panel CSI= 0.54 OK 7/16'x1.5"x16 Ga.Staple 2 rows 34n.oc I I I 1 Min.Panel Width: 9.4 in. I I z ' F�= 300 plf I -424 pif FR= 519 plf AVORS< APPROVED DATE 7/23/14 PFS CORPORATION Bloomsburg, PA • 23.0727 LFRS Shearwalf Design Case Specific 2012-12-03 6/24/201410:08 AM Typical(3) Page 1 of 3 Shearwall Design(ASCE 7-05) Client: Excel Homes of Maine Job Number. KES062314-4 Description: 4309 Wall Line: Bracing 7st Story,Transverse Wall Line 2 Design Parameters: Shear OTM Wind Shear= 8851 Ibf 17.1 ft-kip Seismic Shear= 437 Ibf 3.5 ft-kip Response Factor,R: 6.5 17'-11"Length,23'-5"O/A Height IBC Seismic Design Cat.: D 100 mph(Exp B),SDC D 91331b=18971b•2(3 sided building)+68601b(interior wall,2 story)-18031b(20"PF) Bracing 1st Story Overall Wall Geometry: Opening Definitions: Opening Locations: Wall Height= 9.0 ft Rough Opening Location Overall Wall Length= 24.1 ft Mark Width Height Type Mark (ft) (in.) Wind Exposure: Exterior 1 (2)C30 64 48 Window 1 (2)C30 4.0 4 Items Supported: Endwall 2 C30 32 48 Window 2 EDGE 10.0 0 Roof Only 3 3 C30 12.0 2 4 4 C30 21.0 10 Top of Openings= 80.0 in.AFF 5 5 Dimensioning Method: Center 6 6 7 7 8 8 9 10 11 Note:Feld fastners spaced at 6"oc for 3/8"and 7/16"panels on studs 24"oa For 16"oc 12 studs or other panel thicknesses,space fasteners at 12"oc. 13 14 15 Shearwali Sheathing Design: 16 Perforated Method Pen`.Wali Length= 13.5 ft Wall Sheathing: NG-Must use segmented design method Shear Panel Length= 10.0 ft Back Panel: — Max.Opening Height= 4.0 ft Panel Edge Framing: — Perf.Wall Factor= 0.92 Min.Framing SG:— Wind Shear= 885 pIf Seismic Shear= 44 pif Anhorage: Uplift Force= -962 pif Chord Force= 8654 Ibf Wali Start: — Wall End: — Segmented Method Wind Seismic Wag Sheathing:Double Sided,7/16"Structural Sheathing,0.131"x2.5"Nall 4/12 Cumulative Length(ft) 10.0 10.0 Baric Panel:Same as front panel Design Shear(pif) 885.1 43.7 Panel Edge Framing: 1.5-in.edge framing Vim Framing SG:SPF ACIPAS APPROVED Segment Layout:(w.r.t reference end of walk DATE 7/23/14 No. Start End No. Start End 1 T-0" 10'-0". 6 PFS CORPORATION 2 13'-6" 20'-0" 7 Bloomsburg, PA 3 8 4 9 5 10 Chord Force= 7966 Ibf each end of each segment Shearwall Connection Forces Summary: Shear Forces: Tension/Uplift Forces:(-Upward/+Downward) Out-of-Plane Pressure= 9.6 psf(MWFRS) Wind Zone End 21.7 psf(CBC End) Top-of-Wall -31 plf Out-of-Plane Shear= 43 pif(MWFRS) 0.6 x Wall DL 27 pIf 98 psf(C✓3<C) Perf.SW Uplift 0 pif In-Plane Shear= 885 pif(MWFRS) Bottom of Wail -4 pif Chord Force,P= 7966 Ibf i 23.0727 LFRS Shearwall Design Case Specific 2012-12-03 6/24/2014 10:08 AM Typical(3) Page 2 of 3 Shearwall Design(cont) Wall Line: Bracing 1st Story,Transverse Wall Line 2 Compression Chord Member Strength: Chord Force,P= 7966 Ibf Grade: STUD Tabulated Stress Adjustment Factors Allowable Species: SPF Stress CF CD C, CP Stress Load width(b)= 1.5 in. Fe,= 725 1.00 1.60 - 0.61 712 5873 depth(d)= 5.5 in. Ft= 350 1.00 1.60 - - 560 4620 C= 0.8 Fa= 425 - - - - 425 3506 IJd= 19.6 Emin= 440000 - - - - 440000 F,.E= 938 HoldownOptions Concrete Embedded Strap Ho/down Preformed Holdown Strap-Type Ho/down(Story-to-Story) F, Ft �� oy . Connector: NG-Cannot be used Holdown: Simpson HDUl l-SDS2.5 Strap: (1)Simpson CMST12 Fasteners: - Threadrod Dia.= 1.000 in. Fasteners: (61)0.131"x2.5"Nails Each End Strap Width= - in. Chord Studs= 3 Qty Min. Strap Width= 3.00 in. End Length= - in. End Length= 108 in. Chord Studs= - Qty Min. Chord Studs= 3 Qty Min. Concrete P,,=- psi min. End Distance=- in.min. Holdown Options Conventional Strap Holdown Pre-Bent Strap Holdown Preformed Holdown R • i Strap: (1)Simpson CMST12 Connector.NG-Cannot be used Holdown: Simpson HDU11-SDS2.5 Fasteners: (61)0.131"x2.5"Nails Each End Fasteners:- Threadrod Dia.= 1.000 in. Strap Width= 3.00 in. Strap Width=- in. Chord Studs= 3 Qty Min. End Length= 108 in. End Length= in. Plate Washer Size Chord Studs= 3 Qty Min. Chord Studs=- Qty Min. Width Length Thk. 3.00 6.5 0.56 Notes:1. Inset all straps 1.5"from ends of wall or edges of openings by adding framing members to permit installation of sheathing and Cladding fasteners. 2. Couple thread rods using heavy hex couplers rated for chord force. 3. Plant installed,strap-type holdowns must be bent around rim joist and secure to bottom of rim joist with not less than 4 fasteners,or the lowest fastener on the strap must be installed within 1"of the bottom of the rim joist F APPROVED DATE 7/23/14 PFS CORPORATION , $ Bloomsburg, PA .. - .. 1 23.0727 LFRS Shearwall Design Case Specific 2012-12-03 6/24/201410:08 AM Typigal(3) Page 3 of 3 Shearwail Design(cont.) Wail Line: Bracing 1st Story,Transverse Wail Line 2 Connection Fastener Quantity per (fastener size and position exaggerated (minimum length and Connection or for illustration purposes) Parameters/Loads diameter or staple size) Spacing SW Top Plate-to-Truss or Blocking Stud Spacing= 16 in.oc #8 x 3"Screw 3 per bay (fastened through 5/8"gypsum) F,= 0 lbf/bay #10x3"Screw 3 per bay F2= 130 Ibf/bay TW.131"Nail 3 per bay FR= 130 Ibf/bay Ile Stud Spacing= 24 in.oc 98 x 3"Screw 3 per bay h y Fr= 0 Ibf/bay #10x3"Screw 3 per bay F2= 196 Ibf/bay 3"x0.131"Nail 4 per bay FR= 196 Ibf/bay SW Bottom Plate-to-Rim Joist or Blocking Stud Spacing= 16 in.oc #8 x 3"Screw 3 per bay F,= 0 Ibf/bay #10x3"Screw 3 per bay F2= 130 Ibf/bay 3"x0.131"Nail 3 per bay FR= 130 Ibf/bay Stud Spacing= 24 in.oc #8 x 3"Screw 3 per bay ry F,= 0 Ibf/bay #10x3"Screw 3 per bay F2= 196 Ibf/bay 3"x0.131"Nail 3 per bay FR= 196 ibf/bay Sheathing-to-Roof/Ceiling Rail Sheathing Type: OSB 0.099"x2"Nail 2 rows 3-in.oc (direct uplift carried by continuous sheathing Sheathing Thick.: 318-in. 0.113"x2.5"Nail 2 rows 44n.oc lapped across joint) Tensile Strength: 960 pif 0.131"x2.5"Nail 2 rows 54n.oc Shear Strength: 2951 pif 7/16'W.5"x15 Ga.Staple 2 rows 4-in.oc F2 Panel CSI= 0.20 OK 7/16"x1.5"x16 Ga.Staple 2 rows 34n.oc Min.Panel Width: 8.0 in. F,= 885 plf F,= 489 plf FZ= 31 plf In addition,attact top r I' FR= 490 pif plate to rail with { { (face-nailed) 885 -396= 489 0.131"x2.5"Nail 44n.oc Sheathing-to-Floor Rim Joist Sheathing Type: OSB 0.099"x2"Nail 2 rows 3-in.oc (direct uplift cared by continuous sheathing Sheathing Thick.: 3/84n. 0.113"x2.5"Nail 2 rows 44n.oc lapped across joint) Tensile Strength: 960 pif 0.131"x2.5"Nail 2 rows 54n.oc { Shear Strength: 2951.04 pif 7/16"x2.5"x15 Ga.Staple 2 rows 44n.oc { i { Panel CSI= 0.17 OK 7/16"x1.5"x16 Ga.Staple 2 rows 3-in.oc I i F Min.Panel Width: 8.0 in. F,= 885 pif F,= 489 pif •` F� ; {. F2= -4 plf In addition,attact bottom FR= 489 pif plate to rail with • (face-nailed) 885 -396= 489 0.131"x2.5"Nail 44n.oc F APPROVED DATE 7/23/14 PFS CORPORATION Bloomsburg, PA /' 7 _ 4_ 1NE�Q@ Page_of— Date: ON A. � o a z Simply Certified. Engineer: sbo �d 305NORTH OAKLAND AVENUE P.O. BOX 490 • NAPPANEE, INDIANA 46550 PHONE: 574.773-7975 • FAX 574-773-2732 • WEB: WWW.NTAINC.COM *d'al`kl.. ""I J"d (.- loo /6 Zna 54,Y 4v A+ 5¢ory '�D�131`x3" n.,;I lowx 4- /OD /b 6BS►t Is - 3ns- )t, 333s is: S"3�s- 16 4860 13 -Ia3 c-/S 383 s' IA 3�3+ wait t'► r3�Fs IS _ 2ZZ �-e� l'-ap�e�( SRcliry w��1 0.13i�'X3` nr.�:►s wa,n �- �3�8 Ib LLZ �..Q,F .�t,��l.inf �*' �=k�t�J. •lv �,o�,� d.F •�.os L'�.,��,,1 0� Z`,.O6Is-cfi 2 Spry �n►ss, q ac L, �s� s�o�r ►rust �,� o�,or�t 3013 Cs-6/b ; Z2So 1& Z ZZSa �� _ �'� •� 1:ap�c� s(�e,�tl ihf w;�1, o,LTi" k-7 4-a Sart w4v 91zo ,s: 3-71 ilzE La�>' s�� ,�s w,k� o.►� x3" n,x;lc 3' 2�1.Gdlf¢t t micas �_ 14760 1� _ �/3 luu� {�— m 0 �I'L.Ffi /{ Z7 ! l,�S j.c�cot 51, ;y W;�l 0�/3�• x� h /s `., o c. 17 9s;�a pt F e APPROVED DATE 7/23/14 PFS CORPORATION Bloomsburg, PA 7, � M1 � 6�ptn�eEAe Page_of Date: m tiNIP z i Simply Certified. Engineer: a Z 7Q�o 0� 305 NORTH OAKLAND AVENUE P.O. BOX 490 • NAPPANEE, INDIANA 46550 PHONE: 574-773-7975 • FAX: 574-773-2732 • WEB: WWW.NTAINC.COM 16 , S/f� 1b F�ttln0.v/+�h >N 371 p.e.a? wM Q-b= 54"'^ )OD 3 16 11 Z ��erF Fas}c,, H-+i l 0,13!`x3" z Zq-0( F m APPROVED DATE 7/23/14 PFS CORPORATION Bloomsburg, PA 7. Z F a R f Table 1. Recommended allowable design values for APA portal frame used on a rigid-base foundation for wind or seismic loadine,b,` ) Minimum Width Maximum Height Allowable Design(ASD)Values per Frame Segment (in.) (ft) Shear(•'' (lbf) Deflection(in.) Load Factor 8 850 0.33 3.09 16 10 625 0.44 2.97 8 1,675 0.38 2.88 24 10 1,125 0.51 3.42 (a)Design values are based on the use of Douglas-fir or Southern ine framing.For other species of framing,multiply the above shear design value by the specific gravity adjustment factor=(1—(0.5—SG)�,where SG=speck gravity of the actual framing.This adjustment shall not be greater than 1.0. (b)For construction as shown in Figure 1. (c)Values are for a single portal-frame segment(one vertical leg and a portion of the header).For multiple portal-frome segments,the allowable shear design values are permitted to be multiplied by the number of frame segments(e.g.,two=2x,three=3x,etc.). (d)Interpolation of design values for heights between 8 and 10 feet,and for portal widths between 16 and 24 inches,is permitted. (e)The allowable shear design value is permitted to be multiplied by a factor of 1.4 for wind design. (f) If story drift is not a design consideration,the tobulated.design shear values are permitted to be multiplied by a factor of 1.15.This factor is permitted to be used cumulatively with the wind-design adjustment factor in Footnote(e)above. Figure 1. Construction details for APA portal-frame design with hold downs XTENT OF HEADER WITH DOUBLE PORTAL FRA14ES(TWO BRACED WALLPANELS EXTENT OF HEADER WITH SINGLE PORTAL.FRAIJE (ORE BRACED WALL PANEL) Y-I&FIN ISHED WIDTH OF OPENING FOR SINGLE ORD OUBLE PORTAL HEADER TO JACK-STUD STRAP PER WIND DESIGN. MIN.1000 LBF,ON BOTH PONY ALL - SIDES OF OPENING OPPOSITE — HEIO SLOE OF SHEATHING. �'p' F MIN.3-X 11-1T4-NET HEADER tFTn" 'S.MR STEEL H_ ,ER PROHIBITED " •-• R�!}••• T2 � � IF NEEDED,PANEL -1, FASTEN SHEATHING TO HEADER WITH 80 SPLICE EDGES SHALL r COIJM ON OR GALVANIZED BOX NAILS IN 3•GRID OCCUR OVER AND BE ? FASTEN TOP PATTERN AS SHOWN NAILED TO COMMON ti PLATE TO BLOCKING WITHIN HEADER WITH HEADER TO JACKSTUO STRAP PER WIND MIDDLE 24'OF PORTAL TWO $; DESIGN,MIN.1000 LBF,ON BOTH SIDES HEIGHT.ONE ROW ,�j ROWS OF 160 OF OPENING OPPOSITE SIDE OF SHEATHING. OF 3'O.C.NAILING �{ SINKER NAILS AT (.v) 16 REQUIRED IN 3.O.C.TYP, U_ {.; - EACH PANEL EDGE. �" '•t' IJ IN*DOUBLE 2X4 FRAMING COVE RED WITH IJIN. MIN,Yr WOOD MyL YriTIICKWGOD STRUCTURAL PANEL SHEATHING TYPICALPORTAL ,yt_Z�,y„ : SrRUCTU RAL .}. WITH 80 COMUON OR GALVANIZED BOXNAILS AT FRAME CONSTRUCTION PANEL ,yll'O.C.IN ALL FRAIJING(STUDS,BLOCKING,AND SHEATHING SILLS)TYP. YIN.DOUBLE 2x4 POST MIN.LENGTH OF PANEL PER TABLE 1 (IONG AND JACK STU DL J / NUMBER OF JACK STUDS MIN.(2)D�LS STRAP-TYPE HOLD-DOWNS PER TABLES R5025(1)8 (EMBEDDED INTO CONCRETE AND NAILED INTO (21 FRAMING) '( O.C. _ MIN.REINFORCING OF FOUNDATION.ONE 94 BAR WN TOP AND BOTTOM OF FOOTING.LAP BARS 1S MLN. IJIN.1 E(LB HOLD D INTO DEVICE(EMBEDDED INTO CO NCRETE AND NAILED 3• �����a�—N _��r�����—�� INTO FRAMING a MIN.FOOTING SIZE UNDER OPENING IS 12•X12•.A TURNED- DOWN SLAB SHALT.BE PERMITTED AT DOOR OPENINGS. MIN.(1)WOWJETER ANCHOR BOLTINSTALIFD PER R403.1.6-WITH r X 2X 3116'PLATE WASHER FRONT ELEVATION SECTION APPROVED DATE 7/23/14 2 0 2012 APA—The Er&ecrcd Woad Assacia((on PFS CORPORATION Bloomsburg, PA pp na � 23.0302 Design Wood Columns Sidewall 2008-09-17 6/24/2014 8:29 AM Stud Page 1 of 3 Sidewall Column Calculation Client•. Excel Homes of Maine Job Number: KES062314-4 Description: 168-in.Unit Width,14-in.Sidewall Overhang Sidewall,50 psf Ground Snow,20 psf Attic Live Load Cape Truss,10/12 Roof Pitch One Floor,Loft,Roof 8 Ceiling Only Header 1684n.Unit Width 100 mph(Exp B/End Zone) Side ColuPl7n 50 psf Ground Snow,10112 Pitch Tabulated Span 1084n.wall Height Wall Jamb Studs 164n.oc,2x4#2 SPF Height (full height) Typical Spacing 11 Jack Studs Sill Max Stud Length=106.5-in. Top/Bottom Plate Thickness=1.5-in. Side Column Span Side Column Span.' Sid umn Spans B 'It-Up Columns: 1.64n.Wide Header 3.0-in.Wide Header 4.5-in.Wide Header (1 Jam ack)2x4#2 SPF 31-in.(2-ft 7 in.) 42-i -in.) 42-in.(3-ft 64n.) (1 Jamb/2 Jack 2 SPF 48-in.(4-ft 0 in.) 71-in.(5-ft 11-in.) 71-in.(5-ft 114n.) (1 Jamb/3 Jack)2x4#2 S 65-in. 5- -n.) 99 in.(8 ft 3-in.) 99-1n.(8 ft 3-in.) (2 Jamb/4 Jack)2x4#2 SPF -rn.(6-ft 9-in.) 133-in.(11-ft 1-in.) 133-in.(11-ft 1-in.) (2 Jamb/5 Jack)2x4#2 SPF 9 = 8-ft 2-in.) 162-in.(13-ft 6-in.) 162-in.(13 ft 6-in.) (3 Jamb/6 Jack)2x4#2 SPF 114-in.(9- 196-in.(16-ft 44n.) 196-in.(16-ft 4-in.) (3 Jamb/7 Jack)2x4# F 131-in.(10-ft 11-in.) 25-in.(18-ft 9 in.) 225-in.(18-ft 9-in.) (4 Jamb/8 Jac 4#2 SPF 146-in.(12-ft 2-in.) 259-in. 7-in.) 259-in.(21A 74n.) (� (4 Jamb/ ack)2x4#2 SPF 164-in.(13-ft 8-in.) 287 in. (23-ft 11-in. 287-in.(23-ft 11 in.) l Top or bottom plate to stud(face nail) Fastener Mnimum (minimum length and Quantity per diameter or staple size) Connection or 3".x 0.131'PD nail 3 �^ 2.5x 15 Ga.Staple 4 F� Notes:1. All stud configurations are assumed to be braced against weak axis buckling by sheathing or gypsum fastened in place on at least one side. Wall engaging column is not to be less than 164n.long. 2. Studs in columns may be considered as maintaining regular stud spacing p.e.typical stud may be placed up to 16-in.from closest built-up column stud). 3.Clear span between columns. F APPROVED DATE 7/23/14 PFS CORPORATION Bloomsburg, PA l� 23.0302 Design Wood Columns Sidewall 2008-09-17 6/24/2014 8:29 AM Study_ Page 2 of 3 Sidewall Column Calculation(continued) Client: Excel Homes of Maine Date: KES062314-4 Description: 168-in.Unit Width,14-in.Sidewall Overhang Sidewall,50 psf Ground Snow,20 psf Attic Live Load Cape Truss,10/12 Roof Pitch Stud Configuration: Grade: #2 Wall Height(h)= 108.0 in. Species: SPF Top/Bottom Plate Thick(t,)= 1.5 in. width(b)= 1.5 in. Typical Spacing(s)= 16.0 in. depth(d)= 3.5 in. Deflection Limit:H/180 Header Configurations:(for bearing consideration) Load Equiv. Grade Species MOE Fv,, Share Fc, 1 #2 SPF 425 100% 425 2 #2 SP 565 100% 565 3 LVL Microllam 2000000 750 100% 750 4 Min.F.= 425 Loading Conditions: Axial Load Only Combined Axial&Lateral(Max Bending): Axial Only Load\••NDS/= 1233 plf(D+Su) Axial Load(We)= 422 plf(D+Wp) Beadng/Total Load(WT)= 1233 plf(D+Su) Lateral Load(Wej= 13.3 psi(W) Lateral Load Only Combined Axial&Lateral(Max Axial): Lateral Load(Wia)= 21.7 psf(C&C) Axial Load(Wc)= 1219 plf(D+0.75(L+Su)) Combined Lateral&Uplift: Lateral Load(%J= 9.9 psf(0.75M Uniform Uplift(wuJ= -33.3 Of(0.6D+Wn) Lateral Load(W,aJ= 13.3 psf(MWFRS) Stud Material Properties: Tabulated Stress Adjustment Factors Allowable Grade: #2 Stress CF CD C, CP Stress Species: SPF Fb= 875 1.50 1.60 1.15 - 2415 psi width(b)= 1.5 in. F�= 1150 1.15 1.15 - 0.28 421 psi(gravity only) depth(d)= 3.5 in. F�= 1150 1.15 1.60 - 0.20 431 psi(combined) C= 0.8 Fj= 450 1.50 1.60 - - 1080 psi IJd= 30.4 F„= 135 - 1.60 - - 216 psi F,F= 453 PSI Fcl-= 425 - - - - 425 psi E= 1400000 - - - - 1400000 psi E,nin= 510000 - - - - 510000 psi Plate-to-Stud Connection: Typical Stud: Connection Force,F,= 128.7 Ibf Shear Code Caldd Req'd Strength Min. Mn. Min. Fastener (lbf) Qty oh' Qty 3"x 0.131"PD nail 88.0 3 2 3 Z.T'x 15 Ga.Staple 56.3 4 3 4 W -. APPROVED DATE 7/23/14 PFS CORPORATION Bloomsburg, PA e s 23.0302 Design Wood Columns Sidewall 2008-09-17 6/24/2014 8:29 AM Stud Page 3 of 3 Sidewall Column Calculation(continued) Client: Excel Homes of Maine Date: KES062314-4 Description: 168-in.Unit Width,14-in.Sidewall Overhang Sidewall,50 psf Ground Snow,20 psf Attic Live Load Cape Truss,10/12 Roof Pitch Configurations/Section Properties: Jamb Studs(full height) 1 1 1 1 2 2 3 3 4 4 Jack Studs In Column 0 1 2 3 4 5 6 7 8 9 q Area(n?) 5.3 5.3 5.3 5.3 10.5 10.5 15.8 15.8 21.0 21.0 E Ix(in.°) 5.4 5.4 5.4 5.4 10.7 10.7 16.1 16.1 21.4 21.4 Sx(in.) 3.1 3.1 3.1 3.1 6.1 6.1 9.2 9.2 12.3 12.3 Area(in?) 0.0 5.3 10.5 15.8 21.0 26.3 31.5 36.8 42.0 47.3 Ix(n.) 0.0 5.4 10.7 16.1 21.4 26.8 32.2 37.5 42.9 48.2 Sx(in.) 0.0 3.1 6.1 9.2 12.3 15.3 18.4 21.4 24.5 27.6 Maximum Tributary Spans(Axial Loads): Jamb Stud Axial Compression 21 21 21 .21 43 43 64 64 86 86 Jack Stud Axial Compression N/A 37 59 80 103 125 148 169 192 214 Stud Plate Perp.Compression 22 38 59 ' 81 104 126 149 171 194 216 Header Bearing 1.54n.Wide n/a 25 35 44 53 63 72 81' 90 100 Header Bearing-3.04n.Wide n/a 35 53 72 90 109 128 146 165 184 Header Bearing 4.5-in.Wide n/a 38 59 81 103 125 146 168 190 211 Maximum Tributary Spans(Lateral Loads): Jack+Jamb Bending 35 113 170 227 340 397 510 567 680 737 Jack+Jamb Deflection 25 58 86 115 173 202 259 288 346 374 Jamb Stud Shear 94 154 154 154 309 309 463 463 617 617 Maximum Tributary Spans(Combined Loads): Jamb Stud Tension/Bending 55 107 157 204 314 362 471 519 628 676 Jack Stud TensionBending N/A 123 179 235 344 399 509 564 674 729 Comp./Bending(Max.Bending) 28 47 75 103 141 169 208 235 274 301 Comp./Bending(CSR) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Comp./Bending(Max.Comp.) 15 31 46 61 79 94 113 128 147 162 Comp./Bending(CSR) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Result: Maximum Trib Span,1.54n wide header(in 15 25 35 44 53 63 72 81 90 100 Max.Side Column Opening(in.) 12 32 49 66 81 99 114 131 147 164 Maximum Trib Span,3.0-in wide header[n 15 31 46 61 79 94 113 128 147 162 Max Side Column Opening(in.) 12 43 71 99 134 162 196 225 260 288 Maximum Trib Span,4.5-in wide header(in 15 31 46 61 79 94 113 128 147 162 Max Side Column Opening(in.) 12 43 71 99 134 162 196 225 260 288 U(� APPROVED VFW- DATE 7/23/14 PFS CORPORATION Bloomsburg, PA �t-1) 6�o:N��Qe Page`of_ Date: INAm a 4 2 Simply Certified. Engineer: r, �2 305 NORTH OAKLAND AVENUE • P.O. BOX 490 • NAPPANEE, INDIANA 46550 PHONE: 574-773-7975 • FAX: 574-773-2732 • WEB: WWW.NTAINC.COM �ticr���� � ► . APPROVED DATE 7/23/14 B� PFS CORPORATION Bloomsburg, PA AIA w La V w �S o 1K. z� �� REScheck Software Version 4.5.0 — PF . PFS CORPORATION /J Compliance Cer i lcato Approval Limited to Factory Built Portion Only State: Massachusetts Signature: 95$' RIC-nf2;A,1, < Title: Staff Plan Reviewer Date: 7/23/14 Project 4309 Energy Code: 2012 IECC IF THE FULL 4" OF ROXUL Location: North Andover, Massachusetts INSULATION IS NOT APPLIED Construction Type: Single-family ON-SITE AS ANTICIPATED, THE Project Type: New Construction BUILDER IS RESPONSIBLE FOR Conditioned Floor Area: 2,455 ft2 RESUBMITTING AN UPDATED Glazing Area 14% REScheck TO THE LOCAL Climate Zone: 5 (6322 HDD) Permit Date: BUILDING OFFICIAL. Permit Number: Construction Site: Owner/Agent: Designer/Contractor: N.Andover, MA Eric Peterson Keiser Homes N.Andover, MA Oxford, ME Compliance: 32.6%Better Than Code Maximum UA: 389 Your UA: 262 The%Better or Worse Than Code Index reflects how close to compliance the house is based on code trade-off rules. It DOES NOT provide an estimate of energy use or cost relative to a minimum-code home. Envelope Assemblies 1st FLR Ceiling: Flat Ceiling or Scissor Truss 433 60.0 0.0 0.024 10 2nd FLR Ceiling: Flat Ceiling or Scissor Truss 998 60.0 0.0 0.024 24 Exterior Walls: Wood Frame, 16"o.c. 2,812 27.0 17.2 0.025 58 Windows: Vinyl Frame:Double Pane with Low-E 383 0.180 69 2-Lite Door:Solid 20 0.190 4 CCA240 Door: Solid 20 0.210 4 Patio Door: Glass 53 0.320 17 Transom @ Patio Door:Vinyl Frame:Double Pane with Low-E 12 0.170 2 FP/Stair Walls: Wood Frame, 16"o.c. 318 11.0 0.0 0.089 28 Floor: All-Wood Joist/Truss:Over Unconditioned Space 1,389 30.0 0.0 0.033 46 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 2012 IECC requirements in REScheck Version 4.5.0 and to comply with the mandatory requirements listed in the REScheck Inspection Checklist. RbblaTtt TrWIl r 77AVAZaJ4 Name-Title Signature Date Project Notes: This calculation based on an un-conditioned basment area. Any required energy compliance for the basement level to be done by builder. Project Title: 4309 Report date: 07/08/14 Data filename: \\OF-USERS\Shared\Engineering Shared\_PDF FOR E-MAIL\_4000 SERIES KIM\4309 - Page 1 of 8 Peterson\Submittal\4309 REScheck.rck REScheck Software Version 4.5.0 Inspection Checklist Energy Code: 2012 IECC Requirements: 0.0% were addressed directly in the REScheck software Text in the "Comments/Assumptions" column is provided by the user in the REScheck Requirements screen. For each requirement, the user certifies that a code requirement will be met and how that is documented, or that an exception is being claimed. Where compliance is itemized in a separate table, a reference to that table is provided. Section Plaits Verified Field Verified # Pre-Inspection/Plan Review Value Value Complies? Comments/Assumptions & Req.ID 103.1, Construction drawings and ❑Complies 103.2 documentation demonstrate ❑Does Not [PR1]1 energy code compliance for the building envelope. ❑Not Observable ❑Not Applicable 103.1, Construction drawings and ❑Complies 103.2, documentation demonstrate ❑Does Not 403.7 energy code compliance for [PR3]1 lighting and mechanical systems. []Not Observable Systems serving multiple ❑Not Applicable dwelling units must demonstrate compliance with the IECC Commercial Provisions. 302.1, Heating and cooling equipment is. Heating: Heating: ❑Complies 403.6 sized per ACCA Manual S based Btu/hr Btu/hr ❑Does Not [PR2]2 on loads calculated per ACCA Cooling: Cooling: Manual J or other methods ❑Not Observable approved by the code official. Btu/hr Btu/hr []Not Applicable Additional Comments/Assumptions: F . PFS CORPORATION Approval Limited to Factory Built Portion Only State: Massachusetts Signature: SF Title: Staff Pian Reviewer Date: 7/23/14 1 High Impact(Tier 1) 21 Medium Impact(Tier 2) 3 1 Low Impact(Tier 3) Project Title: 4309 Report date: 07/08/14 Data filename: \\OF-USERS\Shared\Engineering Shared\_PDF FOR E-MAIL\_4000 SERIES KIM\4309 - Page 2 of 8 Peterson\Submittal\4309 REScheck.rck 2012 IECC Foundation Inspection Complies? Comments/Assumptions 303.2.1 A protective covering is installed to ❑Complies [FO11]2 protect exposed exterior insulation ❑Does Not and extends a minimum of 6 in. below grade. ❑Not Observable ❑Not Applicable 403.8 Snow-and ice-melting system controls ❑Complies [F012]2 installed. ❑Does Not ❑Not Observable ❑Not Applicable Additional Comments/Assumptions: FS. PFS CORPORATION Approval Limited to Factory Built Portion Only State: Massachusetts Signature: RPM, Rerllez 14N;5� Title: Staff Plan Reviewer Date: 7/23/14 1 Nigh Impact(Tier 1) 2 :1 Medium Impact(Tier 2) 3 1 Low Impact(Tier 3) Project Title: 4309 Report date: 07/08/14 Data filename: \\OF-USERS\Shared\Engineering Shared\ PDF FOR E-MAIL\_4000 SERIES KIM\4309 - Page 3 of 8 Peterson\Submittal\4309 REScheck.rck Sects Pians Verified Field Verified # Framing /Rough-in inspection Value Value Complies.? Comments/Assumptions & Req.ID 402.1.1, Door U-factor. U- U ❑Complies See the Envelope Assemblies 402.3.4 ❑Does Not table for values. [FR1]1 ;❑Not Observable ❑Not Applicable 402.1.1, Glazing U-factor(area-weighted U- U- ❑Complies See the Envelope assemblies 402.3.1, average). ❑Does Not table for values. 402.3.3, 402.3.6, ❑Not Observable 402.5 ❑Not Applicable [FR2]1 303.1.3 U-factors of fenestration products ❑Complies [FR4]1 are determined in accordance ❑Does Not with the NFRC test procedure or taken from the default table. []Not Observable .,[]Not Applicable 402.4.1.1 ;Air barrier and thermal barrier ❑Complies [FR23]1 installed per manufacturer's ❑Does Not instructions. ❑Not Observable ❑Not Applicable 402.4.3 Fenestration that is not site built ❑Complies (FR20]1 is listed and labeled as meeting ❑Does Not AAMA/WDMA/CSA 101/I.S.2/A440 or has infiltration rates per NFRC ❑Not Observable 400 that do not exceed code ❑Not Applicable limits. 402.4.4 IC-rated recessed lighting fixtures' []Complies [FR16F sealed at housing/interior finish ❑Does Not and labeled to indicate :52.0 cfm leakage at 75 Pa. []Not Observable ❑Not Applicable 403.2.1 Supply ducts in attics are R- R- ❑Complies [FR12]1 insulated to >_R-8.All other ductsR R_ []Does Not k3 in unconditioned spaces or outside the building envelope are []Not Observable insulated to >_R-6. ❑Not Applicable 403.2.2 All joints and seams of air ducts, ❑Complies [FR13]1 air handlers, and filter boxes are ❑Does Not sealed. ❑Not Observable ❑Not Applicable 403.2.3 Building cavities are not used as ❑Complies [FR15]3 ducts or plenums. ❑Does Not ❑Not Observable ❑Not Applicable 403:3 HVAC piping conveying fluids R- R- ❑Complies [FR17]12 above 105°F or chilled fluids ❑Does Not below 55°F are insulated to>_R- :3 ❑Not Observable ❑Not Applicable 403.3.1 Protection of insulation on HVAC [ Complies [FR24]2 piping. ❑Does Not ❑Not Observable ❑Not Applicable 403:4:2 Hot water pipes are insulated to R- R- ❑Complies [FR18]2 >_R-3. ❑Does Not ❑Not Observable ❑Not Applicable PFS CORPORATION Approval Limited to Factory Built Pordarl Only State: AA.-huaettu Signature: "44x6F High Impact(Tier 1) 2 Medium Impact(Tier 2) 3 Low Impact(Tier 3} Title: Stmt Piaa Reviewer 1 Hi 9 p P P ,oat« 7nan1 Project Title: 4309 Report date: 07/08/14 Data filename: \\OF-USERS\Shared\Engineering Shared\_PDF FOR E-MAIL\_4000 SERIES KIM\4309 - Page 4 of 8 Peterson\Submittal\4309 REScheck.rck I 44 Section Plans VerifiedField Verified # Framing/Rough-in Inspection Complies? Comments/Assumptions & Req.ID Value Value 403.5 ;Automatic or gravity dampers are. ...❑Complies [FR19Fz installed on all outdoor air ❑Does Not intakes and exhausts. *: ❑Not Observable ❑Not Applicable Additional Comments/Assumptions: FFS- PFS CORPORATION Approval Limited to Factory Built Portion Only State: Massachusetts Signature: QF,$_ 1/0�Q Ali gc Title: Staff Plan Reviewer Date: 7/23/14 1 High Impact(Tier 1) 2 Medium Impact(Tier 2) 3 Low Impact(Tier 3) Project Title: 4309 Report date: 07/08/14 Data filename: \\OF-USERS\Shared\Engineering Shared\_PDF FOR E-MAIL\ 4000 SERIES KIM\4309 - Page 5 of 8 Peterson\Submittal\4309 REScheck.rck Sect' an Plans Verified Field Verified # Insulation Inspection Value Value Complies? Comments/Assumptions & Req.ID 303.1 All installed insulation is labeled ❑Complies [IN13]1 or the installed R-values ❑Does Not provided. _. ❑Not Observable ❑Not Applicable 402.1.1, Floor insulation R-value. R- R- ❑Complies See the Envelope assemblies 402.2.6 ❑ Wood E] Wood ❑Does Not table for values. [IN1]1 ❑ Steel ❑ Steel ❑Not Observable ❑Not Applicable 303.2, Floor insulation installed per ❑Complies 402.2.7 manufacturer's instructions,and ❑Does Not [IN2]1 in substantial contact with the underside of the subfloor. ❑Not Observable ❑Not Applicable 402.1.1, Wall insulation R-value. If this is a R- R- ❑Complies See the Envelope assemblies 402.2.5, mass wall with at least 1/2of the E] Wood F1Wood ❑Does Not table for values. 402.2.6 wall insulation on the wall [IN3]1 exterior,the exterior insulation E] Mass E] Mass ❑Not Observable requirement applies(FR10). ❑ Steel ❑ Steel ❑Not Applicable 303.2 Wall insulation is installed per ❑Complies [IN4]1 manufacturer's instructions. ❑Does Not ' ❑Not Observable ❑Not Applicable Additional Comments/Assumptions: PF RFS CORPORATION Approval Limited to Factory Built Portion Only State: Massachusetts Signature: .TcEYiP ,/� y Title: Staff Plan Reviewer Date: 7/23/14 1 High Impact(Tier 1) 2 :1 Medium Impact(Tier 2) J 3 1 Low Impact(Tier 3) Project Title: 4309 Report date: 07/08/14 Data filename: \\OF-USERS\Shared\Engineering Shared\_PDF FOR E-MAIL\_4000 SERIES KIM\4309 - Page 6 of 8 Peterson\Submittal\4309 REScheck.rck I w Sectcinn Plans Verified Field Verified # Final Inspection Provisions . Value Value Complies? Comments/Assumptions & Req.6D 402.1.1, Ceiling insulation R-value. R- R- ❑Complies See the Envelope Assemblies 402.2.1, ❑ Wood ❑ Wood ❑Does Not table for values. 402.2.2, 402.2.6 L] Steel EJSteel ❑Not Observable [Fill' ❑Not Applicable 303.1.1.1, :Ceiling insulation installed per ❑Complies 303.2 manufacturer's instructions. ❑Does Not [FI2]1 Blown insulation marked every 300 ft2. ❑Not Observable ❑Not Applicable 402.2.3 Vented attics with air permeable ❑Complies [FI22]2 insulation include baffle adjacent . ❑Does Not to soffit and eave vents that extends over insulation. ❑Not Observable ❑Not Applicable 402.2.4 Attic access hatch and door R- R- ❑Complies [FI3]1 insulation >_R-value of the ❑Does Not adjacent assembly. ❑Not Observable ❑Not Applicable 402.4.1.2 Blower door test @ 50 Pa. <=5 ACH 50= ACH 50 = ❑Complies [FI1711 ach in Climate Zones 1-2, and ❑Does Not <=3 ach in Climate Zones 3-8. ❑Not Observable ❑Not Applicable 402.4.2 Wood-burning fireplaces have .❑Complies [FI8]2 : tight fitting flue dampers and ❑Does Not outdoor air for combustion. ❑Not Observable ❑Not Applicable 403.2.2 Duct tightness test result of<=4 cfm/100 cfm/100 ❑Complies [F14]1 cfm/100 ft2 across the system or ft2 = ft2 ❑Does Not <=3 cfm/100 ft2 without air handler @ 25 Pa. For rough-in ❑Not Observable tests,verification may need to ❑Not Applicable :occur during Framing Inspection. 403.2.2.1 Air handler leakage designated ❑Complies [FI24]1 by manufacturer at<=2%of ❑Does Not design air flow. ❑Not Observable ❑Not Applicable 403.1.1 Programmable thermostats ❑Complies [Fl9]2 installed on forced air furnaces. ❑Does Not []Not Observable ❑Not Applicable 403.1.2 Heat pump thermostat installed ❑Complies [FI 10]2 on heat pumps. ❑Does Not ❑Not Observable ❑Not Applicable 403.4.1 Circulating service hot water ❑Complies [FI11]2 systems have automatic or ❑Does Not 6 accessible manual controls. ❑Not Observable ❑Not Applicable 403.5..1 All mechanical ventilation system ❑Complies [FI25]2 fans not part of tested and listed ❑Does Not HVAC equipment meet efficacy and air flow limits. ❑Not Observable ❑Not Applicable Y PFS CORPORATION Approval Umtted to Factory BNIt Portion ONy State: Massachusetts Signature: � Re-lee Title: Staff Pian Reviewe, 1 High Impact(Tier 1) 2 Medium Impact(Tier 2) 3 Low Impact(Tier 3) 'ata 71M4 Project Title: 4309 Report date: 07/08/14 Data filename: \\OF-USERS\Shared\Engineering Shared\_PDF FOR E-MAIL\_4000 SERIES KIM\4309 - Page 7 of 8 Peterson\Submittal\4309 REScheck.rck i Sectrt ! Plans Verified Field Verified # Final Inspection Provisions Value Complies? Comments/Assumptions & Req.ID Value 403.9.1 Readily accessible switch on ❑Complies [FI12]3 heaters for swimming pools or ,❑Does Not permanent in-ground spas. ❑Not Observable ❑Not Applicable 403.9.2 Timer switches on heaters and ❑Complies [FI19]3 pumps serving pools and ❑Does Not permanent spas. ❑Not Observable ❑Not Applicable 403.9.3 Heated pools and permanent ❑Complies [F120]3 spas have a vapor retardant ❑Does Not cover. []Not Observable ❑Not Applicable 404.1 75%of lamps in permanent iElComplies [FI611 fixtures or 75%of permanent ❑Does Not fixtures have high efficacy lamps. 141. Does not apply to low-voltage ❑Not Observable lighting. ❑Not Applicable 404.1.1 Fuel gas lighting systems have ❑Complies [FI23]3 no continuous pilot light. ❑Does Not ❑Not Observable ❑Not Applicable 401.3 Compliance certificate posted. ❑Complies [F[7]2 ..[]Does Not ❑Not Observable ❑Not Applicable 303.3 Manufacturer manuals for ❑Complies [FI18]3 .mechanical and water heating ❑Does Not J systems have been provided. ❑Not Observable ❑Not Applicable Additional Comments/Assumptions: PF RFS CORPORATION Approval Limited to Factory Built Portion Only State: Massachusetts Signature: .�F/71�E ✓�0ir3 Title: Staff Plan Reviewer Date: 7/23/14 1 High Impact(Tier 1) 2 Medium Impact(Tier 2) 3 1 Low Impact(Tier 3) Project Title: 4309 Report date: 07/08/14 Data filename: \\OF-USERS\Shared\Engineering Shared\_PDF FOR E-MAIL\_4000 SERIES KIM\4309 - Page 8 of 8 Peterson\Submittal\4309 REScheck.rck I ( 2012 IECC Energy JEfficiency Certificate Eli Wall 44.20 Floor 30.00 Ceiling / Roof 60.00 Ductwork (unconditioned spaces): Window 0.18 Door 0.32 Heating..System: Cooling System: Water Heater: Name: Date: Comments PFSI- PFS CORPORATION �. Approval Limited to Factory Built Portion Only State: Massachusetts Signature: Ren*e, Aim Title: Staff Plan Reviewer Date: 7/23/14